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2002 W Alton Ave - Soils Report
a\lrll I kl b l\lqrsqu CEOTECHNICAL ENCINEERINC REPORT CHRIST OUR SAVIOR CATHOLIC CHURCH FACILTY \PPROVED : l l\l lT tsst I ANCE CIATES INC.BY ^^-- <-41ut\t I ,2 /./.-.<f jTI hr TI 4,. f, er\ eC ,or adherence to lhernance. Aulhorrzation ii ' j'; J3;i.Y"3."',','t pendins LOCATED AT I c I cf a permit based on,,all nOl be COnStrued tO)rirtron of the applicableJernII presumed to oiveer the provisions of s-uci 2OOO WEST ALTON AVENUE SANTA ANA CA 9270+ FOR DIOCESE OF ORANCE 13280 CHAPMAN AVENUE CARDEN CROVE CALIFORNIA PROJECT NO:D-3885-06 JULY ra 2018 GEOTECHNICAL SOLUTIONS, INC. CEOTECHNICAL AND ENVIRONMENTAL ENCINEERINC sJ.+ cC\(C a n E I T I I I I E I t I t T I I I I I 4 Geotechnical Solutions, Inc.E=trt6Iv --- T I t I T I ) I I T I t I I I I T I Geotechnical, Structural & Environmental Engineering July 12,2018 Project: D-3885-06 Diocese of Orange 13280 Chapman Avenue Garden Grove, California 92840 Attention: Mr. Joe Novoa Director, Construction Management Services Re Geotechnical Engineering and Geology Study Report Christ Our Savior Catholic Parish 2000 West Alton Avenue Santa Ana, Califomia 92704 Gentlemen: The accompanying Geotechnical Engineering Report presents the results of our subsurface exploration, geologic and seismic evaluation, laboratory testing, engineering analysis, and our conclusions and recommendations for the design and construction of geotechnical aspects of the subject project. The San Joaquin Hills Blind Thrust Fault and Newport Inglewood (L.A. Basin) Faults are the closest faults to the site and will have the greatest effect on the project with respect to Phone: (949) 453-0406 27 Mauchly, Suite 210, Irvine, CA 92618 Fax (949) 453-0409 With your authorization, we performed a geotechnical engineering study for the above project located at 2000 West Alton Avenue in the City of Santa Ana, California. Proposed construction consists ofa new Sanctuary, 18,785 square feet (sft), a new Parish Center, 5,938 sft, and new meeting rooms, 4,796 sft in areas and site improvement as phase one. ,l Project No. D-18E5-06 Christ Our Savior Catholic Parish the earthquake ground motions. The project site does not lie within the Alquist Priolo Fault zone, therefore potential for direct surface fault rupture is considered unlikely. Since the site is located within a mapped zone of earthquake-induced liquefaction potential, a specific liquefaction study has been performed in conjunction with this study. Our report documents our investigations, frndings and recommendations for the geotechnical aspects of this project, including foundation types, design parameters, and liquefaction mitigation measures. Our investigation was made in accordance with generally accepted geotechnical engineering procedures and included such field and laboratory tests considered necessary under the circumstances. In the opinion of the undersigned, the accompanying report has been substantiated by mathematical data in conformity with generally accepted engineering principles and presents fairly the design information requested by your organization. Respectfu lly Submitted, Geotechnical Solutions, Inc.ESS /&". Dharma Shakya, PhD, PE, GE , 1 Principal Geotechnical Engineer braham S. Baha, PE, MASCE Sr. Principal Distribution: ( I + pdf) Diocese of Orang tecture Fred Aflakian, CEG # 205 Engineering Geologist P'R t,s, \ r,'li CA$! 2 No. C053067 s. (9 ? \t t * FESS * OF CAL t5. 2txtt C..ltH Enfir.l,tg G.o.ogH Af c (4 + pdf) Domusstudio Archi I t T I T I I T T I T I I t I T T t I liL t-t ' - I T T t I t T I T I T T I I T I T I T Project No. D-3885.06 Christ Our Savior Catholic Parish TABLE OF CONTENTS Introduction Site Description . Proposed Deve lopme nt.. Purpose and Scope of l4/ork Regional Geologic Sett ing S ite Geologic Condit ions... Groundwater Faulting and Se ismic ity Faults Close to the Site.. U.S. G.S. Earthquake Hazard Program... Secondary Effects... Field Investigations Subsurface C ond it ions........... Laboratory Test Results Stabilometer R-Value Seismic Factors Seismic Hazard Analysis ..... Liq uefact io n Eva luat io n ... - 3 I I 2 7 8 4 5 J 6 6 .11 t3 t3 t5 t5 L iq uefact i onJ nduced Se tt I e me nt of Saturat ed So i ls l7 .........-'.....,....,.......,. 10 I .)'o a- 9c. g 'v :. t'r\:,, s t,tE .o trt rr\o- Oo t--s \s trn_ Oq \o C-') a \) !, l-r 6 b oo * o ? \ lt) o Dttr h_ Oa : t\) t\Y o 't \ i \ \t'x o $ l\.)\) s_ o\\ 'E"to Oa L \ : 6 $ o s' 0a \ 6 Oa E :\ \ E- : t.'p o € cls t\J q ! o s o t\J e o\ \ s. o r- I : o\ s o 't o : o\ no' r) o ar A.:.. o : t)\ rr\o- o r.,o \ 0a : i \ \ 6 s a_ s Oqx \ \ 't a 5 0a k x6t \ \o- $ o f.J o $ lr\ sqoot-\6saoooo : \ot a\.-l\o : \I i' IJs$U Q A. .s R\ It\ k-c Ir.)-q .3 .\l s.{ t) \ s, \Br{ trl x\ s s Ba .'.': q I ! .T \ \ d sa F- U I U k\ s. \ T F\ "aB{t hooo{ hh Loca Ia l< $\ q. \ :aIf, s U t q\] ;-rl\ q !\ .a \J t.) o s q) o 6a go B U p a_ : p UoLo- .9 s U oU I t o a( M B U q) 60s B r_] q o U o\ a_ s q .s o oU k o G) .ao \o 3 $lrl \ a_ Blrf B{ .2 A .9 o\o .E OL o- L) : -t o q B a_ * P M V) t)s oU\I h^ o oU o \ -a \J bo o.o\ N Project No. D-3885-06 Christ Our Savior Catholic Parish I t I I I I T I Appendix G - Lateral Pile Analysis .......... .................. JJ Appendix H - Recommended Earthwork Specifications -. .... . . ..... ... 56 tv I I t t T I I T I I I Project No. D-3885-06 Christ Our Savior Catholic Parish Introduction The primary objectives of this study were to explore subsurface conditions beneath the project site and to evaluate the existing subsurface conditions relative to foundation support, lateral earth pressure design parameters, seismic design parameters, earthwork and earthquake-induced liquefaction potential study. In general, the study objectives were met by a site reconnaissance, exploratory drilling sampling of earth materials, laboratory testing, seismic study and engineering analysis. The general scope and objectives of the study were established in collaboration with the project architect. Site Description The project site is essentially a level ground area located just southeast ofthe Intersection of West Alton Avenue and South Raitt Street, east of Jaguar Way. More specifically, it is located at 2000 West Alton Avenue in the City of Santa Ana, Califomia as shown on Vicinity Map (Plate A) and Google Map (Plate D) in Appendix A. Local relief is very low (nearly flat). Site elevation is about 40 feet above sea level. Proposed Development Proposed development consists of a new single-story Sanctuary Building, approximately 18,785 square foot (sft), a new single-story Parish Center including office building, approximately 5,938 sft, a new single-story meeting room building, approximately 4,796 sft in areas and site improvement for this new campus as shown on the Plot Plan and Boring/CPT Location Map (Plate B-2) in Appendix A. t I T I I I I T I I T I I ll At this time, structural plans or foundations plans are not available however according to project structural engineer, the magnitude ofdesign loads for Sanctuary building is heary about 150 kips and other building structures will have relatively moderate loads. Project No. D-3885-06 Christ Our Savior Catholic Parish Purpose and Scope of Work The purpose of the geotechnical investigation was to evaluate subsurface soil conditions at the site with respect to the proposed construction. Items considered in our study relevant to this site included the following: - Near surface and subsurface soil types, - Expansion potential, - Settlement and hydro-collapse potential, - Bearing capacity, - Lateral earth pressures, - Drainrgeconsidcratiorg - Corrosion potential, - Groundwaterconditions, - Likely excavation conditions, - Seismicity, - Earthquake induced liquefaction potential, - Grading considerations, and - Construction observation and testing considerations. To address these, the following scope of work was executed: l. Site reconnaissance. 2. Evaluation of seismic conditions for the subject location. 3. Drilling seven (7) hollow stem auger borings and (5) CPT's within the project 2 area. Project No. D-3885-06 Christ Our Savior Catholic Parish 4. Laboratory testing of soil samples obtained from subsurface explorations, to determine their physicaI and engineering properties. 5. Geotechnical analysis of the data obtained 7. Preparation of this report. The information and findings included in this report are based on the following outline of the work: 1. Review ofour in-house Geotechnical Engineering Reports for temporary modular building projects within the Catholic Parish facility. 2. Review of recent plans prepared by Domusstudio Architecture, the project architect. 3. Review of available literatures and geologic maps of the site. 4. Seismic parameters as per Califomia Building Code, 2016. 