FOUNDATION REPORT FAIR OAKS AVENUE …fairoaksbridge.com/.../2014/09/Appx-G_Foundation-Report.pdfFOUNDATION REPORT FAIR OAKS AVENUE OVERHEAD (WIDEN) CITY OF SUNNYVALE, CALIFORNIA BRIDGE

FOUNDATION REPORT FAIR OAKS AVENUE OVERHEAD

(WIDEN) CITY OF SUNNYVALE, CALIFORNIA

BRIDGE NO. 37C0765

For

BIGGS CARDOSA ASSOCIATES, INC. 865 The Alameda

San Jose, CA 95126

PARIKH CONSULTANTS, INC.

2360 Qume Drive, Suite A San Jose, CA 95131

January 10, 2014 Job No. 2012-105-GEO

TABLE OF CONTENTS

PAGE

1. SCOPE OF WORK ...................................................................................................... 1 2. PROJECT DESCRIPTION ........................................................................................ 1 3. EXCEPTIONS TO POLICY....................................................................................... 2 4. FIELD INVESTIGATION AND TESTING PROGRAM........................................ 2 5. LABORATORY TESTING PROGRAM .................................................................. 3 6. SITE GEOLOGY AND SUBSURFACE CONDITIONS ......................................... 3

6.1 Site Geology ....................................................................................................................3 6.2 Subsurface Conditions.....................................................................................................4 6.3 Groundwater ....................................................................................................................5

7. SCOUR EVALUATION .............................................................................................. 6 8. CORROSION EVALUATION ................................................................................... 6 9. SEISMIC RECOMMENDATIONS ........................................................................... 7

9.1 Seismic Sources...............................................................................................................7 9.2 Seismic Design Criteria ...................................................................................................7 9.3 Seismic Hazard ................................................................................................................8

10. AS-BUILT FOUNDATION DATA .......................................................................... 10 11. FOUNDATION RECOMMENDATIONS FOR BENTS ....................................... 11

11.1 Bent Footing Foundations ..........................................................................................11 11.2 Bearing Capacities .....................................................................................................11 11.3 Settlement ..................................................................................................................12 11.4 Bent Footing at the Strength Limit State ...................................................................13 11.5 Bent Footing at Seismic Event ...................................................................................14 11.6 Over-Excavation and Replacement below New Bent Footings .................................15

12. FOUNDATION DESIGN CRITERIA FOR ABUTMENTS ................................. 15 13. FOUNDATION DESIGN CRITERIA FOR RETAINING WALL....................... 18 14. PAVEMENT SECTIONS .......................................................................................... 20 15. GRADING ................................................................................................................... 21 16. CONSTRUCTION CONSIDERATIONS ................................................................ 22

16.1 General .......................................................................................................................22 16.2 Construction of CIDH Piles .......................................................................................22 16.3 Construction Dewatering ...........................................................................................23 16.4 Temporary Excavation and Shoring...........................................................................23

17. NOTES TO DESIGNER ............................................................................................ 25 18. PLAN REVIEW ......................................................................................................... 25 19. INVESTIGATION LIMITATIONS ......................................................................... 25 REFERENCES ............................................................................................................................ 27

LIST OF PLATES

Plate No. 1: Project Location Map Plate No. 2: Site Plan Plate No. 3: Geologic Map Plate No. 4: Historical Groundwater Depths Plate No. 5: Fault Map Plate No. 6A: ARS Comparison Curves Plate No. 6B: Recommended ARS Curve Plate No. 7: Liquefaction Susceptibility Map Plate No. 8: Passive Pressure Mobilization Curve Plate No. 9: Lateral Earth Pressure Diagram APPENDIX A: LOG OF TEST BORINGS and CPT REPORT APPENDIX B: LABORATORY TEST RESULTS APPENDIX C: CALCULATIONS Liquefaction Analysis Results Bent Footing Bearing Capacity Bent Footing Settlement Bent Footing Spring Constants

APPENDIX D: AS-BUILT LOG OF TEST BORINGS

FOUNDATION REPORT FAIR OAKS AVENUE OVERHEAD

(WIDEN) CITY OF SUNNYVALE, CALIFORNIA

BRIDGE NO. 37C0765

1. SCOPE OF WORK This report presents the results of our geotechnical engineering investigation for the proposed Fair Oaks Avenue Overhead (Widen) (Bridge No. 37C0765) project, as described herein, to be constructed in the City of Sunnyvale, California. The subject overhead is located on Fair Oaks Avenue, over Hendy Avenue and the Peninsula Corridor Joint Powers Board (PCJPB) Caltrain tracks, and between Kifer Road and Evelyn Avenue. The approximate location of the project site is shown on the Project Location Map, Plate No. 1. The purpose of this investigation was to evaluate the general soil and groundwater conditions at the project site, to evaluate their engineering properties, and to provide foundation design recommendations for the proposed project. The scope of work performed for this investigation included a review of the readily available geologic and geotechnical literature pertaining to the site, obtaining representative soil samples and logging materials encountered in the exploratory borings, laboratory testing of the collected soil samples, engineering analysis of the field and laboratory data, and preparation of this report. The geotechnical recommendations presented in this report are intended for design input and are not intended to be used directly as specifications. These recommendations should not be used directly for bidding purposes. 2. PROJECT DESCRIPTION The project description is based on discussions with Biggs Cardosa Associations, Inc. (Designer) and the information contained in Request for Proposals of City of Sunnyvale (2011). The existing Fair Oaks Avenue Overhead was built in 1967 and has been determined to be structurally deficient by California Department of Transportation (Caltrans). The City of Sunnyvale plans to conduct bridge rehabilitation including sliver widening on the Overhead. The existing independent pedestrian overcrossing on the east of the Overhead will be demolished. The structure columns on the east side of Hendy Avenue, north of railroad tracks, will be shifted easterly to provide more

Biggs Cardosa Associates, Inc. Fair Oaks Avenue Overhead (Widen) Job No. 2012-105-GEO January 10, 2014 Page 2

horizontal clearance to Hendy Avenue under the Overhead. The project will include roadway improvement on portion of Hendy Avenue under the Overhead. 3. EXCEPTIONS TO POLICY

Normal procedures were assumed for construction of the bridge structure throughout our analysis and represent one of the bases of recommendations presented herein. 4. FIELD INVESTIGATION AND TESTING PROGRAM Two exploratory borings were drilled for this study with a truck-mounted rotary wash drill rig on December 18 and 19, 2012. The borings were drilled to about 51.5 to 71.5 feet below grade. Selected soil samples were obtained with either a 2.5-inch I.D. Modified California (MC) or 1.4-inch I.D. Standard Penetration Test (SPT) sampler at various depths. The samplers were driven into subsurface soils under the impact of a 140-pound hammer having a free fall of 30 inches. The blow counts required to drive the sampler for the last 12 inches are presented on the Log of Test Borings (LOTBs) in Appendix A. The drilling subcontractor was Pitcher Drilling Co. of Palo Alto, California. Based on the hammer energy calibration information provided by the drilling company, the hammer energy ratio of the drill rig (Failing 1500) used is approx. 65%. Using a method suggested by Daniel, Howie and Sy (2003), when correlating standard penetration data in similar soils, the blow counts for the Modified California Sampler may be converted to equivalent SPT blow counts by multiplying a conversion factor of 0.7. The soil samples were sealed and transported to our laboratory for further evaluation and testing. The field investigation was conducted under the supervision of our field engineer who logged the test borings and prepared the samples for subsequent laboratory testing and evaluation. Previously, Wilsey, Ham & Blair conducted field exploration for the Overhead in 1965 by drilling five (5) borings to depths ranging approximately from 80 to 103 feet below grade. Rotary wash drilling method was used. The As-built LOTBs are contained in Appendix D.


Due to disparity between the soils revealed in the two borings and those depicted on the As-built LOTBs, three (3) supplemental cone penetration tests (CPT) were conducted on February 20, 2013 to assist with developing subsurface profiles. The CPTs were advanced to approximately 100 feet below grade using a 20-ton truck mounted test rig. Two pore pressure dissipation tests were performed during CPT sounding as well. Several soil samples were collected at selected depths in CPT-13-001 for laboratory tests to verify the CPT soil behavior type (SBT) interpretation. The CPT sounding was carried out by Gregg Drilling & Testing, Inc. of Martinez, California. The approximate locations of the borings and CPTs are shown on the Site Plan, Plate No. 2. The Log of Test Borings and CPT data report are included in Appendix A. 5. LABORATORY TESTING PROGRAM Laboratory tests were performed on selected samples in the laboratory to evaluate the physical and engineering properties of the soils. The tests performed for the study included the following: Moisture-Density (ASTM Test Method D 2216), Atterberg Limits (ASTM Test Method D 4318), Grain Size (ASTM Test Method D 422), Corrosion (California Test Methods 643, 417, and 422), Unconfined Compressive Strength (ASTM Test Method D 2166), and R-value (California Test Method 301). The corrosion tests were performed by Sunland Analytical in Rancho Cordova, California. The laboratory test results are attached in Appendix B. 6. SITE GEOLOGY AND SUBSURFACE CONDITIONS

6.1 Site Geology General geologic features pertaining to the project site were evaluated by reference to Helley et al. (1994), Quaternary Geology of Santa Clara Valley, Santa Clara, Alameda, and San Mateo Counties, California. Based on the publication, the project site and its vicinity is generally underlain by Quaternary sediments including the geologic units as follows:


Qhaf - Alluvial fan and fluvial deposits (Holocene): Brown or tan, medium dense to dense, gravely sand or sandy gravel, that generally grades upward, to sandy or silty clay.

Qpaf - Alluvial fans and fluvial deposits (Pleistocene): Brown dense gravely and clayey sand or clayey gravel that fines upward to sandy clay, variously sorted.

Qhfp - Floodplain deposits (Holocene): Medium to dark gray, dense sandy to silty clay. Qhb - Basin deposits (Holocene): Very fine silty clay to clay deposits occupying

flat-floored basins at the distal edge of alluvial fans. A Geologic Map covering the project site is presented on Plate No. 3, which shows that the site is mostly underlain by Holocene alluvial fan and fluvial deposits (Qhaf).

6.2 Subsurface Conditions The existing ground surface elevations are estimated from the general plan (December 2013) provided by the Designer. According to the general plan, the existing ground surface elevations are at approximately 81 and 82 feet at boring locations of R-12-001 and R-12-002, respectively. The existing ground surface elevations at locations of CPT-13-001, -002 and -003 are at approximately 76, 81 and 82.5 feet, respectively. Boring R-12-001 was drilled below the Overhead, at the north side of railroad. The boring encountered predominately medium stiff to very stiff lean clay and sandy lean clay to the maximum depth drilled, approximately 71.5 feet. Medium dense to very dense sand, silty or clayey sand and clayey gravel were encountered approximately from 13 to 24, 46 to 49, and 68 to 71.5 feet (bottom of the borehole). Boring R-12-002 was drilled below the Overhead, at the south side of railroad. The boring encountered predominately stiff to very stiff lean clay and sandy lean clay interbedded with dense granular materials to the maximum depth drilled, approximately 51.5 feet. Sandy soils, including sand, silty and clayey sand, silty and clayey gravel, were encountered approximately between 14 and 19, 23 and 28, and 39 and 43 feet. Three CPTs were pushed to about 100 feet below grade. The reduced CPT data indicate that the subsurface conditions are mostly composed of sandy and clayey silt interbedded with sand, silty


sand and gravelly sand. Generally, the silty soils appear to be stiff to very stiff, and the sandy materials are dense to very dense. The CPT soil behavior type interpretation appears to be in general agreement with the subsoil conditions encountered in two recent borings. The As-built LOTBs of 1965 show that subsoils mostly consist of silty and clayey sand and gravel, from loose to dense, with stiff sandy clay layers at isolated spots. However, comparing to the soil data of recent borings and CPTs, the loose sand shown on the As-built LOTBs appears more likely to be clayey or silty materials. The boring logs presented in Appendix A were prepared from the field logs which were edited after visual re-examination of the soil samples in the laboratory and results of classification tests on selected soil samples as indicated on the logs. The abrupt stratum changes shown on these logs may be gradual and relatively minor changes in soil types within a stratum may not be noted on the logs due to field limitations. Due to limitations inherent in geotechnical investigations, it is neither uncommon to encounter unforeseen variations in the soil conditions during construction nor is it practical to determine all such variations during an acceptable program of drilling and sampling for a project of this scope. Such variations, when encountered, generally require additional engineering services to attain a properly constructed project. Therefore, it is recommended that a contingency fund be provided to accommodate any additional charges resulting from technical services that may be required during construction.

6.3 Groundwater

Groundwater was not encountered in the upper about 17 feet and not measured below 17 feet in the two recent borings during drilling due to rotary wash drilling method. Groundwater is not shown on the As-built LOTBs (1965). Two (2) pore pressure dissipation tests were performed during CPT sounding, which show that the groundwater is at about 44 (Elev. 32 ft) and 31 (Elev. 50 ft) feet below grade at locations of CPT-13-001 and CPT-13-002, respectively. Based on Seismic Hazard Zone Report 068 (California Geological Survey [CGS], 2002), the groundwater level in the proximity of the project site could be within about 20 feet below grade. Groundwater may vary


with the passage of time due to seasonal groundwater fluctuation, surface and subsurface flows, ground surface run-off, and other factors that may not be present at the time of investigation. For design purposes, groundwater is established at 20 feet below grade. A copy of the historical groundwater depths from Seismic Hazard Zone Report 068 (CGS, 2002) is attached as Plate No. 4. 7. SCOUR EVALUATION No water course passes through the project site. 8. CORROSION EVALUATION The corrosion investigation for this project was performed on selected soil samples in general accordance with the provisions of California Test Methods 643, 417, and 422. A summary of the corrosion test results is presented in Table 8.1. For structural elements, Caltrans Corrosion Guidelines (V2.0, November 2012) consider a site to be corrosive if one or more of the following conditions exist for the representative soil/water samples at the site: Chloride concentration is 500 ppm or greater; Sulfate concentration is 2,000 ppm or greater; or the pH value is 5.5 or less.

TABLE 8.1 - CORROSION TEST RESULTS

Boring No. Depth (ft) pH Minimum Resistivity

(ohms-cm) Chloride

Content (ppm) Sulfate Content

(ppm)

R-12-001 3 7.30 2,250 9.6 39.0 R-12-002 11 7.24 1,470 41.3 39.9

Based on the test results, the on-site materials are considered non-corrosive according to the Corrosion Guidelines by Caltrans Division of Engineering Services. Standard Type II modified or Type I-P (MS) modified cement may be used for the concrete substructures. Caltrans Bridge Design Specifications (September 2003) Section 8.22 for the minimum cement factor and cover thickness may be used for the bridge substructure and foundations.


9. SEISMIC RECOMMENDATIONS

9.1 Seismic Sources The project site is located in a seismically active part of northern California. Many faults in the San Francisco Bay Area are capable of producing earthquakes, which may cause strong ground shaking at the site. The center of the Overhead is located at approximately 37.3753 degrees north latitude and 122.0206 degrees west longitude (Google Earth 2013). The information of the closest faults in the area based on the Caltrans ARS Online Report (V2, 2012) is summarized below in Table 9.1. The maximum magnitudes (Mmax) represent the largest earthquake that a fault is capable of generating and is related to the seismic moment. The attached Fault Map, Plate No. 5, presents the locations of the fault system relative to the project site.

TABLE 9.1 - FAULT INFORMATION

Fault Fault ID Maximum Magnitude (Mmax)

Fault Type

Approx. Nearest Distance (miles)

Silver Creek Fault 148 6.9 R 5.08

Cascade Fault 153 6.7 R 2.77

Monte Vista-Shannon Fault 154 6.4 R 4.61 San Andreas Fault (Peninsula)

2011 CFM 134 8.0 SS 8.61

R = Reverse fault SS = Strike-slip fault

9.2 Seismic Design Criteria

The Caltrans ARS Online (V2, 2012) program was used for developing acceleration response spectra. Development of the design ARS curve is based on several input parameters, including site location (longitude/latitude), average shear wave velocity for the top 100 feet (Vs30) of soils, and other site parameters, such as fault characteristics, site-to-fault distances. The design methods incorporate both deterministic and probabilistic seismic hazards to produce the Design Response Spectrum. The probabilistic response spectrum to be considered for structure design is based on the data from the USGS Interactive Deaggregations (Beta) program (USGS, 2008) for a 5% in 50


years probability of exceedance (975-year return period) or the Caltrans ARS Online program. The controlling spectrum (upper envelope) is adopted for design response spectrum. The average shear wave velocity for the top 100 feet of soils at the project site was estimated by using the established correlations and guidelines in the Caltrans Methodology for Developing Design Response Spectrum for Use in Seismic Design Recommendations (November 2012). An average shear wave velocity of 235 m/s was adopted. According to the Caltrans guidelines, the USGS Beta program should be checked and compared with the Caltrans ARS Online program for four spectral probabilistic values (at periods of 0, 0.3, 1 and 3 sec.). If the discrepancy between the USGS spectral acceleration values and the Caltrans Online results is less than 10%, then the probabilistic ARS curve generated by Caltrans ARS Online tool is acceptable for design. Otherwise, the probabilistic curve obtained from the USGS Beta program should be used. For this project, the Caltrans Online probabilistic ARS curve governs. An adjustment factor for near fault effect was applied to the calculated spectral acceleration values. The increase of 20% to the spectral acceleration values corresponds to periods of 1 second and longer, and linearly tapers to zero at a period of 0.5-second. No adjustment for basin effect is required for this location. The subsurface soils at the project site can be categorized as Soil Type D per Caltrans Seismic Design Criteria (V1.7, 2013). Based on the ARS curve, the anticipated peak ground acceleration (PGA) is about 0.6g. The generated Acceleration Response Spectra Comparison Curves are presented on Plate No. 6A and the Recommended ARS Curve is presented on Plate No. 6B.

9.3 Seismic Hazard Faulting The project site is located outside the designated State of California “Earthquake Fault Zones” (2010) for active faulting and no mapped evidence of active or potentially active faulting was found for the site. The potential for fault rupture at the project site is considered to be low.


Liquefaction Liquefaction is a phenomenon in which saturated cohesionless soils are subject to a temporary but essentially total loss of shear strength under the reversing, cyclic shear stresses associated with earthquake shaking. Submerged cohesionless sands and low-plastic silts of low relative density are the type of soils that usually are susceptible to liquefaction. Clay is generally not susceptible to liquefaction. In examination of the Maps of Quaternary Deposits and Liquefaction Susceptibility in the Central San Francisco Bay Region, California (Witter et al., 2006), it appears that the project site is situated in a zone having moderate liquefaction susceptibility. A Liquefaction Susceptibility Map, part of the publication pertinent to the project site, is attached on Plate No. 7. The liquefaction potential at the site was evaluated according to the procedures proposed by Youd et al. (2001). Using the Caltrans ARS Online (V2, 2012) and reference to the USGS Beta program (2008), peak ground acceleration (PGA) was estimated to be 0.6g and the moment magnitude was estimated to be 8.0, representing a hazardous level of 5% exceedance in 50 years. The above seismic parameters were incorporated into the liquefaction analysis. Calculations on two boring data suggest that medium dense clayey sand approximately between 46 and 49 feet in Boring R-12-001 is potentially liquefiable. The post-liquefaction settlement is about 0.5 inch. The analysis on reduced CPT data suggests that isolated pockets (less than 2 ft thick) of potentially liquefiable sandy soils exist in three CPT locations. Since these potentially liquefiable sand layers are thin and surrounded by relatively thick non-liquefiable soils, liquefaction should not have significant impact on the overall soil behaviors at the site. Based on the liquefaction analysis results, it is our opinion that the liquefaction potential at the project site is relatively low. The liquefaction impact on the structure foundation should be insignificant and should not be a major design concern. Liquefaction calculations on borings and CPTs are contained in Appendix C.


10. AS-BUILT FOUNDATION DATA The existing Fair Oaks Avenue Overhead was constructed in 1967. The City of Sunnyvale performed seismic retrofit improvements on the existing structure in 1981 and 1993. The following As-built documents were provided by the Designer:

• “City of Sunnyvale, Department of Public Works, Plans for the Construction of Seismic Retrofit of the Mathilda Ave. and Fair Oaks Ave. Overpasses,” November 1981, prepared by George S. Nolte & Associates.

• “City of Sunnyvale, California, Plans for the Seismic Retrofit of the Mathilda Avenue Overhead and Fair Oaks Avenue Overhead,” June 1994, prepared by Willdan Associates.

• “Fair Oaks Ave. Grade Separation at the Southern Pacific Railroad, Department of Public Works, City of Sunnyvale, California,” January 1966, prepared by Wilsey, Ham & Blair.

Based on the As-built information, the existing overhead is about 905 feet long and has a minimum width of 65 feet. The bridge deck consists of cast-in-place reinforced concrete box girder. The structure bents consist of nine (9) pairs of concrete columns with steel casing supported by spread footings. Two (2) abutment walls are supported by spread footings as well. Table 10.1 summarizes the As-built spread footing foundation information. It should be noted that part of As-built plans is obscured and the existing foundation data should be verified by the Designer. The As-built plan does not show the design footing pressures.

TABLE 10.1 - EXISTING FOOTING FOUNDATION INFORMATION

Location Station Length (ft)

Width (ft)

Approx. Ground Elev. (ft)

Approx. Embedment

to the Bottom of Footing (ft)

Bottom of Footing Elev. (ft)

Footing Thickness

(ft)

Abutment 1 6+03 74 13 84 5 79 2 Bent 2 6+75 20 12 83 10 73 5 Bent 3 7+70 20 12 82 11 71 5 Bent 4 8+65 20 12 82 12 70 5 Bent 5 9+60 20 12 82 11 71 5 Bent 6 10+55 20 12 81 11 70 5 Bent 7 11+50 20 12 79 11 68 5 Bent 8 12+45 20 12 78 12 66 5 Bent 9 13+40 20 12 78 12 68 5

Bent 10 14+35 20 12 77 12 65 5 Abutment 11 15+07 81 13 77 5 72 2


11. FOUNDATION RECOMMENDATIONS FOR BENTS

11.1 Bent Footing Foundations It is our understanding that bridge widening (sliver widening on the east side of the Overhead only) will impose additional column loads on the east footings of Bents 2 through 6 and 10, and on the west footings of Bents 7 through 9. The east columns at Bents 7, 8 and 9 will be moved easterly to give additional horizontal clearance to Hendy Avenue under the Overhead, which require new footing foundations. The existing column axial load is about 1,800 kips per Designer, corresponding to a footing pressure of 7.5 ksf. Based on the subsurface conditions, it is our opinion that spread footing foundations appear to be feasible for the structure.

11.2 Bearing Capacities The bearing strata below the bottom of the existing bent footing foundations appear to be relatively strong sandy soils overlying stiff clayey soils. Footing bearing capacities were estimated in accordance with the procedures outlined in Das (2004) for rectangular footing on layered soils, which is based on the works of Meyerhof & Hanna (1978) and Meyerhof (1974). The analysis was performed on recent borings and CPTs as well as As-built data, with assumptions that the dimensions and embedment of footing foundations are the same as those of the existing. The materials shown on the As-built LOTBs with blow counts less than 15 were treated as clayey soils for conservativeness. Using empirical correlations between soil friction angle and SPT blow count (N60) or CPT tip resistance (qc), presented in the book of Coduto (1999), internal friction angles ranging from 30 to 42 degrees were adopted for sand. Undrained shear strengths of clay were estimated based on lab test results, CPT data interpretation, and correlation recommended by US Army Corps of Engineering (1992). Undrained shear strengths ranging from 1.1 to 1.7 ksf were used for stiff clay underlying the sandy layer. With above adopted soil strength parameters, the estimated ultimate footing bearing capacities vary approximately from 19 to 39.5 ksf. Table 11.1 summarizes the calculation results of footing bearing capacities. Calculation example of footing bearing capacity is presented in Appendix C.


TABLE 11.1 - SUMMARY OF BENT FOOTING BEARING CAPACITIES

Boring / CPT

General Soil Type

below Footing

Approx. Thickness of Soils (ft)

Ave. N60 Ave. qc

(ksf) φ° C (ksf)

Ultimate Bearing

Capacity qu (ksf)

R-12-001 Sand 11 50 42 0 Clay 20 11 0 1.2 22.5

R-12-002 Sand 13 38 38 0 Clay 16 10 0 1.1 23.0

B-1 (1965) Sand 13 25 35 0 Clay 17 11 0 1.2 23.0

B-2 (1965) Sand 16 30 35 0 Clay 20 11 0 1.2 28.0

B-3 (1965) Sand 10 26 35 0 Clay 15 10 0 1.1 19.0

B-4 (1965) Sand 20 25 35 0 Clay 10 14 0 1.4 39.0

B-5 (1965) Sand 20 25 35 0 Clay 20 15 0 1.5 39.5

CPT-13-001 Sand 7 480 42 0 Clay 20 50 0 1.7 20.0

CPT-13-002 Clay 8 60 30 0 Sand 7 400 30 0 Clay 11 40 0 1.5 28.5

CPT-13-003 Sand 11 600 42 0 Clay 15 40 0 1.5 24.0

To reduce possible punching failure due to dense sandy soil layer overlying stiff clayey soil layer and since that the Overhead has been in place for 46 years (from 1967 to 2013), it is recommended that bent footing bearing capacity for service load be limited to 7.5 ksf, the existing bearing pressure. The ultimate or nominal bearing pressure should not exceed 3 times the allowable bearing capacity (3 x 7.5 = 22.5 ksf).

11.3 Settlement The settlement of the existing bent footings is considered to have completed given the fact that the Overhead was built 46 years ago. If the existing footings are to be enlarged for additional load, the added portion should be doweled to the existing footings to minimize differential settlement. The settlement of the new footings (east footings) for Bents 7, 8 and 9 was estimated to be less than 1.5


inches under service load of 7.5 ksf, assuming that the dimensions and embedment of footing foundations are the same as those existing. Elastic settlement calculation used method recommended by Janbu, Bjerrum & Kjaernsi (1971) as referred to in the publication of Duncan & Buchignani (1976). Drained and undrained moduli of soils were estimated based on correlations presented by Kulhawy & Mayne (1990) and Duncan & Buchignani (1976), respectively. Table 11.2 summarizes the calculation results of footing settlement. Settlement calculation example is presented in Appendix C.

TABLE 11.2 - SUMMARY OF BENT FOOTING SETTLEMENT

Boring / CPT General Soil Type below

Footing

Approx. Soil Thickness (ft)

Approx. Settlement (in)

Approx. Total Settlement (in)

R-12-001 Sand 11 0.40 Clay 30 0.55 0.95

R-12-002 Sand 13 0.45 Clay 30 0.60 1.05

B-1 (1965) Sand 13 0.65 Clay 30 0.55 1.20

B-2 (1965) Sand 16 0.55 Clay 30 0.45 1.0

B-3 (1965) Sand 10 0.45 Clay 30 0.70 1.15

B-4 (1965) Sand 20 0.70 Clay 20 0.25 0.95

B-5 (1965) Sand 20 0.70 Clay 20 0.25 0.95

CPT-13-001 Sand 7 0.35 Clay 35 0.60 0.95

CPT-13-002 Clay 8 0.60 Sand 7 0.20 Clay 25 0.35 1.15

CPT-13-003 Sand 12 0.40 Clay 30 0.45 0.85

11.4 Bent Footing at the Strength Limit State

It is presumed that bent footing excavation will be backfilled with Caltrans structure backfill. Based on discussions with the Designer, it is our understanding that foundation design for Bents will be based on Caltrans Bridge Design Specifications (BDS, 2003) LFD method for the existing footings and Caltrans Amendments to AASHTO (2011) LRFD method for the new footings. The


soil parameters for bent footing design at the Strength Limit State are provided in Table 11.3. The footing should be supported on firm native soils, engineered fill, or properly treated subgrade.

TABLE 11.3 – BENT FOOTING Soil Unit Weight 120 pcf Nominal Bearing Capacity 22.5 ksf

Bearing Resistance Factor φ = 0.5 (LFD)1 φb = 0.45 (LRFD)2

Nominal Passive Equivalent Fluid Pressure 600 pcf (maximum 5 ksf)

Passive Resistance Factor φep = 0.5 (LRFD)2 Footing Base Friction Coefficient

0.4 (Existing footing) 0.5 (New footing)

Friction Resistance Factor φτ = 0.8 (LRFD)2 1. Caltrans BDS (2003), Section 4.10.6. 2. Caltrans Amendments to AASHTO (2011), Table 10.5.5.2.2-1.

11.5 Bent Footing at Seismic Event

Nominal passive pressure on the sides of bent footing foundations for seismic condition was estimated to be 3 ksf, rectangular-shaped. Lateral footing displacement is required to mobilize the passive pressure, which should follow the recommendation of Federal Emergency Management Agency (FEMA 356, November 2000). The Passive Pressure Mobilization Curve (Figure 4-6 in FEMA 356) is attached on Plate No. 8. Footing friction coefficients of 0.4 can be used between the footing base and subgrade for calculation of base friction resistance. Nominal bearing capacity of 22.5 ksf can be utilized for seismic condition. In addition, bent footing spring constants were calculated in accordance with the recommendations provided in FEMA 356 (November 2000). The methods incorporate the site parameters into foundation stiffness estimation, which include soil class at the site, soil shear wave velocity, normalized SPT blow counts of the soils, and site effective peak acceleration. An average (N1)60 of 15 was adopted for the soils surrounding the footings. The site peak acceleration at short period (0.2 sec.), corresponding to a probability of 5% exceedance in 50 years, was estimated to be 1.26g using USGS Beta (2008) program. An uncoupled spring model was used to calculate rigid footing spring constants. The calculation outputs for three bent footing dimensions are presented in


Appendix C.

11.6 Over-Excavation and Replacement below New Bent Footings To account for subsurface soil variation and uncertainty, the subgrade of new footing foundations at Bents 7, 8 and 9 should be over-excavated about 3 feet and replaced with Class 2 aggregate base (AB). If soft and loose, saturated native soil deposits are encountered, deeper excavation will be required to expose firm native soils. The over-excavation should be extended to a minimum of 2 feet beyond the footprint of the footings. The AB should be compacted to a minimum of 95 percent relative compaction (Caltrans standard). The exposed native soils should not be allowed to dry before placement of aggregate base and concrete. 12. FOUNDATION DESIGN CRITERIA FOR ABUTMENTS According to the Designer, abutment retrofits are required to help limit the global displacement of the bridge. Anchor heads/anchor piles at the corners of each abutment are being considered to provide additional lateral stiffness of the system. The LPILE parameters presented in Tables 12.1 and 12.2 can be used for the Designer to conduct lateral capacity analysis on anchor piles in longitudinal direction. The recommended LPILE parameters are based on the reduced CPT data. If applicable, an average group factor p-multiplier of 0.6 should be used for piles with a minimum spacing of 3 times the pile diameter, center to center. For a single row of piles spacing 3 times the pile diameter, a p-multiplier of 0.9 can be used for load direction perpendicular to the row. y-multiplier can be taken as 1.

TABLE 12.1 - LPILE PARAMETERS FOR ABUTMENT 1 (CPT-13-003 south end of bridge)

Approx. Elevation (ft)

Generalized Soil Profile

LPILE Soil Type Soil Strength K

(pci) E50

(in/in)

Effective Unit Wt.

(pcf)

Above 82.5 Embankment Sand (Reese) φ = 32° Default N/A 120

82.5 to 77.5 Silty Sand, Sandy Clay

Sand (Reese) φ = 32° Default N/A 120


Approx. Elevation (ft)

Generalized Soil Profile

LPILE Soil Type Soil Strength K

(pci) E50

(in/in)

Effective Unit Wt.

(pcf)

77.5 to 70.5 Sandy Silt, Clayey Silt


70.5 to 59.5 Gravelly Sand, Silty Sand


59.5 to 43.5 Sandy Silt, Clayey Silt, Silty Clay

Stiff Clay w/o Free Water (Reese) C = 1,000 psf N/A Default 58

43.5 to 36 Silty Sand, Sandy Silt, Clayey Silt,

Sand Sand (Reese) φ = 34° Default N/A 58

36 to 22 Sandy Silt, Clayey Silt, Silty Clay


22 to 17.5 Gravelly Sand, Sand Sand (Reese) φ = 36° Default N/A 58

17.5 to 11.5 Sandy Silt, Clayey Silt


11.5 to 8.5 Gravelly Sand, Sand Sand (Reese) φ = 38° Default N/A 58

Below 8.5 Sandy Silt, Clayey Silt, Silty Sand


TABLE 12.2 - LPILE PARAMETERS FOR ABUTMENT 11 (CPT-13-001 north end of bridge)

Approx. Elevation

(ft.) Generalized Soil

Profile LPILE

Soil Type Soil Strength K (pci)

E50 (in/in)

Effective Unit Wt.

(pcf)

Above 76 Embankment Sand (Reese) φ = 32° Default N/A 120

76 to 71 Silty Sand, Sandy Clay


71 to 59 Sandy Silt, Clayey Silt, Gravelly Sand,


59 to 55.5 Silty Clay, Clayey Silt

Mod. Stiff Clay w/o Free Water (Reese) C = 550 psf N/A Default 120

55.5 to 51 Sandy Silt, Clayey Silt


51 to 47 Silty Sand, Sandy Silt, Clayey Silt,



Approx. Elevation

(ft.) Generalized Soil

Profile LPILE

Soil Type Soil Strength K (pci)

E50 (in/in)

Effective Unit Wt.

(pcf)

47 to 40 Sandy Silt, Clayey Silt,


40 to 35 Gravelly Sand, Sand Sand (Reese) φ = 38° Default N/A 58

35 to 23.5 Sandy Silt, Clayey Silt,


23.5 to 16 Gravelly Sand, Sand Sand (Reese) φ = 38° Default N/A 58

16 to 6 Sandy Silt, Clayey Silt


Below 6 Sandy Silt, Clayey Silt, Silty Sand


Based on the Designer, the existing Abutment 1 will be extended about 6 feet easterly. Therefore, new abutment footing extension of about 7.3 feet is required. The width of the new abutment footing extension will be kept the same as that of the existing (13 ft). The existing axial service loads are about 2,290 kips and 2,645 kips per support on Abutment 1 and Abutment 11, respectively, which correspond to a bearing pressure of about 2.5 ksf. The required bearing capacity of the new footing will be similar to that of the existing. Per the CPT-13-003 and As-built B-1 data, the following (Table 12.3) geotechnical parameters should be incorporated into Abutment 1 footing extension design. It is our understanding that abutment footing foundation design will use Caltrans Working Stress Design (WSD) method. Proper factors of safety should be applied.

