Type of Services Geotechnical Investigation San Jose

Type of Services Geotechnical Investigation

Project Name Project West Julian Location 255 West Julian Street

San Jose, California

Client Project Julian LLC Client Address 6th Floor, 1067 West Cordova Street

Vancouver, BC, Canada V6C 1C7 Project Number 1178-2-2

Date June 25, 2020

Prepared by Renee S. Morales, P.E.

Senior Project Engineer Geotechnical Project Manager

Danh T. Tran, P.E. Senior Principal Engineer Quality Assurance Reviewer

TABLE OF CONTENTS SECTION 1: INTRODUCTION ........................................................................................................ 1 1.1 Project Description ----------------------------------------------------------------------------------------- 1 1.2 Scope of Services ------------------------------------------------------------------------------------------- 1 1.3 Exploration Program --------------------------------------------------------------------------------------- 2 1.4 Laboratory Testing Program ----------------------------------------------------------------------------- 2 1.5 Environmental Services ----------------------------------------------------------------------------------- 2 SECTION 2: REGIONAL SETTING ................................................................................................ 2 2.1 Geological Setting ------------------------------------------------------------------------------------------- 2 2.2 Regional Seismicity ----------------------------------------------------------------------------------------- 2

Table 1: Approximate Fault Distances .................................................................................... 3 SECTION 3: SITE CONDITIONS .................................................................................................... 3 3.1 Surface Description ----------------------------------------------------------------------------------------- 3 3.2 Subsurface Conditions ------------------------------------------------------------------------------------ 3

3.2.1 Plasticity/Expansion Potential...................................................................................... 4 3.2.2 In-Situ Moisture Contents ............................................................................................. 4

3.3 Groundwater -------------------------------------------------------------------------------------------------- 4 SECTION 4: GEOLOGIC HAZARDS ............................................................................................. 5 4.1 Fault Rupture ------------------------------------------------------------------------------------------------- 5 4.2 Estimated Ground Shaking ------------------------------------------------------------------------------ 5 4.3 Liquefaction Potential -------------------------------------------------------------------------------------- 5

4.3.1 Background .................................................................................................................... 5 4.3.2 Analysis .......................................................................................................................... 5 4.3.3 Summary ........................................................................................................................ 6 Table 2: Estimated Total and Differential Settlements ........................................................... 6 4.3.4 Ground Rupture Potential ............................................................................................. 7

4.4 Lateral Spreading -------------------------------------------------------------------------------------------- 7 4.5 Seismic Settlement/Unsaturated Sand Shaking -------------------------------------------------- 7 4.6 Tsunami/Seiche ---------------------------------------------------------------------------------------------- 7 4.7 Flooding -------------------------------------------------------------------------------------------------------- 8 SECTION 5: CONCLUSIONS ......................................................................................................... 8 5.1 Summary ------------------------------------------------------------------------------------------------------- 8

5.1.1 Potential for Significant Static Settlement .................................................................. 8 5.1.2 Potential for Liquefaction-Induced Settlements ......................................................... 9 5.1.3 Dewatering Considerations .......................................................................................... 9 5.1.4 Presence of Unstable Basement Subgrade Soils ....................................................... 9 5.1.5 Proximity to Existing Improvements and Structures ............................................... 10 5.1.6 Shoring Considerations for the Below-Grade Excavation ....................................... 10

5.1.7 Construction Dewatering Induced Settlements ........................................................ 10 5.1.8 Hydrostatic Pressure and Uplift ................................................................................. 10 5.1.9 Differential Movement at On-grade to On-Structure Transitions ............................ 11

5.2 Plans and Specifications Review --------------------------------------------------------------------- 11 5.3 Construction Observation and Testing ------------------------------------------------------------- 11 SECTION 6: EARTHWORK ......................................................................................................... 11 6.1 Site Demolition ---------------------------------------------------------------------------------------------- 11

6.1.1 Demolition of Existing Slabs, Foundations and Pavements ................................... 12 6.1.2 Abandonment of Existing Utilities ............................................................................. 12

6.2 Site Clearing and Preparation -------------------------------------------------------------------------- 13 6.2.1 Site Stripping ............................................................................................................... 13 6.2.2 Tree and Shrub Removal ............................................................................................ 13

6.3 Removal of Existing Fills -------------------------------------------------------------------------------- 13 6.4 Temporary Cut and Fill Slopes ------------------------------------------------------------------------- 13 6.5 Below-Grade Excavations ------------------------------------------------------------------------------- 14

6.5.1 Temporary Shoring...................................................................................................... 14 Table 3: Suggested Temporary Shoring Design Parameters .............................................. 14 6.5.2 Construction Dewatering ............................................................................................ 15

6.6 Subgrade Preparation ------------------------------------------------------------------------------------- 16 6.7 Subgrade Stabilization Measures --------------------------------------------------------------------- 16

6.7.1 Removal and Replacement ......................................................................................... 17 6.7.2 Chemical Treatment .................................................................................................... 17 6.7.3 Scarification and Drying ............................................................................................. 17 6.7.4 Below-Grade Excavation Stabilization ...................................................................... 17

6.8 Material for Fill ----------------------------------------------------------------------------------------------- 18 6.8.1 Re-Use of On-site Soils ............................................................................................... 18 6.8.2 Re-Use of On-Site Site Improvements ....................................................................... 18 6.8.3 Potential Import Sources ............................................................................................ 18

6.9 Compaction Requirements ------------------------------------------------------------------------------ 18 Table 4: Compaction Requirements ...................................................................................... 19 6.9.1 Construction Moisture Conditioning ......................................................................... 19

6.10 Trench Backfill ---------------------------------------------------------------------------------------------- 20 6.11 Site Drainage ------------------------------------------------------------------------------------------------- 20 6.12 Low-Impact Development (LID) Improvements --------------------------------------------------- 20

6.12.1 Storm Water Treatment Design Considerations ................................................... 21 6.13 Landscape Considerations ------------------------------------------------------------------------------ 23 SECTION 7: 2019 CBC SEISMIC DESIGN CRITERIA ................................................................ 23

7.1 Site Location and Provided Data for 2019 CBC Seismic Design --------------------------- 24 7.2 Site Classification – Chapter 20 of ASCE 7-16---------------------------------------------------- 24 7.3 Code-Based Seismic Design Parameters ---------------------------------------------------------- 24

Table 5: 2019 CBC Site Categorization and Site Coefficients ............................................. 25 7.4 Ground Motion Hazard Analysis ---------------------------------------------------------------------- 25

7.4.1 Probabilistic MCER ...................................................................................................... 26 7.4.2 Deterministic MCER ..................................................................................................... 26 7.4.3 Site-Specific MCER ...................................................................................................... 27 Table 6: Development of Site-Specific MCER Spectrum ...................................................... 27 7.4.4 Design Response Spectrum ....................................................................................... 28 Table 7: Development of Site-Specific Design Response Spectrum .................................. 28

7.5 Design Acceleration Parameters ---------------------------------------------------------------------- 28 Table 8: Site-Specific Design Acceleration Parameters ...................................................... 29

7.6 Site-Specific MCEG Peak Ground Acceleration --------------------------------------------------- 29 SECTION 8: FOUNDATIONS ....................................................................................................... 29 8.1 Summary of Recommendations ----------------------------------------------------------------------- 29 8.2 Reinforced Concrete Mat Foundation Over Ground Improvement ------------------------ 30

8.2.1 Settlement .................................................................................................................... 30 8.2.2 Mat Modulus of Soil Subgrade Reaction ................................................................... 30 8.2.3 Lateral Loading ............................................................................................................ 31 8.2.4 Mat Foundation Construction Considerations ......................................................... 31

8.3 Ground Improvement ------------------------------------------------------------------------------------- 31 8.3.1 Ground Improvement Requirements ......................................................................... 31 8.3.2 Ground Improvement Performance Testing ............................................................. 32

8.4 Alternative Foundation ----------------------------------------------------------------------------------- 33 8.4.1 Deep Foundations ....................................................................................................... 33

8.5 Hydrostatic Uplift and Waterproofing --------------------------------------------------------------- 33 8.6 Uplift Ground Anchors ------------------------------------------------------------------------------------ 34

Table 9: Recommended Ground Anchor Ultimate Capacities ............................................ 34 SECTION 9: SLABS-ON-GRADES AND PEDESTRIAN PAVEMENTS ..................................... 34 9.1 Garage Ramp Slabs-On-Grade ------------------------------------------------------------------------- 34 9.2 Exterior Flatwork ------------------------------------------------------------------------------------------- 35 SECTION 10: VEHICULAR PAVEMENTS ................................................................................... 35 10.1 Asphalt Concrete ------------------------------------------------------------------------------------------- 35

Table 10: Asphalt Concrete Pavement Recommendations, Design R-value = 5 ............... 35 10.2 Portland Cement Concrete ------------------------------------------------------------------------------ 36

Table 11: PCC Pavement Recommendations, Design R-value = 5 ..................................... 36

SECTION 11: SITE RETAINING WALLS ..................................................................................... 36 11.1 Static Lateral Earth Pressures ------------------------------------------------------------------------- 36

Table 12: Recommended Lateral Earth Pressures ............................................................... 37 11.2 Seismic Lateral Earth Pressures ---------------------------------------------------------------------- 37 11.3 Wall Drainage ------------------------------------------------------------------------------------------------ 38

11.3.1 At-Grade Site Walls ................................................................................................. 38 11.3.2 Below-Grade Walls .................................................................................................. 39

11.4 Backfill --------------------------------------------------------------------------------------------------------- 39 11.5 Foundations -------------------------------------------------------------------------------------------------- 39 SECTION 12: LIMITATIONS ........................................................................................................ 40 SECTION 13: REFERENCES ....................................................................................................... 41 FIGURE 1: VICINITY MAP FIGURE 2: SITE PLAN FIGURE 3: REGIONAL FAULT MAP FIGURE 4A TO 4C: LIQUEFACTION ANALYSIS SUMMARY – CPT-01 TO CPT-03 FIGURE 5: MCER RESPONSE SPECTRA FIGURE 6: DESIGN RESPONSE SPECTRA APPENDIX A: PREVIOUS FIELD INVESTIGATION, CORNERSTONE EARTH GROUP APPENDIX B: PREVIOUS LABORATORY TEST PROGRAM APPENDIX C: LIQUEFACTION ANALYSES CALCULATIONS

PROJECT WEST JULIAN 1178-2-2

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Type of Services Geotechnical Investigation

Project Name Project West Julian Location 255 West Julian Street

San Jose, California

SECTION 1: INTRODUCTION This updated geotechnical report was prepared for the sole use of Project Julian LLC for Project West Julian located at 255 West Julian Street in San Jose, California. The location of the site is shown on the Vicinity Map, Figure 1. This report is based on our current understanding of the planned development and discussion with you. As you know, the exact details including the overall levels, above and below grade, are being evaluated. Additional recommendations may be required based on the final development plan. 1.1 PROJECT DESCRIPTION The project will consist of redeveloping the approximately 1.7-acre site for a new mixed-use tower development. The project is still in the very early planning stages. Based on our discussions with you, we understand the new tower will likely have one to three levels of below-grade parking, between 15 to 17 stories above grade with a maximum above grade height of about 208 feet. We anticipate the below-grade and lower two to four above-grade levels will be of concrete construction with steel-frame construction above the concrete podium. The project design will be based on the current 2019 California Building Code (CBC). Structural loads are not available; however, structural loads are expected to be typical for this type of structure. As mentioned, the number of below-grade levels may be one to three levels. For one-, two-, and three-level basements, we estimate cuts will be on the order of 15 to 18 feet, 25 to 28 feet, and 35 to 38 feet, respectively. 1.2 SCOPE OF SERVICES Our scope of services was presented in our previous proposal dated July 26, 2017 and more recent authorization dated January 29, 2020 for a report update. Our investigation consisted of field and laboratory programs to evaluate physical and engineering properties of the subsurface soils, engineering analysis to prepare 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.


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1.3 EXPLORATION PROGRAM Field exploration consisted of three Cone Penetration Tests (CPTs) advanced on August 28, 2017 and two borings drilled on August 31, 2017 and September 1, 2017 with truck-mounted, hollow-stem auger drilling equipment. The CPTs were advanced to depths of approximately 75 to 110 feet; borings were drilled to depths of approximately 69½ to 119½ feet. Seismic shear wave velocity measurements were collected from CPT-2. 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, a Plasticity Index test, consolidation tests, and triaxial compression tests. Details regarding our laboratory program are included in Appendix B. 1.5 ENVIRONMENTAL SERVICES Cornerstone Earth Group previously provided environmental services for this project, including a Phase 1 site assessment; environmental findings and conclusions were provided under separate covers. SECTION 2: REGIONAL SETTING 2.1 GEOLOGICAL SETTING The site is located within the Santa Clara Valley, which is a broad alluvial plane between the Santa Cruz Mountains to the southwest and west, and the Diablo Range to the northeast. The San Andreas Fault system, including the Monte Vista-Shannon Fault, exists within the Santa Cruz Mountains and the Hayward and Calaveras Fault systems exist within the Diablo Range. Alluvial soil thicknesses in the area of downtown San Jose are about 500 feet (Rogers & Williams, 1974). 2.2 REGIONAL SEISMICITY While seismologists cannot predict earthquake events, geologists from the U.S. Geological Survey have recently updated earlier estimates from their 2015 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) 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 between 2014 and 2043 are the Hayward


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(33%), Rodgers Creek (33%), Calaveras (26%), and San Andreas Faults (22%). 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. The faults considered capable of generating significant earthquakes are generally associated with the well-defined areas of crustal movement, which trend northwesterly. The table below presents the State-considered active faults within 25 kilometers of the site. Table 1: Approximate Fault Distances

Fault Name

Distance (miles) (kilometers)

Hayward (Southeast Extension) 5.8 9.3 Monte Vista-Shannon 7.5 12.0

Calaveras 8.5 13.7 Hayward (Total Length) 8.8 14.2

San Andreas (1906) 11.9 19.2 Sargent 14.1 22.7

A regional fault map is presented as Figure 3, illustrating the relative distances of the site to significant fault zones. SECTION 3: SITE CONDITIONS 3.1 SURFACE DESCRIPTION The site is bounded by a vacated portion of Old West Julian Street to the northwest, Terraine Street to the northeast, West Saint James Street to the southeast, and a California State Route 87 on-ramp to the southwest. The site is currently occupied by a six-story commercial structure with a basement on the southeast side. The rest of the site generally consists of an at-grade asphalt parking lot. Landscaping, including mature trees, hedges, and small retaining walls are along the outside perimeter of the site. The site is generally level and graded towards storm drain inlets. Surface pavements generally consisted of 8 inches of asphalt concrete; no aggregate base was encountered below the asphalt concrete. Based on visual observations, the existing pavements are in moderate condition with some distress. 3.2 SUBSURFACE CONDITIONS Below the surface pavements, our explorations generally encountered clayey soils in the upper approximately 50 feet. The clayey soils consisted of very stiff sandy lean clays, stiff to medium stiff lean clays, and hard sandy silty clays. Thin discontinuous strata of loose to medium dense clean sands, poorly graded sands with silt, silty sands, and clayey sands were also interbedded


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within the clay layer. Stiff clayey soils interbedded with medium dense sands were also encountered after 50 feet in CPT 1 to 75 feet, and to 69½ feet in Boring EB-1. Dense to very dense clean sands, gravelly sands, and poorly graded sands with silt were encountered to about 52 feet in Boring EB-2, and to about 60 feet in CPT-2 and CPT-3. The soils after the dense to very dense sands and gravels to the end of EB-2 at 119½ feet (the maximum depth explored), and CPT-2 at 75 feet, generally consisted of stiff clays with few interbedded sand layers. Clayey soils were encountered after the dense sands and gravels in CPT-2 to about 83 feet when medium dense to dense clean sands and silty sands were encountered. The sands extended to about 93 feet, followed by stiff clays with few interbedded sand layers to the end of the CPT at 110 feet. 3.2.1 Plasticity/Expansion Potential We performed one Plasticity Index (PI) tests on a representative sample. Test results were used to evaluate expansion potential of surficial soils. The results of the surficial PI test indicated a PI of 10, indicating low expansion potential to wetting and drying cycles. 3.2.2 In-Situ Moisture Contents Laboratory testing indicated that the in-situ moisture contents within the upper 35 feet, as well as at basement subgrade elevations, generally range from about 2 to 14 percent over the estimated laboratory optimum moisture. 3.3 GROUNDWATER Groundwater was encountered in our borings at depths ranging from 18 to 21 feet below current grades. In addition, groundwater was inferred by our CPT pore pressure measurements at depths ranging from about 12½ to 14 feet below current grades. All measurements were taken at the time of drilling and may not represent the stabilized levels that can vary from than the initial levels encountered. Historical high groundwater is mapped at approximately 10 feet below existing site grades (California Geologic Survey, San Jose West 7.5-Minute Quadrangle, 2002). According to GeoTracker, monitoring wells previously located near the north corner of Old West Julian Street and Terraine Street (approximately 200 feet north of and at about the same elevation as the site) indicated seasonal groundwater depths ranging from 13 to 18 feet below existing grades between March, 2005 and August, 2012. In general, fluctuations in groundwater levels occur due to many factors including seasonal fluctuation, underground drainage patterns, regional fluctuations, and other factors. Based on the above information, we used a design groundwater depth of 10 feet below current grades for our liquefaction analyses.


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SECTION 4: GEOLOGIC HAZARDS 4.1 FAULT RUPTURE As discussed above several significant faults are located within 25 kilometers of the site. The site is not located within a State-designated Alquist Priolo Earthquake Fault Zone, a Santa Clara County Fault Hazard Zone, or a City of San Jose Potential Hazard Zone. Based on review of geologic maps as summarized in Figure 3, no known surface expression of fault traces is thought to cross the site; therefore, fault rupture hazard is not a significant geologic hazard at the site. 4.2 ESTIMATED GROUND SHAKING Moderate to severe (design-level) earthquakes can cause strong ground shaking, which is the case for most sites within the Bay Area. A peak ground acceleration (PGAM) was estimated following the ground motion hazard analysis procedure presented in Chapter 21, Section 21.2 of ASCE 7-16 and Supplement No. 1 and determined in accordance with Section 21.5 of ASCE 7-16. For our liquefaction analysis we used a PGAM of 0.703g. 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). Our field and laboratory programs addressed this issue by testing and sampling potentially liquefiable layers to depths of at least 50 feet, performing visual classification on sampled materials, evaluating CPT data, and performing various tests to further classify 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 groundwater depth of 10 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


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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 groundwater. The tip pressures are corrected for effective overburden stresses, taking into consideration both the groundwater level at the time of exploration and the design groundwater level, and stress reduction versus depth factors. The CPT method utilizes the soil behavior type index (IC) to estimate the plasticity of the layers. The results of our CPT analyses (CPT-1 to CPT-3) are presented on Figures 4A through 4C 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 post-liquefaction total settlement based on the Yoshimine (2006) method. Table 3 summarizes estimated total post-liquefaction settlements for one-, two-, and three-levels below-grade. As discussed in SP 117A, differential movement for level ground sites over deep soil sites will be up to about two-thirds of the total settlement between independent foundation elements. Table 2: Estimated Total and Differential Settlements

Conditions

Total Liquefaction Settlement

(inches)

Differential Liquefaction Settlement

(inches) Below One-Level Basement (15 feet) ⅓ to 1⅓ 1 Below Two-Level Basement (25 feet) ⅓ to 1¼ 1

Below Three-Level Basement (35 feet) ¼ to 1½ 1


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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 approximately 25 feet of surficial, non-liquefiable material is sufficient to prevent ground rupture; therefore, the above total liquefaction 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 a distance considered susceptible to lateral spreading; therefore, in our opinion, the potential for lateral spreading to affect the site is low. 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 and medium dense to dense sands, in our opinion, the potential for significant differential seismic settlement affecting the proposed improvements is low. 4.6 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. 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.


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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 8 miles inland from the San Francisco Bay shoreline, and is approximately 80 feet above mean sea level. Therefore, the potential for inundation due to tsunami or seiche is considered low. 4.7 FLOODING Based on our internet search of the Federal Emergency Management Agency (FEMA) flood map public database, the southwest portion of the site is located within Zone X, “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 northeast portion of the site is located within Zone D, “Areas in which flood hazards are undetermined, but possible.” We recommend the project civil engineer be retained to confirm this information and verify the base flood elevation, if appropriate. 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. Descriptions of each concern with brief outlines of our recommendations follow the listed concerns. Potential for significant static settlement Potential for liquefaction-induced settlements Dewatering considerations Presence of unstable basement subgrade soils Proximity to existing improvements and structures Shoring considerations for the below-grade excavation Construction dewatering induced settlements Hydrostatic pressure and uplift Differential movement at on-grade to on-structure transitions

5.1.1 Potential for Significant Static Settlement We evaluated immediate and long-term consolidation settlement due to static building loads using estimated interior column loading of about 2,100 kips. For a rigid mat foundation, total static settlement was estimated to range up to approximately 3⅔, 3¼, and 2½ inches for one-level below grade, two levels below grade, and three levels below grade without ground


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improvement, respectively. Additional recommendations are provided in the “Foundation” sections of this report. 5.1.2 Potential for Liquefaction-Induced Settlements As discussed, our liquefaction analysis indicates that there is a potential for 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 considered low, our analysis indicates that liquefaction-induced settlement up to 1½ inches could occur, resulting in differential settlement up to 1 inch. Based on the above, and to mitigate the combined total and differential seismic and static settlements, we recommend the structure be supported on reinforced concrete mat foundations over ground improvement or on deep foundations. Detailed foundation recommendations are presented in the “Foundations” section. 5.1.3 Dewatering Considerations As discussed, shallow groundwater was measured in our borings ranging from 18 to 21 feet below current grades, and pore pressure dissipation tests performed in our CPTs inferred groundwater at depths ranging from about 12½ to 14 feet. Based on historic high groundwater produced by CGS and our own data and experience in the area, we estimate historic high groundwater to be at approximately 10 feet below existing site grades. For this project, we recommend a design groundwater depth of 10 feet. If it is desired to document the fluctuation of the groundwater before construction, we recommend installing at least one groundwater observation well at the site. Our experiences with similar sites in the vicinity indicate that shallow groundwater could significantly impact underground construction. These impacts typically consist of potentially wet excavated soils, difficulty achieving compaction, and difficult underground utility installation. Dewatering and shoring of deeper utility trenches may be required in some isolated areas of the site. Detailed recommendations addressing this concern are presented in the “Earthwork” section of this report. 5.1.4 Presence of Unstable Basement Subgrade Soils As groundwater was encountered as shallow as 18 feet below current grades in our borings, the excavations for the below-grade parking structure will encounter groundwater. The fully saturated clays at these depths will likely have high moisture contents and variable strengths, and may become unstable under the weight of track-mounted or rubber-tired construction equipment. To provide a firm base for construction of the garage basement foundation, it may be necessary to remove and replace an additional approximately 12 to 18 inches of native soil below the basement foundation level and replace it with a bridging layer, such as crushed rock, or to chemically treat the exposed soil with lime or cement. Otherwise, a layer of lean sand-cement slurry or concrete layer (“rat slab”) may be considered or a combination of the two. Temporary dewatering to a depth of at least 5 feet below the bottom of the building excavation is recommended during construction.


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5.1.5 Proximity to Existing Improvements and Structures As previously mentioned, the site is bounded by a California State Route 87 on-ramp to the southwest. In addition, an existing two-story structure is about 125 feet northeast of the site, and construction nearby along Terraine Street and Old West Julian Street may indicate future development. The temporary shoring will need to accommodate loading from the adjacent streets and potentially new buildings from the nearby construction sites, and provide for limited movement of the improvements to reduce the potential for distress. Restrained shoring will be required to limit deflections at the top of the excavation that could result in settlement of the adjacent foundations, streets, and utilities. Support of the adjacent existing improvements such as streets, sidewalks, and utilities without distress should be the contractor’s responsibility. We recommend that the contractor implement a monitoring program to determine the effects of the construction on nearby improvements, including the monitoring of cracking and vertical movement of adjacent structures, and nearby streets, sidewalks, utilities, and other improvements. In critical areas, we recommend that inclinometers or other instrumentation be installed as part of the shoring system to closely monitor lateral movement. Detailed shoring recommendations are also provided in this report. 5.1.6 Shoring Considerations for the Below-Grade Excavation Excavations ranging from 15 to 35 feet deep is expected for the various below-grade parking garage options. The primary considerations in selecting a suitable shoring system typically include 1) control of vertical and lateral ground surface or wall movements, 2) constructability, 3) dewatering, and 4) cost. There are several possible methods of providing lateral support for the excavation. Additional recommendations can be provided once the shoring method has been determined. 5.1.7 Construction Dewatering Induced Settlements We evaluated the potential settlement of the surrounding ground for a three-level below-grade parking garage with dewatering to at least 5 feet below the bottom of the mass excavation. Our analysis assumed a maximum dewatering depth of 45 feet, resulting in up to about 2 inches of settlement near well points, decreasing at greater distances from well points. If this settlement is considered tolerable to nearby improvements, dewatering should be feasible. If settlement due to dewatering is not desired, the shoring can be designed as undrained cutoff walls, with secant soil-cement columns or similar. Further discussion on construction dewatering may be found below in Section 6. 5.1.8 Hydrostatic Pressure and Uplift We anticipate that the groundwater levels may be as high as 10 feet below current grades. The below-grade garage slab will need to be designed to resist uplift forces resulting from hydrostatic pressures, the basement walls designed to resist hydrostatic pressure, and the


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entire structure checked for uplift loading. Based on the design groundwater level and the estimated bottom of the basement excavation, a hydrostatic pressure would need to be considered for uplift resistance design by the project structural engineer. 5.1.9 Differential Movement at On-grade to On-Structure Transitions We anticipate that some improvements will transition from on-grade support to overlying the below-grade garage levels. Where the depth of soil cover overlying the below-grade parking structure roof is thin or where below-grade walls extend to within inches of finished grade, these transition areas typically experience increased differential movement due to a variety of causes, including difficulty in achieving compaction of retaining wall backfill closest to the wall. If surface improvements are included that are highly sensitive to differential movement, additional measures should be considered, such as doweling to the structure, additional reinforcing, or reduced construction and control joint spacing for concrete flatwork. 5.2 PLANS AND SPECIFICATIONS REVIEW We recommend that we be retained 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. 5.3 CONSTRUCTION OBSERVATION AND TESTING As site conditions may vary significantly between the small-diameter borings performed during this investigation, we also recommend that a Cornerstone representative be present to provide geotechnical observation and testing during earthwork and foundation construction. This will allow us to form an opinion and prepare a letter at the end of construction regarding contractor compliance with project plans and specifications, and with the recommendations in our report. We will also be allowed to evaluate any conditions differing from those encountered during our investigation, and provide supplemental recommendations as necessary. For these reasons, the recommendations in this report are contingent of Cornerstone providing observation and testing during construction. Contractors should provide at least a 48-hour notice when scheduling our field personnel. SECTION 6: EARTHWORK 6.1 SITE DEMOLITION All existing improvements not to be reused for the current development, including all foundations, flatwork, pavements, utilities, and other improvements should be demolished and removed from the site. Recommendations in this section apply to the removal of these improvements, which are currently present on the site, prior to the start of mass grading or the construction of new improvements for the project. Cornerstone should be notified prior to the start of demolition, and should be present on at least a part-time basis during all backfill and mass grading as a result of demolition. Occasionally,


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other types of buried structures (wells, cisterns, debris pits, etc.) can be found on sites with prior development. If encountered, Cornerstone should be contacted to address these types of structures on a case-by-case basis prior to their demolition. 6.1.1 Demolition of Existing Slabs, Foundations and Pavements All slabs, foundations, and pavements should be completely removed from within planned building areas. As an owner value-engineered option (if applicable), existing slabs, foundations, and pavements that extend into planned flatwork, pavement, or landscape areas may be left in place provided there is at least 3 feet of engineered fill overlying the remaining materials, they are shown not to conflict with new utilities, and that asphalt and concrete more than 10 feet square is broken up to allow subsurface drainage. Future distress and/or higher maintenance may result from leaving these prior improvements in place. A discussion of recycling existing improvements is provided later in this report. As previously mentioned, the existing building has a basement; however, it is unknown if the basement is within the footprint of the at-grade portion of the existing building. If any portion of the basement extends outside of the proposed below-grade parking structure, it will need to be backfilled up to current grades. The upper 3 feet of the abandoned basement walls below future improvements should also be removed. If flatwork is proposed in these areas, then the walls of the existing basement area should be sloped at least 2:1 (horizontal:vertical), as room allows, to avoid any abrupt transitions from fill to current grades. 6.1.2 Abandonment of Existing Utilities All utilities should be completely removed from within planned building areas. For any utility line to be considered acceptable to remain within building areas, the utility line must be completely backfilled with grout or sand-cement slurry (sand slurry is not acceptable), the ends outside the building area capped with concrete, and the trench fills either removed and replaced as engineered fill with the trench side slopes flattened to at least 1:1, or the trench fills are determined not to be a risk to the structure. The assessment of the level of risk posed by the particular utility line will determine whether the utility may be abandoned in place or needs to be completely removed. The contractor should assume that all utilities will be removed from within building areas unless provided written confirmation from both the owner and the geotechnical engineer. Utilities extending beyond the building area may be abandoned in place provided the ends are plugged with concrete, they do not conflict with planned improvements, and that the trench fills do not pose significant risk to the planned surface improvements. The risk for owners associated with abandoning utilities in place include the potential for future differential settlement of existing trench fills, and/or partial collapse and potential ground loss into utility lines that are not completely filled with grout.


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6.2 SITE CLEARING AND PREPARATION 6.2.1 Site Stripping The site should be stripped of all surface vegetation, and surface and subsurface improvements to be removed within the proposed development area. Demolition of existing improvements is discussed in the prior paragraphs. Surface vegetation and topsoil should be stripped to a sufficient depth to remove all material greater than 3 percent organic content by weight. Based on our site observations, surficial stripping should extend about 3 to 6 inches below existing grade in vegetated areas. 6.2.2 Tree and Shrub Removal Trees and shrubs designated for removal should have the root balls and any roots greater than ½-inch diameter removed completely. Mature trees are estimated to have root balls extending to depths of 2 to 4 feet, depending on the tree size. Significant root zones are anticipated to extend to the diameter of the tree canopy. Grade depressions resulting from root ball removal should be cleaned of loose material and backfilled in accordance with the recommendations in the “Compaction” section of this report. 6.3 REMOVAL OF EXISTING FILLS Undocumented fills were not encountered in our borings; however, any fills encountered during site grading will likely be removed during excavation of the below-grade parking structure. Provided the fills meet the “Material for Fill” requirements below, the fills may be reused when backfilling excavations. If materials are encountered that do not meet the requirements, such as debris, wood, trash, those materials should screened out of the remaining material and be removed from the site. Backfill of excavations should be placed in lifts and compacted in accordance with the “Compaction” section below. Any remaining fills extending into planned pavement and flatwork areas may be left in place provided they are determined to be a low risk for future differential settlement and that the upper 12 to 18 inches of fill below pavement subgrade is re-worked and compacted as discussed in the “Compaction” section below. 6.4 TEMPORARY CUT AND FILL SLOPES The contractor is responsible for maintaining all temporary slopes and providing temporary shoring where required. Temporary shoring, bracing, and cuts/fills should be performed in accordance with the strictest government safety standards. On a preliminary basis, the upper 35 feet at the site may be classified as OSHA Site C materials. Recommended soil parameters for temporary shoring are provided in the “Temporary Shoring” section of this report. Excavations extending more than 5 feet below building subgrade and excavations in pavement and flatwork areas should be sloped in accordance with the OSHA soil classification.


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6.5 BELOW-GRADE EXCAVATIONS Below-grade excavations may be constructed with temporary slopes in accordance with the “Temporary Cut and Fill Slopes” section above if space allows. Alternatively, temporary shoring may support the planned cuts. We have provided geotechnical parameters for shoring design in the section below. The choice of shoring method should be left to the contractor’s judgment based on experience, economic considerations and adjacent improvements such as utilities, pavements, and foundation loads. Temporary shoring should support adjacent improvements without distress and should be the contractor’s responsibility. A pre-condition survey including photographs and installation of monitoring points for existing site improvements should be included in the contractor’s scope. We should be provided the opportunity to review the geotechnical parameters of the shoring design prior to implementation; the project structural engineer should be consulted regarding support of adjacent structures. 6.5.1 Temporary Shoring Based on the site conditions encountered during our investigation, the cuts may be supported by soldier beams and tie-backs, braced excavations, soil nailing, or potentially other methods. Where shoring will extend more than about 10 feet, restrained shoring will most likely be required to limit detrimental lateral deflections and settlement behind the shoring. In addition to soil earth pressures, the shoring system will need to support adjacent loads such as construction vehicles and incidental loading, existing structure foundation loads, and street loading. We recommend that heavy construction loads (cranes, etc.) and material stockpiles be kept at least 15 feet behind the shoring. Where this loading cannot be set back, the shoring will need to be designed to support the loading. The shoring designer should provide for timely and uniform mobilization of soil pressures that will not result in excessive lateral deflections. Minimum suggested geotechnical parameters for shoring design are provided in the table below. Table 3: Suggested Temporary Shoring Design Parameters

Design Parameter Design Value Minimum Lateral Wall Surcharge (upper 5 feet) 120 psf 1Restrained Wall – Trapezoidal Earth Pressure Increase from 0 to 25H psf 2Passive Pressure – Starting at 2 feet below the bottom of the excavation

400 pcf up to 2,000 psf maximum uniform pressure

1 H equals the height of the excavation 2 Passive pressures are assumed to act over twice the soldier pile diameter The restrained earth pressure may also be calculated distributed as described in Figure 23 of the FHWA Circular No. 4 – Ground Anchors and Anchored Systems. If shotcrete lagging is used for the shoring facing, the permanent retaining wall drainage materials, as discussed in the “Wall Drainage” section of this report, will need to be installed during temporary shoring construction. At a minimum, 2-foot-wide vertical panels should be


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placed between soil nails or tiebacks that are spaced at 6-foot centers. For 8-foot centers, 4-foot-wide vertical panels should be provided. A horizontal strip drain connecting the vertical panels should be provided, or pass-through connections should be included for each vertical panel. We performed our borings with hollow-stem auger drilling equipment and as such were not able to evaluate the potential for caving soils, which can create difficult conditions during soldier beam, tie-back, or soil nail installation; caving soils can also be problematic during excavation and lagging placement. The contractor is responsible for evaluating excavation difficulties prior to construction. Where relatively clean sands (especially encountered below groundwater) or difficult drilling or cobble conditions were encountered during our exploration, pilot holes performed by the contractor may be desired to further evaluate these conditions prior to the finalization of the shoring budget. In addition to anticipated deflection of the shoring system, other factors such as voids created by soil sloughing, and erosion of granular layers due to perched water conditions can create adverse ground subsidence and deflections. The contractor should attempt to cut the excavation as close to neat lines as possible; where voids are created they should be backfilled as soon as possible with sand, gravel, or grout. As previously mentioned, we recommend that a monitoring program be developed and implemented to evaluate the effects of the shoring on adjacent improvements. All sensitive improvements should be located and monitored for horizontal and vertical deflections and distress cracking based on a pre-construction survey. For multi-level excavations, the installation of inclinometers at critical areas may be desired for more detailed deflection monitoring. The monitoring frequency should be established and agree to by the project team prior to start of shoring construction. The above recommendations are for the use of the design team; the contractor in conjunction with input from the shoring designer should perform additional subsurface exploration they deem necessary to design the chosen shoring system. A California-licensed civil or structural engineer must design and be in responsible charge of the temporary shoring design. The contractor is responsible for means and methods of construction, as well as site safety. 6.5.2 Construction Dewatering As previously discussed, historic high groundwater levels are above the potential planned excavation depths; therefore, temporary dewatering will likely be necessary during construction. Temporary dewatering for construction should be the responsibility of the contractor. The selection of equipment and methods of dewatering should be left up to the contractor and, due to the variable nature of the subsurface conditions in the downtown San Jose area, they should be aware that modifications to the dewatering system, such as adding well points, may be required during construction depending on the conditions encountered. We recommend that any dewatering of the site be carried out in such a manner as to maintain the groundwater a minimum of 5 feet below the bottom of the mass excavation. The contractor


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should design a system to achieve this criteria. Additionally, the groundwater should be maintained a minimum of 2 feet below all local excavations for deepened foundations, utilities or other structures. Should dewatering be temporarily shut down, it could have considerable detrimental effects on the excavations, including flooding, destabilization of the bottom of the excavation, shoring failures, etc. Therefore, we recommend that consideration be given to having the dewatering contractor provide backup power in case of loss of power or other redundancies, as deemed necessary. In addition, drawdown of groundwater during dewatering can cause subsidence outside of the excavation area. We estimate that limiting drawdown to a maximum of 45 feet below existing grade would cause subsidence on the order of 2 inches. If less subsidence is desired, then less drawdown should be considered, or the shoring can be designed as undrained cutoff walls, with secant soil-cement columns or similar. If drawdown to greater than 45 feet is desired, we recommend that the affects be further evaluated. Special considerations may be required prior to discharge of groundwater from dewatering activities depending on the environmental impacts at the site. These requirements may include storage and testing under permit prior to discharge. Impacted groundwater may require discharge at an offsite facility. 6.6 SUBGRADE PREPARATION After site clearing and demolition is complete, and prior to backfilling any excavations resulting from fill removal or demolition, the excavation subgrade and subgrade within areas to receive additional site fills, slabs-on-grade and/or pavements should be scarified to a depth of 6 inches, moisture conditioned, and compacted in accordance with the “Compaction” section below. The subgrade for any slab or mat foundation extending to or below ground water (i.e. the basement level) should generally be cut to the desired grades, including the thickness for any subgrade stabilization, as discussed below. 6.7 SUBGRADE STABILIZATION MEASURES Soil subgrade and fill materials, especially soils with high fines contents such as clays and silty soils, can become unstable due to high moisture content, whether from high in-situ moisture contents or from winter rains. As the moisture content increases over the laboratory optimum, it becomes more likely the materials will be subject to softening and yielding (pumping) from construction loading or become unworkable during placement and compaction. As discussed in the “Subsurface” section in this report, the in-situ moisture contents are about 2 to 14 percent over the estimated laboratory optimum in the upper 45 feet of the soil profile. The contractor should anticipate drying the soils prior to reusing them as fill. In addition, as mentioned above, the bottom of the garage excavation may consist of saturated native soils; repetitive rubber-tire loading will likely de-stabilize the soils.


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Even presuming that temporary dewatering will be included for the below-grade parking garage excavation, the soils above the depressed water table can be wet and difficult to work with. There are several methods to address potential unstable soil conditions and facilitate fill placement and trench backfill. Some of the methods are briefly discussed below. These recommendations are meant for near-surface soils; additional recommendations are provided below for the bottom of the garage excavation. Implementation of the appropriate stabilization measures should be evaluated on a case-by-case basis according to the project construction goals and the particular site conditions. 6.7.1 Removal and Replacement As an alternative to scarification, the contractor may choose to over-excavate the unstable soils and replace them with dry on-site or import materials. A Cornerstone representative should be present to provide recommendations regarding the appropriate depth of over-excavation, whether a geosynthethic (stabilization fabric or geogrid) is recommended, and what materials are recommended for backfill. 6.7.2 Chemical Treatment Where the unstable area exceeds about 5,000 to 10,000 square feet and/or site winterization is desired, chemical treatment with quicklime (CaO), kiln-dust, or cement may be more cost-effective than removal and replacement. Recommended chemical treatment depths will typically range from 12 to 18 inches depending on the magnitude of the instability. 6.7.3 Scarification and Drying For at-grade improvements subgrade may be scarified to a depth of 12 to 18 inches and allowed to dry to near optimum conditions, if sufficient dry weather is anticipated to allow sufficient drying. More than one round of scarification may be needed to break up the soil clods. 6.7.4 Below-Grade Excavation Stabilization As previously mentioned, the in-situ moisture contents of the soils at basement subgrade elevation may be up to 14 percent or greater over the estimated laboratory optimum moisture. In addition, the planned basement excavation will extend below the current groundwater level. Therefore, we recommend that the contractor plan to excavate an additional 12 to 18 inches below subgrade, place a layer of stabilization fabric (Mirafi RS380i, or equivalent) at the bottom, and backfill with clean, crushed rock. The crushed rock should be consolidated in place with light vibratory equipment. Rubber-tire equipment should not be allowed to operate on the exposed subgrade; the crushed rock should be stockpiled, then pushed and spread out over the stabilization fabric. If desired, chemically treating the exposed soil with lime or cement, or the use of a “rat slab,” is also feasible for the basement subgrade. Due to the anticipated excavation, it may be more advantageous and cost-effective than removal and replacement.


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6.8 MATERIAL FOR FILL 6.8.1 Re-Use of On-site 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. Minor amounts of oversize material (smaller than 12 inches in diameter) may be allowed provided the oversized pieces are not allowed to nest together and the compaction method will allow for loosely placed lifts not exceeding 12 inches. 6.8.2 Re-Use of On-Site Site Improvements Asphalt concrete (AC) grindings and aggregate base (AB) may be generated during site demolition. If the AC grindings are mixed with the underlying AB to meet Class 2 AB specifications, they may be reused within the new pavement and flatwork structural sections. AC/AB grindings may not be reused within the building areas. Laboratory testing will be required to confirm the grindings meet project specifications. 6.8.3 Potential Import Sources Imported and non-expansive material should be inorganic with a Plasticity Index (PI) of 15 or less, and not contain recycled asphalt concrete where it will be used within the proposed building areas. To prevent significant caving during trenching or foundation construction, imported material should have sufficient fines. Samples of potential import sources should be delivered to our office at least 10 days prior to the desired import start date. Information regarding the import source should be provided, such as any site geotechnical reports. If the material will be derived from an excavation rather than a stockpile, potholes will likely be required to collect samples from throughout the depth of the planned cut that will be imported. At a minimum, laboratory testing will include PI tests. Material data sheets for select fill materials (Class 2 aggregate base, ¾-inch crushed rock, quarry fines, etc.) listing current laboratory testing data (not older than 6 months from the import date) may be provided for our review without providing a sample. If current data is not available, specification testing will need to be completed prior to approval. Environmental and soil corrosion characterization should also be considered by the project team prior to acceptance. Suitable environmental laboratory data to the planned import quantity should be provided to the project environmental consultant; additional laboratory testing may be required based on the project environmental consultant’s review. The potential import source should also not be more corrosive than the on-site soils, based on pH, saturated resistivity, and soluble sulfate and chloride testing. 6.9 COMPACTION REQUIREMENTS All fills, and subgrade areas where fill, slabs-on-grade, and pavements are planned, should be placed in loose lifts 8 inches thick or less and compacted in accordance with ASTM D1557


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(latest version) requirements as shown in the table below. In general, clayey soils should be compacted with sheepsfoot equipment and sandy/gravelly soils with vibratory equipment; open-graded materials such as crushed rock should be placed in lifts no thicker than 18 inches consolidated in place with vibratory equipment. Each lift of fill and all subgrade should be firm and unyielding under construction equipment loading in addition to meeting the compaction requirements to be approved. The contractor (with input from a Cornerstone representative) should evaluate the in-situ moisture conditions, as the use of vibratory equipment on soils with high moistures can cause unstable conditions. General recommendations for soil stabilization are provided in the “Subgrade Stabilization Measures” section of this report. Table 4: Compaction Requirements

Description

Material Description

Minimum Relative1 Compaction

(percent)

Moisture2 Content (percent)

General Fill (within upper 5 feet) On-Site Soils 90 >1 General Fill (below a depth of 5 feet) On-Site Soils 95 >1

Basement Wall Backfill Without Surface Improvements 90 >1 Basement Wall Backfill With Surface Improvements 954 >1

Trench Backfill On-Site Soils 90 >1 Trench Backfill (upper 6 inches of

subgrade) On-Site Soils 95 >1

Crushed Rock Fill ¾-inch Clean Crushed Rock Consolidate In-Place NA Non-Expansive Fill Imported Non-Expansive Fill 90 Optimum Flatwork Subgrade On-Site Soils 90 >1

Flatwork Aggregate Base Class 2 Aggregate Base3 90 Optimum Pavement Subgrade On-Site Soils 95 >1

Pavement Aggregate Base Class 2 Aggregate Base3 95 Optimum Asphalt Concrete Asphalt Concrete 95 NA

1 – Relative compaction based on maximum density determined by ASTM D1557 (latest version) 2 – Moisture content based on optimum moisture content determined by ASTM D1557 (latest version) 3 – Class 2 aggregate base shall conform to Caltrans Standard Specifications, latest edition, except that the relative

compaction should be determined by ASTM D1557 (latest version) 4 – Using light-weight compaction or walls should be braced 6.9.1 Construction Moisture Conditioning Expansive soils can undergo significant volume change when dried then wetted. The contractor should keep all exposed expansive soil subgrade (and also trench excavation side walls) moist until protected by overlying improvements (or trenches are backfilled). If expansive soils are allowed to dry out significantly, re-moisture conditioning may require several days of re-wetting (flooding is not recommended), or deep scarification, moisture conditioning, and re-compaction.


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6.10 TRENCH BACKFILL Utility lines constructed within public right-of-way should be trenched, bedded and shaded, and backfilled in accordance with the local or governing jurisdictional requirements. Utility lines in private improvement areas should be constructed in accordance with the following requirements unless superseded by other governing requirements. All utility lines should be bedded and shaded to at least 6 inches over the top of the lines with crushed rock (⅜-inch-diameter or greater) or well-graded sand and gravel materials conforming to the pipe manufacturer’s requirements. Open-graded shading materials should be consolidated in place with vibratory equipment and well-graded materials should be compacted to at least 90 percent relative compaction with vibratory equipment prior to placing subsequent backfill materials. General backfill over shading materials may consist of on-site native materials provided they meet the requirements in the “Material for Fill” section, and are moisture conditioned and compacted in accordance with the requirements in the “Compaction” section. Where utility lines will cross perpendicular to strip footings, the footing should be deepened to encase the utility line, providing sleeves or flexible cushions to protect the pipes from anticipated foundation settlement, or the utility lines should be backfilled to the bottom of footing with sand-cement slurry or lean concrete. Where utility lines will parallel footings and will extend below the “foundation plane of influence,” an imaginary 1:1 plane projected down from the bottom edge of the footing, either the footing will need to be deepened so that the pipe is above the foundation plane of influence or the utility trench will need to be backfilled with sand-cement slurry or lean concrete within the influence zone. Sand-cement slurry used within foundation influence zones should have a minimum compressive strength of 75 psi. 6.11 SITE DRAINAGE Ponding should not be allowed adjacent to building foundations, slabs-on-grade, or pavements. Hardscape surfaces should slope at least 2 percent towards suitable discharge facilities; landscape areas should slope at least 3 percent towards suitable discharge facilities. Roof runoff should be directed away from building areas in closed conduits, to approved infiltration facilities, or on to hardscaped surfaces that drain to suitable facilities. Retention, detention or infiltration facilities should be spaced at least 10 feet from buildings, and preferably at least 5 feet from slabs-on-grade or pavements. However, if retention, detention or infiltration facilities are located within these zones, we recommend that these treatment facilities meet the requirements in the Storm Water Treatment Design Considerations section of this report. 6.12 LOW-IMPACT DEVELOPMENT (LID) IMPROVEMENTS The Municipal Regional Permit (MRP) requires regulated projects to treat 100 percent of the amount of runoff identified in Provision C.3.d from a regulated project’s drainage area with low impact development (LID) treatment measures onsite or at a joint stormwater treatment facility. LID treatment measures are defined as rainwater harvesting and use, infiltration,


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evapotranspiration, or biotreatment. A biotreatment system may only be used if it is infeasible to implement harvesting and use, infiltration, or evapotranspiration at a project site. Technical infeasibility of infiltration may result from site conditions that restrict the operability of infiltration measures and devices. Various factors affecting the feasibility of infiltration treatment may create an environmental risk, structural stability risk, or physically restrict infiltration. The presence of any of these limiting factors may render infiltration technically infeasible for a proposed project. To aid in determining if infiltration may be feasible at the site, we provide the following site information regarding factors that may aid in determining the feasibility of infiltration facilities at the site. The near-surface soils at the site are clayey, and categorized as Hydrologic Soil Group

D, and is expected to have infiltration rates of less than 0.2 inches per hour. In our opinion, these clayey soils will significantly limit the infiltration of stormwater.

Locally, seasonal high groundwater is mapped at a depth of 10 feet, and therefore is expected to be within the base of the infiltration measure.

The site is known to have pollutants with the potential for mobilization as a result of stormwater infiltration.

In our opinion, infiltration locations within 10 feet of the buildings would create a geotechnical hazard.

6.12.1 Storm Water Treatment Design Considerations If storm water treatment improvements, such as shallow bio-retention swales, basins or pervious pavements, are required as part of the site improvements to satisfy Storm Water Quality (C.3) requirements, we recommend the following items be considered for design and construction. 6.12.1.1 General Bioswale Design Guidelines

If possible, avoid placing bioswales or basins within 10 feet of the building perimeter or

within 5 feet of exterior flatwork or pavements. If bioswales must be constructed within these setbacks, the side(s) and bottom of the trench excavation should be lined with 10-mil visqueen to reduce water infiltration into the surrounding expansive clay.

Bioswales constructed within 3 feet of proposed buildings may be within the foundation zone of influence for perimeter wall loads. Therefore, where bioswales will parallel foundations and will extend below the “foundation plane of influence,” an imaginary 1:1 plane projected down from the bottom edge of the foundation, the foundation will need to be deepened so that the bottom edge of the bioswale filter material is above the foundation plane of influence


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The bottom of bioswale or detention areas should include a perforated drain placed at a low point, such as a shallow trench or sloped bottom, to reduce water infiltration into the surrounding soils near structural improvements, and to address the low infiltration capacity of the on-site clay soils.

6.12.1.2 Bioswale Infiltration Material Gradation specifications for bioswale filter material, if required, should be specified on

the grading and improvement plans.

Compaction requirements for bioswale filter material in non-landscaped areas or in pervious pavement areas, if any, should be indicated on the plans and specifications to satisfy the anticipated use of the infiltration area.

If required, infiltration (percolation) testing should be performed on representative samples of potential bioswale materials prior to construction to check for general conformance with the specified infiltration rates.

It should be noted that multiple laboratory tests may be required to evaluate the properties of the bioswale materials, including percolation, landscape suitability and possibly environmental analytical testing depending on the source of the material. We recommend that the landscape architect provide input on the required landscape suitability tests if bioswales are to be planted.

If bioswales are to be vegetated, the landscape architect should select planting materials that do not reduce or inhibit the water infiltration rate, such as covering the bioswale with grass sod containing a clayey soil base.

If required by governing agencies, field infiltration testing should be specified on the grading and improvement plans. The appropriate infiltration test method, duration and frequency of testing should be specified in accordance with local requirements.

Due to the relatively loose consistency and/or high organic content of many bioswale filter materials, long-term settlement of the bioswale medium should be anticipated. To reduce initial volume loss, bioswale filter material should be wetted in 12 inch lifts during placement to pre-consolidate the material. Mechanical compaction should not be allowed, unless specified on the grading and improvement plans, since this could significantly decrease the infiltration rate of the bioswale materials.

It should be noted that the volume of bioswale filter material may decrease over time depending on the organic content of the material. Additional filter material may need to be added to bioswales after the initial exposure to winter rains and periodically over the life of the bioswale areas, as needed.


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6.12.1.3 Bioswale Construction Adjacent to Pavements If bio-infiltration swales or basins are considered adjacent to proposed parking lots or exterior flatwork, we recommend that mitigative measures be considered in the design and construction of these facilities to reduce potential impacts to flatwork or pavements. Exterior flatwork, concrete curbs, and pavements located directly adjacent to bio-swales may be susceptible to settlement or lateral movement, depending on the configuration of the bioswale and the setback between the improvements and edge of the swale. To reduce the potential for distress to these improvements due to vertical or lateral movement, the following options should be considered by the project civil engineer: Improvements should be setback from the vertical edge of a bioswale such that there is

at least 1 foot of horizontal distance between the edge of improvements and the top edge of the bioswale excavation for every 1 foot of vertical bioswale depth, or

Concrete curbs for pavements, or lateral restraint for exterior flatwork, located directly adjacent to a vertical bioswale cut should be designed to resist lateral earth pressures in accordance with the recommendations in the “Retaining Walls” section of this report, or concrete curbs or edge restraint should be adequately keyed into the native soil or engineered to reduce the potential for rotation or lateral movement of the curbs.

6.13 LANDSCAPE CONSIDERATIONS We recommend reducing the amount of surface water infiltrating soils near foundations and exterior slabs-on-grade. This can typically be achieved by: Using drip irrigation

Avoiding open planting within 3 feet of the building perimeter or near the top of existing

slopes Regulating the amount of water distributed to lawns or planter areas by using irrigation

timers

Selecting landscaping that requires little or no watering, especially near foundations. We recommend that the landscape architect consider these items when developing landscaping plans. SECTION 7: 2019 CBC SEISMIC DESIGN CRITERIA We developed site-specific design parameters in accordance with Chapter 16, Chapter 18 and Appendix J of the 2019 California Building Code (CBC) and Chapters 11, 12, 20 and 21 and Supplement No. 1 of ASCE 7-16.