5. Engineering Analysis, and evaluation, and 6. Preparation of this report. Regional Geologic Setting The existing church property lies near the central portion of the northwest trending Los Angeles Basin and within the Central Coastal Plain. The Los Angeles Basin is a broad structural trough filled to capacity with a thick sequence of Mesozoic and Cenozoic sedirnents and capped with up to 2000-feet of Quatemary age alluvium. The Los Angeles Basin fill, in the site area. is roughly 16,000-feet thick and overlies Cretaceous age granitic basemenl rock. 3 I I T I I I I t I I I I I I I t I I I 6. Developing conclusions and recommendations for foundation design and site grading. Project No. D-3885-06 Christ Our Savior Catholic Parish The basin floor is of very low relief and represents a very large alluvial outwash plain. The Santa Ana River lies 2400-feet to the southeast of the site and drains a very extensive watershed region reaching all the way to the San Bemardino Mountains. This generally intennittently flowing river has been responsible for transporting and depositing the widely distributed alluvium in the Orange County portion of the Coastal Plain. Dams have been constructed across the river up gradient for flood control purposes and the river channel has been improved opposite the site. The site area, regardless of the improvements, still lies within a 100-year flood zone and is capable of inundation depending on storm run-olf and storage capacity. The coast lies about 7.8-miles to the southwest of the site and the nearest uplands slopes (El Modeno Hills) are located 6 to 7 miles to the northeast. Site Geologic Conditions The site area is nearly flat and has not undergone any extensive previous grading. Drainage in the site area is controlled by paved surfaces and storm drains. The gradient across the site region is down-to-the-southwest at about l5-feet per mile. No active faults have been mapped near the site, although two deeply buried inferred faults have been mapped about 2000 feet to the southwest. These are considered confined to older alluvium and or Pliocene age bedrock deposits. They are not active, not having ruptured in Holocene time. Surface Water and Site Surface Drainage Surface water on this site is the likely result of precipitation or surface run-off from surrounding sites. Overall site drainage is in a south and southwestem direction. Provisions for surface drainage will need to be accounted for by the project civil engineer. 4 I I I n I I I I I t I I n I n r I I I Project No. D-3885-06 Christ Our Savior Catholic Parish It should be noted that the soils are susceptible to excessive erosion if exposed to running water. We recommend that all surface runoff should not be allowed to pond above or flow freely over adjacent slope surfaces. Collected water should be conveyed via a non- erosive device to a suitable storm drain system. Groundwater was encountered within the depth of l4 to 23 feel al the time of our drilling. Groundwater is anticipated to affect the site adversely. However, these observations reflect site conditions at the time of the investigation and do not preclude changes in local groundwater conditions, localized seepage due to variations in rainfall, heavy inigation, damaged structure (pipes, etc.), or altered site drainage pattem(s). Historic high groundwater depth was approximately S-feet based on CGS Newport Beach Quadrangle Map, released April 17,1997. The potential for ground water to rise to the ground surface in the site area is considered to be very unlikely. Faulting and Seismicity There are no known or mapped active faults, which, if projected would trend through or near the site. The property does not lie within an Alquist-Priolo Earthquake Fault Zone as designated by the California Geological Survey (CGS). For these reasons, the potential for direct surface fault rupture at the site is considered very low. The closest known active fault is the San Joaquin Hills Blind Thrust fault. The fault is located 0.69-mile to the south of the site. The San Joaquin Hills Fault has been assigned maximum magnitude of 6.6 and a slip rate of 0.5 mm per year. The other active fault close to the site is the Newport-lnglewood (L.A. Basin) Fault which is 5.51 miles (8.82 km) away. Newport-Inglewood (L.A. Basin) fault has been assigned maximum magnitude of 7.1 and a slip rate of 1.5 mm/year. Newport-lnglewood (L.A. G roundwater 5 Project No. D-3885-06 Christ Our Savior Catholic Parish Basin) Fault is a portion of a structural zone up to three miles wide that contains several mapped faults and anticlinal folds. North-south compression across the Los Angeles Basin has resulted in discontinuous uplifts along the zone from Newport Beach, northward to Baldwin Hills. Several of these uplifts have formed faulted anticlinal traps for the accumulation ofoil and gas, which is being extracted today. In 1933 the Newport Inglewood Fault ruptured and produced a magnitude 6.3 earthquake located just off Newport Beach. This was known as the destructive Long Beach Earthquake. which caused many deaths and major damage to structures. Subsequent to that 1933 event, there were several smaller earthquakes and numerous minor events along the fault. No surface rupture of the fault was reported but very strong ground shaking resulted in lateral spreading and liquefaction at several low lying Iocations within several miles of the fault trace between Newport and Long Beach. USGS National Seismic Hazard Maps for Source parameters interactive query has been used to determine the closest fault to the site within 50 miles and has been tabulated on Table - I in Appendix D. U.S.G.S. Earthquake Hazard Program Latest Interactive U.S.G.S. Earthquake Hazard Program using Unified Hazard Tool has been utilized for Dynamic Conterminous U.S. 2014 (v4. 1. I ) and peak ground acceleration. Revised version of the 2008 U.S.C.S. National Seismic Hazard Mapping Project (NSHMP) PSHA Interactive Deaggregation for the spectral period of 0 second (PGA) is used. The Peak Horizontal Cround Accelerations for l0% probability of exceedance in 50 years i.e. return period of 475 years, 5% probability of exceedance in 50 years i.e. retum 6 Faults Close to the Site I T I I I I T I I I I t I T I J I T I Project No. D-3885-06 Christ Our Savior Catholic Parish period of 975 years, and 2o/o probability ol exceedance in 50 years i.e. retum period of 2,475 years, are calculated as 0.42579,0.5603g and 0.78529 respectively. Secondarv Effects: These potential secondary effects are summarized below: Induced Liquefaction: Earthquake induced liquefaction is a possible hazard at this site. Seismically induced settlement of saturated as well as dry soils is further discussed in later sections of this report. Induced Landsliding: The site lies far enough from steep or high upland slopes to preclude any damage from induced landslides. Lateral Spreading: The site has a very gentle relief and there are no significant slopes or free-face conditions coinciding with the elevation of potentially liquefiable layers. Therefore, lateral spreading is not considered to be a potential seisrnic hazard for the proposed development. Induced Settlement: Due to the scattered sequences of unconsolidated alluvial deposits beneath the property, as well as liquefaction potential, there is a seismically induced settlement which needs to be considered. This is further discussed in later sections of this report. 7 u I I I T I I I T I I I I t I I t I u In addition to possible strong ground motions on the property, other secondary effects of earthquake-induced liquefaction, earthquake-induced Iandsliding, lateraI spreading, settlement, flooding and subsidence were considered. Guidelines for evaluating and mitigation seismic hazards in California (CGS, 2008, SP-117A) summarize procedures for evaluating the earthquake-induced landslide and Iiquefaction potential. Project No. D-3885-06 Christ Our Savior Catholic Parish Induced Flooding: The site lies far and/or high enough lrom the coast or any large inland body of water to preclude the hazards of tsunami or seiche waves or inundation from the rupture of an up-gradient reservoir. Induced Subsidence: The unconsolidated alluvial sequence beneath the site is susceptible to some dynamic compression. The degree of differential subsidence across the site is anticipated to be negligible. However, differential settlement may occur due to liquefaction. Field Investigation A. Hollow Stem Auger Borings Field explorations consisted of seven test holes (B- l through B-7) drilled by means of an 8" diameter hollow stem auger drill rig and five Cone Penetrometer Tests (CPT-l through CPT-5), at the locations shown on Plot Plan with Boring / CPT Locations Map (Plate B- 2). A record of the materials encountered during drilling was made by our field representative and is presented in Appendix B. The lines designating the interface between soil strata on the log of Test Holes represent approximate boundaries. The transition between strata may be gradual. Each test hole was examined and logged in the field. Representative samples were obtained to classi] the soils. In addition, relatively undisturbed samples were obtained for laboratory testing. The relative sampler penetration resistance exhibited by the soils types encountered is tabulated in the blows per foot column of the Log of Test Holes. The attached logs tabulate data based on laboratory classification tests and visual observation by the field geologist at the site. Standard Penetration Resistance Subsurlace conditions are considered to be susceptible to liquefaction during a strong 8 I T I I E I T I I T I T I I I I E I E Project No. D-3885-06 Christ Our Savior Catholic Parish seismic event if the soil conditions are sandy/ silty, if they are below the groundwater, and if the packing of the grains (relative density) is low. Soils with high relative densities cannot reduce their total volume through the compactive effort induced by the ground shaking. The sampling (penetration) resistance offered by the soil from successive blows delivered by a 140-pound hammer falling 30 inches is counted. The number of blows to drive the standard sampler full 12 inches is recorded as the N-Value, with higher numbers indicating higher relative density. The on-site materials yielded penetration resistance values from 3 to 45, which indicates low to medium shear strength. The standard penetration resistances of the on-site materials at 5 feet intervals are presented on the boring logs (Appendix B). Soils Condition 1. Significant fill depths were not encountered within the boring holes 2. Evaluation of the subsurface materials indicates that the underlying natural material is generally alluvium consisting of clayey sand, silty clay and silty sand mixtures on the top followed by silty sand, silty clay and some organic peat materials. 3. Caving did not occur and groundwater was encountered at the depths of l4-feet to 23 feet in our borings. 