TABLE 12.3 – ABUTMENT FOOTING EXTENSION Active Equivalent Fluid Pressure 36 pcf At-Rest Equivalent Fluid Pressure 55 pcf Nominal Passive Equivalent Fluid Pressure (neglect the upper 1 foot) 600 pcf (maximum 3 ksf)

Nominal Bearing Capacity Allowable Bearing Capacity

12 ksf 4 ksf

Footing Base Friction Coefficient 0.4 Traffic Load (minimum) 240 psf Incremental Seismic Lateral Pressure 28 pcf


According to AASHTO (2011) recommendations, the additional seismic lateral pressure is triangular-shaped, and the resultant is at about one third of the wall height measured from the bottom of the wall. The lateral pressures in Table 12.3 are based on an assumption that the Caltrans structure backfill will be placed behind the abutment extension and is properly drained. To prevent hydrostatic pressure build-up, the abutment wall should be provided with permanent backdrain. Otherwise, hydrostatic pressure should be included into design. Other approximate surcharges in addition to traffic load should be considered by the Designer. A coefficient of 0.3 and 0.5 may be used to determine the additional horizontal earth pressure resulting from the surcharge for active and at-rest conditions, respectively. Per Caltrans Seismic Design Criteria (V1.7, 2013), the ultimate passive earth resistance behind the abutment backwall should be limited to 5 ksf for seismic design of the backwall (5.5 feet high or greater); for activated backwall height less than 5.5 feet modify the passive resistance proportionally, i.e. 5×(H/5.5) ksf. A minimum lateral wall movement of 2% of wall height to mobilize the full ultimate passive pressure is required. The ultimate passive earth resistances are also based on an assumption that the embankment fill behind the abutment is properly drained. To account for subsurface soil variation and uncertainty, the bottom of new footing foundation should be over-excavated about 2 feet and replaced with Class 2 AB. If soft and loose, saturated native soil deposits are encountered, deeper excavation will be required to expose firm native soils. The over-excavation should be extended to a minimum of 1 foot beyond the footprint of the footing foundations. AB should be compacted to a minimum of 95 percent relative compaction (Caltrans standard). The exposed native soils should not be allowed to dry before placement of aggregate base and concrete. 13. FOUNDATION DESIGN CRITERIA FOR RETAINING WALL A new retaining wall will be constructed along the east side at the south end of the bridge to


accommodate sliver widening requirement. Per the plan and typical cross sections of the retaining wall (July 2013) from the Designer, the new retaining wall will start from Abutment 1 and extend about 160 feet southerly with design height varying from 6.5 to 18 feet. The bottom elevations of the new retaining wall will confirm to those of the existing ones, about 4 to 5 feet below the existing grade. Part of the existing retaining wall will be demolished. No As-built design bearing capacity of the existing retaining wall is available. However, the As-built design bearing pressure for Abutment 1 is about 2.5 ksf. Per the CPT-13-003 and As-built Boring B-1 data, the following geotechnical parameters in Table 13.1 should be incorporated into the new retaining wall design.

TABLE 13.1 – RETAINING WALL FOOTING Soil Unit Weight 120 pcf Active Equivalent Fluid Pressure 36 pcf At-Rest Equivalent Fluid Pressure 55 pcf Nominal Passive Equivalent Fluid Pressure (neglect the upper 1 foot) 600 pcf (maximum 3 ksf)

Active Pressure Coefficient, ka 0.3 At-Rest Pressure Coefficient, ko 0.45 Passive Pressure Coefficient, kp 5.0 Nominal Bearing Capacity 6.5 ksf Footing Base Friction Coefficient, tanδ 0.35 Traffic Load (minimum) 240 psf Incremental Seismic Lateral Pressure 28 pcf

According to AASHTO (2011) recommendations, the additional seismic lateral pressure is triangular-shaped, and the resultant is at about one third of the wall height measured from the bottom of the wall. It is our understanding that the new retaining wall will be designed similarly to Caltrans Type 1 retaining wall. The footing foundation design will use AASHTO LRFD method. According to Table 11.5.6-1 of Caltrans Amendments to AASHTO (2011) for semi-gravity wall, the footing resistance factors of 0.55, 1.0 and 0.5 should be specified for bearing, friction, and passive resistance at the Strength Limit State, respectively.

The lateral pressures provided in Table 13.1 are based on an assumption that the Caltrans structure backfill will be placed behind the new retaining wall and the backfill is properly drained. To prevent hydrostatic pressure build-up, the abutment walls should be provided with permanent backdrains. Otherwise, hydrostatic pressure should be included into design. Other approximate


surcharges in addition to traffic load should be considered by the Designer. A coefficient of 0.3 and 0.5 may be used to determine the additional horizontal earth pressure resulting from the surcharge for active and at-rest conditions, respectively. To account for subsurface soil variation and uncertainty, the bottom of new footing foundation should be over-excavated about 2 feet and replaced with Class 2 AB. If soft and loose, saturated native soil deposits are encountered, deeper excavation will be required to expose firm native soils. The over-excavation should be extended to a minimum of 1 foot beyond the footprint of the footing foundations. AB should be compacted to a minimum of 95 percent relative compaction (Caltrans standard). The exposed native soils should not be allowed to dry before placement of aggregate base and concrete. 14. PAVEMENT SECTIONS Minor roadway widening will be required for Hendy Avenue under the Overhead. Pavement design for flexible pavement sections using hot mix asphalt (HMA) was based on the current Caltrans Highway Design Manual (HDM, 2012). The R-value of the existing subgrade material was tested to be 18. An R-value of 15 was used for pavement design. It is not expected that import fill will be needed. If import fill will be brought in for subgrade leveling, the import fill should have a minimum R-value of 15 and placed within 3 feet of the subgrade below pavement sections. Table 14.1 presents the design recommendations for structural pavement sections. Caltrans Standard Specifications (2010) should be referred for the materials (HMA, AB and AS) to be used and their placement and compaction.

TABLE 14.1 - STRUCTURAL PAVEMENT SECTIONS

TI R-value

Structural Pavement Section (ft)

Option 1 Option 2 Option 3

Full-Depth HMA HMA AB HMA AB AS

6 15 0.70 0.30 0.90 0.30 0.50 0.50 6.5 15 0.75 0.30 1.05 0.30 0.55 0.55 7.0 15 0.85 0.35 1.05 0.35 0.55 0.60


TI R-value

Structural Pavement Section (ft)

Option 1 Option 2 Option 3

Full-Depth HMA HMA AB HMA AB AS

7.5 15 0.90 0.40 1.15 0.40 0.55 0.65 8.0 15 0.95 0.40 1.25 0.40 0.65 0.70 8.5 15 1.05 0.45 1.35 0.45 0.65 0.75 9.0 15 1.10 0.45 1.50 0.45 0.75 0.80

HMA: Hot Mix Asphalt (Type A); AB: Aggregate Base (Class 2) with R-value equal to 78;

AS: Aggregate Sub-base (Class 2) with R-value equal to 50.

15. GRADING All grading and compaction operations should be performed in accordance with the project specifications and Section 19, Earthwork, of Caltrans Standard Specifications (2010). A representative from this office or regulating agency should observe all excavated areas during grading and perform moisture and density tests on prepared subgrade and compacted fill material. Areas to receive fill should be clean of vegetation, shrubs, trees, and their roots greater than 1.5 inches in diameter. If any soft or saturated soils are encountered during site grading, deeper excavation may be required to expose firm soils. Any fill materials imported to the project site should be non-expansive, relatively granular material having a Plasticity Index (PI) of less than 15 and a minimum Sand Equivalent (SE) of 10. The maximum particle size of fill material should not be greater than 4 inches in largest dimension. It should also be non-corrosive, free of deleterious material and should be reviewed by the Geotechnical Engineer. In addition, it is recommended that the materials within 3 feet of the proposed pavement subgrade should have a minimum R-value of 15. The on-site soils may be used as engineered fill, provided they meet the above criteria.


16. CONSTRUCTION CONSIDERATIONS

16.1 General To a degree, the performance of any structure is dependent upon construction procedures and quality. Hence, observation of foundation excavation and grading operations should be carried out by the geotechnical engineer. If the encountered subsurface conditions differ from those forming the basis of our recommendations, this office should be informed in order to assess the need for design changes. Therefore, the recommendations presented in this report are contingent upon good quality control and these geotechnical observations during construction.

16.2 Construction of CIDH Piles It is assumed that Cast-In-Drilled-Hole (CIDH) concrete piles will be constructed as abutment anchor head/anchor piles. Caltrans standard specifications (2010) and standard special provisions (SSP) for “Cast-in-Place Concrete Piling” should be used for the construction of CIDH piles. Groundwater is expected during pile construction. Hard drilling should be anticipated for drilling into dense or very dense sand/gravel materials. The contractor should carefully examine the subsurface conditions and should make their own interpretation and perform independent study on the constructability of the piles. Special tool or drilling equipment may be required. The use of temporary steel casing or fluid displacement method should be anticipated at all times to maintain the integrity of the piles. Vertical inspection pipes for acceptance testing should be provided in all CIDH piles that are 24 inches in diameter or larger, except when the holes are dry or when the holes are dewatered without the use of temporary casing to control groundwater. The acceptance test should include Gamma- Gamma Logging and may also include crosshole sonic logging. Gamma-Gamma Logging should be performed in accordance with California Test Method CT 233 to check the homogeneity of CIDH piles. CT 233 defines pile rejection criteria based on the statistical principles of mean and three standard deviations to analyze the homogeneity of a pile. Anomalies detected should be evaluated by the Designer for their significance and potential impact on design and to see if mitigation plans are required. Details of the acceptance testing and Gamma-Gamma Logging are


contained in Caltrans SSP and CT 233. Due to presence of granular material and groundwater, raveling or caving is expected, which may require additional drilling and cleaning effort and may increase the concrete volume for the piles. It is prudent to make the contractor aware of these conditions so that they take appropriate steps to comply with the standards and maintain the integrity of the CIDH concrete piles. Mitigation and repair procedures for CIDH anomaly should be anticipated. All pile excavations should be observed by the geotechnical engineer prior to the placement of reinforcement and concrete so that if conditions differ from those anticipated, appropriate recommendations can be made.

16.3 Construction Dewatering Groundwater is assumed at 20 feet depth for project design based on Seismic Hazard Zone Report 068 (CGS, 2002). In case of excavation below the groundwater table, construction dewatering will be required. The contractor should evaluate the subsurface conditions before selecting a dewatering method, which may include shoring, sumps or tremie slabs. Groundwater should be lowered to at least 2 feet below the bottom of excavation to provide workable condition. Designing dewatering system should be the contractor’s responsibility. All dewatering systems should be properly designed to prevent pumping soil fines with the discharge water. The contractor should sample and test the groundwater for soil fines content from the discharge, as needed. If soil fines are pumped, the contractor should revise his dewatering operations. Otherwise, failure of shoring, partial instability of trench bottom resulting in intolerable ground settlement/ movement of existing utilities and unsafe working conditions may occur. The contractor should provide discharge sampling locations for each pump. The contractor is encouraged to perform their own investigation, test program, etc. prior to construction in order to satisfy their design requirements for an effective dewatering program. Contractor should confirm the design groundwater level (for shoring) prior to actual construction.

16.4 Temporary Excavation and Shoring Excavation will be required for installation of foundations. It is possible that unknown old buried


utilities are located at the site. It might require special equipment and additional efforts to remove these buried objects. According to OSHA Safety Standards, temporary excavations with personnel working within the excavations should be sloped or shored if the excavations are deeper than 5 feet. All excavation for the project should be made and supported in accordance with OSHA standards. Temporary slopes up to 20 feet high should not be steeper than gradient of 1H:1V in clayey soils and 1.5H:1V in sandy soils. It should be noted that the slope ratio recommended by OSHA is for temporary, unsurcharged slopes and properly dewatered conditions. Traffic and surcharge loads should be kept back at least 15 feet from the top of the excavation. Flatter trench slopes may be required if seepage is encountered during construction or if exposed soils conditions differ from those encountered by test borings. The excavation should be closely monitored during construction to detect any evidence of instability, soil creep, settlement, etc. Appropriate mitigation measures should be implemented to correct such situations that may cause or lead to future damage to facilities, utilities and other improvements. A shoring system will be necessary for excavation support if open cut is not feasible due to site restraint. Selection, design, and performance of shoring system should be the responsibility of the contractor. The contractor should have the shoring system designed and signed by a registered civil engineer. The shoring system should be designed to be relatively rigid and with as many supports or struts as necessary to prevent excessive straining and deformation of the supported soils. Trench shield (boxes) or similar passive shoring systems are not recommended unless it can be demonstrated by the contractor through field monitoring (inclinometer) that lateral soil creep will not affect existing facilities and utilities. It is recommended to use an active earth pressure of (Pa = 45 x H) in pounds per square feet (psf), where H is the excavation depth in feet. An apparent lateral earth pressure diagram for internally braced shoring system is presented on Plate No. 9. Additional lateral load from adjacent (within 15 feet of the top of trench) traffic and construction operation surcharge should be included in design. The lateral load may be assumed at 50% of the total surcharge load. For passive earth pressure below bottom of excavation, it is recommended to use triangular earth pressure distribution of (Pp = 350 x D) in psf, where D is the depth of shoring below the bottom of


excavation in feet. The passive pressure should not exceed 3.5 ksf. The upper 2 feet of soil resistance should be neglected in calculating the passive pressure. Appropriate factor of safety should be applied. 17. NOTES TO DESIGNER This report was prepared specifically for the proposed project as described earlier. Normal procedures were assumed for construction of the bridge structure throughout our analysis and represent one of the bases of recommendations presented herein. The design criteria have been based upon the materials encountered at the site. Therefore, we should be notified in the event that these conditions are changed, so as to modify or amend our recommendations. Should there be any alterations of the proposed construction that will affect the stated bases of our recommendations, we should be informed so that we can review such changes and amend or submit additional recommendations. 18. PLAN REVIEW It is recommended that the final foundation plans for the subject project be reviewed by this office prior to construction so that the intent of our recommendations is included in the project plans and specifications and to further see that no misunderstandings or misinterpretations have occurred. 19. INVESTIGATION LIMITATIONS Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices and are based on our site reconnaissance and the assumption that the subsurface conditions do not deviate from observed conditions. All work done is in accordance with generally accepted geotechnical engineering principles and practices. No warranty, expressed or implied, of merchantability or fitness, is made or intended in connection with our work or by the furnishing of oral or written reports or findings.


The scope of our services did not include any environmental assessment or investigation for the presence or absence of hazardous or toxic materials in structures, soil, surface water, groundwater or air, below or around this site. Unanticipated soil conditions are commonly encountered and cannot be fully determined by taking soil samples and excavating test borings; different soil conditions may require that additional expenditures be made during construction to attain a properly constructed project. Some contingency fund is thus recommended to accommodate these possible extra costs. This report has been prepared for the proposed project as described earlier, to assist the engineer in the design of this project. In the event any changes in the design or location of the facilities are planned, or if any variations or undesirable conditions are encountered during construction, our conclusions and recommendations shall not be considered valid unless the changes or variations are reviewed and our recommendations modified or approved by us in writing. This report is issued with the understanding that it is the Designer's responsibility to ensure that the information and recommendations contained herein are incorporated into the project and that necessary steps are also taken to see that the recommendations are carried out in the field. The findings in this report are valid as of the present date. However, changes in the subsurface conditions can occur with the passage of time, whether they are due to natural processes or to the works of man, on this or adjacent properties. In addition, changes in applicable or appropriate standards occur, whether they result from legislation or from the broadening of knowledge. Accordingly, the findings in this report might be invalidated, wholly or partially, by changes outside of our control. Respectfully submitted, PARIKH CONSULTANTS, INC. Peter Haoli Wei, PE, GE 2922 Y. David Wang, PhD, PE 52911 Project Engineer Project Manager


REFERENCES

1. Caltrans, 2010, Standard Specifications. 2. Caltrans, 2012, Highway Design Manual. 3. Caltrans, April 2013, Seismic Design Criteria, V1.7. 4. Caltrans, November 2012, Corrosion Guidelines, V2.0. 5. Caltrans, November 2003, Bridge Design Specifications. 6. Caltrans, 2012, ARS Online, V2, (

http://dap3.dot.ca.gov/shake_stable/v2/index.php).

7. Caltrans, November 2012, Methodology for Developing Design Response Spectrum for Use in Seismic Design Recommendations.

8. Caltrans, 2010, Soil & Rock Logging, Classification, and Presentation Manual. 9. Caltrans, updated December 2009, Guidelines for Structure Foundation Reports, V2.0. 10. California, November 2011, Amendments to AASHTO LRFD Bridge Design

Specifications, 4th Edition. 11. California Geological Survey (CGS), 2002, Seismic Hazard Zone Report for the Cupertino

7.5-Minute Quadrangle (Report 068), Santa Clara County, California. 12. Coduto, D. P., 1999, Geotechnical Engineering, Principles and Practices, Prentice-Hall,

Inc., Upper Saddle River, NJ, p 511-512. 13. Daniel, C. R., Howie, J. A. and Sy, A., 2003, ‘A Method for Correlating Large Penetration

Test (LPT) to Standard Penetration Test (SPT) Blow Counts,’ Canadian Geotechnical Journal, 40:66-77, 2003.

14. Das, B. M., 2004, Principles of Foundation Engineering, 5E, Brooks/Cole, Pacific Grove,

CA, p 171-176. 15. Duncan, J. M. and Buchignani, A. L., June 1976, An Engineering Manual for Settlement

Studies, University of California, Berkeley. 16. Federal Emergency Management Agency, November 2000, Prestandard and Commentary

http://dap3.dot.ca.gov/shake_stable/v2/index.php�


for the Seismic Rehabilitation of Buildings, FEMA 356. 17. George S. Nolte & Associates, November 1981, Plans for the Construction of Seismic

Retrofit of the Mathilda Ave. and Fair Oaks Ave. Overpasses, City of Sunnyvale, Department of Public Works.

18. Helley, E. J., Graymer, R. W., Phelps, G. A., Showalter, P. K. and Wentworth, C. M., 1994,

Quaternary Geology of Santa Clara Valley, Santa Clara, Alameda, and San Mateo Counties, California, A Digital Database, USGS Open-File Report 94-231, CGS.

19. Jennings, C. W. and Bryant, W. A., 2010, Fault Activity Map of California, Geologic Data

Map No. 6, California Geological Survey. 20. Kulhawy, F. H. and Mayne, P. W., August 1990, Manual on Estimating Soil Properties for

Foundation Design, Cornell University. 21. US Army Corps of Engineering, 1992, Engineering and Design – Bearing Capacity of Soils,

EM 1110-1-1905. 22. USGS, 2008, Online Interactive Deaggregation Program (Beta),

(https://geohazards.usgs.gov/deaggint/2008/)

.

23. Willdan Associates, June 1994, Plans for the Seismic Retrofit of the Mathilda Avenue Overhead and Fair Oaks Avenue Overhead, City of Sunnyvale, California.

24. Wilsey, Ham & Blair, January 1966, Fair Oaks Ave. Grade Separation at the Southern

Pacific Railroad, Department of Public Works, City of Sunnyvale, California. 25. Witter, R. C., Knudsen, K. L., Sowers, J. M., Wentworth, C. M., Koehler, R. D. and

Randolph, C. E., 2006, Maps of Quaternary Deposits and Liquefaction Susceptibility in the Central San Francisco Bay Region, California, USGS in Cooperation with the California Geological Survey, Open-File Report 06-1037.

26. Youd, T. L. and Idriss, I. M., Co-Chairs, 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, V. 127, No. 4, p 297-313.

JOB NO.: 2012-105-GEO

FAIR OAKS AVENUE OVERHEAD REHABILITATIONCITY OF SUNNYVALE, CALIFORNIA

PLATE NO.: 1

PROJECT LOCATION MAP

ApproximateProject Location

JOB NO.: 2012-105-GEO


PLATE NO.: 2

SITE PLAN

R-12-002

R-12-001

LEGEND:

Approx. CPT Location

Approx. Boring ocation

CPT-13-001

CPT-13-002

CPT-13-003

JOB NO.: 2012-105-GEO


PLATE NO.: 3

Source: Helley et al, 1994, Quaternary Geology of Santa Clara Valley, Santa Clara, Alameda, and San Mateo Counties, California, A Digital Database, USGS Open-File Report 94-231.

Legend:Qhaf - Alluvial Fans and Fluvial Deposits (Holocene)Qpaf - Alluvial Fans and Fluvial Deposits (Pleistocene)Qhfp - Floodplain Deposits (Holocene)Qhb - Basin Deposits (Holocene)

GEOLOGIC MAP


JOB NO.: 2012-105-GEO


PLATE NO.: 5

Legend148 - Silver Creek Fault (Mmax=6.9)153 - Cascade Fault (Mmax=6.7)154 - Monte Vista-Shannon Fault (Mmax=6.4)134 - San Andreas (Peninsula) 2011 CFM (Mmax=8.0)Source: Caltrans ARS Online (V2 2012) FAULT MAP


148

153

154

134

Site InformationLatitude: 37.3753 0.0 0.291 0.382 0.290 0.224 0.601 0.578

Final Adjusted Spectral Accelerations (g)

San Andreas (Santa Cruz Mts)

2011 CFM

Period (sec)

San Andreas (Peninsula) 2011 CFM

Caltrans Probabilistic

USGS Deaggregation

Cascade faultMinimum

Deterministic

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0

Sp

ect

ral A

cce

lera

tion

, Sa

(g

)

Period (sec)

ACCELERATION RESPONSE SPECTRUM COMPARISON(Deterministic & Probablistic Curves)

USGS Deaggregation

Caltrans Probabilistic

San Andreas (Peninsula) 2011 CFM

Cascade fault

San Andreas (Santa Cruz Mts) 2011 CFM

Minimum Deterministic

Longitude -122.0206 0.1 0.457 0.560 0.457 0.385 1.046 #N/A

VS30 (m/s) = 235 0.2 0.593 0.709 0.592 0.490 1.303 #N/A

Z 1.0 (m) = N/A 0.3 0.614 0.748 0.613 0.480 1.313 1.270

Z 2.5 (km) = N/A 0.5 0.593 0.719 0.592 0.406 1.171 #N/A

1.0 0.583 0.604 0.582 0.244 0.999 0.968

13.7 2.0 0.393 0.315 0.392 0.120 0.602 #N/A

3.0 0.265 0.192 0.265 0.072 0.399 0.392

4.0 0.195 0.132 0.194 0.049 0.289 #N/A

5.0 0.154 0.099 0.153 0.036 0.234 #N/A

Note:

The near fault factors have been applied to the ARS curves for faults having fault to site distance less than 25 km.

Source:

1. Caltrans ARS Online tool (V2, http://dap3.dot.ca.gov/shake_stable/v2/index.php)

2. USGS Deaggregation 2008 beta (http://eqint.cr.usgs.gov/deaggint/2008/index.php)

Plate No.: 6A

Near Fault Factor, Derived from USGS Deagg. Dist (km) =

Project No.: 2012-105-GEO

3. Caltrans Methodology for Developing Design Response Spectrum for Use in Seismic Design Recommendations, November 2012

Fair Oaks Avenue Overhead RehabilitationCity of Sunnyvale, California

6/10/2013 Acceleration_Response_Spectrum_V2.0 Fair Oaks OverheadT:\Ongoing Projects\2012\2012-105 Biggs - Fair Oaks Bridge Rehabilitation Project\analysis 105 fair oaks\

Site Information Recommended Response Spectrum

Latitude: 37.3753

Longitude -122.0206

VS30 (m/s) = 235 0.0 0.601 1 1 0.601

Period (sec)

Caltrans Online Probabilistic

Spectral Acceleration (g)

Adjusted for Near Fault Effect

Adjusted For Basin Effect

Final Adjusted Spectral

Acceleration (g)

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0

Spe

ctra

l Acc

eler

atio

n, S

a (g

)

Period (sec)

RECOMMENDED ACCELERATION RESPONSE SPECTRUMProbabilistic Approach (5% Damping)

Z 1.0 (m) = N/A 0.1 1.046 1 1 1.046

Z 2.5 (km) = N/A 0.2 1.303 1 1 1.303

0.3 1.313 1 1 1.313

13.7 0.5 1.171 1 1 1.171

1.0 0.832 1.2 1 0.998

2.0 0.502 1.2 1 0.602

Governing Curve: 3.0 0.332 1.2 1 0.398

4.0 0.241 1.2 1 0.289

5.0 0.195 1.2 1 0.234

Source:

1. Caltrans ARS Online tool (V2, http://dap3.dot.ca.gov/shake_stable/v2/index.php)

2. USGS Deaggregation 2008 beta (http://eqint.cr.usgs.gov/deaggint/2008/index.php)

Project No.: 2012-105-GEO Plate No.: 6B

3. Caltrans Methodology for Developing Design Response Spectrum for Use in Seismic Design Recommendations, November 2012

Near Fault Factor, Derived from USGS Deagg. Dist (km) =

Caltrans Online Probabilistic ARS

Fair Oaks Avenue Overhead RehabilitationCity of Sunnyvale, California

Note:

The curve has been modified to account for the proximity of the site to the fault. The spectral acceleration in periods greater than 1.0 sec. has been increased by 20%. A linear interpolation was used between 0.5 and 1 sec.

6/10/2013 Acceleration_Response_Spectrum_V2.0 Fair Oaks OverheadT:\Ongoing Projects\2012\2012-105 Biggs - Fair Oaks Bridge Rehabilitation Project\analysis 105 fair oaks\

JOB NO.: 2012-105-GEO


PLATE NO.: 7

Liquefaction Susceptibility MAP


Source:Witter et al., 2006, Maps of Quaternary Deposits and Liquefaction Susceptibility in the Central San Francisco Bay Region, California, USGS in Cooperation with the California Geological Survey, Open-File Report 06-1037

Reference: Chapter 4, Foundation and Geologic Site Hazards, FEMA 356, November 2000

JOB NO.: 2012-105-GEO PLATE NO: 8

FAIR OAKS AVENUE OVERHEAD REHABILITATION CITY OF SUNNYVALE, CALIFORNIA

PASSIVE PRESSURE MOBILIZATION AGAINST FOOTINGS

APPENDIX A

Job No.: 2012-105-GEO

FAIR OAKS AVENUE OVERHEAD REHABILITATION

CITY OF SUNNYVALE, CALIFORNIA

CH

MH

OH

OL/OH

ORGANIC SOIL

ORGANIC SOIL with SAND

ORGANIC SOIL with GRAVEL

SANDY ORGANIC SOIL

SANDY ORGANIC SOIL with GRAVELGRAVELLY ORGANIC SOIL

GRAVELLY ORGANIC SOIL with SAND

OH

SM

SC

GW

GW-GM

CL

CL-ML

ML

COBBLES and BOULDERSBOULDERS

PT

SILTY GRAVEL

CLAYEY GRAVEL

SILTY, CLAYEY GRAVEL

GROUP SYMBOLS AND NAMES

DRILLING METHOD SYMBOLS

Auger Drilling

FIELD AND LABORATORY TESTS

WATER LEVEL SYMBOLS

Dynamic Coneor Hand Driven Diamond CoreRotary Drilling

Static Water Level Reading (long-term)

Shelby Tube

NX Rock Core

Bulk Sample

Piston Sampler

HQ Rock Core

Other (see remarks)

Static Water Level Reading (short-term)

First Water Level Reading (during drilling)

SILTY, CLAYEY SAND with GRAVEL

CLAYEY SAND with GRAVEL

SILTY SAND with GRAVEL

COBBLES

Standard Penetration Test (SPT)

Well-graded GRAVEL with SAND

Well-graded GRAVEL with SILT

Well-graded GRAVEL with CLAY and SAND(or SILTY CLAY and SAND)

Well-graded SAND with CLAY (or SILTY CLAY)

Poorly graded GRAVEL

Poorly graded GRAVEL with CLAY(or SILTY CLAY)

Poorly graded SAND with SILT

Poorly graded SAND with CLAY (or SILTY CLAY)

Poorly graded SAND with CLAY and GRAVEL(or SILTY CLAY and GRAVEL)

Lean CLAY

ORGANIC elastic SILT with SAND

SANDY ORGANIC elastic SILT with GRAVELGRAVELLY ORGANIC elastic SILT

GRAVELLY ORGANIC elastic SILT with SAND

GW-GC

GP-GM

GP-GC

GM

SAMPLER GRAPHIC SYMBOLS

OL

OL

SILTY SAND

CLAYEY SAND

SILTY CLAY

SILTY CLAY with SAND

SILTY CLAY with GRAVEL

SANDY SILTY CLAY

SANDY SILTY CLAY with GRAVELGRAVELLY SILTY CLAY

GRAVELLY SILTY CLAY with SAND

SILT with SAND

SILT with GRAVEL

SANDY SILT

SANDY SILT with GRAVEL

PEAT

Well-graded GRAVEL with SILT and SAND

Well-graded GRAVEL with CLAY (or SILTY CLAY)

Well-graded SAND

Well-graded SAND with GRAVEL

Well-graded SAND with SILT and GRAVEL

Poorly graded GRAVEL with SAND

Poorly graded GRAVEL with SILT and SAND

Poorly graded GRAVEL with CLAY and SAND(or SILTY CLAY and SAND)

Poorly graded SAND

Poorly graded SAND with GRAVEL

Poorly graded SAND with SILT and GRAVEL

SANDY lean CLAY

GRAVELLY lean CLAY

SANDY ORGANIC fat CLAY with GRAVELGRAVELLY ORGANIC fat CLAY

GRAVELLY ORGANIC fat CLAY with SAND

Elastic SILT

ORGANIC elastic SILT with GRAVEL

SANDY elastic ELASTIC SILT

SILTY, CLAYEY SAND

Group Names

SC-SM

Graphic / Symbol Graphic / Symbol Group Names

GC

GP

GC-GM

SP-SC

SW

SP

SW-SM

SILTY, CLAYEY GRAVEL with SAND

CLAYEY GRAVEL with SAND

SILTY GRAVEL with SAND

Standard California Sampler

Modified California Sampler

Well-graded SAND with SILT

SW-SC

SP-SM

Consolidation (ASTM D 2435-04)

Compaction Curve (CTM 216 - 06)

Liquid Limit, Plastic Limit, Plasticity Index(AASHTO T 89-02, AASHTO T 90-00)

Collapse Potential (ASTM D 5333-03)

Sand Equivalent (CTM 217 - 99)

Corrosion, Sulfates, Chlorides (CTM 643 - 99; CTM 417- 06; CTM 422 - 06)

GRAVELLY SILT

GRAVELLY SILT with SAND

SILT

ORGANIC SILT with SAND

ORGANIC SILT with GRAVEL

SANDY ORGANIC SILT

C

Consolidated Undrained Triaxial (ASTM D 4767-02)

Lean CLAY with SAND

Lean CLAY with GRAVEL

SANDY lean CLAY with GRAVEL

ORGANIC lean CLAY

GRAVELLY ORGANIC lean CLAY

GRAVELLY ORGANIC lean CLAY with SAND

Fat CLAY

Elastic SILT with GRAVEL

SANDY elastic SILT

SANDY elastic SILT with GRAVELGRAVELLY elastic SILT

GRAVELLY elastic SILT with SAND

ORGANIC elastic SILT

SANDY ORGANIC SILT with GRAVELGRAVELLY ORGANIC SILT

GRAVELLY ORGANIC SILT with SAND

ORGANIC SILT

PI

Particle Size Analysis (ASTM D 422-63 [2002])

Point Load Index (ASTM D 5731-05)

R-Value (CTM 301 - 00)

Specific Gravity (AASHTO T 100-06)

Shrinkage Limit (ASTM D 427-04)

Swell Potential (ASTM D 4546-03)

Pocket Torvane

Unconfined Compression - Soil (ASTM D 2166-06)Unconfined Compression - Rock (ASTM D 2938-95)

CL

CU

PL

Pressure MeterPM

Pocket Penetrometer

SG

SW

TV

UC

Well-graded SAND with CLAY and GRAVEL(or SILTY CLAY and GRAVEL)

ORGANIC lean CLAY with SAND

ORGANIC lean CLAY with GRAVEL

SANDY ORGANIC lean CLAY

SANDY ORGANIC lean CLAY with GRAVEL

Fat CLAY with SAND

Fat CLAY with GRAVEL

SANDY fat CLAY

SANDY fat CLAY with GRAVELGRAVELLY fat CLAY

GRAVELLY fat CLAY with SAND

ORGANIC fat CLAY

ORGANIC fat CLAY with SAND

ORGANIC fat CLAY with GRAVEL

SANDY ORGANIC fat CLAY

Elastic SILT with SAND

UU Unconsolidated Undrained Triaxial(ASTM D 2850-03)

UW Unit Weight (ASTM D 4767-04)

Vane Shear (AASHTO T 223-96 [2004])VS

CP

PP

R

SL

CR

SE

Direct Shear (ASTM D 3080-04)DS

Expansion Index (ASTM D 4829-03)EI

Moisture Content (ASTM D 2216-05)M

OC Organic Content (ASTM D 2974-07)

Permeability (CTM 220 - 05)P

PA

Well-graded GRAVEL

Poorly graded GRAVEL with SILT

GRAVELLY lean CLAY with SAND

BORING RECORD LEGEND

Date: 12/21/2012

A-i

Plate:This log is part of the report prepared by Parikh Consultants, Inc. for the named project and should be read together with that report for completeinterpretation. This summary applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locationsand may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered.