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7.1 SITE LOCATION AND PROVIDED DATA FOR 2019 CBC SEISMIC DESIGN The project is located at latitude 37.338368° and longitude -121.897152°, which is based on Google Earth (WGS84) coordinates at the approximate center of the site at 255 West Julian Street in San Jose, California. We have assumed that a Seismic Importance Factor (Ie) of 1.00 has been assigned to the structure in accordance with Table 1.5-2 of ASCE 7-16 for structures classified as Risk Category II. The building period has not been provided by the project structural engineer. 7.2 SITE CLASSIFICATION – CHAPTER 20 OF ASCE 7-16 Code-based site classification and ground motion attenuation relationships are based on the time-weighted average shear wave velocity of the top approximately 100 feet (30 meters) of the soil profile, or VS30. Shear wave velocity (VS) measurements were performed while advancing CPT-2, resulting in a time-averaged shear wave velocity for the top 30 meters (VS30) of 714 feet per second (or 218 meters per second). Provided ground improvement is performed to densify the soil and mitigate the higher seismic settlements beneath a structure with a basement shallower than about 35 feet beneath the surface, we recommend the site be classified as Soil Classification D, which is described as a “stiff soil” profile. Because we used site specific data from our explorations and laboratory testing, the site class should be considered as “determined” for the purposes of estimating the seismic design parameters from the code outlined below. Our site-specific ground motion hazard analysis used a VS30 of 218 m/s (714 ft/s). Please be advised if ground improvement is not implemented for the site with a planned one-, two- or three-level below-grade basement, the site and project will fall under the criteria of Site Class F and the seismic design parameters presented in Sections 7.4 through 7.6 of this report will no longer be valid. If the site cannot be classified as Soil Classification D as discussed above, our analysis will have to be revised including a site-specific response analysis (SRA) following Section 21.1 of ASCE 7-16. 7.3 CODE-BASED SEISMIC DESIGN PARAMETERS Code-based spectral acceleration parameters were determined based on mapped acceleration response parameters adjusted for the specific site conditions. Mapped Risk-Adjusted Maximum Considered Earthquake (MCER) spectral acceleration parameters (SS and S1) were determined using the ATC Hazards by Location website (https://hazards.atcouncil.org). The mapped acceleration parameters were adjusted for local site conditions based on the average soil conditions for the upper 100 feet (30 meters) of the soil profile. Code-based MCER spectral response acceleration parameters adjusted for site effects (SMS and SM1) and design spectral response acceleration parameters (SDS and SD1) are presented in Table 5. In accordance with Section 11.4.8 of ASCE 7-16, structures on Site Class D sites with mapped 1-second period spectral acceleration (S1) values greater than or equal to 0.2 require a site-


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specific ground motion hazard analysis be performed in accordance with Section 21.2 of ASCE 7-16. Design seismic parameters are presented in Table 8. The values in Table 5 should not be used for design. Values summarized in Table 6 are only used to determine Seismic Design Category and comparison with minimum code requirements in our site-specific ground motion hazard analysis (Section 7.4 to follow). Table 5: 2019 CBC Site Categorization and Site Coefficients Classification/Coefficient Design Value Site Class D Site Latitude 37.338368° Site Longitude -121.897152° Risk Category II* 0.2-second Period Mapped Spectral Acceleration1, SS 1.5 1-second Period Mapped Spectral Acceleration1, S1 0.6 Short-Period Site Coefficient – Fa 1 Long-Period Site Coefficient – Fv **null 0.2-second Period, Maximum Considered Earthquake Spectral Response Acceleration Adjusted for Site Effects - SMS

1.5

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

**null

0.2-second Period, Design Earthquake Spectral Response Acceleration – SDS 1 1-second Period, Design Earthquake Spectral Response Acceleration – SD1 **null Long-Period Transition – TL 12 Mapped MCEG Peak Ground Acceleration – PGA 0.552 Site Coefficient – FPGA 1.1 MCEG Mapped Adjusted for Site Effects – PGAM 0.607

*Assumed, to be confirmed by Structural Engineer **null – per Section 11.4.8 of ASCE 7-16 7.4 GROUND MOTION HAZARD ANALYSIS In accordance with Section 11.4.8 of ASCE 7-16, we performed a ground motion hazards analysis (GMHA) in accordance with Chapter 21, Section 21.2 of ASCE 7. Following the methodology outlined in Section 21.2, we evaluated both Probabilistic MCER Ground Motions in accordance with Method 1 and Deterministic MCER Ground Motions to generate our recommended design response spectrum for the project.


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We performed a GMHA in accordance with ASCE 7-16 Chapter 21.2 and 2019 CBC Section 1803.6. Our analyses were performed using the USGS interface Unified Hazard Tool (UHT) based on the UCERF 3 Data Set, Building Seismic Safety Council (BSSC) Scenario Catalog 2014 event set (BSSC 2014), and the 2014 National Seismic Hazard Maps – Source Parameters (NSHMP deterministic event set). Additionally, we utilized the USGS program Response Spectra Plotter with combined models (Combined: WUS 2014 (4.1)). Our analysis utilized the mean ground motions predicted by four of the Next Generation Attenuation West 2 (NGA-West 2) relationships: Boore-Atkinson (2013), Campbell-Bozognia (2013), Chiou-Youngs (2013), and Abrahamson-Silva (2013). Rotation factors (scale factors) were determined as specified in ASCE 7-16 Chapter 21, Section 21.2, to calculate the maximum rotated component of ground motions (ASCE, 2016). 7.4.1 Probabilistic MCER We performed a probabilistic seismic hazard analysis (PSHA) in accordance with ASCE 7-16 Section 21.2.1. The probabilistic MCE acceleration response spectrum is defined as the 5 percent damped acceleration response spectrum having a 2 percent probability of exceedance in a 50-year period (2,475-year return period). The probabilistic MCE spectrum was multiplied by Risk Coefficients (CR) to determine the probabilistic MCER. We used Risk Coefficients (CRS and CR1) of 0.957 and 0.934, respectively, based on ASCE 7-16 Section 21.2.1.1 - Method 1 and the ATC website. Risk coefficients for the various periods are presented in Table 6, Column 3. The resulting probabilistic MCER is presented on Figure 5 (red line). Spectral ordinates are tabulated in Table 6, Column 6. 7.4.2 Deterministic MCER We performed deterministic seismic hazard analyses in accordance with ASCE 7-16 Section 21.2.2 and ASCE 7-16 Supplement No. 1. The deterministic MCER acceleration response spectrum is calculated as the largest 84th percentile ground motion in the direction of maximum horizontal response for each period for characteristic earthquakes on all known active faults within the region. The largest deterministic ground motion for periods 2 seconds or less resulted from a Mw 7.58 earthquake on the Hayward Fault (RC+HN+HS+HE segments), located at a distance of approximately 10.71 km from the site and from a Mw 8.04 earthquake on the San Andreas Fault (SAO+SAN+SAP+SAS segments), located at a distance of approximately 18.94 km from the site for periods greater than 2 seconds. In accordance with Supplement No.1 of ASCE 7-16, when the largest spectral response acceleration of the resulting deterministic ground motion response spectrum is less than 1.5Fa then the largest 84th percentile rotated response spectrum (Table 6, Column 4) shall be scaled by a single factor such that the maximum response spectral acceleration equals 1.5Fa. For Site Classes A, B, C and D, Fa is determined using Table 11.4.1 with the value of Ss taken as 1.5; for Site Class E, Fa shall be taken as 1.0. When the largest spectral response acceleration of the


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probabilistic ground motion response of 21.2.1 is less than 1.2Fa, the deterministic ground motion response spectrum does not need to be calculated. As the largest probabilistic spectral response acceleration was determined to be 2.559 which is greater than 1.2Fa, where Fa is taken as 1.000 from Table 11.4-1 in ASCE 7-16 Supplement No.1, the 84th percentile rotated response spectrum was calculated as part of the deterministic analyses. The maximum spectral acceleration from the 84th percentile rotated response spectrum was then compared to 1.5Fa to determine if a scale factor needed to be applied. The deterministic MCE spectrum are tabulated in Table 6, Column 5. The deterministic MCER is presented graphically on Figure 5 (blue line). 7.4.3 Site-Specific MCER The site-specific MCER is defined by ASCE 7-16 Section 21.2.3 as the lesser of the deterministic and probabilistic MCER’s at each period. Spectral ordinates for the site-specific MCER are tabulated in Table 6, Column 7 and shown graphically on Figure 5 (dashed black line). Table 6: Development of Site-Specific MCER Spectrum

Period

(seconds)

CBC General

Spectrum (g)

Risk Coefficient

Det. 84th Percentile Rotated

Deterministic MCER

(g)

Probabilistic MCER

(g)

Site-Specific

MCER (g)

0.000 0.400 0.957 0.773 0.773 0.954 0.773 0.050 0.550 0.957 0.794 0.794 1.307 0.794 0.100 0.700 0.957 1.164 1.164 1.660 1.164 0.150 0.850 0.957 1.448 1.448 1.922 1.448 0.200 1.000 0.957 1.595 1.595 2.185 1.595 0.250 1.000 0.956 1.703 1.703 2.350 1.703 0.300 1.000 0.954 1.760 1.760 2.515 1.760 0.400 1.000 0.951 1.823 1.823 2.537 1.823 0.500 1.000 0.948 1.826 1.826 2.559 1.826 0.750 1.000 0.941 1.562 1.562 2.183 1.562 1.000 1.000 0.934 1.377 1.377 1.912 1.377 2.000 0.500 0.934 0.799 0.799 1.097 0.799 3.000 0.333 0.934 0.552 0.552 0.752 0.552 4.000 0.250 0.934 0.403 0.403 0.559 0.403 5.000 0.200 0.934 0.319 0.319 0.439 0.319


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7.4.4 Design Response Spectrum The Design Response Spectrum (DRS) is defined in ASCE 7-16 Section 21.3 as two-thirds of the site-specific MCER, but not less than 80% of the general design response spectrum. Spectral accelerations corresponding to two-thirds of the MCER are tabulated in Table 7, Column 2. Ordinates corresponding to 80% of the general Site Class D response spectrum are tabulated below in Table 7, Column 3. Ordinates of the site-specific DRS are tabulated in Table 7, Column 4. Development of the site-specific DRS is presented graphically on Figure 6 (dashed black line). Table 7: Development of Site-Specific Design Response Spectrum

Period

(seconds)

2/3 Site-Specific

MCER (g)

80% CBC General

Spectrum (g)

Design Response Spectrum

(g) 0.000 0.516 0.320 0.516 0.050 0.529 0.440 0.529 0.100 0.776 0.560 0.776 0.150 0.965 0.680 0.965 0.200 1.063 0.800 1.063 0.250 1.135 0.800 1.135 0.300 1.173 0.800 1.173 0.400 1.215 0.800 1.215 0.500 1.218 0.800 1.218 0.750 1.041 0.800 1.041 1.000 0.918 0.800 0.918 2.000 0.533 0.400 0.533 3.000 0.368 0.267 0.368 4.000 0.268 0.200 0.268 5.000 0.212 0.160 0.212

7.5 DESIGN ACCELERATION PARAMETERS Design acceleration parameters (SDS and SD1) were determined in accordance with Section 21.4 of ASCE 7-16. SDS is defined as the design spectral acceleration at 90% of the maximum spectral acceleration, Sa, obtained from the site-specific spectrum, at any period within the range from 0.2 to 5 seconds, inclusive. SD1 is defined as the maximum value of the product, TSa, for periods from 1 to 2 seconds for sites with vs,30 > 1,200 ft/s (vs,30 > 365.76 m/s) and for periods from 1 to 5 seconds for sites with vs,30 ≤ 1,200 ft/s (vs,30 ≤365.76 m/s).


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Site-specific MCER spectral response acceleration parameters (SMS and SM1) are calculated as 1.5 times the SDS and SD1 values, respectively, but not less than 80% of the code-based values presented in Table 5. Site-specific design acceleration parameters are summarized in Table 8. When using the Equivalent Lateral Force Procedure, ASCE 7-16 Section 21.4 allows using the spectral acceleration at any period (T) in lieu of SD1/T in Eq. 12.8-3 and SD1TL/T2 in Eq. 12.8-4. The site-specific spectral acceleration at any period may be calculated by interpolation of the spectral ordinates in Table 7, Column 4. Table 8: Site-Specific Design Acceleration Parameters

Parameter Value

SDS 1.096 SD1 1.104 SMS 1.644 SM1 1.657

7.6 SITE-SPECIFIC MCEG PEAK GROUND ACCELERATION We calculated the Site-Specific MCEG Peak Ground Acceleration (PGAM) in accordance with ASCE 7-16 Section 21.5. The Site-Specific PGAM is calculated as the lesser of probabilistic and deterministic geometric mean PGA. The 2% in 50-year probabilistic geometric mean PGA is 0.907g. The deterministic PGA is considered the greater of the largest 84th percentile deterministic geometric mean PGA (0.703g) or one-half of the tabulated FPGA value from ASCE 7-16 Table 11.8.1 with the value of PGA taken as 0.5g. For Site Class D, FPGA is 1.100 and one-half of the FPGA is 0.55g; therefore, the deterministic PGA is 0.703g. Additionally, the Site-Specific PGAM may not be less than 80% of the mapped PGAM determined from ASCE 7-16 Equation 11.8-1. The mapped PGAM for the site is 0.607g; 80% of PGAM is 0.486g. Therefore, the Site-Specific PGAM for the site is 0.703g. We note that if ground improvement is not implemented, that the seismic design parameters presented in this report will have to be revised to include a site response analysis (SRA) following Section 21.1 of ASCE 7-16. SECTION 8: FOUNDATIONS 8.1 SUMMARY OF RECOMMENDATIONS In our opinion, due to the high anticipated foundation loads, and significant anticipated static and seismic settlements, the proposed structure may be supported on a reinforced concrete mat foundation over ground improvement. As an alternative to ground improvement, the structure may also be supported by a deep foundation system such as auger-cast piles. If ground improvement is selected, we recommend a design-build ground improvement contractor design


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the mitigation using an appropriate ground improvement technique to meet the project requirements and recommendations provided herein. 8.2 REINFORCED CONCRETE MAT FOUNDATION OVER GROUND IMPROVEMENT As discussed, to minimize potentially high static and seismic total and differential settlements based on the preliminary assumed loads, the structure may be supported on a reinforced concrete mat foundation overlying ground improvement. Ground improvement should be designed to provide adequate bearing capacity and reduce total settlement due to static and seismic conditions to tolerable levels as described below. Additional ground improvement recommendations are provided in the following sections. On a preliminary basis and for your project forward planning, we anticipate Drill Displacement ColumnTM (DDC) ground improvement or other similar ground densification elements could be utilized to manage settlement under a mat foundation. We estimate DDC column spacing on the order of 4 to 5 feet on-center (square layout) with allowable capacities on the order of 50 to 70 kips each. The above DDC ground improvement element is based on estimated depths of 30 to 40 feet below the mat foundation. The improved bearing pressures are estimated to be on the order of 4,000 to 5,000 psf. The above estimates are preliminary, and during design the design-build ground improvement contractor should collaborate with the structural engineer for the mat design. 8.2.1 Settlement Ground improvement should be designed to reduce total settlement due to static and seismic conditions to tolerable levels. As discussed in the “Ground Improvement” section below, the ground improvement design should be such that the total foundation settlement (static and seismic) is reduced to about 2½ inches, or less, from the center of the mat to an edge with no more than about 1½ inches for either the static or seismic components. 8.2.2 Mat Modulus of Soil Subgrade Reaction The modulus of soil subgrade reaction is a model element that represents the response to a specific loading condition, including the magnitude, rate, and shape of loading, given the subsurface conditions at that location. We recommend using a variable modulus of soil subgrade reaction to provide a more accurate soil response and prediction of shears and moments in the mat. This will require at least one iteration between our soil model and the structural SAFE (or similar) analysis for the mat. As the mat foundation will be underlain by ground improvement, the modulus of subgrade reaction will be affected by the ground improvement method and the bearing pressure across the mat. Once ground improvement design has been confirmed and initial bearing pressures determined, please forward a color plot of contact pressures for the mat (to scale) so that we can provide a revised plan with updated contours of equal modulus of soil subgrade reaction values. An initial soil subgrade modulus of 10 pci can be used for the initial analysis until additional design details are confirmed.


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8.2.3 Lateral Loading Lateral loads may be resisted by friction between the bottom of mat foundation and the supporting subgrade, and also by passive pressures generated against deepened mat edges. An ultimate frictional resistance of 0.4 applied to the mat dead load, and an ultimate passive pressure based on an equivalent fluid pressure of 400 pcf may be used in design. The structural engineer should apply an appropriate factor of safety (such as 1.5) to the ultimate values above. The upper 12 inches of soil should be neglected when determining passive pressure capacity. 8.2.4 Mat Foundation Construction Considerations Prior to placement of any vapor retarder and mat construction, the subgrade should be proof-rolled and visually observed by a Cornerstone representative to confirm stable subgrade conditions. The pad moisture should also be checked at least 24 hours prior to vapor barrier or mat reinforcement placement to confirm that the soil has a moisture content of at least 2 percent over optimum in the upper 12 inches. 8.3 GROUND IMPROVEMENT 8.3.1 Ground Improvement Requirements As discussed above, mat foundations may be used in combination with ground improvement to improve bearing capacities of the soils beneath the structure as well as reduce the total differential settlements (seismic and static) to tolerable levels. Ground improvement should be designed to increase the soils bearing capacities and improve the subsurface soils such that the combined static and seismic settlement is reduced to 2½ inches or less, and no more than 1½ inches for either the static or seismic component, enabling the structure to be supported on a mat foundation if determined feasible. Ground improvement should provide adequate confining improvement around all foundations. We anticipate that the ground improvement construction will be a design-build process where Cornerstone Earth Group will review preliminary design-build ground improvement designs, including proposed spacing and layout relative to the foundation plans and installation lengths, and anticipated bearing capacity and densification improvement of the surrounding soils prepared by prospective contractors, provide comments, and come to a general agreement with the contractor on the intended design approach. Ground improvement should consist of densification techniques to improve the ground’s resistance to liquefaction, reduce static settlement, and improve bearing capacity and seismic performance. Ground densification techniques could potentially consist of Drill Displacement ColumnTM (DDC), grouted displacement columns (i.e. CLSM), or similar densification techniques. Granular densification ground improvement elements may not be desired as they may pose an issue for a dewatering system. The intent of the ground improvement design would be to increase the bearing capacity of the underlying soils, increase the density of the potentially liquefiable layers, and increase the density of the compressible clays to help reduce post-construction consolidation settlements. The degree to which the density is increased will depend on the improvement method, spacing, and depth.


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Based on the chosen ground improvement technique, the upper 1 to 2 feet or more of the working pad will likely need to be re-compacted after ground improvement installation, due to surface disturbance and potential ground heave. For this reason, we do not recommend preparation of the final pad, placement of non-expansive fill, or the construction of utilities prior to ground improvement. Contractors to perform recommended ground improvement should have adequate experience for the proposed methods to address the requirements herein. All construction quality control and quality assurance records should be supplied to the design team for review on completion of the ground improvement. Adequate quality control readings must be available at the time of installation so that real time oversight can be provided. The instrumentation provided will depend on the ground improvement method chosen. Once a method is chosen, the geotechnical engineer should modify the project design guideline specification for the appropriate method. We recommend that the ground improvement design include, but not be limited to: 1) drawings showing the ground improvement layout, spacing and diameter, 2) the foundation layout plan, 3) proposed ground improvement length, 4) top and bottom elevations. We should be retained to review the ground improvement contractor’s plan and settlement estimates prior to construction, and to review and confirm that the contractor’s ground improvement design will satisfactorily meet the design criteria based on the performance testing. Following the completion of the Ground Improvement Performance Testing indicated below, a final ground improvement design report and calculation package, including support for the ground improvement design and indicating that the design criteria will be met, should be submitted to the design team for review and approval. 8.3.2 Ground Improvement Performance Testing Performance testing typically consists of a pre-construction test section with post-installation load testing and CPT testing to confirm that the necessary soil strength and densification increases were achieved to meet the bearing capacity and settlement criteria. We should observe and monitor installation of the test arrays and production ground improvement on a full-time basis and review the post-test array settlement analyses provided by the contractor. Working with the structural engineer, the team will evaluate whether differential settlement estimates and bearing capacities are tolerable and adequate or whether additional ground improvement is required. The proposed design capacity of the ground improvement will be confirmed prior to construction by the installation of at least two test array sections of four ground improvement columns with installation lengths and spacing as initially agreed to between the ground improvement contractor and Cornerstone Earth Group. Testing of arrays should include CPT testing at center of array, sampling for strength consolidation testing, and a modulus test of at least one pier in each test array. To validate the parameters selected for a specific project, a modulus load test is performed on a test pier typically constructed in locations chosen in coordination with the geotechnical engineer. Modulus tests are conducted to a pressure equal to at least 150% of the maximum design top of pier stress to assure a reasonable level of safety which supports long


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term settlement control and demonstrates that the ground improvement element has adequate strength. Performing modulus testing beyond the limit state top of pier stress meets the intent of the building code with respect to shallow foundation support. Modulus testing should be performed in general accordance with ASTM D1143. The ground improvement contractor shall make their own interpretation of strength parameters and other characteristics for the soil, obtained or derived from the soil boring logs, cone penetration tests, and any geotechnical laboratory testing data provided in the Geotechnical Report and these specifications for bearing capacity analysis. Static settlement shall be assessed using appropriate soil parameters for an elastic settlement analysis based on an area replacement ratio considering the stiffness of the native soils, and the densification columns. Liquefaction and seismic settlement estimates shall be performed using the methodology presented in the project geotechnical report, which followed the procedures in the 2008 monograph, Soil Liquefaction During Earthquakes (Idriss and Boulanger, 2008). Liquefaction and settlement shall be evaluated for the upper 50 feet of the soil profile. Any additional subsurface information needed to design the ground improvement shall be the responsibility of the Contractor. 8.4 ALTERNATIVE FOUNDATION 8.4.1 Deep Foundations As an alternative to a mat foundation over ground improvements or if the estimated settlements exceed the structural requirements, the structure can also be supported on deep foundations. The proposed office tower could be supported on conventional drilled, cast-in-place augercast (ACIP) piles. Conventional augercast piles have been successfully used for projects in downtown San Jose and around the Bay Area in similar soil conditions. ACIP piles are concrete piles that are cast in place using a hollow-stem auger that drills to the design depth and then sand-cement grout (4,000 to 6,000 psi grout) is pumped through the hollow-stem as the drill stem is extracted. Two types of augercast piles are typically available: ACIP piles, which like piers, remove the soil column and replace it with grout; and APGD piles, which displace the soil column as the drill stem is advanced, similar to driven piles, prior to pumping the grout. Because of the presence of several dense sand layers across the site, displacement (APGD) piles are not recommended. Augercast piles are a low noise and vibration installation compared to driven piles. Various types of steel reinforcing including rebar cages or H-piles may be installed into the still-wet grout after drilling to satisfy bending moment requirements. On a preliminary basis, we estimate a typical 100-ton pile (vertical capacity), 16-inch and 18-inch auger-cast piles would be about 60 to 75 feet in length. If this alternative is considered, we can provide additional recommendations. 8.5 HYDROSTATIC UPLIFT AND WATERPROOFING As previously discussed, we recommend a design groundwater level of 10 feet below the existing grade. This will result in significant uplift pressures at the bottom of the mat foundation. It is possible that the design will require uplift anchors for permanent resistance of the


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pressures. A buoyancy evaluation should be performed by the structural engineer to evaluate the number of anchors that would be needed, if any. The bottom of the mat foundation and the full height of the garage walls should be fully waterproofed, with the design performed by a waterproofing consultant. 8.6 UPLIFT GROUND ANCHORS As previously mentioned, uplift anchors may be needed to resist significant uplift pressures at the bottom of the mat foundation. The following presents ultimate uplift capacities. The structural engineer should apply an appropriate factor of safety to the ultimate values. The following values may be increased by approximately a factor of 5 for post-grouted anchors with pressures exceeding about 150 psi based on information in Section 5.9 of FHWA’s Geotechnical Engineering Circular No. 4 (1999), “Ground Anchors and Anchored Systems.” All anchors should be load tested to confirm design capacity in accordance with FHWA recommendations. Ground anchors should be spaced horizontally at a minimum of 3 diameters apart. Construction tolerances for vertical alignment should be specified such that there will not be overlap at the anchor tips. Table 9: Recommended Ground Anchor Ultimate Capacities

Anchor Length Below Footing

(feet)

Ultimate Uplift Capacity (kips)

6-inch Diameter 8-inch Diameter 20 31 42 35 55 73 50 79 105

We recommend a ground anchor design-build contractor be retained to confirm the information provided and for additional recommendations, as required. SECTION 9: SLABS-ON-GRADES AND PEDESTRIAN PAVEMENTS 9.1 GARAGE RAMP SLABS-ON-GRADE Slabs-on-grade for garage ramps should be at least 5 inches thick and if constructed with minimal reinforcement intended for shrinkage control only, should have a minimum compressive strength of 3,000 psi. If the slab will have heavier reinforcing because the slab will also serve as a structural diaphragm, the compressive strength may be reduced at the structural engineer’s discretion. The garage slab should also be supported on at least 6 inches of either Class 2 aggregate base or ¾-inch clean, crushed rock placed and compacted in accordance with the “Compaction” section of this report. Consideration should be given to limiting the control joint spacing to a maximum of about 2 feet in each direction for each inch of concrete thickness.


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9.2 EXTERIOR FLATWORK Exterior concrete flatwork subject to pedestrian loading should be at least 4 inches thick and supported on at least 4 inches of Class 2 aggregate base overlying subgrade prepared in accordance with the “Earthwork” recommendations of this report. Flatwork that will be subject to heavier or frequent vehicular loading should be designed in accordance with the recommendations in the “Vehicular Pavements” section below. To help reduce the potential for uncontrolled shrinkage cracking, adequate expansion and control joints should be included. Consideration should be given to limiting the control joint spacing to a maximum of about 2 feet in each direction for each inch of concrete thickness. Flatwork should be isolated from adjacent foundations or retaining walls except where limited sections of structural slabs are included to help span irregularities in retaining wall backfill at the transitions between at-grade and on-structure flatwork. SECTION 10: VEHICULAR PAVEMENTS 10.1 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 R-value of 5. The design R-value was chosen based on engineering judgment considering the possibly variable surface conditions. Table 10: 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 12.5 16.0 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 using the pavements.


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10.2 PORTLAND CEMENT CONCRETE The exterior Portland Cement Concrete (PCC) pavement recommendations tabulated below are based on methods presented in the Portland Cement Association (PCA) design manual (PCA, 1984). Recommendations for garage slabs-on-grade were provided in the “Concrete Slabs and Pedestrian Pavements” section above. We have provided a few pavement alternatives as an anticipated Average Daily Truck Traffic (ADTT) was not provided. An allowable ADTT should be chosen that is greater than what is expected for the development. Table 11: PCC Pavement Recommendations, Design R-value = 5

Allowable ADTT

Minimum PCC Thickness (inches)

13 5½ 130 6

The PCC thicknesses above are based on a concrete compressive strength of at least 3,500 psi, supporting the PCC on at least 6 inches of Class 2 aggregate base compacted as recommended in the “Earthwork” section, and laterally restraining the PCC with curbs or concrete shoulders. Adequate expansion and control joints should be included. Consideration should be given to limiting the control joint spacing to a maximum of about 2 feet in each direction for each inch of concrete thickness. 10.2.1 Stress Pads for Trash Enclosures Pads where trash containers will be stored, and where garbage trucks will park while emptying trash containers, should be constructed on Portland Cement Concrete. We recommend that the trash enclosure pads and stress (landing) pads where garbage trucks will store, pick up, and empty trash be increased to a minimum PCC thickness of 7 inches. The compressive strength, underlayment, and construction details should be consistent with the above recommendations for PCC pavements. SECTION 11: SITE RETAINING WALLS 11.1 STATIC LATERAL EARTH PRESSURES The structural design of any site retaining wall should include resistance to lateral earth pressures that develop from the soil behind the wall, any undrained water pressure, and surcharge loads acting behind the wall. Provided a drainage system is constructed behind the wall to prevent the build-up of hydrostatic pressures as discussed in the section below, we recommend that the walls with level backfill be designed for the following pressures:


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Table 12: Recommended Lateral Earth Pressures

Wall Condition Lateral Earth Pressure* Additional Surcharge Loads Unrestrained – Cantilever Wall 45 pcf ⅓ of vertical loads at top of wall

Restrained – Braced Wall 45 pcf + 8H** psf ½ of vertical loads at top of wall * Lateral earth pressures are based on an equivalent fluid pressure for level backfill conditions ** H is the distance in feet between the bottom of footing and top of retained soil Basement walls should be designed as restrained walls. If adequate drainage cannot be provided behind the wall, an additional equivalent fluid pressure of 40 pcf should be added to the values above for both restrained and unrestrained walls for the portion of the wall that will not have drainage. The portion of the below-grade parking structure extending below the design groundwater depth of 10 feet should be designed with the additional 40 pcf. If desired the upper portion of the below-grade parking structure, above the design groundwater, may be designed as drained provided an outlet or sump can collect the water. A drainage mat should not be used below the design groundwater depth. Damp proofing or waterproofing of the walls may be considered where moisture penetration and/or efflorescence are not desired. 11.2 SEISMIC LATERAL EARTH PRESSURES The 2019 California Building Code (CBC) states that lateral pressures from earthquakes should be considered in the design of basements and retaining walls. We developed seismic earth pressures for the proposed basement using interim recommendations generally based on refinement of the Mononobe-Okabe method (Lew et al., SEAOC 2010). Because the walls are greater than 12 feet in height, and peak ground accelerations are greater than 0.40g, we checked the result of the total seismic increment when added to the recommended active earth pressure against the recommended fixed (restrained) wall earth pressures. Basement walls are not free to deflect, and should therefore be designed for static conditions as a restrained wall, which is also a CBC requirement. For one level-below grade parking garage the wall is restrained, or will act as a restrained wall, and will be designed for 45 pcf (equivalent fluid pressure) plus a uniform earth pressure of 8H psf, based on current recommendations for seismic earth pressures, it appears that active earth pressures plus a seismic increment do not exceed the fixed wall earth pressures. Therefore, an additional seismic increment above the design earth pressures is not required as long as the walls are designed for the restrained wall earth pressures recommended above in accordance with the CBC. Based on current recommendations for seismic earth pressures, it appears that active earth pressures plus a seismic increment exceed the restrained (i.e. at-rest), static wall earth pressures for a two- or three-level below grade parking garage. Therefore, we recommend checking the walls for the seismic condition in accordance with the interim recommendations of the above referenced paper and the 2016 CBC.


Page 38

The CBC prescribes basic load combinations for structures, components and foundations with the intention that their design strength equals or exceeds the effects of the factored loads. With respect to the load from lateral earth pressure and groundwater pressure, the CBC prescribes the basic combinations shown in CBC equations 16-2 and 16-7 below. 1.2(D + F) + 1.6(L + H) + 0.5(Lr or S or R) [Eq. 16-2] In Eq. 16-2: H - should represent the total static lateral earth pressure, which for the basement wall will be restrained (use 45 pcf + 8H psf) 0.9(D + F) + 1.0E + 1.6H [Eq. 16-7] In Eq. 16-7: H - should represent the static “active” earth pressure component under seismic loading

conditions (use 45 pcf)

E - should represent the seismic increment component in Eq. 16-7, a triangular load with a resultant force of 7H2, which should be applied one third of the height up from the base of the wall (and which can also be expressed as an equivalent fluid pressure equal to 14 pcf).

The interim recommendations in the SEAOC paper more appropriately split out "active" earth pressure (and not the restrained ["at-rest"] pressure) from our report and provide the total seismic increment so that different load factors can be applied in accordance with different risk levels. 11.3 WALL DRAINAGE 11.3.1 At-Grade Site Walls Adequate drainage should be provided by a subdrain system behind all walls. This system should consist of a 4-inch minimum diameter perforated pipe placed near the base of the wall (perforations placed downward). The pipe should be bedded and backfilled with Class 2 Permeable Material per Caltrans Standard Specifications, latest edition. The permeable backfill should extend at least 12 inches out from the wall and to within 2 feet of outside finished grade. Alternatively, ½-inch to ¾-inch crushed rock may be used in place of the Class 2 Permeable Material provided the crushed rock and pipe are enclosed in filter fabric, such as Mirafi 140N or approved equivalent. The upper 2 feet of wall backfill should consist of compacted on-site soil. The subdrain outlet should be connected to a free-draining outlet or sump. Miradrain, Geotech Drainage Panels, or equivalent drainage matting can be used for wall drainage as an alternative to the Class 2 Permeable Material or drain rock backfill. Horizontal strip drains connecting to the vertical drainage matting may be used in lieu of the perforated pipe and crushed rock section. The vertical drainage panel should be connected to the perforated pipe or horizontal drainage strip at the base of the wall, or to some other closed or through-wall system such as the TotalDrain system from AmerDrain. Sections of horizontal drainage strips should be connected with either the manufacturer’s connector pieces or by pulling back the filter fabric, overlapping the panel dimples, and replacing the filter fabric over


Page 39

the connection. At corners, a corner guard, corner connection insert, or a section of crushed rock covered with filter fabric must be used to maintain the drainage path. Drainage panels should terminate 18 to 24 inches from final exterior grade. The Miradrain panel filter fabric should be extended over the top of and behind the panel to protect it from intrusion of the adjacent soil. 11.3.2 Below-Grade Walls Miradrain, AmerDrain or other equivalent drainage matting should be used for wall drainage where below-grade walls are temporarily shored and the shoring will be flush with the back of the permanent walls. The drainage panel should be connected at the base of the wall by a horizontal drainage strip and closed or through-wall system such as the TotalDrain system from AmerDrain. Sections of horizontal drainage strips should be connected with either the manufacturer’s connector pieces or by pulling back the filter fabric, overlapping the panel dimples, and replacing the filter fabric over the connection. At corners, a corner guard, corner connection insert, or a section of crushed rock covered with filter fabric must be used to maintain the drainage path. Drainage panels should terminate 18 to 24 inches from final exterior grade unless capped by hardscape. The drainage panel filter fabric should be extended over the top of and behind the panel to protect it from intrusion of the adjacent soil. If the shoring system will be offset behind the back of permanent wall, the drainage systems discussed in the “At-Grade Site Walls” section may also be used. 11.4 BACKFILL Where surface improvements will be located over the retaining wall backfill, backfill placed behind the walls should be compacted to at least 95 percent relative compaction using light compaction equipment. Where no surface improvements are planned, backfill should be compacted to at least 90 percent. If heavy compaction equipment is used, the walls should be temporarily braced. As discussed previously, consideration should be given to the transitions from on-grade to on-structure. Providing subslabs or other methods for reducing differential movement of flatwork or pavements across this transition should be included in the project design. 11.5 FOUNDATIONS We anticipate that the walls of the below-grade parking structure will be supported on the mat foundation over ground improvement as mentioned above. At-grade retaining walls may be supported on conventional shallow foundations designed in accordance with the following recommendations. Continuous footings should be at least 15 inches wide, and extend at least 15 inches below the lowest adjacent grade.


Page 40

Footings constructed to the above dimensions and in accordance with the “Earthwork” recommendations of this report should be design using a low bearing pressure to limit total settlement. We recommend a maximum allowable bearing pressure of 2,500 psf. This pressure is a net value; the weight of the footing may be neglected for the portion of the footing extending below grade (typically, the full footing depth). Top and bottom mats of reinforcing steel should be included in continuous footings to help span irregularities and differential settlement. Lateral loads may be resisted by friction between the bottom of footing and the supporting subgrade, and also by passive pressures generated against footing sidewalls. An ultimate frictional resistance of 0.45 applied to the footing dead load, and an ultimate passive pressure based on an equivalent fluid pressure of 450 pcf may be used in design. The structural engineer should apply an appropriate factor of safety (such as 1.5) to the ultimate values above. Where footings are adjacent to landscape areas without hardscape, the upper 12 inches of soil should be neglected when determining passive pressure capacity. SECTION 12: LIMITATIONS This report, an instrument of professional service, has been prepared for the sole use of Project Julian LLC specifically to support the design of the Project West Julian project in San Jose, California. The opinions, conclusions, and 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. Recommendations in this report are based upon the soil and groundwater conditions encountered during our subsurface exploration. If variations or unsuitable conditions are encountered during construction, Cornerstone must be contacted to provide supplemental recommendations, as needed. Project Julian LLC may have provided Cornerstone with plans, reports and other documents prepared by others. Project Julian LLC 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


Page 41

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 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 13: REFERENCES "ATC Hazards". Hazards.Atcouncil.Org, 2019, https://hazards.atcouncil.org/. 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. Boulanger, R.W. and Idriss, I.M., 2014, CPT and SPT Based Liquefaction Triggering Procedures, Department of Civil & Environmental Engineering, College of Engineering, University of California at Davis, Report No. UCD/GCM-14/01, April 2014 California Building Code, 2019, Structural Engineering Design Provisions, Vol. 2. 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. California Geological Survey, 2002, State of California Seismic Hazard Zones, San Jose West 7.5-Minute Quadrangle, California: Seismic Hazard Zone Report 058. Federal Emergency Management Administration (FEMA), 2009, FIRM Santa Clara County, California, and Incorporated Areas, Community Panel #06085C0234H.


Page 42

GitHub, usgs/shakemap-scenarios, 2020, https://github.com/usgs/shakemap-scenarios/tree/master/rupture_sets/BSSC2014. 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. Lew, M. et al, 2010, Seismic Earth Pressures on Deep Building Basements, Proceedings, SEAOC Convention, Indian Wells, CA. 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. 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. 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, 2018, Highway Design Manual, Sixth Edition, December 14, 2018.


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U.S. Geological Survey, Unified Hazard Tool, 2020, https://earthquake.usgs.gov/hazards/interactive/ U.S. Geological Survey, Building Seismic Safety Council 2014 Event Set, ArcGIS Web Application, 2020, https://usgs.maps.arcgis.com/apps/webappviewer/index.html?id=14d2f75c7c4f4619936dac0d14e1e468. U.S. Geological Survey, USGS Earthquake Hazards Program, 2020, https://earthquake.usgs.gov/nshmp-haz-ws/apps/spectra-plot.html Working Group on California Earthquake Probabilities, 2015, The Third Uniform California Earthquake Rupture Forecast, Version 3 (UCERF), U.S. Geological Survey Open File Report 2013-1165 (CGS Special Report 228). KMZ files available at: www.scec.org/ucerf/images/ucerf3_timedep_30yr_probs.kmz. 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. 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. 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, 2013, The Uniform Earthquake Rupture Forecast, Version 3 (UCRF 2), U.S.G.S. Open File Report 2013-1165. 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. Youd, T.L. and Hoose, S.N., 1978, Historic Ground Failures in Northern California Triggered by Earthquakes, United States Geologic Survey Professional Paper 993.

Project Number

Figure Number

Date Drawn By

1178-2-2

Figure 1

RRN

Vicinity Map

255 West Julian StreetSan Jose, CA

June 2020

N

SITE

Terraine St

W Julian St

W St James St

Market S

t

Devine St

Terraine Street

West

St.

Jam

es S

treet

Old

West

Julian S

treet

On ramp to State Route 87

Devin

e S

treet

Approximate

Site Boundary

Base by Google Earth, dated 05/09/2018

Pro

ject

Num

ber

Fig

ure

Num

ber

Date

Dra

wn B

y

Fig

ure

2

1178-2

-2

RR

N

Sit

e P

lan

255 W

est

Ju

lian

Str

eet

San

Jo

se,

CA

June 2

020

Approximate location of exploratory boring (EB)(Cornerstone, September 2017)

Approximate location of cone penetration test (CPT)(Cornerstone, September 2017)

Legend

0 50 100

APPROXIMATE SCALE (FEET)

N

EB-1

CPT-3

CPT-2

CPT-1

EB-2

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

SITE

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

1178-2

-2

255 W

est

Ju

lian

Str

eet

San

Jo

se,

CA

June 2

020

0 5 10

APPROXIMATE SCALE (MILES)

N

© 2014 Cornerstone Earth Group, Inc.

Project Title 10 FEET

Project No. 0.00 (Inches)

Project Manager 85 FEET

1.36 (Inches)

Controlling Fault

Earthquake Magnitude (Mw) 7.6

PGA (Amax) 0.7 (g)

LDI2 0.00 L/H 1600.0

Ground Water Depth at Time of Drilling (feet) 13.4 LDI1Corrected for Distance 0.00 (4 < L/H < 40)

Design Water Depth (feet) 10

Ave. Unit Weight Above GW (pcf) 117.8 0.0 to 0.0 feet

Ave. Unit Weight Below GW (pcf) 115.5 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 1.4 INCHES

SEISMIC PARAMETERS

Hayward

SITE SPECIFIC PARAMETERS

RSM LIQUEFACTION SETTLEMENT FROM

4A

PROJECT/CPT DATA

Project West Julian

1178-2-2

1CPT NO.

FIGURE

CPT ANALYSIS RESULTS

0

5

10

15

20

25

30

35

40

45

50

0.0 0.5 1.0 1.5

Depth (feet)

Cumulative (Liquefaction) Settlement…

0

5

10

15

20

25

30

35

40

45

50

0 1 2

Depth (feet)

Factor of Safety

0

5

10

15

20

25

30

35

40

45

50

0 50 100 150 200 250

Depth (feet)

qcN

0

5

10

15

20

25

30

35

40

45

50

0.0 0.5 1.0 1.5 2.0

Depth (feet)

No Liquefaction

CSR CRR





1.71 (Inches)

Controlling Fault


PGA (Amax) 0.7 (g)

LDI2 0.00 L/H 1600.0









SEISMIC PARAMETERS

Hayward



4B

PROJECT/CPT DATA

Project West Julian

1178-2-2

2CPT NO.

FIGURE


0

5

10

15

20

25

30

35

40

45

50

0.0 0.5 1.0 1.5 2.0

Depth (feet)


0

5

10

15

20

25

30

35

40

45

50

0 1 2

Depth (feet)

Factor of Safety

0

5

10

15

20

25

30

35

40

45

50

0 50 100 150 200 250

Depth (feet)

qcN

0

5

10

15

20

25

30

35

40

45

50

0.0 0.5 1.0 1.5 2.0

Depth (feet)

No Liquefaction

CSR CRR





1.01 (Inches)

Controlling Fault


PGA (Amax) 0.7 (g)

LDI2 0.00 L/H 1600.0





4C

PROJECT/CPT DATA

Project West Julian

1178-2-2

3CPT NO.

FIGURE


SEISMIC PARAMETERS

Hayward







0

5

10

15

20

25

30

35

40

45

50

0.0 0.5 1.0 1.5

Depth (feet)


0

5

10

15

20

25

30

35

40

45

50

0 1 2

Depth (feet)

Factor of Safety

0

5

10

15

20

25

30

35

40

45

50

0 50 100 150 200 250

Depth (feet)

qcN

0

5

10

15

20

25

30

35

40

45

50

0.0 0.5 1.0 1.5 2.0

Depth (feet)

No Liquefaction

CSR CRR

References:ASCE/SEI 7‐16: Minimum Design Loads and Associated Criteria for Buildings and Other Strutures with Supplement No. 1.2019 California Building Code, Title 24, Part 2, Volume 2

PROJECT NO. 1178‐2‐2

0.00 0.773

Site‐Specific MCER

Period

(Seconds)

Spectral

Acceleration

(g)

0.20 1.595

0.15 1.448

0.05 0.794

0.10 1.164

0.40 1.823

0.25 1.703

0.30 1.760

1.00 1.377

2.00 0.799

0.50 1.826

0.75 1.562

5.00 0.319

3.00 0.552

4.00 0.403

255 West Julian StreetSan Jose, California June 17, 2020 RSM

MCER RESPONSE SPECTRA FIGURE 5

Project West Julian

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0

Spectral A

cceleration (g)

Period (seconds)

Deterministic MCE(R)

Probabilistic MCE(R)

Site‐Specific MCE(R)

The Site‐Specific Maximum Considered Earthquake (MCER) is defined as the lesser of the following at all periods:

■ Deterministic MCER – maximum 84th percentile deterministic, or

■ Probabilistic MCER – defined as the 2,475–year ground motion.

References:ASCE/SEI 7‐16: Minimum Design Loads and Associated Criteria for Buildings and Other Strutures with Supplement No. 1.2019 California Building Code, Title 24, Part 2, Volume 2

PROJECT NO. 1178‐2‐2

0.965

1.063

1.135

1.173

Design

Acceleration

Parameters1

SDS

SD1

SMS

SM1

1.096

1.104

1.644

1.657

0.15

0.20

0.25

0.30

2.00

1.00 Building Period (sec)

0.2125.00

3.00

4.00

Design Response Spectra

0.00

0.05

Period

(Seconds)

0.10

0.516

0.529

Spectral

Acceleration

(g)

0.776

‐121.897152

0.40

0.50

0.75

1.215

1.218

1.041

0.918

0.533

0.368

0.268

Importance Factor, Ie

Risk Category

Shear Wave Velocity, VS30 (m/sec)

D

218

Site Design Design Values

1

Site Longitude (degrees)

Unknown

37.338368

II

Site Latitude (degrees)

Site Class (Per Chapter 20 ASCE 7‐16)

FIGURE 6

RSMJune 17, 2020

1Site Specific PGAM (g) 0.70

1 Lower of Deterministic and Probabilistic, but not less than 80% of mapped value of FM x

PGA, determined in accordance with Section 21.5 of ASCE 7‐16.

Project West Julian255 West Julian StreetSan Jose, California

DESIGN RESPONSE SPECTRA

0.0

0.5

1.0

1.5

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0

Spectral A

cceleration (g)

Period (seconds)

2/3 Site‐Specific MCE(R)

80% CBC General Spectrum

Design Response Spectrum

The Site‐Specific Design Response Spectrum per Section 21.2, 21.3 and 21.4 of ASCE 7‐16 is defined as the greater of the following at all periods:

■ 2/3 of the Site‐Specific MCER, or

■ 80% of the CBC General Spectrum.


Page A-1

APPENDIX A: PREVIOUS FIELD INVESTIGATION The field investigation consisted of a surface reconnaissance and a subsurface exploration program using 20-ton truck-mounted Cone Penetration Test equipment and truck-mounted, hollow-stem auger drilling equipment. Three CPT soundings were also performed in accordance with ASTM D 5778-95 (revised, 2002) on August 28, 2017, to depths ranging from approximately 75 to 110 feet. Two 8-inch-diameter exploratory borings were drilled on September 1, 2017 to depths of 69½ and 119½ 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 of 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

MC

93

102

1023

27

21

8 inches asphalt concreteSandy Lean Clay (CL)very stiff, moist, dark brown to brown, finesand, low plasticity

Liquid Limit = 27, Plastic Limit = 17

Poorly Graded Sand with Silt (SP-SM)medium dense, moist, gray and brown, fine tomedium sand

Sandy Lean Clay (CL)moist, gray brown, fine sand, low plasticity

Silty Sand (SM)medium dense, moist, brown, fine to mediumsandLean Clay (CL)stiff to medium stiff, moist, dark gray to gray,some fine sand, moderate plasticity

11

3 12

NOTES

LOGGED BY SCO

DRILLING METHOD Mobile B-61, 8 inch Hollow-Stem Auger

DRILLING CONTRACTOR Exploration Geoservices, Inc.

GROUND WATER LEVELS:

DATE STARTED 9/1/17 DATE COMPLETED 9/1/17 BORING DEPTH 69.5 ft.GROUND ELEVATION

LATITUDE LONGITUDE

AT TIME OF DRILLING 20 ft.

AT END OF DRILLING 52 ft.

UNCONFINED COMPRESSIONSY

MB

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Continued Next Page

ELE

VA

TIO

N (

ft)

PROJECT NAME 255 West Julian Street

PROJECT NUMBER 336-8-1

PROJECT LOCATION San Jose, CA

BORING NUMBER EB-1PAGE 1 OF 2

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

30

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

0/2

4/17

13:

54 -

P:\D

RA

FT

ING

\GIN

T F

ILE

S\3

36-8

-1 2

55 W

JU

LIA

N.G

PJ

UNCONSOLIDATED-UNDRAINEDTRIAXIAL

MC-4B

MC-5B

ST-6

MC-7B

MC-8C

NR

SPT

ST-10

86

82

101

98

100

108

18

21

45

50

30

25

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

becomes very stiff, color changes to bluishgray

Clayey Sand (SC)medium dense, moist, gray, fine to mediumsand

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

Sandy Lean Clay (CL)stiff, moist, gray, fine to medium sand, lowplasticityLean Clay with Sand (CL)stiff, moist, gray, fine sand, moderateplasticity

Clayey Sand (SC)medium dense, moist, gray, fine to mediumsand

Bottom of Boring at 69.5 feet.

34

38

25

24

24

18 39


MB

OL

ELE

VA

TIO

N (

ft)







SA

MP

LES

TY

PE

AN

D N

UM

BE

R

DE

PT

H (

ft)

35

40

45

50

55

60

65

70

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

0/2

4/17

13:

54 -

P:\D

RA

FT

ING

\GIN

T F

ILE

S\3

36-8

-1 2

55 W

JU

LIA

N.G

PJ


MC

MC-2C

MC-3C

82

95

24

9

12

8 inches asphalt concreteSandy Lean Clay (CL)very stiff, moist, dark brown to brown, finesand, low plasticity

Sandy Silty Clay (CL-ML)hard, moist, brown, fine sand, low plasticity

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

Sandy Lean Clay (CL)stiff, moist, gray with brown mottles, finesand, low plasticity

38

25

NOTES

LOGGED BY SCO

DRILLING METHOD Mobile B-61, 8 inch Hollow-Stem Auger

DRILLING CONTRACTOR Exploration Geoservices, Inc.

GROUND WATER LEVELS:

DATE STARTED 8/31/17 DATE COMPLETED 8/31/17 BORING DEPTH 119.5 ft.GROUND ELEVATION

LATITUDE LONGITUDE

AT TIME OF DRILLING 18 ft.

AT END OF DRILLING 21 ft.


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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

30

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

0/2

4/17

13:

54 -

P:\D

RA

FT

ING

\GIN

T F

ILE

S\3

36-8

-1 2

55 W

JU

LIA

N.G

PJ

>4.5


ST

MC

MC-6C

SPT-7

MC-8B

ST

SPT

MC-11B

MC-12B

94

95

109

96

31

44

54

34

18

35

40

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

Clayey Sand (SC)medium dense, moist, brown, fine to mediumsand

Lean Clay with Sand (CL)stiff, moist, gray with brown mottles, finesand, moderate plasticity

Poorly Graded Sand with Silt (SP-SM)dense, moist, gray and brown, fine to coarsesand, some fine subangular to subroundedgravel

Lean Clay (CL)stiff, moist, gray with brown mottles, somefine sand, moderate plasticity

Clayey Sand (SC)medium dense, moist, gray, fine to mediumsandSandy Lean Clay (CL)stiff, moist, gray brown, fine sand, lowplasticityLean Clay (CL)stiff, moist, gray, some fine sand, moderateplasticity

27

9

27

19

28

8


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ELE

VA

TIO

N (

ft)







SA

MP

LES

TY

PE

AN

D N

UM

BE

R

DE

PT

H (

ft)

35

40

45

50

55

60

65

70

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

0/2

4/17

13:

54 -

P:\D

RA

FT

ING

\GIN

T F

ILE

S\3

36-8

-1 2

55 W

JU

LIA

N.G

PJ


ST-13

MC-14B

MC-15B

SPT-16A

MC-17B

106

107

102

109

47

62

24

72

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

Silty Sand (SM)medium dense, wet, gray and brown, fine tomedium sand, some fine gravel

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

22

19

23

11

18

13


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ELE

VA

TIO

N (

ft)







SA

MP

LES

TY

PE

AN

D N

UM

BE

R

DE

PT

H (

ft)

70

75

80

85

90

95

100

105

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

0/2

4/17

13:

54 -

P:\D

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FT

ING

\GIN

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ILE

S\3

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MC

MC-19B 105

55

506"

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

Bottom of Boring at 119.5 feet.21


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OL

ELE

VA

TIO

N (

ft)







SA

MP

LES

TY

PE

AN

D N

UM

BE

R

DE

PT

H (

ft)

110

115

120

125

130

135

140

145

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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DT

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0/2

4/17

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JU

LIA

N.G

PJ


Cornerstone Earth GroupProject 255 West Julian Development Operator KK RB Filename SDF(003).cptJob Number 336-8-1 Cone Number DDG1281 GPSHole Number CPT-01 Date and Time 8/28/2017 11:22:52 AM Maximum Depth 75.13 ftEST GW Depth During Test 13.40 ft

Net Area Ratio .8

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

0

20

40

60

80

100

120

0 700 TIPTSF 0 10

FRICTIONTSF 0 10

Fs/Qt% 0 160

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


Net Area Ratio .8


0

20

40

60

80

100

120

0 700 TIPTSF 0 10

FRICTIONTSF 0 10

Fs/Qt% 0 160

SPT N0 12



3 - clay






9 - sand




CPT DATA

DEP

TH(ft)

SOIL

BEHAV

IOR

TYPE


Net Area Ratio .8


0

20

40

60

80

100

120

0 700 TIPTSF 0 10

FRICTIONTSF 0 10

Fs/Qt% 0 160

SPT N0 12



3 - clay






9 - sand




CPT DATA

DEP

TH(ft)

SOIL

BEHAV

IOR

TYPE


Page B-1

APPENDIX B: PREVIOUS 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 21 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 19 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 four 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: One Plasticity Index determination (ASTM D4318) was performed on a sample of the subsurface soil 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 this test are shown on the boring log at the appropriate sample depth. 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: Three consolidation tests (ASTM D2435) were performed on relatively undisturbed samples of the subsurface clayey soils to assist in evaluating the compressibility property of this soil. Results of the consolidation tests are presented graphically in this appendix.