4. Soils can be cut and drilled by normal grading and drilling equipment Boring Logs and laboratory test results performed on selected samples from the borings are presented in Appendix B. B. Cone Penetration Tests Five (5) Cone Penetrometer Soundings, CPT-I through CPT-5 were completed on June 19,2018 to cover the general site ol the project area as shown on the Plot Plan and 9 T I t E E I I I I I T I I I I I n E I Project No. D-3885-06 Christ Our Savior Catholic Parish Boring/CPT Location Map (Plate B-2, Appendix A). CPT's were drilled from 50- to 70- feet below the existing ground surface. Electronic record of CPT data and correlations were available from the CPT rig. Continuous record of tip penetration resistance and sleeve friction, as well as various conelations derived from these are presented in Appendix C. Subsurface Conditions The seven borings and five CPT soundings performed for this study encountered relatively shallow groundwater ranging from approximately 14 to 24 feet. Based on CGS Newport Beach Quadrangle Map, released April I 7, 1997, historic high groundwater depth was approximately 5-feet below the existing ground surface. A. Artificial Fill Except for some rninor topsoil and/or pavement and other upper materials, no significant artificial man-made fill was encountered below existing ground at the exploration locations. B, Alluvium The underlying natural soils at the site generally consisted of wet and loose, silty fine sand, with interbedded layers of finer, silty clay and organic peat. The Standard Penetration Resistance (SPT) N-values were low, and the correlated N-values from CPTs were slightly higher and generally consistent with the borings. Peat was encountered mainly between l0- to 2O-feet below the ground in our borings. These materials are very susceptible to settlement due to loading and should be treated properly to minimize settlement. C. Groundwater Groundwater was encountered in between 14 feet to 23 feet below ground surface. t0 t T I I T T u I I T I I I T I I I I T Project No. D-3885-06 Christ Our Savior Catholic Parish Groundwater levels may fluctuate due to the seasonal influence and other reasons and historically highest groundwater is reported to be about 5 feet below the ground surface. Laboratory Test Results A. Moisture Density (ASTM D-2937 & D-2216) In-Place density and moisture content values were determined at the laboratory and test results are shown on boring logs, Plates I-la through I-7 (Appendix B). B. Mechanical Analysis (ASTM D-422) Mechanical analysis by the hydrometer test method was performed to confirm field classifications. Test results are as follows: Test Hole No. Sample Depth (ft) Sand Percent Silt Percent Clay Percent B-l t-2 68 t'7 l5 B-2 t-2 65 l5 20 B-5 l5 l5 28 57 B-6 1-2 43 20 31 B-7 t-2 36 25 39 C. Direct Shear (ASTM D-3080) D. Consolidation (ASTM D-2435) Consolidation (load deformation) tests were performed on selected undisturbed samples. l1 I I I I Direct shear tests were performed on selected typical soil samples under various normal loads. Tests were performed under the saturated-drained conditions. A cumulative plots oftest results are presented on Plates J-1 and J-2 (Appendix B). I I I I I I I I I t I t I I u Project No. D-3885-06 Christ Our Savior Catholic Parish Plotted t€st results are presented on Plates K and L (Appendix B). Consolidation tests with time rate were also performed to evaluate a possible surcharge alternative and typical waiting periods. Chemical tests were performed on near surface soil. Test results are as follows: Soil Soluble Sulfate 362 parts per million PH 6.8 Soluble Chloride 54 Parts per million Minimum Resistivity 900 ohm-cm F. Expansion (ASTM D-4829) Expansion characteristics were determined by the Expansion Index test on a typical bulk sample considered to be generally representative of the near subgrade soils. Test results were as follows: Expansion_lndex 12.2 102.0 55 According to the test results, the soil is classified as medium expansive. G. Atterberg Limits (ASTM D-43f 8) Atterberg limits were determined by ASTM D-4318 test method. Test results are as follows: Boring Sample Depth (ft)LL PL PI B-4 I t-5 40 22 l8 B-4 2 5- l0 44 24 20 Moisture Content (percent) Dry Density (pct) t2 E. Corrosivity Suites (DOT CA Test method 532) n I t t I T I T T I I I I T n I T I u Project No. D-3885-06 Christ Our Savior Catholic Parish B-4 3 73 33 40 Weighted Plasticity Index at upper l5 feet is as follows: Weight Factor (F)Depth (D) in (ft) FxD PI FxDxPI J 5 l5 l8 270 2 )l0 200 t 5 5 40 100 Total 30 5',70 Average Weighted Plasticity Index at upper l5 feet is 570 / 30: 19 H. Stabilometer "R" Value (State of California Standard Method 301) "R" Value test was performed on a representative subgrade sample for pavement section determination. The test results are as follows: *Interpolated 300 psi by exudation, Rv:25 and l8 by expansion. Seismic Factors The following are the geotechnical parameters for earthquake design data in accordance with USGS Design Maps Summary and Detailed Report presented in Appendix D: Test No Moisture o%Dry Unit Wt (pc0 Exudation Pressure (psi) Stabilomter "R" Value a 14.6 109.3 445 48 b 245 30 107. I 326 36 +25 l3 l0-15 I I I 20 16.4 t05.7 15.5 Project No. D-38E5-06 Christ Our Savior Catholic Parish Other seismic parameters are as follows: Closest Fault Distance Fault Name Earthquake Magnitude Latitude: 33.70280 and Longitude: -117.89640 0.69 mile (l.l km) San Joaquin Hills Fault 6.6 M,- NO.PARAMETERS VALTIES REFERENCE I 0.2-Second Mapped Spectral Response Accelerations, S, for Site Class B 1.532g Figure 22-l 2 l-Second Mapped Spectral Response Accelerations, Sr for Site Class B 0.s68g Figure22-2 )Site Class D Table 20.3-l 1 Site Coef ficient, F,t.0 Table I L4-l 5 Site Coefficient, F,1.5 6 Maximum Considered Earthquake Spectral Acceleration for Short Period, Sp15 1.5329 Equation ll.4-l 7 Maximum Considered Earthquake Spectral Acceleration for l-Second Period, 5111 0.8s2g Equation I I .4-2 8 5 % Damped Design Spectral Response Accelerations at Short Period, Spg l.02lg Equation I I .4-3 9 5 % Damped Design Spectral Response Accelerations at I -Second Period, Spl 0.s68g Equation I 1.4-4 Slip Rate (mm/year) 14 0.5 I I I I T I T I I T I I I I I t I I t I I I Table I 1.4-2 I I t I I I I I I I t I I t T I T I T Project No. D-3885-06 Christ Our Savior Catholic Parish Peak Ground Acceleration (PGA) from Figure 22-7 0.5869 5% Damped Design Spectral Acceleration at short period, Sp5 I .02 I g 5% Damped Design Spectral Acceleration at l-sec period, Se1 0.5689 PSH Deaggregation The following are the results of U.S.G.S. National Seismic Hazard Mapping Project. 2008, Interactive PSHA Deaggregation: Peak Horizontal Ground Acceleration for l0% probability of exceedance in 50 years i.e. return period of 475 years Peak Horizontal Ground Acceleration lor l0% probability of exceedance in 100 years i.e. return period of949 years 0.s603g Peak Horizontal Cround Acce leration for 2% probability of exceedance in 50 years i.e. return period of 2,475 years 0.78529 Seismic Hazard Analysis Poorly compacted/deposited granular soils located below the water table can fail through the process of liquefaction during strong earthquake-induced ground shaking. When solid particles in a saturated soil consolidate into a tighter package as a result of earthquake- induced vibration. the non-compressible pore water between the particles is squeezed out. If the soil has a high permeability, a sufficient amount of water will drain out of the pores within a relatively short period of time. However, for soils with low permeability it takes l5 0.4257g The PSH Hazard & Deaggregation plots are presented in Appendix D. Earthquake Induced Liquefaction Evaluation Project No. D-3885-06 Christ Our Savior Catholic Parish a long time for the pore water to drain out, and as a result, positive excess pore water pressure develops. Development of excess pore water pressure leads to reduction in effective stress, which in tum, reduces the shear strength of the material. If the pore water pressure rises to a level such that the soil loses all its shear strength, liquefaction occurs. Factors known to influence liquefaction potential include composition and thickness of soil layers, grain size, relative density, groundwater level, degree of saturation, and both intensity and duration of ground shaking. According to current Seismic Hazard Zones maps published by the California Geological Survey (CGS, Newport Beach Quadrangle, released April 17, 1997, the subject site is located within an area that has been designated by the State Geologist as a "zone of required investigation" due to the potential for liquefaction (see Plate E in Appendix A). This fact, in conjunction with the occurrence of relatively shallow groundwater, the presence of localized zones of medium dense, fine to medium-grained sands, and a nearby fault system capable ofcausing strong ground motion, required a site-specific liquefaction analysis in accordance with CCR Title 14, Section 3724. The liquefaction study was based on the NCEER procedure (NCEER Workshop, 1997) developed from the methods originally recommended by Seed and ldriss (1982). Liquefaction potential and settlement have been calculated based on SPT as well as CPT data using the computer program LIQUEFY5, latest version 5.8n, developed by Civil Tech Software and updated 2012. Groundwater was encountered between 14 feet to 23 feet in depth below the existing ground surface and thus ground water depth of l4 feet was used in the analysis. Also, we have provided liquefaction analysis based on historical high groundwater of 5 feet. CPT-based liquefaction potential has been proposed for predicting liquefaction resistance of sandy soils (NCEER I 997). Robertson and Wride ( 1998) developed an integrated procedure to evaluate