Job No.: 2012-105-GEO



2.0 - 4.0

> 4.0

2.0 - 4.0

PocketPenetrometer (tsf)

Soft 0.25 - 0.50 0.25 - 0.50 0.12 - 0.25

< 0.25

0.25 - 0.500.50 - 1.00.50 - 1.0Medium Stiff

Hard

Very Stiff

Low

Very Loose

Loose

SPT N60 - Value (blows / foot)

PLASTICITY OF FINE-GRAINED SOILS

Cobble

Coarse

Fine No. 4 Sieve to 3/4 inch

Coarse No. 10 Sieve to No. 4 Sieve

No. 40 Sieve to No. 10 SieveMedium

Fine No. 200 Sieve to No. 40 Sieve

0.50 - 1.01.0 - 2.01.0 - 2.0Stiff

CONSISTENCY OF COHESIVE SOILS

SizeDescriptor

Silt and Clay Passing No. 200 Sieve

Absence of moisture, dusty, dry to the touchDry

Damp but no visible water

Descriptor

Dense

Medium Dense

5 - 10

11 - 30

0 - 4

31 - 50

Descriptor

Moist

MOISTUREAPPARENT DENSITY OF COHESIONLESS SOILS

Wet

> 50Very Dense

Criteria

Visible free water, usually soil is belowwater table

Descriptor Field ApproximationUnconfined CompressiveStrength (tsf) Torvane (tsf)

Easily penetrated several inches by thumb

Can be penetrated several inches by thumbwith moderate effort

Readily indented by thumb but penetrated onlywith great effort

PERCENT OR PROPORTION OF SOILS

Sand

Boulder

Criteria

Trace

Gravel

Descriptor

> 12 inches

3/4 inch to 3 inches

3 to 12 inches

5 to 10%Few

15 to 25%Little

30 to 45%Some

50 to 100%Mostly

Nonplastic

High

Easily penetrated several inches by fist

Readily indented by thumbnail

Indented by thumbnail with difficulty

Descriptor Criteria

A 1/8-inch thread cannot be rolled at any water content.

The thread can barely be rolled, and the lump cannot be formed when drier than the plastic limit.

The thread is easy to roll, and not much time is required to reach the plastic limit; it cannot be rerolled after reaching theplastic limit. The lump crumbles when drier than the plastic limit.

CEMENTATION

Descriptor Criteria

Medium

Strong

Moderate

Weak

Crumbles or breaks with considerablefinger pressure.

Particles are present but estimatedto be less than 5%

Will not crumble or break with fingerpressure.

Crumbles or breaks with handling or littlefinger pressure.

SOIL PARTICLE SIZE

It takes considerable time rolling and kneading to reach the plastic limit. The thread can be rerolled several times afterreaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit.

Very Soft < 0.25 < 0.12

1.0 - 2.0

> 2.0> 4.0

NOTE: This legend sheet provides descriptors and associatedcriteria for required soil description components only.

REFERENCE: Caltrans Soil and Rock Logging, Classification, andPresentation Manual (2010).

BORING RECORD LEGEND

Date: 12/21/2012

A-ii


CR

PI

PA

13

20

18

6

7

102

111

1

2

3

4

5

71012

345

4710

343135

193034

Lean CLAY with GRAVEL (CL); stiff; dark brown; moist;medium plasticity fines.

SANDY lean CLAY (CL); medium stiff to stiff; brown;moist; fine GRAVEL; coarse to fine SAND; low tomedium plasticity fines; Pocket of clayey sand.

Light gray; medium plasticity fines.

Poorly graded SAND with SILT and GRAVEL (SP-SM);dense; grayish brown; wet; coarse to fine GRAVEL, max.1 in. dia.; coarse to fine SAND.

SILTY SAND with GRAVEL (SM); very dense; grayishbrown; wet; coarse to fine GRAVEL; coarse to fineSAND.

SANDY lean CLAY (CL); stiff; brown; wet; fine GRAVEL;coarse to fine SAND; low plasticity fines.

PP =0.5

UC =1.05

AFTER DRILLING (DATE)

SURFACE ELEVATION

81.0 ftDRILLING METHOD

Hollow-Stem Auger / Rotary Wash

GROUNDWATERREADINGS

BOREHOLE LOCATION (Lat/Long or North/East and Datum)

37° 22' 31.58" / 122° 1' 14.35" WGS84HOLE ID

R-12-001

DURING DRILLING

HAMMER EFFICIENCY, ERi

65%SAMPLER TYPE(S) AND SIZE(S) (ID)

MC / SPTTOTAL DEPTH OF BORING

71.5 ft

BOREHOLE DIAMETER

8 in

BOREHOLE LOCATION (Offset, Station, Line)

.SPT HAMMER TYPE

140 lb / 30 inches / Auto

DRILL RIG

Failing 1500

BOREHOLE BACKFILL AND COMPLETION

CEMENT GROUT BACKFILL

DRILLING CONTRACTOR

Pitcher Drilling Co.

LOGGED BY

L BHANGOOBEGIN DATE

12-18-12COMPLETION DATE

12-18-12

Mat

eria

lG

raph

ics

Cas

ing

Dep

th

ELE

VA

TIO

N (

ft)

79.00

77.00

75.00

73.00

71.00

69.00

67.00

65.00

63.00

61.00

59.00

57.00

DE

PT

H (

ft)

A-1A

Remarks

Dri

lling

Met

hod

RQ

D (

%)

Rec

over

y (%

)

Moi

stur

eC

onte

nt (

%)

Dry

Uni

t W

eigh

t(p

cf)

Job No.: 2012-105-GEODate: 12/21/2012

Sam

ple

Dep

th

Sam

ple

Num

ber

Blo

ws

per

6 in

.

Blo

ws

per

foot

DESCRIPTION

LOG OF TEST BORING

She

ar S

tren

gth

(tsf

)

PC

I-C

T 5

BR

201

2-10

5-G

EO

.GP

J T

EM

PLA

TE

7-2

2-11

.GD

T 6

/7/1

3




(continued)

22

9

17

66

64

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

PI

16

25

22

17

11

26

102

105

117

101

6

7

8

9

10

11

986

151210

558

4613

2829

61417

SANDY lean CLAY (CL); stiff; brown; wet; fine GRAVEL;coarse to fine SAND; low plasticity fines. layerdescription continued from previous pageSANDY lean CLAY (CL) (continued).

Lean CLAY with SAND (CL); stiff; gray; wet; fine SAND;medium plasticity fines.

Medium stiff.

SILTY CLAY with GRAVEL (CL-ML); stiff; gray; wet; fineGRAVEL; coarse to fine SAND; low to medium plasticityfines.

Very stiff.

CLAYEY SAND with GRAVEL (SC); medium dense;gray; wet; coarse to fine GRAVEL; coarse to fine SAND.

Lean CLAY (CL); very stiff; gray; wet; low plasticity fines.

Stiff; brown.

PP =0.75

PP =1.0

UC =0.8

PP =2.25

Mat

eria

lG

raph

ics

Cas

ing

Dep

th

ELE

VA

TIO

N (

ft)

55.00

53.00

51.00

49.00

47.00

45.00

43.00

41.00

39.00

37.00

35.00

33.00

31.00

29.00

27.00

DE

PT

H (

ft)

A-1B

Remarks

Dri

lling

Met

hod

RQ

D (

%)

Rec

over

y (%

)

Moi

stur

eC

onte

nt (

%)

Dry

Uni

t W

eigh

t(p

cf)

Job No.: 2012-105-GEODate: 12/21/2012

Sam

ple

Dep

th

Sam

ple

Num

ber

Blo

ws

per

6 in

.

Blo

ws

per

foot

DESCRIPTION

LOG OF TEST BORING

She

ar S

tren

gth

(tsf

)

PC

I-C

T 5

BR

201

2-10

5-G

EO

.GP

J T

EM

PLA

TE

7-2

2-11

.GD

T 6

/7/1

3




(continued)

14

22

13

19

37

31

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

25

20

26

12

100

110

99

12

13

14

15

568

81825

369

142825

Lean CLAY (CL) (continued).Lean CLAY (CL); very stiff; gray; wet; low plasticity fines.layer description continued from previous page

SANDY SILT (ML); very stiff; gray; wet; fine SAND.

Lean CLAY with GRAVEL (CL); stiff; grayish brown; wet;fine GRAVEL; medium plasticity fines.

CLAYEY GRAVEL (GC); dense; brown; wet; fineGRAVEL; coarse to medium SAND.

Bottom of borehole at 71.5 ft bgs/Elev. 9.5 ft.

Free groundwater was not encountered in upper about17 ft and not measured below 17 ft due to rotary washdrilling method during drilling

This Boring Record was developed in accordance withthe Caltrans Soil & Rock Logging, Classification, andPresentation Manual (2010) except as noted on the Soilor Rock Legend or below.

PP =1.25UC =1.15

PP =1.25

Mat

eria

lG

raph

ics

Cas

ing

Dep

th

ELE

VA

TIO

N (

ft)

25.00

23.00

21.00

19.00

17.00

15.00

13.00

11.00

9.00

7.00

5.00

3.00

1.00

-1.00

-3.00

DE

PT

H (

ft)

A-1C

Remarks

Dri

lling

Met

hod

RQ

D (

%)

Rec

over

y (%

)

Moi

stur

eC

onte

nt (

%)

Dry

Uni

t W

eigh

t(p

cf)

Job No.: 2012-105-GEODate: 12/21/2012

Sam

ple

Dep

th

Sam

ple

Num

ber

Blo

ws

per

6 in

.

Blo

ws

per

foot

DESCRIPTION

LOG OF TEST BORING

She

ar S

tren

gth

(tsf

)

PC

I-C

T 5

BR

201

2-10

5-G

EO

.GP

J T

EM

PLA

TE

7-2

2-11

.GD

T 6

/7/1

3




14

43

15

53

56

57

58

59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

CR

13

13

12

4

19

112

89

1

2

3

4

5

141723

111417

81925

72231

81012

Lean CLAY with GRAVEL (CL); very stiff; brown; moist;coarse to fine GRAVEL; low plasticity fines.

Lean CLAY (CL); very stiff; brown; moist; low plasticityfines.

Trace fine gravel.

SILTY SAND with GRAVEL (SM); dense to very dense;brown; moist; coarse to fine GRAVEL; coarse to fineSAND.

Lean CLAY with SAND (CL); very stiff; grayish brown;moist; fine SAND; low plasticity fines.

Well-graded SAND with CLAY and GRAVEL (SW-SC);dense; dark gray; wet; coarse to fine GRAVEL; coarse tofine SAND.

PP =4.0

AFTER DRILLING (DATE)

SURFACE ELEVATION

82.0 ftDRILLING METHOD

Hollow-Stem Auger / Rotary Wash

GROUNDWATERREADINGS

BOREHOLE LOCATION (Lat/Long or North/East and Datum)

37° 22' 30.79" / 122° 1' 14.9" WGS84HOLE ID

R-12-002

DURING DRILLING

HAMMER EFFICIENCY, ERi

65%SAMPLER TYPE(S) AND SIZE(S) (ID)

MC / SPTTOTAL DEPTH OF BORING

51.5 ft

BOREHOLE DIAMETER

8 in

BOREHOLE LOCATION (Offset, Station, Line)

.SPT HAMMER TYPE

140 lb / 30 inches / Auto

DRILL RIG

Failing 1500

BOREHOLE BACKFILL AND COMPLETION

CEMENT GROUT BACKFILL

DRILLING CONTRACTOR

Pitcher Drilling Co.

LOGGED BY

V SANTOSBEGIN DATE

12-19-12COMPLETION DATE

12-19-12

Mat

eria

lG

raph

ics

Cas

ing

Dep

th

ELE

VA

TIO

N (

ft)

80.00

78.00

76.00

74.00

72.00

70.00

68.00

66.00

64.00

62.00

60.00

58.00

DE

PT

H (

ft)

A-2A

Remarks

Dri

lling

Met

hod

RQ

D (

%)

Rec

over

y (%

)

Moi

stur

eC

onte

nt (

%)

Dry

Uni

t W

eigh

t(p

cf)

Job No.: 2012-105-GEODate: 12/21/2012

Sam

ple

Dep

th

Sam

ple

Num

ber

Blo

ws

per

6 in

.

Blo

ws

per

foot

DESCRIPTION

LOG OF TEST BORING

She

ar S

tren

gth

(tsf

)

PC

I-C

T 5

BR

201

2-10

5-G

EO

.GP

J T

EM

PLA

TE

7-2

2-11

.GD

T 6

/7/1

3




(continued)

40

31

44

53

22

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

PA

PA

10

19

22

12

25

15

110

106

99

118

6

7

8

9

10

11

213143

568

559

173545

6811

71125

Well-graded SAND with CLAY and GRAVEL (SW-SC);dense; dark gray; wet; coarse to fine GRAVEL; coarse tofine SAND. layer description continued from previouspageWell-graded SAND with CLAY and GRAVEL (SW-SC)(continued).

SANDY lean CLAY with GRAVEL (CL); stiff; gray; wet;coarse to fine GRAVEL; coarse to fine SAND; mediumplasticity fines.

Lean CLAY (CL); stiff; gray; wet; medium plasticity fines.

Poorly graded SAND with SILT and GRAVEL (SP-SM);dense; gray brown; wet; coarse to fine GRAVEL; coarseto fine SAND.

Lean CLAY (CL); stiff; gray; wet; medium plasticity fines.

SANDY lean CLAY with GRAVEL (CL); very stiff; gray;wet; fine GRAVEL; medium to fine SAND; low plasticityfines.

CLAYEY GRAVEL (GC); medium dense; gray; wet;coarse to fine GRAVEL.Bottom of borehole at 51.5 ft bgs/Elev. 30.5 ft.

Free groundwater was not encountered in upper about17 ft and not measured below 17 ft due to rotary washdrilling method during drilling

This Boring Record was developed in accordance withthe Caltrans Soil & Rock Logging, Classification, andPresentation Manual (2010) except as noted on the Soilor Rock Legend or below.

PP =1.0

UC =0.9

PP =1.0

UC =1.15

Mat

eria

lG

raph

ics

Cas

ing

Dep

th

ELE

VA

TIO

N (

ft)

56.00

54.00

52.00

50.00

48.00

46.00

44.00

42.00

40.00

38.00

36.00

34.00

32.00

30.00

28.00

DE

PT

H (

ft)

A-2B

Remarks

Dri

lling

Met

hod

RQ

D (

%)

Rec

over

y (%

)

Moi

stur

eC

onte

nt (

%)

Dry

Uni

t W

eigh

t(p

cf)

Job No.: 2012-105-GEODate: 12/21/2012

Sam

ple

Dep

th

Sam

ple

Num

ber

Blo

ws

per

6 in

.

Blo

ws

per

foot

DESCRIPTION

LOG OF TEST BORING

She

ar S

tren

gth

(tsf

)

PC

I-C

T 5

BR

201

2-10

5-G

EO

.GP

J T

EM

PLA

TE

7-2

2-11

.GD

T 6

/7/1

3




74

14

14

80

19

36

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

GREGG DRILLING & TESTING, INC.

GEOTECHNICAL AND ENVIRONMENTAL INVESTIGATION SERVICES

950 Howe Rd Martinez, California 94553 (925) 313-5800 FAX (925) 313-0302 OTHER OFFICES: LOS ANGELES HOUSTON

www.greggdrilling.com

February 21, 2013 Parikh Attn: Peter Wei Subject: CPT Site Investigation Fair Oaks Avenue Overhead Sunnyvale, California GREGG Project Number: 13-038MA Dear Mr. Wee: The following report presents the results of GREGG Drilling & Testing’s Cone Penetration Test investigation for the above referenced site. The following testing services were performed:

1 Cone Penetration Tests (CPTU) 2 Pore Pressure Dissipation Tests (PPD) 3 Seismic Cone Penetration Tests (SCPTU) 4 UVOST Laser Induced Fluorescence (UVOST) 5 Groundwater Sampling (GWS) 6 Soil Sampling (SS) 7 Vapor Sampling (VS) 8 Pressuremeter Testing (PMT) 9 Vane Shear Testing (VST) 10 Dilatometer Testing (DMT)

A list of reference papers providing additional background on the specific tests conducted is provided in the bibliography following the text of the report. If you would like a copy of any of these publications or should you have any questions or comments regarding the contents of this report, please do not hesitate to contact our office at (925) 313-5800. Sincerely, GREGG Drilling & Testing, Inc.

Mary Walden Operations Manager





Cone Penetration Test Sounding Summary

-Table 1-

CPT Sounding Identification

Date Termination Depth (Feet)

Depth of Groundwater Samples (Feet)

Depth of Soil Samples (Feet)

Depth of Pore Pressure Dissipation Tests (Feet)

CPT-1 2/20/13 100 - 15, 25, 39, 45 55.6 CPT-2 2/20/13 100 - - 58.7 CPT-3 2/20/13 100 - - -





Bibliography Lunne, T., Robertson, P.K. and Powell, J.J.M., “Cone Penetration Testing in Geotechnical Practice” E & FN Spon. ISBN 0 419 23750, 1997 Roberston, P.K., “Soil Classification using the Cone Penetration Test”, Canadian Geotechnical Journal, Vol. 27, 1990 pp. 151-158. Mayne, P.W., “NHI (2002) Manual on Subsurface Investigations: Geotechnical Site Characterization”, available through www.ce.gatech.edu/~geosys/Faculty/Mayne/papers/index.html, Section 5.3, pp. 107-112. Robertson, P.K., R.G. Campanella, D. Gillespie and A. Rice, “Seismic CPT to Measure In-Situ Shear Wave Velocity”, Journal of Geotechnical Engineering ASCE, Vol. 112, No. 8, 1986 pp. 791-803. Robertson, P.K., Sully, J., Woeller, D.J., Lunne, T., Powell, J.J.M., and Gillespie, D.J., "Guidelines for Estimating Consolidation Parameters in Soils from Piezocone Tests", Canadian Geotechnical Journal, Vol. 29, No. 4, August 1992, pp. 539-550. Robertson, P.K., T. Lunne and J.J.M. Powell, “Geo-Environmental Application of Penetration Testing”, Geotechnical Site Characterization, Robertson & Mayne (editors), 1998 Balkema, Rotterdam, ISBN 90 5410 939 4 pp 35-47. Campanella, R.G. and I. Weemees, “Development and Use of An Electrical Resistivity Cone for Groundwater Contamination Studies”, Canadian Geotechnical Journal, Vol. 27 No. 5, 1990 pp. 557-567. DeGroot, D.J. and A.J. Lutenegger, “Reliability of Soil Gas Sampling and Characterization Techniques”, International Site Characterization Conference - Atlanta, 1998. Woeller, D.J., P.K. Robertson, T.J. Boyd and Dave Thomas, “Detection of Polyaromatic Hydrocarbon Contaminants Using the UVIF-CPT”, 53rd Canadian Geotechnical Conference Montreal, QC October pp. 733-739, 2000. Zemo, D.A., T.A. Delfino, J.D. Gallinatti, V.A. Baker and L.R. Hilpert, “Field Comparison of Analytical Results from Discrete-Depth Groundwater Samplers” BAT EnviroProbe and QED HydroPunch, Sixth national Outdoor Action Conference, Las Vegas, Nevada Proceedings, 1992, pp 299-312. Copies of ASTM Standards are available through www.astm.org

Sounding:Depth:Site:Engineer:

GREGG DRILLING & TESTINGPore Pressure Dissipation Test

CPT-0155.6Fair Oaks Ave P. WEI

-10

-8

-6

-4

-2

0

2

4

6

8

10

0 50 100 150 200 250 300 350

Pore

Pre

ssur

e (p

si)

Time (seconds)

Sounding:Depth:Site:Engineer:

GREGG DRILLING & TESTINGPore Pressure Dissipation Test

CPT-0258.7Fair Oaks Ave P. WEI

-10

-5

0

5

10

15

20

0 100 200 300 400 500 600

Pore

Pre

ssur

e (p

si)

Time (seconds)

APPENDIX B

LABORATORY TESTS

Classification Tests The field classification of the samples was visually verified in the laboratory according to the Unified Soil Classification System. The results are presented in “Log of Test Borings”, Appendix A. Moisture-Density The natural moisture contents and dry unit weights were determined for selected undisturbed samples of the soils in general accordance with ASTM D 2216. This information was used to classify and correlate the soils. The results are presented in the summary table on Plate B-2. Atterberg Limits The Atterberg Limits (ASTM D 4318) were determined on selected samples of the fine-grained materials. These results were used to classify the soils, as well as to obtain an indication of the effective strength characteristics and expansion potential. The tests results are presented on Plate B-3, Plasticity Chart. Grain Size Classification Grain size classification tests (ASTM D 422) were performed on selected samples of granular soil to aid in the classification. The results are presented on Plates B-4A and B-4B, Grain Size Distribution Curves. Unconfined Compression Tests Strength tests were performed on selected undisturbed samples. Unconfined compression tests were performed in general accordance with ASTM D 2166. The results are presented on Plates B-5A through B-5E. Corrosion Tests Corrosion tests were performed on selected samples to determine the corrosion potential of the soils according to California Test Methods 643/417/422. The tests were performed by Sunland Analytical. The test results are presented on Plates B-6A and B-6B. R-value Test R-value test was performed on representative bulk sample for pavement design. The test was performed according to California Test Method 301. The test results are presented on Plate B-7.


JOB NO.: 2012-105-GEO PLATE NO.: B-1

CPT-13-001 1 15.0 SM 6.6 -

CPT-13-001 2 25.0 SM 18.1 - 10.4 37.6

CPT-13-001 3 39.0 SM 10.9 - 14.0 20.9

CPT-13-001 4 45.0 CL-ML 19.6 - 17.4 54.6

R-12-001 1 3.0 CL 12.8 -

R-12-001 2 6.0 CL 19.5 102.4 28 18 10

R-12-001 3 11.0 CL 17.9 111.4 1.05

R-12-001 4 16.0 SP-SM 5.7 - 30.2 7.4

R-12-001 5 21.0 SM 7.1 -

R-12-001 6 26.0 CL 16.3 -

R-12-001 7 31.0 CL 24.5 101.7

R-12-001 8 36.0 CL 22.4 105.2 0.8

R-12-001 9 41.0 CL/ML 16.6 117.2 22 18 4

R-12-001 10 46.0 CL 11.4 -

R-12-001 11 51.0 CL 25.6 101.0

R-12-001 12 56.0 CL 24.8 99.8 1.15

R-12-001 13 61.0 ML 20.3 110.4

R-12-001 14 66.0 CL 26.2 99.2

R-12-001 15 71.0 CL 11.7 -

R-12-002 1 3.0 CL 13.0 111.5

R-12-002 2 6.0 CL 13.0 89.0

R-12-002 3 11.0 CL 11.5 -

R-12-002 4 16.0 SM 4.3 -

R-12-002 5 21.0 CL 18.8 -

R-12-002 6 26.0 SW-SC 10.2 - 41.3 5.1

R-12-002 7 31.0 CL 19.2 110.2

R-12-002 8 36.0 CL 21.6 105.5 0.9

R-12-002 9 41.0 SP-SM 12.0 - 36.3 9.4

R-12-002 10 46.0 CL 25.4 98.6 1.15

R-12-002 11 51.0 CL 15.3 118.0

Borehole % <Sieve 200

% >Sieve 4

PlasticityIndex

PlasticLimit

LiquidLimit

DryDensity

WaterContent

Classi-ficationDepth

UnconfinedCompressive

Strength(tsf)

SampleNumber

JOB NO: 2012-105-GEO PLATE NO: B-2



0

10

20

30

40

50

60

70

80

0 20 40 60 80 100

6.0

41.0

B-3PLATE NO:JOB NO: 2012-105-GEO

CL or OL

BoringNumber

SampleNumber

Depth(feet)

TestSymbol

MoistureContent (%)

CL-ML

CH or OH

MH or OH

PLA

ST

ICIT

Y IN

DE

X, P

I

"A" LINE

LIQUID LIMIT, LL

PLASTICITY CHART

PL PI

28

22

Description

ML or OL

LL

R-12-001

R-12-001

10

4

18

18

SANDY lean CLAY

SILTY CLAY with GRAVEL



0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

%Silt %Clay

CPT-13-001

CPT-13-001

CPT-13-001

R-12-001

R-12-002

0.75

1.19

24.90

24.76

CPT-13-001

CPT-13-001

CPT-13-001

R-12-001

R-12-002

37.6

20.9

54.6

7.4

5.1

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

50

GRAIN SIZE DISTRIBUTION

PI Cc CuLL PL

B-4A

1/2HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

1403 4 101.5 8 143/4 3/86 603 10024 16 301 200

COBBLESGRAVEL SAND

GRAIN SIZE IN MILLIMETERS

coarse fine coarseSILT OR CLAY

finemedium

52.0

65.1

28.0

62.4

53.6

%Sand

10.4

14.0

17.4

30.2

41.3

%Gravel

0.118

0.2

D10

0.17

0.643

0.165

2.942

4.956

D30

0.137

0.511

1.088

SAMPLE #

SAMPLE #

2

3

4

4

6

2

3

4

4

6

25.0

39.0

45.0

16.0

26.0

25.0

39.0

45.0

16.0

26.0

Classification

SILTY SAND

SILTY SAND

SANDY SILTY CLAY with GRAVEL


Well-graded SAND with CLAY and GRAVEL

D100

19

12.5

19

12.5

19

D60

20 406

BORING DEPTH

BORING DEPTH

PLATE NO:JOB NO: 2012-105-GEO



0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

%Silt %Clay

R-12-002 0.61 46.80

R-12-002 9.4

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

50

GRAIN SIZE DISTRIBUTION

PI Cc CuLL PL

B-4B

1/2HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

1403 4 101.5 8 143/4 3/86 603 10024 16 301 200

COBBLESGRAVEL SAND

GRAIN SIZE IN MILLIMETERS

coarse fine coarseSILT OR CLAY

finemedium

54.3

%Sand

36.3

%Gravel

0.084

D10

3.939

D30

0.448

SAMPLE #

SAMPLE #

9

9

41.0

41.0

Classification


D100

19

D60

20 406

BORING DEPTH

BORING DEPTH

PLATE NO:JOB NO: 2012-105-GEO



APPENDIX C

Liquefaction SPT 2012-105-GEO 4/9/2013

LIQUEFACTION POTENTIAL ANALYSIS

PROJECT NAME Fair Oaks Overhead Bridge RehabilitationSOIL GROUPS FAULT INFOPROJECT NO. 2012-105-GEO 1. GRAVELS, SANDS AND NONPLASTIC SILTSBORING NO. R-12-001 2. CLAYS AND PLASTIC SILTS a max (g)= 0.6

FAULT M w = 8BOREHOLE DIA (in)= 5 HAMMER ENERGY = 65%GW DEPTH (ft)= 20 MSF = 0.94

Sample Depth Soil Blow Sampl σv σv'No (ft) Type Count Type (psf) (psf)

1 2 2 22 MC 250 250 1.00 14.3 1.1 0.75 1.0 1.0 11.6 1.70 19.8 1.00 12 5 2 9 MC 625 625 0.99 5.9 1.1 0.75 1.0 1.0 4.8 1.70 8.1 1.00 13 10 2 17 MC 1250 1250 0.98 11.1 1.1 0.80 1.0 1.0 9.6 1.26 12.1 1.00 14 15 1 66 MC 1875 1875 0.97 0.38 42.9 1.1 0.85 1.0 1.0 39.5 1.03 40.8 7% 41.4 1.00 15 20 1 64 SPT 2500 2500 0.96 0.37 64.0 1.1 0.95 1.2 1.0 79.0 0.89 70.7 15% 76.6 0.91 16 25 2 14 SPT 3125 2813 0.94 14.0 1.1 0.95 1.2 1.0 17.3 0.84 14.6 0.90 17 30 2 22 MC 3750 3125 0.92 14.3 1.1 1.00 1.0 1.0 15.5 0.80 12.4 0.87 18 35 2 13 MC 4375 3438 0.89 8.5 1.1 1.00 1.0 1.0 9.2 0.76 7.0 0.87 19 40 2 19 MC 5000 3750 0.85 12.4 1.1 1.00 1.0 1.0 13.4 0.73 9.8 0.83 1

10 45 1 37 MC 5625 4063 0.80 0.43 24.1 1.1 1.00 1.0 1.0 26.1 0.68 17.7 35% 26.3 0.32 0.77 1 0.53 1.111 50 2 31 MC 6250 4375 0.75 20.2 1.1 1.00 1.0 1.0 21.8 0.65 14.2 0.77 112 55 2 14 MC 6875 4688 0.70 9.1 1.1 1.00 1.0 1.0 9.9 0.62 6.1 0.81 113 60 2 43 MC 7500 5000 0.66 28.0 1.1 1.00 1.0 1.0 30.3 0.59 18.0 0.71 114 65 2 15 MC 8125 5313 0.62 9.8 1.1 1.00 1.0 1.0 10.6 0.57 6.0 0.79 115 70 2 53 MC 8750 5625 0.59 34.5 1.1 1.00 1.0 1.0 37.3 0.55 20.5 0.67 1

Total Liquefaction Settlement (in.)= 0.4

1. The correction factors CE (Energy Ratio), CB (Borehole Diameter), CR (Rod Length) and CS (Sampling Method-liner) are per Youd et al. (2001).2. For correction of overburden, CN = 2.2/(1.2 + σv'/Pa) with a maximum value of 1.7 per Kayen et al. (1992) as cited in Youd et al. (2001). 3. The influence of Fines Contents are expressed by the following correction: (N1)60cs = α + β (N1)60

where α and β = coefficients determined from the following relationships for FC < 5% α = 0, β = 1.0 for 5% < FC < 35% α = exp(1.76-(190/FC2)), β = (0.99+(FC1.5/1000)) for FC > 35% α = 5.0, β = 1.2Reference: Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER Workshops on Evaluation of Liquefaction Resistance of Soils, Youd, et al., ASCE Journal of Geotechnical and Geoenvironmental Engineering, October 2001, Vol. 127 No. 10

CYCLIC STRESS RATIO (CSR) LIQUEFACTION RESISTANCE (CRR 7.5 ) S.=(CRR 7.5 /CSR)*MSF*Kσ *K

γd CSR SPT-Neq. CE CR CS CB N60 CN (N1)60 F.C. (N1)60, CS CRR7.5 Kσ Kα F.S. Volumetric Strain (%)

Liquefaction SPT 2012-105-GEO 4/9/2013

LIQUEFACTION POTENTIAL ANALYSIS

PROJECT NAME Fair Oaks Overhead Bridge RehabilitatioSOIL GROUPS FAULT INFOPROJECT NO. 2012-105-GEO 1. GRAVELS, SANDS AND NONPLASTIC SILTSBORING NO. R-12-002 2. CLAYS AND PLASTIC SILTS a max (g)= 0.6

FAULT M w = 8BOREHOLE DIA (in)= 5 HAMMER ENERGY = 65%GW DEPTH (ft)= 20 MSF = 0.94

Sample Depth Soil Blow Sampl σv σv'No (ft) Type Count Type (psf) (psf)

1 2 2 40 MC 250 250 1.00 26.0 1.1 0.75 1.0 1.0 21.1 1.70 35.9 1.00 12 5 2 31 MC 625 625 0.99 20.2 1.1 0.75 1.0 1.0 16.4 1.70 27.8 1.00 13 10 2 44 MC 1250 1250 0.98 28.6 1.1 0.80 1.0 1.0 24.8 1.26 31.4 1.00 14 15 1 53 SPT 1875 1875 0.97 0.38 53.0 1.1 0.85 1.2 1.0 58.6 1.03 60.5 15% 65.9 1.00 15 20 2 22 SPT 2500 2500 0.96 22.0 1.1 0.95 1.2 1.0 27.2 0.89 24.3 0.92 16 25 1 74 MC 3125 2813 0.94 0.41 48.1 1.1 0.95 1.0 1.0 49.5 0.84 41.7 5% 41.8 0.87 17 30 2 14 MC 3750 3125 0.92 9.1 1.1 1.00 1.0 1.0 9.9 0.80 7.9 0.89 18 35 2 14 MC 4375 3438 0.89 9.1 1.1 1.00 1.0 1.0 9.9 0.76 7.5 0.87 19 40 1 80 MC 5000 3750 0.85 0.44 52.0 1.1 1.00 1.0 1.0 56.3 0.73 41.1 9% 42.6 0.78 1

10 45 2 19 MC 5625 4063 0.80 12.4 1.1 1.00 1.0 1.0 13.4 0.68 9.1 0.82 111 50 2 36 MC 6250 4375 0.75 23.4 1.1 1.00 1.0 1.0 25.4 0.65 16.5 0.76 1

1.00 11.00 11.00 11.00 1

Total Liquefaction Settlement (in.)= 0.0

1. The correction factors CE (Energy Ratio), CB (Borehole Diameter), CR (Rod Length) and CS (Sampling Method-liner) are per Youd et al. (2001).2. For correction of overburden, CN = 2.2/(1.2 + σv'/Pa) with a maximum value of 1.7 per Kayen et al. (1992) as cited in Youd et al. (2001). 3. The influence of Fines Contents are expressed by the following correction: (N1)60cs = α + β (N1)60

where α and β = coefficients determined from the following relationships for FC < 5% α = 0, β = 1.0 for 5% < FC < 35% α = exp(1.76-(190/FC2)), β = (0.99+(FC1.5/1000)) for FC > 35% α = 5.0, β = 1.2Reference: Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER Workshops on Evaluation of Liquefaction Resistance of Soils, Youd, et al., ASCE Journal of Geotechnical and Geoenvironmental Engineering, October 2001, Vol. 127 No. 10

CYCLIC STRESS RATIO (CSR) LIQUEFACTION RESISTANCE (CRR 7.5 ) S.=(CRR 7.5 /CSR)*MSF*Kσ *K

γd CSR SPT-Neq. CE CR CS CB N60 CN (N1)60 F.C. (N1)60, CS CRR7.5 Kσ Kα F.S. Volumetric Strain (%)

CPT DATA CORRELATIONCPT-13-001

0

10

20

30

40

50

60

70

80

0 2 4 6 8 10 12

SOIL BEHAVIOR TYPE(GENERALIZED SOIL PROFILE)

0

10

20

30

40

50

60

70

80

1.5 2 2.5 3 3.5

IC

0

10

20

30

40

50

60

70

80

0 2500 5000 7500 10000 12500

SU (PSF)

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50

DEPTH (FT)

PHI (DEG)

Reference: CPT data and correlation provided by Gregg Drilling and Testing, Inc.