Project Number

Figure Number

Date Drawn By

Figure B1

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

Sandy Lean Clay ( L)C10EB-1 27 17112.5 —

September 2017

255 West Julian Street DevelopmentSan Jose, CA

336-8-1

Project Number

Figure Number

Date Drawn By

FLL

Strain-Log Curve - EB-1 @ 42.0’

Consolidation Test ASTM D2435

Boring:_______ Sample:______ Depth:_______

Desription:____________________________

EB-1 6 42.0’

Lean Clay (CL)

September 2017


336-8-1

Figure B2

Project Number

Figure Number

Date Drawn By

FLL




Desription:____________________________

EB-2 4 38.0’

Lean Clay (CL)

September 2017


336-8-1

Figure B3

Project Number

Figure Number

Date Drawn By

FLL




Desription:____________________________

EB-2 13 72.0’

September 2017


336-8-1

Lean Clay (CL)

Figure B4

Cooper Testing Labs, Inc.937 Commercial Street

Palo Alto, CA 94303

1 2 3 4Moisture % 24.6 21.7Dry Den,pcf 100.6 105.9Void Ratio 0.675 0.592Saturation % 98.3 99.2Height in 6.06 6.06Diameter in 2.88 2.88Cell psi 13.9 21.4Strain % 15.00 15.00Deviator, ksf 2.927 4.432Rate %/min 1.00 1.00in/min 0.060 0.061Job No.:Client:Project:Boring: EB-1 EB-2Sample: 6 13Depth ft: 40.0 70.0

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

Gray CLAY, trace GravelGreenish Gray CLAY

640-1159Cornerstone Earth Group255 W Juliab Street - 336-8-1

0.0

2.0

4.0

0.0 2.0 4.0 6.0 8.0

Shea

r St

ress

, ksf

Total Normal Stress, ksf

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

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


Page C-1

APPENDIX C: LIQUEFACTION ANALYSES CALCULATIONS

1 0.70 Total Settlement: 1.36 (Inches)


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

'vc (psf)Q F (%) Ic

Layer "Plastic"PI > 7

Flag Soil TypeFines (%)

qcN near interfaces (soft layer)

Thin Layer Factor (KH)

Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

0.160 251.970 2.054 18.8 18.8 2523.319 0.815 1.13 Unsaturated 0.0 238.16 1.70 404.87 404.87 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.000.330 175.560 2.661 38.9 38.9 1224.109 1.516 1.45 Unsaturated 0.0 165.94 1.70 282.09 282.09 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.000.490 102.350 2.524 57.7 57.7 585.554 2.466 1.76 Unsaturated 3.7 96.74 1.70 164.46 164.47 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.000.660 52.250 2.411 77.7 77.7 257.449 4.618 2.16 Unsaturated 35.9 49.39 1.70 83.96 142.74 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.000.820 57.190 2.103 96.6 96.6 252.782 3.680 2.08 Unsaturated 29.4 54.05 1.70 91.89 145.05 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.000.980 68.310 1.276 115.4 115.4 276.187 1.869 1.81 Unsaturated 8.0 64.57 1.70 109.76 112.87 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.150 98.770 2.140 135.5 135.5 368.704 2.168 1.80 Unsaturated 6.9 93.36 1.70 158.70 160.51 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.310 89.600 2.450 154.3 154.3 313.327 2.737 1.92 Unsaturated 16.8 84.69 1.70 143.97 176.92 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.480 70.620 1.900 174.3 174.3 232.252 2.693 1.99 Unsaturated 21.8 66.75 1.70 113.47 156.79 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.640 51.770 1.777 193.2 193.2 161.638 3.438 2.16 Unsaturated 36.0 48.93 1.70 83.18 141.84 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.800 38.530 1.772 212.0 212.0 114.727 4.611 2.35 Unsaturated 51.3 36.42 1.70 61.91 124.86 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.970 34.410 1.643 232.1 232.1 97.878 4.791 2.41 Unsaturated 55.7 32.52 1.70 55.29 118.12 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.130 31.310 1.471 250.9 250.9 85.595 4.716 2.44 Unsaturated 58.1 29.59 1.70 50.31 112.57 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.300 25.240 1.199 270.9 270.9 66.311 4.775 2.51 Unsaturated 64.2 23.86 1.70 40.56 101.71 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.460 20.380 0.844 289.8 289.8 51.682 4.170 2.54 Unsaturated 66.5 19.26 1.70 32.75 92.20 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.620 17.970 0.553 308.6 308.6 44.091 3.106 2.50 Unsaturated 63.2 16.98 1.70 28.87 86.48 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.790 16.060 0.393 328.7 328.7 38.122 2.471 2.48 Unsaturated 61.7 15.18 1.70 25.81 82.18 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.950 14.760 0.358 347.5 347.5 34.020 2.457 2.52 Unsaturated 64.6 13.95 1.70 23.72 80.16 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.003.120 14.350 0.314 367.5 367.5 32.127 2.217 2.51 Unsaturated 63.9 13.56 1.70 23.06 79.16 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.003.280 13.770 0.253 386.4 386.4 30.030 1.865 2.49 Unsaturated 62.1 13.02 1.70 22.13 77.55 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.003.440 12.590 0.234 405.2 405.2 26.755 1.890 2.53 Unsaturated 65.6 11.90 1.70 20.23 75.88 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.003.610 13.480 0.260 425.3 425.3 27.972 1.957 2.53 Unsaturated 65.0 12.74 1.70 21.66 77.61 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.003.770 14.040 0.268 444.1 444.1 28.508 1.941 2.52 Unsaturated 64.3 13.27 1.70 22.56 78.62 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.003.940 13.670 0.298 464.1 464.1 27.120 2.214 2.57 Unsaturated 68.5 12.92 1.70 21.97 78.70 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.004.100 16.250 0.469 483.0 483.0 31.671 2.929 2.59 Unsaturated 70.4 15.36 1.70 26.11 84.41 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.004.270 23.350 0.535 503.0 503.0 44.778 2.317 2.41 Unsaturated 56.0 22.07 1.70 37.52 95.58 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.004.430 30.800 0.463 521.9 521.9 58.124 1.516 2.21 Unsaturated 39.6 29.11 1.70 49.49 103.07 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.004.590 28.730 0.292 540.7 540.7 53.214 1.027 2.13 Unsaturated 33.8 27.16 1.70 46.16 94.53 1.00 0.453 1.100 n.a. n.a. n.a. 0.00 0.004.760 21.700 0.051 560.7 560.7 39.329 0.237 1.97 Unsaturated 20.4 20.51 1.70 34.87 63.76 1.00 0.453 1.100 n.a. n.a. n.a. 0.00 0.004.920 16.540 0.013 579.6 579.6 29.348 0.079 2.01 Unsaturated 23.5 15.63 1.70 26.58 59.29 1.00 0.453 1.100 n.a. n.a. n.a. 0.00 0.005.090 15.150 0.009 599.6 599.6 26.368 0.061 2.05 Unsaturated 26.9 14.32 1.70 24.34 61.21 1.00 0.453 1.099 n.a. n.a. n.a. 0.00 0.005.250 16.710 0.019 618.5 618.5 28.674 0.115 2.03 Unsaturated 25.6 15.79 1.70 26.85 62.51 1.00 0.453 1.097 n.a. n.a. n.a. 0.00 0.005.410 18.510 0.032 637.3 637.3 31.330 0.173 2.03 Unsaturated 25.1 17.50 1.70 29.74 65.33 0.99 0.453 1.097 n.a. n.a. n.a. 0.00 0.005.580 20.130 0.049 657.3 657.3 33.580 0.248 2.04 Unsaturated 26.1 19.03 1.70 32.34 69.67 0.99 0.452 1.098 n.a. n.a. n.a. 0.00 0.005.740 21.210 0.061 676.2 676.2 34.898 0.292 2.05 Unsaturated 26.6 20.05 1.70 34.08 72.40 0.99 0.452 1.098 n.a. n.a. n.a. 0.00 0.005.910 21.350 0.069 696.2 696.2 34.607 0.328 2.07 Unsaturated 28.3 20.18 1.70 34.31 74.68 0.99 0.452 1.097 n.a. n.a. n.a. 0.00 0.006.070 22.570 0.084 715.0 715.0 36.116 0.378 2.07 Unsaturated 28.8 21.33 1.70 36.27 77.54 0.99 0.452 1.097 n.a. n.a. n.a. 0.00 0.006.230 27.920 0.156 733.9 733.9 44.221 0.565 2.07 Unsaturated 28.4 26.39 1.70 44.86 87.39 0.99 0.452 1.100 n.a. n.a. n.a. 0.00 0.006.400 32.030 0.199 753.9 753.9 50.122 0.628 2.04 Unsaturated 26.3 30.27 1.70 51.47 92.61 0.99 0.452 1.100 n.a. n.a. n.a. 0.00 0.006.560 32.390 0.234 772.8 772.8 50.055 0.732 2.08 Unsaturated 29.1 30.61 1.67 51.07 95.66 0.99 0.451 1.100 n.a. n.a. n.a. 0.00 0.006.730 27.690 0.345 792.8 792.8 42.146 1.263 2.27 Unsaturated 44.6 26.17 1.64 42.89 97.77 0.99 0.451 1.100 n.a. n.a. n.a. 0.00 0.006.890 26.110 0.397 811.6 811.6 39.228 1.543 2.35 Unsaturated 50.7 24.68 1.62 40.04 96.93 0.99 0.451 1.099 n.a. n.a. n.a. 0.00 0.007.050 27.110 0.508 830.5 830.5 40.275 1.904 2.39 Unsaturated 54.5 25.62 1.60 40.88 99.37 0.99 0.451 1.099 n.a. n.a. n.a. 0.00 0.007.220 25.900 0.687 850.5 850.5 37.979 2.698 2.51 Unsaturated 63.8 24.48 1.58 38.62 99.13 0.99 0.451 1.096 n.a. n.a. n.a. 0.00 0.007.380 20.310 0.689 869.4 869.4 35.015 3.466 2.61 Unsaturated 71.7 19.20 1.59 30.50 90.31 0.99 0.450 1.088 n.a. n.a. n.a. 0.00 0.007.550 20.680 0.650 889.4 889.4 35.085 3.213 2.59 Unsaturated 69.9 19.55 1.57 30.69 90.23 0.99 0.450 1.085 n.a. n.a. n.a. 0.00 0.007.710 17.050 0.582 908.2 908.2 28.355 3.504 2.68 Unsaturated 77.4 16.12 1.57 25.33 84.55 0.99 0.450 1.080 n.a. n.a. n.a. 0.00 0.007.870 12.260 0.502 927.1 927.1 25.448 4.252 2.77 Unsaturated 84.7 11.59 1.58 18.33 76.43 0.99 0.450 1.073 n.a. n.a. n.a. 0.00 0.008.040 10.780 0.485 947.1 947.1 21.764 4.703 2.85 Unsaturated 91.1 10.19 1.57 16.01 74.10 0.99 0.450 1.070 n.a. n.a. n.a. 0.00 0.008.200 10.720 0.447 966.0 966.0 21.196 4.367 2.84 Unsaturated 90.1 10.13 1.56 15.76 73.67 0.99 0.449 1.068 n.a. n.a. n.a. 0.00 0.008.370 10.340 0.422 986.0 986.0 19.974 4.285 2.85 Unsaturated 91.2 9.77 1.54 15.05 72.86 0.99 0.449 1.066 n.a. n.a. n.a. 0.00 0.008.530 10.670 0.334 1004.8 1004.8 20.237 3.283 2.77 Unsaturated 84.9 10.09 1.52 15.37 72.61 0.99 0.449 1.064 n.a. n.a. n.a. 0.00 0.008.690 11.690 0.435 1023.7 1023.7 21.839 3.895 2.80 Unsaturated 86.7 11.05 1.50 16.61 74.41 0.99 0.449 1.063 n.a. n.a. n.a. 0.00 0.008.860 13.900 0.455 1043.7 1043.7 25.636 3.400 2.70 Unsaturated 79.4 13.14 1.48 19.43 77.18 0.99 0.449 1.063 n.a. n.a. n.a. 0.00 0.009.020 12.230 0.425 1062.6 1062.6 22.020 3.634 2.77 Unsaturated 84.9 11.56 1.47 17.00 74.73 0.99 0.448 1.060 n.a. n.a. n.a. 0.00 0.009.190 15.280 0.453 1082.6 1082.6 27.229 3.076 2.66 Unsaturated 75.5 14.44 1.45 20.88 78.50 0.99 0.448 1.060 n.a. n.a. n.a. 0.00 0.009.350 13.050 0.496 1101.4 1101.4 22.696 3.969 2.79 Unsaturated 86.1 12.33 1.44 17.75 75.83 0.98 0.448 1.057 n.a. n.a. n.a. 0.00 0.009.510 12.000 0.377 1120.3 1120.3 20.423 3.299 2.77 Unsaturated 84.8 11.34 1.43 16.23 73.70 0.98 0.448 1.055 n.a. n.a. n.a. 0.00 0.009.680 10.630 0.302 1140.3 1140.3 17.644 3.003 2.80 Unsaturated 86.8 10.05 1.42 14.29 71.40 0.98 0.448 1.052 n.a. n.a. n.a. 0.00 0.009.840 9.750 0.242 1159.2 1159.2 15.823 2.640 2.80 Unsaturated 87.2 9.22 1.41 13.02 69.79 0.98 0.447 1.050 n.a. n.a. n.a. 0.00 0.00

10.010 9.850 0.266 1179.2 1179.2 15.707 2.872 2.83 Clay 89.1 9.31 1.17 n.a. n.a. 0.98 0.447 n.a. n.a. n.a. n.a. 0.00 0.0010.170 10.340 0.234 1198.0 1198.0 16.262 2.401 2.77 Clay 84.5 9.77 1.16 n.a. n.a. 0.98 0.451 n.a. n.a. n.a. n.a. 0.00 0.0010.330 10.560 0.237 1216.9 1216.9 16.356 2.385 2.76 Clay 84.2 9.98 1.16 n.a. n.a. 0.98 0.455 n.a. n.a. n.a. n.a. 0.00 0.0010.500 10.010 0.276 1236.9 1236.9 15.186 2.943 2.84 Clay 90.5 9.46 1.15 n.a. n.a. 0.98 0.458 n.a. n.a. n.a. n.a. 0.00 0.0010.660 10.050 0.316 1255.7 1255.7 15.006 3.356 2.88 Clay 93.6 9.50 1.15 n.a. n.a. 0.98 0.462 n.a. n.a. n.a. n.a. 0.00 0.00

CPT No. PGA (Amax)

Page 1 Calculations (6/24/2020) 1178-2-2 Design Liquefaction Analysis CPT-1




'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

10.830 10.280 0.323 1275.8 1275.8 15.116 3.346 2.88 Clay 93.3 9.72 1.14 n.a. n.a. 0.98 0.465 n.a. n.a. n.a. n.a. 0.00 0.0010.990 9.200 0.301 1294.6 1294.6 13.213 3.517 2.94 Clay 98.1 8.70 1.14 n.a. n.a. 0.98 0.468 n.a. n.a. n.a. n.a. 0.00 0.0011.150 8.660 0.251 1313.5 1313.5 12.186 3.139 2.94 Clay 98.0 8.19 1.13 n.a. n.a. 0.98 0.472 n.a. n.a. n.a. n.a. 0.00 0.0011.320 8.430 0.237 1333.5 1333.5 11.643 3.046 2.95 Clay 98.7 7.97 1.13 n.a. n.a. 0.98 0.475 n.a. n.a. n.a. n.a. 0.00 0.0011.480 9.080 0.305 1352.3 1352.3 12.429 3.632 2.97 Clay 100.0 8.58 1.13 n.a. n.a. 0.98 0.478 n.a. n.a. n.a. n.a. 0.00 0.0011.650 10.650 0.386 1372.4 1372.4 14.521 3.876 2.93 Clay 97.6 10.07 1.12 n.a. n.a. 0.98 0.481 n.a. n.a. n.a. n.a. 0.00 0.0011.810 10.350 0.323 1391.2 1391.2 13.879 3.349 2.91 Clay 95.7 9.78 1.12 n.a. n.a. 0.98 0.484 n.a. n.a. n.a. n.a. 0.00 0.0011.980 9.280 0.314 1411.2 1411.2 12.152 3.663 2.98 Clay 100.0 8.77 1.11 n.a. n.a. 0.98 0.488 n.a. n.a. n.a. n.a. 0.00 0.0012.140 8.710 0.335 1430.1 1430.1 11.181 4.185 3.04 Clay 100.0 8.23 1.11 n.a. n.a. 0.98 0.490 n.a. n.a. n.a. n.a. 0.00 0.0012.300 9.100 0.355 1448.9 1448.9 11.561 4.234 3.03 Clay 100.0 8.60 1.11 n.a. n.a. 0.98 0.493 n.a. n.a. n.a. n.a. 0.00 0.0012.470 9.890 0.364 1469.0 1469.0 12.465 3.979 2.99 Clay 100.0 9.35 1.10 n.a. n.a. 0.98 0.496 n.a. n.a. n.a. n.a. 0.00 0.0012.630 9.330 0.393 1487.8 1487.8 11.542 4.582 3.06 Clay 100.0 8.82 1.10 n.a. n.a. 0.98 0.499 n.a. n.a. n.a. n.a. 0.00 0.0012.800 9.070 0.398 1507.8 1507.8 11.030 4.787 3.08 Clay 100.0 8.57 1.09 n.a. n.a. 0.97 0.502 n.a. n.a. n.a. n.a. 0.00 0.0012.960 8.750 0.307 1526.7 1526.7 10.463 3.849 3.04 Clay 100.0 8.27 1.09 n.a. n.a. 0.97 0.505 n.a. n.a. n.a. n.a. 0.00 0.0013.120 7.380 0.220 1545.5 1545.5 8.550 3.328 3.08 Clay 100.0 6.98 1.09 n.a. n.a. 0.97 0.507 n.a. n.a. n.a. n.a. 0.00 0.0013.290 6.620 0.167 1565.6 1565.6 7.457 2.868 3.09 Clay 100.0 6.26 1.08 n.a. n.a. 0.97 0.510 n.a. n.a. n.a. n.a. 0.00 0.0013.450 5.720 0.116 1584.3 1581.2 6.233 2.344 3.11 Clay 100.0 5.41 1.08 n.a. n.a. 0.97 0.513 n.a. n.a. n.a. n.a. 0.00 0.0013.620 5.310 0.092 1603.9 1590.2 5.670 2.045 3.12 Clay 100.0 5.02 1.08 n.a. n.a. 0.97 0.515 n.a. n.a. n.a. n.a. 0.00 0.0013.780 4.760 0.103 1622.4 1598.7 4.940 2.616 3.22 Clay 100.0 4.50 1.08 n.a. n.a. 0.97 0.518 n.a. n.a. n.a. n.a. 0.00 0.0013.940 5.240 0.117 1640.9 1607.2 5.500 2.645 3.19 Clay 100.0 4.95 1.08 n.a. n.a. 0.97 0.520 n.a. n.a. n.a. n.a. 0.00 0.0014.110 6.080 0.144 1660.5 1616.2 6.496 2.743 3.13 Clay 100.0 5.75 1.07 n.a. n.a. 0.97 0.523 n.a. n.a. n.a. n.a. 0.00 0.0014.270 5.520 0.112 1679.0 1624.7 5.762 2.389 3.15 Clay 100.0 5.22 1.07 n.a. n.a. 0.97 0.525 n.a. n.a. n.a. n.a. 0.00 0.0014.440 5.220 0.081 1698.6 1633.7 5.351 1.851 3.12 Clay 100.0 4.93 1.07 n.a. n.a. 0.97 0.528 n.a. n.a. n.a. n.a. 0.00 0.0014.600 5.250 0.093 1717.1 1642.2 5.348 2.127 3.15 Clay 100.0 4.96 1.07 n.a. n.a. 0.97 0.530 n.a. n.a. n.a. n.a. 0.00 0.0014.760 5.110 0.143 1735.6 1650.7 5.140 3.366 3.27 Clay 100.0 4.83 1.07 n.a. n.a. 0.97 0.532 n.a. n.a. n.a. n.a. 0.00 0.0014.930 6.850 0.297 1755.2 1659.8 7.197 4.980 3.24 Clay 100.0 6.47 1.07 n.a. n.a. 0.97 0.535 n.a. n.a. n.a. n.a. 0.00 0.0015.090 7.820 0.295 1773.7 1668.3 8.312 4.256 3.15 Clay 100.0 7.39 1.06 n.a. n.a. 0.97 0.537 n.a. n.a. n.a. n.a. 0.00 0.0015.260 8.650 0.241 1793.4 1677.3 9.245 3.103 3.03 Clay 100.0 8.18 1.06 n.a. n.a. 0.97 0.539 n.a. n.a. n.a. n.a. 0.00 0.0015.420 6.700 0.150 1811.8 1685.8 6.874 2.580 3.10 Clay 100.0 6.33 1.06 n.a. n.a. 0.97 0.541 n.a. n.a. n.a. n.a. 0.00 0.0015.580 6.220 0.119 1830.3 1694.3 6.262 2.249 3.10 Clay 100.0 5.88 1.06 n.a. n.a. 0.97 0.544 n.a. n.a. n.a. n.a. 0.00 0.0015.750 5.980 0.112 1849.9 1703.3 5.936 2.210 3.12 Clay 100.0 5.65 1.06 n.a. n.a. 0.97 0.546 n.a. n.a. n.a. n.a. 0.00 0.0015.910 6.380 0.095 1868.4 1711.8 6.363 1.750 3.04 Clay 100.0 6.03 1.06 n.a. n.a. 0.97 0.548 n.a. n.a. n.a. n.a. 0.00 0.0016.080 6.180 0.077 1888.1 1720.8 6.085 1.461 3.02 Clay 100.0 5.84 1.06 n.a. n.a. 0.96 0.550 n.a. n.a. n.a. n.a. 0.00 0.0016.240 6.630 0.106 1906.5 1729.3 6.565 1.873 3.04 Clay 100.0 6.27 1.05 n.a. n.a. 0.96 0.552 n.a. n.a. n.a. n.a. 0.00 0.0016.400 6.690 0.145 1925.0 1737.8 6.592 2.526 3.11 Clay 100.0 6.32 1.05 n.a. n.a. 0.96 0.554 n.a. n.a. n.a. n.a. 0.00 0.0016.570 6.760 0.152 1944.7 1746.8 6.626 2.618 3.11 Clay 100.0 6.39 1.05 n.a. n.a. 0.96 0.556 n.a. n.a. n.a. n.a. 0.00 0.0016.730 6.840 0.151 1963.1 1755.3 6.675 2.581 3.11 Clay 100.0 6.47 1.05 n.a. n.a. 0.96 0.558 n.a. n.a. n.a. n.a. 0.00 0.0016.900 7.040 0.142 1982.8 1764.4 6.856 2.349 3.08 Clay 100.0 6.65 1.05 n.a. n.a. 0.96 0.560 n.a. n.a. n.a. n.a. 0.00 0.0017.060 7.120 0.141 2001.3 1772.9 6.903 2.306 3.07 Clay 100.0 6.73 1.05 n.a. n.a. 0.96 0.562 n.a. n.a. n.a. n.a. 0.00 0.0017.220 7.020 0.140 2019.7 1781.4 6.748 2.328 3.08 Clay 100.0 6.64 1.05 n.a. n.a. 0.96 0.563 n.a. n.a. n.a. n.a. 0.00 0.0017.390 6.840 0.149 2039.4 1790.4 6.502 2.563 3.12 Clay 100.0 6.47 1.05 n.a. n.a. 0.96 0.565 n.a. n.a. n.a. n.a. 0.00 0.0017.550 7.080 0.173 2057.8 1798.9 6.728 2.864 3.13 Clay 100.0 6.69 1.04 n.a. n.a. 0.96 0.567 n.a. n.a. n.a. n.a. 0.00 0.0017.720 7.110 0.193 2077.5 1807.9 6.716 3.172 3.15 Clay 100.0 6.72 1.04 n.a. n.a. 0.96 0.569 n.a. n.a. n.a. n.a. 0.00 0.0017.880 6.990 0.218 2096.0 1816.4 6.543 3.665 3.20 Clay 100.0 6.61 1.04 n.a. n.a. 0.96 0.571 n.a. n.a. n.a. n.a. 0.00 0.0018.040 7.250 0.220 2114.4 1824.9 6.787 3.548 3.18 Clay 100.0 6.85 1.04 n.a. n.a. 0.96 0.572 n.a. n.a. n.a. n.a. 0.00 0.0018.210 6.790 0.215 2134.1 1833.9 6.241 3.750 3.22 Clay 100.0 6.42 1.04 n.a. n.a. 0.96 0.574 n.a. n.a. n.a. n.a. 0.00 0.0018.370 6.400 0.214 2152.6 1842.4 5.779 4.027 3.27 Clay 100.0 6.05 1.04 n.a. n.a. 0.96 0.576 n.a. n.a. n.a. n.a. 0.00 0.0018.540 6.380 0.218 2172.2 1851.5 5.719 4.124 3.28 Clay 100.0 6.03 1.04 n.a. n.a. 0.96 0.577 n.a. n.a. n.a. n.a. 0.00 0.0018.700 7.110 0.226 2190.7 1860.0 6.468 3.764 3.21 Clay 100.0 6.72 1.03 n.a. n.a. 0.96 0.579 n.a. n.a. n.a. n.a. 0.00 0.0018.860 7.780 0.234 2209.2 1868.4 7.145 3.508 3.16 Clay 100.0 7.35 1.03 n.a. n.a. 0.96 0.581 n.a. n.a. n.a. n.a. 0.00 0.0019.030 9.250 0.266 2228.8 1877.5 8.667 3.265 3.07 Clay 100.0 8.74 1.03 n.a. n.a. 0.96 0.582 n.a. n.a. n.a. n.a. 0.00 0.0019.190 11.490 0.265 2247.3 1886.0 10.993 2.560 2.92 Clay 96.9 10.86 1.03 n.a. n.a. 0.95 0.584 n.a. n.a. n.a. n.a. 0.00 0.0019.360 11.890 0.271 2266.9 1895.0 11.353 2.517 2.91 Clay 95.7 11.24 1.03 n.a. n.a. 0.95 0.585 n.a. n.a. n.a. n.a. 0.00 0.0019.520 11.230 0.246 2285.4 1903.5 10.599 2.438 2.93 Clay 97.0 10.61 1.03 n.a. n.a. 0.95 0.587 n.a. n.a. n.a. n.a. 0.00 0.0019.690 8.540 0.232 2305.0 1912.5 7.725 3.140 3.10 Clay 100.0 8.07 1.03 n.a. n.a. 0.95 0.588 n.a. n.a. n.a. n.a. 0.00 0.0019.850 6.930 0.192 2323.5 1921.0 6.005 3.320 3.21 Clay 100.0 6.55 1.03 n.a. n.a. 0.95 0.590 n.a. n.a. n.a. n.a. 0.00 0.0020.010 5.890 0.139 2342.0 1929.5 4.891 2.939 3.25 Clay 100.0 5.57 1.02 n.a. n.a. 0.95 0.591 n.a. n.a. n.a. n.a. 0.00 0.0020.180 4.900 0.124 2361.6 1938.5 3.837 3.329 3.37 Clay 100.0 4.63 1.02 n.a. n.a. 0.95 0.593 n.a. n.a. n.a. n.a. 0.00 0.0020.340 6.640 0.173 2380.1 1947.0 5.598 3.171 3.22 Clay 100.0 6.28 1.02 n.a. n.a. 0.95 0.594 n.a. n.a. n.a. n.a. 0.00 0.0020.510 11.120 0.249 2399.7 1956.1 10.143 2.507 2.95 Clay 98.9 10.51 1.02 n.a. n.a. 0.95 0.595 n.a. n.a. n.a. n.a. 0.00 0.0020.670 12.210 0.263 2418.2 1964.6 11.199 2.389 2.90 Clay 95.1 11.54 1.02 n.a. n.a. 0.95 0.597 n.a. n.a. n.a. n.a. 0.00 0.0020.830 7.940 0.207 2436.7 1973.1 6.813 3.078 3.14 Clay 100.0 7.50 1.02 n.a. n.a. 0.95 0.598 n.a. n.a. n.a. n.a. 0.00 0.0021.000 6.740 0.115 2456.3 1982.1 5.562 2.083 3.13 Clay 100.0 6.37 1.02 n.a. n.a. 0.95 0.599 n.a. n.a. n.a. n.a. 0.00 0.0021.160 7.820 0.173 2474.8 1990.6 6.614 2.630 3.12 Clay 100.0 7.39 1.02 n.a. n.a. 0.95 0.601 n.a. n.a. n.a. n.a. 0.00 0.0021.330 13.030 0.236 2494.4 1999.6 11.785 2.004 2.84 Clay 90.3 12.32 1.02 n.a. n.a. 0.95 0.602 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

21.490 12.440 0.291 2512.9 2008.1 11.138 2.600 2.92 Clay 96.9 11.76 1.01 n.a. n.a. 0.95 0.603 n.a. n.a. n.a. n.a. 0.00 0.0021.650 13.900 0.383 2531.4 2016.6 12.530 3.035 2.92 Clay 96.6 13.14 1.01 n.a. n.a. 0.95 0.605 n.a. n.a. n.a. n.a. 0.00 0.0021.820 14.860 0.492 2551.0 2025.6 13.413 3.621 2.94 Clay 98.3 14.05 1.01 n.a. n.a. 0.95 0.606 n.a. n.a. n.a. n.a. 0.00 0.0021.980 14.790 0.591 2569.5 2034.1 13.279 4.377 3.00 Clay 100.0 13.98 1.01 n.a. n.a. 0.94 0.607 n.a. n.a. n.a. n.a. 0.00 0.0022.150 14.480 0.753 2589.1 2043.1 12.907 5.707 3.08 Clay 100.0 13.69 1.01 n.a. n.a. 0.94 0.608 n.a. n.a. n.a. n.a. 0.00 0.0022.310 11.120 0.521 2607.6 2051.6 9.569 5.312 3.16 Clay 100.0 10.51 1.01 n.a. n.a. 0.94 0.609 n.a. n.a. n.a. n.a. 0.00 0.0022.470 9.520 0.309 2626.1 2060.1 7.967 3.759 3.13 Clay 100.0 9.00 1.01 n.a. n.a. 0.94 0.610 n.a. n.a. n.a. n.a. 0.00 0.0022.640 7.150 0.104 2645.7 2069.2 5.632 1.781 3.09 Clay 100.0 6.76 1.01 n.a. n.a. 0.94 0.612 n.a. n.a. n.a. n.a. 0.00 0.0022.800 5.890 0.112 2664.2 2077.7 4.388 2.462 3.25 Clay 100.0 5.57 1.00 n.a. n.a. 0.94 0.613 n.a. n.a. n.a. n.a. 0.00 0.0022.970 9.150 0.310 2683.9 2086.7 7.484 3.974 3.17 Clay 100.0 8.65 1.00 n.a. n.a. 0.94 0.614 n.a. n.a. n.a. n.a. 0.00 0.0023.130 13.890 0.559 2702.3 2095.2 11.969 4.461 3.04 Clay 100.0 13.13 1.00 n.a. n.a. 0.94 0.615 n.a. n.a. n.a. n.a. 0.00 0.0023.290 31.970 0.612 2720.8 2103.7 29.016 2.000 2.52 plastic Clay 64.5 30.22 1.00 n.a. n.a. 0.94 0.616 n.a. n.a. n.a. n.a. 0.00 0.0023.460 34.600 0.821 2740.5 2112.7 31.433 2.471 2.55 plastic Clay 66.8 32.70 1.00 n.a. n.a. 0.94 0.617 n.a. n.a. n.a. n.a. 0.00 0.0023.620 27.550 0.698 2758.9 2121.2 24.675 2.668 2.65 Clay 75.1 26.04 1.00 n.a. n.a. 0.94 0.618 n.a. n.a. n.a. n.a. 0.00 0.0023.790 22.290 0.500 2778.6 2130.2 19.623 2.393 2.70 Clay 79.1 21.07 1.00 n.a. n.a. 0.94 0.619 n.a. n.a. n.a. n.a. 0.00 0.0023.950 15.500 0.760 2797.0 2138.7 13.187 5.387 3.05 Clay 100.0 14.65 1.00 n.a. n.a. 0.94 0.620 n.a. n.a. n.a. n.a. 0.00 0.0024.110 12.750 0.831 2815.5 2147.2 10.565 7.329 3.21 Clay 100.0 12.05 1.00 n.a. n.a. 0.94 0.621 n.a. n.a. n.a. n.a. 0.00 0.0024.280 34.920 0.510 2835.2 2156.2 31.369 1.523 2.42 Sand 56.7 38.96 1.8 70.13 0.99 69.57 136.69 0.94 0.622 0.997 0.221 0.336 0.54 0.02 0.0424.440 41.220 0.213 2853.6 2164.7 37.186 0.535 2.12 Sand 32.9 1.8 70.13 0.99 69.41 121.95 0.94 0.623 0.997 0.176 0.245 0.39 0.03 0.0524.610 32.560 0.297 2873.3 2173.8 29.024 0.953 2.34 Sand 50.1 38.96 1.8 70.13 0.99 69.32 133.71 0.94 0.624 0.996 0.210 0.313 0.50 0.02 0.0524.770 16.660 0.301 2891.8 2182.3 13.943 1.981 2.78 Clay 85.1 15.75 0.99 n.a. n.a. 0.93 0.625 n.a. n.a. n.a. n.a. 0.00 0.0024.930 10.480 0.334 2910.2 2190.8 8.239 3.699 3.12 Clay 100.0 9.91 0.99 n.a. n.a. 0.93 0.626 n.a. n.a. n.a. n.a. 0.00 0.0025.100 9.130 0.277 2929.9 2199.8 6.969 3.618 3.17 Clay 100.0 8.63 0.99 n.a. n.a. 0.93 0.627 n.a. n.a. n.a. n.a. 0.00 0.0025.260 8.630 0.002 2948.4 2208.3 6.481 0.029 2.68 Clay 77.1 8.16 0.99 n.a. n.a. 0.93 0.628 n.a. n.a. n.a. n.a. 0.00 0.0025.430 8.220 0.031 2968.0 2217.3 6.076 0.457 2.83 Clay 89.2 7.77 0.99 n.a. n.a. 0.93 0.628 n.a. n.a. n.a. n.a. 0.00 0.0025.590 9.910 0.108 2986.5 2225.8 7.563 1.284 2.91 Clay 96.0 9.37 0.99 n.a. n.a. 0.93 0.629 n.a. n.a. n.a. n.a. 0.00 0.0025.750 11.060 0.132 3004.9 2234.3 8.555 1.376 2.88 Clay 93.3 10.45 0.99 n.a. n.a. 0.93 0.630 n.a. n.a. n.a. n.a. 0.00 0.0025.920 20.200 0.149 3024.6 2243.3 17.155 0.799 2.50 Sand 63.1 21.16 1.8 38.09 0.97 36.98 96.87 0.93 0.631 0.994 0.133 0.165 0.26 0.03 0.0626.080 22.390 0.067 3043.1 2251.8 19.120 0.322 2.31 Sand 47.5 1.8 38.09 0.97 36.89 91.63 0.93 0.632 0.994 0.127 0.155 0.24 0.04 0.0726.250 17.900 0.032 3062.7 2260.9 14.967 0.196 2.35 Sand 51.1 21.16 1.8 38.09 0.97 36.81 93.00 0.93 0.633 0.993 0.129 0.157 0.25 0.03 0.0726.410 11.960 0.168 3081.2 2269.4 9.183 1.613 2.89 Clay 93.8 11.30 0.98 n.a. n.a. 0.93 0.633 n.a. n.a. n.a. n.a. 0.00 0.0026.570 12.230 0.450 3099.7 2277.8 9.377 4.209 3.10 Clay 100.0 11.56 0.98 n.a. n.a. 0.93 0.634 n.a. n.a. n.a. n.a. 0.00 0.0026.740 32.920 0.340 3119.3 2286.9 28.512 1.085 2.37 Sand 52.9 1.8 56.01 0.96 54.02 115.51 0.93 0.635 0.991 0.162 0.217 0.34 0.03 0.0526.900 23.150 0.469 3137.8 2295.4 18.804 2.175 2.69 Clay 78.4 21.88 0.98 n.a. n.a. 0.93 0.636 n.a. n.a. n.a. n.a. 0.00 0.0027.070 17.480 0.630 3157.4 2304.4 13.801 3.963 2.96 Clay 99.4 16.52 0.98 n.a. n.a. 0.93 0.636 n.a. n.a. n.a. n.a. 0.00 0.0027.230 31.370 0.449 3175.9 2312.9 26.925 1.507 2.47 Sand 60.8 40.14 1.28 51.38 0.96 49.26 112.03 0.93 0.637 0.990 0.155 0.205 0.32 0.03 0.0627.400 39.690 0.529 3195.5 2321.9 34.370 1.389 2.37 Sand 52.3 40.14 1.28 51.38 0.96 49.15 109.07 0.92 0.638 0.989 0.150 0.195 0.31 0.03 0.0627.560 42.470 0.503 3214.0 2330.4 36.803 1.231 2.31 Sand 47.9 1.28 51.38 0.95 49.04 107.13 0.92 0.639 0.989 0.147 0.190 0.30 0.03 0.0627.720 36.950 0.569 3232.5 2338.9 31.765 1.610 2.43 Sand 57.5 1.28 44.70 0.95 42.55 102.46 0.92 0.639 0.989 0.141 0.177 0.28 0.03 0.0627.890 41.560 0.615 3252.1 2347.9 35.832 1.539 2.38 Sand 53.2 1.28 50.28 0.95 47.82 107.73 0.92 0.640 0.988 0.148 0.191 0.30 0.03 0.0628.050 36.240 0.751 3270.6 2356.4 30.994 2.169 2.52 Sand 64.4 1.28 43.84 0.95 41.59 103.09 0.92 0.641 0.988 0.141 0.179 0.28 0.03 0.0628.220 48.740 0.763 3290.2 2365.5 42.101 1.620 2.33 Sand 49.8 1.28 58.97 0.95 56.00 116.74 0.92 0.641 0.986 0.164 0.221 0.34 0.03 0.0528.380 59.280 0.694 3308.7 2374.0 51.422 1.203 2.19 Sand 38.0 1.28 71.72 0.95 68.12 124.99 0.92 0.642 0.985 0.183 0.257 0.40 0.03 0.0528.540 62.870 0.553 3327.2 2382.5 54.520 0.903 2.09 Sand 30.6 1.28 76.06 0.95 72.10 122.66 0.92 0.643 0.985 0.177 0.246 0.38 0.03 0.0528.710 70.930 0.506 3346.8 2391.5 61.574 0.731 2.00 Sand 23.0 1.28 85.81 0.95 81.18 121.91 0.92 0.643 0.985 0.176 0.242 0.38 0.03 0.0528.870 71.510 0.461 3365.3 2400.0 61.972 0.660 1.97 Sand 20.9 1.28 86.51 0.94 81.64 118.16 0.92 0.644 0.985 0.167 0.226 0.35 0.03 0.0629.040 67.740 0.467 3384.9 2409.0 58.507 0.706 2.01 Sand 23.8 67.59 1.28 86.52 0.94 81.62 124.03 0.92 0.644 0.983 0.181 0.252 0.39 0.03 0.0529.200 66.140 0.380 3403.4 2417.5 56.981 0.590 1.98 Sand 21.4 67.59 1.28 86.52 0.94 81.39 118.94 0.92 0.645 0.984 0.169 0.229 0.36 0.03 0.0529.360 51.630 0.496 3421.9 2426.0 44.065 0.993 2.19 Sand 38.5 67.59 1.28 86.52 0.94 81.73 142.24 0.92 0.646 0.980 0.245 0.380 0.59 0.02 0.0429.530 26.740 0.590 3441.5 2435.0 20.549 2.359 2.68 Clay 77.5 25.27 0.96 n.a. n.a. 0.92 0.646 n.a. n.a. n.a. n.a. 0.00 0.0029.690 15.800 0.452 3460.0 2443.5 11.516 3.210 2.96 Clay 100.0 14.93 0.96 n.a. n.a. 0.92 0.647 n.a. n.a. n.a. n.a. 0.00 0.0029.860 10.200 0.234 3479.7 2452.5 6.899 2.762 3.11 Clay 100.0 9.64 0.96 n.a. n.a. 0.91 0.647 n.a. n.a. n.a. n.a. 0.00 0.0030.020 9.580 0.185 3498.1 2461.0 6.364 2.356 3.11 Clay 100.0 9.05 0.96 n.a. n.a. 0.91 0.648 n.a. n.a. n.a. n.a. 0.00 0.0030.180 9.690 0.176 3516.6 2469.5 6.424 2.223 3.09 Clay 100.0 9.16 0.96 n.a. n.a. 0.91 0.648 n.a. n.a. n.a. n.a. 0.00 0.0030.350 9.720 0.073 3536.2 2478.6 6.417 0.923 2.91 Clay 96.2 9.19 0.96 n.a. n.a. 0.91 0.649 n.a. n.a. n.a. n.a. 0.00 0.0030.510 9.020 0.060 3554.7 2487.1 5.824 0.824 2.93 Clay 97.7 8.53 0.96 n.a. n.a. 0.91 0.649 n.a. n.a. n.a. n.a. 0.00 0.0030.680 9.620 0.059 3574.4 2496.1 6.276 0.747 2.89 Clay 94.0 9.09 0.96 n.a. n.a. 0.91 0.650 n.a. n.a. n.a. n.a. 0.00 0.0030.840 9.950 0.068 3592.8 2504.6 6.511 0.836 2.89 Clay 94.3 9.40 0.96 n.a. n.a. 0.91 0.650 n.a. n.a. n.a. n.a. 0.00 0.0031.000 10.460 0.074 3611.3 2513.1 6.887 0.859 2.87 Clay 92.9 9.89 0.96 n.a. n.a. 0.91 0.651 n.a. n.a. n.a. n.a. 0.00 0.0031.170 10.130 0.061 3631.0 2522.1 6.593 0.732 2.86 Clay 92.1 9.57 0.95 n.a. n.a. 0.91 0.651 n.a. n.a. n.a. n.a. 0.00 0.0031.330 9.210 0.052 3649.4 2530.6 5.837 0.697 2.91 Clay 95.4 8.71 0.95 n.a. n.a. 0.91 0.652 n.a. n.a. n.a. n.a. 0.00 0.0031.500 9.300 0.083 3669.1 2539.6 5.879 1.116 2.98 Clay 100.0 8.79 0.95 n.a. n.a. 0.91 0.652 n.a. n.a. n.a. n.a. 0.00 0.0031.660 10.590 0.109 3687.6 2548.1 6.865 1.250 2.94 Clay 98.5 10.01 0.95 n.a. n.a. 0.91 0.653 n.a. n.a. n.a. n.a. 0.00 0.0031.820 10.820 0.110 3706.0 2556.6 7.015 1.228 2.93 Clay 97.6 10.23 0.95 n.a. n.a. 0.91 0.653 n.a. n.a. n.a. n.a. 0.00 0.0031.990 10.510 0.091 3725.7 2565.6 6.741 1.054 2.92 Clay 96.5 9.93 0.95 n.a. n.a. 0.91 0.654 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

32.150 12.850 0.018 3744.1 2574.1 9.408 0.159 2.53 plastic Clay 65.6 12.15 0.95 n.a. n.a. 0.91 0.654 n.a. n.a. n.a. n.a. 0.00 0.0032.320 10.650 0.014 3763.8 2583.2 6.789 0.164 2.67 Clay 76.9 10.07 0.95 n.a. n.a. 0.90 0.654 n.a. n.a. n.a. n.a. 0.00 0.0032.480 9.860 0.020 3782.3 2591.7 6.150 0.250 2.75 Clay 83.1 9.32 0.95 n.a. n.a. 0.90 0.655 n.a. n.a. n.a. n.a. 0.00 0.0032.640 10.420 0.000 3800.7 2600.2 6.553 0.002 3.00 Clay 100.0 9.85 0.95 n.a. n.a. 0.90 0.655 n.a. n.a. n.a. n.a. 0.00 0.0032.810 8.450 0.000 3820.4 2609.2 5.013 0.002 3.20 Clay 100.0 7.99 0.95 n.a. n.a. 0.90 0.656 n.a. n.a. n.a. n.a. 0.00 0.0032.970 6.910 0.001 3838.9 2617.7 3.813 0.010 2.99 Clay 100.0 6.53 0.95 n.a. n.a. 0.90 0.656 n.a. n.a. n.a. n.a. 0.00 0.0033.140 7.800 0.042 3858.5 2626.7 4.470 0.722 3.02 Clay 100.0 7.37 0.94 n.a. n.a. 0.90 0.656 n.a. n.a. n.a. n.a. 0.00 0.0033.300 17.550 0.109 3877.0 2635.2 11.848 0.699 2.62 Clay 72.8 16.59 0.94 n.a. n.a. 0.90 0.657 n.a. n.a. n.a. n.a. 0.00 0.0033.460 17.200 0.165 3895.5 2643.7 11.539 1.080 2.71 Clay 80.2 16.26 0.94 n.a. n.a. 0.90 0.657 n.a. n.a. n.a. n.a. 0.00 0.0033.630 12.090 0.151 3915.1 2652.7 7.639 1.493 2.94 Clay 98.1 11.43 0.94 n.a. n.a. 0.90 0.657 n.a. n.a. n.a. n.a. 0.00 0.0033.790 12.720 0.067 3933.6 2661.2 8.081 0.623 2.76 Clay 83.5 12.02 0.94 n.a. n.a. 0.90 0.658 n.a. n.a. n.a. n.a. 0.00 0.0033.960 11.770 0.058 3953.2 2670.3 7.335 0.593 2.79 Clay 86.0 11.12 0.94 n.a. n.a. 0.90 0.658 n.a. n.a. n.a. n.a. 0.00 0.0034.120 10.630 0.066 3971.7 2678.8 6.454 0.765 2.88 Clay 93.4 10.05 0.94 n.a. n.a. 0.90 0.658 n.a. n.a. n.a. n.a. 0.00 0.0034.280 10.850 0.070 3990.2 2687.2 6.590 0.786 2.88 Clay 93.1 10.26 0.94 n.a. n.a. 0.90 0.659 n.a. n.a. n.a. n.a. 0.00 0.0034.450 11.190 0.141 4009.8 2696.3 6.813 1.532 2.99 Clay 100.0 10.58 0.94 n.a. n.a. 0.90 0.659 n.a. n.a. n.a. n.a. 0.00 0.0034.610 12.130 0.204 4028.3 2704.8 7.480 2.015 3.01 Clay 100.0 11.47 0.94 n.a. n.a. 0.90 0.659 n.a. n.a. n.a. n.a. 0.00 0.0034.780 12.650 0.250 4047.9 2713.8 7.831 2.348 3.03 Clay 100.0 11.96 0.94 n.a. n.a. 0.89 0.660 n.a. n.a. n.a. n.a. 0.00 0.0034.940 13.090 0.225 4066.4 2722.3 8.123 2.036 2.98 Clay 100.0 12.37 0.94 n.a. n.a. 0.89 0.660 n.a. n.a. n.a. n.a. 0.00 0.0035.100 13.290 0.329 4084.9 2730.8 8.238 2.922 3.06 Clay 100.0 12.56 0.93 n.a. n.a. 0.89 0.660 n.a. n.a. n.a. n.a. 0.00 0.0035.270 11.600 0.307 4104.5 2739.8 6.970 3.215 3.14 Clay 100.0 10.96 0.93 n.a. n.a. 0.89 0.660 n.a. n.a. n.a. n.a. 0.00 0.0035.430 12.440 0.224 4123.0 2748.3 7.553 2.153 3.02 Clay 100.0 11.76 0.93 n.a. n.a. 0.89 0.661 n.a. n.a. n.a. n.a. 0.00 0.0035.600 12.230 0.161 4142.6 2757.3 7.368 1.588 2.97 Clay 100.0 11.56 0.93 n.a. n.a. 0.89 0.661 n.a. n.a. n.a. n.a. 0.00 0.0035.760 12.750 0.174 4161.1 2765.8 7.715 1.631 2.95 Clay 99.3 12.05 0.93 n.a. n.a. 0.89 0.661 n.a. n.a. n.a. n.a. 0.00 0.0035.930 13.040 0.197 4180.7 2774.9 7.892 1.800 2.97 Clay 100.0 12.33 0.93 n.a. n.a. 0.89 0.661 n.a. n.a. n.a. n.a. 0.00 0.0036.090 13.010 0.205 4199.2 2783.4 7.840 1.881 2.98 Clay 100.0 12.30 0.93 n.a. n.a. 0.89 0.662 n.a. n.a. n.a. n.a. 0.00 0.0036.250 13.860 0.252 4217.7 2791.9 8.418 2.147 2.98 Clay 100.0 13.10 0.93 n.a. n.a. 0.89 0.662 n.a. n.a. n.a. n.a. 0.00 0.0036.420 14.790 0.344 4237.3 2800.9 9.048 2.716 3.01 Clay 100.0 13.98 0.93 n.a. n.a. 0.89 0.662 n.a. n.a. n.a. n.a. 0.00 0.0036.580 14.810 0.375 4255.8 2809.4 9.028 2.954 3.03 Clay 100.0 14.00 0.93 n.a. n.a. 0.89 0.662 n.a. n.a. n.a. n.a. 0.00 0.0036.750 14.070 0.354 4275.4 2818.4 8.467 2.966 3.05 Clay 100.0 13.30 0.93 n.a. n.a. 0.89 0.663 n.a. n.a. n.a. n.a. 0.00 0.0036.910 11.770 0.283 4293.9 2826.9 6.808 2.942 3.13 Clay 100.0 11.12 0.93 n.a. n.a. 0.89 0.663 n.a. n.a. n.a. n.a. 0.00 0.0037.070 12.530 0.247 4312.4 2835.4 7.317 2.382 3.06 Clay 100.0 11.84 0.93 n.a. n.a. 0.89 0.663 n.a. n.a. n.a. n.a. 0.00 0.0037.240 12.620 0.255 4332.0 2844.4 7.351 2.440 3.06 Clay 100.0 11.93 0.92 n.a. n.a. 0.88 0.663 n.a. n.a. n.a. n.a. 0.00 0.0037.400 13.470 0.285 4350.5 2852.9 7.918 2.521 3.04 Clay 100.0 12.73 0.92 n.a. n.a. 0.88 0.663 n.a. n.a. n.a. n.a. 0.00 0.0037.570 14.540 0.340 4370.2 2861.9 8.634 2.751 3.03 Clay 100.0 13.74 0.92 n.a. n.a. 0.88 0.663 n.a. n.a. n.a. n.a. 0.00 0.0037.730 14.430 0.359 4388.6 2870.4 8.525 2.932 3.05 Clay 100.0 13.64 0.92 n.a. n.a. 0.88 0.664 n.a. n.a. n.a. n.a. 0.00 0.0037.890 13.910 0.349 4407.1 2878.9 8.132 2.980 3.07 Clay 100.0 13.15 0.92 n.a. n.a. 0.88 0.664 n.a. n.a. n.a. n.a. 0.00 0.0038.060 13.620 0.336 4426.8 2888.0 7.899 2.947 3.08 Clay 100.0 12.87 0.92 n.a. n.a. 0.88 0.664 n.a. n.a. n.a. n.a. 0.00 0.0038.220 13.700 0.347 4445.2 2896.5 7.925 3.025 3.08 Clay 100.0 12.95 0.92 n.a. n.a. 0.88 0.664 n.a. n.a. n.a. n.a. 0.00 0.0038.390 13.650 0.383 4464.9 2905.5 7.859 3.354 3.11 Clay 100.0 12.90 0.92 n.a. n.a. 0.88 0.664 n.a. n.a. n.a. n.a. 0.00 0.0038.550 13.890 0.395 4483.3 2914.0 7.995 3.388 3.11 Clay 100.0 13.13 0.92 n.a. n.a. 0.88 0.664 n.a. n.a. n.a. n.a. 0.00 0.0038.710 14.040 0.416 4501.8 2922.5 8.068 3.530 3.11 Clay 100.0 13.27 0.92 n.a. n.a. 0.88 0.665 n.a. n.a. n.a. n.a. 0.00 0.0038.880 14.910 0.428 4521.5 2931.5 8.630 3.384 3.08 Clay 100.0 14.09 0.92 n.a. n.a. 0.88 0.665 n.a. n.a. n.a. n.a. 0.00 0.0039.040 15.290 0.466 4539.9 2940.0 8.857 3.581 3.08 Clay 100.0 14.45 0.92 n.a. n.a. 0.88 0.665 n.a. n.a. n.a. n.a. 0.00 0.0039.210 15.640 0.462 4559.6 2949.0 9.061 3.460 3.07 Clay 100.0 14.78 0.92 n.a. n.a. 0.88 0.665 n.a. n.a. n.a. n.a. 0.00 0.0039.370 15.380 0.439 4578.1 2957.5 8.853 3.357 3.07 Clay 100.0 14.54 0.92 n.a. n.a. 0.88 0.665 n.a. n.a. n.a. n.a. 0.00 0.0039.530 15.030 0.399 4596.5 2966.0 8.585 3.136 3.06 Clay 100.0 14.21 0.91 n.a. n.a. 0.87 0.665 n.a. n.a. n.a. n.a. 0.00 0.0039.700 14.830 0.376 4616.2 2975.1 8.418 3.001 3.06 Clay 100.0 14.02 0.91 n.a. n.a. 0.87 0.665 n.a. n.a. n.a. n.a. 0.00 0.0039.860 14.710 0.359 4634.7 2983.5 8.307 2.897 3.06 Clay 100.0 13.90 0.91 n.a. n.a. 0.87 0.665 n.a. n.a. n.a. n.a. 0.00 0.0040.030 14.620 0.327 4654.3 2992.6 8.216 2.659 3.04 Clay 100.0 13.82 0.91 n.a. n.a. 0.87 0.665 n.a. n.a. n.a. n.a. 0.00 0.0040.190 14.510 0.332 4672.8 3001.1 8.113 2.723 3.05 Clay 100.0 13.71 0.91 n.a. n.a. 0.87 0.666 n.a. n.a. n.a. n.a. 0.00 0.0040.350 14.840 0.312 4691.2 3009.6 8.303 2.493 3.02 Clay 100.0 14.03 0.91 n.a. n.a. 0.87 0.666 n.a. n.a. n.a. n.a. 0.00 0.0040.520 14.540 0.316 4710.9 3018.6 8.073 2.593 3.04 Clay 100.0 13.74 0.91 n.a. n.a. 0.87 0.666 n.a. n.a. n.a. n.a. 0.00 0.0040.680 14.850 0.300 4729.4 3027.1 8.249 2.404 3.01 Clay 100.0 14.04 0.91 n.a. n.a. 0.87 0.666 n.a. n.a. n.a. n.a. 0.00 0.0040.850 14.210 0.260 4749.0 3036.1 7.796 2.198 3.01 Clay 100.0 13.43 0.91 n.a. n.a. 0.87 0.666 n.a. n.a. n.a. n.a. 0.00 0.0041.010 14.180 0.245 4767.5 3044.6 7.749 2.079 3.00 Clay 100.0 13.40 0.91 n.a. n.a. 0.87 0.666 n.a. n.a. n.a. n.a. 0.00 0.0041.170 14.900 0.260 4786.0 3053.1 8.193 2.076 2.98 Clay 100.0 14.08 0.91 n.a. n.a. 0.87 0.666 n.a. n.a. n.a. n.a. 0.00 0.0041.340 15.050 0.258 4805.6 3062.1 8.260 2.038 2.98 Clay 100.0 14.22 0.91 n.a. n.a. 0.87 0.666 n.a. n.a. n.a. n.a. 0.00 0.0041.500 15.570 0.239 4824.1 3070.6 8.570 1.819 2.94 Clay 98.0 14.72 0.91 n.a. n.a. 0.87 0.666 n.a. n.a. n.a. n.a. 0.00 0.0041.670 15.700 0.256 4843.7 3079.7 8.623 1.931 2.95 Clay 98.8 14.84 0.91 n.a. n.a. 0.87 0.666 n.a. n.a. n.a. n.a. 0.00 0.0041.830 16.170 0.278 4862.2 3088.2 8.898 2.023 2.95 Clay 98.7 15.28 0.91 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.0041.990 16.230 0.269 4880.7 3096.6 8.906 1.954 2.94 Clay 98.1 15.34 0.90 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.0042.160 15.680 0.250 4900.3 3105.7 8.520 1.887 2.95 Clay 98.8 14.82 0.90 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.0042.320 16.070 0.291 4918.8 3114.2 8.741 2.138 2.97 Clay 100.0 15.19 0.90 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.0042.490 18.650 0.343 4938.4 3123.2 10.362 2.122 2.90 Clay 95.1 17.63 0.90 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.0042.650 20.060 0.391 4956.9 3131.7 11.228 2.225 2.88 Clay 93.6 18.96 0.90 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