the liquefaction resistance of sandy soils based solely on CPT data. 16 t I t I t T I I I T u I T T I I t I E Project No. D-3885-06 Christ Our Savior Catholic Parish We have used this method and the results of the liquefaction study including depth vs. factor of safety, soil behavior type, and cyclic stress ratio, based on the site profile are presented in Appendix E. In accordance with the latest USGS Design Maps in the 2010 ASCE-7 Standard for Risk Category I/llllII, adjusted for other site class D,5% Damped Design Spectral Acceleration at short period, Sp5 is l.02lg and Sp1 for long period is 0.5689. Liquefaction is generally analyzed for Sp5/2.5 = 0.41g or 0.586 g from Figure 22-7 (USGS, Design Maps) or 2% probability of exceedance in 50 years is 0.78529 in accordance with U.S.G.S. National Seismic Hazard Mapping Project PSH Deaggregation Interactive program, and 213 rd of 0.78529 = 0.5239. Thus, as per USGS Design Maps, Figrre 22-7 of 0.5869 is more conservative and has been used in liquefaction analysis. Liquefaction analyses have been performed for earthquake magnitude of M6.6 and ground acceleration of 0.59g. Historical high groundwater depth was considered as 5 feet below the existing ground surface. Results of the liquefaction study including depth vs. factor of safety and estimated settlements for liquefiable layers based on generalized soil profile for CPT's and borings are all presented in Appendix E. Liq uefaction-Ind uced Settlement of Saturated Soils t7 l I I I I I I I I t I I T I I I u As a result of liquefaction, the proposed structure may be subject to several hazards including liquefaction-induced settlement. In order to estimate the amount of post- earthquake settlement, the method proposed by Tokimatsu and Seed (1987) was used in which the seismically induced cyclic stress ratios and corrected N-values are related to the volumetric strain of the soil. The amount of soil settlement during a strong seismic event depends on the thickness of the liquefiable layers, the density and/or consistency of the soils and groundwater level. Computer analysis of estimated settlement, based on data from SPT and Cone Penetration tests are presented in Appendix E. E r Project No. D-3885-06 Christ Our Savior Catholic Parish Dynamic Compaction of Dry Soils Relatively dry soils (e.g., soils above the groundwater table) with low density or softer consistency tend to undergo a certain degree of compaction during a seismic event. Earthquake shaking often induces significant cyclic shear strain in a soil mass that responds to the vibration by undergoing volumetric changes. Volumetric changes in dry soils take place primarily through changes in the void ratio (usually contraction in loose or nonnally consolidated, soft soils, and dilation in dense or overconsolidated, stiff soils) and secondarily through particle reorientation. Such volumetric changes are generally non-recoverable. The potential for such settlement is minor in comparison to earthquake induced liquefaction settlement because the thickness of dry soils is relatively less. Any such additional settlement in addition to liquefaction settlement would further justi$ the need for deep foundations or other suitable foundation treatment methods. The following table shows the settlement due to liquefaction: SETTLEMENT DUE TO LIOUEFACTION Based on Mw 6.6 and PGA of 0.59 (USGS Desien Maps. Fieure 22-7) Cone Penetration/ Boring Groundwater @ 5 ft Historical High Groundwater @ l+ feetatSite Settlement (inch) Saturated Dry Total Saturated Dry Total CPT.I 0.51 I 0.005 0.52t 0.66 0.02 0.68 CPT.2 t.207 0.005 1.212 1.40 0.01 1.41 CPT.3 0.888 0.004 0.892 l.l6 0.01 1.1'7 CPT.4 0.s39 0.005 0.544 0.66 0.02 0.68 I8 I I T I I t I I T I I I t I I I t I I I I I Project No. D-3885-06 Christ Our Savior Catholic Parish CPT-5 0.289 0.01I 0.300 0.33 0.02 0.3 5 B-1 2.406 0.006 2.4t 3.t36 0.006 3. 140 B-5 2.054 0.013 2.074 0.064 According to the analyses, earthquake-induced total seismic settlement for five CPT's varied from 0.3 inch to 1.212 inches when considering historical high groundwater depth of 5 feet and varied from 0.35 inch to l.4l inch for the existing groundwater level of 14 feet. Similarly, Seismic-induced settlement varied from 2.41 inches to 2.07 inches on borings B-l and B-5 for groundwater depths considered at 5 feet and 3.14 inches to 2.14 inches considering the existing ground water depth at l4 feet. Differential settlement is less than % " within the span of 30 feet. These possible seismic settlements besides static settlements should be considered while designing loundations for New Sanctuary, Parish Center, and New Meeting Rooms Building structures. Lateral Spreading Lateral spreading of the ground surface during an earthquake usually takes place along weak shear zones that have formed within a liquefiable soil layer. Lateral spread has generally been observed to take place in the direction of a free-face (i.e., retaining wall, slope, channel) but has also been observed to a lesser extent on sites with very gentle slopes. Other factors such as earthquake magnitude, distance from the eadhquake epicenter, thickness of the liquefiable layers, and the fines content and particle sizes of the liquefrable layers also affect the amount of lateral ground displacement. Based on the results ofour field observation and testing, laboratory evaluation of samples retrieved from the exploratory borings, and our liquefaction analyses, we are of the opinion that the subject site cannot be characterized as having a laterally continuous, weak layer at any specific depth along which lateral spreading may occur. Moreover, n I I I I I I I I T I I I I I I I 2.138 n E I 2.067 I t9 Project No. D-3885-06 Christ Our Savior Catholic Parish Statement It is our professional opinion that the proposed construction will not be subject to geologic hazard from settlement, slippage, or landslide, provided the recommendations of this report are incorporated into the proposed construction. It is also our opinion that the proposed construction will not adversely affect the geologic stability of the site or adjacent properties provided the recommendations contained in this report are incorporated into the proposed construction. Foundation Design Recommendations General The site is subject to ground shaking typical of the Southem California area, any construction should conform to the current seismic design provision of the Califomia Building Code 2016 and/or other regulatory codes. Based upon findings of this investigation, it is concluded that the site is susceptible to liquefaction at various depths below existing ground, in the event of a major earthquake. Also, the project site consists of medium expansive clayey layers including very low density peat layers at various depths, specially between l0- to 2O-feet depth; as a result, the proposed structures, specially Sanctuary Building with heary loads will likely to undergo excessive static and seismic settlements. Peat soil is classified as highly organic with organic content more than 75%o and represents the extreme form of soft soil. Peat soil originates from the disintegration of plant and organic matters. It has typical characteristics which include: high natural 20 considering the relatively flat topography in the area, and scattered non-continuous liquefaction zones, the site does not appear to be susceptible to seismically induced lateral spreading. E u I I I n E I I T I E I t I T I E t I T I I I T I I I I I I I I I I t t I Project No. D-1885-06 Christ Our Savior Catholic Parish moisture content, high compressibility and water holding capacity, low specific gravity, and low bearing capacity. It is generally considered that peat soil is not suitable for supporting foundations or loadings in its natural state. Consequently, peat soil is susceptible to instability such as localized sinking and slip failure, and massive and long- term settlement when subject to even moderate load increase. We propose the following different foundation support system altematives for the construction of the new additional structures, viz mainly Sanctuary Building, Parish Center, and Meeting rooms: A. Sanctuary Building: The following three options are available for foundation support of the new Sanctuary building: Option I. Driven Concrete Piles l4-inch or l6-inch Square: is recommended Option III. Improving Peat Layers by Pre-Loading method and semi-rigid mat foundation These available options are discussed as follows: Option I. Driven Concrete Pile l6-inch Square Considering the potential for seismically induced liquefaction, shallow ground water, the type of proposed building, its loading, and cost effectiveness, it is recommended to provide l6-inch square concrete driven piles for the foundation support for a new Sanctuary Building structure. Pile driving would cause some vibrations and noise. However, driven piles are considered to provide the most efficient deep foundation system in this case, especially since they 2I Option II. Cast in-situ I 8" or 24" Concrete Caissons would not be impacted with the high groundwater levels and they would readily provide ample lateral capacity needed for seismic design. Pile driving impact is considered to be a manageable risk and is probably the most cost effective solution. Pertinent recommendations for design and construction of the proposed alternative i.e driven pile foundation system are presented in the following sections: Pile Recom mendations: New proposed Sanctuary building may be supported by either l4-inch or 16-inch square pre-cast pre-stressed concrete piles with grade bearns. Axial capacities of the driven piles were calculated using the State of the Art and the latest computer program APILE version 2015 .7 .8 (A program for the analysis of the axial capacity ofdriven pile), developed by Ensoft, Inc. The allowable axial capacity