JOB NO.: 2012-105-GEO PLATE NO.:


80

90

100

110

120

1. Sensitive Fines 2. Organic3. Clay 4. Silty Clay to Clay5. Clayey Silt to Silty Clay 6. Sandy Silt to Clayey Silt7. Silty Sand to Sandy Silt 8. Sand to Silty Sand9. Sand 10. Gravelly Sand to Sand11. Stiff Fine-Grained 12. Sand to Clayey Sand

80

90

100

110

120

0 20 40 60 80 100

80

90

100

110

120

SPT-N60

Su SPT-N60

0 20 40 60 80 100

80

90

100

110

120

SPT-N60

PHI SPT-N60

SAND CLAY

3/11/2013 Liquefaction CPT Fair Oaks Ave OH CPT-1 1 of 4

LIQUEFACTION POTENTIAL ANALYSIS (per Youd et al., 2001)

PROJECT NAME Fair Oaks Avenue Overhead RehabilitationPROJECT NO. 2012-105-GEOCPT NO. CPT-13-001 FAULT M w = 8 MSF = 0.94 a max (g)= 0.6 VS30m(m/s)= 241.3 227.9

Depth qc fs σv u σv'

(ft) (tsf) (tsf) (tsf) (tsf) (tsf)

0.328

0.656

0.984

1.312

1.64

1.969

2.297

2.625

2.953

3.281

3.609

3.937

4.265

4.593

4.921 7 Silty Sand to Sandy Silt 22.445 0.205 0.29 0.29 1.98 1.4765 0.99 0.386 1.980 1.48 33.14 1.275 42.245 0.09 1.00 0 116.29 116.29

5.249 8 Sand to Silty Sand 68.727 0.571 0.31 0.31 1.6 1.457 0.99 0.386 1.600 1.46 100.13 1.000 100.132 0.17 1.00 1 136.94 136.94



6.234 7 Silty Sand to Sandy Silt 68.137 1.042 0.369 0.369 1.85 1.4022 0.99 0.385 1.850 1.40 95.54 1.145 109.400 0.20 1.00 1 143.37 143.37

6.562 6 Sandy Silt to Clayey Silt 54.46 1.385 0.387 0.387 2.1 1.3863 0.99 0.385 2.100 1.39 75.50 1.455 109.828 0.20 1.00 1 141.06 141.06

6.89 6 Sandy Silt to Clayey Silt 52.733 1.365 0.406 0.406 2.13 1.3699 0.99 0.385 2.130 1.37 72.24 1.512 109.204 0.20 1.00 1 142.31 142.31

7.218 6 Sandy Silt to Clayey Silt 51.2 1.195 0.425 0.425 2.11 1.3538 0.99 0.384 2.110 1.35 69.32 1.473 102.115 0.18 1.00 1 143.52 143.527.546 6 Sandy Silt to Clayey Silt 55.098 1.224 0.444 0.444 2.09 1.3382 0.98 0.384 2.090 1.34 73.73 1.437 105.947 0.19 1.00 1 146.61 146.617.874 6 Sandy Silt to Clayey Silt 56.509 1.365 0.463 0.463 2.12 1.3229 0.98 0.384 2.120 1.32 74.76 1.492 111.548 0.21 1.00 1 148.76 148.768.202 6 Sandy Silt to Clayey Silt 58.072 1.456 0.481 0.481 2.14 1.3087 0.98 0.383 2.140 1.31 76.00 1.532 116.431 0.23 1.00 1 150.83 150.838.53 6 Sandy Silt to Clayey Silt 63.581 1.512 0.5 0.5 2.11 1.2941 0.98 0.383 2.110 1.29 82.28 1.473 121.214 0.25 1.00 1 154.22 154.228.858 7 Silty Sand to Sandy Silt 71.863 1.724 0.52 0.52 2.08 1.2791 0.98 0.383 2.080 1.28 91.92 1.420 130.491 0.29 1.00 1 158.37 158.379.186 7 Silty Sand to Sandy Silt 76.086 1.529 0.539 0.539 2.02 1.2651 0.98 0.383 2.020 1.27 96.26 1.327 127.733 0.27 1.00 1 161.11 161.119.514 8 Sand to Silty Sand 81.671 0.521 0.559 0.559 1.66 1.2507 0.98 0.382 1.660 1.25 102.15 1.010 103.210 0.18 1.00 1 164.20 164.209.843 9 Sand 118.2 0.539 0.579 0.579 1.46 1.2366 0.98 0.382 1.460 1.24 146.17 1.000 146.174 0.37 1.00 1 173.93 173.9310.171 9 Sand 156.93 0.55 0.599 0.599 1.3 1.2229 0.98 0.382 1.300 1.22 191.91 1.000 191.906 1.00 1 182.12 182.1210.499 9 Sand 175.53 0.26 0.62 0.62 1.09 1.2088 0.98 0.381 1.090 1.21 212.18 1.000 212.180 1.00 1 186.52 186.5210.827 9 Sand 178.66 0.816 0.64 0.64 1.35 1.1957 0.98 0.381 1.350 1.20 213.61 1.000 213.612 1.00 1 188.56 188.5611.155 9 Sand 144.58 1.074 0.661 0.661 1.57 1.1822 0.98 0.381 1.570 1.18 170.92 1.000 170.921 1.00 1 185.05 185.0511.483 9 Sand 130.11 0.657 0.681 0.681 1.51 1.1696 0.98 0.381 1.510 1.17 152.17 1.000 152.172 0.41 1.00 1 184.00 184.0011.811 9 Sand 151.11 0.567 0.701 0.701 1.39 1.1573 0.98 0.380 1.390 1.16 174.88 1.000 174.881 1.00 1 189.09 189.0912.139 9 Sand 187.38 0.691 0.722 0.722 1.32 1.1446 0.97 0.380 1.320 1.14 214.48 1.000 214.481 1.00 1 196.01 196.0112.467 10 Gravelly Sand to Sand 200.01 0.283 0.742 0.742 1.11 1.1329 0.97 0.380 1.110 1.13 226.58 1.000 226.578 1.00 1 199.14 199.1412.795 10 Gravelly Sand to Sand 203.51 0.405 0.763 0.763 1.17 1.1207 0.97 0.380 1.170 1.12 228.08 1.000 228.085 1.00 1 201.10 201.1013.123 10 Gravelly Sand to Sand 311.1 1.615 0.784 0.784 1.28 1.1089 0.97 0.379 1.280 1.11 344.97 1.000 344.969 1.00 1 214.08 214.0813.451 9 Sand 343.9 2.702 0.805 0.805 1.4 1.0973 0.97 0.379 1.400 1.10 377.34 1.000 377.341 1.00 1 218.45 218.4513.78 9 Sand 265.1 2.324 0.825 0.825 1.51 1.0864 0.97 0.379 1.510 1.09 288.01 1.000 288.013 1.00 1 212.58 212.5814.108 9 Sand 238.71 1.983 0.845 0.845 1.53 1.0758 0.97 0.378 1.530 1.08 256.81 1.000 256.805 1.00 1 211.06 211.0614.436 9 Sand 231.42 2.138 0.866 0.866 1.58 1.0649 0.97 0.378 1.580 1.06 246.43 1.000 246.431 1.00 1 211.61 211.6114.764 9 Sand 301.64 2.128 0.886 0.886 1.42 1.0547 0.97 0.378 1.420 1.05 318.12 1.000 318.119 1.00 1 220.39 220.3915.092 10 Gravelly Sand to Sand 366.18 2.266 0.907 0.907 1.33 1.0441 0.97 0.378 1.330 1.04 382.34 1.000 382.341 1.00 1 227.45 227.4515.42 10 Gravelly Sand to Sand 389.69 2.688 0.928 0.928 1.36 1.0338 0.97 0.377 1.360 1.03 402.88 1.000 402.876 1.00 1 230.72 230.7215.748 10 Gravelly Sand to Sand 438.02 2.442 0.949 0.949 1.26 1.0237 0.97 0.377 1.260 1.02 448.42 1.000 448.418 1.00 1 235.67 235.6716.076 10 Gravelly Sand to Sand 375.41 1.527 0.97 0.97 1.21 1.0138 0.97 0.377 1.210 1.01 380.60 1.000 380.604 1.00 1 232.35 232.3516.404 9 Sand 291.56 2.059 0.99 0.99 1.47 1.0046 0.97 0.377 1.470 1.00 292.89 1.000 292.892 1.00 1 226.07 226.0716.732 9 Sand 195.71 1.588 1.01 1.01 1.64 0.9955 0.96 0.376 1.640 1.00 194.82 1.000 194.820 1.00 1 215.81 215.8117.06 8 Sand to Silty Sand 95.03 0.689 1.03 1.03 1.86 0.9865 0.96 0.376 1.860 0.99 93.75 1.153 108.128 0.20 0.99 1 197.48 197.4817.388 5 Clayey Silt to Silty Clay 33.044 0.981 1.049 1.049 2.62 0.9782 0.96 0.376 0.99 1 273.12 273.1217.717 3 Clay 11.504 0.489 1.067 1.067 3.12 0.9704 0.96 0.375 0.99 1 140.81 140.8118.045 5 Clayey Silt to Silty Clay 8.083 0.109 1.086 1.086 3.01 0.9624 0.96 0.375 0.98 1 113.73 113.7318.373 5 Clayey Silt to Silty Clay 8.016 0.132 1.105 1.105 3.06 0.9544 0.96 0.375 0.98 1 113.82 113.8218.701 5 Clayey Silt to Silty Clay 9.302 0.155 1.124 1.124 2.99 0.9466 0.96 0.374 0.98 1 125.39 125.3919.029 4 Silty Clay to Clay 10.999 0.385 1.142 1.142 3.09 0.9394 0.96 0.374 0.97 1 140.35 140.3519.357 7 Silty Sand to Sandy Silt 50.657 0.916 1.162 1.162 2.36 0.9314 0.96 0.374 2.360 0.93 47.18 2.156 101.745 0.18 0.97 1 188.11 188.1119.685 8 Sand to Silty Sand 90.439 0.846 1.182 1.182 1.99 0.9236 0.96 0.374 1.990 0.92 83.53 1.287 107.515 0.20 0.96 1 203.66 203.6620.013 7 Silty Sand to Sandy Silt 65.821 0.862 1.201 1.201 2.2 0.9163 0.96 0.373 2.200 0.92 60.31 1.667 100.524 0.17 0.96 1 196.27 196.2720.341 8 Sand to Silty Sand 87.923 0.453 1.221 1.221 1.87 0.9087 0.96 0.373 1.870 0.91 79.90 1.162 92.827 0.15 0.96 1 204.75 204.7520.669 8 Sand to Silty Sand 48.951 0.263 1.241 1.241 2.12 0.9013 0.96 0.373 2.120 0.90 44.12 1.492 65.831 0.11 0.96 1 190.53 190.5320.997 6 Sandy Silt to Clayey Silt 16.431 0.273 1.259 1.259 2.81 0.8947 0.95 0.372 0.95 1 176.31 176.3121.325 5 Clayey Silt to Silty Clay 10.961 0.149 1.278 1.278 2.95 0.8878 0.95 0.372 0.95 1 137.07 137.0721.654 5 Clayey Silt to Silty Clay 8.883 0.125 1.297 1.297 3.05 0.8811 0.95 0.371 0.95 1 120.88 120.8821.982 5 Clayey Silt to Silty Clay 8.949 0.169 1.316 1.316 3.11 0.8744 0.95 0.371 0.95 1 122.06 122.0622.31 5 Clayey Silt to Silty Clay 11.265 0.175 1.335 1.335 2.97 0.8679 0.95 0.371 0.94 1 141.43 141.4322.638 6 Sandy Silt to Clayey Silt 14.296 0.189 1.353 1.353 2.82 0.8617 0.95 0.370 0.94 1 165.86 165.8622.966 6 Sandy Silt to Clayey Silt 15.907 0.209 1.372 1.372 2.77 0.8554 0.95 0.370 0.94 1 179.20 179.2023.294 6 Sandy Silt to Clayey Silt 16.346 0.139 1.391 1.391 2.68 0.8491 0.95 0.370 0.94 1 182.93 182.9323.622 6 Sandy Silt to Clayey Silt 16.508 0.173 1.41 1.41 2.72 0.8429 0.95 0.369 0.93 1 183.46 183.4623.95 6 Sandy Silt to Clayey Silt 17.061 0.303 1.429 1.429 2.83 0.8368 0.95 0.369 0.93 1 187.13 187.1324.278 6 Sandy Silt to Clayey Silt 21.407 0.311 1.447 1.447 2.7 0.8311 0.94 0.368 0.93 1 213.68 213.6824.606 6 Sandy Silt to Clayey Silt 22.693 0.3 1.466 1.466 2.67 0.8252 0.94 0.368 0.93 1 220.73 220.7324.934 6 Sandy Silt to Clayey Silt 26.629 0.365 1.485 1.485 2.61 0.8194 0.94 0.367 0.92 1 244.29 244.2925.262 7 Silty Sand to Sandy Silt 54.088 1.196 1.504 0.008 1.496 2.47 0.816 0.94 0.369 2.470 0.82 44.14 2.621 115.697 0.22 0.92 1 (0.53) 203.58 82.4425.591 8 Sand to Silty Sand 121.29 1.571 1.524 0.018 1.506 2.06 0.813 0.94 0.371 2.060 0.81 98.61 1.387 136.746 0.32 0.90 1 (0.73) 226.10 163.7225.919 7 Silty Sand to Sandy Silt 103.43 2.043 1.543 0.029 1.515 2.24 0.8103 0.94 0.373 2.240 0.81 83.81 1.770 148.386 0.38 0.91 1 (0.88) 221.65 148.1726.247 5 Clayey Silt to Silty Clay 43.023 1.811 1.562 0.039 1.523 2.76 0.8079 0.94 0.375 0.92 1 322.98 322.9826.575 5 Clayey Silt to Silty Clay 27.373 1.053 1.581 0.049 1.532 2.9 0.8053 0.94 0.377 0.92 1 243.51 243.5126.903 6 Sandy Silt to Clayey Silt 46.149 0.929 1.6 0.059 1.54 2.53 0.8029 0.93 0.379 2.530 0.80 37.05 2.925 108.374 0.20 0.92 1 (0.45) 200.49 70.8527.231 6 Sandy Silt to Clayey Silt 53.288 1.281 1.619 0.07 1.549 2.53 0.8003 0.93 0.380 2.530 0.80 42.65 2.925 124.729 0.26 0.92 1 (0.59) 204.66 82.4427.559 8 Sand to Silty Sand 159.45 2.691 1.638 0.08 1.559 2.06 0.7974 0.93 0.382 2.060 0.80 127.15 1.387 176.317 0.88 1 236.35 236.3527.887 9 Sand 254.1 3.427 1.659 0.09 1.569 1.85 0.7945 0.93 0.384 1.850 0.79 201.88 1.145 231.170 0.85 1 251.52 251.5228.215 9 Sand 310.54 2.517 1.679 0.1 1.579 1.63 0.7917 0.93 0.385 1.630 0.79 245.84 1.000 245.837 0.83 1 258.60 258.6028.543 10 Gravelly Sand to Sand 289.91 1.445 1.7 0.111 1.59 1.52 0.7885 0.93 0.387 1.520 0.79 228.60 1.000 228.604 0.83 1 256.76 256.7628.871 9 Sand 204.3 1.5 1.72 0.121 1.6 1.75 0.7857 0.93 0.388 1.750 0.79 160.52 1.072 172.010 0.86 1 245.75 245.7529.199 7 Silty Sand to Sandy Silt 74.179 1.636 1.74 0.131 1.609 2.4 0.7832 0.92 0.390 2.400 0.78 58.10 2.312 134.341 0.31 0.91 1 (0.67) 215.73 107.9629.528 5 Clayey Silt to Silty Clay 21.13 0.76 1.759 0.141 1.617 3 0.781 0.92 0.392 0.91 1 206.93 206.9329.856 6 Sandy Silt to Clayey Silt 13.973 0.135 1.777 0.151 1.626 2.88 0.7785 0.92 0.393 0.91 1 160.55 160.5530.184 6 Sandy Silt to Clayey Silt 14.087 0.155 1.796 0.162 1.634 2.9 0.7763 0.92 0.394 0.91 1 162.40 162.4030.512 6 Sandy Silt to Clayey Silt 14.163 0.174 1.815 0.172 1.643 2.91 0.7738 0.92 0.395 0.91 1 164.03 164.0330.84 6 Sandy Silt to Clayey Silt 14.954 0.183 1.834 0.182 1.652 2.88 0.7714 0.92 0.397 0.90 1 170.99 170.9931.168 6 Sandy Silt to Clayey Silt 17.528 0.286 1.853 0.192 1.66 2.87 0.7692 0.91 0.398 0.90 1 189.34 189.3431.496 6 Sandy Silt to Clayey Silt 18.767 0.363 1.871 0.203 1.669 2.88 0.7668 0.91 0.399 0.90 1 198.22 198.2231.824 6 Sandy Silt to Clayey Silt 18.423 0.39 1.89 0.213 1.677 2.91 0.7647 0.91 0.400 0.90 1 196.45 196.45

CPT RESULT INPUT CSR CRR 7.5 F.S.=(CRR 7.5 /CSR)*MSF*Kσ *Kα

Soil Behavior Type Ic* CN* γd CSR Ic CQ qc1N KC (qc1N)cs CRR7.5 Kσ Kα F.S.Vs

(m/s)Vs,liq

(m/s)








(m/s)Vs,liq

(m/s)

32.152 5 Clayey Silt to Silty Clay 15.611 0.4 1.909 0.223 1.686 3.03 0.7623 0.91 0.401 0.90 1 176.58 176.5832.48 5 Clayey Silt to Silty Clay 13.505 0.432 1.928 0.233 1.694 3.16 0.7602 0.91 0.403 0.90 1 160.55 160.5532.808 5 Clayey Silt to Silty Clay 17.222 0.386 1.947 0.244 1.703 2.97 0.7578 0.90 0.403 0.90 1 186.54 186.5433.136 6 Sandy Silt to Clayey Silt 21.759 0.438 1.965 0.254 1.711 2.85 0.7558 0.90 0.404 0.90 1 215.49 215.4933.465 6 Sandy Silt to Clayey Silt 19.272 0.336 1.984 0.264 1.72 2.87 0.7534 0.90 0.405 0.90 1 200.29 200.2933.793 6 Sandy Silt to Clayey Silt 16.917 0.25 2.003 0.274 1.729 2.88 0.7511 0.90 0.406 0.90 1 186.48 186.4834.121 6 Sandy Silt to Clayey Silt 17.518 0.284 2.022 0.285 1.737 2.88 0.7491 0.90 0.407 0.90 1 191.79 191.7934.449 6 Sandy Silt to Clayey Silt 19.338 0.311 2.041 0.295 1.746 2.84 0.7468 0.89 0.408 0.89 1 204.03 204.0334.777 6 Sandy Silt to Clayey Silt 18.824 0.257 2.059 0.305 1.754 2.81 0.7448 0.89 0.408 0.89 1 201.73 201.7335.105 6 Sandy Silt to Clayey Silt 18.528 0.236 2.078 0.315 1.763 2.8 0.7425 0.89 0.409 0.89 1 200.86 200.8635.433 6 Sandy Silt to Clayey Silt 21.893 0.32 2.097 0.326 1.771 2.77 0.7405 0.89 0.410 0.89 1 220.85 220.8535.761 6 Sandy Silt to Clayey Silt 26.839 0.513 2.116 0.336 1.78 2.75 0.7383 0.89 0.410 0.89 1 248.88 248.8836.089 5 Clayey Silt to Silty Clay 44.834 1.634 2.134 0.346 1.789 2.75 0.736 0.88 0.411 0.89 1 336.16 336.1636.417 11 Sitff Fine-Grained 67.917 3.18 2.156 0.356 1.8 2.69 0.7333 0.88 0.411 0.89 1 432.14 432.1436.745 11 Sitff Fine-Grained 88.514 3.849 2.177 0.366 1.811 2.59 0.7307 0.88 0.412 2.590 0.73 64.67 3.266 211.225 0.89 1 228.03 228.0337.073 7 Silty Sand to Sandy Silt 140.64 2.901 2.197 0.377 1.82 2.21 0.7285 0.88 0.412 2.210 0.73 102.45 1.692 173.309 0.86 1 242.44 242.4437.402 9 Sand 200.93 1.608 2.217 0.387 1.83 1.82 0.7261 0.87 0.412 1.820 0.73 145.89 1.122 163.618 0.83 1 254.29 254.2937.73 9 Sand 233.88 1.089 2.237 0.397 1.84 1.63 0.7237 0.87 0.413 1.630 0.72 169.26 1.000 169.255 0.81 1 259.73 259.7338.058 10 Gravelly Sand to Sand 265.01 1.381 2.258 0.407 1.851 1.62 0.7211 0.87 0.413 1.620 0.72 191.09 1.000 191.091 0.80 1 264.41 264.4138.386 9 Sand 316.91 2.389 2.279 0.418 1.861 1.66 0.7187 0.86 0.413 1.660 0.72 227.77 1.010 230.142 0.78 1 271.02 271.0238.714 10 Gravelly Sand to Sand 398.5 1.775 2.299 0.428 1.872 1.44 0.7161 0.86 0.413 1.440 0.72 285.38 1.000 285.383 0.78 1 279.65 279.6539.042 10 Gravelly Sand to Sand 453.53 2.355 2.32 0.438 1.882 1.44 0.7138 0.86 0.413 1.440 0.71 323.74 1.000 323.740 0.78 1 284.80 284.8039.37 10 Gravelly Sand to Sand 446.74 1.776 2.341 0.448 1.893 1.37 0.7113 0.86 0.413 1.370 0.71 317.76 1.000 317.762 0.77 1 284.69 284.6939.698 10 Gravelly Sand to Sand 440.57 1.459 2.362 0.459 1.904 1.33 0.7088 0.85 0.413 1.330 0.71 312.26 1.000 312.258 0.77 1 284.62 284.6240.026 10 Gravelly Sand to Sand 381.36 2.004 2.383 0.469 1.914 1.51 0.7065 0.85 0.413 1.510 0.71 269.43 1.000 269.427 0.77 1 279.72 279.7240.354 10 Gravelly Sand to Sand 370.21 1.814 2.404 0.479 1.925 1.5 0.704 0.85 0.413 1.500 0.70 260.63 1.000 260.628 0.77 1 279.07 279.0740.682 10 Gravelly Sand to Sand 301.17 1.26 2.425 0.489 1.936 1.54 0.7015 0.84 0.413 1.540 0.70 211.28 1.000 211.279 0.78 1 272.10 272.1041.011 9 Sand 188.47 1.332 2.445 0.5 1.946 1.84 0.6993 0.84 0.413 1.840 0.70 131.79 1.137 149.854 0.39 0.82 1 (0.73) 256.37 208.7541.339 7 Silty Sand to Sandy Silt 73.436 1.518 2.464 0.51 1.955 2.46 0.6973 0.84 0.412 2.460 0.70 51.21 2.574 131.822 0.29 0.87 1 (0.58) 227.07 98.7541.667 5 Clayey Silt to Silty Clay 29.279 0.838 2.483 0.52 1.963 2.9 0.6955 0.84 0.412 0.87 1 253.64 253.6441.995 6 Sandy Silt to Clayey Silt 24.628 0.457 2.502 0.53 1.972 2.87 0.6936 0.83 0.412 0.87 1 227.64 227.6442.323 6 Sandy Silt to Clayey Silt 28.383 0.63 2.521 0.54 1.98 2.84 0.6918 0.83 0.412 0.87 1 250.69 250.6942.651 6 Sandy Silt to Clayey Silt 25.353 0.392 2.54 0.551 1.989 2.8 0.6899 0.83 0.412 0.87 1 235.23 235.2342.979 6 Sandy Silt to Clayey Silt 22.836 0.363 2.558 0.561 1.998 2.84 0.6879 0.82 0.411 0.87 1 222.85 222.8543.307 6 Sandy Silt to Clayey Silt 24.142 0.644 2.577 0.571 2.006 2.95 0.6862 0.82 0.411 0.87 1 230.18 230.1843.635 5 Clayey Silt to Silty Clay 34.998 1.422 2.596 0.581 2.015 2.92 0.6843 0.82 0.411 0.87 1 288.19 288.1943.963 6 Sandy Silt to Clayey Silt 82.567 2.515 2.615 0.592 2.023 2.54 0.6826 0.81 0.410 2.540 0.68 56.36 2.979 167.894 0.87 1 232.91 232.9144.291 7 Silty Sand to Sandy Silt 86.293 2.086 2.634 0.602 2.032 2.46 0.6807 0.81 0.410 2.460 0.68 58.74 2.574 151.210 0.40 0.87 1 (0.80) 234.41 115.5744.619 5 Clayey Silt to Silty Clay 44.214 1.647 2.653 0.612 2.041 2.82 0.6788 0.81 0.409 0.87 1 329.63 329.6344.948 6 Sandy Silt to Clayey Silt 32.329 0.858 2.672 0.622 2.049 2.85 0.6771 0.80 0.409 0.87 1 271.51 271.5145.276 5 Clayey Silt to Silty Clay 17.089 0.413 2.691 0.633 2.058 3.09 0.6753 0.80 0.408 0.87 1 185.23 185.2345.604 6 Sandy Silt to Clayey Silt 18.051 0.35 2.709 0.643 2.067 2.99 0.6734 0.80 0.408 0.86 1 195.75 195.7545.932 6 Sandy Silt to Clayey Silt 18.547 0.374 2.728 0.653 2.075 2.98 0.6718 0.79 0.407 0.86 1 201.36 201.3646.26 6 Sandy Silt to Clayey Silt 18.967 0.423 2.747 0.663 2.084 3 0.6699 0.79 0.407 0.86 1 203.85 203.8546.588 6 Sandy Silt to Clayey Silt 19.405 0.468 2.766 0.674 2.092 3.01 0.6683 0.79 0.406 0.86 1 206.25 206.2546.916 6 Sandy Silt to Clayey Silt 19.443 0.467 2.785 0.684 2.101 3.01 0.6665 0.78 0.405 0.86 1 206.13 206.1347.244 6 Sandy Silt to Clayey Silt 19.043 0.419 2.803 0.694 2.109 3 0.6649 0.78 0.405 0.86 1 203.85 203.8547.572 6 Sandy Silt to Clayey Silt 20.625 0.401 2.822 0.704 2.118 2.94 0.6631 0.78 0.404 0.86 1 213.80 213.8047.9 6 Sandy Silt to Clayey Silt 24.647 0.429 2.841 0.714 2.126 2.85 0.6615 0.77 0.403 0.86 1 237.16 237.16

48.228 6 Sandy Silt to Clayey Silt 26.096 0.512 2.86 0.725 2.135 2.86 0.6597 0.77 0.403 0.86 1 243.56 243.5648.556 6 Sandy Silt to Clayey Silt 23.608 0.366 2.879 0.735 2.144 2.85 0.6579 0.77 0.402 0.86 1 229.84 229.8448.885 6 Sandy Silt to Clayey Silt 23.761 0.388 2.897 0.745 2.152 2.85 0.6563 0.76 0.401 0.86 1 232.77 232.7749.213 6 Sandy Silt to Clayey Silt 31.957 0.632 2.916 0.755 2.161 2.78 0.6546 0.76 0.400 0.86 1 276.44 276.4449.541 6 Sandy Silt to Clayey Silt 31.471 0.657 2.935 0.766 2.169 2.8 0.653 0.76 0.400 0.86 1 274.37 274.3749.869 6 Sandy Silt to Clayey Silt 29.575 0.606 2.954 0.776 2.178 2.82 0.6513 0.75 0.399 0.86 1 265.35 265.3550.197 6 Sandy Silt to Clayey Silt 25.781 0.632 2.973 0.786 2.186 2.92 0.6497 0.75 0.398 0.86 1 244.45 244.4550.525 6 Sandy Silt to Clayey Silt 30.356 0.606 2.991 0.796 2.195 2.8 0.648 0.75 0.397 0.85 1 269.72 269.7250.853 6 Sandy Silt to Clayey Silt 46.454 1.278 3.01 0.807 2.204 2.74 0.6463 0.74 0.396 0.85 1 344.25 344.2551.181 7 Silty Sand to Sandy Silt 98.626 2.349 3.029 0.817 2.213 2.44 0.6446 0.74 0.395 2.440 0.64 63.57 2.483 157.862 0.45 0.85 1 (0.90) 244.21 125.8151.509 6 Sandy Silt to Clayey Silt 85.578 2.855 3.048 0.827 2.221 2.59 0.6431 0.74 0.395 2.590 0.64 55.03 3.266 179.743 0.85 1 239.85 239.8551.837 5 Clayey Silt to Silty Clay 54.441 1.941 3.067 0.837 2.23 2.77 0.6414 0.73 0.394 0.85 1 376.36 376.3652.165 5 Clayey Silt to Silty Clay 50.342 1.778 3.086 0.848 2.238 2.79 0.6399 0.73 0.393 0.85 1 360.98 360.9852.493 6 Sandy Silt to Clayey Silt 90.544 3.028 3.105 0.858 2.247 2.57 0.6382 0.73 0.392 2.570 0.64 57.79 3.148 181.916 0.85 1 242.72 242.7252.822 8 Sand to Silty Sand 206.29 4.029 3.124 0.868 2.256 2.14 0.6366 0.72 0.391 2.140 0.64 131.32 1.532 201.172 0.79 1 270.07 270.0753.15 9 Sand 359.41 3.761 3.145 0.878 2.267 1.78 0.6346 0.72 0.390 1.780 0.63 228.07 1.092 249.126 0.72 1 290.60 290.6053.478 10 Gravelly Sand to Sand 412.11 3.305 3.166 0.889 2.277 1.66 0.6327 0.72 0.389 1.660 0.63 260.75 1.010 263.466 0.72 1 296.14 296.1453.806 9 Sand 402.81 3.793 3.186 0.899 2.287 1.71 0.6309 0.71 0.388 1.710 0.63 254.14 1.045 265.471 0.72 1 295.61 295.6154.134 9 Sand 230.9 2.918 3.206 0.909 2.297 1.98 0.6291 0.71 0.387 1.980 0.63 145.26 1.275 185.168 0.77 1 275.30 275.3054.462 8 Sand to Silty Sand 119.57 1.274 3.226 0.919 2.307 2.17 0.6273 0.71 0.386 2.170 0.63 75.01 1.596 119.738 0.24 0.84 1 (0.49) 253.08 133.5254.79 9 Sand 217.23 2.066 3.247 0.929 2.317 1.93 0.6255 0.71 0.385 1.930 0.63 135.88 1.218 165.570 0.78 1 273.81 273.8155.118 8 Sand to Silty Sand 238.86 4.701 3.266 0.94 2.327 2.11 0.6238 0.70 0.384 2.110 0.62 148.99 1.473 219.484 0.77 1 277.54 277.5455.446 8 Sand to Silty Sand 298.21 4.906 3.286 0.95 2.336 1.99 0.6222 0.70 0.384 1.990 0.62 185.54 1.287 238.819 0.74 1 285.91 285.9155.774 9 Sand 387.06 3.83 3.307 0.96 2.347 1.75 0.6202 0.70 0.383 1.750 0.62 240.07 1.072 257.260 0.71 1 296.12 296.1256.102 10 Gravelly Sand to Sand 455.77 3.187 3.328 0.97 2.357 1.6 0.6185 0.69 0.382 1.600 0.62 281.89 1.000 281.893 0.71 1 302.83 302.8356.43 10 Gravelly Sand to Sand 453.23 2.438 3.348 0.981 2.368 1.53 0.6166 0.69 0.381 1.530 0.62 279.45 1.000 279.455 0.71 1 302.99 302.9956.759 10 Gravelly Sand to Sand 447.03 1.553 3.369 0.991 2.378 1.42 0.6149 0.69 0.380 1.420 0.61 274.86 1.000 274.865 0.71 1 302.79 302.7957.087 10 Gravelly Sand to Sand 428.74 1.994 3.39 1.001 2.389 1.51 0.613 0.68 0.379 1.510 0.61 262.81 1.000 262.811 0.71 1 301.53 301.5357.415 10 Gravelly Sand to Sand 426.02 1.817 3.411 1.011 2.4 1.49 0.6111 0.68 0.378 1.490 0.61 260.35 1.000 260.347 0.70 1 301.66 301.6657.743 10 Gravelly Sand to Sand 372.02 2.39 3.432 1.022 2.41 1.65 0.6094 0.68 0.377 1.650 0.61 226.72 1.003 227.473 0.70 1 296.73 296.7358.071 8 Sand to Silty Sand 200.81 4.207 3.452 1.032 2.42 2.2 0.6077 0.68 0.376 2.200 0.61 122.04 1.667 203.409 0.78 1 274.18 274.1858.399 6 Sandy Silt to Clayey Silt 119.49 3.664 3.471 1.042 2.429 2.48 0.6062 0.67 0.375 2.480 0.61 72.44 2.669 193.361 0.84 1 256.74 256.7458.727 8 Sand to Silty Sand 342.02 5.846 3.49 1.052 2.438 1.97 0.6047 0.67 0.374 1.970 0.60 206.83 1.263 261.165 0.72 1 294.49 294.4959.055 10 Gravelly Sand to Sand 584.74 5.221 3.511 1.063 2.449 1.6 0.6029 0.67 0.373 1.600 0.60 352.54 1.000 352.544 0.70 1 316.07 316.0759.383 10 Gravelly Sand to Sand 545.47 2.468 3.532 1.073 2.46 1.43 0.6011 0.66 0.372 1.430 0.60 327.88 1.000 327.875 0.70 1 313.59 313.5959.711 9 Sand 343.96 2.867 3.553 1.083 2.47 1.76 0.5995 0.66 0.371 1.760 0.60 206.19 1.078 222.363 0.71 1 295.67 295.6760.039 7 Silty Sand to Sandy Silt 168.31 3.68 3.572 1.093 2.479 2.27 0.598 0.66 0.370 2.270 0.60 100.65 1.856 186.807 0.80 1 269.70 269.7060.367 6 Sandy Silt to Clayey Silt 66.002 2.118 3.591 1.103 2.487 2.71 0.5967 0.66 0.370 0.83 1 422.92 422.9260.696 5 Clayey Silt to Silty Clay 26.439 0.719 3.61 1.114 2.496 3.04 0.5952 0.65 0.369 0.83 1 239.47 239.4761.024 6 Sandy Silt to Clayey Silt 22.274 0.353 3.628 1.124 2.504 2.98 0.594 0.65 0.368 0.83 1 217.28 217.2861.352 6 Sandy Silt to Clayey Silt 25.638 0.369 3.647 1.134 2.513 2.89 0.5925 0.65 0.367 0.83 1 238.40 238.4061.68 6 Sandy Silt to Clayey Silt 24.666 0.393 3.666 1.144 2.522 2.93 0.5911 0.65 0.366 0.83 1 233.74 233.7462.008 6 Sandy Silt to Clayey Silt 24.762 0.393 3.685 1.155 2.53 2.91 0.5898 0.64 0.366 0.83 1 237.84 237.8462.336 6 Sandy Silt to Clayey Silt 25.191 0.394 3.704 1.165 2.539 2.89 0.5884 0.64 0.365 0.83 1 243.01 243.0162.664 6 Sandy Silt to Clayey Silt 26.058 0.385 3.722 1.175 2.547 2.86 0.5871 0.64 0.364 0.83 1 248.77 248.7762.992 7 Silty Sand to Sandy Silt 27.24 0.371 3.742 1.185 2.556 2.82 0.5857 0.64 0.363 0.83 1 255.71 255.7163.32 7 Silty Sand to Sandy Silt 28.174 0.31 3.761 1.196 2.565 2.77 0.5843 0.63 0.362 0.83 1 261.25 261.2563.648 7 Silty Sand to Sandy Silt 28.288 0.303 3.78 1.206 2.574 2.76 0.5829 0.63 0.362 0.83 1 262.48 262.4863.976 7 Silty Sand to Sandy Silt 27.945 0.321 3.8 1.216 2.584 2.78 0.5814 0.63 0.361 0.83 1 261.30 261.3064.304 7 Silty Sand to Sandy Silt 26.982 0.307 3.819 1.226 2.593 2.79 0.58 0.63 0.360 0.83 1 256.30 256.3064.633 7 Silty Sand to Sandy Silt 26.401 0.26 3.838 1.237 2.602 2.77 0.5786 0.62 0.359 0.83 1 253.43 253.4364.961 7 Silty Sand to Sandy Silt 29.203 0.271 3.858 1.247 2.611 2.72 0.5773 0.62 0.359 0.83 1 268.52 268.52