42.810 21.870 0.351 4975.4 3140.2 12.345 1.809 2.80 Clay 87.0 20.67 0.90 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.0042.980 19.170 0.216 4995.0 3149.2 10.588 1.293 2.78 Clay 85.7 18.12 0.90 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.0043.140 18.720 0.355 5013.5 3157.7 10.269 2.187 2.91 Clay 95.9 17.69 0.90 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.0043.310 24.950 0.361 5033.1 3166.7 14.168 1.607 2.72 Clay 80.8 23.58 0.90 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.0043.470 23.120 0.429 5051.6 3175.2 12.972 2.083 2.81 Clay 88.2 21.85 0.90 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.0043.640 23.780 0.490 5071.2 3184.3 13.343 2.306 2.83 Clay 89.3 22.48 0.90 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.0043.800 23.860 0.770 5089.7 3192.8 13.352 3.612 2.94 Clay 98.4 22.55 0.90 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.0043.960 23.830 0.609 5108.2 3201.3 13.292 2.863 2.88 Clay 93.7 22.52 0.90 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.0044.130 16.590 0.762 5127.8 3210.3 8.738 5.435 3.20 Clay 100.0 15.68 0.90 n.a. n.a. 0.86 0.666 n.a. n.a. n.a. n.a. 0.00 0.0044.290 25.140 0.957 5146.3 3218.8 14.022 4.242 2.97 Clay 100.0 23.76 0.90 n.a. n.a. 0.85 0.666 n.a. n.a. n.a. n.a. 0.00 0.0044.460 36.700 1.009 5166.0 3227.8 21.139 2.958 2.73 Clay 81.5 34.69 0.89 n.a. n.a. 0.85 0.666 n.a. n.a. n.a. n.a. 0.00 0.0044.620 24.090 0.947 5184.4 3236.3 13.285 4.407 3.00 Clay 100.0 22.77 0.89 n.a. n.a. 0.85 0.666 n.a. n.a. n.a. n.a. 0.00 0.0044.780 18.610 0.680 5202.9 3244.8 9.867 4.246 3.09 Clay 100.0 17.59 0.89 n.a. n.a. 0.85 0.666 n.a. n.a. n.a. n.a. 0.00 0.0044.950 15.980 0.432 5222.5 3253.8 8.217 3.234 3.09 Clay 100.0 15.10 0.89 n.a. n.a. 0.85 0.666 n.a. n.a. n.a. n.a. 0.00 0.0045.110 13.360 0.325 5241.0 3262.3 6.584 3.024 3.15 Clay 100.0 12.63 0.89 n.a. n.a. 0.85 0.666 n.a. n.a. n.a. n.a. 0.00 0.0045.280 14.850 0.283 5260.7 3271.3 7.471 2.318 3.04 Clay 100.0 14.04 0.89 n.a. n.a. 0.85 0.666 n.a. n.a. n.a. n.a. 0.00 0.0045.440 18.130 0.303 5279.1 3279.8 9.446 1.953 2.92 Clay 96.3 17.14 0.89 n.a. n.a. 0.85 0.666 n.a. n.a. n.a. n.a. 0.00 0.0045.600 21.220 0.345 5297.6 3288.3 11.295 1.856 2.84 Clay 90.1 20.06 0.89 n.a. n.a. 0.85 0.666 n.a. n.a. n.a. n.a. 0.00 0.0045.770 22.880 0.395 5317.3 3297.4 12.265 1.953 2.82 Clay 88.6 21.63 0.89 n.a. n.a. 0.85 0.666 n.a. n.a. n.a. n.a. 0.00 0.0045.930 21.850 0.399 5335.7 3305.9 11.605 2.081 2.86 Clay 91.4 20.65 0.89 n.a. n.a. 0.85 0.666 n.a. n.a. n.a. n.a. 0.00 0.0046.100 20.480 0.384 5355.4 3314.9 10.741 2.155 2.89 Clay 94.3 19.36 0.89 n.a. n.a. 0.85 0.666 n.a. n.a. n.a. n.a. 0.00 0.0046.260 19.180 0.340 5373.9 3323.4 9.925 2.064 2.91 Clay 95.9 18.13 0.89 n.a. n.a. 0.85 0.665 n.a. n.a. n.a. n.a. 0.00 0.0046.420 17.700 0.292 5392.3 3331.9 9.006 1.944 2.93 Clay 97.7 16.73 0.89 n.a. n.a. 0.85 0.665 n.a. n.a. n.a. n.a. 0.00 0.0046.590 17.240 0.111 5412.0 3340.9 8.701 0.764 2.76 Clay 83.8 16.29 0.89 n.a. n.a. 0.84 0.665 n.a. n.a. n.a. n.a. 0.00 0.0046.750 16.190 0.196 5430.4 3349.4 8.046 1.458 2.91 Clay 96.1 15.30 0.89 n.a. n.a. 0.84 0.665 n.a. n.a. n.a. n.a. 0.00 0.0046.920 12.290 0.271 5450.1 3358.4 5.696 2.829 3.19 Clay 100.0 11.62 0.89 n.a. n.a. 0.84 0.665 n.a. n.a. n.a. n.a. 0.00 0.0047.080 16.640 0.339 5468.6 3366.9 8.260 2.437 3.02 Clay 100.0 15.73 0.88 n.a. n.a. 0.84 0.665 n.a. n.a. n.a. n.a. 0.00 0.0047.240 18.430 0.409 5487.0 3375.4 9.295 2.606 2.99 Clay 100.0 17.42 0.88 n.a. n.a. 0.84 0.665 n.a. n.a. n.a. n.a. 0.00 0.0047.410 21.150 0.547 5506.7 3384.5 10.871 2.971 2.96 Clay 100.0 19.99 0.88 n.a. n.a. 0.84 0.665 n.a. n.a. n.a. n.a. 0.00 0.0047.570 23.100 0.724 5525.2 3392.9 11.988 3.561 2.98 Clay 100.0 21.83 0.88 n.a. n.a. 0.84 0.665 n.a. n.a. n.a. n.a. 0.00 0.0047.740 24.750 0.869 5544.8 3402.0 12.921 3.956 2.98 Clay 100.0 23.39 0.88 n.a. n.a. 0.84 0.665 n.a. n.a. n.a. n.a. 0.00 0.0047.900 27.440 1.144 5563.3 3410.5 14.460 4.641 2.98 Clay 100.0 25.94 0.88 n.a. n.a. 0.84 0.664 n.a. n.a. n.a. n.a. 0.00 0.0048.060 31.980 1.371 5581.8 3419.0 17.075 4.697 2.93 Clay 97.4 30.23 0.88 n.a. n.a. 0.84 0.664 n.a. n.a. n.a. n.a. 0.00 0.0048.230 65.460 1.067 5601.4 3428.0 46.531 1.702 2.31 Sand 48.1 100.15 1.6 160.24 0.86 138.38 219.88 0.84 0.664 0.855 7.067 13.297 20.02 0.00 0.0048.390 95.400 0.743 5619.9 3436.5 68.672 0.803 1.98 Sand 21.6 100.15 1.6 160.24 0.84 134.84 180.88 0.84 0.664 0.896 0.752 1.419 2.14 0.00 0.0048.560 97.120 0.725 5639.5 3445.5 69.849 0.769 1.97 Sand 20.3 100.15 1.6 160.24 0.84 134.33 176.79 0.84 0.664 0.900 0.641 1.175 1.77 0.00 0.0048.720 103.190 0.791 5658.0 3454.0 74.246 0.788 1.95 Sand 19.0 100.15 1.6 160.24 0.84 133.81 172.66 0.84 0.664 0.904 0.551 0.983 1.48 0.00 0.0048.880 105.960 0.726 5676.5 3462.5 76.195 0.704 1.91 Sand 16.1 1.6 160.24 0.83 132.63 162.08 0.83 0.664 0.912 0.394 0.654 0.98 0.01 0.0249.050 99.420 1.029 5696.1 3471.5 71.263 1.065 2.04 Sand 26.4 100.15 1.6 160.24 0.84 135.39 191.94 0.83 0.664 0.881 1.235 2.395 3.61 0.00 0.0049.210 79.980 1.005 5714.6 3480.0 56.841 1.303 2.17 Sand 36.9 100.15 1.6 160.24 0.85 136.78 208.64 0.83 0.663 0.855 3.186 5.993 9.03 0.00 0.0049.380 39.160 1.170 5734.2 3489.1 20.804 3.223 2.76 Clay 83.8 37.01 0.88 n.a. n.a. 0.83 0.663 n.a. n.a. n.a. n.a. 0.00 0.0049.540 22.120 0.849 5752.7 3497.6 11.004 4.414 3.06 Clay 100.0 20.91 0.88 n.a. n.a. 0.83 0.663 n.a. n.a. n.a. n.a. 0.00 0.0049.700 18.130 0.233 5771.2 3506.1 8.696 1.528 2.89 Clay 94.5 17.14 0.88 n.a. n.a. 0.83 0.663 n.a. n.a. n.a. n.a. 0.00 0.0049.870 19.020 0.273 5790.8 3515.1 9.175 1.693 2.90 Clay 94.7 17.98 0.87 n.a. n.a. 0.83 0.663 n.a. n.a. n.a. n.a. 0.00 0.0050.030 22.820 0.342 5809.3 3523.6 11.304 1.719 2.82 Clay 88.7 21.57 0.87 n.a. n.a. 0.83 0.663 n.a. n.a. n.a. n.a. 0.00 0.0050.200 23.210 0.386 5828.9 3532.6 11.490 1.904 2.84 Clay 90.1 21.94 0.87 n.a. n.a. 0.83 0.663 n.a. n.a. n.a. n.a. 0.00 0.0050.360 22.980 0.445 5847.4 3541.1 11.328 2.218 2.88 Clay 93.3 21.72 0.87 n.a. n.a. 0.83 0.662 n.a. n.a. n.a. n.a. 0.00 0.0050.520 22.560 0.432 5865.9 3549.6 11.059 2.202 2.89 Clay 93.9 21.32 0.87 n.a. n.a. 0.83 0.662 n.a. n.a. n.a. n.a. 0.00 0.0050.690 22.840 0.449 5885.5 3558.6 11.183 2.257 2.89 Clay 94.0 21.59 0.87 n.a. n.a. 0.83 0.662 n.a. n.a. n.a. n.a. 0.00 0.0050.850 23.440 0.447 5904.0 3567.1 11.487 2.182 2.87 Clay 92.6 22.16 0.87 n.a. n.a. 0.83 0.662 n.a. n.a. n.a. n.a. 0.00 0.0051.020 22.350 0.450 5923.6 3576.1 10.843 2.322 2.91 Clay 95.5 21.12 0.87 n.a. n.a. 0.83 0.662 n.a. n.a. n.a. n.a. 0.00 0.0051.180 20.870 0.400 5942.1 3584.6 9.986 2.233 2.93 Clay 97.1 19.73 0.87 n.a. n.a. 0.82 0.662 n.a. n.a. n.a. n.a. 0.00 0.0051.350 18.760 0.294 5961.7 3593.7 8.782 1.863 2.93 Clay 97.7 17.73 0.87 n.a. n.a. 0.82 0.661 n.a. n.a. n.a. n.a. 0.00 0.0051.510 15.520 0.244 5980.2 3602.2 6.957 1.950 3.03 Clay 100.0 14.67 0.87 n.a. n.a. 0.82 0.661 n.a. n.a. n.a. n.a. 0.00 0.0051.670 14.110 0.200 5998.7 3610.7 6.154 1.801 3.06 Clay 100.0 13.34 0.87 n.a. n.a. 0.82 0.661 n.a. n.a. n.a. n.a. 0.00 0.0051.840 13.840 0.184 6018.3 3619.7 5.984 1.702 3.06 Clay 100.0 13.08 0.87 n.a. n.a. 0.82 0.661 n.a. n.a. n.a. n.a. 0.00 0.0052.000 14.030 0.178 6036.8 3628.2 6.070 1.620 3.04 Clay 100.0 13.26 0.87 n.a. n.a. 0.82 0.661 n.a. n.a. n.a. n.a. 0.00 0.0052.170 14.020 0.172 6056.5 3637.2 6.044 1.562 3.04 Clay 100.0 13.25 0.87 n.a. n.a. 0.82 0.661 n.a. n.a. n.a. n.a. 0.00 0.0052.330 15.430 0.157 6074.9 3645.7 6.798 1.268 2.95 Clay 99.1 14.58 0.87 n.a. n.a. 0.82 0.660 n.a. n.a. n.a. n.a. 0.00 0.0052.490 20.550 0.253 6093.4 3654.2 9.580 1.447 2.85 Clay 90.7 19.42 0.87 n.a. n.a. 0.82 0.660 n.a. n.a. n.a. n.a. 0.00 0.0052.660 24.010 0.411 6113.1 3663.2 11.440 1.963 2.85 Clay 90.7 22.69 0.87 n.a. n.a. 0.82 0.660 n.a. n.a. n.a. n.a. 0.00 0.0052.820 25.280 0.425 6131.5 3671.7 12.100 1.915 2.82 Clay 88.6 23.89 0.86 n.a. n.a. 0.82 0.660 n.a. n.a. n.a. n.a. 0.00 0.0052.990 27.950 0.410 6151.2 3680.7 13.516 1.649 2.75 Clay 82.6 26.42 0.86 n.a. n.a. 0.82 0.660 n.a. n.a. n.a. n.a. 0.00 0.0053.150 27.550 0.434 6169.6 3689.2 13.263 1.774 2.77 Clay 84.5 26.04 0.86 n.a. n.a. 0.82 0.659 n.a. n.a. n.a. n.a. 0.00 0.0053.310 27.930 0.643 6188.1 3697.7 13.433 2.591 2.86 Clay 91.4 26.40 0.86 n.a. n.a. 0.82 0.659 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

53.480 27.320 0.800 6207.8 3706.8 13.066 3.302 2.93 Clay 97.1 25.82 0.86 n.a. n.a. 0.81 0.659 n.a. n.a. n.a. n.a. 0.00 0.0053.640 23.140 0.991 6226.2 3715.3 10.781 4.950 3.10 Clay 100.0 21.87 0.86 n.a. n.a. 0.81 0.659 n.a. n.a. n.a. n.a. 0.00 0.0053.810 33.050 1.276 6245.9 3724.3 16.071 4.265 2.92 Clay 96.9 31.24 0.86 n.a. n.a. 0.81 0.659 n.a. n.a. n.a. n.a. 0.00 0.0053.970 33.450 0.825 6264.4 3732.8 16.244 2.722 2.80 Clay 87.0 31.62 0.86 n.a. n.a. 0.81 0.658 n.a. n.a. n.a. n.a. 0.00 0.0054.130 28.780 0.964 6282.8 3741.3 13.706 3.761 2.94 Clay 98.5 27.20 0.86 n.a. n.a. 0.81 0.658 n.a. n.a. n.a. n.a. 0.00 0.0054.300 29.410 0.746 6302.5 3750.3 14.004 2.841 2.86 Clay 92.1 27.80 0.86 n.a. n.a. 0.81 0.658 n.a. n.a. n.a. n.a. 0.00 0.0054.460 34.680 0.785 6321.0 3758.8 16.771 2.491 2.77 Clay 84.3 32.78 0.86 n.a. n.a. 0.81 0.658 n.a. n.a. n.a. n.a. 0.00 0.0054.630 30.320 1.085 6340.6 3767.8 14.411 3.997 2.94 Clay 98.4 28.66 0.86 n.a. n.a. 0.81 0.657 n.a. n.a. n.a. n.a. 0.00 0.0054.790 25.670 0.752 6359.1 3776.3 11.911 3.343 2.96 Clay 100.0 24.26 0.86 n.a. n.a. 0.81 0.657 n.a. n.a. n.a. n.a. 0.00 0.0054.950 30.050 0.605 6377.5 3784.8 14.194 2.252 2.80 Clay 87.1 28.40 0.86 n.a. n.a. 0.81 0.657 n.a. n.a. n.a. n.a. 0.00 0.0055.120 22.250 0.663 6397.2 3793.9 10.043 3.481 3.03 Clay 100.0 21.03 0.86 n.a. n.a. 0.81 0.657 n.a. n.a. n.a. n.a. 0.00 0.0055.280 26.120 0.583 6415.7 3802.3 12.052 2.546 2.89 Clay 94.2 24.69 0.86 n.a. n.a. 0.81 0.657 n.a. n.a. n.a. n.a. 0.00 0.0055.450 27.720 0.535 6435.3 3811.4 12.857 2.184 2.83 Clay 89.3 26.20 0.86 n.a. n.a. 0.81 0.656 n.a. n.a. n.a. n.a. 0.00 0.0055.610 25.850 0.465 6453.8 3819.9 11.845 2.055 2.84 Clay 90.6 24.43 0.86 n.a. n.a. 0.81 0.656 n.a. n.a. n.a. n.a. 0.00 0.0055.770 22.900 0.479 6472.3 3828.4 10.273 2.434 2.94 Clay 97.9 21.64 0.86 n.a. n.a. 0.80 0.656 n.a. n.a. n.a. n.a. 0.00 0.0055.940 20.220 0.486 6491.9 3837.4 8.847 2.861 3.03 Clay 100.0 19.11 0.85 n.a. n.a. 0.80 0.656 n.a. n.a. n.a. n.a. 0.00 0.0056.100 22.330 0.400 6510.4 3845.9 9.920 2.096 2.91 Clay 96.2 21.11 0.85 n.a. n.a. 0.80 0.655 n.a. n.a. n.a. n.a. 0.00 0.0056.270 22.690 0.329 6530.0 3854.9 10.078 1.691 2.86 Clay 91.8 21.45 0.85 n.a. n.a. 0.80 0.655 n.a. n.a. n.a. n.a. 0.00 0.0056.430 21.080 0.290 6548.5 3863.4 9.218 1.629 2.89 Clay 93.9 19.92 0.85 n.a. n.a. 0.80 0.655 n.a. n.a. n.a. n.a. 0.00 0.0056.590 20.150 0.302 6567.0 3871.9 8.712 1.792 2.93 Clay 97.2 19.05 0.85 n.a. n.a. 0.80 0.655 n.a. n.a. n.a. n.a. 0.00 0.0056.760 21.140 0.356 6586.6 3880.9 9.197 1.994 2.93 Clay 97.5 19.98 0.85 n.a. n.a. 0.80 0.654 n.a. n.a. n.a. n.a. 0.00 0.0056.920 21.550 0.486 6605.1 3889.4 9.383 2.663 2.99 Clay 100.0 20.37 0.85 n.a. n.a. 0.80 0.654 n.a. n.a. n.a. n.a. 0.00 0.0057.090 20.330 0.457 6624.7 3898.5 8.730 2.685 3.02 Clay 100.0 19.22 0.85 n.a. n.a. 0.80 0.654 n.a. n.a. n.a. n.a. 0.00 0.0057.250 18.870 0.414 6643.2 3907.0 7.959 2.662 3.05 Clay 100.0 17.84 0.85 n.a. n.a. 0.80 0.654 n.a. n.a. n.a. n.a. 0.00 0.0057.410 17.580 0.357 6661.7 3915.5 7.278 2.505 3.07 Clay 100.0 16.62 0.85 n.a. n.a. 0.80 0.653 n.a. n.a. n.a. n.a. 0.00 0.0057.580 17.270 0.310 6681.3 3924.5 7.099 2.223 3.05 Clay 100.0 16.32 0.85 n.a. n.a. 0.80 0.653 n.a. n.a. n.a. n.a. 0.00 0.0057.740 17.060 0.238 6699.8 3933.0 6.972 1.733 3.00 Clay 100.0 16.12 0.85 n.a. n.a. 0.80 0.653 n.a. n.a. n.a. n.a. 0.00 0.0057.910 18.140 0.258 6719.4 3942.0 7.499 1.748 2.98 Clay 100.0 17.15 0.85 n.a. n.a. 0.80 0.653 n.a. n.a. n.a. n.a. 0.00 0.0058.070 19.990 0.275 6737.9 3950.5 8.415 1.655 2.92 Clay 96.9 18.89 0.85 n.a. n.a. 0.79 0.652 n.a. n.a. n.a. n.a. 0.00 0.0058.230 19.670 0.351 6756.4 3959.0 8.230 2.156 2.99 Clay 100.0 18.59 0.85 n.a. n.a. 0.79 0.652 n.a. n.a. n.a. n.a. 0.00 0.0058.400 20.610 0.306 6776.0 3968.0 8.680 1.777 2.93 Clay 97.2 19.48 0.85 n.a. n.a. 0.79 0.652 n.a. n.a. n.a. n.a. 0.00 0.0058.560 18.480 0.255 6794.5 3976.5 7.586 1.691 2.97 Clay 100.0 17.47 0.85 n.a. n.a. 0.79 0.652 n.a. n.a. n.a. n.a. 0.00 0.0058.730 16.930 0.232 6814.1 3985.5 6.786 1.715 3.01 Clay 100.0 16.00 0.85 n.a. n.a. 0.79 0.651 n.a. n.a. n.a. n.a. 0.00 0.0058.890 17.680 0.224 6832.6 3994.0 7.142 1.570 2.97 Clay 100.0 16.71 0.85 n.a. n.a. 0.79 0.651 n.a. n.a. n.a. n.a. 0.00 0.0059.060 18.400 0.266 6852.3 4003.1 7.481 1.773 2.98 Clay 100.0 17.39 0.85 n.a. n.a. 0.79 0.651 n.a. n.a. n.a. n.a. 0.00 0.0059.220 18.920 0.299 6870.7 4011.6 7.720 1.933 2.99 Clay 100.0 17.88 0.84 n.a. n.a. 0.79 0.651 n.a. n.a. n.a. n.a. 0.00 0.0059.380 20.190 0.307 6889.2 4020.1 8.331 1.835 2.95 Clay 99.0 19.08 0.84 n.a. n.a. 0.79 0.650 n.a. n.a. n.a. n.a. 0.00 0.0059.550 19.040 0.322 6908.8 4029.1 7.737 2.063 3.00 Clay 100.0 18.00 0.84 n.a. n.a. 0.79 0.650 n.a. n.a. n.a. n.a. 0.00 0.0059.710 19.200 0.406 6927.3 4037.6 7.795 2.579 3.05 Clay 100.0 18.15 0.84 n.a. n.a. 0.79 0.650 n.a. n.a. n.a. n.a. 0.00 0.0059.880 20.890 0.497 6947.0 4046.6 8.608 2.854 3.04 Clay 100.0 19.74 0.84 n.a. n.a. 0.79 0.649 n.a. n.a. n.a. n.a. 0.00 0.0060.040 23.140 0.498 6965.4 4055.1 9.695 2.532 2.97 Clay 100.0 21.87 0.84 n.a. n.a. 0.79 0.649 n.a. n.a. n.a. n.a. 0.00 0.0060.200 26.070 0.475 6983.9 4063.6 11.112 2.103 2.87 Clay 92.9 24.64 0.84 n.a. n.a. 0.79 0.649 n.a. n.a. n.a. n.a. 0.00 0.0060.370 24.670 0.470 7003.6 4072.6 10.395 2.220 2.91 Clay 95.8 23.32 0.84 n.a. n.a. 0.79 0.649 n.a. n.a. n.a. n.a. 0.00 0.0060.530 24.890 0.499 7022.0 4081.1 10.477 2.332 2.92 Clay 96.5 23.53 0.84 n.a. n.a. 0.78 0.648 n.a. n.a. n.a. n.a. 0.00 0.0060.700 24.920 0.573 7041.7 4090.2 10.464 2.678 2.95 Clay 99.2 23.55 0.84 n.a. n.a. 0.78 0.648 n.a. n.a. n.a. n.a. 0.00 0.0060.860 25.950 0.696 7060.2 4098.6 10.940 3.105 2.97 Clay 100.0 24.53 0.84 n.a. n.a. 0.78 0.648 n.a. n.a. n.a. n.a. 0.00 0.0061.020 28.400 1.006 7078.6 4107.1 12.106 4.047 3.01 Clay 100.0 26.84 0.84 n.a. n.a. 0.78 0.648 n.a. n.a. n.a. n.a. 0.00 0.0061.190 35.320 0.950 7098.3 4116.2 15.437 2.990 2.84 Clay 90.4 33.38 0.84 n.a. n.a. 0.78 0.647 n.a. n.a. n.a. n.a. 0.00 0.0061.350 43.000 1.137 7116.7 4124.7 19.125 2.882 2.76 Clay 83.7 40.64 0.84 n.a. n.a. 0.78 0.647 n.a. n.a. n.a. n.a. 0.00 0.0061.520 42.100 1.160 7136.4 4133.7 18.643 3.009 2.78 Clay 85.3 39.79 0.84 n.a. n.a. 0.78 0.647 n.a. n.a. n.a. n.a. 0.00 0.0061.680 61.210 0.806 7154.9 4142.2 38.934 1.398 2.32 Sand 48.9 65.4 65.40 0.72 47.16 105.17 0.78 0.646 0.926 0.144 0.172 0.27 0.03 0.0661.840 69.190 0.719 7173.3 4150.7 44.273 1.096 2.22 Sand 40.3 65.40 0.72 46.76 100.19 0.78 0.646 0.928 0.138 0.161 0.25 0.03 0.0762.010 51.730 0.915 7193.0 4159.7 32.448 1.900 2.47 Sand 60.3 65.4 65.40 0.72 47.35 109.42 0.78 0.646 0.923 0.151 0.183 0.28 0.03 0.0662.170 35.090 0.890 7211.5 4168.2 15.107 2.826 2.84 Clay 89.9 33.17 0.84 n.a. n.a. 0.78 0.645 n.a. n.a. n.a. n.a. 0.00 0.0062.340 40.330 0.881 7231.1 4177.2 17.578 2.399 2.74 Clay 82.2 38.12 0.84 n.a. n.a. 0.78 0.645 n.a. n.a. n.a. n.a. 0.00 0.0062.500 34.510 0.895 7249.6 4185.7 14.757 2.897 2.85 Clay 91.0 32.62 0.84 n.a. n.a. 0.78 0.645 n.a. n.a. n.a. n.a. 0.00 0.0062.660 25.010 0.794 7268.1 4194.2 10.193 3.712 3.04 Clay 100.0 23.64 0.83 n.a. n.a. 0.78 0.645 n.a. n.a. n.a. n.a. 0.00 0.0062.830 22.930 0.628 7287.7 4203.3 9.177 3.257 3.05 Clay 100.0 21.67 0.83 n.a. n.a. 0.77 0.644 n.a. n.a. n.a. n.a. 0.00 0.0062.990 22.180 0.466 7306.2 4211.7 8.798 2.517 3.00 Clay 100.0 20.96 0.83 n.a. n.a. 0.77 0.644 n.a. n.a. n.a. n.a. 0.00 0.0063.160 20.390 0.305 7325.8 4220.8 7.926 1.822 2.97 Clay 100.0 19.27 0.83 n.a. n.a. 0.77 0.644 n.a. n.a. n.a. n.a. 0.00 0.0063.320 17.670 0.210 7344.3 4229.3 6.620 1.497 2.99 Clay 100.0 16.70 0.83 n.a. n.a. 0.77 0.643 n.a. n.a. n.a. n.a. 0.00 0.0063.480 17.210 0.158 7362.8 4237.8 6.385 1.166 2.96 Clay 99.7 16.27 0.83 n.a. n.a. 0.77 0.643 n.a. n.a. n.a. n.a. 0.00 0.0063.650 16.970 0.171 7382.4 4246.8 6.254 1.285 2.99 Clay 100.0 16.04 0.83 n.a. n.a. 0.77 0.643 n.a. n.a. n.a. n.a. 0.00 0.0063.810 18.350 0.185 7400.9 4255.3 6.885 1.263 2.95 Clay 98.6 17.34 0.83 n.a. n.a. 0.77 0.643 n.a. n.a. n.a. n.a. 0.00 0.0063.980 18.840 0.182 7420.5 4264.3 7.096 1.202 2.92 Clay 96.9 17.81 0.83 n.a. n.a. 0.77 0.642 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)






'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

74.800 19.870 0.118 8670.2 4838.9 6.421 0.758 2.88 Clay 93.4 18.78 0.80 n.a. n.a. 0.73 0.621 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

0.160 294.350 3.118 19.2 19.2 2924.253 1.059 1.25 Unsaturated 0.0 278.21 1.70 472.96 472.96 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.000.330 246.210 3.583 39.5 39.5 1703.095 1.455 1.40 Unsaturated 0.0 232.71 1.70 395.61 395.61 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.000.490 216.530 2.680 58.7 58.7 1229.097 1.238 1.37 Unsaturated 0.0 204.66 1.70 347.92 347.92 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.000.660 195.740 3.452 79.0 79.0 957.293 1.764 1.55 Unsaturated 0.0 185.01 1.70 314.52 314.52 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.000.820 174.170 4.953 98.2 98.2 764.133 2.845 1.77 Unsaturated 4.9 164.62 1.70 279.86 280.08 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.000.980 120.220 5.751 117.3 117.3 482.366 4.786 2.06 Unsaturated 27.5 113.63 1.70 193.17 262.74 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.150 105.300 5.036 137.7 137.7 389.960 4.786 2.09 Unsaturated 30.5 99.53 1.70 169.20 239.59 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.310 80.280 3.582 156.8 156.8 278.466 4.466 2.13 Unsaturated 33.6 75.88 1.70 128.99 195.35 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.480 63.440 2.401 177.2 177.2 206.943 3.790 2.14 Unsaturated 34.0 59.96 1.70 101.94 162.76 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.640 51.250 1.707 196.3 196.3 158.732 3.338 2.16 Unsaturated 35.5 48.44 1.70 82.35 140.38 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.800 47.280 1.176 215.5 215.5 139.725 2.493 2.09 Unsaturated 30.2 44.69 1.70 75.97 126.91 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.970 45.540 1.037 235.8 235.8 128.605 2.284 2.08 Unsaturated 29.7 43.04 1.70 73.17 122.95 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.130 44.150 0.995 255.0 255.0 119.870 2.261 2.10 Unsaturated 31.1 41.73 1.70 70.94 121.87 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.300 35.200 0.901 275.3 275.3 91.876 2.569 2.22 Unsaturated 40.6 33.27 1.70 56.56 112.51 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.460 34.740 0.819 294.5 294.5 87.648 2.369 2.21 Unsaturated 39.6 32.84 1.70 55.82 110.97 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.620 39.380 0.794 313.6 313.6 96.298 2.024 2.13 Unsaturated 33.4 37.22 1.70 63.28 115.06 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.790 39.460 0.823 334.0 334.0 93.484 2.093 2.15 Unsaturated 35.0 37.30 1.70 63.40 116.67 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.950 38.710 0.816 353.1 353.1 89.156 2.118 2.17 Unsaturated 36.4 36.59 1.70 62.20 116.43 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.003.120 37.540 0.926 373.5 373.5 84.038 2.478 2.23 Unsaturated 41.8 35.48 1.70 60.32 117.97 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.003.280 38.930 1.056 392.6 392.6 84.992 2.727 2.26 Unsaturated 43.9 36.80 1.70 62.55 122.05 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.003.440 43.070 1.145 411.8 411.8 91.842 2.672 2.23 Unsaturated 41.6 40.71 1.70 69.21 128.91 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.003.610 45.160 1.305 432.1 432.1 94.003 2.904 2.25 Unsaturated 43.2 42.68 1.70 72.56 134.13 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.003.770 48.980 1.445 451.3 451.3 99.786 2.965 2.24 Unsaturated 42.4 46.29 1.70 78.70 141.27 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.003.940 54.270 1.652 471.6 471.6 108.180 3.057 2.23 Unsaturated 41.3 51.29 1.70 87.20 151.16 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.004.100 62.850 1.847 490.8 490.8 122.868 2.950 2.18 Unsaturated 37.6 59.40 1.70 100.99 165.19 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.004.270 67.020 2.064 511.1 511.1 128.397 3.091 2.19 Unsaturated 37.9 63.35 1.69 106.83 172.68 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.004.430 63.680 1.784 530.3 530.3 119.733 2.813 2.17 Unsaturated 36.9 60.19 1.69 101.67 165.39 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.004.590 62.370 1.635 549.4 549.4 115.180 2.633 2.16 Unsaturated 36.0 58.95 1.68 99.08 161.35 1.00 0.453 1.100 n.a. n.a. n.a. 0.00 0.004.760 61.710 1.260 569.8 569.8 111.884 2.051 2.09 Unsaturated 30.2 58.33 1.68 98.23 153.66 1.00 0.453 1.100 n.a. n.a. n.a. 0.00 0.004.920 59.460 1.033 588.9 588.9 106.001 1.746 2.06 Unsaturated 27.4 56.20 1.69 94.97 145.81 1.00 0.453 1.100 n.a. n.a. n.a. 0.00 0.005.090 56.930 0.763 609.3 609.3 99.742 1.347 2.00 Unsaturated 22.7 53.81 1.70 91.48 133.27 1.00 0.453 1.100 n.a. n.a. n.a. 0.00 0.005.250 54.860 0.626 628.4 628.4 94.603 1.147 1.97 Unsaturated 20.4 51.85 1.70 88.15 124.42 1.00 0.453 1.100 n.a. n.a. n.a. 0.00 0.005.410 53.860 0.543 647.6 647.6 91.469 1.014 1.94 Unsaturated 18.5 50.91 1.70 86.54 118.15 0.99 0.453 1.100 n.a. n.a. n.a. 0.00 0.005.580 53.930 0.540 667.9 667.9 90.166 1.008 1.95 Unsaturated 18.8 50.97 1.70 86.54 118.81 0.99 0.452 1.100 n.a. n.a. n.a. 0.00 0.005.740 54.110 0.554 687.1 687.1 89.183 1.029 1.96 Unsaturated 19.5 51.14 1.67 85.58 119.54 0.99 0.452 1.100 n.a. n.a. n.a. 0.00 0.005.910 51.110 0.554 707.4 707.4 82.970 1.091 2.00 Unsaturated 22.8 48.31 1.65 79.72 119.77 0.99 0.452 1.100 n.a. n.a. n.a. 0.00 0.006.070 47.870 0.629 726.6 726.6 76.628 1.324 2.08 Unsaturated 29.2 45.25 1.62 73.35 122.46 0.99 0.452 1.100 n.a. n.a. n.a. 0.00 0.006.230 46.860 0.532 745.7 745.7 74.014 1.145 2.05 Unsaturated 26.9 44.29 1.62 71.70 117.37 0.99 0.452 1.100 n.a. n.a. n.a. 0.00 0.006.400 37.960 0.547 766.1 766.1 59.028 1.456 2.19 Unsaturated 38.3 35.88 1.61 57.92 112.59 0.99 0.452 1.100 n.a. n.a. n.a. 0.00 0.006.560 41.180 0.512 785.2 785.2 63.285 1.256 2.13 Unsaturated 33.2 38.92 1.59 62.03 113.27 0.99 0.451 1.100 n.a. n.a. n.a. 0.00 0.006.730 37.550 0.519 805.6 805.6 56.904 1.396 2.19 Unsaturated 38.3 35.49 1.58 56.19 110.50 0.99 0.451 1.100 n.a. n.a. n.a. 0.00 0.006.890 34.320 0.533 824.7 824.7 51.335 1.571 2.26 Unsaturated 43.7 32.44 1.57 51.08 107.56 0.99 0.451 1.100 n.a. n.a. n.a. 0.00 0.007.050 37.760 0.537 843.9 843.9 55.883 1.438 2.21 Unsaturated 39.5 35.69 1.55 55.30 110.20 0.99 0.451 1.100 n.a. n.a. n.a. 0.00 0.007.220 41.060 0.600 864.2 864.2 60.087 1.476 2.19 Unsaturated 38.1 38.81 1.52 59.06 113.86 0.99 0.451 1.100 n.a. n.a. n.a. 0.00 0.007.380 40.480 0.588 883.4 883.4 58.570 1.469 2.20 Unsaturated 38.7 38.26 1.51 57.75 112.67 0.99 0.450 1.100 n.a. n.a. n.a. 0.00 0.007.550 44.260 0.508 903.7 903.7 63.359 1.159 2.11 Unsaturated 31.4 41.83 1.49 62.53 112.07 0.99 0.450 1.099 n.a. n.a. n.a. 0.00 0.007.710 42.950 0.382 922.9 922.9 60.809 0.898 2.05 Unsaturated 27.3 40.60 1.50 60.82 105.05 0.99 0.450 1.092 n.a. n.a. n.a. 0.00 0.007.870 40.090 0.367 942.0 942.0 56.123 0.927 2.09 Unsaturated 30.3 37.89 1.49 56.37 103.35 0.99 0.450 1.088 n.a. n.a. n.a. 0.00 0.008.040 37.440 0.443 962.4 962.4 51.798 1.200 2.18 Unsaturated 37.7 35.39 1.47 51.96 104.83 0.99 0.450 1.087 n.a. n.a. n.a. 0.00 0.008.200 33.810 0.701 981.5 981.5 46.239 2.104 2.37 Unsaturated 53.0 31.96 1.45 46.40 105.85 0.99 0.449 1.085 n.a. n.a. n.a. 0.00 0.008.370 24.260 0.695 1001.9 1001.9 32.636 2.925 2.58 Unsaturated 69.6 22.93 1.47 33.62 93.96 0.99 0.449 1.076 n.a. n.a. n.a. 0.00 0.008.530 16.930 0.687 1021.0 1021.0 32.162 4.183 2.69 Unsaturated 78.3 16.00 1.48 23.71 82.59 0.99 0.449 1.068 n.a. n.a. n.a. 0.00 0.008.690 15.630 0.689 1040.2 1040.2 29.052 4.558 2.75 Unsaturated 82.9 14.77 1.47 21.75 80.66 0.99 0.449 1.065 n.a. n.a. n.a. 0.00 0.008.860 16.370 0.658 1060.5 1060.5 29.871 4.153 2.71 Unsaturated 80.0 15.47 1.45 22.51 81.27 0.99 0.449 1.063 n.a. n.a. n.a. 0.00 0.009.020 22.340 0.759 1079.7 1079.7 33.001 3.480 2.63 Unsaturated 73.3 21.12 1.42 29.99 89.94 0.99 0.448 1.066 n.a. n.a. n.a. 0.00 0.009.190 17.930 0.691 1100.0 1100.0 31.599 3.975 2.68 Unsaturated 77.5 16.95 1.42 24.10 82.99 0.99 0.448 1.061 n.a. n.a. n.a. 0.00 0.009.350 15.560 0.653 1119.2 1119.2 26.806 4.355 2.76 Unsaturated 83.9 14.71 1.42 20.84 79.60 0.98 0.448 1.058 n.a. n.a. n.a. 0.00 0.009.510 17.170 0.582 1138.3 1138.3 29.167 3.505 2.67 Unsaturated 76.7 16.23 1.40 22.73 81.08 0.98 0.448 1.057 n.a. n.a. n.a. 0.00 0.009.680 15.530 0.627 1158.7 1158.7 25.806 4.196 2.76 Unsaturated 84.0 14.68 1.39 20.43 79.08 0.98 0.448 1.054 n.a. n.a. n.a. 0.00 0.009.840 14.990 0.645 1177.8 1177.8 24.453 4.477 2.80 Unsaturated 86.9 14.17 1.38 19.56 78.29 0.98 0.447 1.053 n.a. n.a. n.a. 0.00 0.00

10.010 17.790 0.738 1198.2 1198.2 28.695 4.294 2.74 Clay 81.8 16.81 1.16 n.a. n.a. 0.98 0.447 n.a. n.a. n.a. n.a. 0.00 0.0010.170 21.240 0.734 1217.3 1217.3 33.895 3.556 2.63 Clay 73.1 20.08 1.16 n.a. n.a. 0.98 0.451 n.a. n.a. n.a. n.a. 0.00 0.0010.330 16.720 0.561 1236.5 1236.5 26.044 3.486 2.71 Clay 79.5 15.80 1.15 n.a. n.a. 0.98 0.454 n.a. n.a. n.a. n.a. 0.00 0.0010.500 12.380 0.479 1256.9 1256.9 18.700 4.072 2.86 Clay 91.8 11.70 1.15 n.a. n.a. 0.98 0.458 n.a. n.a. n.a. n.a. 0.00 0.0010.660 10.960 0.455 1276.0 1276.0 16.179 4.412 2.93 Clay 97.5 10.36 1.14 n.a. n.a. 0.98 0.461 n.a. n.a. n.a. n.a. 0.00 0.00

CPT No. PGA (Amax)





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)






'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

21.490 10.910 0.396 2551.9 2097.0 9.188 4.107 3.11 Clay 100.0 10.31 1.00 n.a. n.a. 0.95 0.600 n.a. n.a. n.a. n.a. 0.00 0.0021.650 9.930 0.388 2570.6 2105.8 8.210 4.489 3.17 Clay 100.0 9.39 1.00 n.a. n.a. 0.95 0.601 n.a. n.a. n.a. n.a. 0.00 0.0021.820 10.360 0.409 2590.5 2115.0 8.572 4.515 3.15 Clay 100.0 9.79 1.00 n.a. n.a. 0.95 0.602 n.a. n.a. n.a. n.a. 0.00 0.0021.980 11.450 0.515 2609.2 2123.8 9.554 5.074 3.15 Clay 100.0 10.82 1.00 n.a. n.a. 0.94 0.604 n.a. n.a. n.a. n.a. 0.00 0.0022.150 13.770 0.595 2629.1 2133.0 11.679 4.779 3.06 Clay 100.0 13.02 1.00 n.a. n.a. 0.94 0.605 n.a. n.a. n.a. n.a. 0.00 0.0022.310 11.860 0.491 2647.8 2141.7 9.839 4.657 3.11 Clay 100.0 11.21 1.00 n.a. n.a. 0.94 0.606 n.a. n.a. n.a. n.a. 0.00 0.0022.470 9.120 0.326 2666.5 2150.5 7.242 4.183 3.19 Clay 100.0 8.62 1.00 n.a. n.a. 0.94 0.607 n.a. n.a. n.a. n.a. 0.00 0.0022.640 8.610 0.304 2686.4 2159.7 6.729 4.188 3.22 Clay 100.0 8.14 0.99 n.a. n.a. 0.94 0.608 n.a. n.a. n.a. n.a. 0.00 0.0022.800 11.440 0.389 2705.1 2168.4 9.304 3.856 3.09 Clay 100.0 10.81 0.99 n.a. n.a. 0.94 0.609 n.a. n.a. n.a. n.a. 0.00 0.0022.970 13.820 0.468 2725.0 2177.7 11.441 3.756 3.01 Clay 100.0 13.06 0.99 n.a. n.a. 0.94 0.610 n.a. n.a. n.a. n.a. 0.00 0.0023.130 12.640 0.434 2743.7 2186.4 10.307 3.853 3.05 Clay 100.0 11.95 0.99 n.a. n.a. 0.94 0.611 n.a. n.a. n.a. n.a. 0.00 0.0023.290 11.350 0.400 2762.4 2195.1 9.083 4.013 3.10 Clay 100.0 10.73 0.99 n.a. n.a. 0.94 0.612 n.a. n.a. n.a. n.a. 0.00 0.0023.460 11.880 0.405 2782.2 2204.4 9.516 3.862 3.08 Clay 100.0 11.23 0.99 n.a. n.a. 0.94 0.613 n.a. n.a. n.a. n.a. 0.00 0.0023.620 11.070 0.371 2800.9 2213.1 8.738 3.835 3.11 Clay 100.0 10.46 0.99 n.a. n.a. 0.94 0.614 n.a. n.a. n.a. n.a. 0.00 0.0023.790 10.790 0.409 2820.8 2222.4 8.441 4.361 3.15 Clay 100.0 10.20 0.99 n.a. n.a. 0.94 0.615 n.a. n.a. n.a. n.a. 0.00 0.0023.950 11.260 0.410 2839.5 2231.1 8.821 4.161 3.12 Clay 100.0 10.64 0.99 n.a. n.a. 0.94 0.616 n.a. n.a. n.a. n.a. 0.00 0.0024.110 13.430 0.225 2858.2 2239.8 10.716 1.878 2.86 Clay 91.9 12.69 0.99 n.a. n.a. 0.94 0.617 n.a. n.a. n.a. n.a. 0.00 0.0024.280 10.990 0.130 2878.1 2249.1 8.493 1.363 2.88 Clay 93.4 10.39 0.98 n.a. n.a. 0.94 0.618 n.a. n.a. n.a. n.a. 0.00 0.0024.440 10.260 0.228 2896.8 2257.8 7.805 2.585 3.05 Clay 100.0 9.70 0.98 n.a. n.a. 0.94 0.619 n.a. n.a. n.a. n.a. 0.00 0.0024.610 13.390 0.341 2916.7 2267.1 10.526 2.861 2.97 Clay 100.0 12.66 0.98 n.a. n.a. 0.94 0.620 n.a. n.a. n.a. n.a. 0.00 0.0024.770 14.160 0.543 2935.4 2275.8 11.154 4.281 3.05 Clay 100.0 13.38 0.98 n.a. n.a. 0.93 0.621 n.a. n.a. n.a. n.a. 0.00 0.0024.930 11.900 0.451 2954.1 2284.5 9.125 4.329 3.12 Clay 100.0 11.25 0.98 n.a. n.a. 0.93 0.622 n.a. n.a. n.a. n.a. 0.00 0.0025.100 12.180 0.302 2974.0 2293.8 9.323 2.821 3.01 Clay 100.0 11.51 0.98 n.a. n.a. 0.93 0.623 n.a. n.a. n.a. n.a. 0.00 0.0025.260 10.160 0.260 2992.7 2302.5 7.525 2.996 3.10 Clay 100.0 9.60 0.98 n.a. n.a. 0.93 0.624 n.a. n.a. n.a. n.a. 0.00 0.0025.430 9.370 0.248 3012.5 2311.8 6.803 3.151 3.15 Clay 100.0 8.86 0.98 n.a. n.a. 0.93 0.624 n.a. n.a. n.a. n.a. 0.00 0.0025.590 8.930 0.237 3031.2 2320.5 6.390 3.194 3.17 Clay 100.0 8.44 0.98 n.a. n.a. 0.93 0.625 n.a. n.a. n.a. n.a. 0.00 0.0025.750 8.530 0.200 3049.9 2329.2 6.015 2.859 3.17 Clay 100.0 8.06 0.97 n.a. n.a. 0.93 0.626 n.a. n.a. n.a. n.a. 0.00 0.0025.920 8.180 0.185 3069.8 2338.5 5.683 2.786 3.19 Clay 100.0 7.73 0.97 n.a. n.a. 0.93 0.627 n.a. n.a. n.a. n.a. 0.00 0.0026.080 8.040 0.123 3088.5 2347.2 5.535 1.892 3.11 Clay 100.0 7.60 0.97 n.a. n.a. 0.93 0.628 n.a. n.a. n.a. n.a. 0.00 0.0026.250 8.200 0.167 3108.4 2356.5 5.640 2.513 3.16 Clay 100.0 7.75 0.97 n.a. n.a. 0.93 0.628 n.a. n.a. n.a. n.a. 0.00 0.0026.410 10.310 0.206 3127.1 2365.2 7.396 2.360 3.05 Clay 100.0 9.74 0.97 n.a. n.a. 0.93 0.629 n.a. n.a. n.a. n.a. 0.00 0.0026.570 15.680 0.232 3145.8 2373.9 11.885 1.643 2.79 Clay 86.4 14.82 0.97 n.a. n.a. 0.93 0.630 n.a. n.a. n.a. n.a. 0.00 0.0026.740 12.050 0.330 3165.7 2383.2 8.784 3.156 3.06 Clay 100.0 11.39 0.97 n.a. n.a. 0.93 0.631 n.a. n.a. n.a. n.a. 0.00 0.0026.900 14.890 0.578 3184.4 2391.9 11.119 4.347 3.05 Clay 100.0 14.07 0.97 n.a. n.a. 0.93 0.631 n.a. n.a. n.a. n.a. 0.00 0.0027.070 25.560 1.053 3204.2 2401.2 19.955 4.394 2.86 Clay 91.8 24.16 0.97 n.a. n.a. 0.93 0.632 n.a. n.a. n.a. n.a. 0.00 0.0027.230 24.050 0.723 3222.9 2409.9 18.622 3.222 2.80 Clay 86.8 22.73 0.97 n.a. n.a. 0.93 0.633 n.a. n.a. n.a. n.a. 0.00 0.0027.400 45.330 0.523 3242.8 2419.1 38.637 1.196 2.29 Sand 46.0 1.8 77.12 0.94 72.84 136.09 0.92 0.634 0.981 0.218 0.326 0.51 0.02 0.0427.560 33.510 0.844 3261.5 2427.9 26.261 2.648 2.63 Clay 73.2 31.67 0.96 n.a. n.a. 0.92 0.634 n.a. n.a. n.a. n.a. 0.00 0.0027.720 41.710 0.574 3280.2 2436.6 35.294 1.433 2.36 Sand 52.1 48.65 1.78 86.60 0.94 81.82 150.47 0.92 0.635 0.977 0.292 0.477 0.75 0.02 0.0327.890 51.470 0.585 3300.1 2445.8 43.799 1.175 2.24 Sand 42.0 1.78 86.59 0.94 81.57 144.62 0.92 0.636 0.978 0.257 0.404 0.64 0.02 0.0428.050 37.910 0.288 3318.8 2454.6 31.813 0.794 2.26 Sand 44.1 48.65 1.78 86.60 0.94 81.48 145.86 0.92 0.636 0.977 0.263 0.418 0.66 0.02 0.0428.220 23.980 0.173 3338.7 2463.8 19.542 0.774 2.44 Sand 58.6 48.65 1.78 86.60 0.94 81.49 152.58 0.92 0.637 0.975 0.307 0.508 0.80 0.01 0.0328.380 13.950 0.416 3357.4 2472.6 9.926 3.392 3.03 Clay 100.0 13.19 0.96 n.a. n.a. 0.92 0.637 n.a. n.a. n.a. n.a. 0.00 0.0028.540 24.530 0.426 3376.1 2481.3 18.412 1.867 2.66 Clay 75.9 23.19 0.96 n.a. n.a. 0.92 0.638 n.a. n.a. n.a. n.a. 0.00 0.0028.710 27.850 0.559 3396.0 2490.5 21.001 2.139 2.65 Clay 74.9 26.32 0.96 n.a. n.a. 0.92 0.639 n.a. n.a. n.a. n.a. 0.00 0.0028.870 36.390 0.356 3414.7 2499.3 30.163 1.026 2.34 Sand 50.2 1.8 61.91 0.93 57.35 118.65 0.92 0.639 0.979 0.168 0.227 0.35 0.03 0.0529.040 28.740 0.365 3434.5 2508.5 23.458 1.352 2.50 Sand 62.7 34.4 1.8 61.92 0.93 57.34 122.91 0.92 0.640 0.978 0.178 0.245 0.38 0.03 0.0529.200 14.840 0.337 3453.2 2517.2 10.419 2.568 2.94 Clay 98.5 14.03 0.96 n.a. n.a. 0.92 0.640 n.a. n.a. n.a. n.a. 0.00 0.0029.360 10.350 0.323 3471.9 2526.0 6.820 3.751 3.19 Clay 100.0 9.78 0.95 n.a. n.a. 0.92 0.641 n.a. n.a. n.a. n.a. 0.00 0.0029.530 12.420 0.260 3491.8 2535.2 8.421 2.440 3.01 Clay 100.0 11.74 0.95 n.a. n.a. 0.92 0.641 n.a. n.a. n.a. n.a. 0.00 0.0029.690 12.320 0.212 3510.5 2543.9 8.306 2.010 2.97 Clay 100.0 11.64 0.95 n.a. n.a. 0.92 0.642 n.a. n.a. n.a. n.a. 0.00 0.0029.860 9.680 0.331 3530.4 2553.2 6.200 4.180 3.25 Clay 100.0 9.15 0.95 n.a. n.a. 0.91 0.643 n.a. n.a. n.a. n.a. 0.00 0.0030.020 10.700 0.323 3549.1 2561.9 6.968 3.614 3.17 Clay 100.0 10.11 0.95 n.a. n.a. 0.91 0.643 n.a. n.a. n.a. n.a. 0.00 0.0030.180 13.790 0.276 3567.8 2570.7 9.341 2.302 2.96 Clay 99.7 13.03 0.95 n.a. n.a. 0.91 0.644 n.a. n.a. n.a. n.a. 0.00 0.0030.350 13.880 0.221 3587.7 2579.9 9.369 1.825 2.90 Clay 95.4 13.12 0.95 n.a. n.a. 0.91 0.644 n.a. n.a. n.a. n.a. 0.00 0.0030.510 10.370 0.250 3606.4 2588.6 6.619 2.923 3.14 Clay 100.0 9.80 0.95 n.a. n.a. 0.91 0.645 n.a. n.a. n.a. n.a. 0.00 0.0030.680 10.580 0.223 3626.3 2597.9 6.749 2.547 3.10 Clay 100.0 10.00 0.95 n.a. n.a. 0.91 0.645 n.a. n.a. n.a. n.a. 0.00 0.0030.840 9.660 0.203 3645.0 2606.6 6.014 2.588 3.15 Clay 100.0 9.13 0.95 n.a. n.a. 0.91 0.646 n.a. n.a. n.a. n.a. 0.00 0.0031.000 9.460 0.204 3663.7 2615.3 5.833 2.677 3.17 Clay 100.0 8.94 0.95 n.a. n.a. 0.91 0.646 n.a. n.a. n.a. n.a. 0.00 0.0031.170 9.740 0.212 3683.5 2624.6 6.019 2.685 3.16 Clay 100.0 9.21 0.94 n.a. n.a. 0.91 0.646 n.a. n.a. n.a. n.a. 0.00 0.0031.330 9.770 0.222 3702.2 2633.3 6.014 2.807 3.17 Clay 100.0 9.23 0.94 n.a. n.a. 0.91 0.647 n.a. n.a. n.a. n.a. 0.00 0.0031.500 9.540 0.208 3722.1 2642.6 5.812 2.707 3.17 Clay 100.0 9.02 0.94 n.a. n.a. 0.91 0.647 n.a. n.a. n.a. n.a. 0.00 0.0031.660 9.440 0.206 3740.8 2651.3 5.710 2.724 3.18 Clay 100.0 8.92 0.94 n.a. n.a. 0.91 0.648 n.a. n.a. n.a. n.a. 0.00 0.0031.820 10.440 0.163 3759.5 2660.0 6.436 1.898 3.05 Clay 100.0 9.87 0.94 n.a. n.a. 0.91 0.648 n.a. n.a. n.a. n.a. 0.00 0.0031.990 11.230 0.087 3779.4 2669.3 6.998 0.931 2.88 Clay 93.5 10.61 0.94 n.a. n.a. 0.91 0.649 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