curves in compression and in tension as a function of pile tip depths below the ground surface are presented on Figures E-l and E-3 in Appendix E for static and live load conditions. These capacity curves include safery factors of 2.0 for compression and 2.0 for tension. The allowable axial capacity in compression can be increased by 33% for dead load, live load and transient loads such as seismic or wind loads. The allowable uplift and lateral capacities, however, are not recommended to be increased. Figure E-2 and E-4 presented on Appendix E are the axial load versus settlement curves for compression and tension respectively. It should be noted that the pile capacities shown are based on soil strengths alone. The actual capacities may be limited to lesser values by the strength of pile materials and connectlons 22 ProJect No. D-3885-06 Christ Our Savior Catholic Parish Pile Axial Capacify I I I I u n T t I T I I I I I I n I I Project No. D-3885-06 Christ Our Savior Catholic Parish The minimum clear spacing between piles should be twice the widths of the pile, sidewall to sidewall. In case closer spacing is needed for design purposes, a group reduction factor of 0.7 should be applied to total allowable bearing load determined for the entire group of piles at a given location. A group capacity is calculated by multiplying the individual allowable capacity by the number of piles in a group. We recommend grade beams to tie the piles together. The size ofgrade beams should not be less than the pile size. For piles to be driven in close proximity of any utilities or other underground structures (vaults, etc.), a minimum clear distance of 3' or 2 pile diameters / or widths, whichever is greater, should be maintained. Indicator Pile Program: Vibration Monitoring Program: There seem to be no structures close by which may be impacted by vibrations and noise, nevertheless it is recommended for vibration monitoring and noise level, if desired. Vibration levels should comply with USBM zu8507 and OSMRE criteria. Project plans and specifications should be reviewed by this office for further information relevant to I T T I I E t I I T t T I I I I I I u Indicator pile program can be conducted to verifu pile order lengths. This can be done by driving at least 10 piles, using the same equipment as the production piles. Typically, indicator piles would be longer than the anticipated design pile lengths (say 60 to 70 foot long piles) and they would be driven at selected locations of actual production piles, spread out over different areas ofthe site. Such data can be used in verifuing the criteria for production pile lengths, driving energy, seating blow counts, and pile capacity. The indicator pile program can also be accompanied by vibration and sound monitoring and such data can be used in veriffing a suitable sound and vibration monitoring criteria for production pile driving operations. 23 Project No. D-3885-06 Christ Our Savior Catholic Parish geotechnical engineering construction items and any special provisions that may be applicable (vibration monitoring, particle velocity limiting criteria, etc.). Pile Lateral Load Capacity Lateral load analysis of the driven piles has been calculated using the latest computer program LPILE version 2016.9.10 (A program for the analysis of piles and drilled shafts under lateral loads) developed by Ensoft, Inc. The tables on the following subsequent pages show the maximum shear, maximum bending moment, depth to fixity for %-inch and % inch deflection at top for free head and fixed head conditions for 14-inch and l6-inch square pre-cast pre-stressed concrete driven piles. The variation of deflection, moment, and shear force along the lengths of the driven pile for both %-inch and %-inch top deflection under free- and fixed-head conditions have been plotted. They are presented in Appendix F. Similarly, Lateral Load vs. Pile Head Deflection and Maximum Bending Moment vs. Lateral Load and the computer printouts are also presented in Appendix F. TABLE _ I 24 LATERAL ANALYSES Deflection @ Top (inch) Maximum B.M. (kips-ft) Maximum Shear (kips) Depth of Max. B.M (feet) Depth of Fixity (feet) 0.25 55.9 13.3 6.0 22.8 0.50 75.7 t7.t 6.6 23.4 I I I T I I I I I T I I I I T t T I I l6-inch Square Driven Concrete Pile. Free Head Condition I Project No. D-38E5-06 Christ Our Savior Catholic Parish TABLE - 2 The following can be considered for the slab system to be used with pile foundations. Structural Sleb: This would be a reinforced concrete slab of adequate thickness and strength supported and spanning between piles, without relying on the underlying soil. It is also recommended to provide capillary moisture barrier under slab on grade, where moisture would be detrimental. Moisture retarder (Stego Wrap 15 mil or approved equivalent or Griffolyn T105 by Reef Industries) be provided over a minimum of 4- to 6- inches of %" crush rock rolled and compacted to 95Yo relative compaction, with the following gradation: 90- t 00% passing on sieve %" size, I - l0% passing on No. 4 sieve, and 0-3% passing on No. 100 sieve An estimated modulus of subgrade reaction for concrete slab-on-grade design on engineered fill is 100 pounds per cubic inch (pci). Slab thickness and reinforcement should be designed by the project structural engineer. 25 a a a LATERAL ANALYSES l6-inch Sq uare Driven Concrete Pile. Fixed Head Condition Deflection @ Top Maximum B.M.Maximum Shear Depth of Max B.M Depth of Fixity (inch)(kips-ft)(kips)(feet)( feet) 0.25 -95.82 26.'1 top 24.0 0.50 -t2s.t 34.4 top 24.6 l I u I Slab Recom mendations: I I E I E t.t E tl I E I l t I E Project No. D-3885-06 Christ Our Savior Catholic Parish Utilities: Any utilities under the slab should be supported by hangers under the slab and flexible joints should be provided where such utilities cross the building footprint. These would help reduce the likelihood of utility damage due to differential seftlement between non- yielding pile zones and potentially settling liquefiable soil zones under the structural slab, where such utilities may traverse. Foundation Settlement: Since the proposed structure will be supported on piles, static settlement is considered to be insignificant. Also, subsurface conditions will improve due to piles and soil arching in between piles in the event of liquefaction. Pile Installation Observations: Driving of piles should be performed under continuous inspection of the Geotechnical engineer. Pile installation should be in accordance with ADSC Standards, this report, and specific requirements set forth by the City of Santa Ana and their authorized field representative (Deputy Inspector). Verification of pile lengths and capacities should be performed by the Geotechnical Engineer in the field, based on penetration depth and encountered soil conditions. All pile installations should be observed, recorded, and an as-built report with accompanying records should be prepared and submitted by the Geotechnical Engineer. Shop Drawing Review The Geotechnical Engineer should review and approve precast concrete piles for the specified lengths and materials including the proper use of Type V cement and 0.45 water-cement ratio for protection against corrosion attack. This would be in addition to the regular shop drawing reviews by the Structural Engineer. u I t I I I I n u n I I n I I I T n E26 ProJect No. D-3E85-06 Christ Our Savior Catholic Parish Construction Veritication Procedures Installation of driven piles and monitoring of sound and vibrations should be done under the observation and documentation of a representative of the project Geotechnical Engineer. This would help veri$ pile capacities and help avoid vibration and noise levels harmful to close by structures. Geotechnical Engineer means a representative of the consultant company of record, including but not limited to the licensed geotechnical engineer, certified engineering geologist, and field technician supervised by and reporting to licensed professionals, as applicable to items to be verified. Option II. Cast in-situ 18" or 24" Concrete Caissons A new Sanctuary building may be supported by casrin situ concrete caissons with either l8 inches or 24-inches in diameter but because of existence of the shallow groundwater and the system may be costly and thus this recommendation of Option II is not considered. Option III. Soil Improvement by Pre-Loading Method Pre-loading is a method to provide loads by piles of earth and monitor settlement. Based on our preliminary assessment, static settlement is more than 5 inches and worst case seismic settlement of more than 3 inches it may require 4.5 years to complete 90olo settlement and continues further with the secondary settlement. This method may not be a viable solution since it will require time B. Parish Center & Meeting Rooms Parish Center and Meeting Rooms Buildings are comparatively light loaded and the following two options rnay be considered. 27 I n u E I f I I t T I I I E I I r I I l. Driven Pile Support of Parish Center and Meeting Rooms Hall can be obtained by driven piles as recommended for Sanctuary Building but the number of piles will be less and the piles could be shorter. 