(m/s)Vs,liq

(m/s)

65.289 7 Silty Sand to Sandy Silt 35.989 0.47 3.877 1.257 2.62 2.71 0.5759 0.62 0.358 0.82 1 301.87 301.8765.617 7 Silty Sand to Sandy Silt 43.251 0.861 3.896 1.267 2.629 2.74 0.5746 0.62 0.357 0.82 1 335.10 335.1065.945 7 Silty Sand to Sandy Silt 117.39 2.234 3.916 1.277 2.638 2.37 0.5732 0.62 0.357 2.370 0.57 67.29 2.194 147.641 0.38 0.82 1 (0.82) 262.25 134.3866.273 9 Sand 255.96 3.483 3.936 1.288 2.648 2.02 0.5717 0.61 0.356 2.020 0.57 146.34 1.327 194.196 0.74 1 289.96 289.9666.601 8 Sand to Silty Sand 244.16 3.812 3.956 1.298 2.658 2.08 0.5702 0.61 0.355 2.080 0.57 139.23 1.420 197.661 0.75 1 288.46 288.4666.929 7 Silty Sand to Sandy Silt 110.44 3.089 3.975 1.308 2.667 2.51 0.5689 0.61 0.354 2.510 0.57 62.83 2.820 177.145 0.82 1 260.43 260.4367.257 5 Clayey Silt to Silty Clay 55.908 1.997 3.994 1.318 2.675 2.83 0.5677 0.61 0.354 0.82 1 382.02 382.0267.585 5 Clayey Silt to Silty Clay 45.157 1.813 4.013 1.329 2.684 2.94 0.5664 0.61 0.353 0.82 1 335.79 335.7967.913 3 Clay 28.669 1.443 4.031 1.339 2.692 3.18 0.5653 0.60 0.353 0.82 1 255.11 255.1168.241 6 Sandy Silt to Clayey Silt 23.56 0.619 4.05 1.349 2.701 3.09 0.564 0.60 0.352 0.82 1 228.91 228.9168.57 6 Sandy Silt to Clayey Silt 24.304 0.42 4.068 1.359 2.709 2.96 0.5628 0.60 0.351 0.82 1 237.10 237.1068.898 6 Sandy Silt to Clayey Silt 24.58 0.389 4.087 1.37 2.718 2.93 0.5615 0.60 0.351 0.82 1 240.60 240.6069.226 6 Sandy Silt to Clayey Silt 26.667 0.403 4.106 1.38 2.726 2.89 0.5604 0.60 0.350 0.82 1 252.17 252.1769.554 7 Silty Sand to Sandy Silt 32.548 0.406 4.125 1.39 2.735 2.77 0.5591 0.59 0.350 0.82 1 282.66 282.6669.882 6 Sandy Silt to Clayey Silt 38.82 0.844 4.144 1.4 2.744 2.82 0.5578 0.59 0.349 0.82 1 313.80 313.8070.21 6 Sandy Silt to Clayey Silt 101.41 3.119 4.163 1.411 2.752 2.57 0.5567 0.59 0.349 2.570 0.56 56.45 3.148 177.710 0.82 1 260.32 260.3270.538 8 Sand to Silty Sand 231.24 4.106 4.183 1.421 2.762 2.14 0.5553 0.59 0.348 2.140 0.56 128.40 1.532 196.705 0.75 1 289.49 289.4970.866 9 Sand 295.33 4.34 4.203 1.431 2.772 2.01 0.5539 0.59 0.347 2.010 0.55 163.57 1.313 214.818 0.71 1 299.08 299.0871.194 8 Sand to Silty Sand 272.47 5.783 4.223 1.441 2.782 2.15 0.5525 0.59 0.347 2.150 0.55 150.54 1.553 233.752 0.73 1 296.24 296.2471.522 9 Sand 307.56 4.709 4.243 1.451 2.792 2.01 0.5511 0.58 0.346 2.010 0.55 169.50 1.313 222.600 0.71 1 301.23 301.2371.85 9 Sand 322.54 4.832 4.264 1.462 2.802 1.99 0.5497 0.58 0.346 1.990 0.55 177.31 1.287 228.221 0.70 1 303.39 303.3972.178 9 Sand 404.06 4.124 4.284 1.472 2.812 1.8 0.5484 0.58 0.345 1.800 0.55 221.57 1.107 245.203 0.66 1 312.71 312.7172.507 10 Gravelly Sand to Sand 513.34 2.932 4.305 1.482 2.823 1.56 0.5469 0.58 0.344 1.560 0.55 280.72 1.000 280.721 0.66 1 322.92 322.9272.835 10 Gravelly Sand to Sand 561.53 2.229 4.326 1.492 2.833 1.43 0.5455 0.58 0.344 1.430 0.55 306.32 1.000 306.317 0.66 1 327.02 327.0273.163 10 Gravelly Sand to Sand 466.05 2.087 4.347 1.503 2.844 1.53 0.544 0.58 0.343 1.530 0.54 253.54 1.000 253.540 0.66 1 319.52 319.5273.491 8 Sand to Silty Sand 229.87 3.909 4.367 1.513 2.854 2.14 0.5427 0.57 0.343 2.140 0.54 124.74 1.532 191.101 0.75 1 291.75 291.7573.819 6 Sandy Silt to Clayey Silt 113.39 3.974 4.385 1.523 2.862 2.6 0.5416 0.57 0.342 0.81 1 266.39 266.3974.147 7 Silty Sand to Sandy Silt 99.417 2.728 4.405 1.533 2.871 2.57 0.5404 0.57 0.342 2.570 0.54 53.73 3.148 169.126 0.81 1 262.26 262.2674.475 6 Sandy Silt to Clayey Silt 53.898 1.873 4.424 1.544 2.88 2.84 0.5392 0.57 0.341 0.81 1 382.87 382.8774.803 6 Sandy Silt to Clayey Silt 48.922 1.164 4.442 1.554 2.888 2.75 0.5382 0.57 0.341 0.81 1 368.92 368.9275.131 6 Sandy Silt to Clayey Silt 41.307 1.21 4.461 1.564 2.897 2.89 0.537 0.57 0.341 0.81 1 328.00 328.0075.459 6 Sandy Silt to Clayey Silt 39.696 1.115 4.48 1.574 2.906 2.91 0.5358 0.57 0.340 0.81 1 317.29 317.2975.787 6 Sandy Silt to Clayey Silt 53.021 1.379 4.499 1.585 2.914 2.78 0.5348 0.56 0.340 0.81 1 375.33 375.3376.115 6 Sandy Silt to Clayey Silt 43.537 0.962 4.518 1.595 2.923 2.83 0.5336 0.56 0.339 0.81 1 330.38 330.3876.444 6 Sandy Silt to Clayey Silt 28.774 0.551 4.536 1.605 2.931 2.96 0.5326 0.56 0.339 0.81 1 260.50 260.5076.772 7 Silty Sand to Sandy Silt 27.697 0.322 4.556 1.615 2.94 2.86 0.5314 0.56 0.339 0.81 1 257.76 257.7677.1 7 Silty Sand to Sandy Silt 31.957 0.515 4.575 1.626 2.949 2.87 0.5302 0.56 0.338 0.81 1 279.69 279.69

77.428 6 Sandy Silt to Clayey Silt 30.623 0.513 4.594 1.636 2.958 2.9 0.5291 0.56 0.338 0.81 1 271.82 271.8277.756 7 Silty Sand to Sandy Silt 29.727 0.36 4.613 1.646 2.967 2.83 0.528 0.56 0.337 0.80 1 269.83 269.8378.084 7 Silty Sand to Sandy Silt 39.487 0.47 4.632 1.656 2.976 2.71 0.5268 0.56 0.337 0.80 1 320.71 320.7178.412 6 Sandy Silt to Clayey Silt 39.515 0.862 4.651 1.666 2.985 2.85 0.5257 0.55 0.337 0.80 1 318.96 318.9678.74 7 Silty Sand to Sandy Silt 43.109 0.819 4.671 1.677 2.994 2.78 0.5246 0.55 0.336 0.80 1 335.88 335.8879.068 7 Silty Sand to Sandy Silt 71.568 1.28 4.69 1.687 3.003 2.59 0.5234 0.55 0.336 2.590 0.52 37.46 3.266 122.350 0.25 0.80 1 (0.56) 254.75 81.6579.396 6 Sandy Silt to Clayey Silt 86.789 2.748 4.709 1.697 3.011 2.68 0.5224 0.55 0.336 0.80 1 503.62 503.6279.724 7 Silty Sand to Sandy Silt 154.76 3.815 4.728 1.707 3.021 2.4 0.5212 0.55 0.335 2.400 0.52 80.66 2.312 186.523 0.79 1 281.51 281.5180.052 7 Silty Sand to Sandy Silt 159.9 3.908 4.747 1.718 3.03 2.39 0.5201 0.55 0.335 2.390 0.52 83.16 2.272 188.949 0.78 1 282.88 282.8880.381 5 Clayey Silt to Silty Clay 75.628 3.128 4.766 1.728 3.038 2.81 0.5191 0.55 0.335 0.80 1 461.48 461.4880.709 6 Sandy Silt to Clayey Silt 100.71 3.334 4.785 1.738 3.047 2.64 0.518 0.55 0.334 0.80 1 555.61 555.6181.037 12 Sand to Clayey Sand 150.51 5.318 4.805 1.748 3.056 2.52 0.5169 0.54 0.334 2.520 0.52 77.80 2.872 223.420 0.80 1 281.49 281.4981.365 6 Sandy Silt to Clayey Silt 137.17 4.951 4.824 1.759 3.065 2.56 0.5158 0.54 0.334 2.560 0.52 70.76 3.091 218.674 0.80 1 278.35 278.3581.693 9 Sand 402.4 6.082 4.844 1.769 3.075 1.95 0.5146 0.54 0.333 1.950 0.51 207.08 1.240 256.752 0.65 1 320.22 320.2282.021 10 Gravelly Sand to Sand 559.99 5.643 4.865 1.779 3.086 1.73 0.5133 0.54 0.333 1.730 0.51 287.44 1.058 304.131 0.64 1 334.54 334.5482.349 10 Gravelly Sand to Sand 588.89 4.41 4.886 1.789 3.096 1.62 0.5121 0.54 0.333 1.620 0.51 301.57 1.000 301.572 0.64 1 337.03 337.0382.677 10 Gravelly Sand to Sand 545.43 2.909 4.907 1.8 3.107 1.55 0.5108 0.54 0.332 1.550 0.51 278.60 1.000 278.602 0.64 1 334.00 334.0083.005 10 Gravelly Sand to Sand 426.67 2.596 4.927 1.81 3.118 1.68 0.5095 0.54 0.332 1.680 0.51 217.39 1.024 222.661 0.63 1 323.82 323.8283.333 8 Sand to Silty Sand 178.68 3.278 4.947 1.82 3.127 2.28 0.5084 0.54 0.332 2.280 0.51 90.85 1.886 171.350 0.76 1 289.39 289.3983.661 7 Silty Sand to Sandy Silt 68.537 1.579 4.967 1.83 3.136 2.7 0.5074 0.54 0.331 0.80 1 434.71 434.7183.99 7 Silty Sand to Sandy Silt 54.879 0.684 4.986 1.84 3.145 2.63 0.5063 0.54 0.331 0.80 1 381.59 381.5984.318 7 Silty Sand to Sandy Silt 44.08 0.662 5.005 1.851 3.155 2.76 0.5052 0.53 0.331 0.79 1 334.50 334.5084.646 7 Silty Sand to Sandy Silt 42.012 0.542 5.025 1.861 3.164 2.75 0.5041 0.53 0.330 0.79 1 325.75 325.7584.974 7 Silty Sand to Sandy Silt 41.326 0.589 5.044 1.871 3.173 2.78 0.5031 0.53 0.330 0.79 1 323.12 323.1285.302 7 Silty Sand to Sandy Silt 42.212 0.61 5.063 1.881 3.182 2.77 0.5021 0.53 0.330 0.79 1 327.72 327.7285.63 7 Silty Sand to Sandy Silt 45.605 0.767 5.082 1.892 3.191 2.77 0.501 0.53 0.330 0.79 1 343.34 343.3485.958 7 Silty Sand to Sandy Silt 46.997 0.64 5.102 1.902 3.2 2.72 0.5 0.53 0.329 0.79 1 348.72 348.7286.286 7 Silty Sand to Sandy Silt 44.7 0.552 5.121 1.912 3.209 2.72 0.499 0.53 0.329 0.79 1 338.23 338.2386.614 7 Silty Sand to Sandy Silt 42.985 0.671 5.14 1.922 3.218 2.79 0.498 0.53 0.329 0.79 1 330.93 330.9386.942 7 Silty Sand to Sandy Silt 41.984 0.755 5.16 1.933 3.227 2.83 0.497 0.53 0.329 0.79 1 327.30 327.3087.27 7 Silty Sand to Sandy Silt 41.164 0.683 5.179 1.943 3.236 2.82 0.4959 0.53 0.328 0.79 1 323.73 323.7387.598 6 Sandy Silt to Clayey Silt 41.078 1.091 5.198 1.953 3.245 2.93 0.4949 0.53 0.328 0.79 1 324.01 324.0187.927 6 Sandy Silt to Clayey Silt 90.658 2.668 5.217 1.963 3.253 2.66 0.494 0.52 0.328 0.79 1 522.77 522.7788.255 8 Sand to Silty Sand 226.24 4.627 5.237 1.974 3.263 2.25 0.4929 0.52 0.328 2.250 0.49 111.52 1.798 200.543 0.73 1 301.95 301.9588.583 9 Sand 320.41 3.704 5.257 1.984 3.273 1.97 0.4918 0.52 0.327 1.970 0.49 157.59 1.263 198.993 0.68 1 316.13 316.1388.911 8 Sand to Silty Sand 319.66 5.454 5.277 1.994 3.283 2.08 0.4907 0.52 0.327 2.080 0.49 156.87 1.420 222.700 0.68 1 316.27 316.2789.239 8 Sand to Silty Sand 388.6 7.338 5.297 2.004 3.292 2.06 0.4898 0.52 0.327 2.060 0.49 190.32 1.387 263.919 0.66 1 324.65 324.6589.567 9 Sand 563.35 6.463 5.317 2.014 3.302 1.79 0.4887 0.52 0.327 1.790 0.49 275.29 1.099 302.666 0.62 1 340.99 340.9989.895 12 Sand to Clayey Sand 442.23 10.361 5.337 2.025 3.312 2.09 0.4876 0.52 0.326 2.090 0.49 215.62 1.437 309.835 0.63 1 330.70 330.7090.223 12 Sand to Clayey Sand 377.09 10.798 5.357 2.035 3.322 2.2 0.4865 0.52 0.326 2.200 0.49 183.46 1.667 305.784 0.66 1 324.30 324.3090.551 12 Sand to Clayey Sand 382.88 9.943 5.376 2.045 3.331 2.17 0.4855 0.52 0.326 2.170 0.49 185.90 1.596 296.773 0.66 1 325.13 325.1390.879 12 Sand to Clayey Sand 172.24 6.813 5.396 2.055 3.341 2.55 0.4845 0.52 0.326 2.550 0.48 83.45 3.034 253.198 0.79 1 293.32 293.3291.207 6 Sandy Silt to Clayey Silt 119.39 3.628 5.415 2.066 3.349 2.59 0.4836 0.52 0.326 2.590 0.48 57.74 3.266 188.586 0.79 1 280.11 280.1191.535 7 Silty Sand to Sandy Silt 106.06 2.272 5.434 2.076 3.359 2.53 0.4826 0.52 0.325 2.530 0.48 51.18 2.925 149.691 0.39 0.78 1 (0.89) 276.14 113.8891.864 7 Silty Sand to Sandy Silt 61.77 1.39 5.454 2.086 3.368 2.76 0.4816 0.51 0.325 0.78 1 408.81 408.8192.192 6 Sandy Silt to Clayey Silt 46.063 0.986 5.473 2.096 3.376 2.86 0.4808 0.51 0.325 0.78 1 342.07 342.0792.52 8 Sand to Silty Sand 149.65 2.211 5.492 2.107 3.386 2.31 0.4797 0.51 0.325 2.310 0.48 71.79 1.981 142.229 0.35 0.77 1 (0.78) 289.38 148.1792.848 10 Gravelly Sand to Sand 327.96 2.137 5.513 2.117 3.396 1.82 0.4787 0.51 0.325 1.820 0.48 156.99 1.122 176.062 0.66 1 320.38 320.3893.176 9 Sand 260.38 2.98 5.534 2.127 3.407 2.05 0.4775 0.51 0.324 2.050 0.48 124.34 1.371 170.474 0.70 1 311.09 311.0993.504 6 Sandy Silt to Clayey Silt 120.2 3.708 5.552 2.137 3.415 2.6 0.4767 0.51 0.324 0.78 1 281.55 281.5593.832 6 Sandy Silt to Clayey Silt 49.418 1.518 5.571 2.148 3.424 2.94 0.4758 0.51 0.324 0.78 1 354.59 354.5994.16 7 Silty Sand to Sandy Silt 37.466 0.488 5.591 2.158 3.433 2.85 0.4749 0.51 0.324 0.78 1 301.72 301.7294.488 7 Silty Sand to Sandy Silt 36.513 0.548 5.61 2.168 3.442 2.88 0.4739 0.51 0.324 0.78 1 300.49 300.4994.816 6 Sandy Silt to Clayey Silt 41.059 0.843 5.629 2.178 3.45 2.89 0.4731 0.51 0.324 0.78 1 325.05 325.0595.144 6 Sandy Silt to Clayey Silt 47.454 1.109 5.647 2.189 3.459 2.86 0.4722 0.51 0.323 0.78 1 355.13 355.1395.472 7 Silty Sand to Sandy Silt 49.618 1.059 5.667 2.199 3.468 2.83 0.4713 0.51 0.323 0.78 1 362.44 362.4495.801 6 Sandy Silt to Clayey Silt 36.532 0.811 5.686 2.209 3.477 2.97 0.4704 0.51 0.323 0.78 1 302.36 302.3696.129 6 Sandy Silt to Clayey Silt 32.806 0.607 5.704 2.219 3.485 2.97 0.4696 0.51 0.323 0.78 1 286.02 286.0296.457 7 Silty Sand to Sandy Silt 33.52 0.572 5.724 2.229 3.494 2.94 0.4687 0.51 0.323 0.78 1 290.00 290.0096.785 6 Sandy Silt to Clayey Silt 41.193 0.877 5.742 2.24 3.503 2.9 0.4678 0.50 0.323 0.78 1 326.55 326.5597.113 7 Silty Sand to Sandy Silt 48.112 0.941 5.762 2.25 3.512 2.83 0.4669 0.50 0.322 0.78 1 353.93 353.9397.441 7 Silty Sand to Sandy Silt 39.315 0.686 5.781 2.26 3.521 2.88 0.466 0.50 0.322 0.78 1 316.48 316.4897.769 7 Silty Sand to Sandy Silt 47.788 0.739 5.8 2.27 3.53 2.76 0.4651 0.50 0.322 0.78 1 360.67 360.6798.097 7 Silty Sand to Sandy Silt 56.738 1.135 5.82 2.281 3.539 2.75 0.4642 0.50 0.322 0.78 1 402.35 402.35








(m/s)Vs,liq

(m/s)

98.425 7 Silty Sand to Sandy Silt 54.67 1.301 5.839 2.291 3.548 2.79 0.4634 0.50 0.322 0.78 1 396.70 396.7098.753 6 Sandy Silt to Clayey Silt 92.841 2.691 5.858 2.301 3.557 2.67 0.4625 0.50 0.322 0.78 1 533.53 533.5399.081 7 Silty Sand to Sandy Silt 144.58 4.306 5.877 2.311 3.566 2.54 0.4616 0.50 0.322 2.540 0.46 66.74 2.979 198.805 0.78 1 291.80 291.8099.409 8 Sand to Silty Sand 211.11 3.515 5.897 2.322 3.575 2.24 0.4607 0.50 0.321 2.240 0.46 97.27 1.770 172.207 0.73 1 306.68 306.6899.738 9 Sand 267.16 2.952 5.917 2.332 3.586 2.05 0.4597 0.50 0.321 2.050 0.46 122.81 1.371 168.375 0.69 1 316.46 316.46

9 Sand 19 Sand 1

11111111111111111111111111111111111111111111111111111111111


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80

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80

1.5 2 2.5 3 3.5

IC

0

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70

80

0 2500 5000 7500 10000 12500

SU (PSF)

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DEPTH (FT)

PHI (DEG)




80

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80

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100

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120

0 20 40 60 80 100

80

90

100

110

120

SPT-N60

Su SPT-N60

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80

90

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SPT-N60

PHI SPT-N60

SAND CLAY






0.328

0.656

0.984

1.312

1.64

1.969

2.297

2.625

2.953

3.281

3.609

3.937

4.265

4.593

4.921 2 Organic 2.516 0.156 0.196 0.196 3.15 1.5759 0.99 0.386 1.00 0 54.57 54.57

5.249 3 Clay 7.215 0.463 0.214 0.214 2.83 1.5559 0.99 0.386 1.00 1 105.57 105.57

5.577 3 Clay 7.148 0.473 0.232 0.232 2.86 1.5363 0.99 0.386 1.00 1 105.02 105.02

5.906 3 Clay 9.13 0.501 0.251 0.251 2.75 1.5162 0.99 0.385 1.00 1 122.56 122.56

6.234 3 Clay 9.417 0.515 0.269 0.269 2.76 1.4976 0.99 0.385 1.00 1 124.90 124.90

6.562 3 Clay 8.168 0.477 0.287 0.287 2.85 1.4795 0.99 0.385 1.00 1 113.90 113.90

6.89 3 Clay 6.681 0.355 0.305 0.305 2.92 1.4618 0.99 0.385 1.00 1 100.27 100.27

7.218 3 Clay 6.272 0.332 0.324 0.324 2.95 1.4436 0.99 0.384 1.00 1 96.63 96.637.546 3 Clay 5.061 0.224 0.342 0.342 3 1.4267 0.98 0.384 1.00 1 84.90 84.907.874 3 Clay 4.174 0.13 0.36 0.36 3 1.4103 0.98 0.384 1.00 1 75.73 75.738.202 3 Clay 3.917 0.11 0.379 0.379 3.01 1.3933 0.98 0.383 1.00 1 73.13 73.138.53 4 Silty Clay to Clay 5.957 0.145 0.397 0.397 2.82 1.3776 0.98 0.383 1.00 1 95.37 95.378.858 4 Silty Clay to Clay 8.311 0.225 0.416 0.416 2.74 1.3614 0.98 0.383 1.00 1 117.38 117.389.186 4 Silty Clay to Clay 10.589 0.336 0.435 0.435 2.71 1.3456 0.98 0.383 1.00 1 136.13 136.139.514 3 Clay 11.513 0.448 0.453 0.453 2.75 1.3309 0.98 0.382 1.00 1 143.80 143.809.843 4 Silty Clay to Clay 11.828 0.442 0.472 0.472 2.75 1.3158 0.98 0.382 1.00 1 146.31 146.3110.171 3 Clay 12.133 0.491 0.49 0.49 2.78 1.3018 0.98 0.382 1.00 1 147.96 147.9610.499 3 Clay 12.371 0.589 0.509 0.509 2.84 1.2873 0.98 0.381 1.00 1 149.24 149.2410.827 3 Clay 12.419 0.582 0.527 0.527 2.84 1.2739 0.98 0.381 1.00 1 149.83 149.8311.155 3 Clay 12.848 0.627 0.545 0.545 2.85 1.2607 0.98 0.381 1.00 1 152.65 152.6511.483 3 Clay 13.162 0.645 0.563 0.563 2.86 1.2479 0.98 0.381 1.00 1 155.36 155.3611.811 3 Clay 14.763 0.672 0.582 0.582 2.81 1.2346 0.98 0.380 1.00 1 166.77 166.7712.139 3 Clay 15.202 0.685 0.6 0.6 2.81 1.2222 0.97 0.380 1.00 1 169.82 169.8212.467 3 Clay 13.763 0.691 0.618 0.618 2.88 1.2101 0.97 0.380 1.00 1 159.33 159.3312.795 3 Clay 11.914 0.647 0.636 0.636 2.97 1.1983 0.97 0.380 1.00 1 145.17 145.1713.123 3 Clay 10.637 0.55 0.655 0.655 3.01 1.186 0.97 0.379 1.00 1 135.18 135.1813.451 3 Clay 10.179 0.455 0.673 0.673 2.99 1.1746 0.97 0.379 1.00 1 131.43 131.4313.78 3 Clay 9.741 0.526 0.691 0.691 3.08 1.1634 0.97 0.379 1.00 1 127.45 127.4514.108 6 Sandy Silt to Clayey Silt 30.47 0.751 0.71 0.71 2.46 1.1518 0.97 0.378 2.460 1.15 35.10 2.574 90.347 0.15 1.00 1 154.11 154.1114.436 7 Silty Sand to Sandy Silt 64.601 0.986 0.729 0.729 2.08 1.1405 0.97 0.378 2.080 1.14 73.68 1.420 104.595 0.19 1.00 1 171.15 171.1514.764 7 Silty Sand to Sandy Silt 65.735 0.788 0.749 0.749 2.01 1.1288 0.97 0.378 2.010 1.13 74.20 1.313 97.446 0.17 1.00 1 172.78 172.7815.092 7 Silty Sand to Sandy Silt 52.134 0.903 0.768 0.768 2.2 1.1179 0.97 0.378 2.200 1.12 58.28 1.667 97.139 0.17 1.00 1 168.80 168.8015.42 5 Clayey Silt to Silty Clay 32.119 1.107 0.787 0.787 2.57 1.1072 0.97 0.377 2.570 1.11 35.56 3.148 111.948 0.21 1.00 1 159.70 159.7015.748 5 Clayey Silt to Silty Clay 28.64 0.915 0.806 0.806 2.59 1.0967 0.97 0.377 2.590 1.10 31.41 3.266 102.585 0.18 1.00 1 158.49 158.4916.076 5 Clayey Silt to Silty Clay 35.131 1.074 0.824 0.824 2.52 1.087 0.97 0.377 2.520 1.09 38.19 2.872 109.655 0.20 1.00 1 163.63 163.6316.404 5 Clayey Silt to Silty Clay 44.519 1.574 0.843 0.843 2.5 1.0768 0.97 0.377 2.500 1.08 47.94 2.768 132.719 0.30 1.00 1 169.64 169.6416.732 6 Sandy Silt to Clayey Silt 55.499 1.449 0.862 0.862 2.34 1.0669 0.96 0.376 2.340 1.07 59.21 2.084 123.387 0.25 1.00 1 175.67 175.6717.06 7 Silty Sand to Sandy Silt 64.296 1.334 0.881 0.881 2.23 1.0572 0.96 0.376 2.230 1.06 67.97 1.743 118.508 0.23 1.00 1 179.99 179.9917.388 5 Clayey Silt to Silty Clay 37.971 1.491 0.9 0.9 2.6 1.0476 0.96 0.376 1.00 1 169.22 169.2217.717 3 Clay 22.341 1.1 0.918 0.918 2.84 1.0387 0.96 0.375 1.00 1 218.18 218.1818.045 5 Clayey Silt to Silty Clay 20.091 0.614 0.937 0.937 2.73 1.0295 0.96 0.375 1.00 1 206.56 206.5618.373 6 Sandy Silt to Clayey Silt 19.415 0.452 0.956 0.956 2.68 1.0204 0.96 0.375 1.00 1 202.54 202.5418.701 6 Sandy Silt to Clayey Silt 17.222 0.346 0.975 0.975 2.69 1.0115 0.96 0.374 1.00 1 189.08 189.0819.029 6 Sandy Silt to Clayey Silt 18.995 0.403 0.994 0.994 2.68 1.0027 0.96 0.374 1.00 1 199.16 199.1619.357 5 Clayey Silt to Silty Clay 20.272 0.563 1.012 1.012 2.73 0.9946 0.96 0.374 1.00 1 207.79 207.7919.685 5 Clayey Silt to Silty Clay 22.626 0.74 1.031 1.031 2.75 0.9861 0.96 0.374 0.99 1 222.26 222.2620.013 7 Silty Sand to Sandy Silt 57.643 1.061 1.051 1.051 2.28 0.9773 0.96 0.373 2.280 0.98 56.34 1.886 106.261 0.19 0.99 1 186.37 186.3720.341 7 Silty Sand to Sandy Silt 71.692 1.717 1.07 1.07 2.3 0.9692 0.96 0.373 2.300 0.97 69.48 1.949 135.400 0.31 0.99 1 192.39 192.3920.669 5 Clayey Silt to Silty Clay 53.135 2.146 1.089 1.089 2.56 0.9611 0.96 0.373 2.560 0.96 51.07 3.091 157.832 0.45 0.98 1 186.17 186.1720.997 7 Silty Sand to Sandy Silt 109.79 2.086 1.108 1.108 2.1 0.9532 0.95 0.372 2.100 0.95 104.65 1.455 152.240 0.41 0.97 1 205.42 205.4221.325 8 Sand to Silty Sand 150.29 1.989 1.128 1.128 1.9 0.945 0.95 0.372 1.900 0.95 142.03 1.189 168.851 0.96 1 214.87 214.8721.654 8 Sand to Silty Sand 128.32 2.124 1.148 1.148 2.03 0.937 0.95 0.371 2.030 0.94 120.24 1.341 161.261 0.96 1 211.49 211.4921.982 7 Silty Sand to Sandy Silt 104.44 2.856 1.167 1.167 2.25 0.9294 0.95 0.371 2.250 0.93 97.07 1.798 174.559 0.96 1 206.82 206.8222.31 7 Silty Sand to Sandy Silt 132.67 3.008 1.186 1.186 2.13 0.922 0.95 0.371 2.130 0.92 122.33 1.512 184.929 0.95 1 214.30 214.3022.638 10 Gravelly Sand to Sand 258.64 1.315 1.207 1.207 1.47 0.914 0.95 0.370 1.470 0.91 236.40 1.000 236.398 0.93 1 234.83 234.8322.966 10 Gravelly Sand to Sand 308.4 0.793 1.228 1.228 1.24 0.9061 0.95 0.370 1.240 0.91 279.44 1.000 279.442 0.92 1 241.38 241.3823.294 10 Gravelly Sand to Sand 261.54 0.632 1.249 1.249 1.3 0.8983 0.95 0.370 1.300 0.90 234.95 1.000 234.946 0.91 1 237.34 237.3423.622 10 Gravelly Sand to Sand 226.96 0.517 1.27 1.27 1.35 0.8907 0.95 0.369 1.350 0.89 202.15 1.000 202.151 0.91 1 234.06 234.0623.95 10 Gravelly Sand to Sand 255.87 0.846 1.291 1.291 1.39 0.8832 0.95 0.369 1.390 0.88 225.98 1.000 225.976 0.90 1 238.79 238.7924.278 10 Gravelly Sand to Sand 278.87 1.267 1.312 1.312 1.44 0.8758 0.94 0.368 1.440 0.88 244.23 1.000 244.230 0.90 1 242.53 242.5324.606 10 Gravelly Sand to Sand 246.21 0.613 1.332 1.332 1.36 0.8689 0.94 0.368 1.360 0.87 213.93 1.000 213.929 0.90 1 239.61 239.6124.934 10 Gravelly Sand to Sand 206.7 0.567 1.353 1.353 1.45 0.8617 0.94 0.367 1.450 0.86 178.12 1.000 178.117 0.90 1 235.21 235.2125.262 9 Sand 207.76 0.586 1.374 0.008 1.366 1.46 0.8574 0.94 0.369 1.460 0.86 178.12 1.000 178.122 0.90 1 235.97 235.9725.591 10 Gravelly Sand to Sand 251.17 0.444 1.395 0.018 1.376 1.3 0.854 0.94 0.372 1.300 0.85 214.51 1.000 214.507 0.88 1 242.35 242.3525.919 10 Gravelly Sand to Sand 250.23 0.346 1.416 0.029 1.387 1.27 0.8504 0.94 0.374 1.270 0.85 212.79 1.000 212.793 0.88 1 242.76 242.7626.247 9 Sand 167.48 0.913 1.436 0.039 1.397 1.69 0.8471 0.94 0.376 1.690 0.85 141.88 1.031 146.286 0.37 0.90 1 (0.84) 230.85 208.7526.575 7 Silty Sand to Sandy Silt 113.7 2.415 1.455 0.049 1.406 2.21 0.8442 0.94 0.378 2.210 0.84 95.98 1.692 162.365 0.92 1 219.89 219.8926.903 6 Sandy Silt to Clayey Silt 85.883 2.889 1.474 0.059 1.415 2.44 0.8413 0.93 0.380 2.440 0.84 72.25 2.483 179.415 0.93 1 212.41 212.4127.231 7 Silty Sand to Sandy Silt 86.789 1.754 1.493 0.07 1.424 2.28 0.8384 0.93 0.382 2.280 0.84 72.77 1.886 137.247 0.32 0.93 1 (0.73) 213.05 129.2327.559 7 Silty Sand to Sandy Silt 59.749 1.286 1.513 0.08 1.433 2.43 0.8355 0.93 0.384 2.430 0.84 49.92 2.439 121.764 0.25 0.93 1 (0.57) 203.27 92.1427.887 5 Clayey Silt to Silty Clay 29.708 1.011 1.531 0.09 1.441 2.81 0.833 0.93 0.386 0.93 1 255.98 255.9828.215 4 Silty Clay to Clay 14.754 0.477 1.55 0.1 1.45 3.08 0.8302 0.93 0.387 0.93 1 165.08 165.0828.543 5 Clayey Silt to Silty Clay 11.027 0.269 1.569 0.111 1.458 3.14 0.8277 0.93 0.389 0.93 1 137.78 137.7828.871 6 Sandy Silt to Clayey Silt 30.041 0.469 1.588 0.121 1.467 2.61 0.8249 0.93 0.391 0.93 1 258.30 258.3029.199 7 Silty Sand to Sandy Silt 36.103 0.582 1.607 0.131 1.476 2.55 0.8221 0.92 0.393 2.550 0.82 29.68 3.034 90.059 0.15 0.93 1 (0.33) 191.98 58.2929.528 6 Sandy Silt to Clayey Silt 23.608 0.357 1.626 0.141 1.485 2.7 0.8194 0.92 0.394 0.92 1 224.55 224.5529.856 6 Sandy Silt to Clayey Silt 14.802 0.231 1.645 0.151 1.493 2.87 0.8169 0.92 0.396 0.92 1 172.64 172.6430.184 5 Clayey Silt to Silty Clay 13.877 0.397 1.664 0.162 1.502 3.04 0.8142 0.92 0.397 0.92 1 166.91 166.9130.512 8 Sand to Silty Sand 78.001 0.753 1.683 0.172 1.511 2.14 0.8115 0.92 0.399 2.140 0.81 63.30 1.532 96.971 0.16 0.92 1 (0.36) 213.81 104.6030.84 9 Sand 184.2 1.033 1.704 0.182 1.522 1.7 0.8082 0.92 0.400 1.700 0.81 148.88 1.038 154.515 0.42 0.87 1 (0.87) 239.23 220.8731.168 8 Sand to Silty Sand 91.268 1.363 1.724 0.192 1.531 2.21 0.8056 0.91 0.402 2.210 0.81 73.52 1.692 124.372 0.26 0.91 1 (0.55) 218.66 126.6631.496 5 Clayey Silt to Silty Clay 25.619 0.943 1.742 0.203 1.54 2.91 0.8029 0.91 0.403 0.92 1 233.63 233.6331.824 6 Sandy Silt to Clayey Silt 15.812 0.282 1.761 0.213 1.548 2.93 0.8006 0.91 0.404 0.92 1 174.14 174.14