32.150 9.740 0.145 3798.1 2678.0 5.856 1.852 3.08 Clay 100.0 9.21 0.94 n.a. n.a. 0.91 0.649 n.a. n.a. n.a. n.a. 0.00 0.0032.320 11.140 0.123 3818.0 2687.3 6.870 1.332 2.96 Clay 99.5 10.53 0.94 n.a. n.a. 0.90 0.649 n.a. n.a. n.a. n.a. 0.00 0.0032.480 10.130 0.149 3836.7 2696.0 6.092 1.817 3.07 Clay 100.0 9.57 0.94 n.a. n.a. 0.90 0.650 n.a. n.a. n.a. n.a. 0.00 0.0032.640 10.440 0.261 3855.4 2704.7 6.294 3.060 3.17 Clay 100.0 9.87 0.94 n.a. n.a. 0.90 0.650 n.a. n.a. n.a. n.a. 0.00 0.0032.810 11.990 0.241 3875.2 2714.0 7.408 2.392 3.05 Clay 100.0 11.33 0.94 n.a. n.a. 0.90 0.650 n.a. n.a. n.a. n.a. 0.00 0.0032.970 20.960 0.209 3894.0 2722.7 13.966 1.099 2.64 Clay 74.6 19.81 0.94 n.a. n.a. 0.90 0.651 n.a. n.a. n.a. n.a. 0.00 0.0033.140 15.170 0.189 3913.8 2732.0 9.673 1.428 2.84 Clay 90.2 14.34 0.93 n.a. n.a. 0.90 0.651 n.a. n.a. n.a. n.a. 0.00 0.0033.300 10.190 0.194 3932.5 2740.7 6.001 2.353 3.13 Clay 100.0 9.63 0.93 n.a. n.a. 0.90 0.652 n.a. n.a. n.a. n.a. 0.00 0.0033.460 10.190 0.203 3951.2 2749.4 5.975 2.466 3.14 Clay 100.0 9.63 0.93 n.a. n.a. 0.90 0.652 n.a. n.a. n.a. n.a. 0.00 0.0033.630 10.330 0.191 3971.1 2758.7 6.050 2.285 3.12 Clay 100.0 9.76 0.93 n.a. n.a. 0.90 0.652 n.a. n.a. n.a. n.a. 0.00 0.0033.790 10.250 0.214 3989.8 2767.4 5.966 2.587 3.15 Clay 100.0 9.69 0.93 n.a. n.a. 0.90 0.652 n.a. n.a. n.a. n.a. 0.00 0.0033.960 10.160 0.225 4009.7 2776.7 5.874 2.760 3.17 Clay 100.0 9.60 0.93 n.a. n.a. 0.90 0.653 n.a. n.a. n.a. n.a. 0.00 0.0034.120 10.510 0.271 4028.4 2785.4 6.100 3.185 3.19 Clay 100.0 9.93 0.93 n.a. n.a. 0.90 0.653 n.a. n.a. n.a. n.a. 0.00 0.0034.280 10.360 0.293 4047.1 2794.1 5.967 3.518 3.22 Clay 100.0 9.79 0.93 n.a. n.a. 0.90 0.653 n.a. n.a. n.a. n.a. 0.00 0.0034.450 10.820 0.315 4067.0 2803.4 6.269 3.588 3.21 Clay 100.0 10.23 0.93 n.a. n.a. 0.90 0.654 n.a. n.a. n.a. n.a. 0.00 0.0034.610 11.120 0.325 4085.7 2812.1 6.456 3.576 3.20 Clay 100.0 10.51 0.93 n.a. n.a. 0.90 0.654 n.a. n.a. n.a. n.a. 0.00 0.0034.780 11.050 0.362 4105.5 2821.4 6.378 4.025 3.23 Clay 100.0 10.44 0.93 n.a. n.a. 0.89 0.654 n.a. n.a. n.a. n.a. 0.00 0.0034.940 10.670 0.358 4124.2 2830.1 6.083 4.159 3.26 Clay 100.0 10.09 0.93 n.a. n.a. 0.89 0.655 n.a. n.a. n.a. n.a. 0.00 0.0035.100 11.200 0.374 4143.0 2838.8 6.431 4.099 3.23 Clay 100.0 10.59 0.93 n.a. n.a. 0.89 0.655 n.a. n.a. n.a. n.a. 0.00 0.0035.270 11.230 0.375 4162.8 2848.1 6.424 4.101 3.23 Clay 100.0 10.61 0.92 n.a. n.a. 0.89 0.655 n.a. n.a. n.a. n.a. 0.00 0.0035.430 10.900 0.285 4181.5 2856.8 6.167 3.236 3.19 Clay 100.0 10.30 0.92 n.a. n.a. 0.89 0.655 n.a. n.a. n.a. n.a. 0.00 0.0035.600 10.090 0.173 4201.4 2866.0 5.575 2.163 3.14 Clay 100.0 9.54 0.92 n.a. n.a. 0.89 0.656 n.a. n.a. n.a. n.a. 0.00 0.0035.760 9.270 0.148 4220.1 2874.8 4.981 2.060 3.17 Clay 100.0 8.76 0.92 n.a. n.a. 0.89 0.656 n.a. n.a. n.a. n.a. 0.00 0.0035.930 9.520 0.222 4240.0 2884.0 5.132 2.997 3.24 Clay 100.0 9.00 0.92 n.a. n.a. 0.89 0.656 n.a. n.a. n.a. n.a. 0.00 0.0036.090 10.660 0.293 4258.7 2892.7 5.898 3.436 3.22 Clay 100.0 10.08 0.92 n.a. n.a. 0.89 0.656 n.a. n.a. n.a. n.a. 0.00 0.0036.250 11.100 0.316 4277.4 2901.5 6.177 3.525 3.21 Clay 100.0 10.49 0.92 n.a. n.a. 0.89 0.656 n.a. n.a. n.a. n.a. 0.00 0.0036.420 11.040 0.305 4297.3 2910.7 6.109 3.431 3.21 Clay 100.0 10.43 0.92 n.a. n.a. 0.89 0.657 n.a. n.a. n.a. n.a. 0.00 0.0036.580 11.410 0.352 4316.0 2919.5 6.338 3.802 3.22 Clay 100.0 10.78 0.92 n.a. n.a. 0.89 0.657 n.a. n.a. n.a. n.a. 0.00 0.0036.750 11.890 0.408 4335.8 2928.7 6.639 4.194 3.23 Clay 100.0 11.24 0.92 n.a. n.a. 0.89 0.657 n.a. n.a. n.a. n.a. 0.00 0.0036.910 11.760 0.412 4354.5 2937.4 6.525 4.299 3.24 Clay 100.0 11.12 0.92 n.a. n.a. 0.89 0.657 n.a. n.a. n.a. n.a. 0.00 0.0037.070 11.660 0.445 4373.2 2946.2 6.431 4.699 3.27 Clay 100.0 11.02 0.92 n.a. n.a. 0.89 0.657 n.a. n.a. n.a. n.a. 0.00 0.0037.240 12.040 0.450 4393.1 2955.4 6.661 4.566 3.25 Clay 100.0 11.38 0.92 n.a. n.a. 0.88 0.658 n.a. n.a. n.a. n.a. 0.00 0.0037.400 13.440 0.554 4411.8 2964.1 7.580 4.933 3.22 Clay 100.0 12.70 0.91 n.a. n.a. 0.88 0.658 n.a. n.a. n.a. n.a. 0.00 0.0037.570 14.050 0.631 4431.7 2973.4 7.960 5.330 3.22 Clay 100.0 13.28 0.91 n.a. n.a. 0.88 0.658 n.a. n.a. n.a. n.a. 0.00 0.0037.730 13.840 0.618 4450.4 2982.1 7.790 5.319 3.23 Clay 100.0 13.08 0.91 n.a. n.a. 0.88 0.658 n.a. n.a. n.a. n.a. 0.00 0.0037.890 13.820 0.478 4469.1 2990.8 7.747 4.122 3.17 Clay 100.0 13.06 0.91 n.a. n.a. 0.88 0.658 n.a. n.a. n.a. n.a. 0.00 0.0038.060 14.580 0.443 4489.0 3000.1 8.223 3.594 3.11 Clay 100.0 13.78 0.91 n.a. n.a. 0.88 0.658 n.a. n.a. n.a. n.a. 0.00 0.0038.220 15.170 0.460 4507.7 3008.8 8.586 3.564 3.09 Clay 100.0 14.34 0.91 n.a. n.a. 0.88 0.658 n.a. n.a. n.a. n.a. 0.00 0.0038.390 16.090 0.519 4527.6 3018.1 9.162 3.756 3.08 Clay 100.0 15.21 0.91 n.a. n.a. 0.88 0.659 n.a. n.a. n.a. n.a. 0.00 0.0038.550 16.270 0.571 4546.3 3026.8 9.249 4.077 3.10 Clay 100.0 15.38 0.91 n.a. n.a. 0.88 0.659 n.a. n.a. n.a. n.a. 0.00 0.0038.710 16.140 0.637 4565.0 3035.5 9.130 4.600 3.14 Clay 100.0 15.26 0.91 n.a. n.a. 0.88 0.659 n.a. n.a. n.a. n.a. 0.00 0.0038.880 15.640 0.587 4584.8 3044.8 8.767 4.396 3.14 Clay 100.0 14.78 0.91 n.a. n.a. 0.88 0.659 n.a. n.a. n.a. n.a. 0.00 0.0039.040 14.800 0.539 4603.5 3053.5 8.186 4.315 3.16 Clay 100.0 13.99 0.91 n.a. n.a. 0.88 0.659 n.a. n.a. n.a. n.a. 0.00 0.0039.210 15.360 0.561 4623.4 3062.8 8.521 4.298 3.14 Clay 100.0 14.52 0.91 n.a. n.a. 0.88 0.659 n.a. n.a. n.a. n.a. 0.00 0.0039.370 15.280 0.526 4642.1 3071.5 8.438 4.055 3.13 Clay 100.0 14.44 0.91 n.a. n.a. 0.88 0.659 n.a. n.a. n.a. n.a. 0.00 0.0039.530 14.020 0.360 4660.8 3080.2 7.590 3.076 3.10 Clay 100.0 13.25 0.91 n.a. n.a. 0.87 0.659 n.a. n.a. n.a. n.a. 0.00 0.0039.700 13.830 0.288 4680.7 3089.5 7.438 2.503 3.06 Clay 100.0 13.07 0.90 n.a. n.a. 0.87 0.659 n.a. n.a. n.a. n.a. 0.00 0.0039.860 14.980 0.246 4699.4 3098.2 8.153 1.948 2.97 Clay 100.0 14.16 0.90 n.a. n.a. 0.87 0.660 n.a. n.a. n.a. n.a. 0.00 0.0040.030 13.880 0.250 4719.3 3107.5 7.415 2.172 3.03 Clay 100.0 13.12 0.90 n.a. n.a. 0.87 0.660 n.a. n.a. n.a. n.a. 0.00 0.0040.190 15.630 0.253 4738.0 3116.2 8.511 1.907 2.95 Clay 99.0 14.77 0.90 n.a. n.a. 0.87 0.660 n.a. n.a. n.a. n.a. 0.00 0.0040.350 15.150 0.178 4756.7 3124.9 8.174 1.395 2.90 Clay 94.9 14.32 0.90 n.a. n.a. 0.87 0.660 n.a. n.a. n.a. n.a. 0.00 0.0040.520 15.350 0.142 4776.5 3134.2 8.271 1.094 2.85 Clay 90.7 14.51 0.90 n.a. n.a. 0.87 0.660 n.a. n.a. n.a. n.a. 0.00 0.0040.680 14.450 0.145 4795.3 3142.9 7.670 1.204 2.89 Clay 94.5 13.66 0.90 n.a. n.a. 0.87 0.660 n.a. n.a. n.a. n.a. 0.00 0.0040.850 14.350 0.104 4815.1 3152.2 7.577 0.874 2.84 Clay 90.1 13.56 0.90 n.a. n.a. 0.87 0.660 n.a. n.a. n.a. n.a. 0.00 0.0041.010 14.200 0.353 4833.8 3160.9 7.456 2.998 3.10 Clay 100.0 13.42 0.90 n.a. n.a. 0.87 0.660 n.a. n.a. n.a. n.a. 0.00 0.0041.170 17.790 0.561 4852.5 3169.6 9.694 3.651 3.06 Clay 100.0 16.81 0.90 n.a. n.a. 0.87 0.660 n.a. n.a. n.a. n.a. 0.00 0.0041.340 31.230 0.654 4872.4 3178.9 18.116 2.270 2.72 Clay 80.3 29.52 0.90 n.a. n.a. 0.87 0.660 n.a. n.a. n.a. n.a. 0.00 0.0041.500 41.230 0.768 4891.1 3187.6 29.867 1.981 2.51 plastic Clay 63.5 38.97 0.90 n.a. n.a. 0.87 0.660 n.a. n.a. n.a. n.a. 0.00 0.0041.670 43.750 1.133 4911.0 3196.9 25.834 2.744 2.64 Clay 74.4 41.35 0.90 n.a. n.a. 0.87 0.660 n.a. n.a. n.a. n.a. 0.00 0.0041.830 53.190 1.025 4929.7 3205.6 38.953 2.021 2.42 Sand 56.7 1.8 90.49 0.84 76.29 145.24 0.86 0.660 0.936 0.260 0.393 0.60 0.02 0.0441.990 52.550 0.876 4948.4 3214.3 38.402 1.750 2.39 Sand 53.9 50.27 1.8 90.49 0.84 76.13 144.00 0.86 0.660 0.937 0.253 0.380 0.58 0.02 0.0442.160 43.530 1.023 4968.3 3223.6 25.466 2.493 2.62 Clay 72.7 41.14 0.89 n.a. n.a. 0.86 0.660 n.a. n.a. n.a. n.a. 0.00 0.0042.320 38.280 0.767 4987.0 3232.3 22.143 2.144 2.63 Clay 73.5 36.18 0.89 n.a. n.a. 0.86 0.660 n.a. n.a. n.a. n.a. 0.00 0.0042.490 24.750 0.413 5006.8 3241.5 13.726 1.854 2.77 Clay 84.3 23.39 0.89 n.a. n.a. 0.86 0.660 n.a. n.a. n.a. n.a. 0.00 0.0042.650 14.270 0.304 5025.5 3250.3 7.235 2.582 3.08 Clay 100.0 13.49 0.89 n.a. n.a. 0.86 0.660 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

42.810 12.470 0.239 5044.2 3259.0 6.105 2.406 3.13 Clay 100.0 11.79 0.89 n.a. n.a. 0.86 0.660 n.a. n.a. n.a. n.a. 0.00 0.0042.980 13.310 0.223 5064.1 3268.3 6.596 2.067 3.06 Clay 100.0 12.58 0.89 n.a. n.a. 0.86 0.660 n.a. n.a. n.a. n.a. 0.00 0.0043.140 13.470 0.234 5082.8 3277.0 6.670 2.138 3.07 Clay 100.0 12.73 0.89 n.a. n.a. 0.86 0.660 n.a. n.a. n.a. n.a. 0.00 0.0043.310 13.770 0.197 5102.7 3286.2 6.828 1.754 3.02 Clay 100.0 13.02 0.89 n.a. n.a. 0.86 0.660 n.a. n.a. n.a. n.a. 0.00 0.0043.470 14.720 0.248 5121.4 3295.0 7.381 2.042 3.02 Clay 100.0 13.91 0.89 n.a. n.a. 0.86 0.660 n.a. n.a. n.a. n.a. 0.00 0.0043.640 15.600 0.280 5141.3 3304.2 7.886 2.145 3.00 Clay 100.0 14.74 0.89 n.a. n.a. 0.86 0.660 n.a. n.a. n.a. n.a. 0.00 0.0043.800 15.410 0.296 5160.0 3312.9 7.745 2.304 3.03 Clay 100.0 14.57 0.89 n.a. n.a. 0.86 0.660 n.a. n.a. n.a. n.a. 0.00 0.0043.960 15.680 0.342 5178.7 3321.7 7.882 2.613 3.05 Clay 100.0 14.82 0.89 n.a. n.a. 0.86 0.660 n.a. n.a. n.a. n.a. 0.00 0.0044.130 15.490 0.369 5198.6 3330.9 7.740 2.860 3.08 Clay 100.0 14.64 0.89 n.a. n.a. 0.86 0.660 n.a. n.a. n.a. n.a. 0.00 0.0044.290 15.250 0.352 5217.3 3339.6 7.570 2.781 3.08 Clay 100.0 14.41 0.89 n.a. n.a. 0.85 0.660 n.a. n.a. n.a. n.a. 0.00 0.0044.460 14.770 0.294 5237.1 3348.9 7.257 2.421 3.06 Clay 100.0 13.96 0.89 n.a. n.a. 0.85 0.660 n.a. n.a. n.a. n.a. 0.00 0.0044.620 14.370 0.248 5255.8 3357.6 6.994 2.113 3.05 Clay 100.0 13.58 0.89 n.a. n.a. 0.85 0.660 n.a. n.a. n.a. n.a. 0.00 0.0044.780 14.360 0.156 5274.5 3366.4 6.965 1.329 2.95 Clay 99.1 13.57 0.88 n.a. n.a. 0.85 0.660 n.a. n.a. n.a. n.a. 0.00 0.0044.950 14.090 0.173 5294.4 3375.6 6.780 1.512 2.99 Clay 100.0 13.32 0.88 n.a. n.a. 0.85 0.660 n.a. n.a. n.a. n.a. 0.00 0.0045.110 15.360 0.169 5313.1 3384.3 7.507 1.332 2.92 Clay 96.8 14.52 0.88 n.a. n.a. 0.85 0.660 n.a. n.a. n.a. n.a. 0.00 0.0045.280 14.540 0.153 5333.0 3393.6 6.998 1.287 2.94 Clay 98.4 13.74 0.88 n.a. n.a. 0.85 0.660 n.a. n.a. n.a. n.a. 0.00 0.0045.440 13.970 0.124 5351.7 3402.3 6.639 1.096 2.93 Clay 97.6 13.20 0.88 n.a. n.a. 0.85 0.660 n.a. n.a. n.a. n.a. 0.00 0.0045.600 13.520 0.120 5370.4 3411.0 6.353 1.104 2.95 Clay 99.1 12.78 0.88 n.a. n.a. 0.85 0.660 n.a. n.a. n.a. n.a. 0.00 0.0045.770 13.550 0.105 5390.3 3420.3 6.347 0.970 2.93 Clay 97.2 12.81 0.88 n.a. n.a. 0.85 0.660 n.a. n.a. n.a. n.a. 0.00 0.0045.930 13.440 0.076 5409.0 3429.0 6.262 0.709 2.88 Clay 93.4 12.70 0.88 n.a. n.a. 0.85 0.659 n.a. n.a. n.a. n.a. 0.00 0.0046.100 13.380 0.092 5428.9 3438.3 6.204 0.862 2.92 Clay 96.3 12.65 0.88 n.a. n.a. 0.85 0.659 n.a. n.a. n.a. n.a. 0.00 0.0046.260 14.220 0.181 5447.6 3447.0 6.670 1.570 3.00 Clay 100.0 13.44 0.88 n.a. n.a. 0.85 0.659 n.a. n.a. n.a. n.a. 0.00 0.0046.420 17.160 0.344 5466.3 3455.7 8.350 2.381 3.01 Clay 100.0 16.22 0.88 n.a. n.a. 0.85 0.659 n.a. n.a. n.a. n.a. 0.00 0.0046.590 19.010 0.486 5486.1 3465.0 9.389 2.988 3.02 Clay 100.0 17.97 0.88 n.a. n.a. 0.84 0.659 n.a. n.a. n.a. n.a. 0.00 0.0046.750 19.810 0.604 5504.8 3473.7 9.821 3.538 3.04 Clay 100.0 18.72 0.88 n.a. n.a. 0.84 0.659 n.a. n.a. n.a. n.a. 0.00 0.0046.920 20.640 0.674 5524.7 3483.0 10.266 3.770 3.04 Clay 100.0 19.51 0.88 n.a. n.a. 0.84 0.659 n.a. n.a. n.a. n.a. 0.00 0.0047.080 21.960 0.662 5543.4 3491.7 10.991 3.448 3.00 Clay 100.0 20.76 0.88 n.a. n.a. 0.84 0.659 n.a. n.a. n.a. n.a. 0.00 0.0047.240 24.090 0.781 5562.1 3500.4 12.175 3.663 2.98 Clay 100.0 22.77 0.88 n.a. n.a. 0.84 0.659 n.a. n.a. n.a. n.a. 0.00 0.0047.410 25.940 0.824 5582.0 3509.7 13.192 3.558 2.94 Clay 98.4 24.52 0.88 n.a. n.a. 0.84 0.659 n.a. n.a. n.a. n.a. 0.00 0.0047.570 25.210 0.975 5600.7 3518.4 12.739 4.349 3.01 Clay 100.0 23.83 0.87 n.a. n.a. 0.84 0.658 n.a. n.a. n.a. n.a. 0.00 0.0047.740 25.440 1.015 5620.6 3527.7 12.830 4.483 3.01 Clay 100.0 24.05 0.87 n.a. n.a. 0.84 0.658 n.a. n.a. n.a. n.a. 0.00 0.0047.900 24.040 0.902 5639.3 3536.4 12.001 4.250 3.02 Clay 100.0 22.72 0.87 n.a. n.a. 0.84 0.658 n.a. n.a. n.a. n.a. 0.00 0.0048.060 21.990 0.796 5658.0 3545.1 10.810 4.155 3.05 Clay 100.0 20.78 0.87 n.a. n.a. 0.84 0.658 n.a. n.a. n.a. n.a. 0.00 0.0048.230 20.560 0.663 5677.8 3554.4 9.971 3.738 3.05 Clay 100.0 19.43 0.87 n.a. n.a. 0.84 0.658 n.a. n.a. n.a. n.a. 0.00 0.0048.390 19.890 0.425 5696.6 3563.1 9.566 2.496 2.97 Clay 100.0 18.80 0.87 n.a. n.a. 0.84 0.658 n.a. n.a. n.a. n.a. 0.00 0.0048.560 20.670 0.590 5716.4 3572.4 9.972 3.315 3.02 Clay 100.0 19.54 0.87 n.a. n.a. 0.84 0.658 n.a. n.a. n.a. n.a. 0.00 0.0048.720 23.590 0.687 5735.1 3581.1 11.573 3.317 2.97 Clay 100.0 22.30 0.87 n.a. n.a. 0.84 0.658 n.a. n.a. n.a. n.a. 0.00 0.0048.880 37.780 0.499 5753.8 3589.8 25.328 1.431 2.48 Sand 61.6 1.8 64.28 0.78 50.14 113.36 0.83 0.657 0.938 0.158 0.198 0.30 0.03 0.0649.050 34.510 0.506 5773.7 3599.1 17.573 1.600 2.64 Clay 74.4 32.62 0.87 n.a. n.a. 0.83 0.657 n.a. n.a. n.a. n.a. 0.00 0.0049.210 27.050 0.327 5792.4 3607.8 13.390 1.354 2.71 Clay 79.4 25.57 0.87 n.a. n.a. 0.83 0.657 n.a. n.a. n.a. n.a. 0.00 0.0049.380 21.250 0.250 5812.3 3617.1 10.143 1.360 2.81 Clay 87.9 20.09 0.87 n.a. n.a. 0.83 0.657 n.a. n.a. n.a. n.a. 0.00 0.0049.540 14.760 0.132 5831.0 3625.8 6.534 1.111 2.94 Clay 98.3 13.95 0.87 n.a. n.a. 0.83 0.657 n.a. n.a. n.a. n.a. 0.00 0.0049.700 14.300 0.134 5849.7 3634.5 6.260 1.174 2.97 Clay 100.0 13.52 0.87 n.a. n.a. 0.83 0.657 n.a. n.a. n.a. n.a. 0.00 0.0049.870 14.220 0.140 5869.6 3643.8 6.194 1.237 2.98 Clay 100.0 13.44 0.87 n.a. n.a. 0.83 0.657 n.a. n.a. n.a. n.a. 0.00 0.0050.030 15.380 0.166 5888.3 3652.5 6.810 1.336 2.96 Clay 99.8 14.54 0.87 n.a. n.a. 0.83 0.656 n.a. n.a. n.a. n.a. 0.00 0.0050.200 15.850 0.154 5908.1 3661.7 7.044 1.193 2.93 Clay 97.0 14.98 0.87 n.a. n.a. 0.83 0.656 n.a. n.a. n.a. n.a. 0.00 0.0050.360 15.350 0.130 5926.8 3670.5 6.749 1.045 2.92 Clay 96.4 14.51 0.86 n.a. n.a. 0.83 0.656 n.a. n.a. n.a. n.a. 0.00 0.0050.520 14.720 0.114 5945.5 3679.2 6.386 0.969 2.93 Clay 97.0 13.91 0.86 n.a. n.a. 0.83 0.656 n.a. n.a. n.a. n.a. 0.00 0.0050.690 14.610 0.116 5965.4 3688.4 6.305 0.999 2.94 Clay 97.8 13.81 0.86 n.a. n.a. 0.83 0.656 n.a. n.a. n.a. n.a. 0.00 0.0050.850 14.630 0.114 5984.1 3697.2 6.296 0.975 2.93 Clay 97.6 13.83 0.86 n.a. n.a. 0.83 0.656 n.a. n.a. n.a. n.a. 0.00 0.0051.020 14.620 0.109 6004.0 3706.4 6.269 0.942 2.93 Clay 97.2 13.82 0.86 n.a. n.a. 0.83 0.655 n.a. n.a. n.a. n.a. 0.00 0.0051.180 14.490 0.113 6022.7 3715.2 6.179 0.987 2.94 Clay 98.3 13.70 0.86 n.a. n.a. 0.82 0.655 n.a. n.a. n.a. n.a. 0.00 0.0051.350 14.220 0.146 6042.6 3724.4 6.014 1.299 3.00 Clay 100.0 13.44 0.86 n.a. n.a. 0.82 0.655 n.a. n.a. n.a. n.a. 0.00 0.0051.510 14.440 0.164 6061.3 3733.1 6.112 1.440 3.02 Clay 100.0 13.65 0.86 n.a. n.a. 0.82 0.655 n.a. n.a. n.a. n.a. 0.00 0.0051.670 14.620 0.094 6080.0 3741.9 6.189 0.814 2.91 Clay 95.6 13.82 0.86 n.a. n.a. 0.82 0.655 n.a. n.a. n.a. n.a. 0.00 0.0051.840 14.800 0.094 6099.9 3751.1 6.265 0.801 2.90 Clay 95.0 13.99 0.86 n.a. n.a. 0.82 0.655 n.a. n.a. n.a. n.a. 0.00 0.0052.000 14.650 0.107 6118.6 3759.8 6.166 0.925 2.93 Clay 97.5 13.85 0.86 n.a. n.a. 0.82 0.654 n.a. n.a. n.a. n.a. 0.00 0.0052.170 14.810 0.166 6138.4 3769.1 6.230 1.410 3.01 Clay 100.0 14.00 0.86 n.a. n.a. 0.82 0.654 n.a. n.a. n.a. n.a. 0.00 0.0052.330 14.560 0.140 6157.1 3777.8 6.078 1.221 2.99 Clay 100.0 13.76 0.86 n.a. n.a. 0.82 0.654 n.a. n.a. n.a. n.a. 0.00 0.0052.490 14.580 0.090 6175.8 3786.5 6.070 0.784 2.91 Clay 95.7 13.78 0.86 n.a. n.a. 0.82 0.654 n.a. n.a. n.a. n.a. 0.00 0.0052.660 15.840 0.100 6195.7 3795.8 6.714 0.784 2.87 Clay 92.5 14.97 0.86 n.a. n.a. 0.82 0.654 n.a. n.a. n.a. n.a. 0.00 0.0052.820 17.130 0.128 6214.4 3804.5 7.372 0.915 2.86 Clay 91.6 16.19 0.86 n.a. n.a. 0.82 0.653 n.a. n.a. n.a. n.a. 0.00 0.0052.990 17.750 0.197 6234.3 3813.8 7.674 1.344 2.92 Clay 96.2 16.78 0.86 n.a. n.a. 0.82 0.653 n.a. n.a. n.a. n.a. 0.00 0.0053.150 18.990 0.549 6253.0 3822.5 8.300 3.461 3.10 Clay 100.0 17.95 0.86 n.a. n.a. 0.82 0.653 n.a. n.a. n.a. n.a. 0.00 0.0053.310 27.150 0.955 6271.7 3831.2 12.536 3.976 2.99 Clay 100.0 25.66 0.86 n.a. n.a. 0.82 0.653 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

53.480 34.830 1.176 6291.6 3840.5 16.500 3.712 2.88 Clay 93.1 32.92 0.85 n.a. n.a. 0.81 0.653 n.a. n.a. n.a. n.a. 0.00 0.0053.640 35.240 1.036 6310.3 3849.2 16.671 3.228 2.84 Clay 89.9 33.31 0.85 n.a. n.a. 0.81 0.652 n.a. n.a. n.a. n.a. 0.00 0.0053.810 33.080 0.679 6330.1 3858.5 15.506 2.270 2.77 Clay 84.7 31.27 0.85 n.a. n.a. 0.81 0.652 n.a. n.a. n.a. n.a. 0.00 0.0053.970 27.310 1.168 6348.9 3867.2 12.482 4.837 3.04 Clay 100.0 25.81 0.85 n.a. n.a. 0.81 0.652 n.a. n.a. n.a. n.a. 0.00 0.0054.130 45.980 0.953 6367.6 3875.9 22.083 2.228 2.64 Clay 74.3 43.46 0.85 n.a. n.a. 0.81 0.652 n.a. n.a. n.a. n.a. 0.00 0.0054.300 86.960 0.898 6387.4 3885.2 58.430 1.073 2.11 Sand 32.0 148.26 148.26 0.81 119.53 181.86 0.81 0.651 0.869 0.783 1.443 2.22 0.00 0.0054.460 99.520 0.840 6406.1 3893.9 67.109 0.872 2.01 Sand 23.9 148.26 148.26 0.79 117.78 166.38 0.81 0.651 0.887 0.448 0.747 1.15 0.01 0.0154.630 107.240 0.913 6426.0 3903.2 72.395 0.877 1.99 Sand 21.9 148.26 148.26 0.79 117.10 161.15 0.81 0.651 0.892 0.383 0.618 0.95 0.01 0.0254.790 114.440 0.749 6444.7 3911.9 77.313 0.673 1.90 Sand 14.8 148.26 148.26 0.77 114.27 137.88 0.81 0.651 0.911 0.225 0.316 0.49 0.02 0.0454.950 130.760 0.926 6463.4 3920.6 88.553 0.726 1.87 Sand 12.4 148.26 148.26 0.76 112.99 128.56 0.81 0.651 0.918 0.193 0.258 0.40 0.02 0.0555.120 156.020 0.686 6483.3 3929.9 105.961 0.449 1.69 Sand 0.0 148.26 148.26 0.74 110.43 110.43 0.81 0.650 0.929 0.153 0.187 0.29 0.03 0.0655.280 156.860 0.703 6502.0 3938.6 106.419 0.457 1.69 Sand 0.0 148.26 0.74 110.29 110.29 0.81 0.650 0.928 0.152 0.187 0.29 0.03 0.0655.450 127.950 0.965 6521.9 3947.9 86.282 0.774 1.89 Sand 14.4 120.94 0.74 89.87 110.37 0.81 0.650 0.928 0.153 0.187 0.29 0.03 0.0655.610 105.020 1.541 6540.6 3956.6 70.331 1.514 2.14 Sand 34.5 99.26 0.76 75.56 131.05 0.81 0.650 0.915 0.201 0.271 0.42 0.02 0.0555.770 105.450 1.864 6559.3 3965.3 70.544 1.824 2.20 Sand 38.7 99.67 0.76 76.17 135.49 0.80 0.649 0.911 0.216 0.298 0.46 0.02 0.0555.940 132.090 1.123 6579.1 3974.6 88.827 0.872 1.91 Sand 16.1 124.85 0.75 93.53 119.26 0.80 0.649 0.922 0.170 0.216 0.33 0.03 0.0556.100 152.220 0.837 6597.9 3983.3 102.591 0.562 1.75 Sand 3.1 143.88 0.74 105.83 105.83 0.80 0.649 0.930 0.145 0.175 0.27 0.03 0.0656.270 155.520 1.209 6617.7 3992.6 104.735 0.794 1.83 Sand 9.6 146.99 0.74 109.48 116.24 0.80 0.649 0.923 0.163 0.205 0.32 0.03 0.0556.430 168.280 1.562 6636.4 4001.3 113.385 0.947 1.85 Sand 11.3 159.05 0.76 120.74 132.94 0.80 0.648 0.912 0.207 0.282 0.43 0.02 0.0556.590 211.840 1.785 6655.1 4010.0 143.163 0.856 1.75 Sand 2.8 200.23 0.78 155.63 155.63 0.80 0.648 0.893 0.331 0.512 0.79 0.01 0.0356.760 331.350 2.934 6675.0 4019.3 224.952 0.895 1.62 Sand 0.0 313.19 0.84 264.42 264.42 0.80 0.648 0.808 853.366 1516.060 2339.98 0.00 0.0056.920 385.130 2.899 6693.7 4028.0 261.544 0.759 1.52 Sand 0.0 364.02 0.84 307.16 307.16 0.80 0.648 0.807 ######### ######## 6769558.34 0.00 0.0057.090 397.090 2.018 6713.6 4037.2 269.421 0.513 1.39 Sand 0.0 375.32 0.84 316.51 316.51 0.80 0.647 0.806 ######### ######## ########## 0.00 0.0057.250 382.830 1.671 6732.3 4046.0 259.377 0.440 1.36 Sand 0.0 361.84 0.84 304.97 304.97 0.80 0.647 0.806 ######### ######## 4061197.40 0.00 0.0057.410 343.720 2.472 6751.0 4054.7 232.387 0.726 1.55 Sand 0.0 324.88 0.84 273.66 273.66 0.80 0.647 0.805 3456.111 6119.985 9460.60 0.00 0.0057.580 320.900 1.633 6770.9 4064.0 216.552 0.514 1.47 Sand 0.0 303.31 0.84 255.33 255.33 0.80 0.647 0.804 250.601 443.380 685.68 0.00 0.0057.740 368.690 1.950 6789.6 4072.7 248.872 0.534 1.43 Sand 0.0 348.48 0.84 293.19 293.19 0.80 0.646 0.804 ######### ######## 320700.99 0.00 0.0057.910 385.430 2.585 6809.4 4081.9 259.975 0.677 1.49 Sand 0.0 364.30 0.84 306.32 306.32 0.80 0.646 0.803 ######### ######## 5548499.25 0.00 0.0058.070 469.570 3.252 6828.1 4090.7 316.889 0.698 1.44 Sand 0.0 443.83 0.84 372.98 372.98 0.79 0.646 0.802 ######### ######## ########## 0.00 0.0058.230 478.970 2.427 6846.8 4099.4 322.929 0.510 1.34 Sand 0.0 452.71 0.84 380.23 380.23 0.79 0.646 0.802 ######### ######## ########## 0.00 0.0058.400 422.190 3.228 6866.7 4108.6 284.043 0.771 1.50 Sand 0.0 399.05 0.84 334.96 334.96 0.79 0.645 0.801 ######### ######## ########## 0.00 0.0058.560 428.330 3.056 6885.4 4117.4 287.897 0.719 1.48 Sand 0.0 404.85 0.84 339.64 339.64 0.79 0.645 0.800 ######### ######## ########## 0.00 0.0058.730 371.980 2.375 6905.3 4126.6 249.428 0.644 1.49 Sand 0.0 351.59 0.84 294.78 294.78 0.79 0.645 0.800 ######### ######## 442197.34 0.00 0.0058.890 388.210 2.374 6924.0 4135.3 260.131 0.617 1.46 Sand 0.0 366.93 0.84 307.47 307.47 0.79 0.645 0.799 ######### ######## 7255466.53 0.00 0.0059.060 362.570 1.807 6943.9 4144.6 242.518 0.503 1.42 Sand 0.0 342.69 0.84 287.00 287.00 0.79 0.644 0.798 35105.089 61654.872 95702.40 0.00 0.0059.220 359.810 1.974 6962.6 4153.3 240.395 0.554 1.45 Sand 0.0 340.09 0.84 284.65 284.65 0.79 0.644 0.798 22745.686 39916.570 61985.16 0.00 0.0059.380 318.050 2.609 6981.3 4162.1 211.993 0.829 1.61 Sand 0.0 300.61 0.83 250.88 250.88 0.79 0.644 0.797 144.699 253.734 394.18 0.00 0.0059.550 347.120 2.473 7001.2 4171.3 231.320 0.720 1.54 Sand 0.0 328.09 0.84 274.30 274.30 0.79 0.643 0.796 3835.190 6719.466 10443.39 0.00 0.0059.710 326.160 3.123 7019.9 4180.0 216.977 0.968 1.66 Sand 0.0 308.28 0.84 257.60 257.60 0.79 0.643 0.796 335.601 587.529 913.52 0.00 0.0059.880 282.840 2.810 7039.7 4189.3 187.631 1.006 1.71 Sand 0.0 267.33 0.81 216.61 216.61 0.79 0.643 0.795 5.526 9.666 15.04 0.00 0.0060.040 312.470 2.666 7058.4 4198.0 207.312 0.863 1.63 Sand 0.0 295.34 0.83 244.74 244.74 0.79 0.643 0.794 71.392 124.782 194.19 0.00 0.0060.200 385.250 2.848 7077.1 4206.7 255.879 0.746 1.52 Sand 0.0 364.13 0.83 303.76 303.76 0.79 0.642 0.794 ######### ######## 3058169.82 0.00 0.0060.370 409.930 2.987 7097.0 4216.0 272.117 0.735 1.50 Sand 0.0 387.46 0.83 323.03 323.03 0.79 0.642 0.793 ######### ######## ########## 0.00 0.0060.530 462.330 3.575 7115.7 4224.7 306.881 0.779 1.48 Sand 0.0 436.98 0.83 364.12 364.12 0.78 0.642 0.793 ######### ######## ########## 0.00 0.0060.700 480.460 5.512 7135.6 4234.0 318.653 1.156 1.61 Sand 0.0 454.12 0.83 378.18 378.18 0.78 0.641 0.792 ######### ######## ########## 0.00 0.0060.860 473.060 4.997 7154.3 4242.7 313.379 1.064 1.58 Sand 0.0 447.13 0.83 372.15 372.15 0.78 0.641 0.791 ######### ######## ########## 0.00 0.0061.020 473.350 5.151 7173.0 4251.4 313.245 1.096 1.59 Sand 0.0 447.40 0.83 372.18 372.18 0.78 0.641 0.791 ######### ######## ########## 0.00 0.0061.190 440.330 3.849 7192.9 4260.7 290.903 0.881 1.54 Sand 0.0 416.19 0.83 346.02 346.02 0.78 0.641 0.790 ######### ######## ########## 0.00 0.0061.350 431.850 2.847 7211.6 4269.4 284.957 0.665 1.46 Sand 0.0 408.18 0.83 339.17 339.17 0.78 0.640 0.789 ######### ######## ########## 0.00 0.0061.520 422.370 2.389 7231.4 4278.7 278.341 0.570 1.42 Sand 0.0 399.22 0.83 331.54 331.54 0.78 0.640 0.789 ######### ######## ########## 0.00 0.0061.680 438.870 3.988 7250.2 4287.4 289.007 0.916 1.55 Sand 0.0 414.81 0.83 344.30 344.30 0.78 0.640 0.788 ######### ######## ########## 0.00 0.0061.840 472.310 1.868 7268.9 4296.1 310.890 0.398 1.28 Sand 0.0 446.42 0.83 370.34 370.34 0.78 0.639 0.788 ######### ######## ########## 0.00 0.0062.010 365.730 1.661 7288.7 4305.4 239.926 0.459 1.40 Sand 0.0 446.42 446.42 0.83 370.13 370.13 0.78 0.639 0.787 ######### ######## ########## 0.00 0.0062.170 289.370 1.813 7307.4 4314.1 189.131 0.635 1.57 Sand 0.0 446.42 446.42 0.83 369.93 369.93 0.78 0.639 0.786 ######### ######## ########## 0.00 0.0062.340 233.390 2.143 7327.3 4323.4 151.905 0.933 1.75 Sand 3.3 446.42 446.42 0.83 369.72 369.73 0.78 0.639 0.786 ######### ######## ########## 0.00 0.0062.500 100.600 2.029 7346.0 4332.1 64.028 2.093 2.27 Sand 44.4 446.42 446.42 0.83 369.53 506.95 0.78 0.638 0.785 ######### ######## ########## 0.00 0.0062.660 51.050 1.481 7364.7 4340.8 21.824 3.127 2.74 Clay 81.8 48.25 0.83 n.a. n.a. 0.78 0.638 n.a. n.a. n.a. n.a. 0.00 0.0062.830 30.720 1.079 7384.6 4350.1 12.426 3.991 2.99 Clay 100.0 29.04 0.83 n.a. n.a. 0.77 0.638 n.a. n.a. n.a. n.a. 0.00 0.0062.990 32.660 0.796 7403.3 4358.8 13.287 2.747 2.87 Clay 92.9 30.87 0.83 n.a. n.a. 0.77 0.637 n.a. n.a. n.a. n.a. 0.00 0.0063.160 22.590 0.765 7423.2 4368.1 8.644 4.054 3.12 Clay 100.0 21.35 0.83 n.a. n.a. 0.77 0.637 n.a. n.a. n.a. n.a. 0.00 0.0063.320 20.640 0.703 7441.9 4376.8 7.731 4.153 3.17 Clay 100.0 19.51 0.83 n.a. n.a. 0.77 0.637 n.a. n.a. n.a. n.a. 0.00 0.0063.480 24.510 0.584 7460.6 4385.5 9.477 2.811 3.00 Clay 100.0 23.17 0.83 n.a. n.a. 0.77 0.636 n.a. n.a. n.a. n.a. 0.00 0.0063.650 24.210 0.633 7480.4 4394.8 9.316 3.090 3.03 Clay 100.0 22.88 0.82 n.a. n.a. 0.77 0.636 n.a. n.a. n.a. n.a. 0.00 0.0063.810 28.460 0.627 7499.1 4403.5 11.223 2.535 2.91 Clay 96.1 26.90 0.82 n.a. n.a. 0.77 0.636 n.a. n.a. n.a. n.a. 0.00 0.0063.980 25.630 0.664 7519.0 4412.8 9.912 3.036 3.00 Clay 100.0 24.22 0.82 n.a. n.a. 0.77 0.636 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)






'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

74.800 20.450 0.365 8783.9 5002.4 6.420 2.275 3.09 Clay 100.0 19.33 0.80 n.a. n.a. 0.73 0.614 n.a. n.a. n.a. n.a. 0.00 0.0074.970 19.650 0.375 8803.8 5011.7 6.085 2.459 3.13 Clay 100.0 18.57 0.80 n.a. n.a. 0.73 0.614 n.a. n.a. n.a. n.a. 0.00 0.0075.130 24.370 0.343 8822.5 5020.4 7.951 1.720 2.95 Clay 99.3 23.03 0.80 n.a. n.a. 0.73 0.614 n.a. n.a. n.a. n.a. 0.00 0.0075.300 20.960 0.305 8842.3 5029.7 6.576 1.844 3.04 Clay 100.0 19.81 0.80 n.a. n.a. 0.73 0.613 n.a. n.a. n.a. n.a. 0.00 0.0075.460 20.190 0.283 8861.0 5038.4 6.256 1.797 3.05 Clay 100.0 19.08 0.80 n.a. n.a. 0.73 0.613 n.a. n.a. n.a. n.a. 0.00 0.0075.620 20.330 0.291 8879.7 5047.1 6.297 1.829 3.05 Clay 100.0 19.22 0.80 n.a. n.a. 0.72 0.613 n.a. n.a. n.a. n.a. 0.00 0.0075.790 20.610 0.305 8899.6 5056.4 6.392 1.888 3.06 Clay 100.0 19.48 0.79 n.a. n.a. 0.72 0.612 n.a. n.a. n.a. n.a. 0.00 0.0075.950 20.550 0.316 8918.3 5065.1 6.354 1.962 3.07 Clay 100.0 19.42 0.79 n.a. n.a. 0.72 0.612 n.a. n.a. n.a. n.a. 0.00 0.0076.120 20.620 0.320 8938.2 5074.4 6.366 1.983 3.07 Clay 100.0 19.49 0.79 n.a. n.a. 0.72 0.612 n.a. n.a. n.a. n.a. 0.00 0.0076.280 21.220 0.333 8956.9 5083.1 6.587 1.991 3.06 Clay 100.0 20.06 0.79 n.a. n.a. 0.72 0.611 n.a. n.a. n.a. n.a. 0.00 0.0076.440 21.490 0.369 8975.6 5091.8 6.678 2.169 3.07 Clay 100.0 20.31 0.79 n.a. n.a. 0.72 0.611 n.a. n.a. n.a. n.a. 0.00 0.0076.610 22.070 0.405 8995.5 5101.1 6.890 2.304 3.07 Clay 100.0 20.86 0.79 n.a. n.a. 0.72 0.611 n.a. n.a. n.a. n.a. 0.00 0.0076.770 23.070 0.445 9014.2 5109.8 7.266 2.398 3.06 Clay 100.0 21.81 0.79 n.a. n.a. 0.72 0.610 n.a. n.a. n.a. n.a. 0.00 0.0076.940 23.490 0.467 9034.0 5119.1 7.413 2.462 3.06 Clay 100.0 22.20 0.79 n.a. n.a. 0.72 0.610 n.a. n.a. n.a. n.a. 0.00 0.0077.100 23.600 0.507 9052.8 5127.8 7.439 2.657 3.08 Clay 100.0 22.31 0.79 n.a. n.a. 0.72 0.610 n.a. n.a. n.a. n.a. 0.00 0.0077.260 24.150 0.571 9071.5 5136.5 7.637 2.911 3.09 Clay 100.0 22.83 0.79 n.a. n.a. 0.72 0.609 n.a. n.a. n.a. n.a. 0.00 0.0077.430 24.530 0.609 9091.3 5145.8 7.767 3.048 3.09 Clay 100.0 23.19 0.79 n.a. n.a. 0.72 0.609 n.a. n.a. n.a. n.a. 0.00 0.0077.590 24.940 0.606 9110.0 5154.5 7.910 2.975 3.08 Clay 100.0 23.57 0.79 n.a. n.a. 0.72 0.609 n.a. n.a. n.a. n.a. 0.00 0.0077.760 25.310 0.612 9129.9 5163.8 8.035 2.950 3.07 Clay 100.0 23.92 0.79 n.a. n.a. 0.72 0.608 n.a. n.a. n.a. n.a. 0.00 0.0077.920 26.100 0.641 9148.6 5172.5 8.323 2.976 3.06 Clay 100.0 24.67 0.79 n.a. n.a. 0.72 0.608 n.a. n.a. n.a. n.a. 0.00 0.0078.080 26.630 0.667 9167.3 5181.2 8.510 3.025 3.06 Clay 100.0 25.17 0.79 n.a. n.a. 0.72 0.608 n.a. n.a. n.a. n.a. 0.00 0.0078.250 26.790 0.690 9187.2 5190.5 8.553 3.110 3.06 Clay 100.0 25.32 0.79 n.a. n.a. 0.72 0.607 n.a. n.a. n.a. n.a. 0.00 0.0078.410 26.790 0.727 9205.9 5199.2 8.535 3.278 3.08 Clay 100.0 25.32 0.79 n.a. n.a. 0.71 0.607 n.a. n.a. n.a. n.a. 0.00 0.0078.580 26.780 0.707 9225.8 5208.5 8.512 3.191 3.07 Clay 100.0 25.31 0.79 n.a. n.a. 0.71 0.607 n.a. n.a. n.a. n.a. 0.00 0.0078.740 26.310 0.655 9244.5 5217.2 8.314 3.019 3.06 Clay 100.0 24.87 0.79 n.a. n.a. 0.71 0.606 n.a. n.a. n.a. n.a. 0.00 0.0078.900 26.440 0.683 9263.2 5225.9 8.346 3.133 3.07 Clay 100.0 24.99 0.79 n.a. n.a. 0.71 0.606 n.a. n.a. n.a. n.a. 0.00 0.0079.070 26.810 0.747 9283.0 5235.2 8.469 3.370 3.08 Clay 100.0 25.34 0.79 n.a. n.a. 0.71 0.606 n.a. n.a. n.a. n.a. 0.00 0.0079.230 28.000 0.960 9301.7 5243.9 8.905 4.112 3.12 Clay 100.0 26.47 0.79 n.a. n.a. 0.71 0.605 n.a. n.a. n.a. n.a. 0.00 0.0079.400 31.230 1.347 9321.6 5253.1 10.116 5.069 3.13 Clay 100.0 29.52 0.79 n.a. n.a. 0.71 0.605 n.a. n.a. n.a. n.a. 0.00 0.0079.560 38.730 1.903 9340.3 5261.9 12.946 5.588 3.07 Clay 100.0 36.61 0.79 n.a. n.a. 0.71 0.605 n.a. n.a. n.a. n.a. 0.00 0.0079.720 47.180 2.070 9359.0 5270.6 16.127 4.870 2.96 Clay 99.7 44.59 0.79 n.a. n.a. 0.71 0.604 n.a. n.a. n.a. n.a. 0.00 0.0079.890 53.360 1.907 9378.9 5279.8 18.436 3.917 2.85 Clay 91.3 50.43 0.79 n.a. n.a. 0.71 0.604 n.a. n.a. n.a. n.a. 0.00 0.0080.050 52.920 1.402 9397.6 5288.6 18.236 2.907 2.78 Clay 85.2 50.02 0.79 n.a. n.a. 0.71 0.604 n.a. n.a. n.a. n.a. 0.00 0.0080.220 53.300 1.310 9417.5 5297.8 18.344 2.696 2.76 Clay 83.5 50.38 0.78 n.a. n.a. 0.71 0.603 n.a. n.a. n.a. n.a. 0.00 0.0080.380 41.920 1.329 9436.2 5306.6 14.021 3.571 2.92 Clay 96.8 39.62 0.78 n.a. n.a. 0.71 0.603 n.a. n.a. n.a. n.a. 0.00 0.0080.540 37.660 1.094 9454.9 5315.3 12.392 3.322 2.95 Clay 98.7 35.60 0.78 n.a. n.a. 0.71 0.603 n.a. n.a. n.a. n.a. 0.00 0.0080.710 32.850 1.011 9474.8 5324.5 10.560 3.596 3.02 Clay 100.0 31.05 0.78 n.a. n.a. 0.71 0.602 n.a. n.a. n.a. n.a. 0.00 0.0080.870 31.050 0.917 9493.5 5333.3 9.864 3.487 3.04 Clay 100.0 29.35 0.78 n.a. n.a. 0.71 0.602 n.a. n.a. n.a. n.a. 0.00 0.0081.040 31.540 0.998 9513.3 5342.5 10.026 3.727 3.05 Clay 100.0 29.81 0.78 n.a. n.a. 0.71 0.602 n.a. n.a. n.a. n.a. 0.00 0.0081.200 31.490 1.312 9532.0 5351.2 9.988 4.909 3.12 Clay 100.0 29.76 0.78 n.a. n.a. 0.71 0.601 n.a. n.a. n.a. n.a. 0.00 0.0081.360 35.020 1.492 9550.7 5360.0 11.285 4.933 3.08 Clay 100.0 33.10 0.78 n.a. n.a. 0.70 0.601 n.a. n.a. n.a. n.a. 0.00 0.0081.530 44.810 1.099 9570.6 5369.2 14.909 2.745 2.83 Clay 89.6 42.35 0.78 n.a. n.a. 0.70 0.601 n.a. n.a. n.a. n.a. 0.00 0.0081.690 50.970 1.174 9589.3 5377.9 17.172 2.543 2.76 Clay 84.1 48.18 0.78 n.a. n.a. 0.70 0.601 n.a. n.a. n.a. n.a. 0.00 0.0081.860 42.160 1.347 9609.2 5387.2 13.868 3.605 2.93 Clay 97.3 39.85 0.78 n.a. n.a. 0.70 0.600 n.a. n.a. n.a. n.a. 0.00 0.0082.020 43.540 1.304 9627.9 5395.9 14.354 3.366 2.90 Clay 94.9 41.15 0.78 n.a. n.a. 0.70 0.600 n.a. n.a. n.a. n.a. 0.00 0.0082.190 53.870 1.154 9647.8 5405.2 18.148 2.353 2.72 Clay 81.0 50.92 0.78 n.a. n.a. 0.70 0.600 n.a. n.a. n.a. n.a. 0.00 0.0082.350 44.170 1.980 9666.5 5413.9 14.532 5.034 3.00 Clay 100.0 41.75 0.78 n.a. n.a. 0.70 0.599 n.a. n.a. n.a. n.a. 0.00 0.0082.510 66.800 2.505 9685.2 5422.6 22.851 4.043 2.79 Clay 86.3 63.14 0.78 n.a. n.a. 0.70 0.599 n.a. n.a. n.a. n.a. 0.00 0.0082.680 91.880 2.602 9705.1 5431.9 51.340 2.989 2.44 Sand 58.5 128.96 128.96 0.70 89.96 163.37 0.70 0.599 0.830 0.409 0.624 1.04 0.01 0.0182.840 100.380 2.501 9723.8 5440.6 56.303 2.618 2.37 Sand 53.0 128.96 128.96 0.69 89.55 160.67 0.70 0.598 0.834 0.378 0.568 0.95 0.01 0.0283.010 113.610 2.097 9743.6 5449.9 64.041 1.928 2.24 Sand 42.5 128.96 128.96 0.69 88.55 153.64 0.70 0.598 0.844 0.315 0.454 0.76 0.02 0.0383.170 128.850 1.809 9762.3 5458.6 72.953 1.459 2.12 Sand 32.7 128.96 128.96 0.68 87.05 143.19 0.70 0.598 0.857 0.249 0.341 0.57 0.02 0.0483.330 136.440 1.792 9781.0 5467.3 77.352 1.362 2.08 Sand 29.6 128.96 0.67 86.34 138.56 0.70 0.597 0.862 0.228 0.304 0.51 0.02 0.0583.500 133.100 2.384 9800.9 5476.6 75.319 1.859 2.18 Sand 37.5 125.80 0.68 85.13 145.55 0.70 0.597 0.854 0.262 0.362 0.61 0.02 0.0483.660 120.490 2.791 9819.6 5485.3 67.851 2.414 2.29 Sand 46.4 113.88 0.67 76.43 140.83 0.70 0.597 0.859 0.238 0.321 0.54 0.02 0.0583.830 119.200 2.463 9839.5 5494.6 67.031 2.155 2.26 Sand 43.9 112.67 0.67 75.19 137.87 0.70 0.596 0.862 0.225 0.299 0.50 0.02 0.0483.990 124.900 2.144 9858.2 5503.3 70.313 1.787 2.19 Sand 38.3 118.05 0.67 78.80 138.42 0.70 0.596 0.862 0.228 0.303 0.51 0.02 0.0484.150 131.550 1.768 9876.9 5512.0 74.146 1.396 2.10 Sand 31.2 124.34 0.66 82.63 136.19 0.70 0.596 0.864 0.219 0.288 0.48 0.02 0.0584.320 126.590 1.215 9896.8 5521.3 71.176 0.999 2.03 Sand 25.1 119.65 0.65 77.38 121.20 0.69 0.595 0.879 0.174 0.213 0.36 0.03 0.0584.480 119.010 1.176 9915.5 5530.0 66.683 1.031 2.06 Sand 27.5 112.49 0.64 72.42 119.14 0.69 0.595 0.881 0.169 0.206 0.35 0.03 0.0584.650 101.900 1.395 9935.3 5539.3 56.626 1.439 2.20 Sand 39.1 96.31 0.64 61.83 118.06 0.69 0.595 0.882 0.167 0.202 0.34 0.03 0.0584.810 84.930 1.307 9954.0 5548.0 46.670 1.635 2.30 Sand 47.1 80.27 0.63 50.57 108.69 0.69 0.595 0.890 0.150 0.175 0.29 0.03 0.0684.970 111.470 1.850 9972.8 5556.7 62.108 1.738 2.22 Sand 40.9 105.36 0.65 68.78 127.90 0.69 0.594 0.872 0.191 0.241 0.41 0.02 0.0585.140 169.110 2.511 9992.6 5566.0 95.642 1.530 2.05 Sand 26.8 159.84 0.69 110.43 163.09 0.69 0.594 0.826 0.406 0.614 1.03 0.01 0.0085.300 251.940 2.929 10011.3 5574.7 143.795 1.186 1.84 Sand 10.4 238.13 0.71 168.36 179.51 0.69 0.594 0.796 0.712 1.180 1.99 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