2. Mat Footings over Ground Improvement with Pressure Grouting Relatively lightly loaded Parish Center and Meeting room buildings may be supported by Mat Foundation at least l8 inches thick overlying a moisture protective barrier layer of Stego Wrap (15 mil or equivalent) over 12 inches of %-inch crushed rock compacted to 95Yo relative compaction over 3-foot compacted subgrade, also compacted to at least 93% of ASTM D'1557 Laboratory Standard. The semi-rigid mat footing may be designed for an allowable bearing capacity of 1,200 pounds per square foot. This basic capacity may be increased by onethird for short duration loading, such as wind or seismic forces. Modulus of subgrade reaction, k value may be taken as 100 pci for the subgrade layer of soil. Other aspects of the design, including rigid mat thickness and reinforcement should be determined by the project structural engineer. Compaction Grouting & Semi-Rigid Mat Foundation Traditionally, excavation-displacement or replacement, preloading and vertical drains, stone columns, RCC piles, light weight foundation system, deep soil stabilization methods are used in construction industries for ground improvement in peat soil. Nowadays, deep soil stabilization method is proven to be more economical and requires minimum time. The essential features of deep soil stabilization are columns of stabilized materials that are formed by mixing the soil in place with a binder and the interaction of the binder with the soft soils leads to a material, which has better engineering properties than the original soil. 28 Project No. D-3885-06 Christ Our Savior Catholic Parish u E E I n I I I I E E E E u E I I n I Projecl No. D-3885-06 Christ Our Savior Catholic Parish It may be possible to combine different methods to provide a suitable foundation for the imposed loads eg. using a technique of surface stabilization combined with stabilized cement columns or pressure grout for support of loads. Alternatively, reinforced stone columns can be used that not only transfers loads to the lower and stronger layer rather receives lateral support from the weak soil along the way. Stone columns are generally provided by the specialized contractors and this may not be an option to be chosen because the cost involved during construction may be high. Pressure compaction grouting will be the most practical option in this case by providing pressure grout to a certain depth. The more detail descriptions are as follows: Ground improvement progam e.g. compaction grouting can be performed for the stabilization ofthe subgrade soil from 25 feet to 5 feet below the existing ground (25 feet ofsoft silty and clayey with peat layers). Compaction grouting should be performed under continuous observation by the representative of Geotechnical Solutions, Inc. This ground improvement technique improves the strength and/or stiffness of the ground by slow and controlled injection of a low-mobility grout. The process displaces and compacts this soil as grout mass expands. Specialty contractor (e.g. Hayward Baker etc.) may be selected to perform compaction grouting on design built basis. Preliminary Design Recommendation for Grouting Primary compaction grouting can be performed at l0-feet horizontal distance center to center and from depth of25-feet up to 5-feet below existing ground surface. Grout Mix Grout mix should consist of Portland Cement (Type V), sand (with percent passing #200 sieve between l0 and 30) and water and utilize '|Yo cemenl by weight of dry sand. 29 lt E I T I T I I I I T T I E E u I T E Project No. D-36E5-06 Christ Our Savior Catholic Parish Appropriate amount of water should be added to achieve slump of about 2 inches or less at injection point. Procedure Compaction grouting can be conducted in the following manner: Grout pipes (2.5 inch OD, 1.875 inch ID, flush joint) should be drilled to 25 feet below existing ground surface. a o a a A design placement of 5 cubic feet of grout/stage (stage : I foot) for Primary locations for depths between 25- and lO-feet and 4 cubic feet of grouVstage lor secondary locations and maximum of 0.5 cubic feet of grout/stage shall be injected between 5- to 10-feet depth. Ground surface or structural heave should be observed. Grout would be injected at a rate of2 cubic feeVminute or less until either pressure refusal of the hole is achieved (back pressure in excess of 15 x D psi, where, D = depth of injection in feet from ground surface, maximum pressure allowed is 450 psi). Grout pipe should be retrieved in I -foot intervals Depending on pressures and depth, some additional grout may be placed to maximize the densification of soils at the deeper depths. o a o Grout holes may be drilled in Primary and secondary Pattem. o Grout then should be injected frorn bottom elevation of pipe to 5 feet belorv qround surface. o Grout retum to surface constitutes failure of grout stage. I E T I I I E I T T I E I I T T t.l I I30 Project No. D-3885-06 Christ Our Savior Catholic Parish Grouting shall be sequenced so that grouting does not take place within l5 feet of locations grouted in past 24 hours. a Quality Control Quality control should be performed by the Site Superintendent ensuring that all production data is present in the compaction grout logs and is in accordance with the drawings. These logs were reviewed by Project Manager on a daily basis and provided to the Engineer from General Contractor and also to our representative on daily basis. The date of drilling and date of grouting for each Primary Holes should be tabulated in Table and the detail daily grout logs should be presented, under supervision of Geotechnical Engineer of Record. Compaction of Upper Layer: After compaction grouting is complete, the surficial subgrade soils should be over- excavated and re-compacted to minimum 93 percent of ASTM D-1557, 3-feet below bottom of mat footing. Verification Testing (Cone Penetration Test or Hollow Stem Auger Drilling) We propose to perfonn two cone penetration (CPT) soundings after the grouting to veriry and check whether ground has been stabilized and the static settlernent as well as liquefaction settlement are calculated to verifr that the settlements are drastically reduced. Alternatively, hollow stem auger may be used to drill and get undisturbed sample to verifu and document the increase in blow counts as well as the increased density and calculate the new compression Index, Cc and other consolidation parameters to verift the reduction in settlements. 3l n E E u f u I ! n I T E E T E T f t-l E r Primary holes are grouted first followed by secondary holes, if necessary. e Final Grouting Design should be reviewed by this office. Project No. D-3885-06 Christ Our Savior Catholic Parish Semi-Rigid Mat Foundation After the stabilization of the ground, semi-rigid mat foundation may be designed to support the buildings. The minimum thickness for the semi-rigid mat loundation should be I 8 inches overlying a moisture protective barrier layer of Stego Wrap ( 15 mil or equivalent) over 6 inches of %-inch crushed rock compacted to 95oZ relative compaction and at least 36-inches thick subgrade should be compacted to minimum 93% of the maximum laboratory test standard. The semi-rigid mat footing may be designed for an allowable bearing capacity of 1,200 pounds per square foot. This basic capacity may be increased by one-third for short duration loading, such as wind or seismic forces. Modulus of subgrade reaction, k value may be taken as I 00 pci for the subgrade layer of soil. Other aspects of the design, including rigid mat thickness and reinforcement should be determined by the project structural engineer. Foundation Settlement Assuming the foundation system for these new buildings is a semi-rigid mat foundation over stabilized ground, the static settlement of underlying soils is estimated to be less than 1.5 inch and differential settlement would be less than l/2" within a horizontal distance of 40 feet. Footing Observations All footing trenches for the proposed structure should be observed by a representative of this firm to verifo that they were excavated into competent bearing soils per the recommendations of this report as well as to the minimum depths recornmended above. These observations should be perlormed prior to the placement of forms or reinforcement. The excavations should be trimmed neat, level and square. All loose, sloughed or moisture softened soil should be removed prior to placing concrete. 32 I E r T t l E I f T T E E lt I I n t.l I Prqect No. D-3885-06 Christ Our Savior Catholic Parish 3. Conventional Footings over Compacted Subgrade Any light weight secondary structures like trash enclosure temporary modular buildings may be supported by l8-inch deep, 3-feet by 3-feet spread footings and/or lS-inch wide and l8-inch deep continuous footings bearing on newly compacted subgrade soil under the footing over 3 feet of 90o/o compacted fill and may be designed for an allowable bearing value of 1,500 pounds per square foot. The basic allowable bearing values may be increased by 250 psf for each additional foot of depth and 100 psf for each additional increase in width to a maximum of 2,500 pounds per square foot. Recommended bearing values are for dead plus live loads and may be increased one-third for combined dead, live, and transient forces such as wind load and seismic forces. Footings should be embedded l8 inches or more below the finish grade and should have minimum reinforcement of 2 #5 bars at top and 2#5 bars at the bottom. It is recommended however, that all foundations be reinforced as per structural design. Isolated column footings should be connected to other foundation elements with reinforced grade beams. It is estimated that provided all footings are bearing on properly compacted subgrade soil total settlement will be less than l" and differential settlement will be less than l/2" over a horizontal distance of 30 feet. Other aspects of the design, including minimum reinforcement, footing embedment, additional posts and beams, and the need for interior footings, are to be determined by the project structural engineer. "R" Value test was performed on a representative subgrade sample for pavement section determination. n I T I t t I I T I I T I I I I Pavement Recommendations:I E 33 Project No. D-1885-06 Christ Our Savior Catholic Parish Subject to our review and testing of subgrade "R" values during grading, we recommend the following pavement section for the parking areas for the tested R-value of l8: Assumed A.C A.B. Traffic Condition Traffic Index _(r!)