(m/s)Vs,liq

(m/s)








(m/s)Vs,liq

(m/s)

32.152 6 Sandy Silt to Clayey Silt 15.755 0.125 1.78 0.223 1.557 2.75 0.798 0.91 0.405 0.92 1 175.97 175.9732.48 6 Sandy Silt to Clayey Silt 15.221 0.232 1.799 0.233 1.565 2.89 0.7957 0.91 0.407 0.91 1 174.55 174.5532.808 5 Clayey Silt to Silty Clay 15.593 0.338 1.818 0.244 1.574 2.95 0.7931 0.90 0.408 0.91 1 178.80 178.8033.136 5 Clayey Silt to Silty Clay 15.831 0.379 1.836 0.254 1.582 2.97 0.7908 0.90 0.409 0.91 1 180.87 180.8733.465 5 Clayey Silt to Silty Clay 15.545 0.377 1.855 0.264 1.591 2.97 0.7882 0.90 0.410 0.91 1 179.81 179.8133.793 5 Clayey Silt to Silty Clay 14.382 0.334 1.874 0.274 1.6 3 0.7857 0.90 0.411 0.91 1 171.61 171.6134.121 5 Clayey Silt to Silty Clay 12.829 0.311 1.893 0.285 1.608 3.06 0.7835 0.90 0.412 0.91 1 160.05 160.0534.449 5 Clayey Silt to Silty Clay 12.867 0.297 1.912 0.295 1.617 3.05 0.781 0.89 0.412 0.91 1 160.41 160.4134.777 5 Clayey Silt to Silty Clay 12.743 0.288 1.93 0.305 1.625 3.05 0.7788 0.89 0.413 0.91 1 159.55 159.5535.105 5 Clayey Silt to Silty Clay 12.381 0.289 1.949 0.315 1.634 3.08 0.7763 0.89 0.414 0.91 1 156.88 156.8835.433 5 Clayey Silt to Silty Clay 13.505 0.257 1.968 0.326 1.642 3 0.7741 0.89 0.415 0.91 1 164.80 164.8035.761 6 Sandy Silt to Clayey Silt 17.594 0.341 1.987 0.336 1.651 2.9 0.7717 0.89 0.415 0.90 1 191.02 191.0236.089 6 Sandy Silt to Clayey Silt 23.484 0.405 2.006 0.346 1.66 2.78 0.7692 0.88 0.416 0.90 1 224.14 224.1436.417 6 Sandy Silt to Clayey Silt 21.492 0.527 2.024 0.356 1.668 2.89 0.7671 0.88 0.417 0.90 1 214.71 214.7136.745 6 Sandy Silt to Clayey Silt 31.271 0.743 2.043 0.366 1.677 2.74 0.7647 0.88 0.417 0.90 1 268.83 268.8337.073 6 Sandy Silt to Clayey Silt 32.987 0.826 2.062 0.377 1.685 2.75 0.7626 0.88 0.418 0.90 1 274.68 274.6837.402 6 Sandy Silt to Clayey Silt 30.032 0.741 2.081 0.387 1.694 2.78 0.7602 0.87 0.418 0.90 1 259.86 259.8637.73 6 Sandy Silt to Clayey Silt 23.741 0.492 2.1 0.397 1.702 2.83 0.7581 0.87 0.419 0.90 1 225.31 225.3138.058 5 Clayey Silt to Silty Clay 15.974 0.383 2.118 0.407 1.711 3.01 0.7558 0.87 0.419 0.90 1 180.27 180.2738.386 5 Clayey Silt to Silty Clay 16.298 0.418 2.137 0.418 1.719 3.01 0.7537 0.86 0.419 0.90 1 183.98 183.9838.714 6 Sandy Silt to Clayey Silt 33.52 0.97 2.156 0.428 1.728 2.77 0.7514 0.86 0.419 0.90 1 282.51 282.5139.042 9 Sand 130.61 1.139 2.176 0.438 1.738 1.98 0.7488 0.86 0.420 1.980 0.75 97.80 1.275 124.673 0.26 0.87 1 (0.51) 237.16 158.5339.37 10 Gravelly Sand to Sand 243.76 1.116 2.197 0.448 1.749 1.6 0.746 0.86 0.420 1.600 0.75 181.85 1.000 181.851 0.82 1 257.56 257.5639.698 10 Gravelly Sand to Sand 326.9 1.245 2.218 0.459 1.759 1.45 0.7435 0.85 0.420 1.450 0.74 243.05 1.000 243.050 0.80 1 268.00 268.0040.026 10 Gravelly Sand to Sand 368.11 1.786 2.239 0.469 1.77 1.47 0.7407 0.85 0.420 1.470 0.74 272.68 1.000 272.676 0.80 1 272.63 272.6340.354 10 Gravelly Sand to Sand 396.16 2.577 2.26 0.479 1.781 1.53 0.738 0.85 0.420 1.530 0.74 292.37 1.000 292.371 0.79 1 275.70 275.7040.682 10 Gravelly Sand to Sand 426.64 2.857 2.281 0.489 1.791 1.52 0.7355 0.84 0.420 1.520 0.74 313.81 1.000 313.813 0.79 1 278.80 278.8041.011 10 Gravelly Sand to Sand 432.42 2.518 2.302 0.5 1.802 1.47 0.7328 0.84 0.419 1.470 0.73 316.90 1.000 316.896 0.79 1 279.74 279.7441.339 10 Gravelly Sand to Sand 380.8 1.397 2.322 0.51 1.813 1.39 0.7302 0.84 0.419 1.390 0.73 278.05 1.000 278.048 0.79 1 275.61 275.6141.667 10 Gravelly Sand to Sand 313.84 1.076 2.343 0.52 1.823 1.45 0.7278 0.84 0.419 1.450 0.73 228.40 1.000 228.401 0.79 1 269.17 269.1741.995 10 Gravelly Sand to Sand 307.51 0.89 2.364 0.53 1.834 1.42 0.7251 0.83 0.419 1.420 0.73 222.98 1.000 222.977 0.79 1 268.90 268.9042.323 10 Gravelly Sand to Sand 313.74 1.136 2.385 0.54 1.845 1.47 0.7225 0.83 0.418 1.470 0.72 226.68 1.000 226.675 0.78 1 270.03 270.0342.651 10 Gravelly Sand to Sand 263.31 1.23 2.406 0.551 1.855 1.6 0.7201 0.83 0.418 1.600 0.72 189.62 1.000 189.618 0.80 1 264.33 264.3342.979 9 Sand 191.76 1.797 2.426 0.561 1.865 1.89 0.7178 0.82 0.418 1.890 0.72 137.64 1.180 162.360 0.83 1 254.01 254.0143.307 8 Sand to Silty Sand 153.93 2.218 2.446 0.571 1.875 2.09 0.7154 0.82 0.417 2.090 0.72 110.13 1.437 158.251 0.45 0.85 1 (0.86) 247.22 190.5743.635 7 Silty Sand to Sandy Silt 99.464 2.024 2.466 0.581 1.884 2.34 0.7134 0.82 0.417 2.340 0.71 70.95 2.084 147.851 0.38 0.88 1 (0.75) 233.87 131.8143.963 6 Sandy Silt to Clayey Silt 54.421 1.513 2.484 0.592 1.893 2.64 0.7113 0.81 0.417 0.88 1 375.07 375.0744.291 5 Clayey Silt to Silty Clay 19.672 0.588 2.503 0.602 1.901 3.07 0.7094 0.81 0.416 0.88 1 197.91 197.9144.619 4 Silty Clay to Clay 22.179 0.844 2.522 0.612 1.91 3.07 0.7074 0.81 0.416 0.88 1 214.53 214.5344.948 6 Sandy Silt to Clayey Silt 91.183 2.654 2.541 0.622 1.918 2.47 0.7056 0.80 0.415 2.470 0.71 64.34 2.621 168.647 0.88 1 232.51 232.5145.276 7 Silty Sand to Sandy Silt 156.62 4.079 2.56 0.633 1.927 2.27 0.7035 0.80 0.415 2.270 0.70 110.19 1.856 204.525 0.84 1 249.70 249.7045.604 9 Sand 293.18 3.947 2.58 0.643 1.938 1.87 0.7011 0.80 0.414 1.870 0.70 205.54 1.162 238.809 0.78 1 271.32 271.3245.932 10 Gravelly Sand to Sand 478.78 3.284 2.601 0.653 1.948 1.51 0.6989 0.79 0.414 1.510 0.70 334.60 1.000 334.596 0.77 1 289.50 289.5046.26 10 Gravelly Sand to Sand 463.71 2.604 2.622 0.663 1.959 1.47 0.6964 0.79 0.413 1.470 0.70 322.94 1.000 322.937 0.76 1 288.72 288.7246.588 10 Gravelly Sand to Sand 359.26 2.157 2.643 0.674 1.97 1.57 0.694 0.79 0.412 1.570 0.69 249.33 1.000 249.328 0.76 1 279.72 279.7246.916 8 Sand to Silty Sand 147.42 1.965 2.663 0.684 1.979 2.1 0.692 0.78 0.412 2.100 0.69 102.02 1.455 148.419 0.38 0.84 1 (0.74) 249.43 177.5847.244 9 Sand 119.15 0.849 2.683 0.694 1.989 2.02 0.6899 0.78 0.411 2.020 0.69 82.20 1.327 109.074 0.20 0.85 1 (0.39) 243.01 135.2447.572 7 Silty Sand to Sandy Silt 94.413 2.315 2.703 0.704 1.998 2.43 0.6879 0.78 0.410 2.430 0.69 64.95 2.439 158.413 0.45 0.87 1 (0.90) 236.09 126.6647.9 7 Silty Sand to Sandy Silt 111.33 2.511 2.722 0.714 2.007 2.35 0.686 0.77 0.410 2.350 0.69 76.37 2.120 161.884 0.86 1 241.53 241.53

48.228 7 Silty Sand to Sandy Silt 73.96 1.201 2.741 0.725 2.016 2.41 0.6841 0.77 0.409 2.410 0.68 50.59 2.354 119.082 0.24 0.87 1 (0.47) 229.17 95.4448.556 6 Sandy Silt to Clayey Silt 29.689 0.754 2.76 0.735 2.025 2.88 0.6822 0.77 0.408 0.87 1 256.52 256.5248.885 6 Sandy Silt to Clayey Silt 22.607 0.555 2.779 0.745 2.034 2.97 0.6803 0.76 0.407 0.87 1 219.96 219.9649.213 6 Sandy Silt to Clayey Silt 24.98 0.662 2.798 0.755 2.042 2.93 0.6786 0.76 0.407 0.87 1 237.61 237.6149.541 5 Clayey Silt to Silty Clay 26.2 0.759 2.816 0.766 2.051 2.94 0.6767 0.76 0.406 0.87 1 243.73 243.7349.869 6 Sandy Silt to Clayey Silt 27.23 0.642 2.835 0.776 2.059 2.88 0.6751 0.75 0.405 0.87 1 248.61 248.6150.197 6 Sandy Silt to Clayey Silt 28.574 0.692 2.854 0.786 2.068 2.86 0.6732 0.75 0.404 0.86 1 256.63 256.6350.525 6 Sandy Silt to Clayey Silt 27.935 0.693 2.873 0.796 2.076 2.88 0.6716 0.75 0.403 0.86 1 254.19 254.1950.853 6 Sandy Silt to Clayey Silt 28.24 0.689 2.892 0.807 2.085 2.86 0.6697 0.74 0.402 0.86 1 257.33 257.3351.181 6 Sandy Silt to Clayey Silt 30.203 0.68 2.91 0.817 2.094 2.83 0.6679 0.74 0.401 0.86 1 266.25 266.2551.509 6 Sandy Silt to Clayey Silt 29.184 0.506 2.929 0.827 2.102 2.78 0.6663 0.74 0.401 0.86 1 261.89 261.8951.837 6 Sandy Silt to Clayey Silt 29.041 0.678 2.948 0.837 2.111 2.86 0.6645 0.73 0.400 0.86 1 259.80 259.8052.165 5 Clayey Silt to Silty Clay 28.373 0.814 2.967 0.848 2.119 2.93 0.6629 0.73 0.399 0.86 1 253.81 253.8152.493 5 Clayey Silt to Silty Clay 26.762 0.817 2.986 0.858 2.128 2.96 0.6611 0.73 0.398 0.86 1 247.28 247.2852.822 6 Sandy Silt to Clayey Silt 26.438 0.683 3.004 0.868 2.136 2.91 0.6595 0.72 0.397 0.86 1 247.89 247.8953.15 6 Sandy Silt to Clayey Silt 24.78 0.613 3.023 0.878 2.145 2.93 0.6577 0.72 0.396 0.86 1 239.02 239.0253.478 5 Clayey Silt to Silty Clay 23.637 0.797 3.042 0.889 2.153 3.02 0.6561 0.72 0.396 0.86 1 233.17 233.1753.806 7 Silty Sand to Sandy Silt 74.494 1.29 3.061 0.899 2.163 2.44 0.6542 0.71 0.394 2.440 0.65 48.73 2.483 121.009 0.24 0.86 1 (0.50) 234.24 93.7954.134 7 Silty Sand to Sandy Silt 106.44 1.803 3.081 0.909 2.172 2.31 0.6524 0.71 0.394 2.310 0.65 69.45 1.981 137.588 0.32 0.85 1 (0.66) 245.18 130.0954.462 7 Silty Sand to Sandy Silt 72.778 1.707 3.1 0.919 2.181 2.54 0.6507 0.71 0.393 2.540 0.65 47.36 2.979 141.073 0.34 0.86 1 (0.70) 233.68 96.2654.79 5 Clayey Silt to Silty Clay 65.182 2.539 3.119 0.929 2.189 2.72 0.6492 0.71 0.392 0.85 1 421.56 421.5655.118 11 Sitff Fine-Grained 104.97 4.717 3.14 0.94 2.2 2.61 0.6471 0.70 0.391 0.85 1 566.13 566.1355.446 11 Sitff Fine-Grained 116.73 6.051 3.162 0.95 2.212 2.62 0.6448 0.70 0.390 0.85 1 605.04 605.0455.774 12 Sand to Clayey Sand 167.2 5.806 3.181 0.96 2.221 2.39 0.6431 0.70 0.389 2.390 0.64 107.52 2.272 244.298 0.82 1 261.63 261.6356.102 8 Sand to Silty Sand 248.47 5.017 3.201 0.97 2.231 2.09 0.6412 0.69 0.388 2.090 0.64 159.32 1.437 228.934 0.77 1 275.75 275.7556.43 9 Sand 288.73 4.102 3.222 0.981 2.241 1.94 0.6393 0.69 0.387 1.940 0.64 184.60 1.229 226.870 0.75 1 281.52 281.5256.759 9 Sand 261.49 3.565 3.242 0.991 2.251 1.96 0.6375 0.69 0.386 1.960 0.64 166.70 1.251 208.558 0.76 1 278.25 278.2557.087 9 Sand 351.65 3.856 3.262 1.001 2.261 1.8 0.6357 0.68 0.385 1.800 0.64 223.53 1.107 247.371 0.72 1 289.55 289.5557.415 10 Gravelly Sand to Sand 447.84 4.205 3.283 1.011 2.272 1.68 0.6336 0.68 0.384 1.680 0.63 283.77 1.024 290.654 0.72 1 299.18 299.1857.743 10 Gravelly Sand to Sand 413.22 3.714 3.304 1.022 2.283 1.69 0.6316 0.68 0.383 1.690 0.63 261.01 1.031 269.121 0.72 1 296.44 296.4458.071 10 Gravelly Sand to Sand 405.99 2.853 3.325 1.032 2.293 1.63 0.6298 0.68 0.382 1.630 0.63 255.70 1.000 255.704 0.72 1 296.13 296.1358.399 10 Gravelly Sand to Sand 399.06 2.93 3.346 1.042 2.304 1.65 0.6279 0.67 0.381 1.650 0.63 250.55 1.003 251.388 0.72 1 295.85 295.8558.727 10 Gravelly Sand to Sand 342.94 2.008 3.367 1.052 2.314 1.64 0.6261 0.67 0.380 1.640 0.63 214.70 1.000 214.705 0.72 1 290.41 290.4159.055 9 Sand 230.16 1.575 3.387 1.063 2.325 1.82 0.6241 0.67 0.379 1.820 0.62 143.65 1.122 161.102 0.77 1 276.07 276.0759.383 10 Gravelly Sand to Sand 355.97 1.735 3.408 1.073 2.335 1.58 0.6223 0.66 0.378 1.580 0.62 221.54 1.000 221.538 0.71 1 292.54 292.5459.711 10 Gravelly Sand to Sand 477.32 1.952 3.429 1.083 2.346 1.43 0.6204 0.66 0.377 1.430 0.62 296.14 1.000 296.137 0.71 1 304.30 304.3060.039 10 Gravelly Sand to Sand 385.02 2.962 3.45 1.093 2.357 1.68 0.6185 0.66 0.376 1.680 0.62 238.14 1.024 243.913 0.71 1 296.29 296.2960.367 8 Sand to Silty Sand 220.68 4.35 3.47 1.103 2.366 2.14 0.6169 0.66 0.375 2.140 0.62 136.15 1.532 208.569 0.78 1 275.87 275.8760.696 7 Silty Sand to Sandy Silt 180.29 5.493 3.489 1.114 2.375 2.34 0.6154 0.65 0.374 2.340 0.62 110.95 2.084 231.185 0.80 1 269.16 269.1661.024 9 Sand 336.97 5.031 3.509 1.124 2.385 1.93 0.6137 0.65 0.374 1.930 0.61 206.79 1.218 251.960 0.72 1 292.14 292.1461.352 10 Gravelly Sand to Sand 482.86 2.676 3.53 1.134 2.396 1.52 0.6118 0.65 0.373 1.520 0.61 295.41 1.000 295.407 0.71 1 306.48 306.4861.68 10 Gravelly Sand to Sand 481.64 1.248 3.551 1.144 2.407 1.33 0.6099 0.65 0.372 1.330 0.61 293.76 1.000 293.762 0.70 1 306.76 306.7662.008 10 Gravelly Sand to Sand 366.2 1.558 3.572 1.155 2.417 1.55 0.6082 0.64 0.371 1.550 0.61 222.74 1.000 222.735 0.70 1 296.35 296.3562.336 8 Sand to Silty Sand 211.41 3.213 3.592 1.165 2.427 2.09 0.6066 0.64 0.370 2.090 0.61 128.23 1.437 184.257 0.77 1 276.22 276.2262.664 7 Silty Sand to Sandy Silt 144.5 4.177 3.611 1.175 2.436 2.4 0.6051 0.64 0.369 2.400 0.61 87.43 2.312 202.171 0.81 1 263.26 263.2662.992 8 Sand to Silty Sand 204.57 3.74 3.631 1.185 2.446 2.15 0.6034 0.64 0.368 2.150 0.60 123.44 1.553 191.675 0.78 1 275.69 275.6963.32 7 Silty Sand to Sandy Silt 142.78 4.313 3.65 1.196 2.455 2.42 0.6019 0.63 0.367 2.420 0.60 85.94 2.396 205.908 0.82 1 263.32 263.3263.648 11 Sitff Fine-Grained 116.41 4.665 3.672 1.206 2.466 2.58 0.6001 0.63 0.367 2.580 0.60 69.86 3.206 224.000 0.83 1 256.88 256.8863.976 6 Sandy Silt to Clayey Silt 111.16 3.487 3.69 1.216 2.474 2.52 0.5988 0.63 0.366 2.520 0.60 66.56 2.872 191.142 0.83 1 255.53 255.5364.304 5 Clayey Silt to Silty Clay 51.944 2.072 3.709 1.226 2.483 2.86 0.5973 0.63 0.365 0.83 1 364.81 364.8164.633 5 Clayey Silt to Silty Clay 27.211 0.867 3.728 1.237 2.492 3.04 0.5959 0.62 0.364 0.83 1 249.38 249.3864.961 6 Sandy Silt to Clayey Silt 22.693 0.328 3.747 1.247 2.5 2.92 0.5946 0.62 0.364 0.83 1 226.83 226.83








(m/s)Vs,liq

(m/s)

65.289 7 Silty Sand to Sandy Silt 22.56 0.203 3.766 1.257 2.509 2.82 0.5932 0.62 0.363 0.83 1 227.58 227.5865.617 7 Silty Sand to Sandy Silt 27.144 0.247 3.785 1.267 2.518 2.76 0.5917 0.62 0.362 0.83 1 250.86 250.8665.945 7 Silty Sand to Sandy Silt 31.347 0.471 3.805 1.277 2.527 2.82 0.5903 0.62 0.362 0.83 1 268.57 268.5766.273 7 Silty Sand to Sandy Silt 32.786 0.34 3.824 1.288 2.536 2.72 0.5889 0.61 0.361 0.83 1 276.60 276.6066.601 7 Silty Sand to Sandy Silt 25.762 0.249 3.843 1.298 2.546 2.79 0.5873 0.61 0.360 0.83 1 243.90 243.9066.929 7 Silty Sand to Sandy Silt 25.838 0.331 3.863 1.308 2.555 2.84 0.5859 0.61 0.359 0.83 1 246.78 246.7867.257 6 Sandy Silt to Clayey Silt 27.249 0.471 3.882 1.318 2.563 2.88 0.5846 0.61 0.359 0.83 1 254.84 254.8467.585 6 Sandy Silt to Clayey Silt 29.527 0.648 3.9 1.329 2.572 2.91 0.5832 0.61 0.358 0.83 1 265.72 265.7267.913 6 Sandy Silt to Clayey Silt 30.518 0.771 3.919 1.339 2.58 2.94 0.582 0.60 0.358 0.83 1 270.35 270.3568.241 6 Sandy Silt to Clayey Silt 32.91 0.933 3.938 1.349 2.589 2.94 0.5806 0.60 0.357 0.83 1 280.82 280.8268.57 5 Clayey Silt to Silty Clay 53.335 2.208 3.957 1.359 2.597 2.86 0.5794 0.60 0.356 0.83 1 376.19 376.1968.898 11 Sitff Fine-Grained 75.752 3.522 3.978 1.37 2.609 2.78 0.5776 0.60 0.356 0.83 1 463.04 463.0469.226 4 Silty Clay to Clay 47.054 2.109 3.997 1.38 2.617 2.95 0.5764 0.60 0.355 0.82 1 341.79 341.7969.554 4 Silty Clay to Clay 30.289 1.268 4.016 1.39 2.626 3.1 0.575 0.59 0.354 0.82 1 263.38 263.3869.882 7 Silty Sand to Sandy Silt 119.52 3.515 4.035 1.4 2.635 2.49 0.5737 0.59 0.354 2.490 0.57 68.56 2.718 186.381 0.82 1 262.46 262.4670.21 7 Silty Sand to Sandy Silt 189.11 4.423 4.054 1.411 2.644 2.28 0.5723 0.59 0.353 2.280 0.57 108.23 1.886 204.146 0.78 1 278.62 278.6270.538 8 Sand to Silty Sand 218.27 3.831 4.074 1.421 2.653 2.15 0.571 0.59 0.353 2.150 0.57 124.63 1.553 193.520 0.76 1 284.12 284.1270.866 9 Sand 275.8 2.976 4.095 1.431 2.664 1.93 0.5694 0.59 0.352 1.930 0.57 157.03 1.218 191.332 0.73 1 293.23 293.2371.194 9 Sand 317.72 2.771 4.115 1.441 2.674 1.82 0.5679 0.59 0.351 1.820 0.57 180.43 1.122 202.356 0.71 1 299.01 299.0171.522 8 Sand to Silty Sand 217.2 3.352 4.135 1.451 2.683 2.11 0.5666 0.58 0.351 2.110 0.57 123.06 1.473 181.287 0.76 1 284.85 284.8571.85 7 Silty Sand to Sandy Silt 106.28 2.496 4.154 1.462 2.692 2.48 0.5653 0.58 0.350 2.480 0.57 60.08 2.669 160.362 0.82 1 259.76 259.7672.178 6 Sandy Silt to Clayey Silt 46.025 1.34 4.173 1.472 2.701 2.86 0.564 0.58 0.350 0.82 1 338.09 338.0972.507 5 Clayey Silt to Silty Clay 23.713 0.633 4.192 1.482 2.71 3.11 0.5627 0.58 0.349 0.82 1 227.35 227.3572.835 6 Sandy Silt to Clayey Silt 25.009 0.348 4.211 1.492 2.718 2.93 0.5615 0.58 0.349 0.82 1 236.82 236.8273.163 6 Sandy Silt to Clayey Silt 26.639 0.595 4.229 1.503 2.727 3 0.5602 0.58 0.348 0.82 1 248.17 248.1773.491 6 Sandy Silt to Clayey Silt 26.992 0.532 4.248 1.513 2.735 2.95 0.5591 0.57 0.348 0.82 1 253.15 253.1573.819 7 Silty Sand to Sandy Silt 26.82 0.299 4.267 1.523 2.744 2.84 0.5578 0.57 0.347 0.82 1 251.19 251.1974.147 6 Sandy Silt to Clayey Silt 27.039 0.41 4.286 1.533 2.753 2.9 0.5565 0.57 0.347 0.82 1 251.95 251.9574.475 7 Silty Sand to Sandy Silt 27.354 0.369 4.306 1.544 2.762 2.88 0.5553 0.57 0.347 0.82 1 252.01 252.0174.803 7 Silty Sand to Sandy Silt 26.048 0.345 4.325 1.554 2.771 2.9 0.554 0.57 0.346 0.82 1 244.84 244.8475.131 6 Sandy Silt to Clayey Silt 25.695 0.411 4.344 1.564 2.78 2.94 0.5528 0.57 0.346 0.82 1 244.29 244.2975.459 6 Sandy Silt to Clayey Silt 25.943 0.467 4.362 1.574 2.788 2.96 0.5517 0.57 0.345 0.81 1 247.06 247.0675.787 6 Sandy Silt to Clayey Silt 27.964 0.521 4.381 1.585 2.797 2.94 0.5504 0.56 0.345 0.81 1 257.81 257.8176.115 6 Sandy Silt to Clayey Silt 29.984 0.548 4.4 1.595 2.805 2.9 0.5493 0.56 0.344 0.81 1 269.09 269.0976.444 6 Sandy Silt to Clayey Silt 30.861 0.586 4.419 1.605 2.814 2.9 0.5481 0.56 0.344 0.81 1 273.12 273.1276.772 6 Sandy Silt to Clayey Silt 38.905 1.156 4.438 1.615 2.822 2.93 0.547 0.56 0.344 0.81 1 311.11 311.1177.1 6 Sandy Silt to Clayey Silt 51.839 1.4 4.456 1.626 2.831 2.8 0.5458 0.56 0.343 0.81 1 366.43 366.43