85.470 450.010 2.912 10031.2 5584.0 258.914 0.654 1.48 Sand 0.0 425.34 0.77 329.27 329.27 0.69 0.593 0.709 ######### ######## ########## 0.00 0.0085.630 452.820 3.787 10049.9 5592.7 260.340 0.846 1.56 Sand 0.0 428.00 0.77 331.19 331.19 0.69 0.593 0.708 ######### ######## ########## 0.00 0.0085.790 357.200 2.982 10068.6 5601.4 204.584 0.847 1.63 Sand 0.0 337.62 0.77 261.15 261.15 0.69 0.593 0.708 539.953 840.976 1418.82 0.00 0.0085.960 305.690 2.598 10088.5 5610.7 174.510 0.864 1.69 Sand 0.0 288.93 0.74 213.02 213.02 0.69 0.592 0.707 4.276 6.655 11.23 0.00 0.0086.120 257.440 2.354 10107.2 5619.4 146.384 0.933 1.77 Sand 4.2 243.33 0.69 168.98 169.02 0.69 0.592 0.814 0.487 0.761 1.29 0.00 0.0086.290 225.250 2.545 10127.1 5628.6 127.603 1.156 1.87 Sand 12.8 212.90 0.69 147.11 166.05 0.69 0.592 0.819 0.443 0.681 1.15 0.01 0.0086.450 219.530 2.338 10145.8 5637.4 124.187 1.090 1.86 Sand 12.1 207.50 0.68 141.44 157.54 0.69 0.592 0.833 0.347 0.509 0.86 0.01 0.0086.610 216.630 1.958 10164.5 5646.1 122.407 0.925 1.82 Sand 8.7 204.75 0.66 135.78 140.90 0.69 0.591 0.855 0.238 0.320 0.54 0.02 0.0086.780 223.730 1.836 10184.3 5655.4 126.406 0.840 1.78 Sand 5.7 211.47 0.66 140.04 140.51 0.69 0.591 0.855 0.237 0.317 0.54 0.02 0.0086.940 223.950 1.729 10203.0 5664.1 126.430 0.790 1.77 Sand 4.3 211.67 0.66 139.97 140.02 0.69 0.591 0.856 0.234 0.313 0.53 0.02 0.0087.110 218.820 1.859 10222.9 5673.3 123.360 0.870 1.80 Sand 7.1 206.82 0.66 136.23 138.16 0.69 0.590 0.858 0.226 0.300 0.51 0.02 0.0087.270 225.500 1.128 10241.6 5682.1 127.113 0.512 1.65 Sand 0.0 213.14 0.66 140.98 140.98 0.69 0.590 0.854 0.239 0.320 0.54 0.02 0.0087.430 224.190 1.263 10260.3 5690.8 126.255 0.577 1.68 Sand 0.0 211.90 0.66 139.78 139.78 0.69 0.590 0.855 0.233 0.311 0.53 0.02 0.0087.600 204.790 0.999 10280.2 5700.0 114.975 0.500 1.68 Sand 0.0 193.56 0.64 124.05 124.05 0.68 0.589 0.873 0.181 0.224 0.38 0.03 0.0087.760 191.520 1.233 10298.9 5708.8 107.245 0.661 1.78 Sand 5.1 181.02 0.63 113.67 113.86 0.68 0.589 0.882 0.159 0.188 0.32 0.03 0.0087.930 190.170 1.060 10318.8 5718.0 106.377 0.573 1.74 Sand 2.5 179.74 0.63 112.46 112.46 0.68 0.589 0.883 0.156 0.184 0.31 0.03 0.0088.090 183.080 1.138 10337.5 5726.7 102.217 0.640 1.78 Sand 5.8 173.04 0.62 107.12 107.60 0.68 0.589 0.888 0.148 0.171 0.29 0.03 0.0088.250 169.270 1.106 10356.2 5735.5 94.205 0.674 1.83 Sand 9.2 159.99 0.61 98.13 103.63 0.68 0.588 0.891 0.142 0.162 0.28 0.03 0.0088.420 168.450 1.101 10376.1 5744.7 93.653 0.674 1.83 Sand 9.3 159.22 0.61 97.53 103.42 0.68 0.588 0.891 0.142 0.162 0.28 0.03 0.0088.580 168.590 1.257 10394.8 5753.5 93.657 0.769 1.86 Sand 12.0 159.35 0.62 99.54 113.13 0.68 0.588 0.882 0.157 0.186 0.32 0.03 0.0088.750 176.710 3.548 10414.6 5762.7 98.227 2.069 2.13 Sand 33.5 167.02 0.70 116.85 180.41 0.68 0.587 0.787 0.738 1.218 2.07 0.00 0.0088.910 208.220 5.030 10433.3 5771.4 116.181 2.478 2.14 Sand 34.2 196.81 0.73 144.09 214.49 0.68 0.587 0.699 4.741 7.290 12.42 0.00 0.0089.070 286.530 4.327 10452.0 5780.2 160.871 1.538 1.89 Sand 14.3 270.82 0.75 202.24 230.85 0.68 0.587 0.699 17.720 27.231 46.41 0.00 0.0089.240 276.620 5.135 10471.9 5789.4 155.074 1.892 1.97 Sand 20.5 261.46 0.77 200.13 252.44 0.68 0.587 0.698 174.688 268.270 457.40 0.00 0.0089.400 355.810 2.855 10490.6 5798.1 200.169 0.814 1.63 Sand 0.0 336.30 0.77 257.77 257.77 0.68 0.586 0.698 343.408 527.034 899.02 0.00 0.0089.570 356.170 2.313 10510.5 5807.4 200.209 0.659 1.56 Sand 0.0 336.64 0.77 257.93 257.93 0.68 0.586 0.697 350.339 537.301 916.99 0.00 0.0089.730 349.470 2.600 10529.2 5816.1 196.233 0.755 1.61 Sand 0.0 330.31 0.76 252.56 252.56 0.68 0.586 0.697 177.317 271.768 464.04 0.00 0.0089.900 352.660 1.354 10549.1 5825.4 197.889 0.390 1.43 Sand 0.0 333.33 0.77 255.18 255.18 0.68 0.585 0.696 245.613 376.185 642.65 0.00 0.0090.060 461.480 1.998 10567.8 5834.1 259.679 0.438 1.36 Sand 0.0 436.18 0.77 333.78 333.78 0.68 0.585 0.696 ######### ######## ########## 0.00 0.0090.220 461.780 2.436 10586.5 5842.8 259.650 0.534 1.42 Sand 0.0 436.47 0.76 333.87 333.87 0.68 0.585 0.695 ######### ######## ########## 0.00 0.0090.390 368.950 3.229 10606.4 5852.1 206.679 0.888 1.64 Sand 0.0 348.72 0.76 266.64 266.64 0.68 0.585 0.695 1177.381 1799.745 3078.99 0.00 0.0090.550 284.070 4.494 10625.1 5860.8 158.314 1.612 1.91 Sand 15.9 268.50 0.75 200.99 236.17 0.68 0.584 0.694 29.264 44.704 76.51 0.00 0.0090.720 154.290 3.940 10644.9 5870.1 84.536 2.645 2.25 Sand 43.3 145.83 0.68 99.45 167.80 0.68 0.584 0.808 0.469 0.720 1.23 0.00 0.0090.880 57.030 4.114 10663.6 5878.8 17.588 7.958 3.07 Clay 100.0 53.90 0.76 n.a. n.a. 0.68 0.584 n.a. n.a. n.a. n.a. 0.00 0.0091.040 79.290 2.971 10682.3 5887.5 25.121 4.018 2.76 Clay 83.7 74.94 0.76 n.a. n.a. 0.67 0.583 n.a. n.a. n.a. n.a. 0.00 0.0091.210 173.040 2.818 10702.2 5896.8 94.944 1.681 2.08 Sand 29.2 163.55 0.68 111.40 168.14 0.67 0.583 0.807 0.474 0.728 1.25 0.00 0.0091.370 169.890 3.122 10720.9 5905.5 93.087 1.897 2.12 Sand 32.7 160.58 0.68 109.76 170.78 0.67 0.583 0.802 0.517 0.805 1.38 0.00 0.0091.540 223.270 3.281 10740.8 5914.8 123.186 1.506 1.96 Sand 20.1 211.03 0.71 148.91 192.84 0.67 0.583 0.751 1.291 2.133 3.66 0.00 0.0091.700 341.100 2.815 10759.5 5923.5 189.654 0.838 1.65 Sand 0.0 322.40 0.75 242.42 242.42 0.67 0.582 0.691 55.488 84.375 144.90 0.00 0.0091.860 437.130 1.815 10778.2 5932.2 243.718 0.420 1.37 Sand 0.0 413.17 0.76 314.78 314.78 0.67 0.582 0.691 ######### ######## ########## 0.00 0.0092.030 421.340 1.876 10798.1 5941.5 234.616 0.451 1.40 Sand 0.0 398.24 0.76 303.29 303.29 0.67 0.582 0.690 ######### ######## 2640772.65 0.00 0.0092.190 415.100 2.644 10816.8 5950.2 230.921 0.645 1.51 Sand 0.0 392.34 0.76 298.68 298.68 0.67 0.582 0.690 ######### ######## 958068.18 0.00 0.0092.360 456.510 3.284 10836.6 5959.5 254.058 0.728 1.52 Sand 0.0 431.48 0.76 328.34 328.34 0.67 0.581 0.689 ######### ######## ########## 0.00 0.0092.520 458.280 2.865 10855.3 5968.2 254.864 0.633 1.47 Sand 0.0 433.16 0.76 329.49 329.49 0.67 0.581 0.689 ######### ######## ########## 0.00 0.0092.680 478.960 2.624 10874.1 5976.9 266.302 0.554 1.42 Sand 0.0 452.70 0.76 344.22 344.22 0.67 0.581 0.688 ######### ######## ########## 0.00 0.0092.850 541.140 2.004 10893.9 5986.2 301.033 0.374 1.27 Sand 0.0 511.47 0.76 388.75 388.75 0.67 0.580 0.688 ######### ######## ########## 0.00 0.0093.010 361.310 4.063 10912.6 5994.9 199.827 1.142 1.73 Sand 1.6 341.50 0.76 259.46 259.46 0.67 0.580 0.688 429.721 650.035 1120.42 0.00 0.0093.180 166.270 4.287 10932.5 6004.2 90.228 2.666 2.24 Sand 41.9 157.16 0.69 107.84 177.32 0.67 0.580 0.785 0.654 1.050 1.81 0.00 0.0093.340 74.080 3.789 10951.2 6012.9 22.819 5.522 2.88 Clay 93.6 70.02 0.76 n.a. n.a. 0.67 0.580 n.a. n.a. n.a. n.a. 0.00 0.0093.500 54.420 1.696 10969.9 6021.6 16.253 3.466 2.86 Clay 92.1 51.44 0.76 n.a. n.a. 0.67 0.579 n.a. n.a. n.a. n.a. 0.00 0.0093.670 31.650 1.141 10989.8 6030.9 8.674 4.361 3.14 Clay 100.0 29.91 0.76 n.a. n.a. 0.67 0.579 n.a. n.a. n.a. n.a. 0.00 0.0093.830 23.610 0.837 11008.5 6039.6 5.996 4.621 3.29 Clay 100.0 22.32 0.76 n.a. n.a. 0.67 0.579 n.a. n.a. n.a. n.a. 0.00 0.0094.000 21.590 0.766 11028.4 6048.8 5.315 4.762 3.34 Clay 100.0 20.41 0.76 n.a. n.a. 0.67 0.579 n.a. n.a. n.a. n.a. 0.00 0.0094.160 20.480 0.720 11047.1 6057.6 4.938 4.813 3.37 Clay 100.0 19.36 0.76 n.a. n.a. 0.67 0.578 n.a. n.a. n.a. n.a. 0.00 0.0094.320 20.440 0.677 11065.8 6066.3 4.915 4.539 3.35 Clay 100.0 19.32 0.76 n.a. n.a. 0.67 0.578 n.a. n.a. n.a. n.a. 0.00 0.0094.490 19.900 0.675 11085.6 6075.5 4.726 4.701 3.38 Clay 100.0 18.81 0.76 n.a. n.a. 0.67 0.578 n.a. n.a. n.a. n.a. 0.00 0.0094.650 20.830 0.704 11104.3 6084.3 5.022 4.606 3.35 Clay 100.0 19.69 0.76 n.a. n.a. 0.66 0.578 n.a. n.a. n.a. n.a. 0.00 0.0094.820 21.120 0.588 11124.2 6093.5 5.106 3.776 3.30 Clay 100.0 19.96 0.76 n.a. n.a. 0.66 0.577 n.a. n.a. n.a. n.a. 0.00 0.0094.980 19.850 0.572 11142.9 6102.3 4.680 4.003 3.34 Clay 100.0 18.76 0.76 n.a. n.a. 0.66 0.577 n.a. n.a. n.a. n.a. 0.00 0.0095.140 21.460 0.551 11161.6 6111.0 5.197 3.472 3.27 Clay 100.0 20.28 0.76 n.a. n.a. 0.66 0.577 n.a. n.a. n.a. n.a. 0.00 0.0095.310 21.970 0.557 11181.5 6120.2 5.352 3.398 3.25 Clay 100.0 20.77 0.76 n.a. n.a. 0.66 0.577 n.a. n.a. n.a. n.a. 0.00 0.0095.470 22.130 0.590 11200.2 6129.0 5.394 3.570 3.26 Clay 100.0 20.92 0.76 n.a. n.a. 0.66 0.576 n.a. n.a. n.a. n.a. 0.00 0.0095.640 21.680 0.651 11220.1 6138.2 5.236 4.053 3.30 Clay 100.0 20.49 0.76 n.a. n.a. 0.66 0.576 n.a. n.a. n.a. n.a. 0.00 0.0095.800 22.510 0.949 11238.8 6146.9 5.496 5.620 3.37 Clay 100.0 21.28 0.75 n.a. n.a. 0.66 0.576 n.a. n.a. n.a. n.a. 0.00 0.0095.960 29.750 1.241 11257.5 6155.7 7.837 5.144 3.22 Clay 100.0 28.12 0.75 n.a. n.a. 0.66 0.576 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

96.130 34.510 1.430 11277.4 6164.9 9.366 4.954 3.15 Clay 100.0 32.62 0.75 n.a. n.a. 0.66 0.575 n.a. n.a. n.a. n.a. 0.00 0.0096.290 35.490 1.634 11296.1 6173.6 9.668 5.474 3.16 Clay 100.0 33.54 0.75 n.a. n.a. 0.66 0.575 n.a. n.a. n.a. n.a. 0.00 0.0096.460 38.300 1.786 11315.9 6182.9 10.559 5.471 3.13 Clay 100.0 36.20 0.75 n.a. n.a. 0.66 0.575 n.a. n.a. n.a. n.a. 0.00 0.0096.620 52.440 2.502 11334.6 6191.6 15.108 5.350 3.01 Clay 100.0 49.57 0.75 n.a. n.a. 0.66 0.575 n.a. n.a. n.a. n.a. 0.00 0.0096.780 61.060 3.257 11353.3 6200.4 17.865 5.880 2.98 Clay 100.0 57.71 0.75 n.a. n.a. 0.66 0.574 n.a. n.a. n.a. n.a. 0.00 0.0096.950 89.380 2.980 11373.2 6209.6 26.956 3.561 2.70 Clay 79.1 84.48 0.75 n.a. n.a. 0.66 0.574 n.a. n.a. n.a. n.a. 0.00 0.0097.110 90.020 1.919 11391.9 6218.3 46.493 2.276 2.40 Sand 54.6 85.09 0.60 51.18 112.52 0.66 0.574 0.874 0.156 0.182 0.32 0.03 0.0097.280 84.170 2.105 11411.8 6227.6 25.199 2.683 2.65 Clay 74.6 79.56 0.75 n.a. n.a. 0.66 0.574 n.a. n.a. n.a. n.a. 0.00 0.0097.440 44.320 2.098 11430.5 6236.3 12.381 5.435 3.08 Clay 100.0 41.89 0.75 n.a. n.a. 0.66 0.573 n.a. n.a. n.a. n.a. 0.00 0.0097.600 34.920 4.274 11449.2 6245.0 9.350 14.639 3.45 Clay 100.0 33.01 0.75 n.a. n.a. 0.66 0.573 n.a. n.a. n.a. n.a. 0.00 0.0097.770 163.840 7.792 11469.1 6254.3 50.559 4.928 2.60 Clay 71.3 154.86 0.75 n.a. n.a. 0.66 0.573 n.a. n.a. n.a. n.a. 0.00 0.0097.930 253.050 9.584 11487.8 6263.0 135.867 3.875 2.25 Sand 42.9 239.18 0.75 179.63 267.72 0.66 0.573 0.674 1380.660 2048.637 3576.92 0.00 0.0098.100 310.150 8.331 11507.7 6272.3 167.108 2.737 2.07 Sand 28.9 293.15 0.75 220.08 297.82 0.66 0.572 0.674 ######### ######## 792150.54 0.00 0.0098.260 296.210 3.980 11526.4 6281.0 159.340 1.370 1.86 Sand 11.5 279.97 0.72 200.37 217.06 0.66 0.572 0.674 5.712 8.465 14.79 0.00 0.0098.430 265.550 3.126 11546.2 6290.3 142.409 1.203 1.85 Sand 11.0 250.99 0.68 171.35 184.78 0.66 0.572 0.758 0.886 1.459 2.55 0.00 0.0098.590 240.880 2.425 11564.9 6299.0 128.791 1.031 1.84 Sand 9.9 227.67 0.65 148.53 157.24 0.66 0.572 0.814 0.345 0.493 0.86 0.01 0.0098.750 233.560 2.020 11583.6 6307.7 124.689 0.887 1.80 Sand 7.3 220.76 0.63 140.12 142.31 0.66 0.572 0.837 0.245 0.325 0.57 0.02 0.0098.920 226.520 1.597 11603.5 6317.0 120.741 0.724 1.76 Sand 3.7 214.10 0.62 133.56 133.57 0.65 0.571 0.848 0.209 0.266 0.46 0.02 0.0099.080 194.420 1.464 11622.2 6325.7 103.105 0.776 1.83 Sand 9.5 183.76 0.60 110.84 117.51 0.65 0.571 0.866 0.166 0.197 0.34 0.03 0.0099.250 134.440 2.264 11642.1 6335.0 70.259 1.760 2.19 Sand 38.0 127.07 0.63 80.13 139.79 0.65 0.571 0.839 0.233 0.305 0.53 0.02 0.0099.410 62.050 2.210 11660.8 6343.7 17.725 3.932 2.87 Clay 92.5 58.65 0.75 n.a. n.a. 0.65 0.571 n.a. n.a. n.a. n.a. 0.00 0.0099.570 39.300 1.854 11679.5 6352.4 10.535 5.542 3.14 Clay 100.0 37.15 0.75 n.a. n.a. 0.65 0.570 n.a. n.a. n.a. n.a. 0.00 0.0099.740 41.370 2.355 11699.4 6361.7 11.167 6.630 3.17 Clay 100.0 39.10 0.75 n.a. n.a. 0.65 0.570 n.a. n.a. n.a. n.a. 0.00 0.0099.900 54.890 3.411 11718.1 6370.4 15.393 6.957 3.08 Clay 100.0 51.88 0.75 n.a. n.a. 0.65 0.570 n.a. n.a. n.a. n.a. 0.00 0.00

100.070 75.420 2.815 11737.9 6379.7 21.804 4.048 2.81 Clay 87.6 71.29 0.75 n.a. n.a. 0.65 0.570 n.a. n.a. n.a. n.a. 0.00 0.00100.230 78.070 2.580 11756.6 6388.4 22.601 3.574 2.76 Clay 83.9 73.79 0.75 n.a. n.a. 0.65 0.570 n.a. n.a. n.a. n.a. 0.00 0.00100.390 42.980 2.257 11775.4 6397.1 11.597 6.086 3.13 Clay 100.0 40.62 0.75 n.a. n.a. 0.65 0.569 n.a. n.a. n.a. n.a. 0.00 0.00100.560 33.000 1.444 11795.2 6406.4 8.461 5.329 3.20 Clay 100.0 31.19 0.75 n.a. n.a. 0.65 0.569 n.a. n.a. n.a. n.a. 0.00 0.00100.720 28.640 1.073 11813.9 6415.1 7.087 4.720 3.23 Clay 100.0 27.07 0.75 n.a. n.a. 0.65 0.569 n.a. n.a. n.a. n.a. 0.00 0.00100.890 24.870 0.890 11833.8 6424.3 5.900 4.694 3.30 Clay 100.0 23.51 0.75 n.a. n.a. 0.65 0.569 n.a. n.a. n.a. n.a. 0.00 0.00101.050 21.930 0.815 11852.5 6433.1 4.975 5.090 3.38 Clay 100.0 20.73 0.75 n.a. n.a. 0.65 0.569 n.a. n.a. n.a. n.a. 0.00 0.00101.210 21.220 0.769 11871.2 6441.8 4.745 5.031 3.39 Clay 100.0 20.06 0.75 n.a. n.a. 0.65 0.568 n.a. n.a. n.a. n.a. 0.00 0.00101.380 21.120 0.746 11891.1 6451.1 4.704 4.917 3.39 Clay 100.0 19.96 0.75 n.a. n.a. 0.65 0.568 n.a. n.a. n.a. n.a. 0.00 0.00101.540 20.740 0.743 11909.8 6459.8 4.578 5.023 3.40 Clay 100.0 19.60 0.74 n.a. n.a. 0.65 0.568 n.a. n.a. n.a. n.a. 0.00 0.00101.710 22.270 0.660 11929.7 6469.0 5.041 4.048 3.32 Clay 100.0 21.05 0.74 n.a. n.a. 0.65 0.568 n.a. n.a. n.a. n.a. 0.00 0.00101.870 21.720 0.611 11948.4 6477.8 4.862 3.880 3.32 Clay 100.0 20.53 0.74 n.a. n.a. 0.65 0.568 n.a. n.a. n.a. n.a. 0.00 0.00102.030 20.840 0.535 11967.1 6486.5 4.581 3.598 3.32 Clay 100.0 19.70 0.74 n.a. n.a. 0.65 0.567 n.a. n.a. n.a. n.a. 0.00 0.00102.200 20.610 0.513 11986.9 6495.7 4.500 3.510 3.32 Clay 100.0 19.48 0.74 n.a. n.a. 0.65 0.567 n.a. n.a. n.a. n.a. 0.00 0.00102.360 19.870 0.552 12005.6 6504.5 4.264 3.981 3.37 Clay 100.0 18.78 0.74 n.a. n.a. 0.65 0.567 n.a. n.a. n.a. n.a. 0.00 0.00102.530 19.640 0.529 12025.5 6513.7 4.184 3.882 3.37 Clay 100.0 18.56 0.74 n.a. n.a. 0.65 0.567 n.a. n.a. n.a. n.a. 0.00 0.00102.690 19.610 0.485 12044.2 6522.4 4.167 3.571 3.36 Clay 100.0 18.53 0.74 n.a. n.a. 0.65 0.567 n.a. n.a. n.a. n.a. 0.00 0.00102.850 18.280 0.451 12062.9 6531.2 3.751 3.679 3.40 Clay 100.0 17.28 0.74 n.a. n.a. 0.65 0.566 n.a. n.a. n.a. n.a. 0.00 0.00103.020 17.920 0.440 12082.8 6540.4 3.632 3.707 3.42 Clay 100.0 16.94 0.74 n.a. n.a. 0.65 0.566 n.a. n.a. n.a. n.a. 0.00 0.00103.180 16.780 0.442 12101.5 6549.2 3.277 4.122 3.48 Clay 100.0 15.86 0.74 n.a. n.a. 0.65 0.566 n.a. n.a. n.a. n.a. 0.00 0.00103.350 16.560 0.437 12121.4 6558.4 3.202 4.160 3.49 Clay 100.0 15.65 0.74 n.a. n.a. 0.65 0.566 n.a. n.a. n.a. n.a. 0.00 0.00103.510 16.370 0.433 12140.1 6567.1 3.137 4.203 3.50 Clay 100.0 15.47 0.74 n.a. n.a. 0.65 0.566 n.a. n.a. n.a. n.a. 0.00 0.00103.670 15.620 0.411 12158.8 6575.9 2.902 4.309 3.53 Clay 100.0 14.76 0.74 n.a. n.a. 0.64 0.565 n.a. n.a. n.a. n.a. 0.00 0.00103.840 15.420 0.401 12178.7 6585.1 2.834 4.298 3.54 Clay 100.0 14.57 0.74 n.a. n.a. 0.64 0.565 n.a. n.a. n.a. n.a. 0.00 0.00104.000 15.860 0.422 12197.4 6593.8 2.961 4.326 3.53 Clay 100.0 14.99 0.74 n.a. n.a. 0.64 0.565 n.a. n.a. n.a. n.a. 0.00 0.00104.170 16.780 0.399 12217.2 6603.1 3.232 3.741 3.46 Clay 100.0 15.86 0.74 n.a. n.a. 0.64 0.565 n.a. n.a. n.a. n.a. 0.00 0.00104.330 17.580 0.392 12235.9 6611.8 3.467 3.418 3.41 Clay 100.0 16.62 0.74 n.a. n.a. 0.64 0.565 n.a. n.a. n.a. n.a. 0.00 0.00104.490 17.620 0.395 12254.6 6620.5 3.472 3.437 3.42 Clay 100.0 16.65 0.74 n.a. n.a. 0.64 0.565 n.a. n.a. n.a. n.a. 0.00 0.00104.660 18.080 0.442 12274.5 6629.8 3.603 3.700 3.42 Clay 100.0 17.09 0.74 n.a. n.a. 0.64 0.564 n.a. n.a. n.a. n.a. 0.00 0.00104.820 21.300 0.598 12293.2 6638.5 4.565 3.943 3.35 Clay 100.0 20.13 0.74 n.a. n.a. 0.64 0.564 n.a. n.a. n.a. n.a. 0.00 0.00104.990 20.550 0.629 12313.1 6647.8 4.330 4.368 3.39 Clay 100.0 19.42 0.74 n.a. n.a. 0.64 0.564 n.a. n.a. n.a. n.a. 0.00 0.00105.150 28.700 0.538 12331.8 6656.5 6.771 2.386 3.09 Clay 100.0 27.13 0.74 n.a. n.a. 0.64 0.564 n.a. n.a. n.a. n.a. 0.00 0.00105.320 23.300 0.479 12351.7 6665.8 5.138 2.797 3.22 Clay 100.0 22.02 0.74 n.a. n.a. 0.64 0.564 n.a. n.a. n.a. n.a. 0.00 0.00105.480 22.770 0.454 12370.4 6674.5 4.970 2.738 3.23 Clay 100.0 21.52 0.74 n.a. n.a. 0.64 0.564 n.a. n.a. n.a. n.a. 0.00 0.00105.640 20.770 0.460 12389.1 6683.2 4.362 3.155 3.31 Clay 100.0 19.63 0.74 n.a. n.a. 0.64 0.563 n.a. n.a. n.a. n.a. 0.00 0.00105.810 20.980 0.436 12408.9 6692.5 4.416 2.952 3.29 Clay 100.0 19.83 0.74 n.a. n.a. 0.64 0.563 n.a. n.a. n.a. n.a. 0.00 0.00105.970 21.190 0.430 12427.7 6701.2 4.470 2.871 3.28 Clay 100.0 20.03 0.74 n.a. n.a. 0.64 0.563 n.a. n.a. n.a. n.a. 0.00 0.00106.140 20.930 0.423 12447.5 6710.5 4.383 2.874 3.29 Clay 100.0 19.78 0.74 n.a. n.a. 0.64 0.563 n.a. n.a. n.a. n.a. 0.00 0.00106.300 20.650 0.423 12466.2 6719.2 4.291 2.935 3.30 Clay 100.0 19.52 0.74 n.a. n.a. 0.64 0.563 n.a. n.a. n.a. n.a. 0.00 0.00106.460 20.370 0.417 12484.9 6727.9 4.200 2.953 3.31 Clay 100.0 19.25 0.74 n.a. n.a. 0.64 0.563 n.a. n.a. n.a. n.a. 0.00 0.00106.630 20.540 0.416 12504.8 6737.2 4.241 2.914 3.30 Clay 100.0 19.41 0.74 n.a. n.a. 0.64 0.562 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

106.790 20.650 0.419 12523.5 6745.9 4.266 2.912 3.30 Clay 100.0 19.52 0.74 n.a. n.a. 0.64 0.562 n.a. n.a. n.a. n.a. 0.00 0.00106.960 21.040 0.398 12543.4 6755.2 4.372 2.695 3.28 Clay 100.0 19.89 0.74 n.a. n.a. 0.64 0.562 n.a. n.a. n.a. n.a. 0.00 0.00107.120 20.510 0.403 12562.1 6763.9 4.207 2.833 3.30 Clay 100.0 19.39 0.74 n.a. n.a. 0.64 0.562 n.a. n.a. n.a. n.a. 0.00 0.00107.280 20.180 0.405 12580.8 6772.6 4.102 2.913 3.32 Clay 100.0 19.07 0.74 n.a. n.a. 0.64 0.562 n.a. n.a. n.a. n.a. 0.00 0.00107.450 21.050 0.413 12600.7 6781.9 4.350 2.799 3.29 Clay 100.0 19.90 0.74 n.a. n.a. 0.64 0.562 n.a. n.a. n.a. n.a. 0.00 0.00107.610 21.130 0.441 12619.4 6790.6 4.365 2.974 3.30 Clay 100.0 19.97 0.74 n.a. n.a. 0.64 0.561 n.a. n.a. n.a. n.a. 0.00 0.00107.780 21.980 0.458 12639.2 6799.9 4.606 2.926 3.27 Clay 100.0 20.78 0.73 n.a. n.a. 0.64 0.561 n.a. n.a. n.a. n.a. 0.00 0.00107.940 24.070 0.609 12657.9 6808.6 5.211 3.434 3.27 Clay 100.0 22.75 0.73 n.a. n.a. 0.64 0.561 n.a. n.a. n.a. n.a. 0.00 0.00108.100 24.870 0.717 12676.7 6817.3 5.437 3.868 3.28 Clay 100.0 23.51 0.73 n.a. n.a. 0.64 0.561 n.a. n.a. n.a. n.a. 0.00 0.00108.270 31.200 0.811 12696.5 6826.6 7.281 3.263 3.13 Clay 100.0 29.49 0.73 n.a. n.a. 0.64 0.561 n.a. n.a. n.a. n.a. 0.00 0.00108.430 32.260 0.837 12715.2 6835.3 7.579 3.232 3.11 Clay 100.0 30.49 0.73 n.a. n.a. 0.64 0.561 n.a. n.a. n.a. n.a. 0.00 0.00108.600 35.020 0.823 12735.1 6844.5 8.372 2.871 3.05 Clay 100.0 33.10 0.73 n.a. n.a. 0.64 0.561 n.a. n.a. n.a. n.a. 0.00 0.00108.760 36.600 0.727 12753.8 6853.3 8.820 2.405 2.99 Clay 100.0 34.59 0.73 n.a. n.a. 0.64 0.560 n.a. n.a. n.a. n.a. 0.00 0.00108.920 35.620 0.644 12772.5 6862.0 8.520 2.204 2.98 Clay 100.0 33.67 0.73 n.a. n.a. 0.64 0.560 n.a. n.a. n.a. n.a. 0.00 0.00109.090 30.200 0.766 12792.4 6871.2 6.929 3.217 3.15 Clay 100.0 28.54 0.73 n.a. n.a. 0.64 0.560 n.a. n.a. n.a. n.a. 0.00 0.00109.250 29.700 0.775 12811.1 6880.0 6.772 3.327 3.16 Clay 100.0 28.07 0.73 n.a. n.a. 0.64 0.560 n.a. n.a. n.a. n.a. 0.00 0.00109.420 31.260 0.741 12831.0 6889.2 7.213 2.984 3.11 Clay 100.0 29.55 0.73 n.a. n.a. 0.64 0.560 n.a. n.a. n.a. n.a. 0.00 0.00109.580 28.960 0.650 12849.7 6898.0 6.534 2.885 3.14 Clay 100.0 27.37 0.73 n.a. n.a. 0.63 0.560 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

0.330 0.020 0.000 38.6 38.6 0.037 14.055 5.44 Unsaturated 100.0 0.02 1.70 0.03 53.98 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.000.820 0.080 0.001 95.9 95.9 0.669 4.365 4.09 Unsaturated 100.0 0.08 1.70 0.13 54.10 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.150 0.110 0.024 134.4 134.4 0.636 56.331 4.72 Unsaturated 100.0 0.10 1.70 0.18 54.16 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.310 0.340 0.022 153.1 153.1 3.440 8.427 3.63 Unsaturated 100.0 0.32 1.70 0.55 54.65 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.480 0.590 0.001 173.0 173.0 5.820 0.099 2.71 Unsaturated 80.1 0.56 1.70 0.95 53.26 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.640 1.990 0.320 191.7 191.7 19.760 16.878 3.27 Unsaturated 100.0 1.88 1.70 3.20 58.12 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.800 19.290 0.532 210.4 210.4 57.502 2.773 2.39 Unsaturated 53.8 18.23 1.70 31.00 86.58 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.001.970 44.190 0.641 230.3 230.3 126.277 1.453 1.95 Unsaturated 18.6 41.77 1.70 71.00 100.95 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.130 34.650 0.538 249.0 249.0 95.129 1.559 2.05 Unsaturated 27.4 32.75 1.70 55.68 98.98 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.300 28.920 0.424 268.9 268.9 76.327 1.473 2.11 Unsaturated 31.7 27.33 1.70 46.47 92.92 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.460 26.040 0.365 287.6 287.6 66.395 1.408 2.14 Unsaturated 34.4 24.61 1.70 41.84 89.74 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.620 24.690 0.337 306.3 306.3 60.958 1.373 2.16 Unsaturated 36.1 23.34 1.70 39.67 88.49 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.790 26.850 0.338 326.2 326.2 64.248 1.265 2.12 Unsaturated 32.9 25.38 1.70 43.14 90.04 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.002.950 25.670 0.343 344.9 344.9 59.697 1.346 2.17 Unsaturated 36.2 24.26 1.70 41.25 90.52 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.003.120 24.340 0.360 364.7 364.7 54.997 1.492 2.22 Unsaturated 40.7 23.01 1.70 39.11 90.90 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.003.280 24.930 0.353 383.4 383.4 54.928 1.429 2.21 Unsaturated 39.8 23.56 1.70 40.06 91.52 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.003.440 27.920 0.399 402.1 402.1 60.098 1.439 2.18 Unsaturated 37.5 26.39 1.70 44.86 95.92 1.00 0.455 1.100 n.a. n.a. n.a. 0.00 0.003.610 29.730 0.498 422.0 422.0 62.476 1.685 2.21 Unsaturated 40.0 28.10 1.70 47.77 101.23 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.003.770 30.960 0.453 440.7 440.7 63.664 1.475 2.17 Unsaturated 36.5 29.26 1.70 49.75 101.19 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.003.940 31.670 0.558 460.6 460.6 63.694 1.776 2.22 Unsaturated 40.7 29.93 1.70 50.89 105.55 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.004.100 27.620 0.575 479.3 479.3 54.377 2.100 2.32 Unsaturated 48.7 26.11 1.70 44.38 101.59 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.004.270 26.370 0.571 499.2 499.2 50.831 2.187 2.35 Unsaturated 51.4 24.92 1.70 42.37 100.14 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.004.430 25.630 0.599 517.9 517.9 48.473 2.362 2.39 Unsaturated 54.4 24.22 1.70 41.18 99.72 1.00 0.454 1.100 n.a. n.a. n.a. 0.00 0.004.590 24.010 0.653 536.6 536.6 44.563 2.751 2.46 Unsaturated 60.1 22.69 1.70 38.58 98.14 1.00 0.453 1.100 n.a. n.a. n.a. 0.00 0.004.760 20.180 0.725 556.4 556.4 47.915 3.641 2.52 Unsaturated 65.0 19.07 1.70 32.43 91.45 1.00 0.453 1.100 n.a. n.a. n.a. 0.00 0.004.920 17.340 0.744 575.1 575.1 40.116 4.360 2.63 Unsaturated 73.8 16.39 1.70 27.86 87.27 1.00 0.453 1.100 n.a. n.a. n.a. 0.00 0.005.090 16.510 0.629 595.0 595.0 37.244 3.882 2.62 Unsaturated 72.8 15.60 1.70 26.53 85.38 1.00 0.453 1.100 n.a. n.a. n.a. 0.00 0.005.250 18.800 0.667 613.7 613.7 41.572 3.605 2.57 Unsaturated 68.3 17.77 1.70 30.21 89.29 1.00 0.453 1.100 n.a. n.a. n.a. 0.00 0.005.410 17.120 0.746 632.4 632.4 36.989 4.439 2.67 Unsaturated 76.2 16.18 1.70 27.51 87.20 0.99 0.453 1.100 n.a. n.a. n.a. 0.00 0.005.580 14.290 0.741 652.3 652.3 42.814 5.307 2.68 Unsaturated 77.1 13.51 1.70 22.96 81.44 0.99 0.452 1.100 n.a. n.a. n.a. 0.00 0.005.740 13.960 0.576 671.0 671.0 40.609 4.227 2.62 Unsaturated 72.7 13.19 1.70 22.43 80.06 0.99 0.452 1.100 n.a. n.a. n.a. 0.00 0.005.910 15.040 0.366 690.9 690.9 30.405 2.493 2.56 Unsaturated 67.9 14.22 1.70 24.17 81.43 0.99 0.452 1.100 n.a. n.a. n.a. 0.00 0.006.070 17.080 0.219 709.6 709.6 27.299 1.308 2.43 Unsaturated 57.7 16.14 1.70 27.44 83.23 0.99 0.452 1.100 n.a. n.a. n.a. 0.00 0.006.230 18.730 0.154 728.3 728.3 29.589 0.839 2.30 Unsaturated 47.2 17.70 1.70 30.10 82.95 0.99 0.452 1.099 n.a. n.a. n.a. 0.00 0.006.400 20.900 0.155 748.2 748.2 32.627 0.753 2.24 Unsaturated 42.4 19.75 1.70 33.58 85.01 0.99 0.452 1.098 n.a. n.a. n.a. 0.00 0.006.560 22.400 0.158 766.9 766.9 34.567 0.715 2.21 Unsaturated 39.8 21.17 1.70 35.99 86.48 0.99 0.451 1.097 n.a. n.a. n.a. 0.00 0.006.730 22.250 0.152 786.7 786.7 33.880 0.694 2.21 Unsaturated 39.9 21.03 1.69 35.56 86.01 0.99 0.451 1.094 n.a. n.a. n.a. 0.00 0.006.890 24.770 0.149 805.4 805.4 37.330 0.611 2.15 Unsaturated 34.8 23.41 1.67 39.03 86.70 0.99 0.451 1.093 n.a. n.a. n.a. 0.00 0.007.050 29.340 0.177 824.1 824.1 43.811 0.612 2.09 Unsaturated 30.0 27.73 1.64 45.35 89.80 0.99 0.451 1.093 n.a. n.a. n.a. 0.00 0.007.220 26.630 0.237 844.0 844.0 39.222 0.905 2.21 Unsaturated 40.2 25.17 1.61 40.44 92.24 0.99 0.451 1.092 n.a. n.a. n.a. 0.00 0.007.380 24.040 0.330 862.7 862.7 34.947 1.398 2.36 Unsaturated 51.9 22.72 1.59 36.09 92.38 0.99 0.450 1.090 n.a. n.a. n.a. 0.00 0.007.550 23.190 0.518 882.6 882.6 33.293 2.279 2.51 Unsaturated 63.5 21.92 1.57 34.32 93.55 0.99 0.450 1.088 n.a. n.a. n.a. 0.00 0.007.710 20.820 0.548 901.3 901.3 29.500 2.689 2.59 Unsaturated 70.4 19.68 1.56 30.68 90.32 0.99 0.450 1.084 n.a. n.a. n.a. 0.00 0.007.870 21.450 0.641 920.0 920.0 35.541 3.053 2.57 Unsaturated 68.4 20.27 1.54 31.25 90.66 0.99 0.450 1.082 n.a. n.a. n.a. 0.00 0.008.040 19.500 0.538 939.9 939.9 31.744 2.824 2.58 Unsaturated 69.6 18.43 1.54 28.30 87.07 0.99 0.450 1.078 n.a. n.a. n.a. 0.00 0.008.200 29.280 0.461 958.6 958.6 40.445 1.600 2.35 Unsaturated 50.6 27.67 1.49 41.18 98.33 0.99 0.449 1.083 n.a. n.a. n.a. 0.00 0.008.370 35.060 0.374 978.5 978.5 48.052 1.082 2.18 Unsaturated 37.7 33.14 1.47 48.60 100.70 0.99 0.449 1.082 n.a. n.a. n.a. 0.00 0.008.530 31.880 0.380 997.2 997.2 43.208 1.209 2.25 Unsaturated 43.0 30.13 1.46 43.96 98.27 0.99 0.449 1.079 n.a. n.a. n.a. 0.00 0.008.690 26.980 0.370 1015.9 1015.9 36.111 1.398 2.35 Unsaturated 51.0 25.50 1.46 37.16 93.39 0.99 0.449 1.074 n.a. n.a. n.a. 0.00 0.008.860 23.810 0.368 1035.7 1035.7 31.467 1.579 2.43 Unsaturated 57.3 22.50 1.45 32.67 89.80 0.99 0.449 1.070 n.a. n.a. n.a. 0.00 0.009.020 21.540 0.412 1054.4 1054.4 28.135 1.960 2.52 Unsaturated 64.9 20.36 1.44 29.39 87.53 0.99 0.448 1.067 n.a. n.a. n.a. 0.00 0.009.190 19.080 0.542 1074.3 1074.3 28.168 2.925 2.63 Unsaturated 73.5 18.03 1.44 25.90 84.69 0.99 0.448 1.064 n.a. n.a. n.a. 0.00 0.009.350 15.220 0.562 1093.0 1093.0 26.850 3.832 2.72 Unsaturated 80.9 14.39 1.44 20.67 79.00 0.98 0.448 1.060 n.a. n.a. n.a. 0.00 0.009.510 12.800 0.468 1111.7 1111.7 22.027 3.825 2.79 Unsaturated 86.0 12.10 1.43 17.33 75.29 0.98 0.448 1.056 n.a. n.a. n.a. 0.00 0.009.680 11.870 0.450 1131.6 1131.6 19.979 3.980 2.83 Unsaturated 89.5 11.22 1.42 15.96 73.87 0.98 0.448 1.054 n.a. n.a. n.a. 0.00 0.009.840 9.710 0.439 1150.3 1150.3 15.883 4.805 2.96 Unsaturated 99.8 9.18 1.42 13.00 70.95 0.98 0.447 1.052 n.a. n.a. n.a. 0.00 0.00

10.010 8.740 0.337 1170.2 1170.2 13.938 4.129 2.96 Clay 100.0 8.26 1.17 n.a. n.a. 0.98 0.447 n.a. n.a. n.a. n.a. 0.00 0.0010.170 8.230 0.272 1188.9 1188.9 12.845 3.568 2.95 Clay 99.2 7.78 1.16 n.a. n.a. 0.98 0.451 n.a. n.a. n.a. n.a. 0.00 0.0010.330 8.490 0.331 1207.6 1207.6 13.061 4.200 2.99 Clay 100.0 8.02 1.16 n.a. n.a. 0.98 0.455 n.a. n.a. n.a. n.a. 0.00 0.0010.500 9.260 0.378 1227.5 1227.5 14.088 4.368 2.97 Clay 100.0 8.75 1.15 n.a. n.a. 0.98 0.458 n.a. n.a. n.a. n.a. 0.00 0.0010.660 9.890 0.359 1246.2 1246.2 14.873 3.872 2.92 Clay 96.9 9.35 1.15 n.a. n.a. 0.98 0.462 n.a. n.a. n.a. n.a. 0.00 0.0010.830 9.100 0.362 1266.0 1266.0 13.376 4.280 2.99 Clay 100.0 8.60 1.15 n.a. n.a. 0.98 0.465 n.a. n.a. n.a. n.a. 0.00 0.0010.990 8.770 0.352 1284.7 1284.7 12.653 4.332 3.01 Clay 100.0 8.29 1.14 n.a. n.a. 0.98 0.469 n.a. n.a. n.a. n.a. 0.00 0.0011.150 8.790 0.321 1303.4 1303.4 12.487 3.944 2.99 Clay 100.0 8.31 1.14 n.a. n.a. 0.98 0.472 n.a. n.a. n.a. n.a. 0.00 0.0011.320 9.580 0.272 1323.3 1323.3 13.479 3.048 2.89 Clay 94.6 9.05 1.13 n.a. n.a. 0.98 0.475 n.a. n.a. n.a. n.a. 0.00 0.00

CPT No. PGA (Amax)





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)






'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

22.150 9.510 0.486 2588.4 1986.2 8.273 5.920 3.24 Clay 100.0 8.99 1.02 n.a. n.a. 0.94 0.608 n.a. n.a. n.a. n.a. 0.00 0.0022.310 9.180 0.531 2607.1 1994.9 7.897 6.747 3.29 Clay 100.0 8.68 1.02 n.a. n.a. 0.94 0.609 n.a. n.a. n.a. n.a. 0.00 0.0022.470 8.380 0.478 2625.7 2003.6 7.054 6.769 3.33 Clay 100.0 7.92 1.01 n.a. n.a. 0.94 0.610 n.a. n.a. n.a. n.a. 0.00 0.0022.640 7.550 0.403 2645.6 2012.9 6.187 6.478 3.36 Clay 100.0 7.14 1.01 n.a. n.a. 0.94 0.611 n.a. n.a. n.a. n.a. 0.00 0.0022.800 7.320 0.299 2664.3 2021.6 5.924 4.990 3.31 Clay 100.0 6.92 1.01 n.a. n.a. 0.94 0.612 n.a. n.a. n.a. n.a. 0.00 0.0022.970 7.610 0.297 2684.1 2030.8 6.173 4.742 3.28 Clay 100.0 7.19 1.01 n.a. n.a. 0.94 0.613 n.a. n.a. n.a. n.a. 0.00 0.0023.130 7.810 0.322 2702.8 2039.5 6.333 4.986 3.29 Clay 100.0 7.38 1.01 n.a. n.a. 0.94 0.614 n.a. n.a. n.a. n.a. 0.00 0.0023.290 8.010 0.326 2721.5 2048.2 6.493 4.895 3.27 Clay 100.0 7.57 1.01 n.a. n.a. 0.94 0.615 n.a. n.a. n.a. n.a. 0.00 0.0023.460 7.470 0.279 2741.4 2057.5 5.929 4.574 3.29 Clay 100.0 7.06 1.01 n.a. n.a. 0.94 0.616 n.a. n.a. n.a. n.a. 0.00 0.0023.620 7.080 0.253 2760.1 2066.2 5.517 4.444 3.31 Clay 100.0 6.69 1.01 n.a. n.a. 0.94 0.617 n.a. n.a. n.a. n.a. 0.00 0.0023.790 7.370 0.235 2779.9 2075.4 5.763 3.933 3.26 Clay 100.0 6.97 1.01 n.a. n.a. 0.94 0.618 n.a. n.a. n.a. n.a. 0.00 0.0023.950 7.200 0.245 2798.6 2084.1 5.567 4.220 3.29 Clay 100.0 6.81 1.00 n.a. n.a. 0.94 0.619 n.a. n.a. n.a. n.a. 0.00 0.0024.110 7.580 0.251 2817.3 2092.8 5.898 4.072 3.26 Clay 100.0 7.16 1.00 n.a. n.a. 0.94 0.620 n.a. n.a. n.a. n.a. 0.00 0.0024.280 7.460 0.257 2837.2 2102.1 5.748 4.246 3.28 Clay 100.0 7.05 1.00 n.a. n.a. 0.94 0.621 n.a. n.a. n.a. n.a. 0.00 0.0024.440 7.920 0.251 2855.8 2110.8 6.151 3.866 3.23 Clay 100.0 7.49 1.00 n.a. n.a. 0.94 0.622 n.a. n.a. n.a. n.a. 0.00 0.0024.610 9.020 0.295 2875.7 2120.0 7.153 3.895 3.18 Clay 100.0 8.53 1.00 n.a. n.a. 0.94 0.623 n.a. n.a. n.a. n.a. 0.00 0.0024.770 8.200 0.264 2894.4 2128.7 6.344 3.911 3.22 Clay 100.0 7.75 1.00 n.a. n.a. 0.93 0.624 n.a. n.a. n.a. n.a. 0.00 0.0024.930 8.270 0.204 2913.1 2137.4 6.375 2.997 3.16 Clay 100.0 7.82 1.00 n.a. n.a. 0.93 0.625 n.a. n.a. n.a. n.a. 0.00 0.0025.100 8.540 0.211 2932.9 2146.7 6.590 2.977 3.15 Clay 100.0 8.07 1.00 n.a. n.a. 0.93 0.626 n.a. n.a. n.a. n.a. 0.00 0.0025.260 9.220 0.191 2951.6 2155.4 7.186 2.470 3.07 Clay 100.0 8.71 1.00 n.a. n.a. 0.93 0.626 n.a. n.a. n.a. n.a. 0.00 0.0025.430 8.210 0.241 2971.5 2164.6 6.213 3.578 3.21 Clay 100.0 7.76 0.99 n.a. n.a. 0.93 0.627 n.a. n.a. n.a. n.a. 0.00 0.0025.590 7.430 0.171 2990.2 2173.3 5.462 2.881 3.21 Clay 100.0 7.02 0.99 n.a. n.a. 0.93 0.628 n.a. n.a. n.a. n.a. 0.00 0.0025.750 7.590 0.208 3008.9 2182.1 5.578 3.420 3.24 Clay 100.0 7.17 0.99 n.a. n.a. 0.93 0.629 n.a. n.a. n.a. n.a. 0.00 0.0025.920 8.450 0.347 3028.7 2191.3 6.330 4.997 3.29 Clay 100.0 7.99 0.99 n.a. n.a. 0.93 0.630 n.a. n.a. n.a. n.a. 0.00 0.0026.080 13.180 0.390 3047.4 2200.0 10.597 3.346 3.00 Clay 100.0 12.46 0.99 n.a. n.a. 0.93 0.631 n.a. n.a. n.a. n.a. 0.00 0.0026.250 11.690 0.391 3067.3 2209.3 9.194 3.853 3.09 Clay 100.0 11.05 0.99 n.a. n.a. 0.93 0.631 n.a. n.a. n.a. n.a. 0.00 0.0026.410 8.650 0.358 3085.9 2218.0 6.409 5.030 3.28 Clay 100.0 8.18 0.99 n.a. n.a. 0.93 0.632 n.a. n.a. n.a. n.a. 0.00 0.0026.570 8.470 0.353 3104.6 2226.7 6.214 5.104 3.30 Clay 100.0 8.01 0.99 n.a. n.a. 0.93 0.633 n.a. n.a. n.a. n.a. 0.00 0.0026.740 8.530 0.367 3124.5 2235.9 6.233 5.266 3.31 Clay 100.0 8.06 0.99 n.a. n.a. 0.93 0.634 n.a. n.a. n.a. n.a. 0.00 0.0026.900 8.380 0.335 3143.2 2244.6 6.066 4.926 3.30 Clay 100.0 7.92 0.98 n.a. n.a. 0.93 0.634 n.a. n.a. n.a. n.a. 0.00 0.0027.070 8.600 0.274 3163.0 2253.9 6.228 3.898 3.23 Clay 100.0 8.13 0.98 n.a. n.a. 0.93 0.635 n.a. n.a. n.a. n.a. 0.00 0.0027.230 8.480 0.278 3181.7 2262.6 6.090 4.040 3.25 Clay 100.0 8.02 0.98 n.a. n.a. 0.93 0.636 n.a. n.a. n.a. n.a. 0.00 0.0027.400 8.790 0.309 3201.6 2271.8 6.329 4.295 3.25 Clay 100.0 8.31 0.98 n.a. n.a. 0.92 0.637 n.a. n.a. n.a. n.a. 0.00 0.0027.560 11.840 0.337 3220.3 2280.5 8.972 3.293 3.06 Clay 100.0 11.19 0.98 n.a. n.a. 0.92 0.637 n.a. n.a. n.a. n.a. 0.00 0.0027.720 14.750 0.322 3238.9 2289.2 11.472 2.451 2.90 Clay 94.9 13.94 0.98 n.a. n.a. 0.92 0.638 n.a. n.a. n.a. n.a. 0.00 0.0027.890 13.930 0.282 3258.8 2298.5 10.703 2.289 2.91 Clay 95.6 13.17 0.98 n.a. n.a. 0.92 0.639 n.a. n.a. n.a. n.a. 0.00 0.0028.050 11.640 0.219 3277.5 2307.2 8.670 2.187 2.97 Clay 100.0 11.00 0.98 n.a. n.a. 0.92 0.639 n.a. n.a. n.a. n.a. 0.00 0.0028.220 9.250 0.252 3297.3 2316.4 6.563 3.309 3.17 Clay 100.0 8.74 0.98 n.a. n.a. 0.92 0.640 n.a. n.a. n.a. n.a. 0.00 0.0028.380 8.020 0.259 3316.0 2325.1 5.472 4.063 3.29 Clay 100.0 7.58 0.98 n.a. n.a. 0.92 0.640 n.a. n.a. n.a. n.a. 0.00 0.0028.540 8.760 0.237 3334.7 2333.8 6.078 3.334 3.20 Clay 100.0 8.28 0.97 n.a. n.a. 0.92 0.641 n.a. n.a. n.a. n.a. 0.00 0.0028.710 9.950 0.336 3354.6 2343.1 7.061 4.056 3.20 Clay 100.0 9.40 0.97 n.a. n.a. 0.92 0.642 n.a. n.a. n.a. n.a. 0.00 0.0028.870 11.550 0.349 3373.3 2351.8 8.388 3.539 3.10 Clay 100.0 10.92 0.97 n.a. n.a. 0.92 0.642 n.a. n.a. n.a. n.a. 0.00 0.0029.040 17.590 0.452 3393.1 2361.0 13.463 2.843 2.88 Clay 93.2 16.63 0.97 n.a. n.a. 0.92 0.643 n.a. n.a. n.a. n.a. 0.00 0.0029.200 13.390 0.705 3411.8 2369.7 9.861 6.036 3.18 Clay 100.0 12.66 0.97 n.a. n.a. 0.92 0.643 n.a. n.a. n.a. n.a. 0.00 0.0029.360 23.100 0.884 3430.5 2378.4 17.982 4.134 2.88 Clay 93.2 21.83 0.97 n.a. n.a. 0.92 0.644 n.a. n.a. n.a. n.a. 0.00 0.0029.530 41.480 0.635 3450.4 2387.7 35.373 1.597 2.39 Sand 54.3 39.95 1.8 71.91 0.95 68.27 134.14 0.92 0.644 0.983 0.211 0.312 0.48 0.02 0.0529.690 42.270 0.791 3469.0 2396.4 36.002 1.952 2.44 Sand 58.0 1.8 71.91 0.95 68.18 135.38 0.92 0.645 0.982 0.216 0.321 0.50 0.02 0.0529.860 39.340 0.984 3488.9 2405.6 33.327 2.618 2.54 Sand 66.6 39.95 1.8 71.91 0.95 68.10 137.74 0.91 0.646 0.982 0.225 0.339 0.53 0.02 0.0430.020 36.740 0.973 3507.6 2414.3 28.982 2.781 2.61 Clay 71.6 34.73 0.97 n.a. n.a. 0.91 0.646 n.a. n.a. n.a. n.a. 0.00 0.0030.180 57.580 0.934 3526.3 2423.0 49.301 1.673 2.29 Sand 46.2 65.83 1.8 118.49 0.95 113.04 186.74 0.91 0.647 0.969 0.967 2.062 3.19 0.00 0.0030.350 69.650 0.617 3546.1 2432.3 59.839 0.908 2.06 Sand 28.0 1.8 118.50 0.95 112.46 167.54 0.91 0.647 0.974 0.465 0.858 1.33 0.00 0.0030.510 57.120 0.708 3564.8 2441.0 48.698 1.279 2.22 Sand 40.8 65.83 1.8 118.49 0.95 112.65 182.40 0.91 0.648 0.969 0.801 1.653 2.55 0.00 0.0030.680 38.370 0.944 3584.7 2450.2 32.128 2.581 2.55 plastic Clay 67.2 36.27 0.96 n.a. n.a. 0.91 0.648 n.a. n.a. n.a. n.a. 0.00 0.0030.840 17.240 0.745 3603.4 2458.9 12.557 4.826 3.04 Clay 100.0 16.29 0.96 n.a. n.a. 0.91 0.649 n.a. n.a. n.a. n.a. 0.00 0.0031.000 12.290 0.604 3622.1 2467.7 8.493 5.766 3.22 Clay 100.0 11.62 0.96 n.a. n.a. 0.91 0.649 n.a. n.a. n.a. n.a. 0.00 0.0031.170 10.720 0.358 3641.9 2476.9 7.186 4.023 3.19 Clay 100.0 10.13 0.96 n.a. n.a. 0.91 0.649 n.a. n.a. n.a. n.a. 0.00 0.0031.330 10.120 0.428 3660.6 2485.6 6.670 5.161 3.28 Clay 100.0 9.57 0.96 n.a. n.a. 0.91 0.650 n.a. n.a. n.a. n.a. 0.00 0.0031.500 10.980 0.433 3680.5 2494.9 7.327 4.733 3.22 Clay 100.0 10.38 0.96 n.a. n.a. 0.91 0.650 n.a. n.a. n.a. n.a. 0.00 0.0031.660 28.920 0.494 3699.1 2503.6 23.523 1.826 2.57 plastic Clay 68.5 27.33 0.96 n.a. n.a. 0.91 0.651 n.a. n.a. n.a. n.a. 0.00 0.0031.820 34.340 0.886 3717.8 2512.3 25.858 2.729 2.64 Clay 74.3 32.46 0.96 n.a. n.a. 0.91 0.651 n.a. n.a. n.a. n.a. 0.00 0.0031.990 35.810 0.588 3737.7 2521.5 29.388 1.733 2.48 Sand 61.2 1.8 60.92 0.92 56.26 121.08 0.91 0.652 0.978 0.174 0.237 0.36 0.03 0.0532.150 33.890 0.803 3756.4 2530.2 25.304 2.507 2.63 Clay 73.0 32.03 0.95 n.a. n.a. 0.91 0.652 n.a. n.a. n.a. n.a. 0.00 0.0032.320 17.240 0.691 3776.2 2539.5 12.091 4.500 3.03 Clay 100.0 16.29 0.95 n.a. n.a. 0.90 0.652 n.a. n.a. n.a. n.a. 0.00 0.0032.480 10.520 0.545 3794.9 2548.2 6.768 6.318 3.32 Clay 100.0 9.94 0.95 n.a. n.a. 0.90 0.653 n.a. n.a. n.a. n.a. 0.00 0.0032.640 9.530 0.346 3813.6 2556.9 5.963 4.536 3.28 Clay 100.0 9.01 0.95 n.a. n.a. 0.90 0.653 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