(i!) Parking stalls and 5.5 4 8 driveways Driveways for heary 6.0 4 l0 trucks (trash, etc.) For fire lanes, a pavement section of 6" concrete reinforced with #3 bars at 12" o.c. both ways, over 8" aggregate base compacted to 95% is suitable. A concrete strength of 3,000 psi is acceptable. Expansion joints can be placed at l0 feet o.c. max. At the parking and driveway areas, the top 12 inches of subgrade should be excavated; moisture conditioned and recompacted immediately prior to placing the rock base and asphalt concrete. Rock-base material should be class II aggregate base compacted to minimum 95 percent of its maximum density. Asphalt concrete should be Performance Grade PG 64-10,318" maximum aggregate size and compacted to 95 percent ofHveem laboratory test. Periodic maintenance of asphalt concrete within two to three years period must be done because cracks in asphalt concrete are very common due to temperature changes between summer and winter and day and night and also due to moisture change since both asphalt concrete and concrete are permeable. Seal coating, slurry seal, filling the gaps - crack sealing or crack filling and some other methods are generally used during maintenance. Lateral Earth Pressures: For substructures subject to lateral earth pressure (e.g. any retaining walls lor site development, etc.), the following design parameters should be used: 34 f I T I t I I I l t 7 T T l.t I I I I I Project No. D-3885-06 Chrisl Our Savior Catholic Parish For cantilevered walls, an active earth pressure of 40 pcf/ft and for restrained walls (depressed sections, elevator shaft, etc.), an at-rest earth pressure of 60 pcf/ft should be used. Passive earth pressure of 250 pounds per square foot per foot of depth, to a maximum value of3,000 pounds per square foot may be used to detennine lateral bearing resistance for footings. A coefficient of friction of 0.40 times the dead load may be used between concrete and the supporting soils to determine lateral sliding resistance for the building footings. The above lateral resistance values are based on footings placed directly against compacted fill. Any subterranean building walls including elevator shafts should be water proofed on the outside face, considering the relatively high groundwater levels at the site. It is also recommended that positive means be provided for accumulating subsurface percolation and directing any water around the subterranean building perimeter away from the building. A pipe and gravel drain (4" perforated PVC embedded in at least three cubic feet of filter gravel per lineal foot of pipe, both wrapped with l40N or equivalent geofabric) should be provided on the retained side of any subterranean building areas. This should be located near the top of the footing base on the outside face. While all backfill should be compacted to the required degree, care should be taken when working close to walls to prevent excessive pressure. Corrosion and Sulfate Attack Protection A major factor in detennining soil corrosivity is electrical Resistivity. The electrical Resistivity of a soil is a measure of its resistance to the flow of electrical current. Corrosion of buried metal is an electrochemical process in which the amount of metal loss due to corrosion is directly proportional to the flow of electrical current (DC) from the metal into the soil. Corrosion currents, following Ohm's Law, are inversely proportional to soil Resistivity. Lower electrical resistivities result from higher moisture and chemical lt I I I : I t I 2 t I I t I t I I f I 35 Project No. D-38E5-06 Christ Our Savior Catholic Parish contents and indicate severely corrosive soil. Other soil characteristics that can influence corrosivity toward metals are pH, chemical content, soil types and site drainage. Based on test results, the soils are classified as severely corrosive to ferrous metals and low to Portland cement concrete. Therefore, we recommend Type II cement and a maximum water-cement ratio of 0.50 be used for all concrete Portland cement for all concrete elements in contact with soil. All fenous metals and pipes should be properly coated and wrapped. Soluble sullate content in soil has a significant impact on concrete deterioration over tirne. However, sulfate exposure is negligible for this site. Sitc Dreinrgc: The site should be sloped to direct water from any source away from all structures. Roof gutters and down spouts shall be provided for building and water shall be diverted to storm drain system. Grading Recommendations: The site grading will be required at the project site for clearing and over excavations Grading and excavations shall be accomplished as follows: Prior to grading, existing structures, its foundation, existing asphalt and concrete hardscape areas, free standing walls, trees, grass should be removed to full depth and hauled off-site. Existing utilities should be rernoved and relocated as required. Any construction debris or contaminated material shall be removed and hauled away from the srte Planters near the building should be avoided if possible and if used, they should be water proofed. Inigation should be controlled and an area drain system should be provided to avoid water intrusion beneath the structure. I I I I I I I I I T I I l I I I t T E Jb Project No. D-3885-06 Christ Our Savior Catholic Parish Non-building areas such as asphalt concrete or concrete driveways, hardscape areas and walk-ways should be excavated to minimum 18 inches below finish subgrade and compacted to 90 percent relative compaction in accordance with ASTM D-1557. Relative compaction of all fill materials placed on site should be tested in accordance with ASTM D-1557. All new filt shall be brought to near optimum moisture, placed in layers not exceeding six inches in thickness, and compacted to at least 90 percent relative compaction for subgrade and 95 percent relative compaction for aggregate base. No jetting or water tamping of fill soils shall be permitted. Imported soil or for subgrade under asphalt concrete and all exterior concrete, shall consist of clean, granular, non-expansive soil, free of vegetation and other debris with an Expansion Index of 20 or less. No soil or aggregate base shall be imported to the site without prior approval by the Geotechnical Engineer. No excavation shall be performed and no fill shall be placed, spread or rolled during unfavorable weather. When work is interrupted by rain, operations shall not be resumed until the Geotechnical Engineer indicates that conditions wilI permit satisfactory results. Construction Verification Procedures Over-excavation, placement of engineered fill, stego wrap, gravel layer, footing inspection should be done under the observation and documentation ofa representative of the project Geotechnical Engineer. This would help veriff relative compaction levels and compliance with the controlling agencies and also to our geotechnical engineering report. Geotechnical Engineer means a representative of the consultant company of record, including but not limited to the licensed geotechnical engineer, certified engineering geologist, and field technician supervised by and reporting to licensed professionals, as applicable to items to be verified. 37 Pre-Grading Meeting: A pre-grading meeting shall be held prior to the start of any grading and construction activities. Attendees of this meeting should include the Owner, the Architect, the Geotechnical Engineer, the Contractor and the City Building Department field representative, to review procedures and scheduling. Earthwork 0bservations: At all times, the contractor should have a responsible field superintendent on the project in full charge of the work, with authority to make decisions. He shall cooperate fully with the Geotechnical Engineer in carrying out the work. All footing trenches for spread footings (secondary structures) and subgrade for the slab areas should be observed by the project Geotechnical Engineer to verifu that over- excavation and re-compaction operations of adequate depth, thickness, and compaction have been performed as specified. All footing excavations should be trimmed neat, level and square. All loose, sloughed or moisture softened soil should be removed and replaced with properly compacted soil. 38 Project No. D-3885-06 Christ Our Savior Catholic Parish The following are noted as items requiring verification during construction. Relative compaction of all fill materials placed on site should be tested in accordance with ASTM D1557. All new fill shall be brought to near optimum moisture, placed in layers not exceeding six inches in thickness, and compacted to at least 90 percent relative compaction for subgrade and 95 percent relative compaction for aggregate base. No jetting or water tamping of fill soils shall be permitted. All imported soil for engineered fill shall be pre-approved by the Geotechnical Engineer and consist of clean, granular, non-expansive soil, free of vegetation and other debris with an Expansion Index of 20 or less. I I T I I I I I I I I I E I I T I t t Project No. D-3885-06 Christ Our Savior Catholic Parish During excavation of the pad, it is possible to have a high moisture content bottom in yielding condition due to the shallow water table and depending on the time of grading. To stabilize the base of deeper excavations or to replace sloughed materials close to the groundwater level, special measures may be needed if purnping or other problems are encountered. These may include the use of 2-sack cement slurry backfill in localized areas, impo( crushed rock type materials, filter fabric, or other measures as may be appropriate. To address such conditions, the Geotechnical Engineer should be consulted during construction. General Geotechnical Observations: At a minimum, we recommend that the Ceotechnical Consultant representative