77.428 6 Sandy Silt to Clayey Silt 37.447 0.968 4.475 1.636 2.839 2.92 0.5447 0.56 0.343 0.81 1 300.54 300.5477.756 6 Sandy Silt to Clayey Silt 22.998 0.49 4.494 1.646 2.848 3.06 0.5435 0.56 0.342 0.81 1 229.90 229.9078.084 7 Silty Sand to Sandy Silt 22.903 0.286 4.513 1.656 2.857 2.95 0.5423 0.56 0.342 0.81 1 230.65 230.6578.412 7 Silty Sand to Sandy Silt 23.179 0.277 4.533 1.666 2.866 2.93 0.5411 0.55 0.342 0.81 1 232.14 232.1478.74 6 Sandy Silt to Clayey Silt 23.132 0.303 4.551 1.677 2.875 2.96 0.5399 0.55 0.341 0.81 1 231.68 231.6879.068 7 Silty Sand to Sandy Silt 21.816 0.255 4.571 1.687 2.884 2.96 0.5387 0.55 0.341 0.81 1 224.73 224.7379.396 7 Silty Sand to Sandy Silt 24.704 0.294 4.59 1.697 2.893 2.91 0.5375 0.55 0.341 0.81 1 241.83 241.8379.724 7 Silty Sand to Sandy Silt 29.565 0.421 4.609 1.707 2.902 2.88 0.5363 0.55 0.340 0.81 1 265.08 265.0880.052 6 Sandy Silt to Clayey Silt 24.094 0.339 4.628 1.718 2.911 2.96 0.5351 0.55 0.340 0.81 1 237.38 237.3880.381 6 Sandy Silt to Clayey Silt 21.988 0.282 4.647 1.728 2.919 2.97 0.5341 0.55 0.340 0.81 1 226.83 226.8380.709 6 Sandy Silt to Clayey Silt 21.292 0.274 4.666 1.738 2.928 2.99 0.5329 0.55 0.339 0.81 1 223.50 223.5081.037 6 Sandy Silt to Clayey Silt 21.569 0.286 4.685 1.748 2.936 2.99 0.5319 0.54 0.339 0.81 1 225.25 225.2581.365 6 Sandy Silt to Clayey Silt 22.36 0.324 4.703 1.759 2.945 2.99 0.5308 0.54 0.339 0.81 1 229.67 229.6781.693 3 Clay 25.972 1.514 4.722 1.769 2.953 3.27 0.5297 0.54 0.338 0.81 1 248.88 248.8882.021 5 Clayey Silt to Silty Clay 76.867 3.06 4.74 1.779 2.961 2.77 0.5287 0.54 0.338 0.80 1 470.05 470.0582.349 8 Sand to Silty Sand 190.66 3.885 4.76 1.789 2.971 2.27 0.5275 0.54 0.338 2.270 0.53 100.56 1.856 186.652 0.76 1 287.87 287.8782.677 7 Silty Sand to Sandy Silt 191.72 5.731 4.78 1.8 2.98 2.39 0.5263 0.54 0.337 2.390 0.53 100.90 2.272 229.253 0.77 1 288.38 288.3883.005 12 Sand to Clayey Sand 149.37 5.991 4.799 1.81 2.99 2.56 0.5251 0.54 0.337 2.560 0.53 78.43 3.091 242.385 0.80 1 279.51 279.5183.333 11 Sitff Fine-Grained 98.721 4.388 4.821 1.82 3.001 2.72 0.5237 0.54 0.337 0.80 1 552.94 552.9483.661 8 Sand to Silty Sand 218.37 3.882 4.841 1.83 3.011 2.19 0.5224 0.54 0.336 2.190 0.52 114.09 1.643 187.402 0.74 1 294.35 294.3583.99 8 Sand to Silty Sand 296.1 5.785 4.861 1.84 3.02 2.12 0.5213 0.54 0.336 2.120 0.52 154.36 1.492 230.335 0.71 1 306.19 306.1984.318 8 Sand to Silty Sand 384.95 7.953 4.88 1.851 3.03 2.06 0.5201 0.53 0.336 2.060 0.52 200.21 1.387 277.633 0.67 1 317.12 317.1284.646 10 Gravelly Sand to Sand 501.56 5.004 4.901 1.861 3.04 1.75 0.5189 0.53 0.335 1.750 0.52 260.24 1.072 278.874 0.64 1 328.45 328.4584.974 10 Gravelly Sand to Sand 516.34 3.543 4.922 1.871 3.051 1.64 0.5175 0.53 0.335 1.640 0.52 267.22 1.000 267.218 0.64 1 330.03 330.0385.302 10 Gravelly Sand to Sand 519.38 4.841 4.943 1.881 3.062 1.72 0.5162 0.53 0.335 1.720 0.52 268.10 1.051 281.859 0.64 1 330.60 330.6085.63 10 Gravelly Sand to Sand 535.4 4.536 4.964 1.892 3.072 1.69 0.515 0.53 0.334 1.690 0.51 275.72 1.031 284.291 0.64 1 332.18 332.1885.958 10 Gravelly Sand to Sand 496.56 3.024 4.985 1.902 3.083 1.62 0.5137 0.53 0.334 1.620 0.51 255.06 1.000 255.063 0.64 1 329.27 329.2786.286 10 Gravelly Sand to Sand 456.92 2.519 5.006 1.912 3.094 1.62 0.5123 0.53 0.334 1.620 0.51 234.10 1.000 234.101 0.64 1 326.05 326.0586.614 9 Sand 318.83 3.423 5.026 1.922 3.104 1.93 0.5112 0.53 0.333 1.930 0.51 162.97 1.218 198.573 0.68 1 311.39 311.3986.942 6 Sandy Silt to Clayey Silt 88.886 3.132 5.045 1.933 3.112 2.71 0.5102 0.53 0.333 0.80 1 513.26 513.2687.27 6 Sandy Silt to Clayey Silt 45.711 1.495 5.064 1.943 3.121 2.91 0.5091 0.53 0.333 0.80 1 350.39 350.3987.598 7 Silty Sand to Sandy Silt 44.776 0.844 5.083 1.953 3.13 2.78 0.5081 0.53 0.333 0.80 1 347.87 347.8787.927 7 Silty Sand to Sandy Silt 48.408 0.844 5.102 1.963 3.139 2.73 0.507 0.52 0.332 0.80 1 363.97 363.9788.255 7 Silty Sand to Sandy Silt 44.181 0.846 5.122 1.974 3.148 2.79 0.506 0.52 0.332 0.80 1 345.25 345.2588.583 7 Silty Sand to Sandy Silt 38.648 0.655 5.141 1.984 3.157 2.81 0.5049 0.52 0.332 0.79 1 319.91 319.9188.911 7 Silty Sand to Sandy Silt 36.78 0.455 5.16 1.994 3.166 2.76 0.5039 0.52 0.332 0.79 1 310.92 310.9289.239 7 Silty Sand to Sandy Silt 36.256 0.443 5.18 2.004 3.175 2.77 0.5029 0.52 0.332 0.79 1 307.34 307.3489.567 7 Silty Sand to Sandy Silt 35.96 0.363 5.199 2.014 3.184 2.74 0.5018 0.52 0.331 0.79 1 305.93 305.9389.895 7 Silty Sand to Sandy Silt 36.284 0.453 5.218 2.025 3.194 2.78 0.5007 0.52 0.331 0.79 1 306.61 306.6190.223 7 Silty Sand to Sandy Silt 36.065 0.583 5.238 2.035 3.203 2.84 0.4997 0.52 0.331 0.79 1 305.73 305.7390.551 6 Sandy Silt to Clayey Silt 36.046 0.784 5.256 2.045 3.211 2.91 0.4988 0.52 0.331 0.79 1 305.83 305.8390.879 6 Sandy Silt to Clayey Silt 42.203 0.932 5.275 2.055 3.22 2.87 0.4977 0.52 0.330 0.79 1 331.31 331.3191.207 7 Silty Sand to Sandy Silt 41.736 0.841 5.294 2.066 3.229 2.86 0.4967 0.52 0.330 0.79 1 327.06 327.0691.535 6 Sandy Silt to Clayey Silt 46.349 1.068 5.313 2.076 3.237 2.85 0.4958 0.52 0.330 0.79 1 347.64 347.6491.864 6 Sandy Silt to Clayey Silt 43.947 1.128 5.332 2.086 3.246 2.9 0.4948 0.51 0.330 0.79 1 337.58 337.5892.192 6 Sandy Silt to Clayey Silt 38.791 1.056 5.351 2.096 3.254 2.95 0.4939 0.51 0.330 0.79 1 316.24 316.2492.52 6 Sandy Silt to Clayey Silt 47.264 1.517 5.37 2.107 3.263 2.92 0.4929 0.51 0.330 0.79 1 355.40 355.4092.848 7 Silty Sand to Sandy Silt 113.28 3.033 5.389 2.117 3.272 2.56 0.4919 0.51 0.329 2.560 0.49 55.73 3.091 172.223 0.79 1 276.67 276.6793.176 8 Sand to Silty Sand 206.33 3.936 5.409 2.127 3.282 2.26 0.4909 0.51 0.329 2.260 0.49 101.28 1.827 185.009 0.74 1 298.74 298.7493.504 8 Sand to Silty Sand 231.03 3.432 5.429 2.137 3.291 2.15 0.4899 0.51 0.329 2.150 0.49 113.17 1.553 175.736 0.72 1 303.37 303.3793.832 9 Sand 253.62 3.397 5.449 2.148 3.301 2.09 0.4888 0.51 0.329 2.090 0.49 123.96 1.437 178.126 0.71 1 307.33 307.3394.16 9 Sand 298.59 4.248 5.469 2.158 3.312 2.06 0.4876 0.51 0.328 2.060 0.49 145.59 1.387 201.895 0.69 1 314.24 314.2494.488 9 Sand 400.85 4.884 5.49 2.168 3.322 1.91 0.4865 0.51 0.328 1.910 0.49 195.02 1.198 233.711 0.64 1 326.77 326.7794.816 10 Gravelly Sand to Sand 536.16 4.958 5.511 2.178 3.332 1.74 0.4854 0.51 0.328 1.740 0.49 260.27 1.065 277.141 0.62 1 339.62 339.6295.144 10 Gravelly Sand to Sand 578.53 4.691 5.532 2.189 3.343 1.68 0.4843 0.51 0.328 1.680 0.48 280.16 1.024 286.956 0.62 1 343.30 343.3095.472 10 Gravelly Sand to Sand 509.37 3.775 5.552 2.199 3.354 1.69 0.4831 0.51 0.327 1.690 0.48 246.07 1.031 253.722 0.62 1 337.98 337.9895.801 10 Gravelly Sand to Sand 467.64 3.817 5.573 2.209 3.364 1.75 0.482 0.51 0.327 1.750 0.48 225.42 1.072 241.555 0.62 1 334.51 334.5196.129 10 Gravelly Sand to Sand 377.95 3.198 5.594 2.219 3.375 1.83 0.4809 0.51 0.327 1.830 0.48 181.75 1.129 205.224 0.64 1 325.68 325.6896.457 10 Gravelly Sand to Sand 307.72 2.151 5.615 2.229 3.386 1.86 0.4797 0.51 0.327 1.860 0.48 147.62 1.153 170.254 0.67 1 317.37 317.3796.785 9 Sand 283.99 3.261 5.635 2.24 3.396 2.02 0.4787 0.50 0.327 2.020 0.48 135.94 1.327 180.395 0.69 1 314.32 314.3297.113 8 Sand to Silty Sand 267.75 5.61 5.655 2.25 3.405 2.22 0.4777 0.50 0.326 2.220 0.48 127.92 1.717 219.656 0.71 1 312.18 312.1897.441 9 Sand 334.25 4.698 5.676 2.26 3.415 2.02 0.4767 0.50 0.326 2.020 0.48 159.34 1.327 211.445 0.67 1 321.55 321.5597.769 10 Gravelly Sand to Sand 386.47 2.058 5.697 2.27 3.426 1.71 0.4756 0.50 0.326 1.710 0.48 183.79 1.045 191.992 0.63 1 327.96 327.9698.097 10 Gravelly Sand to Sand 365.4 1.858 5.717 2.281 3.437 1.72 0.4744 0.50 0.326 1.720 0.47 173.36 1.051 182.259 0.64 1 325.84 325.84








(m/s)Vs,liq

(m/s)

98.425 7 Silty Sand to Sandy Silt 188.41 4.353 5.737 2.291 3.446 2.37 0.4735 0.50 0.326 2.370 0.47 89.22 2.194 195.743 0.75 1 299.11 299.1198.753 6 Sandy Silt to Clayey Silt 80.164 2.848 5.756 2.301 3.454 2.79 0.4727 0.50 0.326 0.78 1 478.00 478.0099.081 8 Sand to Silty Sand 48.379 0.382 5.775 2.311 3.464 2.63 0.4717 0.50 0.325 0.78 1 354.24 354.2499.409 9 Sand 169.37 1.594 5.796 2.322 3.474 2.16 0.4707 0.50 0.325 2.160 0.47 79.72 1.574 125.504 0.26 0.76 1 (0.58) 296.20 155.9499.738 10 Gravelly Sand to Sand 478.84 2.652 5.817 2.332 3.485 1.65 0.4696 0.50 0.325 1.650 0.47 224.86 1.003 225.608 0.61 1 338.81 338.81

10 Gravelly Sand to Sand 110 Gravelly Sand to Sand 110 Gravelly Sand to Sand 1

1111111111111111111111111111111111111111111111111111111111


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SPT-N60

Su SPT-N60

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SPT-N60

PHI SPT-N60

SAND CLAY




Depth qc fs σv u σv'(ft) (tsf) (tsf) (tsf) (tsf) (tsf)

0.3280.6560.9841.3121.641.9692.2972.6252.9533.2813.6093.9374.2654.5934.921 6 Sandy Silt to Clayey Silt 17.165 0.08 0.282 0.282 1.92 1.4845 0.99 0.386 1.920 1.48 25.48 1.208 30.788 0.08 1.00 0 111.46 111.465.249 8 Sand to Silty Sand 49.542 0.217 0.302 0.302 1.53 1.4647 0.99 0.386 1.530 1.46 72.56 1.000 72.565 0.12 1.00 1 130.31 130.315.577 8 Sand to Silty Sand 34.359 0.049 0.322 0.322 1.5 1.4455 0.99 0.386 1.500 1.45 49.66 1.000 49.665 0.09 1.00 1 126.41 126.415.906 6 Sandy Silt to Clayey Silt 23.628 0.248 0.34 0.34 2.06 1.4286 0.99 0.385 2.060 1.43 33.75 1.387 46.808 0.09 1.00 1 122.17 122.176.234 7 Silty Sand to Sandy Silt 32.558 0.494 0.36 0.36 2.07 1.4103 0.99 0.385 2.070 1.41 45.92 1.403 64.415 0.10 1.00 1 129.38 129.386.562 6 Sandy Silt to Clayey Silt 35.598 0.813 0.379 0.379 2.18 1.3933 0.99 0.385 2.180 1.39 49.60 1.619 80.308 0.13 1.00 1 132.72 132.726.89 6 Sandy Silt to Clayey Silt 35.026 0.577 0.397 0.397 2.1 1.3776 0.99 0.385 2.100 1.38 48.25 1.455 70.194 0.11 1.00 1 134.14 134.147.218 6 Sandy Silt to Clayey Silt 40.545 0.77 0.416 0.416 2.11 1.3614 0.99 0.384 2.110 1.36 55.20 1.473 81.315 0.13 1.00 1 138.46 138.467.546 6 Sandy Silt to Clayey Silt 43.461 0.876 0.435 0.435 2.12 1.3456 0.98 0.384 2.120 1.35 58.48 1.492 87.261 0.14 1.00 1 141.38 141.387.874 6 Sandy Silt to Clayey Silt 42.479 0.834 0.454 0.454 2.14 1.3301 0.98 0.384 2.140 1.33 56.50 1.532 86.558 0.14 1.00 1 142.59 142.598.202 6 Sandy Silt to Clayey Silt 39.582 0.961 0.473 0.473 2.24 1.315 0.98 0.383 2.240 1.32 52.05 1.770 92.155 0.15 1.00 1 142.87 142.878.53 6 Sandy Silt to Clayey Silt 37.828 1.032 0.491 0.491 2.3 1.301 0.98 0.383 2.300 1.30 49.21 1.949 95.906 0.16 1.00 1 143.46 143.468.858 6 Sandy Silt to Clayey Silt 40.669 1.046 0.51 0.51 2.27 1.2865 0.98 0.383 2.270 1.29 52.32 1.856 97.115 0.17 1.00 1 146.31 146.319.186 7 Silty Sand to Sandy Silt 43.29 0.79 0.529 0.529 2.16 1.2724 0.98 0.383 2.160 1.27 55.08 1.574 86.715 0.14 1.00 1 148.98 148.989.514 7 Silty Sand to Sandy Silt 45.72 0.561 0.549 0.549 2.04 1.2579 0.98 0.382 2.040 1.26 57.51 1.356 77.976 0.12 1.00 1 151.54 151.549.843 7 Silty Sand to Sandy Silt 48.541 0.459 0.568 0.568 1.96 1.2443 0.98 0.382 1.960 1.24 60.40 1.251 75.569 0.12 1.00 1 154.12 154.1210.171 7 Silty Sand to Sandy Silt 53.059 0.564 0.587 0.587 1.97 1.2311 0.98 0.382 1.970 1.23 65.32 1.263 82.483 0.13 1.00 1 157.31 157.3110.499 6 Sandy Silt to Clayey Silt 44.614 1.106 0.606 0.606 2.28 1.2182 0.98 0.381 2.280 1.22 54.35 1.886 102.508 0.18 1.00 1 155.14 155.1410.827 4 Silty Clay to Clay 32.72 1.33 0.625 0.625 2.54 1.2055 0.98 0.381 2.540 1.21 39.44 2.979 117.500 0.23 1.00 1 150.26 150.2611.155 4 Silty Clay to Clay 34.197 1.514 0.644 0.644 2.57 1.1931 0.98 0.381 2.570 1.19 40.80 3.148 128.434 0.28 1.00 1 152.34 152.3411.483 4 Silty Clay to Clay 42.289 1.828 0.663 0.663 2.5 1.1809 0.98 0.381 2.500 1.18 49.94 2.768 138.252 0.33 1.00 1 157.86 157.8611.811 4 Silty Clay to Clay 44.767 2.094 0.681 0.681 2.52 1.1696 0.98 0.380 2.520 1.17 52.36 2.872 150.355 0.40 1.00 1 160.18 160.1812.139 5 Clayey Silt to Silty Clay 45.797 1.82 0.7 0.7 2.47 1.1579 0.97 0.380 2.470 1.16 53.03 2.621 139.003 0.33 1.00 1 161.85 161.8512.467 7 Silty Sand to Sandy Silt 55.642 0.871 0.72 0.72 2.13 1.1458 0.97 0.380 2.130 1.15 63.76 1.512 96.384 0.16 1.00 1 167.26 167.2612.795 8 Sand to Silty Sand 83.653 0.714 0.739 0.739 1.83 1.1346 0.97 0.380 1.830 1.13 94.91 1.129 107.174 0.19 1.00 1 177.62 177.6213.123 8 Sand to Silty Sand 108.14 0.892 0.759 0.759 1.74 1.123 0.97 0.379 1.740 1.12 121.44 1.065 129.312 0.28 1.00 1 184.98 184.9813.451 9 Sand 125.37 1.116 0.78 0.78 1.73 1.1111 0.97 0.379 1.730 1.11 139.30 1.058 147.388 0.38 1.00 1 189.96 189.9613.78 9 Sand 179.47 1.492 0.8 0.8 1.6 1.1 0.97 0.379 1.600 1.10 197.41 1.000 197.415 1.00 1 200.40 200.4014.108 10 Gravelly Sand to Sand 228.81 0.756 0.821 0.821 1.27 1.0886 0.97 0.378 1.270 1.09 249.08 1.000 249.076 1.00 1 208.27 208.2714.436 10 Gravelly Sand to Sand 283.79 0.766 0.842 0.842 1.15 1.0774 0.97 0.378 1.150 1.08 305.75 1.000 305.752 1.00 1 215.65 215.6514.764 10 Gravelly Sand to Sand 288.45 1.778 0.863 0.863 1.39 1.0664 0.97 0.378 1.390 1.07 307.61 1.000 307.610 1.00 1 217.56 217.5615.092 10 Gravelly Sand to Sand 294.47 1.471 0.883 0.883 1.32 1.0562 0.97 0.378 1.320 1.06 311.01 1.000 311.008 1.00 1 219.49 219.4915.42 10 Gravelly Sand to Sand 299.78 1.938 0.904 0.904 1.4 1.0456 0.97 0.377 1.400 1.05 313.46 1.000 313.455 1.00 1 221.39 221.3915.748 10 Gravelly Sand to Sand 292.26 1.545 0.925 0.925 1.36 1.0353 0.97 0.377 1.360 1.04 302.57 1.000 302.572 1.00 1 222.03 222.0316.076 10 Gravelly Sand to Sand 292.47 0.875 0.946 0.946 1.2 1.0252 0.97 0.377 1.200 1.03 299.83 1.000 299.825 1.00 1 223.41 223.4116.404 10 Gravelly Sand to Sand 327.01 0.973 0.967 0.967 1.17 1.0152 0.97 0.377 1.170 1.02 331.99 1.000 331.986 1.00 1 228.03 228.0316.732 10 Gravelly Sand to Sand 375 1.171 0.988 0.988 1.14 1.0055 0.96 0.376 1.140 1.01 377.05 1.000 377.052 1.00 1 233.49 233.4917.06 10 Gravelly Sand to Sand 410.43 1.558 1.009 1.009 1.18 0.9959 0.96 0.376 1.180 1.00 408.76 1.000 408.759 1.00 1 237.59 237.5917.388 10 Gravelly Sand to Sand 403.25 2.509 1.03 1.03 1.34 0.9865 0.96 0.376 1.340 0.99 397.83 1.000 397.829 0.99 1 238.36 238.3617.717 10 Gravelly Sand to Sand 402.92 1.643 1.051 1.051 1.22 0.9773 0.96 0.375 1.220 0.98 393.79 1.000 393.792 0.98 1 239.64 239.6418.045 10 Gravelly Sand to Sand 347.48 1.401 1.071 1.071 1.27 0.9687 0.96 0.375 1.270 0.97 336.62 1.000 336.615 0.97 1 236.26 236.2618.373 10 Gravelly Sand to Sand 303.51 1.487 1.092 1.092 1.37 0.9599 0.96 0.375 1.370 0.96 291.33 1.000 291.330 0.97 1 233.37 233.3718.701 10 Gravelly Sand to Sand 310.4 1.97 1.113 1.113 1.45 0.9511 0.96 0.374 1.450 0.95 295.24 1.000 295.239 0.96 1 235.25 235.2519.029 9 Sand 342.36 2.893 1.134 1.134 1.52 0.9426 0.96 0.374 1.520 0.94 322.71 1.000 322.705 0.95 1 239.48 239.4819.357 10 Gravelly Sand to Sand 389.63 2.694 1.154 1.154 1.42 0.9346 0.96 0.374 1.420 0.93 364.14 1.000 364.136 0.94 1 244.69 244.6919.685 10 Gravelly Sand to Sand 382.69 2.636 1.175 1.175 1.43 0.9263 0.96 0.374 1.430 0.93 354.49 1.000 354.488 0.94 1 245.31 245.3120.013 10 Gravelly Sand to Sand 360.26 2.869 1.196 1.196 1.5 0.9182 0.96 0.373 1.500 0.92 330.79 1.000 330.790 0.93 1 244.55 244.5520.341 10 Gravelly Sand to Sand 332.07 2.126 1.217 1.217 1.46 0.9102 0.96 0.373 1.460 0.91 302.25 1.000 302.255 0.92 1 243.12 243.1220.669 10 Gravelly Sand to Sand 312.35 1.985 1.238 1.238 1.48 0.9024 0.96 0.373 1.480 0.90 281.86 1.000 281.856 0.92 1 242.30 242.3020.997 10 Gravelly Sand to Sand 341.47 2.026 1.259 1.259 1.44 0.8947 0.95 0.372 1.440 0.89 305.51 1.000 305.507 0.91 1 246.24 246.2421.325 9 Sand 327.24 2.942 1.279 1.279 1.59 0.8875 0.95 0.372 1.590 0.89 290.41 1.000 290.406 0.91 1 245.93 245.9321.654 10 Gravelly Sand to Sand 324.58 2.252 1.3 1.3 1.51 0.88 0.95 0.371 1.510 0.88 285.63 1.000 285.627 0.90 1 246.75 246.7521.982 10 Gravelly Sand to Sand 365.07 1.85 1.321 1.321 1.39 0.8727 0.95 0.371 1.390 0.87 318.59 1.000 318.588 0.89 1 251.64 251.6422.31 10 Gravelly Sand to Sand 329.39 1.24 1.342 1.342 1.34 0.8655 0.95 0.371 1.340 0.87 285.07 1.000 285.073 0.89 1 249.35 249.3522.638 10 Gravelly Sand to Sand 254.08 0.553 1.363 1.363 1.33 0.8584 0.95 0.370 1.330 0.86 218.09 1.000 218.091 0.89 1 242.08 242.0822.966 9 Sand 159 1.006 1.383 1.383 1.75 0.8517 0.95 0.370 1.750 0.85 135.42 1.072 145.115 0.36 0.91 1 228.64 228.6423.294 7 Silty Sand to Sandy Silt 49.313 0.811 1.402 1.402 2.42 0.8455 0.95 0.370 2.420 0.85 41.69 2.396 99.894 0.17 0.93 1 197.02 197.0223.622 5 Clayey Silt to Silty Clay 15.841 0.403 1.421 1.421 2.98 0.8394 0.95 0.369 0.93 1 172.02 172.0223.95 5 Clayey Silt to Silty Clay 12.677 0.214 1.44 1.44 2.97 0.8333 0.95 0.369 0.93 1 152.13 152.1324.278 7 Silty Sand to Sandy Silt 33.073 0.321 1.459 1.459 2.46 0.8274 0.94 0.368 2.460 0.83 27.36 2.574 70.442 0.11 0.93 1 189.27 189.2724.606 6 Sandy Silt to Clayey Silt 29.375 0.508 1.478 1.478 2.65 0.8215 0.94 0.368 0.92 1 253.64 253.6424.934 5 Clayey Silt to Silty Clay 14.249 0.387 1.497 1.497 3.05 0.8157 0.94 0.367 0.92 1 163.39 163.3925.262 5 Clayey Silt to Silty Clay 11.618 0.172 1.516 0.008 1.508 2.98 0.8124 0.94 0.369 0.92 1 146.61 146.6125.591 5 Clayey Silt to Silty Clay 11.828 0.242 1.535 0.018 1.516 3.04 0.81 0.94 0.371 0.92 1 149.16 149.1625.919 5 Clayey Silt to Silty Clay 12.857 0.254 1.553 0.029 1.525 3 0.8073 0.94 0.373 0.92 1 156.74 156.7426.247 6 Sandy Silt to Clayey Silt 12.857 0.217 1.572 0.039 1.533 2.97 0.805 0.94 0.375 0.92 1 157.17 157.1726.575 6 Sandy Silt to Clayey Silt 12.59 0.188 1.591 0.049 1.542 2.95 0.8023 0.94 0.377 0.92 1 155.79 155.7926.903 6 Sandy Silt to Clayey Silt 12.809 0.167 1.61 0.059 1.55 2.91 0.8 0.93 0.379 0.92 1 158.54 158.5427.231 6 Sandy Silt to Clayey Silt 19.167 0.338 1.629 0.07 1.559 2.81 0.7974 0.93 0.380 0.92 1 201.79 201.7927.559 6 Sandy Silt to Clayey Silt 28.66 0.636 1.647 0.08 1.568 2.73 0.7948 0.93 0.382 0.91 1 252.94 252.9427.887 5 Clayey Silt to Silty Clay 17.213 0.449 1.666 0.09 1.576 2.97 0.7925 0.93 0.384 0.91 1 185.04 185.0428.215 5 Clayey Silt to Silty Clay 14.43 0.33 1.685 0.1 1.585 3 0.7899 0.93 0.385 0.91 1 169.13 169.1328.543 6 Sandy Silt to Clayey Silt 16.346 0.333 1.704 0.111 1.593 2.92 0.7877 0.93 0.387 0.91 1 182.86 182.8628.871 6 Sandy Silt to Clayey Silt 16.851 0.308 1.723 0.121 1.602 2.89 0.7852 0.93 0.388 0.91 1 186.41 186.4129.199 6 Sandy Silt to Clayey Silt 15.66 0.254 1.741 0.131 1.61 2.89 0.7829 0.92 0.390 0.91 1 179.00 179.0029.528 6 Sandy Silt to Clayey Silt 14.611 0.251 1.76 0.141 1.619 2.93 0.7804 0.92 0.391 0.91 1 172.85 172.8529.856 6 Sandy Silt to Clayey Silt 15.878 0.231 1.779 0.151 1.627 2.86 0.7782 0.92 0.393 0.91 1 181.60 181.6030.184 6 Sandy Silt to Clayey Silt 15.04 0.21 1.798 0.162 1.636 2.89 0.7757 0.92 0.394 0.91 1 173.80 173.8030.512 6 Sandy Silt to Clayey Silt 11.647 0.156 1.817 0.172 1.645 2.99 0.7733 0.92 0.395 0.91 1 150.20 150.2030.84 6 Sandy Silt to Clayey Silt 11.113 0.156 1.835 0.182 1.653 3.02 0.7711 0.92 0.397 0.90 1 146.69 146.6931.168 5 Clayey Silt to Silty Clay 11.247 0.181 1.854 0.192 1.662 3.04 0.7687 0.91 0.398 0.90 1 147.59 147.5931.496 5 Clayey Silt to Silty Clay 11.552 0.198 1.873 0.203 1.67 3.05 0.7666 0.91 0.399 0.90 1 149.39 149.3931.824 5 Clayey Silt to Silty Clay 12.381 0.22 1.892 0.213 1.679 3.03 0.7642 0.91 0.400 0.90 1 155.65 155.65

CQ qc1N KC (qc1N)cs CRR7.5 Kσ Kα F.S.Vs

(m/s)Vs,liq

(m/s)


Soil Behavior Type Ic* CN* γd CSR Ic






(m/s)Vs,liq

(m/s)



32.152 5 Clayey Silt to Silty Clay 13.591 0.253 1.911 0.223 1.687 3 0.762 0.91 0.402 0.90 1 164.45 164.4532.48 6 Sandy Silt to Clayey Silt 14.878 0.297 1.929 0.233 1.696 2.98 0.7597 0.91 0.402 0.90 1 174.01 174.0132.808 5 Clayey Silt to Silty Clay 16.098 0.356 1.948 0.244 1.704 2.97 0.7576 0.90 0.403 0.90 1 182.33 182.3333.136 6 Sandy Silt to Clayey Silt 16.27 0.341 1.967 0.254 1.713 2.96 0.7552 0.90 0.404 0.90 1 183.92 183.9233.465 6 Sandy Silt to Clayey Silt 15.745 0.295 1.986 0.264 1.722 2.95 0.7529 0.90 0.405 0.90 1 180.94 180.9433.793 6 Sandy Silt to Clayey Silt 14.477 0.255 2.004 0.274 1.73 2.97 0.7509 0.90 0.406 0.90 1 171.54 171.5434.121 6 Sandy Silt to Clayey Silt 13.01 0.211 2.023 0.285 1.739 3.01 0.7486 0.90 0.407 0.90 1 160.55 160.5534.449 6 Sandy Silt to Clayey Silt 12.467 0.194 2.042 0.295 1.747 3.02 0.7465 0.89 0.408 0.89 1 157.03 157.0334.777 6 Sandy Silt to Clayey Silt 12.953 0.173 2.061 0.305 1.756 2.98 0.7442 0.89 0.408 0.89 1 160.19 160.1935.105 6 Sandy Silt to Clayey Silt 14.23 0.133 2.08 0.315 1.764 2.87 0.7422 0.89 0.409 0.89 1 168.58 168.5835.433 6 Sandy Silt to Clayey Silt 15.221 0.157 2.098 0.326 1.773 2.86 0.74 0.89 0.410 0.89 1 176.45 176.4535.761 6 Sandy Silt to Clayey Silt 17.833 0.236 2.117 0.336 1.782 2.84 0.7378 0.89 0.410 0.89 1 194.16 194.1636.089 6 Sandy Silt to Clayey Silt 22.76 0.39 2.136 0.346 1.79 2.81 0.7358 0.88 0.411 0.89 1 222.67 222.6736.417 6 Sandy Silt to Clayey Silt 21.597 0.493 2.155 0.356 1.799 2.9 0.7336 0.88 0.411 0.89 1 215.61 215.6136.745 6 Sandy Silt to Clayey Silt 28.402 0.522 2.174 0.366 1.807 2.75 0.7316 0.88 0.412 0.89 1 253.59 253.5937.073 6 Sandy Silt to Clayey Silt 28.05 0.441 2.192 0.377 1.816 2.72 0.7294 0.88 0.412 0.89 1 250.04 250.0437.402 6 Sandy Silt to Clayey Silt 30.576 0.741 2.211 0.387 1.824 2.79 0.7275 0.87 0.413 0.89 1 264.08 264.0837.73 6 Sandy Silt to Clayey Silt 65.659 1.675 2.23 0.397 1.833 2.53 0.7254 0.87 0.413 2.530 0.73 47.63 2.925 139.295 0.33 0.89 1 (0.67) 220.01 93.7938.058 5 Clayey Silt to Silty Clay 48.798 1.963 2.249 0.407 1.841 2.77 0.7234 0.87 0.413 0.89 1 350.43 350.4338.386 5 Clayey Silt to Silty Clay 38.944 1.575 2.268 0.418 1.85 2.85 0.7213 0.86 0.413 0.88 1 306.46 306.4638.714 5 Clayey Silt to Silty Clay 45.92 1.643 2.286 0.428 1.859 2.76 0.7192 0.86 0.413 0.88 1 338.36 338.3639.042 8 Sand to Silty Sand 97.606 1.048 2.306 0.438 1.868 2.16 0.7171 0.86 0.414 2.160 0.72 69.99 1.574 110.184 0.20 0.88 1 (0.41) 232.91 119.8339.37 9 Sand 178.08 0.579 2.327 0.448 1.878 1.67 0.7147 0.86 0.414 1.670 0.71 127.28 1.017 129.491 0.28 0.83 1 (0.53) 252.07 187.9739.698 9 Sand 164.52 1.043 2.347 0.459 1.888 1.85 0.7124 0.85 0.414 1.850 0.71 117.21 1.145 134.217 0.30 0.84 1 (0.58) 249.82 184.5140.026 7 Silty Sand to Sandy Silt 74.38 1.098 2.366 0.469 1.898 2.36 0.7101 0.85 0.414 2.360 0.71 52.82 2.156 113.901 0.22 0.88 1 (0.43) 225.62 97.0940.354 5 Clayey Silt to Silty Clay 24.705 0.73 2.385 0.479 1.906 2.95 0.7083 0.85 0.414 0.88 1 230.07 230.0740.682 6 Sandy Silt to Clayey Silt 16.174 0.204 2.404 0.489 1.915 2.92 0.7063 0.84 0.414 0.88 1 181.34 181.3441.011 6 Sandy Silt to Clayey Silt 18.023 0.205 2.423 0.5 1.923 2.84 0.7045 0.84 0.414 0.88 1 195.75 195.7541.339 7 Silty Sand to Sandy Silt 51.086 0.76 2.442 0.51 1.932 2.49 0.7024 0.84 0.414 2.490 0.70 35.88 2.718 97.547 0.17 0.88 1 (0.33) 216.82 68.6341.667 9 Sand 210.67 1.719 2.462 0.52 1.942 1.83 0.7002 0.84 0.413 1.830 0.70 147.51 1.129 166.566 0.81 1 260.07 260.0741.995 10 Gravelly Sand to Sand 266.69 1.241 2.483 0.53 1.953 1.61 0.6977 0.83 0.413 1.610 0.70 186.08 1.000 186.079 0.79 1 268.47 268.4742.323 9 Sand 180.86 0.711 2.504 0.54 1.963 1.72 0.6955 0.83 0.413 1.720 0.70 125.80 1.051 132.252 0.30 0.82 1 (0.55) 255.60 190.5742.651 7 Silty Sand to Sandy Silt 77.325 1.191 2.523 0.551 1.972 2.37 0.6936 0.83 0.412 2.370 0.69 53.63 2.194 117.667 0.23 0.87 1 (0.46) 229.16 99.5842.979 6 Sandy Silt to Clayey Silt 35.093 0.674 2.542 0.561 1.981 2.72 0.6916 0.82 0.412 0.87 1 286.02 286.0243.307 6 Sandy Silt to Clayey Silt 20.806 0.253 2.561 0.571 1.989 2.83 0.6899 0.82 0.412 0.87 1 209.87 209.8743.635 6 Sandy Silt to Clayey Silt 20.206 0.475 2.579 0.581 1.998 2.98 0.6879 0.82 0.411 0.87 1 208.83 208.8343.963 6 Sandy Silt to Clayey Silt 35.684 0.898 2.598 0.592 2.007 2.77 0.686 0.81 0.411 0.87 1 294.55 294.5544.291 6 Sandy Silt to Clayey Silt 49.399 1.374 2.617 0.602 2.015 2.69 0.6843 0.81 0.411 0.87 1 355.13 355.1344.619 4 Silty Clay to Clay 32.52 1.574 2.636 0.612 2.024 3 0.6824 0.81 0.410 0.87 1 274.37 274.3744.948 7 Silty Sand to Sandy Silt 102.03 2.025 2.655 0.622 2.033 2.34 0.6805 0.80 0.410 2.340 0.68 69.43 2.084 144.674 0.36 0.86 1 (0.72) 239.81 130.9545.276 9 Sand 261.71 2.421 2.675 0.633 2.043 1.81 0.6784 0.80 0.409 1.810 0.68 177.54 1.114 197.781 0.78 1 271.11 271.1145.604 10 Gravelly Sand to Sand 334.26 2.193 2.696 0.643 2.053 1.64 0.6763 0.80 0.408 1.640 0.68 226.06 1.000 226.060 0.75 1 280.23 280.2345.932 10 Gravelly Sand to Sand 325.86 2.078 2.717 0.653 2.064 1.64 0.674 0.79 0.408 1.640 0.67 219.64 1.000 219.638 0.75 1 279.71 279.7146.26 10 Gravelly Sand to Sand 267.11 1.469 2.738 0.663 2.075 1.67 0.6718 0.79 0.407 1.670 0.67 179.43 1.017 182.547 0.77 1 272.96 272.9646.588 8 Sand to Silty Sand 106.13 1.55 2.758 0.674 2.084 2.26 0.6699 0.79 0.407 2.260 0.67 71.10 1.827 129.877 0.28 0.86 1 (0.56) 242.35 129.2346.916 4 Silty Clay to Clay 28.946 1.182 2.777 0.684 2.093 3.02 0.6681 0.78 0.406 0.86 1 253.75 253.7547.244 6 Sandy Silt to Clayey Silt 18.195 0.247 2.796 0.694 2.102 2.93 0.6663 0.78 0.405 0.86 1 194.99 194.9947.572 6 Sandy Silt to Clayey Silt 19.786 0.33 2.814 0.704 2.11 2.94 0.6647 0.78 0.404 0.86 1 205.39 205.3947.9 6 Sandy Silt to Clayey Silt 21.464 0.474 2.833 0.714 2.119 2.97 0.6629 0.77 0.404 0.86 1 215.13 215.13