32.810 9.120 0.303 3833.5 2566.1 5.614 4.211 3.29 Clay 100.0 8.62 0.95 n.a. n.a. 0.90 0.653 n.a. n.a. n.a. n.a. 0.00 0.0032.970 9.300 0.354 3852.1 2574.8 5.728 4.794 3.31 Clay 100.0 8.79 0.95 n.a. n.a. 0.90 0.654 n.a. n.a. n.a. n.a. 0.00 0.0033.140 9.730 0.375 3872.0 2584.1 6.032 4.813 3.29 Clay 100.0 9.20 0.95 n.a. n.a. 0.90 0.654 n.a. n.a. n.a. n.a. 0.00 0.0033.300 9.580 0.323 3890.7 2592.8 5.889 4.228 3.27 Clay 100.0 9.05 0.95 n.a. n.a. 0.90 0.655 n.a. n.a. n.a. n.a. 0.00 0.0033.460 8.840 0.271 3909.4 2601.5 5.293 3.940 3.29 Clay 100.0 8.36 0.95 n.a. n.a. 0.90 0.655 n.a. n.a. n.a. n.a. 0.00 0.0033.630 9.660 0.264 3929.2 2610.7 5.895 3.424 3.22 Clay 100.0 9.13 0.95 n.a. n.a. 0.90 0.655 n.a. n.a. n.a. n.a. 0.00 0.0033.790 11.950 0.524 3947.9 2619.4 7.617 5.257 3.23 Clay 100.0 11.29 0.95 n.a. n.a. 0.90 0.655 n.a. n.a. n.a. n.a. 0.00 0.0033.960 15.610 0.297 3967.8 2628.7 10.367 2.177 2.91 Clay 95.6 14.75 0.94 n.a. n.a. 0.90 0.656 n.a. n.a. n.a. n.a. 0.00 0.0034.120 11.800 0.302 3986.5 2637.4 7.437 3.076 3.11 Clay 100.0 11.15 0.94 n.a. n.a. 0.90 0.656 n.a. n.a. n.a. n.a. 0.00 0.0034.280 10.160 0.287 4005.2 2646.1 6.166 3.512 3.21 Clay 100.0 9.60 0.94 n.a. n.a. 0.90 0.656 n.a. n.a. n.a. n.a. 0.00 0.0034.450 13.720 0.293 4025.0 2655.3 8.818 2.506 3.00 Clay 100.0 12.97 0.94 n.a. n.a. 0.90 0.657 n.a. n.a. n.a. n.a. 0.00 0.0034.610 10.560 0.283 4043.7 2664.0 6.410 3.312 3.18 Clay 100.0 9.98 0.94 n.a. n.a. 0.90 0.657 n.a. n.a. n.a. n.a. 0.00 0.0034.780 9.420 0.298 4063.6 2673.3 5.527 4.033 3.28 Clay 100.0 8.90 0.94 n.a. n.a. 0.89 0.657 n.a. n.a. n.a. n.a. 0.00 0.0034.940 9.900 0.259 4082.2 2682.0 5.860 3.292 3.21 Clay 100.0 9.36 0.94 n.a. n.a. 0.89 0.658 n.a. n.a. n.a. n.a. 0.00 0.0035.100 16.560 0.317 4100.9 2690.7 10.785 2.186 2.89 Clay 94.5 15.65 0.94 n.a. n.a. 0.89 0.658 n.a. n.a. n.a. n.a. 0.00 0.0035.270 10.910 0.394 4120.8 2699.9 6.555 4.451 3.25 Clay 100.0 10.31 0.94 n.a. n.a. 0.89 0.658 n.a. n.a. n.a. n.a. 0.00 0.0035.430 9.880 0.346 4139.5 2708.6 5.767 4.434 3.29 Clay 100.0 9.34 0.94 n.a. n.a. 0.89 0.658 n.a. n.a. n.a. n.a. 0.00 0.0035.600 10.410 0.364 4159.3 2717.9 6.130 4.367 3.26 Clay 100.0 9.84 0.94 n.a. n.a. 0.89 0.659 n.a. n.a. n.a. n.a. 0.00 0.0035.760 10.700 0.406 4178.0 2726.6 6.316 4.715 3.27 Clay 100.0 10.11 0.94 n.a. n.a. 0.89 0.659 n.a. n.a. n.a. n.a. 0.00 0.0035.930 11.020 0.425 4197.9 2735.8 6.522 4.767 3.26 Clay 100.0 10.42 0.93 n.a. n.a. 0.89 0.659 n.a. n.a. n.a. n.a. 0.00 0.0036.090 11.210 0.463 4216.6 2744.5 6.633 5.087 3.27 Clay 100.0 10.60 0.93 n.a. n.a. 0.89 0.659 n.a. n.a. n.a. n.a. 0.00 0.0036.250 11.990 0.494 4235.3 2753.3 7.171 4.999 3.24 Clay 100.0 11.33 0.93 n.a. n.a. 0.89 0.659 n.a. n.a. n.a. n.a. 0.00 0.0036.420 11.640 0.490 4255.1 2762.5 6.887 5.150 3.26 Clay 100.0 11.00 0.93 n.a. n.a. 0.89 0.660 n.a. n.a. n.a. n.a. 0.00 0.0036.580 11.450 0.464 4273.8 2771.2 6.721 4.983 3.26 Clay 100.0 10.82 0.93 n.a. n.a. 0.89 0.660 n.a. n.a. n.a. n.a. 0.00 0.0036.750 11.170 0.460 4293.7 2780.5 6.490 5.098 3.28 Clay 100.0 10.56 0.93 n.a. n.a. 0.89 0.660 n.a. n.a. n.a. n.a. 0.00 0.0036.910 10.970 0.463 4312.3 2789.2 6.320 5.249 3.30 Clay 100.0 10.37 0.93 n.a. n.a. 0.89 0.660 n.a. n.a. n.a. n.a. 0.00 0.0037.070 11.020 0.457 4331.0 2797.9 6.329 5.166 3.30 Clay 100.0 10.42 0.93 n.a. n.a. 0.89 0.660 n.a. n.a. n.a. n.a. 0.00 0.0037.240 11.050 0.458 4350.9 2807.1 6.323 5.164 3.30 Clay 100.0 10.44 0.93 n.a. n.a. 0.88 0.661 n.a. n.a. n.a. n.a. 0.00 0.0037.400 11.100 0.321 4369.6 2815.8 6.332 3.604 3.21 Clay 100.0 10.49 0.93 n.a. n.a. 0.88 0.661 n.a. n.a. n.a. n.a. 0.00 0.0037.570 11.280 0.225 4389.4 2825.1 6.432 2.474 3.11 Clay 100.0 10.66 0.93 n.a. n.a. 0.88 0.661 n.a. n.a. n.a. n.a. 0.00 0.0037.730 10.860 0.264 4408.1 2833.8 6.109 3.045 3.18 Clay 100.0 10.26 0.93 n.a. n.a. 0.88 0.661 n.a. n.a. n.a. n.a. 0.00 0.0037.890 11.430 0.399 4426.8 2842.5 6.485 4.327 3.24 Clay 100.0 10.80 0.93 n.a. n.a. 0.88 0.661 n.a. n.a. n.a. n.a. 0.00 0.0038.060 12.350 0.502 4446.7 2851.7 7.102 4.958 3.24 Clay 100.0 11.67 0.92 n.a. n.a. 0.88 0.661 n.a. n.a. n.a. n.a. 0.00 0.0038.220 12.380 0.519 4465.3 2860.4 7.095 5.110 3.25 Clay 100.0 11.70 0.92 n.a. n.a. 0.88 0.661 n.a. n.a. n.a. n.a. 0.00 0.0038.390 12.720 0.534 4485.2 2869.7 7.302 5.101 3.24 Clay 100.0 12.02 0.92 n.a. n.a. 0.88 0.662 n.a. n.a. n.a. n.a. 0.00 0.0038.550 13.560 0.571 4503.9 2878.4 7.857 5.050 3.21 Clay 100.0 12.82 0.92 n.a. n.a. 0.88 0.662 n.a. n.a. n.a. n.a. 0.00 0.0038.710 14.200 0.624 4522.6 2887.1 8.270 5.228 3.21 Clay 100.0 13.42 0.92 n.a. n.a. 0.88 0.662 n.a. n.a. n.a. n.a. 0.00 0.0038.880 14.190 0.682 4542.4 2896.3 8.230 5.724 3.23 Clay 100.0 13.41 0.92 n.a. n.a. 0.88 0.662 n.a. n.a. n.a. n.a. 0.00 0.0039.040 14.120 0.689 4561.1 2905.0 8.151 5.820 3.24 Clay 100.0 13.35 0.92 n.a. n.a. 0.88 0.662 n.a. n.a. n.a. n.a. 0.00 0.0039.210 14.170 0.730 4581.0 2914.3 8.153 6.144 3.25 Clay 100.0 13.39 0.92 n.a. n.a. 0.88 0.662 n.a. n.a. n.a. n.a. 0.00 0.0039.370 14.040 0.802 4599.7 2923.0 8.033 6.831 3.29 Clay 100.0 13.27 0.92 n.a. n.a. 0.88 0.662 n.a. n.a. n.a. n.a. 0.00 0.0039.530 15.600 0.815 4618.4 2931.7 9.067 6.131 3.22 Clay 100.0 14.74 0.92 n.a. n.a. 0.87 0.662 n.a. n.a. n.a. n.a. 0.00 0.0039.700 15.310 0.765 4638.2 2940.9 8.835 5.887 3.21 Clay 100.0 14.47 0.92 n.a. n.a. 0.87 0.662 n.a. n.a. n.a. n.a. 0.00 0.0039.860 15.060 0.755 4656.9 2949.6 8.633 5.930 3.22 Clay 100.0 14.23 0.92 n.a. n.a. 0.87 0.662 n.a. n.a. n.a. n.a. 0.00 0.0040.030 15.260 0.773 4676.8 2958.9 8.734 5.979 3.22 Clay 100.0 14.42 0.92 n.a. n.a. 0.87 0.663 n.a. n.a. n.a. n.a. 0.00 0.0040.190 15.670 0.766 4695.4 2967.6 8.979 5.746 3.20 Clay 100.0 14.81 0.91 n.a. n.a. 0.87 0.663 n.a. n.a. n.a. n.a. 0.00 0.0040.350 16.030 0.747 4714.1 2976.3 9.188 5.461 3.18 Clay 100.0 15.15 0.91 n.a. n.a. 0.87 0.663 n.a. n.a. n.a. n.a. 0.00 0.0040.520 16.700 0.759 4734.0 2985.5 9.602 5.293 3.16 Clay 100.0 15.78 0.91 n.a. n.a. 0.87 0.663 n.a. n.a. n.a. n.a. 0.00 0.0040.680 16.400 0.736 4752.7 2994.2 9.367 5.246 3.16 Clay 100.0 15.50 0.91 n.a. n.a. 0.87 0.663 n.a. n.a. n.a. n.a. 0.00 0.0040.850 15.720 0.697 4772.5 3003.5 8.879 5.230 3.18 Clay 100.0 14.86 0.91 n.a. n.a. 0.87 0.663 n.a. n.a. n.a. n.a. 0.00 0.0041.010 15.580 0.612 4791.2 3012.2 8.754 4.643 3.15 Clay 100.0 14.73 0.91 n.a. n.a. 0.87 0.663 n.a. n.a. n.a. n.a. 0.00 0.0041.170 15.540 0.577 4809.9 3020.9 8.696 4.391 3.14 Clay 100.0 14.69 0.91 n.a. n.a. 0.87 0.663 n.a. n.a. n.a. n.a. 0.00 0.0041.340 15.370 0.526 4829.8 3030.1 8.551 4.056 3.13 Clay 100.0 14.53 0.91 n.a. n.a. 0.87 0.663 n.a. n.a. n.a. n.a. 0.00 0.0041.500 15.880 0.576 4848.5 3038.9 8.856 4.278 3.13 Clay 100.0 15.01 0.91 n.a. n.a. 0.87 0.663 n.a. n.a. n.a. n.a. 0.00 0.0041.670 19.530 0.516 4868.3 3048.1 11.217 3.018 2.96 Clay 99.6 18.46 0.91 n.a. n.a. 0.87 0.663 n.a. n.a. n.a. n.a. 0.00 0.0041.830 21.420 0.560 4887.0 3056.8 12.416 2.952 2.92 Clay 96.3 20.25 0.91 n.a. n.a. 0.86 0.663 n.a. n.a. n.a. n.a. 0.00 0.0041.990 18.200 0.445 4905.7 3065.5 10.274 2.823 2.97 Clay 100.0 17.20 0.91 n.a. n.a. 0.86 0.663 n.a. n.a. n.a. n.a. 0.00 0.0042.160 17.250 0.492 4925.5 3074.8 9.618 3.327 3.04 Clay 100.0 16.30 0.91 n.a. n.a. 0.86 0.663 n.a. n.a. n.a. n.a. 0.00 0.0042.320 16.650 0.475 4944.2 3083.5 9.196 3.352 3.05 Clay 100.0 15.74 0.91 n.a. n.a. 0.86 0.663 n.a. n.a. n.a. n.a. 0.00 0.0042.490 19.960 0.615 4964.1 3092.7 11.303 3.516 2.99 Clay 100.0 18.87 0.90 n.a. n.a. 0.86 0.663 n.a. n.a. n.a. n.a. 0.00 0.0042.650 20.600 0.959 4982.8 3101.4 11.678 5.297 3.09 Clay 100.0 19.47 0.90 n.a. n.a. 0.86 0.663 n.a. n.a. n.a. n.a. 0.00 0.0042.810 35.950 1.253 5001.5 3110.1 21.510 3.745 2.79 Clay 86.2 33.98 0.90 n.a. n.a. 0.86 0.663 n.a. n.a. n.a. n.a. 0.00 0.0042.980 43.210 1.951 5021.3 3119.4 26.095 4.794 2.80 Clay 86.8 40.84 0.90 n.a. n.a. 0.86 0.663 n.a. n.a. n.a. n.a. 0.00 0.0043.140 65.660 2.376 5040.0 3128.1 49.084 3.762 2.53 plastic Clay 65.2 62.06 0.90 n.a. n.a. 0.86 0.663 n.a. n.a. n.a. n.a. 0.00 0.0043.310 86.440 2.438 5059.9 3137.3 65.134 2.905 2.36 Sand 51.9 84.46 1.8 152.03 0.89 134.72 217.47 0.86 0.663 0.882 5.886 11.419 17.22 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

43.470 89.360 2.265 5078.5 3146.0 67.300 2.609 2.32 Sand 48.5 1.8 152.03 0.88 134.45 215.14 0.86 0.663 0.881 4.966 9.625 14.52 0.00 0.0043.640 64.130 2.081 5098.4 3155.3 47.665 3.379 2.50 Sand 63.3 84.46 1.8 152.03 0.89 134.82 222.58 0.86 0.663 0.880 8.737 16.918 25.52 0.00 0.0043.800 39.390 1.776 5117.1 3164.0 23.282 4.823 2.84 Clay 89.9 37.23 0.90 n.a. n.a. 0.86 0.663 n.a. n.a. n.a. n.a. 0.00 0.0043.960 26.770 1.577 5135.8 3172.7 15.257 6.516 3.06 Clay 100.0 25.30 0.90 n.a. n.a. 0.86 0.663 n.a. n.a. n.a. n.a. 0.00 0.0044.130 24.920 0.844 5155.6 3181.9 14.043 3.779 2.94 Clay 97.9 23.55 0.90 n.a. n.a. 0.86 0.663 n.a. n.a. n.a. n.a. 0.00 0.0044.290 21.250 0.587 5174.3 3190.6 11.699 3.144 2.95 Clay 99.2 20.09 0.90 n.a. n.a. 0.85 0.663 n.a. n.a. n.a. n.a. 0.00 0.0044.460 13.640 0.373 5194.2 3199.9 6.902 3.379 3.16 Clay 100.0 12.89 0.90 n.a. n.a. 0.85 0.663 n.a. n.a. n.a. n.a. 0.00 0.0044.620 12.000 0.360 5212.9 3208.6 5.855 3.831 3.25 Clay 100.0 11.34 0.90 n.a. n.a. 0.85 0.663 n.a. n.a. n.a. n.a. 0.00 0.0044.780 13.910 0.434 5231.6 3217.3 7.021 3.844 3.18 Clay 100.0 13.15 0.90 n.a. n.a. 0.85 0.663 n.a. n.a. n.a. n.a. 0.00 0.0044.950 16.710 0.594 5251.4 3226.5 8.730 4.215 3.13 Clay 100.0 15.79 0.89 n.a. n.a. 0.85 0.663 n.a. n.a. n.a. n.a. 0.00 0.0045.110 18.960 0.714 5270.1 3235.2 10.092 4.372 3.09 Clay 100.0 17.92 0.89 n.a. n.a. 0.85 0.663 n.a. n.a. n.a. n.a. 0.00 0.0045.280 20.680 0.806 5290.0 3244.5 11.117 4.471 3.06 Clay 100.0 19.55 0.89 n.a. n.a. 0.85 0.663 n.a. n.a. n.a. n.a. 0.00 0.0045.440 22.740 0.956 5308.6 3253.2 12.348 4.758 3.04 Clay 100.0 21.49 0.89 n.a. n.a. 0.85 0.662 n.a. n.a. n.a. n.a. 0.00 0.0045.600 25.490 1.149 5327.3 3261.9 13.996 5.034 3.02 Clay 100.0 24.09 0.89 n.a. n.a. 0.85 0.662 n.a. n.a. n.a. n.a. 0.00 0.0045.770 27.310 1.296 5347.2 3271.1 15.063 5.258 3.00 Clay 100.0 25.81 0.89 n.a. n.a. 0.85 0.662 n.a. n.a. n.a. n.a. 0.00 0.0045.930 23.200 1.295 5365.9 3279.8 12.511 6.311 3.12 Clay 100.0 21.93 0.89 n.a. n.a. 0.85 0.662 n.a. n.a. n.a. n.a. 0.00 0.0046.100 18.290 1.141 5385.7 3289.1 9.484 7.314 3.25 Clay 100.0 17.29 0.89 n.a. n.a. 0.85 0.662 n.a. n.a. n.a. n.a. 0.00 0.0046.260 16.230 0.831 5404.4 3297.8 8.204 6.139 3.25 Clay 100.0 15.34 0.89 n.a. n.a. 0.85 0.662 n.a. n.a. n.a. n.a. 0.00 0.0046.420 15.300 0.628 5423.1 3306.5 7.614 4.990 3.22 Clay 100.0 14.46 0.89 n.a. n.a. 0.85 0.662 n.a. n.a. n.a. n.a. 0.00 0.0046.590 14.260 0.515 5443.0 3315.7 6.960 4.464 3.22 Clay 100.0 13.48 0.89 n.a. n.a. 0.84 0.662 n.a. n.a. n.a. n.a. 0.00 0.0046.750 13.930 0.396 5461.7 3324.5 6.737 3.538 3.18 Clay 100.0 13.17 0.89 n.a. n.a. 0.84 0.662 n.a. n.a. n.a. n.a. 0.00 0.0046.920 14.010 0.533 5481.5 3333.7 6.761 4.733 3.25 Clay 100.0 13.24 0.89 n.a. n.a. 0.84 0.662 n.a. n.a. n.a. n.a. 0.00 0.0047.080 17.220 0.690 5500.2 3342.4 8.658 4.771 3.17 Clay 100.0 16.28 0.89 n.a. n.a. 0.84 0.662 n.a. n.a. n.a. n.a. 0.00 0.0047.240 18.840 0.911 5518.9 3351.1 9.597 5.666 3.18 Clay 100.0 17.81 0.89 n.a. n.a. 0.84 0.661 n.a. n.a. n.a. n.a. 0.00 0.0047.410 20.430 1.105 5538.7 3360.4 10.511 6.254 3.17 Clay 100.0 19.31 0.89 n.a. n.a. 0.84 0.661 n.a. n.a. n.a. n.a. 0.00 0.0047.570 23.400 1.515 5557.4 3369.1 12.242 7.345 3.17 Clay 100.0 22.12 0.88 n.a. n.a. 0.84 0.661 n.a. n.a. n.a. n.a. 0.00 0.0047.740 41.020 1.504 5577.3 3378.3 22.633 3.934 2.79 Clay 86.0 38.77 0.88 n.a. n.a. 0.84 0.661 n.a. n.a. n.a. n.a. 0.00 0.0047.900 64.850 1.494 5596.0 3387.0 46.357 2.407 2.41 Sand 56.0 418.53 418.53 0.88 369.68 519.02 0.84 0.661 0.859 ######### ######## ########## 0.00 0.0048.060 76.220 1.940 5614.7 3395.7 54.774 2.643 2.39 Sand 53.9 418.53 418.53 0.88 369.43 516.95 0.84 0.661 0.858 ######### ######## ########## 0.00 0.0048.230 78.190 2.883 5634.5 3405.0 56.160 3.824 2.49 Sand 62.4 418.53 418.53 0.88 369.17 522.97 0.84 0.661 0.857 ######### ######## ########## 0.00 0.0048.390 111.930 3.275 5653.2 3413.7 81.190 3.002 2.31 Sand 47.5 418.53 418.53 0.88 368.92 509.89 0.84 0.661 0.857 ######### ######## ########## 0.00 0.0048.560 245.520 3.592 5673.1 3422.9 180.349 1.480 1.85 Sand 10.7 418.53 418.53 0.88 368.65 387.56 0.84 0.660 0.856 ######### ######## ########## 0.00 0.0048.720 379.680 4.432 5691.7 3431.6 279.687 1.176 1.65 Sand 0.0 418.53 418.53 0.88 368.41 368.41 0.84 0.660 0.855 ######### ######## ########## 0.00 0.0048.880 442.800 4.191 5710.4 3440.3 326.115 0.953 1.53 Sand 0.0 418.53 0.88 368.16 368.16 0.83 0.660 0.854 ######### ######## ########## 0.00 0.0049.050 445.400 5.676 5730.3 3449.6 327.595 1.283 1.64 Sand 0.0 420.98 0.88 370.06 370.06 0.83 0.660 0.853 ######### ######## ########## 0.00 0.0049.210 447.770 4.954 5749.0 3458.3 328.928 1.114 1.59 Sand 0.0 423.22 0.88 371.78 371.78 0.83 0.660 0.853 ######### ######## ########## 0.00 0.0049.380 400.660 3.524 5768.8 3467.5 293.698 0.886 1.54 Sand 0.0 378.70 0.88 332.43 332.43 0.83 0.660 0.852 ######### ######## ########## 0.00 0.0049.540 435.110 2.803 5787.5 3476.2 318.727 0.649 1.41 Sand 0.0 411.26 0.88 360.77 360.77 0.83 0.660 0.851 ######### ######## ########## 0.00 0.0049.700 555.780 3.787 5806.2 3484.9 407.196 0.685 1.36 Sand 0.0 525.31 0.88 460.52 460.52 0.83 0.659 0.850 ######### ######## ########## 0.00 0.0049.870 621.910 4.009 5826.1 3494.2 455.290 0.648 1.31 Sand 0.0 587.82 0.88 514.96 514.96 0.83 0.659 0.850 ######### ######## ########## 0.00 0.0050.030 629.930 5.017 5844.8 3502.9 460.609 0.800 1.38 Sand 0.0 595.40 0.88 521.26 521.26 0.83 0.659 0.849 ######### ######## ########## 0.00 0.0050.200 578.600 4.134 5864.6 3512.1 422.337 0.718 1.37 Sand 0.0 546.88 0.87 478.45 478.45 0.83 0.659 0.848 ######### ######## ########## 0.00 0.0050.360 599.160 4.533 5883.3 3520.8 436.873 0.760 1.38 Sand 0.0 566.31 0.87 495.13 495.13 0.83 0.659 0.847 ######### ######## ########## 0.00 0.0050.520 624.780 4.403 5902.0 3529.5 455.076 0.708 1.34 Sand 0.0 590.53 0.87 515.96 515.96 0.83 0.659 0.847 ######### ######## ########## 0.00 0.0050.690 578.400 3.544 5921.8 3538.8 420.576 0.616 1.32 Sand 0.0 546.69 0.87 477.33 477.33 0.83 0.658 0.846 ######### ######## ########## 0.00 0.0050.850 498.260 2.269 5940.5 3547.5 361.552 0.458 1.27 Sand 0.0 470.95 0.87 410.93 410.93 0.83 0.658 0.845 ######### ######## ########## 0.00 0.0051.020 435.700 1.870 5960.4 3556.7 315.466 0.432 1.29 Sand 0.0 411.81 0.87 359.09 359.09 0.83 0.658 0.844 ######### ######## ########## 0.00 0.0051.180 386.710 2.272 5979.1 3565.4 279.403 0.592 1.43 Sand 0.0 365.51 0.87 318.51 318.51 0.82 0.658 0.843 ######### ######## ########## 0.00 0.0051.350 386.120 1.914 5998.9 3574.7 278.605 0.499 1.38 Sand 0.0 364.95 0.87 317.80 317.80 0.82 0.658 0.843 ######### ######## ########## 0.00 0.0051.510 374.260 1.382 6017.6 3583.4 269.645 0.372 1.31 Sand 0.0 353.74 0.87 307.84 307.84 0.82 0.658 0.842 ######### ######## 8178817.04 0.00 0.0051.670 388.720 2.136 6036.3 3592.1 279.801 0.554 1.41 Sand 0.0 367.41 0.87 319.53 319.53 0.82 0.657 0.841 ######### ######## ########## 0.00 0.0051.840 339.300 2.295 6056.2 3601.3 243.630 0.683 1.51 Sand 0.0 320.70 0.87 278.72 278.72 0.82 0.657 0.840 7980.515 14756.173 22455.59 0.00 0.0052.000 285.090 2.027 6074.9 3610.1 204.101 0.719 1.58 Sand 0.0 269.46 0.86 230.69 230.69 0.82 0.657 0.840 17.473 32.281 49.14 0.00 0.0052.170 240.120 1.162 6094.7 3619.3 171.333 0.490 1.54 Sand 0.0 226.96 0.83 188.59 188.59 0.82 0.657 0.876 1.052 2.027 3.09 0.00 0.0052.330 203.220 1.605 6113.4 3628.0 144.485 0.802 1.73 Sand 1.1 192.08 0.81 155.26 155.26 0.82 0.657 0.910 0.327 0.516 0.79 0.01 0.0352.490 191.490 1.639 6132.1 3636.7 135.848 0.870 1.77 Sand 4.6 180.99 0.80 144.82 144.90 0.82 0.656 0.917 0.258 0.382 0.58 0.02 0.0452.660 209.090 1.806 6151.9 3646.0 148.342 0.877 1.74 Sand 2.5 197.63 0.81 160.10 160.10 0.82 0.656 0.905 0.372 0.604 0.92 0.01 0.0252.820 214.970 1.984 6170.6 3654.7 152.387 0.936 1.75 Sand 3.3 203.19 0.81 165.16 165.16 0.82 0.656 0.900 0.431 0.723 1.10 0.01 0.0152.990 214.080 1.950 6190.5 3663.9 151.548 0.924 1.75 Sand 3.1 202.34 0.81 164.18 164.18 0.82 0.656 0.900 0.419 0.697 1.06 0.01 0.0153.150 209.610 1.729 6209.2 3672.6 148.155 0.837 1.73 Sand 1.4 198.12 0.81 160.04 160.04 0.82 0.656 0.904 0.372 0.602 0.92 0.01 0.0253.310 206.290 1.597 6227.9 3681.3 145.594 0.786 1.72 Sand 0.5 194.98 0.80 156.93 156.93 0.82 0.655 0.906 0.342 0.543 0.83 0.01 0.0353.480 185.140 2.002 6247.7 3690.6 130.267 1.100 1.85 Sand 11.1 174.99 0.80 140.16 152.64 0.81 0.655 0.909 0.307 0.474 0.72 0.02 0.0353.640 174.790 2.523 6266.4 3699.3 122.709 1.470 1.96 Sand 19.6 165.21 0.82 134.82 175.41 0.81 0.655 0.887 0.609 1.088 1.66 0.00 0.0053.810 201.890 2.812 6286.3 3708.5 141.897 1.415 1.90 Sand 15.1 190.82 0.82 156.81 185.12 0.81 0.655 0.875 0.900 1.714 2.62 0.00 0.0053.970 307.990 2.569 6304.9 3717.2 217.386 0.843 1.61 Sand 0.0 291.11 0.86 250.31 250.31 0.81 0.654 0.831 135.116 247.009 377.44 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

54.130 401.810 2.662 6323.6 3725.9 283.952 0.668 1.46 Sand 0.0 379.78 0.86 327.12 327.12 0.81 0.654 0.830 ######### ######## ########## 0.00 0.0054.300 374.010 2.569 6343.5 3735.2 263.816 0.693 1.49 Sand 0.0 353.51 0.86 304.29 304.29 0.81 0.654 0.830 ######### ######## 3544110.12 0.00 0.0054.460 367.920 2.038 6362.2 3743.9 259.175 0.559 1.43 Sand 0.0 347.75 0.86 299.15 299.15 0.81 0.654 0.829 ######### ######## 1133057.57 0.00 0.0054.630 377.450 2.315 6382.0 3753.1 265.612 0.619 1.45 Sand 0.0 356.76 0.86 306.70 306.70 0.81 0.654 0.828 ######### ######## 6181029.36 0.00 0.0054.790 419.330 3.612 6400.7 3761.8 294.986 0.868 1.53 Sand 0.0 396.34 0.86 340.52 340.52 0.81 0.653 0.827 ######### ######## ########## 0.00 0.0054.950 480.830 4.111 6419.4 3770.5 338.185 0.861 1.49 Sand 0.0 454.47 0.86 390.23 390.23 0.81 0.653 0.827 ######### ######## ########## 0.00 0.0055.120 543.750 3.367 6439.3 3779.8 382.260 0.623 1.35 Sand 0.0 513.94 0.86 441.00 441.00 0.81 0.653 0.826 ######### ######## ########## 0.00 0.0055.280 605.800 4.454 6458.0 3788.5 425.645 0.739 1.38 Sand 0.0 572.59 0.86 491.03 491.03 0.81 0.653 0.825 ######### ######## ########## 0.00 0.0055.450 655.570 2.977 6477.8 3797.7 460.233 0.456 1.19 Sand 0.0 619.63 0.86 531.03 531.03 0.81 0.652 0.825 ######### ######## ########## 0.00 0.0055.610 527.610 2.755 6496.5 3806.4 369.525 0.525 1.30 Sand 0.0 498.69 0.86 427.12 427.12 0.81 0.652 0.824 ######### ######## ########## 0.00 0.0055.770 465.370 2.245 6515.2 3815.1 325.285 0.486 1.32 Sand 0.0 439.86 0.86 376.51 376.51 0.80 0.652 0.823 ######### ######## ########## 0.00 0.0055.940 410.800 2.797 6535.0 3824.4 286.519 0.686 1.46 Sand 0.0 388.28 0.86 332.15 332.15 0.80 0.652 0.822 ######### ######## ########## 0.00 0.0056.100 387.450 3.135 6553.7 3833.1 269.789 0.816 1.54 Sand 0.0 366.21 0.85 313.08 313.08 0.80 0.651 0.822 ######### ######## ########## 0.00 0.0056.270 357.160 4.433 6573.6 3842.3 248.212 1.253 1.70 Sand 0.0 337.58 0.85 288.42 288.42 0.80 0.651 0.821 45958.405 83013.502 127489.17 0.00 0.0056.430 284.820 4.601 6592.3 3851.0 197.241 1.634 1.85 Sand 11.3 269.21 0.85 228.50 245.22 0.80 0.651 0.820 75.257 135.822 208.67 0.00 0.0056.590 278.150 3.288 6611.0 3859.7 192.345 1.196 1.76 Sand 3.6 262.90 0.83 218.83 218.84 0.80 0.651 0.820 6.527 11.770 18.09 0.00 0.0056.760 289.740 3.096 6630.8 3869.0 200.209 1.081 1.71 Sand 0.1 273.86 0.84 229.60 229.60 0.80 0.650 0.819 15.837 28.534 43.87 0.00 0.0056.920 185.330 4.256 6649.5 3877.7 127.078 2.339 2.10 Sand 30.6 175.17 0.83 144.64 210.23 0.80 0.650 0.820 3.538 6.381 9.81 0.00 0.0057.090 77.290 4.209 6669.4 3886.9 38.053 5.691 2.73 Clay 81.7 73.05 0.85 n.a. n.a. 0.80 0.650 n.a. n.a. n.a. n.a. 0.00 0.0057.250 39.380 2.622 6688.1 3895.7 18.501 7.276 3.03 Clay 100.0 37.22 0.85 n.a. n.a. 0.80 0.650 n.a. n.a. n.a. n.a. 0.00 0.0057.410 46.840 2.154 6706.7 3904.4 22.276 4.954 2.86 Clay 91.7 44.27 0.85 n.a. n.a. 0.80 0.649 n.a. n.a. n.a. n.a. 0.00 0.0057.580 65.120 1.875 6726.6 3913.6 31.560 3.037 2.60 Clay 71.3 61.55 0.85 n.a. n.a. 0.80 0.649 n.a. n.a. n.a. n.a. 0.00 0.0057.740 121.120 1.657 6745.3 3922.3 81.743 1.407 2.07 Sand 28.9 159.72 1.72 274.72 0.85 233.44 313.69 0.80 0.649 0.815 ######### ######## ########## 0.00 0.0057.910 150.050 1.400 6765.1 3931.6 101.701 0.955 1.89 Sand 14.4 159.72 1.72 274.72 0.85 233.30 264.57 0.80 0.649 0.814 871.436 1560.852 2406.60 0.00 0.0058.070 168.980 1.417 6783.8 3940.3 114.694 0.855 1.82 Sand 8.7 1.72 274.71 0.84 230.35 236.98 0.79 0.648 0.813 31.682 56.701 87.46 0.00 0.0058.230 167.920 1.114 6802.5 3949.0 113.827 0.677 1.76 Sand 3.9 159.72 1.72 274.72 0.83 228.82 228.84 0.79 0.648 0.813 14.811 26.485 40.87 0.00 0.0058.400 107.320 1.876 6822.4 3958.2 71.808 1.806 2.19 Sand 38.0 159.72 1.72 274.72 0.85 232.88 328.49 0.79 0.648 0.812 ######### ######## ########## 0.00 0.0058.560 49.890 1.857 6841.1 3966.9 23.429 3.996 2.78 Clay 85.4 47.16 0.85 n.a. n.a. 0.79 0.648 n.a. n.a. n.a. n.a. 0.00 0.0058.730 34.040 1.418 6860.9 3976.2 15.397 4.632 2.96 Clay 99.9 32.17 0.85 n.a. n.a. 0.79 0.647 n.a. n.a. n.a. n.a. 0.00 0.0058.890 23.690 0.639 6879.6 3984.9 10.164 3.156 3.00 Clay 100.0 22.39 0.85 n.a. n.a. 0.79 0.647 n.a. n.a. n.a. n.a. 0.00 0.0059.060 22.280 0.480 6899.5 3994.1 9.429 2.547 2.98 Clay 100.0 21.06 0.85 n.a. n.a. 0.79 0.647 n.a. n.a. n.a. n.a. 0.00 0.0059.220 19.020 0.440 6918.1 4002.8 7.775 2.829 3.07 Clay 100.0 17.98 0.85 n.a. n.a. 0.79 0.646 n.a. n.a. n.a. n.a. 0.00 0.0059.380 17.990 0.452 6936.8 4011.5 7.240 3.113 3.12 Clay 100.0 17.00 0.84 n.a. n.a. 0.79 0.646 n.a. n.a. n.a. n.a. 0.00 0.0059.550 18.590 0.463 6956.7 4020.8 7.517 3.064 3.10 Clay 100.0 17.57 0.84 n.a. n.a. 0.79 0.646 n.a. n.a. n.a. n.a. 0.00 0.0059.710 18.050 0.454 6975.4 4029.5 7.228 3.120 3.12 Clay 100.0 17.06 0.84 n.a. n.a. 0.79 0.646 n.a. n.a. n.a. n.a. 0.00 0.0059.880 18.510 0.461 6995.2 4038.7 7.434 3.073 3.11 Clay 100.0 17.50 0.84 n.a. n.a. 0.79 0.645 n.a. n.a. n.a. n.a. 0.00 0.0060.040 18.990 0.391 7013.9 4047.4 7.651 2.523 3.05 Clay 100.0 17.95 0.84 n.a. n.a. 0.79 0.645 n.a. n.a. n.a. n.a. 0.00 0.0060.200 16.980 0.485 7032.6 4056.1 6.639 3.605 3.19 Clay 100.0 16.05 0.84 n.a. n.a. 0.79 0.645 n.a. n.a. n.a. n.a. 0.00 0.0060.370 17.180 0.458 7052.5 4065.4 6.717 3.351 3.17 Clay 100.0 16.24 0.84 n.a. n.a. 0.79 0.644 n.a. n.a. n.a. n.a. 0.00 0.0060.530 18.100 0.454 7071.2 4074.1 7.150 3.120 3.13 Clay 100.0 17.11 0.84 n.a. n.a. 0.78 0.644 n.a. n.a. n.a. n.a. 0.00 0.0060.700 16.150 0.439 7091.0 4083.3 6.174 3.483 3.21 Clay 100.0 15.26 0.84 n.a. n.a. 0.78 0.644 n.a. n.a. n.a. n.a. 0.00 0.0060.860 15.070 0.433 7109.7 4092.0 5.628 3.764 3.26 Clay 100.0 14.24 0.84 n.a. n.a. 0.78 0.644 n.a. n.a. n.a. n.a. 0.00 0.0061.020 14.950 0.481 7128.4 4100.7 5.553 4.221 3.29 Clay 100.0 14.13 0.84 n.a. n.a. 0.78 0.643 n.a. n.a. n.a. n.a. 0.00 0.0061.190 16.350 0.534 7148.2 4110.0 6.217 4.181 3.25 Clay 100.0 15.45 0.84 n.a. n.a. 0.78 0.643 n.a. n.a. n.a. n.a. 0.00 0.0061.350 18.710 0.639 7166.9 4118.7 7.345 4.221 3.19 Clay 100.0 17.68 0.84 n.a. n.a. 0.78 0.643 n.a. n.a. n.a. n.a. 0.00 0.0061.520 22.160 0.551 7186.8 4127.9 8.996 2.970 3.03 Clay 100.0 20.95 0.84 n.a. n.a. 0.78 0.642 n.a. n.a. n.a. n.a. 0.00 0.0061.680 20.890 0.687 7205.5 4136.6 8.358 3.974 3.13 Clay 100.0 19.74 0.84 n.a. n.a. 0.78 0.642 n.a. n.a. n.a. n.a. 0.00 0.0061.840 21.400 0.742 7224.2 4145.3 8.582 4.170 3.13 Clay 100.0 20.23 0.84 n.a. n.a. 0.78 0.642 n.a. n.a. n.a. n.a. 0.00 0.0062.010 21.460 0.849 7244.0 4154.6 8.587 4.760 3.17 Clay 100.0 20.28 0.84 n.a. n.a. 0.78 0.642 n.a. n.a. n.a. n.a. 0.00 0.0062.170 24.790 1.124 7262.7 4163.3 10.164 5.311 3.14 Clay 100.0 23.43 0.84 n.a. n.a. 0.78 0.641 n.a. n.a. n.a. n.a. 0.00 0.0062.340 40.240 1.015 7282.6 4172.5 17.543 2.773 2.78 Clay 85.3 38.03 0.84 n.a. n.a. 0.78 0.641 n.a. n.a. n.a. n.a. 0.00 0.0062.500 49.160 1.743 7301.3 4181.3 21.768 3.831 2.79 Clay 86.4 46.47 0.84 n.a. n.a. 0.78 0.641 n.a. n.a. n.a. n.a. 0.00 0.0062.660 37.000 1.695 7319.9 4190.0 15.914 5.085 2.98 Clay 100.0 34.97 0.84 n.a. n.a. 0.78 0.640 n.a. n.a. n.a. n.a. 0.00 0.0062.830 75.370 1.275 7339.8 4199.2 48.107 1.779 2.31 Sand 48.2 85.21 1.72 146.56 0.79 116.04 191.75 0.77 0.640 0.836 1.223 2.250 3.52 0.00 0.0062.990 87.670 1.227 7358.5 4207.9 56.295 1.461 2.21 Sand 39.6 85.21 1.72 146.56 0.79 115.16 184.54 0.77 0.640 0.848 0.877 1.612 2.52 0.00 0.0063.160 90.150 1.327 7378.3 4217.2 57.887 1.535 2.21 Sand 39.9 1.72 146.56 0.79 115.10 184.74 0.77 0.639 0.847 0.885 1.627 2.54 0.00 0.0063.320 77.020 1.784 7397.0 4225.9 49.039 2.432 2.40 Sand 54.8 85.21 1.72 146.56 0.79 116.18 195.32 0.77 0.639 0.828 1.466 2.670 4.18 0.00 0.0063.480 66.570 1.596 7415.7 4234.6 42.001 2.538 2.46 Sand 59.8 85.21 1.72 146.56 0.79 116.35 197.60 0.77 0.639 0.823 1.655 2.995 4.69 0.00 0.0063.650 62.600 1.664 7435.6 4243.8 27.750 2.825 2.63 Clay 73.1 59.17 0.83 n.a. n.a. 0.77 0.638 n.a. n.a. n.a. n.a. 0.00 0.0063.810 57.050 1.738 7454.3 4252.5 25.078 3.258 2.70 Clay 79.0 53.92 0.83 n.a. n.a. 0.77 0.638 n.a. n.a. n.a. n.a. 0.00 0.0063.980 58.640 2.069 7474.1 4261.8 25.765 3.769 2.73 Clay 81.6 55.43 0.83 n.a. n.a. 0.77 0.638 n.a. n.a. n.a. n.a. 0.00 0.0064.140 55.010 2.116 7492.8 4270.5 24.008 4.128 2.78 Clay 85.5 51.99 0.83 n.a. n.a. 0.77 0.638 n.a. n.a. n.a. n.a. 0.00 0.0064.300 73.230 1.563 7511.5 4279.2 46.176 2.249 2.39 Sand 54.5 93.9 1.72 161.51 0.80 129.50 212.16 0.77 0.637 0.789 4.029 6.991 10.97 0.00 0.0064.470 89.050 1.521 7531.3 4288.4 56.623 1.784 2.26 Sand 43.9 93.9 1.72 161.51 0.80 128.52 204.61 0.77 0.637 0.804 2.474 4.376 6.87 0.00 0.0064.630 99.350 1.337 7550.0 4297.1 63.391 1.399 2.16 Sand 35.5 1.72 161.51 0.79 127.34 195.51 0.77 0.637 0.823 1.481 2.681 4.21 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