48.228 6 Sandy Silt to Clayey Silt 22.074 0.496 2.852 0.725 2.127 2.96 0.6613 0.77 0.403 0.86 1 219.96 219.9648.556 6 Sandy Silt to Clayey Silt 25.457 0.364 2.871 0.735 2.136 2.8 0.6595 0.77 0.402 0.86 1 238.51 238.5148.885 6 Sandy Silt to Clayey Silt 27.487 0.575 2.89 0.745 2.144 2.86 0.6579 0.76 0.402 0.86 1 250.04 250.0449.213 6 Sandy Silt to Clayey Silt 29.27 0.837 2.908 0.755 2.153 2.91 0.6561 0.76 0.401 0.86 1 260.02 260.0249.541 5 Clayey Silt to Silty Clay 25.133 0.701 2.927 0.766 2.161 2.97 0.6546 0.76 0.400 0.86 1 236.42 236.4249.869 5 Clayey Silt to Silty Clay 19.405 0.605 2.946 0.776 2.17 3.1 0.6528 0.75 0.399 0.86 1 203.47 203.4750.197 5 Clayey Silt to Silty Clay 23.389 0.843 2.965 0.786 2.179 3.07 0.6511 0.75 0.398 0.86 1 227.35 227.3550.525 5 Clayey Silt to Silty Clay 30.614 0.943 2.983 0.796 2.187 2.93 0.6495 0.75 0.398 0.86 1 264.87 264.8750.853 5 Clayey Silt to Silty Clay 22.798 0.605 3.002 0.807 2.196 3.01 0.6478 0.74 0.397 0.85 1 223.61 223.6151.181 6 Sandy Silt to Clayey Silt 20.511 0.464 3.021 0.817 2.204 3 0.6463 0.74 0.396 0.85 1 212.60 212.6051.509 6 Sandy Silt to Clayey Silt 22.36 0.515 3.04 0.827 2.213 2.97 0.6446 0.74 0.395 0.85 1 224.55 224.5551.837 6 Sandy Silt to Clayey Silt 26.658 0.748 3.059 0.837 2.221 2.95 0.6431 0.73 0.394 0.85 1 248.50 248.5052.165 5 Clayey Silt to Silty Clay 30.051 1.064 3.077 0.848 2.23 2.96 0.6414 0.73 0.393 0.85 1 266.72 266.7252.493 5 Clayey Silt to Silty Clay 36.971 1.258 3.096 0.858 2.238 2.89 0.6399 0.73 0.393 0.85 1 297.88 297.8852.822 5 Clayey Silt to Silty Clay 25.762 0.928 3.115 0.868 2.247 3.05 0.6382 0.72 0.392 0.85 1 239.53 239.5353.15 5 Clayey Silt to Silty Clay 21.683 0.663 3.134 0.878 2.256 3.06 0.6366 0.72 0.391 0.85 1 220.08 220.0853.478 6 Sandy Silt to Clayey Silt 20.253 0.527 3.153 0.889 2.264 3.04 0.6351 0.72 0.390 0.85 1 212.72 212.7253.806 6 Sandy Silt to Clayey Silt 18.347 0.398 3.171 0.899 2.273 3.04 0.6335 0.71 0.389 0.85 1 201.61 201.6154.134 6 Sandy Silt to Clayey Silt 19.443 0.32 3.19 0.909 2.281 2.96 0.632 0.71 0.388 0.85 1 208.16 208.1654.462 6 Sandy Silt to Clayey Silt 20.149 0.248 3.209 0.919 2.29 2.89 0.6304 0.71 0.387 0.85 1 211.02 211.0254.79 6 Sandy Silt to Clayey Silt 17.508 0.163 3.228 0.929 2.298 2.9 0.6289 0.71 0.386 0.85 1 194.86 194.8655.118 6 Sandy Silt to Clayey Silt 15.793 0.155 3.247 0.94 2.307 2.96 0.6273 0.70 0.385 0.85 1 184.58 184.5855.446 6 Sandy Silt to Clayey Silt 15.831 0.15 3.265 0.95 2.316 2.95 0.6257 0.70 0.384 0.85 1 184.64 184.6455.774 6 Sandy Silt to Clayey Silt 16.813 0.188 3.284 0.96 2.324 2.95 0.6243 0.70 0.384 0.84 1 191.54 191.5456.102 6 Sandy Silt to Clayey Silt 19.787 0.244 3.303 0.97 2.333 2.9 0.6227 0.69 0.383 0.84 1 210.11 210.1156.43 6 Sandy Silt to Clayey Silt 20.959 0.261 3.322 0.981 2.341 2.89 0.6213 0.69 0.382 0.84 1 216.39 216.3956.759 6 Sandy Silt to Clayey Silt 19.977 0.235 3.341 0.991 2.35 2.89 0.6197 0.69 0.381 0.84 1 211.69 211.6957.087 6 Sandy Silt to Clayey Silt 22.446 0.337 3.359 1.001 2.358 2.89 0.6183 0.68 0.380 0.84 1 226.77 226.7757.415 6 Sandy Silt to Clayey Silt 27.945 0.466 3.378 1.011 2.367 2.83 0.6168 0.68 0.379 0.84 1 257.00 257.0057.743 6 Sandy Silt to Clayey Silt 39.82 0.892 3.397 1.022 2.375 2.76 0.6154 0.68 0.378 0.84 1 316.82 316.8258.071 7 Silty Sand to Sandy Silt 65.811 1.434 3.416 1.032 2.385 2.58 0.6137 0.68 0.377 2.580 0.61 40.39 3.206 129.496 0.28 0.84 1 (0.59) 236.55 84.0458.399 6 Sandy Silt to Clayey Silt 46.759 1.317 3.435 1.042 2.393 2.78 0.6123 0.67 0.377 0.84 1 342.93 342.9358.727 6 Sandy Silt to Clayey Silt 29.384 0.712 3.454 1.052 2.402 2.92 0.6108 0.67 0.376 0.84 1 261.84 261.8459.055 6 Sandy Silt to Clayey Silt 26.896 0.542 3.473 1.063 2.41 2.9 0.6094 0.67 0.375 0.84 1 251.24 251.2459.383 6 Sandy Silt to Clayey Silt 28.641 0.759 3.492 1.073 2.419 2.94 0.6079 0.66 0.374 0.84 1 261.94 261.9459.711 6 Sandy Silt to Clayey Silt 31.233 0.906 3.51 1.083 2.427 2.93 0.6066 0.66 0.373 0.84 1 275.67 275.6760.039 6 Sandy Silt to Clayey Silt 34.369 0.958 3.529 1.093 2.436 2.89 0.6051 0.66 0.372 0.84 1 289.60 289.6060.367 6 Sandy Silt to Clayey Silt 33.644 1.025 3.548 1.103 2.444 2.92 0.6037 0.66 0.372 0.84 1 285.05 285.0560.696 5 Clayey Silt to Silty Clay 56.252 2.211 3.567 1.114 2.453 2.81 0.6022 0.65 0.371 0.84 1 388.93 388.9361.024 7 Silty Sand to Sandy Silt 147.8 3.64 3.586 1.124 2.462 2.35 0.6008 0.65 0.370 2.350 0.60 88.79 2.120 188.205 0.81 1 264.80 264.8061.352 9 Sand 236.28 3.392 3.606 1.134 2.472 2.04 0.5991 0.65 0.369 2.040 0.60 141.56 1.356 191.943 0.76 1 281.66 281.6661.68 9 Sand 256.6 2.857 3.627 1.144 2.482 1.94 0.5975 0.65 0.368 1.940 0.60 153.32 1.229 188.428 0.75 1 285.02 285.0262.008 8 Sand to Silty Sand 196.62 2.728 3.647 1.155 2.492 2.09 0.5959 0.64 0.367 2.090 0.60 117.16 1.437 168.356 0.78 1 275.59 275.5962.336 6 Sandy Silt to Clayey Silt 95.843 3.433 3.665 1.165 2.501 2.61 0.5944 0.64 0.366 0.83 1 535.24 535.2462.664 11 Sitff Fine-Grained 70.424 3.29 3.687 1.175 2.512 2.79 0.5927 0.64 0.366 0.83 1 445.69 445.6962.992 7 Silty Sand to Sandy Silt 141.17 3.813 3.706 1.185 2.521 2.4 0.5912 0.64 0.365 2.400 0.59 83.47 2.312 193.005 0.81 1 265.00 265.0063.32 8 Sand to Silty Sand 252.42 3.79 3.726 1.196 2.53 2.04 0.5898 0.63 0.364 2.040 0.59 148.88 1.356 201.862 0.75 1 285.88 285.8863.648 10 Gravelly Sand to Sand 387.8 2.663 3.747 1.206 2.541 1.67 0.5881 0.63 0.363 1.670 0.59 228.06 1.017 232.022 0.69 1 302.65 302.6563.976 10 Gravelly Sand to Sand 517.81 2.308 3.768 1.216 2.552 1.46 0.5864 0.63 0.362 1.460 0.59 303.62 1.000 303.618 0.69 1 314.59 314.5964.304 10 Gravelly Sand to Sand 524.37 2.399 3.789 1.226 2.562 1.46 0.5848 0.63 0.362 1.460 0.58 306.65 1.000 306.651 0.69 1 315.44 315.4464.633 10 Gravelly Sand to Sand 454.58 1.586 3.81 1.237 2.573 1.45 0.5831 0.62 0.361 1.450 0.58 265.06 1.000 265.060 0.69 1 310.01 310.0164.961 9 Sand 242.2 2.417 3.83 1.247 2.583 1.94 0.5815 0.62 0.360 1.940 0.58 140.85 1.229 173.104 0.75 1 285.92 285.92






(m/s)Vs,liq

(m/s)



65.289 5 Clayey Silt to Silty Clay 60.846 2.391 3.849 1.257 2.592 2.81 0.5802 0.62 0.359 0.83 1 404.45 404.4565.617 5 Clayey Silt to Silty Clay 27.011 1.106 3.867 1.267 2.6 3.1 0.5789 0.62 0.358 0.83 1 254.02 254.0265.945 5 Clayey Silt to Silty Clay 25.381 0.763 3.886 1.277 2.609 3.04 0.5776 0.62 0.358 0.83 1 246.01 246.0166.273 6 Sandy Silt to Clayey Silt 25.676 0.71 3.905 1.288 2.617 3.02 0.5764 0.61 0.357 0.82 1 247.67 247.6766.601 6 Sandy Silt to Clayey Silt 26.658 0.53 3.924 1.298 2.626 2.93 0.575 0.61 0.356 0.82 1 253.70 253.7066.929 6 Sandy Silt to Clayey Silt 27.211 0.547 3.943 1.308 2.634 2.93 0.5738 0.61 0.356 0.82 1 255.54 255.5467.257 6 Sandy Silt to Clayey Silt 28.86 0.543 3.961 1.318 2.643 2.9 0.5725 0.61 0.355 0.82 1 262.32 262.3267.585 6 Sandy Silt to Clayey Silt 33.396 0.777 3.98 1.329 2.652 2.89 0.5711 0.61 0.354 0.82 1 285.61 285.6167.913 6 Sandy Silt to Clayey Silt 38.181 1.044 3.999 1.339 2.66 2.88 0.5699 0.60 0.354 0.82 1 308.60 308.6068.241 6 Sandy Silt to Clayey Silt 32.119 0.916 4.018 1.349 2.669 2.96 0.5686 0.60 0.353 0.82 1 279.23 279.2368.57 6 Sandy Silt to Clayey Silt 29.527 0.685 4.037 1.359 2.677 2.94 0.5674 0.60 0.353 0.82 1 267.15 267.1568.898 6 Sandy Silt to Clayey Silt 31.862 0.779 4.055 1.37 2.686 2.92 0.5661 0.60 0.352 0.82 1 279.64 279.6469.226 6 Sandy Silt to Clayey Silt 33.654 0.898 4.074 1.38 2.694 2.92 0.565 0.60 0.352 0.82 1 289.10 289.1069.554 6 Sandy Silt to Clayey Silt 41.546 1.147 4.093 1.39 2.703 2.85 0.5637 0.59 0.351 0.82 1 328.14 328.1469.882 7 Silty Sand to Sandy Silt 103.06 2.639 4.112 1.4 2.712 2.51 0.5624 0.59 0.350 2.510 0.56 57.96 2.820 163.409 0.82 1 259.71 259.7170.21 6 Sandy Silt to Clayey Silt 118.08 4.009 4.131 1.411 2.721 2.56 0.5611 0.59 0.350 2.560 0.56 66.25 3.091 204.755 0.82 1 264.12 264.1270.538 6 Sandy Silt to Clayey Silt 108.56 3.927 4.15 1.421 2.729 2.6 0.5599 0.59 0.349 0.82 1 261.45 261.4570.866 6 Sandy Silt to Clayey Silt 145.45 4.773 4.169 1.431 2.738 2.48 0.5587 0.59 0.349 2.480 0.56 81.26 2.669 216.906 0.82 1 271.87 271.8771.194 7 Silty Sand to Sandy Silt 190.09 6.054 4.188 1.441 2.747 2.38 0.5574 0.59 0.348 2.380 0.56 105.95 2.233 236.543 0.78 1 281.77 281.7771.522 7 Silty Sand to Sandy Silt 277.67 6.713 4.207 1.451 2.756 2.18 0.5561 0.58 0.348 2.180 0.56 154.41 1.619 250.022 0.73 1 296.26 296.2671.85 10 Gravelly Sand to Sand 442.09 3.597 4.228 1.462 2.767 1.7 0.5546 0.58 0.347 1.700 0.55 245.17 1.038 254.455 0.67 1 315.01 315.0172.178 10 Gravelly Sand to Sand 496.55 2.757 4.249 1.472 2.777 1.56 0.5532 0.58 0.347 1.560 0.55 274.68 1.000 274.683 0.66 1 320.11 320.1172.507 10 Gravelly Sand to Sand 500.59 3.763 4.27 1.482 2.788 1.64 0.5517 0.58 0.346 1.640 0.55 276.16 1.000 276.155 0.66 1 320.81 320.8172.835 10 Gravelly Sand to Sand 544.02 4.176 4.291 1.492 2.798 1.62 0.5503 0.58 0.345 1.620 0.55 299.36 1.000 299.358 0.66 1 324.60 324.6073.163 9 Sand 529.74 5.825 4.311 1.503 2.809 1.74 0.5488 0.58 0.345 1.740 0.55 290.70 1.065 309.543 0.66 1 323.79 323.7973.491 10 Gravelly Sand to Sand 488.68 4.549 4.332 1.513 2.819 1.72 0.5474 0.57 0.344 1.720 0.55 267.50 1.051 281.234 0.66 1 320.74 320.7473.819 10 Gravelly Sand to Sand 404.51 2.562 4.353 1.523 2.83 1.67 0.5459 0.57 0.344 1.670 0.55 220.83 1.017 224.662 0.66 1 313.32 313.3274.147 9 Sand 215.82 2.993 4.373 1.533 2.84 2.1 0.5446 0.57 0.343 2.100 0.54 117.53 1.455 170.971 0.75 1 289.06 289.0674.475 5 Clayey Silt to Silty Clay 63.171 2.578 4.392 1.544 2.849 2.84 0.5433 0.57 0.343 0.81 1 416.27 416.2774.803 5 Clayey Silt to Silty Clay 36.103 1.344 4.411 1.554 2.857 3.01 0.5423 0.57 0.342 0.81 1 300.84 300.8475.131 6 Sandy Silt to Clayey Silt 37.676 0.981 4.43 1.564 2.866 2.9 0.5411 0.57 0.342 0.81 1 309.47 309.4775.459 6 Sandy Silt to Clayey Silt 42.994 1.027 4.449 1.574 2.874 2.82 0.54 0.57 0.342 0.81 1 335.65 335.6575.787 6 Sandy Silt to Clayey Silt 45.301 0.992 4.467 1.585 2.883 2.78 0.5388 0.56 0.341 0.81 1 347.10 347.1076.115 7 Silty Sand to Sandy Silt 44.881 0.844 4.487 1.595 2.892 2.75 0.5376 0.56 0.341 0.81 1 345.47 345.4776.444 6 Sandy Silt to Clayey Silt 37.514 0.909 4.506 1.605 2.9 2.89 0.5366 0.56 0.340 0.81 1 307.39 307.3976.772 6 Sandy Silt to Clayey Silt 30.357 0.742 4.524 1.615 2.909 2.99 0.5354 0.56 0.340 0.81 1 269.78 269.7877.1 6 Sandy Silt to Clayey Silt 28.412 0.498 4.543 1.626 2.918 2.94 0.5342 0.56 0.339 0.81 1 258.94 258.94

77.428 6 Sandy Silt to Clayey Silt 29.651 0.516 4.562 1.636 2.926 2.92 0.5332 0.56 0.339 0.81 1 265.61 265.6177.756 7 Silty Sand to Sandy Silt 30.328 0.453 4.581 1.646 2.935 2.88 0.532 0.56 0.339 0.81 1 268.78 268.7878.084 6 Sandy Silt to Clayey Silt 37.094 0.727 4.6 1.656 2.944 2.86 0.5309 0.56 0.338 0.81 1 303.93 303.9378.412 7 Silty Sand to Sandy Silt 95.386 1.551 4.619 1.666 2.953 2.45 0.5297 0.55 0.338 2.450 0.53 50.53 2.528 127.750 0.27 0.81 1 (0.61) 263.01 104.6078.74 7 Silty Sand to Sandy Silt 92.908 1.882 4.639 1.677 2.962 2.53 0.5286 0.55 0.338 2.530 0.53 49.11 2.925 143.637 0.36 0.80 1 (0.80) 261.91 105.4479.068 6 Sandy Silt to Clayey Silt 40.011 1.272 4.657 1.687 2.971 2.97 0.5275 0.55 0.337 0.80 1 312.99 312.9979.396 6 Sandy Silt to Clayey Silt 30.347 0.812 4.676 1.697 2.979 3.03 0.5264 0.55 0.337 0.80 1 268.57 268.5779.724 6 Sandy Silt to Clayey Silt 29.165 0.62 4.695 1.707 2.988 2.99 0.5253 0.55 0.337 0.80 1 263.22 263.2280.052 6 Sandy Silt to Clayey Silt 29.251 0.498 4.714 1.718 2.996 2.93 0.5243 0.55 0.336 0.80 1 264.13 264.1380.381 6 Sandy Silt to Clayey Silt 33.206 0.757 4.733 1.728 3.005 2.95 0.5232 0.55 0.336 0.80 1 284.59 284.5980.709 6 Sandy Silt to Clayey Silt 55.137 1.681 4.751 1.738 3.013 2.83 0.5222 0.55 0.336 0.80 1 383.08 383.0881.037 7 Silty Sand to Sandy Silt 89.296 2.226 4.771 1.748 3.022 2.6 0.5211 0.54 0.335 0.80 1 262.10 262.1081.365 6 Sandy Silt to Clayey Silt 89.248 2.679 4.79 1.759 3.031 2.66 0.52 0.54 0.335 0.80 1 511.65 511.6581.693 6 Sandy Silt to Clayey Silt 75.247 2.056 4.808 1.769 3.04 2.7 0.5189 0.54 0.335 0.80 1 459.53 459.5382.021 5 Clayey Silt to Silty Clay 36.627 1.247 4.827 1.779 3.048 3.03 0.5179 0.54 0.334 0.80 1 297.09 297.0982.349 6 Sandy Silt to Clayey Silt 27.955 0.441 4.846 1.789 3.057 2.96 0.5168 0.54 0.334 0.80 1 255.16 255.1682.677 6 Sandy Silt to Clayey Silt 26.477 0.456 4.865 1.8 3.065 3 0.5158 0.54 0.334 0.80 1 247.72 247.7283.005 6 Sandy Silt to Clayey Silt 27.23 0.62 4.884 1.81 3.074 3.05 0.5147 0.54 0.334 0.80 1 252.72 252.7283.333 6 Sandy Silt to Clayey Silt 27.421 0.604 4.902 1.82 3.082 3.03 0.5138 0.54 0.333 0.80 1 254.57 254.5783.661 6 Sandy Silt to Clayey Silt 27.306 0.552 4.921 1.83 3.091 3.02 0.5127 0.54 0.333 0.80 1 254.24 254.2483.99 6 Sandy Silt to Clayey Silt 27.964 0.618 4.94 1.84 3.099 3.03 0.5117 0.54 0.333 0.80 1 257.54 257.5484.318 6 Sandy Silt to Clayey Silt 23.685 0.585 4.959 1.851 3.108 3.13 0.5107 0.53 0.333 0.80 1 234.09 234.0984.646 6 Sandy Silt to Clayey Silt 21.874 0.459 4.978 1.861 3.117 3.12 0.5096 0.53 0.332 0.80 1 225.37 225.3784.974 6 Sandy Silt to Clayey Silt 23.484 0.424 4.996 1.871 3.125 3.05 0.5087 0.53 0.332 0.80 1 235.06 235.0685.302 6 Sandy Silt to Clayey Silt 25.724 0.498 5.015 1.881 3.134 3.03 0.5076 0.53 0.332 0.80 1 247.45 247.4585.63 6 Sandy Silt to Clayey Silt 25.639 0.51 5.034 1.892 3.142 3.04 0.5067 0.53 0.332 0.80 1 247.34 247.3485.958 6 Sandy Silt to Clayey Silt 25.133 0.461 5.053 1.902 3.151 3.03 0.5056 0.53 0.331 0.79 1 244.84 244.8486.286 6 Sandy Silt to Clayey Silt 25.734 0.424 5.072 1.912 3.159 3 0.5047 0.53 0.331 0.79 1 248.11 248.1186.614 7 Silty Sand to Sandy Silt 27.678 0.281 5.091 1.922 3.168 2.87 0.5037 0.53 0.331 0.79 1 258.41 258.4186.942 6 Sandy Silt to Clayey Silt 35.646 0.693 5.11 1.933 3.177 2.91 0.5026 0.53 0.331 0.79 1 296.99 296.9987.27 6 Sandy Silt to Clayey Silt 37.924 0.911 5.128 1.943 3.186 2.95 0.5016 0.53 0.330 0.79 1 304.32 304.3287.598 6 Sandy Silt to Clayey Silt 29.117 0.614 5.147 1.953 3.194 3.01 0.5007 0.53 0.330 0.79 1 264.34 264.3487.927 6 Sandy Silt to Clayey Silt 26.305 0.465 5.166 1.963 3.203 3.01 0.4997 0.52 0.330 0.79 1 251.30 251.3088.255 6 Sandy Silt to Clayey Silt 25.247 0.504 5.185 1.974 3.211 3.05 0.4988 0.52 0.330 0.79 1 246.62 246.6288.583 6 Sandy Silt to Clayey Silt 25.495 0.514 5.204 1.984 3.22 3.05 0.4977 0.52 0.329 0.79 1 247.45 247.4588.911 6 Sandy Silt to Clayey Silt 25.524 0.384 5.222 1.994 3.228 2.99 0.4968 0.52 0.329 0.79 1 247.94 247.9489.239 7 Silty Sand to Sandy Silt 26.667 0.297 5.242 2.004 3.237 2.92 0.4958 0.52 0.329 0.79 1 252.99 252.9989.567 6 Sandy Silt to Clayey Silt 24.58 0.349 5.261 2.014 3.246 3 0.4948 0.52 0.329 0.79 1 242.45 242.4589.895 6 Sandy Silt to Clayey Silt 24.78 0.395 5.279 2.025 3.255 3.02 0.4938 0.52 0.329 0.79 1 244.06 244.0690.223 6 Sandy Silt to Clayey Silt 25.057 0.453 5.298 2.035 3.263 3.04 0.4929 0.52 0.328 0.79 1 246.18 246.1890.551 6 Sandy Silt to Clayey Silt 27.402 0.864 5.317 2.045 3.272 3.13 0.4919 0.52 0.328 0.79 1 259.86 259.8690.879 6 Sandy Silt to Clayey Silt 56.423 1.465 5.336 2.055 3.28 2.8 0.4911 0.52 0.328 0.79 1 392.26 392.2691.207 6 Sandy Silt to Clayey Silt 73.988 1.965 5.355 2.066 3.289 2.71 0.4901 0.52 0.328 0.79 1 461.25 461.2591.535 6 Sandy Silt to Clayey Silt 62.847 1.621 5.373 2.076 3.297 2.77 0.4892 0.52 0.328 0.79 1 417.24 417.2491.864 6 Sandy Silt to Clayey Silt 38.362 1.116 5.392 2.086 3.306 2.99 0.4882 0.51 0.328 0.79 1 310.44 310.4492.192 6 Sandy Silt to Clayey Silt 33.254 0.774 5.411 2.096 3.315 2.98 0.4873 0.51 0.327 0.79 1 290.00 290.0092.52 6 Sandy Silt to Clayey Silt 33.568 0.663 5.43 2.107 3.323 2.94 0.4864 0.51 0.327 0.79 1 290.50 290.5092.848 7 Silty Sand to Sandy Silt 36.675 0.626 5.449 2.117 3.332 2.87 0.4854 0.51 0.327 0.79 1 307.24 307.2493.176 6 Sandy Silt to Clayey Silt 35.922 0.809 5.468 2.127 3.341 2.94 0.4845 0.51 0.327 0.79 1 305.63 305.6393.504 6 Sandy Silt to Clayey Silt 40.306 1.182 5.487 2.137 3.349 2.96 0.4836 0.51 0.327 0.79 1 326.55 326.5593.832 6 Sandy Silt to Clayey Silt 61.055 1.984 5.505 2.148 3.358 2.83 0.4827 0.51 0.326 0.78 1 414.72 414.7294.16 6 Sandy Silt to Clayey Silt 91.049 2.824 5.524 2.158 3.366 2.69 0.4818 0.51 0.326 0.78 1 523.58 523.5894.488 6 Sandy Silt to Clayey Silt 107.4 3.123 5.543 2.168 3.375 2.61 0.4809 0.51 0.326 0.78 1 578.24 578.2494.816 7 Silty Sand to Sandy Silt 141.09 3.606 5.562 2.178 3.384 2.49 0.4799 0.51 0.326 2.490 0.48 67.71 2.718 184.067 0.78 1 286.81 286.8195.144 11 Sitff Fine-Grained 112.26 4.847 5.584 2.189 3.395 2.72 0.4788 0.51 0.326 0.78 1 593.13 593.1395.472 11 Sitff Fine-Grained 135.25 5.582 5.605 2.199 3.406 2.64 0.4776 0.51 0.326 0.78 1 667.99 667.9995.801 7 Silty Sand to Sandy Silt 207.19 5.218 5.624 2.209 3.415 2.36 0.4767 0.51 0.325 2.360 0.48 98.77 2.156 212.989 0.74 1 302.19 302.1996.129 7 Silty Sand to Sandy Silt 170.95 4.277 5.644 2.219 3.425 2.42 0.4757 0.51 0.325 2.420 0.48 81.32 2.396 194.820 0.77 1 294.99 294.9996.457 6 Sandy Silt to Clayey Silt 74.189 2.627 5.663 2.229 3.433 2.81 0.4749 0.51 0.325 0.78 1 457.89 457.8996.785 5 Clayey Silt to Silty Clay 34.006 1.151 5.681 2.24 3.442 3.12 0.4739 0.50 0.325 0.78 1 283.93 283.9397.113 5 Clayey Silt to Silty Clay 31.719 1.043 5.7 2.25 3.45 3.14 0.4731 0.50 0.325 0.78 1 273.59 273.5997.441 5 Clayey Silt to Silty Clay 32.177 1.104 5.719 2.26 3.459 3.14 0.4722 0.50 0.325 0.78 1 278.41 278.4197.769 6 Sandy Silt to Clayey Silt 30.499 0.932 5.738 2.27 3.467 3.12 0.4714 0.50 0.324 0.78 1 271.87 271.8798.097 6 Sandy Silt to Clayey Silt 30.518 0.658 5.757 2.281 3.476 3.04 0.4705 0.50 0.324 0.78 1 272.97 272.97






(m/s)Vs,liq

(m/s)



98.425 6 Sandy Silt to Clayey Silt 34.369 0.664 5.775 2.291 3.484 2.96 0.4697 0.50 0.324 0.78 1 291.66 291.6698.753 7 Silty Sand to Sandy Silt 31.319 0.537 5.795 2.301 3.494 2.97 0.4687 0.50 0.324 0.78 1 278.71 278.7199.081 6 Sandy Silt to Clayey Silt 34.531 0.678 5.813 2.311 3.502 2.95 0.4679 0.50 0.324 0.78 1 296.64 296.6499.409 6 Sandy Silt to Clayey Silt 52.849 1.453 5.832 2.322 3.511 2.87 0.467 0.50 0.324 0.78 1 378.12 378.1299.738 6 Sandy Silt to Clayey Silt 67.231 1.952 5.851 2.332 3.519 2.81 0.4662 0.50 0.324 0.78 1 431.94 431.94

6 Sandy Silt to Clayey Silt 16 Sandy Silt to Clayey Silt 110 Gravelly Sand to Sand 1

1111111111111111111111111111111111111111111111111111111111

Copy of Footing Soil Spring Constant - Fair Oaks.xls 1/6/2014

FOOTING SPRING CONSTANTSper Prestandard and Commentary for the Seismic Rehabilitation of Buildings (FEMA 356, November 2000)

Project Name: Fair Oaks Avenue OverheadProject No.: 2012-105-GEO

Bent 24x12x7.5 ft Footing DimensionL (ft)= 24 d (ft)= 7.5B (ft)= 12

EmbedmentD (ft)= 11 h (ft) = 7.25

Soil PropertiesG0 (ksi) = 10 G (ksi) = 6.25G/G0 = 0.625 ν = 0.3

Translation along x-axis Kx, sur (kips/in)= 3459.80 βx =

Translation along y-axis Ky, sur (kips/in)= 3671.56 βy =

Translation along z-axis Kz, sur (kips/in)= 4380.14 βz =

Rocking about x-axis Kxx, sur (kips-in/rad)= 2.40E+07 βxx =

Rocking about y-axis Kyy, sur (kips-in/rad)= 6.70E+07 βyy =

Torsion about z-axis Kzz, sur (kips-in/rad)= 6.36E+07 βzz =

Note:

Degree of Freedom Stiffness of Foundation at Surface

Correction Factor for Embedment Rigid Footing Spring Constants

2.361 Kx, emb (kips/in)= 8169.40

1.61E+08

2.361 Ky, emb (kips/in)= 8669.42

1.495 Kz, emb (kips/in)= 6547.11

3.555 Kzz, emb (kips-in/rad)= 2.26E+08

4.054 Kxx, emb (kips-in/rad)= 9.73E+07

2.401 Kyy, emb (kips-in/rad)=

D h

d

L B

x (longitudinal)

y (transverse)

z




Bent 20x12x5 ft Footing DimensionL (ft)= 20 d (ft)= 5B (ft)= 12

EmbedmentD (ft)= 11 h (ft) = 8.5








Note:


Correction Factor for Embedment Rigid Footing Spring Constants

2.361 Kx, emb (kips/in)= 7424.73

9.48E+07

2.361 Ky, emb (kips/in)= 7758.11

1.438 Kz, emb (kips/in)= 5680.91

2.892 Kzz, emb (kips-in/rad)= 1.28E+08

2.829 Kxx, emb (kips-in/rad)= 5.78E+07

2.174 Kyy, emb (kips-in/rad)=

D h

d

L B

x (longitudinal)

y (transverse)

z




Bent 21x14x6 ft Footing DimensionL (ft)= 21 d (ft)= 6B (ft)= 14

EmbedmentD (ft)= 11 h (ft) = 8








Note:


Correction Factor for Embedment

8038.92

Kyy, emb (kips-in/rad)=

8324.74

Rigid Footing Spring Constants

2.314

6227.16

8.65E+07

1.25E+08

1.74E+08Kzz, emb (kips-in/rad)=

2.315

2.314

1.431

2.918

3.021

Kx, emb (kips/in)=

Ky, emb (kips/in)=

Kz, emb (kips/in)=

Kxx, emb (kips-in/rad)=

D h

d

L B

x (longitudinal)

y (transverse)

z

APPENDIX D

Documents

FOUNDATION REPORT FAIR OAKS AVENUE …fairoaksbridge.com/.../2014/09/Appx-G_Foundation-Report.pdfFOUNDATION REPORT FAIR OAKS AVENUE OVERHEAD (WIDEN) CITY OF SUNNYVALE, CALIFORNIA BRIDGE