64.800 94.400 0.932 7569.9 4306.4 60.037 1.028 2.09 Sand 30.4 93.9 1.72 161.51 0.78 126.29 187.80 0.77 0.636 0.837 1.014 1.868 2.94 0.00 0.0064.960 69.910 1.349 7588.6 4315.1 43.761 2.040 2.38 Sand 53.7 93.9 1.72 161.51 0.80 129.05 211.20 0.77 0.636 0.786 3.776 6.531 10.27 0.00 0.0065.120 42.230 1.021 7607.3 4323.8 17.774 2.656 2.76 Clay 84.0 39.91 0.83 n.a. n.a. 0.77 0.636 n.a. n.a. n.a. n.a. 0.00 0.0065.290 30.180 0.795 7627.1 4333.0 12.170 3.013 2.93 Clay 97.2 28.53 0.83 n.a. n.a. 0.76 0.635 n.a. n.a. n.a. n.a. 0.00 0.0065.450 21.640 0.812 7645.8 4341.7 8.207 4.556 3.17 Clay 100.0 20.45 0.83 n.a. n.a. 0.76 0.635 n.a. n.a. n.a. n.a. 0.00 0.0065.620 18.840 0.727 7665.7 4351.0 6.898 4.844 3.25 Clay 100.0 17.81 0.83 n.a. n.a. 0.76 0.635 n.a. n.a. n.a. n.a. 0.00 0.0065.780 17.920 0.556 7684.4 4359.7 6.458 3.947 3.22 Clay 100.0 16.94 0.83 n.a. n.a. 0.76 0.634 n.a. n.a. n.a. n.a. 0.00 0.0065.940 15.950 0.415 7703.0 4368.4 5.539 3.433 3.24 Clay 100.0 15.08 0.83 n.a. n.a. 0.76 0.634 n.a. n.a. n.a. n.a. 0.00 0.0066.110 15.340 0.335 7722.9 4377.6 5.244 2.915 3.23 Clay 100.0 14.50 0.83 n.a. n.a. 0.76 0.634 n.a. n.a. n.a. n.a. 0.00 0.0066.270 15.550 0.383 7741.6 4386.3 5.325 3.279 3.25 Clay 100.0 14.70 0.83 n.a. n.a. 0.76 0.633 n.a. n.a. n.a. n.a. 0.00 0.0066.440 15.620 0.390 7761.4 4395.6 5.341 3.323 3.25 Clay 100.0 14.76 0.82 n.a. n.a. 0.76 0.633 n.a. n.a. n.a. n.a. 0.00 0.0066.600 16.700 0.382 7780.1 4404.3 5.817 2.980 3.19 Clay 100.0 15.78 0.82 n.a. n.a. 0.76 0.633 n.a. n.a. n.a. n.a. 0.00 0.0066.770 15.680 0.381 7800.0 4413.5 5.338 3.230 3.24 Clay 100.0 14.82 0.82 n.a. n.a. 0.76 0.632 n.a. n.a. n.a. n.a. 0.00 0.0066.930 16.410 0.392 7818.7 4422.2 5.654 3.132 3.21 Clay 100.0 15.51 0.82 n.a. n.a. 0.76 0.632 n.a. n.a. n.a. n.a. 0.00 0.0067.090 16.750 0.436 7837.4 4430.9 5.792 3.396 3.22 Clay 100.0 15.83 0.82 n.a. n.a. 0.76 0.632 n.a. n.a. n.a. n.a. 0.00 0.0067.260 17.790 0.436 7857.2 4440.2 6.244 3.145 3.18 Clay 100.0 16.81 0.82 n.a. n.a. 0.76 0.632 n.a. n.a. n.a. n.a. 0.00 0.0067.420 19.060 0.495 7875.9 4448.9 6.798 3.270 3.16 Clay 100.0 18.02 0.82 n.a. n.a. 0.76 0.631 n.a. n.a. n.a. n.a. 0.00 0.0067.590 20.540 0.525 7895.8 4458.1 7.444 3.163 3.12 Clay 100.0 19.41 0.82 n.a. n.a. 0.76 0.631 n.a. n.a. n.a. n.a. 0.00 0.0067.750 20.310 0.548 7914.5 4466.9 7.322 3.348 3.14 Clay 100.0 19.20 0.82 n.a. n.a. 0.75 0.631 n.a. n.a. n.a. n.a. 0.00 0.0067.910 20.210 0.558 7933.1 4475.6 7.259 3.432 3.14 Clay 100.0 19.10 0.82 n.a. n.a. 0.75 0.630 n.a. n.a. n.a. n.a. 0.00 0.0068.080 19.320 0.521 7953.0 4484.8 6.842 3.393 3.16 Clay 100.0 18.26 0.82 n.a. n.a. 0.75 0.630 n.a. n.a. n.a. n.a. 0.00 0.0068.240 18.440 0.483 7971.7 4493.5 6.433 3.344 3.18 Clay 100.0 17.43 0.82 n.a. n.a. 0.75 0.630 n.a. n.a. n.a. n.a. 0.00 0.0068.410 17.850 0.475 7991.5 4502.8 6.154 3.428 3.20 Clay 100.0 16.87 0.82 n.a. n.a. 0.75 0.629 n.a. n.a. n.a. n.a. 0.00 0.0068.570 18.890 0.491 8010.2 4511.5 6.599 3.296 3.17 Clay 100.0 17.85 0.82 n.a. n.a. 0.75 0.629 n.a. n.a. n.a. n.a. 0.00 0.0068.730 19.620 0.530 8028.9 4520.2 6.905 3.393 3.16 Clay 100.0 18.54 0.82 n.a. n.a. 0.75 0.629 n.a. n.a. n.a. n.a. 0.00 0.0068.900 20.090 0.592 8048.8 4529.4 7.094 3.684 3.17 Clay 100.0 18.99 0.82 n.a. n.a. 0.75 0.628 n.a. n.a. n.a. n.a. 0.00 0.0069.060 20.280 0.535 8067.5 4538.1 7.160 3.292 3.14 Clay 100.0 19.17 0.82 n.a. n.a. 0.75 0.628 n.a. n.a. n.a. n.a. 0.00 0.0069.230 21.010 0.537 8087.3 4547.4 7.462 3.164 3.12 Clay 100.0 19.86 0.82 n.a. n.a. 0.75 0.628 n.a. n.a. n.a. n.a. 0.00 0.0069.390 19.110 0.677 8106.0 4556.1 6.610 4.494 3.24 Clay 100.0 18.06 0.82 n.a. n.a. 0.75 0.627 n.a. n.a. n.a. n.a. 0.00 0.0069.550 20.980 0.748 8124.7 4564.8 7.412 4.421 3.20 Clay 100.0 19.83 0.82 n.a. n.a. 0.75 0.627 n.a. n.a. n.a. n.a. 0.00 0.0069.720 19.690 0.749 8144.5 4574.0 6.829 4.795 3.25 Clay 100.0 18.61 0.82 n.a. n.a. 0.75 0.627 n.a. n.a. n.a. n.a. 0.00 0.0069.880 19.590 0.706 8163.2 4582.7 6.768 4.555 3.24 Clay 100.0 18.52 0.82 n.a. n.a. 0.75 0.626 n.a. n.a. n.a. n.a. 0.00 0.0070.050 21.640 0.680 8183.1 4592.0 7.643 3.877 3.16 Clay 100.0 20.45 0.82 n.a. n.a. 0.75 0.626 n.a. n.a. n.a. n.a. 0.00 0.0070.210 21.950 0.674 8201.8 4600.7 7.759 3.777 3.14 Clay 100.0 20.75 0.81 n.a. n.a. 0.75 0.626 n.a. n.a. n.a. n.a. 0.00 0.0070.370 21.510 0.830 8220.5 4609.4 7.550 4.772 3.21 Clay 100.0 20.33 0.81 n.a. n.a. 0.74 0.625 n.a. n.a. n.a. n.a. 0.00 0.0070.540 24.470 0.933 8240.3 4618.6 8.812 4.583 3.15 Clay 100.0 23.13 0.81 n.a. n.a. 0.74 0.625 n.a. n.a. n.a. n.a. 0.00 0.0070.700 29.130 0.821 8259.0 4627.3 10.806 3.283 2.99 Clay 100.0 27.53 0.81 n.a. n.a. 0.74 0.625 n.a. n.a. n.a. n.a. 0.00 0.0070.870 24.720 0.714 8278.9 4636.6 8.877 3.468 3.08 Clay 100.0 23.36 0.81 n.a. n.a. 0.74 0.624 n.a. n.a. n.a. n.a. 0.00 0.0071.030 21.460 0.606 8297.6 4645.3 7.453 3.501 3.14 Clay 100.0 20.28 0.81 n.a. n.a. 0.74 0.624 n.a. n.a. n.a. n.a. 0.00 0.0071.190 20.480 0.601 8316.2 4654.0 7.014 3.684 3.17 Clay 100.0 19.36 0.81 n.a. n.a. 0.74 0.624 n.a. n.a. n.a. n.a. 0.00 0.0071.360 20.490 0.594 8336.1 4663.2 7.000 3.640 3.17 Clay 100.0 19.37 0.81 n.a. n.a. 0.74 0.623 n.a. n.a. n.a. n.a. 0.00 0.0071.520 20.860 0.589 8354.8 4671.9 7.142 3.529 3.16 Clay 100.0 19.72 0.81 n.a. n.a. 0.74 0.623 n.a. n.a. n.a. n.a. 0.00 0.0071.690 21.050 0.582 8374.6 4681.2 7.204 3.453 3.15 Clay 100.0 19.90 0.81 n.a. n.a. 0.74 0.623 n.a. n.a. n.a. n.a. 0.00 0.0071.850 21.410 0.576 8393.3 4689.9 7.341 3.345 3.13 Clay 100.0 20.24 0.81 n.a. n.a. 0.74 0.622 n.a. n.a. n.a. n.a. 0.00 0.0072.010 21.300 0.581 8412.0 4698.6 7.276 3.401 3.14 Clay 100.0 20.13 0.81 n.a. n.a. 0.74 0.622 n.a. n.a. n.a. n.a. 0.00 0.0072.180 21.060 0.572 8431.9 4707.8 7.156 3.398 3.15 Clay 100.0 19.91 0.81 n.a. n.a. 0.74 0.622 n.a. n.a. n.a. n.a. 0.00 0.0072.340 20.470 0.442 8450.6 4716.5 6.888 2.721 3.11 Clay 100.0 19.35 0.81 n.a. n.a. 0.74 0.621 n.a. n.a. n.a. n.a. 0.00 0.0072.510 18.940 0.373 8470.4 4725.8 6.223 2.537 3.13 Clay 100.0 17.90 0.81 n.a. n.a. 0.74 0.621 n.a. n.a. n.a. n.a. 0.00 0.0072.670 18.590 0.362 8489.1 4734.5 6.060 2.524 3.14 Clay 100.0 17.57 0.81 n.a. n.a. 0.74 0.621 n.a. n.a. n.a. n.a. 0.00 0.0072.830 19.260 0.428 8507.8 4743.2 6.327 2.853 3.15 Clay 100.0 18.20 0.81 n.a. n.a. 0.74 0.620 n.a. n.a. n.a. n.a. 0.00 0.0073.000 20.630 0.454 8527.7 4752.5 6.887 2.776 3.11 Clay 100.0 19.50 0.81 n.a. n.a. 0.73 0.620 n.a. n.a. n.a. n.a. 0.00 0.0073.160 20.550 0.506 8546.3 4761.2 6.837 3.111 3.14 Clay 100.0 19.42 0.81 n.a. n.a. 0.73 0.620 n.a. n.a. n.a. n.a. 0.00 0.0073.330 21.690 0.538 8566.2 4770.4 7.298 3.092 3.12 Clay 100.0 20.50 0.81 n.a. n.a. 0.73 0.619 n.a. n.a. n.a. n.a. 0.00 0.0073.490 22.550 0.599 8584.9 4779.1 7.641 3.280 3.12 Clay 100.0 21.31 0.81 n.a. n.a. 0.73 0.619 n.a. n.a. n.a. n.a. 0.00 0.0073.650 21.970 0.591 8603.6 4787.8 7.380 3.346 3.13 Clay 100.0 20.77 0.81 n.a. n.a. 0.73 0.619 n.a. n.a. n.a. n.a. 0.00 0.0073.820 22.170 0.572 8623.4 4797.1 7.446 3.201 3.12 Clay 100.0 20.95 0.81 n.a. n.a. 0.73 0.618 n.a. n.a. n.a. n.a. 0.00 0.0073.980 22.170 0.565 8642.1 4805.8 7.428 3.164 3.12 Clay 100.0 20.95 0.81 n.a. n.a. 0.73 0.618 n.a. n.a. n.a. n.a. 0.00 0.0074.150 23.040 0.666 8662.0 4815.0 7.771 3.561 3.13 Clay 100.0 21.78 0.80 n.a. n.a. 0.73 0.618 n.a. n.a. n.a. n.a. 0.00 0.0074.310 23.840 0.694 8680.7 4823.7 8.085 3.561 3.12 Clay 100.0 22.53 0.80 n.a. n.a. 0.73 0.617 n.a. n.a. n.a. n.a. 0.00 0.0074.480 24.000 0.692 8700.5 4833.0 8.132 3.523 3.11 Clay 100.0 22.68 0.80 n.a. n.a. 0.73 0.617 n.a. n.a. n.a. n.a. 0.00 0.0074.640 22.610 0.593 8719.2 4841.7 7.539 3.248 3.12 Clay 100.0 21.37 0.80 n.a. n.a. 0.73 0.617 n.a. n.a. n.a. n.a. 0.00 0.0074.800 20.880 0.554 8737.9 4850.4 6.808 3.358 3.16 Clay 100.0 19.74 0.80 n.a. n.a. 0.73 0.616 n.a. n.a. n.a. n.a. 0.00 0.0074.310 18.480 0.246 8680.7 4823.7 5.863 1.740 3.07 Clay 100.0 17.47 0.80 n.a. n.a. 0.73 0.617 n.a. n.a. n.a. n.a. 0.00 0.0074.480 19.450 0.258 8700.5 4833.0 6.249 1.706 3.04 Clay 100.0 18.38 0.80 n.a. n.a. 0.73 0.617 n.a. n.a. n.a. n.a. 0.00 0.0074.640 20.380 0.255 8719.2 4841.7 6.618 1.592 3.01 Clay 100.0 19.26 0.80 n.a. n.a. 0.73 0.617 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

74.800 20.450 0.365 8737.9 4850.4 6.631 2.272 3.08 Clay 100.0 19.33 0.80 n.a. n.a. 0.73 0.616 n.a. n.a. n.a. n.a. 0.00 0.0074.970 19.650 0.375 8757.7 4859.6 6.285 2.455 3.12 Clay 100.0 18.57 0.80 n.a. n.a. 0.73 0.616 n.a. n.a. n.a. n.a. 0.00 0.0075.130 24.370 0.343 8776.4 4868.3 8.209 1.718 2.94 Clay 98.3 23.03 0.80 n.a. n.a. 0.73 0.616 n.a. n.a. n.a. n.a. 0.00 0.0075.300 20.960 0.305 8796.3 4877.6 6.791 1.842 3.03 Clay 100.0 19.81 0.80 n.a. n.a. 0.73 0.615 n.a. n.a. n.a. n.a. 0.00 0.0075.460 20.190 0.283 8815.0 4886.3 6.460 1.794 3.04 Clay 100.0 19.08 0.80 n.a. n.a. 0.73 0.615 n.a. n.a. n.a. n.a. 0.00 0.0075.620 20.330 0.291 8833.7 4895.0 6.502 1.826 3.04 Clay 100.0 19.22 0.80 n.a. n.a. 0.72 0.615 n.a. n.a. n.a. n.a. 0.00 0.0075.790 20.610 0.305 8853.5 4904.2 6.600 1.885 3.04 Clay 100.0 19.48 0.80 n.a. n.a. 0.72 0.614 n.a. n.a. n.a. n.a. 0.00 0.0075.950 20.550 0.316 8872.2 4912.9 6.560 1.959 3.05 Clay 100.0 19.42 0.80 n.a. n.a. 0.72 0.614 n.a. n.a. n.a. n.a. 0.00 0.0076.120 20.620 0.320 8892.1 4922.2 6.572 1.980 3.06 Clay 100.0 19.49 0.80 n.a. n.a. 0.72 0.614 n.a. n.a. n.a. n.a. 0.00 0.0076.280 21.220 0.333 8910.8 4930.9 6.800 1.988 3.04 Clay 100.0 20.06 0.80 n.a. n.a. 0.72 0.613 n.a. n.a. n.a. n.a. 0.00 0.0076.440 21.490 0.369 8929.4 4939.6 6.893 2.166 3.06 Clay 100.0 20.31 0.80 n.a. n.a. 0.72 0.613 n.a. n.a. n.a. n.a. 0.00 0.0076.610 22.070 0.405 8949.3 4948.8 7.111 2.301 3.06 Clay 100.0 20.86 0.80 n.a. n.a. 0.72 0.613 n.a. n.a. n.a. n.a. 0.00 0.0076.770 23.070 0.445 8968.0 4957.5 7.498 2.395 3.05 Clay 100.0 21.81 0.80 n.a. n.a. 0.72 0.612 n.a. n.a. n.a. n.a. 0.00 0.0076.940 23.490 0.467 8987.8 4966.8 7.649 2.459 3.05 Clay 100.0 22.20 0.80 n.a. n.a. 0.72 0.612 n.a. n.a. n.a. n.a. 0.00 0.0077.100 23.600 0.507 9006.5 4975.5 7.676 2.653 3.06 Clay 100.0 22.31 0.80 n.a. n.a. 0.72 0.612 n.a. n.a. n.a. n.a. 0.00 0.0077.260 24.150 0.571 9025.2 4984.2 7.880 2.907 3.08 Clay 100.0 22.83 0.80 n.a. n.a. 0.72 0.611 n.a. n.a. n.a. n.a. 0.00 0.0077.430 24.530 0.609 9045.1 4993.4 8.013 3.045 3.08 Clay 100.0 23.19 0.80 n.a. n.a. 0.72 0.611 n.a. n.a. n.a. n.a. 0.00 0.0077.590 24.940 0.606 9063.8 5002.1 8.160 2.971 3.07 Clay 100.0 23.57 0.80 n.a. n.a. 0.72 0.611 n.a. n.a. n.a. n.a. 0.00 0.0077.760 25.310 0.612 9083.6 5011.4 8.288 2.946 3.06 Clay 100.0 23.92 0.80 n.a. n.a. 0.72 0.610 n.a. n.a. n.a. n.a. 0.00 0.0077.920 26.100 0.641 9102.3 5020.1 8.585 2.973 3.05 Clay 100.0 24.67 0.80 n.a. n.a. 0.72 0.610 n.a. n.a. n.a. n.a. 0.00 0.0078.080 26.630 0.667 9121.0 5028.8 8.777 3.021 3.05 Clay 100.0 25.17 0.80 n.a. n.a. 0.72 0.610 n.a. n.a. n.a. n.a. 0.00 0.0078.250 26.790 0.690 9140.9 5038.1 8.821 3.107 3.05 Clay 100.0 25.32 0.80 n.a. n.a. 0.72 0.609 n.a. n.a. n.a. n.a. 0.00 0.0078.410 26.790 0.727 9159.5 5046.8 8.802 3.275 3.06 Clay 100.0 25.32 0.80 n.a. n.a. 0.71 0.609 n.a. n.a. n.a. n.a. 0.00 0.0078.580 26.780 0.707 9179.4 5056.0 8.778 3.187 3.06 Clay 100.0 25.31 0.79 n.a. n.a. 0.71 0.609 n.a. n.a. n.a. n.a. 0.00 0.0078.740 26.310 0.655 9198.1 5064.7 8.573 3.016 3.05 Clay 100.0 24.87 0.79 n.a. n.a. 0.71 0.608 n.a. n.a. n.a. n.a. 0.00 0.0078.900 26.440 0.683 9216.8 5073.4 8.606 3.129 3.06 Clay 100.0 24.99 0.79 n.a. n.a. 0.71 0.608 n.a. n.a. n.a. n.a. 0.00 0.0079.070 26.810 0.747 9236.6 5082.7 8.732 3.367 3.07 Clay 100.0 25.34 0.79 n.a. n.a. 0.71 0.608 n.a. n.a. n.a. n.a. 0.00 0.0079.230 28.000 0.960 9255.3 5091.4 9.181 4.107 3.11 Clay 100.0 26.47 0.79 n.a. n.a. 0.71 0.607 n.a. n.a. n.a. n.a. 0.00 0.0079.400 31.230 1.347 9275.2 5100.6 10.427 5.064 3.12 Clay 100.0 29.52 0.79 n.a. n.a. 0.71 0.607 n.a. n.a. n.a. n.a. 0.00 0.0079.560 38.730 1.903 9293.9 5109.3 13.342 5.585 3.06 Clay 100.0 36.61 0.79 n.a. n.a. 0.71 0.607 n.a. n.a. n.a. n.a. 0.00 0.0079.720 47.180 2.070 9312.5 5118.0 16.617 4.868 2.95 Clay 98.9 44.59 0.79 n.a. n.a. 0.71 0.606 n.a. n.a. n.a. n.a. 0.00 0.0079.890 53.360 1.907 9332.4 5127.3 18.994 3.915 2.84 Clay 90.5 50.43 0.79 n.a. n.a. 0.71 0.606 n.a. n.a. n.a. n.a. 0.00 0.0080.050 52.920 1.402 9351.1 5136.0 18.787 2.906 2.77 Clay 84.4 50.02 0.79 n.a. n.a. 0.71 0.606 n.a. n.a. n.a. n.a. 0.00 0.0080.220 53.300 1.310 9370.9 5145.2 18.897 2.695 2.75 Clay 82.6 50.38 0.79 n.a. n.a. 0.71 0.605 n.a. n.a. n.a. n.a. 0.00 0.0080.380 41.920 1.329 9389.6 5153.9 14.445 3.569 2.91 Clay 96.0 39.62 0.79 n.a. n.a. 0.71 0.605 n.a. n.a. n.a. n.a. 0.00 0.0080.540 37.660 1.094 9408.3 5162.6 12.767 3.319 2.94 Clay 97.9 35.60 0.79 n.a. n.a. 0.71 0.605 n.a. n.a. n.a. n.a. 0.00 0.0080.710 32.850 1.011 9428.2 5171.9 10.880 3.593 3.01 Clay 100.0 31.05 0.79 n.a. n.a. 0.71 0.604 n.a. n.a. n.a. n.a. 0.00 0.0080.870 31.050 0.917 9446.9 5180.6 10.164 3.484 3.03 Clay 100.0 29.35 0.79 n.a. n.a. 0.71 0.604 n.a. n.a. n.a. n.a. 0.00 0.0081.040 31.540 0.998 9466.7 5189.8 10.330 3.724 3.04 Clay 100.0 29.81 0.79 n.a. n.a. 0.71 0.604 n.a. n.a. n.a. n.a. 0.00 0.0081.200 31.490 1.312 9485.4 5198.5 10.290 4.905 3.11 Clay 100.0 29.76 0.79 n.a. n.a. 0.71 0.603 n.a. n.a. n.a. n.a. 0.00 0.0081.360 35.020 1.492 9504.1 5207.2 11.625 4.930 3.07 Clay 100.0 33.10 0.79 n.a. n.a. 0.70 0.603 n.a. n.a. n.a. n.a. 0.00 0.0081.530 44.810 1.099 9524.0 5216.5 15.354 2.744 2.82 Clay 88.8 42.35 0.79 n.a. n.a. 0.70 0.603 n.a. n.a. n.a. n.a. 0.00 0.0081.690 50.970 1.174 9542.6 5225.2 17.683 2.542 2.75 Clay 83.3 48.18 0.79 n.a. n.a. 0.70 0.602 n.a. n.a. n.a. n.a. 0.00 0.0081.860 42.160 1.347 9562.5 5234.4 14.282 3.603 2.92 Clay 96.5 39.85 0.79 n.a. n.a. 0.70 0.602 n.a. n.a. n.a. n.a. 0.00 0.0082.020 43.540 1.304 9581.2 5243.1 14.781 3.364 2.89 Clay 94.1 41.15 0.79 n.a. n.a. 0.70 0.602 n.a. n.a. n.a. n.a. 0.00 0.0082.190 53.870 1.154 9601.0 5252.4 18.685 2.352 2.71 Clay 80.1 50.92 0.79 n.a. n.a. 0.70 0.601 n.a. n.a. n.a. n.a. 0.00 0.0082.350 44.170 1.980 9619.7 5261.1 14.963 5.031 2.99 Clay 100.0 41.75 0.79 n.a. n.a. 0.70 0.601 n.a. n.a. n.a. n.a. 0.00 0.0082.510 66.800 2.505 9638.4 5269.8 23.523 4.042 2.78 Clay 85.6 63.14 0.79 n.a. n.a. 0.70 0.601 n.a. n.a. n.a. n.a. 0.00 0.0082.680 91.880 2.602 9658.3 5279.0 52.092 2.988 2.44 Sand 58.1 128.96 128.96 0.71 91.12 164.72 0.70 0.601 0.833 0.426 0.658 1.10 0.01 0.0182.840 100.380 2.501 9677.0 5287.7 57.125 2.618 2.37 Sand 52.6 128.96 128.96 0.70 90.71 161.98 0.70 0.600 0.837 0.393 0.598 1.00 0.01 0.0283.010 113.610 2.097 9696.8 5297.0 64.973 1.928 2.24 Sand 42.1 128.96 128.96 0.70 89.72 154.83 0.70 0.600 0.847 0.324 0.474 0.79 0.01 0.0383.170 128.850 1.809 9715.5 5305.7 74.011 1.459 2.12 Sand 32.3 128.96 128.96 0.68 88.22 144.17 0.70 0.600 0.860 0.254 0.351 0.59 0.02 0.0483.330 136.440 1.792 9734.2 5314.4 78.471 1.362 2.08 Sand 29.2 128.96 0.68 87.51 139.44 0.70 0.599 0.866 0.232 0.312 0.52 0.02 0.0583.500 133.100 2.384 9754.1 5323.7 76.407 1.859 2.18 Sand 37.1 125.80 0.69 86.27 146.64 0.70 0.599 0.857 0.268 0.374 0.62 0.02 0.0483.660 120.490 2.791 9772.7 5332.4 68.831 2.414 2.29 Sand 46.0 113.88 0.68 77.48 141.95 0.70 0.599 0.862 0.243 0.331 0.55 0.02 0.0583.830 119.200 2.463 9792.6 5341.6 67.998 2.154 2.26 Sand 43.6 112.67 0.68 76.22 138.94 0.70 0.598 0.865 0.230 0.308 0.52 0.02 0.0483.990 124.900 2.144 9811.3 5350.3 71.325 1.787 2.19 Sand 37.9 118.05 0.68 79.88 139.45 0.70 0.598 0.865 0.232 0.312 0.52 0.02 0.0484.150 131.550 1.768 9830.0 5359.0 75.211 1.396 2.10 Sand 30.9 124.34 0.67 83.75 137.09 0.70 0.598 0.867 0.222 0.295 0.49 0.02 0.0584.320 126.590 1.215 9849.8 5368.3 72.197 0.999 2.02 Sand 24.7 119.65 0.66 78.46 121.79 0.69 0.597 0.882 0.175 0.217 0.36 0.03 0.0584.480 119.010 1.176 9868.5 5377.0 67.639 1.031 2.05 Sand 27.1 112.49 0.65 73.44 119.78 0.69 0.597 0.884 0.171 0.209 0.35 0.03 0.0584.650 101.900 1.395 9888.4 5386.2 57.439 1.439 2.20 Sand 38.7 96.31 0.65 62.73 118.89 0.69 0.597 0.885 0.169 0.206 0.34 0.03 0.0584.810 84.930 1.307 9907.1 5394.9 47.342 1.635 2.30 Sand 46.8 80.27 0.64 51.33 109.46 0.69 0.596 0.893 0.151 0.177 0.30 0.03 0.0684.970 111.470 1.850 9925.7 5403.6 62.995 1.737 2.22 Sand 40.5 105.36 0.66 69.74 128.84 0.69 0.596 0.875 0.194 0.247 0.41 0.02 0.0585.140 169.110 2.511 9945.6 5412.9 96.999 1.530 2.04 Sand 26.4 159.84 0.70 111.77 164.06 0.69 0.596 0.830 0.417 0.639 1.07 0.01 0.0085.300 251.940 2.929 9964.3 5421.6 145.825 1.186 1.84 Sand 10.1 238.13 0.71 170.21 180.19 0.69 0.596 0.800 0.732 1.226 2.06 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

85.470 450.010 2.912 9984.1 5430.8 262.553 0.654 1.48 Sand 0.0 425.34 0.78 331.70 331.70 0.69 0.595 0.717 ######### ######## ########## 0.00 0.0085.630 452.820 3.787 10002.8 5439.5 263.994 0.846 1.55 Sand 0.0 428.00 0.78 333.63 333.63 0.69 0.595 0.717 ######### ######## ########## 0.00 0.0085.790 357.200 2.982 10021.5 5448.2 207.453 0.847 1.63 Sand 0.0 337.62 0.78 263.06 263.06 0.69 0.595 0.716 704.475 1110.110 1866.98 0.00 0.0085.960 305.690 2.598 10041.4 5457.5 176.956 0.864 1.68 Sand 0.0 288.93 0.75 215.51 215.51 0.69 0.594 0.716 5.102 8.033 13.52 0.00 0.0086.120 257.440 2.354 10060.1 5466.2 148.435 0.933 1.76 Sand 3.9 243.33 0.70 171.29 171.31 0.69 0.594 0.816 0.526 0.838 1.41 0.00 0.0086.290 225.250 2.545 10079.9 5475.4 129.390 1.156 1.87 Sand 12.5 212.90 0.70 148.74 166.46 0.69 0.594 0.824 0.449 0.696 1.17 0.01 0.0086.450 219.530 2.338 10098.6 5484.1 125.923 1.090 1.86 Sand 11.8 207.50 0.69 143.06 157.96 0.69 0.593 0.837 0.351 0.519 0.87 0.01 0.0086.610 216.630 1.958 10117.3 5492.8 124.117 0.925 1.82 Sand 8.4 204.75 0.67 137.56 141.84 0.69 0.593 0.858 0.243 0.329 0.55 0.02 0.0086.780 223.730 1.836 10137.2 5502.1 128.168 0.840 1.78 Sand 5.3 211.47 0.67 142.10 142.39 0.69 0.593 0.857 0.245 0.333 0.56 0.02 0.0086.940 223.950 1.729 10155.8 5510.8 128.190 0.790 1.76 Sand 4.0 211.67 0.67 142.07 142.09 0.69 0.592 0.857 0.244 0.331 0.56 0.02 0.0087.110 218.820 1.859 10175.7 5520.0 125.075 0.870 1.80 Sand 6.7 206.82 0.67 138.15 139.58 0.69 0.592 0.860 0.233 0.311 0.53 0.02 0.0087.270 225.500 1.128 10194.4 5528.7 128.877 0.512 1.65 Sand 0.0 213.14 0.67 143.10 143.10 0.69 0.592 0.855 0.249 0.339 0.57 0.02 0.0087.430 224.190 1.263 10213.1 5537.4 128.005 0.576 1.68 Sand 0.0 211.90 0.67 141.89 141.89 0.69 0.592 0.857 0.243 0.329 0.56 0.02 0.0087.600 204.790 0.999 10232.9 5546.7 116.567 0.500 1.68 Sand 0.0 193.56 0.65 126.03 126.03 0.68 0.591 0.874 0.186 0.233 0.39 0.03 0.0087.760 191.520 1.233 10251.6 5555.4 108.729 0.661 1.77 Sand 4.7 181.02 0.64 115.52 115.62 0.68 0.591 0.884 0.162 0.194 0.33 0.03 0.0087.930 190.170 1.060 10271.5 5564.6 107.846 0.573 1.74 Sand 2.1 179.74 0.64 114.33 114.33 0.68 0.591 0.885 0.160 0.190 0.32 0.03 0.0088.090 183.080 1.138 10290.2 5573.3 103.628 0.640 1.78 Sand 5.4 173.04 0.63 108.87 109.16 0.68 0.590 0.889 0.151 0.176 0.30 0.03 0.0088.250 169.270 1.106 10308.9 5582.1 95.505 0.674 1.82 Sand 8.8 159.99 0.62 99.56 104.19 0.68 0.590 0.893 0.143 0.164 0.28 0.03 0.0088.420 168.450 1.101 10328.7 5591.3 94.943 0.674 1.82 Sand 8.9 159.22 0.62 98.94 103.93 0.68 0.590 0.893 0.143 0.163 0.28 0.03 0.0088.580 168.590 1.257 10347.4 5600.0 94.945 0.769 1.86 Sand 11.6 159.35 0.63 100.85 113.31 0.68 0.590 0.885 0.158 0.187 0.32 0.03 0.0088.750 176.710 3.548 10367.3 5609.3 99.575 2.069 2.13 Sand 33.2 167.02 0.71 118.18 181.64 0.68 0.589 0.790 0.776 1.298 2.20 0.00 0.0088.910 208.220 5.030 10385.9 5618.0 117.771 2.477 2.14 Sand 33.9 196.81 0.74 145.55 215.88 0.68 0.589 0.707 5.237 8.146 13.83 0.00 0.0089.070 286.530 4.327 10404.6 5626.7 163.064 1.538 1.89 Sand 14.0 270.82 0.75 203.94 231.30 0.68 0.589 0.707 18.465 28.704 48.76 0.00 0.0089.240 276.620 5.135 10424.5 5635.9 157.186 1.892 1.97 Sand 20.2 261.46 0.77 201.75 253.27 0.68 0.588 0.706 193.506 300.601 510.94 0.00 0.0089.400 355.810 2.855 10443.2 5644.6 202.886 0.814 1.62 Sand 0.0 336.30 0.77 259.60 259.60 0.68 0.588 0.706 437.946 679.878 1156.16 0.00 0.0089.570 356.170 2.313 10463.0 5653.9 202.923 0.659 1.56 Sand 0.0 336.64 0.77 259.75 259.75 0.68 0.588 0.705 446.897 693.291 1179.57 0.00 0.0089.730 349.470 2.600 10481.7 5662.6 198.890 0.755 1.61 Sand 0.0 330.31 0.77 254.77 254.77 0.68 0.587 0.705 233.204 361.543 615.42 0.00 0.0089.900 352.660 1.354 10501.6 5671.8 200.564 0.390 1.42 Sand 0.0 333.33 0.77 256.98 256.98 0.68 0.587 0.704 309.643 479.716 816.99 0.00 0.0090.060 461.480 1.998 10520.3 5680.5 263.180 0.438 1.36 Sand 0.0 436.18 0.77 336.14 336.14 0.68 0.587 0.704 ######### ######## ########## 0.00 0.0090.220 461.780 2.436 10538.9 5689.2 263.146 0.534 1.41 Sand 0.0 436.47 0.77 336.22 336.22 0.68 0.587 0.703 ######### ######## ########## 0.00 0.0090.390 368.950 3.229 10558.8 5698.5 209.460 0.888 1.64 Sand 0.0 348.72 0.77 268.52 268.52 0.68 0.586 0.703 1556.511 2406.612 4104.57 0.00 0.0090.550 284.070 4.494 10577.5 5707.2 160.445 1.612 1.91 Sand 15.6 268.50 0.75 202.63 236.68 0.68 0.586 0.702 30.767 47.540 81.12 0.00 0.0090.720 154.290 3.940 10597.3 5716.4 85.678 2.644 2.25 Sand 43.0 145.83 0.69 100.63 169.06 0.68 0.586 0.811 0.488 0.759 1.30 0.00 0.0090.880 57.030 4.114 10616.0 5725.1 18.068 7.954 3.07 Clay 100.0 53.90 0.77 n.a. n.a. 0.68 0.585 n.a. n.a. n.a. n.a. 0.00 0.0091.040 79.290 2.971 10634.7 5733.8 25.802 4.017 2.75 Clay 83.0 74.94 0.77 n.a. n.a. 0.67 0.585 n.a. n.a. n.a. n.a. 0.00 0.0091.210 173.040 2.818 10654.6 5743.1 96.220 1.680 2.07 Sand 28.9 163.55 0.69 112.69 169.17 0.67 0.585 0.810 0.490 0.762 1.30 0.00 0.0091.370 169.890 3.122 10673.3 5751.8 94.336 1.897 2.12 Sand 32.3 160.58 0.69 111.03 171.91 0.67 0.585 0.805 0.537 0.848 1.45 0.00 0.0091.540 223.270 3.281 10693.1 5761.0 124.832 1.506 1.96 Sand 19.8 211.03 0.71 150.40 193.58 0.67 0.584 0.755 1.340 2.227 3.81 0.00 0.0091.700 341.100 2.815 10711.8 5769.7 192.178 0.838 1.65 Sand 0.0 322.40 0.76 244.89 244.89 0.67 0.584 0.699 72.574 111.615 191.09 0.00 0.0091.860 437.130 1.815 10730.5 5778.4 246.953 0.420 1.37 Sand 0.0 413.17 0.77 316.97 316.97 0.67 0.584 0.699 ######### ######## ########## 0.00 0.0092.030 421.340 1.876 10750.4 5787.7 237.726 0.451 1.40 Sand 0.0 398.24 0.77 305.39 305.39 0.67 0.584 0.698 ######### ######## 4306118.65 0.00 0.0092.190 415.100 2.644 10769.0 5796.4 233.978 0.645 1.51 Sand 0.0 392.34 0.77 300.75 300.75 0.67 0.583 0.698 ######### ######## 1513934.14 0.00 0.0092.360 456.510 3.284 10788.9 5805.6 257.416 0.728 1.51 Sand 0.0 431.48 0.77 330.61 330.61 0.67 0.583 0.697 ######### ######## ########## 0.00 0.0092.520 458.280 2.865 10807.6 5814.3 258.227 0.633 1.47 Sand 0.0 433.16 0.77 331.76 331.76 0.67 0.583 0.697 ######### ######## ########## 0.00 0.0092.680 478.960 2.624 10826.3 5823.0 269.811 0.554 1.42 Sand 0.0 452.70 0.77 346.60 346.60 0.67 0.582 0.696 ######### ######## ########## 0.00 0.0092.850 541.140 2.004 10846.1 5832.3 304.992 0.374 1.27 Sand 0.0 511.47 0.77 391.43 391.43 0.67 0.582 0.696 ######### ######## ########## 0.00 0.0093.010 361.310 4.063 10864.8 5841.0 202.455 1.142 1.73 Sand 1.2 341.50 0.76 261.25 261.25 0.67 0.582 0.695 547.551 837.672 1439.47 0.00 0.0093.180 166.270 4.287 10884.7 5850.2 91.421 2.666 2.23 Sand 41.6 157.16 0.69 109.07 178.61 0.67 0.582 0.788 0.687 1.119 1.92 0.00 0.0093.340 74.080 3.789 10903.4 5858.9 23.427 5.520 2.87 Clay 92.9 70.02 0.76 n.a. n.a. 0.67 0.581 n.a. n.a. n.a. n.a. 0.00 0.0093.500 54.420 1.696 10922.1 5867.7 16.688 3.464 2.85 Clay 91.4 51.44 0.76 n.a. n.a. 0.67 0.581 n.a. n.a. n.a. n.a. 0.00 0.0093.670 31.650 1.141 10941.9 5876.9 8.909 4.357 3.13 Clay 100.0 29.91 0.76 n.a. n.a. 0.67 0.581 n.a. n.a. n.a. n.a. 0.00 0.0093.830 23.610 0.837 10960.6 5885.6 6.161 4.615 3.28 Clay 100.0 22.32 0.76 n.a. n.a. 0.67 0.581 n.a. n.a. n.a. n.a. 0.00 0.0094.000 21.590 0.766 10980.5 5894.9 5.462 4.755 3.33 Clay 100.0 20.41 0.76 n.a. n.a. 0.67 0.580 n.a. n.a. n.a. n.a. 0.00 0.0094.160 20.480 0.720 10999.1 5903.6 5.075 4.805 3.36 Clay 100.0 19.36 0.76 n.a. n.a. 0.67 0.580 n.a. n.a. n.a. n.a. 0.00 0.0094.320 20.440 0.677 11017.8 5912.3 5.051 4.531 3.34 Clay 100.0 19.32 0.76 n.a. n.a. 0.67 0.580 n.a. n.a. n.a. n.a. 0.00 0.0094.490 19.900 0.675 11037.7 5921.5 4.857 4.694 3.37 Clay 100.0 18.81 0.76 n.a. n.a. 0.67 0.580 n.a. n.a. n.a. n.a. 0.00 0.0094.650 20.830 0.704 11056.4 5930.2 5.161 4.599 3.34 Clay 100.0 19.69 0.76 n.a. n.a. 0.66 0.579 n.a. n.a. n.a. n.a. 0.00 0.0094.820 21.120 0.588 11076.2 5939.5 5.247 3.770 3.28 Clay 100.0 19.96 0.76 n.a. n.a. 0.66 0.579 n.a. n.a. n.a. n.a. 0.00 0.0094.980 19.850 0.572 11094.9 5948.2 4.809 3.996 3.33 Clay 100.0 18.76 0.76 n.a. n.a. 0.66 0.579 n.a. n.a. n.a. n.a. 0.00 0.0095.140 21.460 0.551 11113.6 5956.9 5.339 3.467 3.26 Clay 100.0 20.28 0.76 n.a. n.a. 0.66 0.579 n.a. n.a. n.a. n.a. 0.00 0.0095.310 21.970 0.557 11133.5 5966.1 5.499 3.393 3.24 Clay 100.0 20.77 0.76 n.a. n.a. 0.66 0.578 n.a. n.a. n.a. n.a. 0.00 0.0095.470 22.130 0.590 11152.1 5974.8 5.541 3.565 3.25 Clay 100.0 20.92 0.76 n.a. n.a. 0.66 0.578 n.a. n.a. n.a. n.a. 0.00 0.0095.640 21.680 0.651 11172.0 5984.1 5.379 4.047 3.29 Clay 100.0 20.49 0.76 n.a. n.a. 0.66 0.578 n.a. n.a. n.a. n.a. 0.00 0.0095.800 22.510 0.949 11190.7 5992.8 5.645 5.612 3.36 Clay 100.0 21.28 0.76 n.a. n.a. 0.66 0.578 n.a. n.a. n.a. n.a. 0.00 0.0095.960 29.750 1.241 11209.4 6001.5 8.046 5.139 3.21 Clay 100.0 28.12 0.76 n.a. n.a. 0.66 0.577 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

96.130 34.510 1.430 11229.2 6010.7 9.615 4.950 3.14 Clay 100.0 32.62 0.76 n.a. n.a. 0.66 0.577 n.a. n.a. n.a. n.a. 0.00 0.0096.290 35.490 1.634 11247.9 6019.4 9.923 5.470 3.15 Clay 100.0 33.54 0.76 n.a. n.a. 0.66 0.577 n.a. n.a. n.a. n.a. 0.00 0.0096.460 38.300 1.786 11267.8 6028.7 10.837 5.467 3.12 Clay 100.0 36.20 0.76 n.a. n.a. 0.66 0.577 n.a. n.a. n.a. n.a. 0.00 0.0096.620 52.440 2.502 11286.5 6037.4 15.502 5.347 3.00 Clay 100.0 49.57 0.76 n.a. n.a. 0.66 0.576 n.a. n.a. n.a. n.a. 0.00 0.0096.780 61.060 3.257 11305.2 6046.1 18.328 5.878 2.97 Clay 100.0 57.71 0.76 n.a. n.a. 0.66 0.576 n.a. n.a. n.a. n.a. 0.00 0.0096.950 89.380 2.980 11325.0 6055.3 27.651 3.560 2.69 Clay 78.4 84.48 0.76 n.a. n.a. 0.66 0.576 n.a. n.a. n.a. n.a. 0.00 0.0097.110 90.020 1.919 11343.7 6064.0 47.094 2.275 2.39 Sand 54.3 85.09 0.61 51.87 113.28 0.66 0.576 0.876 0.158 0.185 0.32 0.03 0.0097.280 84.170 2.105 11363.6 6073.3 25.847 2.682 2.64 Clay 73.9 79.56 0.76 n.a. n.a. 0.66 0.575 n.a. n.a. n.a. n.a. 0.00 0.0097.440 44.320 2.098 11382.2 6082.0 12.703 5.431 3.07 Clay 100.0 41.89 0.76 n.a. n.a. 0.66 0.575 n.a. n.a. n.a. n.a. 0.00 0.0097.600 34.920 4.274 11400.9 6090.7 9.595 14.627 3.45 Clay 100.0 33.01 0.76 n.a. n.a. 0.66 0.575 n.a. n.a. n.a. n.a. 0.00 0.0097.770 163.840 7.792 11420.8 6099.9 88.028 4.928 2.45 Sand 58.7 154.86 0.69 106.92 185.14 0.66 0.575 0.764 0.900 1.498 2.61 0.00 0.0097.930 253.050 9.584 11439.5 6108.6 137.587 3.875 2.25 Sand 42.6 239.18 0.76 180.82 268.96 0.66 0.574 0.682 1663.906 2496.330 4345.75 0.00 0.0098.100 310.150 8.331 11459.3 6117.9 169.217 2.737 2.07 Sand 28.7 293.15 0.76 221.53 299.01 0.66 0.574 0.681 ######### ######## 1028276.68 0.00 0.0098.260 296.210 3.980 11478.0 6126.6 161.349 1.370 1.85 Sand 11.3 279.97 0.72 202.04 217.56 0.66 0.574 0.681 5.928 8.882 15.47 0.00 0.0098.430 265.550 3.126 11497.9 6135.8 144.204 1.203 1.85 Sand 10.7 250.99 0.69 172.99 185.32 0.66 0.574 0.762 0.908 1.508 2.63 0.00 0.0098.590 240.880 2.425 11516.6 6144.5 130.413 1.031 1.83 Sand 9.6 227.67 0.66 150.15 157.90 0.66 0.574 0.817 0.351 0.506 0.88 0.01 0.0098.750 233.560 2.020 11535.3 6153.3 126.258 0.887 1.80 Sand 6.9 220.76 0.64 141.91 143.62 0.66 0.573 0.838 0.252 0.337 0.59 0.02 0.0098.920 226.520 1.597 11555.1 6162.5 122.259 0.723 1.75 Sand 3.3 214.10 0.63 135.49 135.49 0.65 0.573 0.849 0.216 0.278 0.49 0.02 0.0099.080 194.420 1.464 11573.8 6171.2 104.401 0.776 1.83 Sand 9.2 183.76 0.61 112.24 118.04 0.65 0.573 0.869 0.167 0.199 0.35 0.03 0.0099.250 134.440 2.264 11593.7 6180.5 71.146 1.760 2.18 Sand 37.6 127.07 0.64 81.10 140.72 0.65 0.573 0.842 0.238 0.314 0.55 0.02 0.0099.410 62.050 2.210 11612.3 6189.2 18.175 3.930 2.86 Clay 91.8 58.65 0.75 n.a. n.a. 0.65 0.572 n.a. n.a. n.a. n.a. 0.00 0.0099.570 39.300 1.854 11631.0 6197.9 10.805 5.537 3.13 Clay 100.0 37.15 0.75 n.a. n.a. 0.65 0.572 n.a. n.a. n.a. n.a. 0.00 0.0099.740 41.370 2.355 11650.9 6207.1 11.453 6.625 3.16 Clay 100.0 39.10 0.75 n.a. n.a. 0.65 0.572 n.a. n.a. n.a. n.a. 0.00 0.0099.900 54.890 3.411 11669.6 6215.8 15.784 6.954 3.07 Clay 100.0 51.88 0.75 n.a. n.a. 0.65 0.572 n.a. n.a. n.a. n.a. 0.00 0.00

100.070 75.420 2.815 11689.4 6225.1 22.353 4.046 2.80 Clay 86.9 71.29 0.75 n.a. n.a. 0.65 0.572 n.a. n.a. n.a. n.a. 0.00 0.00100.230 78.070 2.580 11708.1 6233.8 23.169 3.573 2.75 Clay 83.2 73.79 0.75 n.a. n.a. 0.65 0.571 n.a. n.a. n.a. n.a. 0.00 0.00100.390 42.980 2.257 11726.8 6242.5 11.892 6.082 3.12 Clay 100.0 40.62 0.75 n.a. n.a. 0.65 0.571 n.a. n.a. n.a. n.a. 0.00 0.00100.560 33.000 1.444 11746.7 6251.7 8.678 5.324 3.19 Clay 100.0 31.19 0.75 n.a. n.a. 0.65 0.571 n.a. n.a. n.a. n.a. 0.00 0.00100.720 28.640 1.073 11765.3 6260.4 7.270 4.715 3.22 Clay 100.0 27.07 0.75 n.a. n.a. 0.65 0.571 n.a. n.a. n.a. n.a. 0.00 0.00100.890 24.870 0.890 11785.2 6269.7 6.054 4.688 3.29 Clay 100.0 23.51 0.75 n.a. n.a. 0.65 0.570 n.a. n.a. n.a. n.a. 0.00 0.00101.050 21.930 0.815 11803.9 6278.4 5.106 5.082 3.37 Clay 100.0 20.73 0.75 n.a. n.a. 0.65 0.570 n.a. n.a. n.a. n.a. 0.00 0.00101.210 21.220 0.769 11822.6 6287.1 4.870 5.023 3.38 Clay 100.0 20.06 0.75 n.a. n.a. 0.65 0.570 n.a. n.a. n.a. n.a. 0.00 0.00101.380 21.120 0.746 11842.4 6296.3 4.828 4.910 3.38 Clay 100.0 19.96 0.75 n.a. n.a. 0.65 0.570 n.a. n.a. n.a. n.a. 0.00 0.00101.540 20.740 0.743 11861.1 6305.0 4.698 5.014 3.39 Clay 100.0 19.60 0.75 n.a. n.a. 0.65 0.570 n.a. n.a. n.a. n.a. 0.00 0.00101.710 22.270 0.660 11881.0 6314.3 5.172 4.042 3.31 Clay 100.0 21.05 0.75 n.a. n.a. 0.65 0.569 n.a. n.a. n.a. n.a. 0.00 0.00101.870 21.720 0.611 11899.7 6323.0 4.988 3.874 3.31 Clay 100.0 20.53 0.75 n.a. n.a. 0.65 0.569 n.a. n.a. n.a. n.a. 0.00 0.00102.030 20.840 0.535 11918.4 6331.7 4.700 3.592 3.31 Clay 100.0 19.70 0.75 n.a. n.a. 0.65 0.569 n.a. n.a. n.a. n.a. 0.00 0.00102.200 20.610 0.513 11938.2 6340.9 4.618 3.505 3.31 Clay 100.0 19.48 0.75 n.a. n.a. 0.65 0.569 n.a. n.a. n.a. n.a. 0.00 0.00102.360 19.870 0.552 11956.9 6349.6 4.376 3.974 3.36 Clay 100.0 18.78 0.75 n.a. n.a. 0.65 0.569 n.a. n.a. n.a. n.a. 0.00 0.00102.530 19.640 0.529 11976.8 6358.9 4.294 3.875 3.36 Clay 100.0 18.56 0.75 n.a. n.a. 0.65 0.568 n.a. n.a. n.a. n.a. 0.00 0.00102.690 19.610 0.485 11995.4 6367.6 4.275 3.564 3.35 Clay 100.0 18.53 0.75 n.a. n.a. 0.65 0.568 n.a. n.a. n.a. n.a. 0.00 0.00102.850 18.280 0.451 12014.1 6376.3 3.850 3.671 3.39 Clay 100.0 17.28 0.75 n.a. n.a. 0.65 0.568 n.a. n.a. n.a. n.a. 0.00 0.00103.020 17.920 0.440 12034.0 6385.5 3.728 3.699 3.41 Clay 100.0 16.94 0.75 n.a. n.a. 0.65 0.568 n.a. n.a. n.a. n.a. 0.00 0.00103.180 16.780 0.442 12052.7 6394.2 3.364 4.113 3.47 Clay 100.0 15.86 0.75 n.a. n.a. 0.65 0.568 n.a. n.a. n.a. n.a. 0.00 0.00103.350 16.560 0.437 12072.5 6403.5 3.287 4.151 3.48 Clay 100.0 15.65 0.75 n.a. n.a. 0.65 0.567 n.a. n.a. n.a. n.a. 0.00 0.00103.510 16.370 0.433 12091.2 6412.2 3.220 4.193 3.49 Clay 100.0 15.47 0.75 n.a. n.a. 0.65 0.567 n.a. n.a. n.a. n.a. 0.00 0.00103.670 15.620 0.411 12109.9 6420.9 2.979 4.298 3.52 Clay 100.0 14.76 0.75 n.a. n.a. 0.64 0.567 n.a. n.a. n.a. n.a. 0.00 0.00103.840 15.420 0.401 12129.8 6430.1 2.910 4.286 3.53 Clay 100.0 14.57 0.75 n.a. n.a. 0.64 0.567 n.a. n.a. n.a. n.a. 0.00 0.00104.000 15.860 0.422 12148.5 6438.9 3.040 4.315 3.52 Clay 100.0 14.99 0.75 n.a. n.a. 0.64 0.567 n.a. n.a. n.a. n.a. 0.00 0.00104.170 16.780 0.399 12168.3 6448.1 3.318 3.732 3.45 Clay 100.0 15.86 0.75 n.a. n.a. 0.64 0.567 n.a. n.a. n.a. n.a. 0.00 0.00104.330 17.580 0.392 12187.0 6456.8 3.558 3.411 3.40 Clay 100.0 16.62 0.75 n.a. n.a. 0.64 0.566 n.a. n.a. n.a. n.a. 0.00 0.00104.490 17.620 0.395 12205.7 6465.5 3.563 3.430 3.41 Clay 100.0 16.65 0.74 n.a. n.a. 0.64 0.566 n.a. n.a. n.a. n.a. 0.00 0.00104.660 18.080 0.442 12225.5 6474.8 3.697 3.693 3.41 Clay 100.0 17.09 0.74 n.a. n.a. 0.64 0.566 n.a. n.a. n.a. n.a. 0.00 0.00104.820 21.300 0.598 12244.2 6483.5 4.682 3.937 3.34 Clay 100.0 20.13 0.74 n.a. n.a. 0.64 0.566 n.a. n.a. n.a. n.a. 0.00 0.00104.990 20.550 0.629 12264.1 6492.7 4.441 4.361 3.38 Clay 100.0 19.42 0.74 n.a. n.a. 0.64 0.566 n.a. n.a. n.a. n.a. 0.00 0.00105.150 28.700 0.538 12282.8 6501.4 6.940 2.383 3.08 Clay 100.0 27.13 0.74 n.a. n.a. 0.64 0.565 n.a. n.a. n.a. n.a. 0.00 0.00105.320 23.300 0.479 12302.6 6510.7 5.268 2.793 3.21 Clay 100.0 22.02 0.74 n.a. n.a. 0.64 0.565 n.a. n.a. n.a. n.a. 0.00 0.00105.480 22.770 0.454 12321.3 6519.4 5.095 2.734 3.22 Clay 100.0 21.52 0.74 n.a. n.a. 0.64 0.565 n.a. n.a. n.a. n.a. 0.00 0.00105.640 20.770 0.460 12340.0 6528.1 4.473 3.149 3.30 Clay 100.0 19.63 0.74 n.a. n.a. 0.64 0.565 n.a. n.a. n.a. n.a. 0.00 0.00105.810 20.980 0.436 12359.9 6537.3 4.528 2.947 3.28 Clay 100.0 19.83 0.74 n.a. n.a. 0.64 0.565 n.a. n.a. n.a. n.a. 0.00 0.00105.970 21.190 0.430 12378.5 6546.0 4.583 2.866 3.27 Clay 100.0 20.03 0.74 n.a. n.a. 0.64 0.565 n.a. n.a. n.a. n.a. 0.00 0.00106.140 20.930 0.423 12398.4 6555.3 4.494 2.869 3.28 Clay 100.0 19.78 0.74 n.a. n.a. 0.64 0.564 n.a. n.a. n.a. n.a. 0.00 0.00106.300 20.650 0.423 12417.1 6564.0 4.400 2.930 3.29 Clay 100.0 19.52 0.74 n.a. n.a. 0.64 0.564 n.a. n.a. n.a. n.a. 0.00 0.00106.460 20.370 0.417 12435.8 6572.7 4.306 2.948 3.30 Clay 100.0 19.25 0.74 n.a. n.a. 0.64 0.564 n.a. n.a. n.a. n.a. 0.00 0.00106.630 20.540 0.416 12455.6 6581.9 4.349 2.909 3.29 Clay 100.0 19.41 0.74 n.a. n.a. 0.64 0.564 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted

qcNCN qc1N qc1N-CS

Stress Reduction

Coeff, rd

CSRKfor Sand

CRRM=7.5,

'vc = 1 atmCRR

Factor of Safety

(CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

106.790 20.650 0.419 12474.3 6590.6 4.374 2.907 3.29 Clay 100.0 19.52 0.74 n.a. n.a. 0.64 0.564 n.a. n.a. n.a. n.a. 0.00 0.00106.960 21.040 0.398 12494.2 6599.9 4.483 2.690 3.27 Clay 100.0 19.89 0.74 n.a. n.a. 0.64 0.564 n.a. n.a. n.a. n.a. 0.00 0.00107.120 20.510 0.403 12512.9 6608.6 4.314 2.828 3.29 Clay 100.0 19.39 0.74 n.a. n.a. 0.64 0.564 n.a. n.a. n.a. n.a. 0.00 0.00107.280 20.180 0.405 12531.6 6617.3 4.205 2.908 3.31 Clay 100.0 19.07 0.74 n.a. n.a. 0.64 0.563 n.a. n.a. n.a. n.a. 0.00 0.00107.450 21.050 0.413 12551.4 6626.5 4.459 2.794 3.28 Clay 100.0 19.90 0.74 n.a. n.a. 0.64 0.563 n.a. n.a. n.a. n.a. 0.00 0.00107.610 21.130 0.441 12570.1 6635.2 4.475 2.969 3.29 Clay 100.0 19.97 0.74 n.a. n.a. 0.64 0.563 n.a. n.a. n.a. n.a. 0.00 0.00107.780 21.980 0.458 12590.0 6644.5 4.721 2.922 3.26 Clay 100.0 20.78 0.74 n.a. n.a. 0.64 0.563 n.a. n.a. n.a. n.a. 0.00 0.00107.940 24.070 0.609 12608.6 6653.2 5.341 3.430 3.26 Clay 100.0 22.75 0.74 n.a. n.a. 0.64 0.563 n.a. n.a. n.a. n.a. 0.00 0.00108.100 24.870 0.717 12627.3 6661.9 5.571 3.863 3.27 Clay 100.0 23.51 0.74 n.a. n.a. 0.64 0.563 n.a. n.a. n.a. n.a. 0.00 0.00108.270 31.200 0.811 12647.2 6671.1 7.458 3.259 3.12 Clay 100.0 29.49 0.74 n.a. n.a. 0.64 0.562 n.a. n.a. n.a. n.a. 0.00 0.00108.430 32.260 0.837 12665.9 6679.8 7.763 3.229 3.11 Clay 100.0 30.49 0.74 n.a. n.a. 0.64 0.562 n.a. n.a. n.a. n.a. 0.00 0.00108.600 35.020 0.823 12685.7 6689.1 8.574 2.868 3.04 Clay 100.0 33.10 0.74 n.a. n.a. 0.64 0.562 n.a. n.a. n.a. n.a. 0.00 0.00108.760 36.600 0.727 12704.4 6697.8 9.032 2.403 2.98 Clay 100.0 34.59 0.74 n.a. n.a. 0.64 0.562 n.a. n.a. n.a. n.a. 0.00 0.00108.920 35.620 0.644 12723.1 6706.5 8.725 2.202 2.97 Clay 100.0 33.67 0.74 n.a. n.a. 0.64 0.562 n.a. n.a. n.a. n.a. 0.00 0.00109.090 30.200 0.766 12743.0 6715.7 7.096 3.214 3.14 Clay 100.0 28.54 0.74 n.a. n.a. 0.64 0.562 n.a. n.a. n.a. n.a. 0.00 0.00109.250 29.700 0.775 12761.7 6724.5 6.936 3.323 3.15 Clay 100.0 28.07 0.74 n.a. n.a. 0.64 0.562 n.a. n.a. n.a. n.a. 0.00 0.00109.420 31.260 0.741 12781.5 6733.7 7.387 2.981 3.10 Clay 100.0 29.55 0.74 n.a. n.a. 0.64 0.562 n.a. n.a. n.a. n.a. 0.00 0.00109.580 28.960 0.650 12800.2 6742.4 6.692 2.882 3.13 Clay 100.0 27.37 0.74 n.a. n.a. 0.63 0.561 n.a. n.a. n.a. n.a. 0.00 0.00


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Type of Services Geotechnical Investigation San Jose