be present to observe and provide testing during the following construction activities: - Pre-grade meeting; - During Compaction Grouting; - Excavations for compacted fill; 39 Construction observation and fieldtesting services are an essential continuation of our prior studies to confirm and correlate our findings and recommendations with the actual subsurface conditions exposed during construction, and to confirm that suitable fill soils are placed and properly compacted. It should be the Contractor's responsibility to notiff the project Geotechnical Consultant at appropriate times for observation. A representative of the project Geotechnical Consultant should be present on site during all major grading operations to veriry proper placement all deep foundations and adequate compaction of all fills, as well as to veri$ compliance with the other recommendations presented herein. - Observations of subgrade compaction; - Backfilling of utility trenches, pits, and trenches following demolition; Project No. D-3885-06 Christ Our Savior Catholic Parish - During pile driving & Monitoring; - Vibration Monitoring; - Placement of all fill, backfill, and pavement structural sections; - Final excavations for foundations, retaining walls, and slab-on-grade; and - Final as graded report and certification. Rema rks The conclusions and recommendations contained herein are based on the findings and observations made at the test hole locations. It is not unusual to find conditions between and beyond such locations, which differ from the conditions encountered. If conditions are encountered during construction, which appear to differ from those previously disclosed, this office should be notified so as to consider the need for modifications. On- site construction observations and wherever appropriate, tests should be performed during the course of construction by a representative of this office to evaluate compliance with the design concepts, specifications, and recommendations contained herein. This report has been compiled for the exclusive use of the new Sanctuary Building, Parish Center and Meeting Rooms buitding, the client, their agents, or representative. It shall not be transferred to, or used by, other parties, or applied to any project on this site other than described herein without consent and /or thorough review by this office. Limitations This report is issued with the understanding that it is the responsibility of the owner or his representative to see that the information and recommendations contained herein are called to the attention of the other members of the design team for the project and that the applicable information is incorporated into the plans, and that the necessary steps are 40 - Observations ofbearing materials for footings; Project No. D-38E5-06 Christ Our Savior Catholic Parish taken to see that the contractors and the subcontractors carry out such recommendations. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur wilh the passage of time, whether due to natural processes or to the works of man, on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated, wholly or in part, by changes outside of our control. The validity of the recommendations of this report assumes that Geotechnical Solutions, Inc. will be retained to provide these services. The scope ofour services did not include any investigation for the presence or absence of hazardous or toxic materials in the soil, surface water, groundwater or air, on or below or around this site. Geotechnical Solutions, Inc. 4t Project No. D-38E5-06 Christ Our Savior Catholic Parish Bartlett, S.F. and Youd, T.L., 1992, Empirical analysis of horizontal ground displacement generated by liquefaction induced lateral spreads, Tech. Rept. NCEER 92-0021, National Center for Earthquake Engineering Research, SLINY- Buffalo, Buffalo, NY. Califomia Building Standards Commission, 2016 California Building Code, California Code of Regulations, Title 24,part 2, Volume 2 of 2,2016 Edition. California Geological Survey, 2008, Guidelines for Evaluating and Mitigation Seismic Hazards in California: Calif. Geol. Survey Spec. Pub. I l7A. Civil Tech Software, LIQUEFY5, latest version 5.8n, developed by Civil Tech Software and updated 2012, Earthquake-induced Liquefaction And Settlement Analysis. Ensoft, Inc., Computer Program. LPILE 2016.9.10 version, developed by Ensoft, Inc., A program for the Analysis of Piles and Drilled Shafts under Lateral Loads. Ensoft, Inc., Computer Program APILE version 2018.8.1, A program for analyzing the Axial capacity and short term settlements ofthe driven pile under axial loadings. Hart, E.W., Bryant, W.A., 1997 (Revised), Fault Rupture Hazard Zone in Califomia California Division of Mines and Geology.. Spec. Pub. 42. Mortoq D.M., and Mller, F.K., 2006, Geologic Map ofthe San Bemardino and Santr Ana 30' x 60' quadrangles, Califomia: U.S. Creological Stwey,OparFile ReportOF-2006 1217, scale l:100,000. Jennings, C.W., 1962, "Geologic Map of California: Long Beach Sheet: California Division of Mines and Geology, Scale l:250,000. Pradel. D., "Procedure to evaluate earthquake-lnduced Settlements in Dry Sandy Soils", ASCE Joumal of Ceotechnical and Ceoenvironmental Engineering, Vol 124, April 1998, and ERRATUM in October 1998. 42 References Bartlett, S.F. and Youd, T.L., 1995, Ernpirical prediction of liquefaction-induced lateral spread, Joumal of Geotechnical Engineering, ASCE, Vol l2l, No. 4, April. Califomia Department of Water Resources groundwater well data: http://wdl.water.ca. sov. Project No. D-3885-06 Christ Our Savior Catholic Parish Robertson, P. K., 1990, Soil Classification Using the CPT, Canadian Geotechnical Journal, Vol. 27, No. l. Robertson, P. K. and Campanella, R. G., 1989, Guidelines for Geotechnical Design Using CPT and CPTU, Soil Mechanics Series No. 120, Department of Civil Engineering, The University of British Columbia, Vancouver, B. C., Canada V6T 1W5. Robertson, P. K. and Fear, C. E., 1995, Liquefaction of Sands and its Evaluation, Proceedings of the First International Conference on Earthquake Geotechnical Engineering, Tokyo. Seed, H.B., Idriss, 1982, Ground Motions and Soil Liquefaction during Earthquakes, Earthquake Engineering Research Institute Monograph. Seed, H. 8., Tokimatsu, K., Harder, L. F., and Chung, R., 1985, Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations, ASCE Joumal of Geotechnical Engineering, Vol. I I l, No. 12. Tokimatsu, K. and Seed, H. B., 1987, Evaluation of Settlements in Sands due to Earthquake Shaking, ASCE Joumal of Geotechnical Engineering, Vol. I13, No. 8. U.S.G.S., Design Maps Summary & Detailed Report: http://ehp4-earthquake.cr.usgs.gov/designmaps/us/sunrmary.php & h ttp://ehp4-ea rthq ua ke.cr, usgs.gov/design ma ps/us/report. ph p 2008 National Seismic Hazard Maps - Source Parameters. https://earthquake. usgs.gor'/c lusion/hazfau Its_200 8_search/qucry,_results.c lin U.S.G.S., Earthquake Hazards Program, Unified Hazard Tool - Interactive Hazard Curve and Interactive Deaggregation web Site. https ://earthquakc. uses. gor,/hazards/interactive/ Yen, B. C. and Bright, R. E., 1990, Residential Foundation Deterioration Study for the Cities of Lakewood, La Palma and Cypress California, Report Prepared by Califomia State University, Long Beach, Pursuant to Senate Bill 2016, Chapter 1438 ofthe Statues of 1988. Youd, T. L. and Idriss, I. M.. eds.. 1997, Proceedings of the National Center for 43 Project No. D-3E85-06 Christ Our Savior Catholic Parish t T T I I I I I Earthquake Engineering Research (NCEER) Workshop on Evaluation of Liquefaction Resistance of Soils, Technical Report NCEER-97 -0022. t l t t I I I t I I44 Project No. D-3885-06 Christ Our Savior Catholic Parish Appendix A Plates o Vicinity Map o Conceptual Landscape Plan o Plot Plan and CPT/Boring Location r Cross Section Profile A-A o Cross Section Profile B-B o Topographic Map . Google Map o Site Regional Geologic Map o Seismic Htzard Zone Map o Historical High GD Water Map o Quaternary Geologic Map 45 VICINITY TVIAP GA I I 1J rrrll-lzl u,ll(Jl 1 I --..-TlritfltEI ]<l t--1 2l I (DliE 1{ to\, -joz 3t" lcoz Cr GREE ERS o 1 rt/ ROWLAND FF SANTA ANA t:rf (JooO L Lr.i LL d_ Z oz. >-d, t!sla-:t <eleal F aIO-) I I t-Et! =' (r lvri-E EEK L-_l ctl(Jl LTJ { 'Jl Iood.ol,O t! LL-O Lr.t(f) o cv.@ o WAKE l\r1 (! 3 of (g lt V LU CD I I n CCrL! B EAR OREEK O I I ii LTJo4 =o-l ?1_l I I I ) BAY i \ I CF f- z CARRIAGE l I l- LTJ C, T ilul<l >t<t ? car roruaoe -.-l SITE ozo o SAN LORE rl LTJ * LLIrrlry_o€! H E.HEMLOCK ALT-Of\L u.J OAMASCUS LL,] MACARTHUR SUNFLOWER -T EKCRDEEP Project No D-3885-06CIIRIST OUR S^IVIOR CATIIOUC PARISH 2000 W. 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I I I . Er Ir I I ll t I Ir I J --t I I I II -D I I T T ) IT TI - - I II I IT I - Christ Our Savior PROFILE A-A CPT-2A B-1 B-2 CPT.3 B-3 CPT.4 GENERALIZEO Protile CL ct CL ct CL SM SP SM SP SM SP CL LEGENDl v ct CL SM SP ML CL sP/stu GROUNOWATER @ FIElD SILry SAND POORLY GRADED SANO SILT CLAY SANO/SILTY SANO Hisl. High G.ol,n.lwaler rmrrm 7@ 0 10o l0 E 20 20 30 30 I 40 40 H 50 50 60 7A 70 7575 SM CL -r CL CL CL c! ML sc CL CL CL CL CL Srlr SM CL ,,,%, CL PLATE: B-3 Nor ro ExAcr scalE - TT l v CL CL ; I I - I I I. I I - II I lI T I IiI I I I CPT.5 CPT.1 B-6 CPT.4 CPT-3 B-3 B-2 0 o 10 10 E 20 30 30 T 40 l0 H 50 50 T 60 70 to 75 T5 -I SP CL CL sr\,r CL CL CL CL CL CL CL SP CL CL SP ML CL SM CL CL sNt/sP CL SM/SP CL CL SP SM]SP CL CL c! SP LEGENDl' t 7/ZZ' s SP ML CL sP/su GROUNOWATERe rELO SILTY SAIID POORLY GRADED SAND SILI CLAY SAND/SITTY SAND I Hirt. Hi9h Grcundwator:__L PLATE: A-4 Christ Our Savior PROFILE B-B u SM v ct ct ct-rslvl ,. .//, 7///, - I_ -T- I I I I I I I I I I I I I I I I I T I TOPO MAP 1 1 70 54'OO" W wGS84 117053'OO" W at E!I ti I pLrc:t'IL slr-r z Oo_(r, d- mm I o in+ fr)ra t fr,aII a I It *Yr I :l-,rdt.|'"o - a'- s.t cE Sz t(5 I 'Et UcF.dd.n a,r Hirh s.b ..irr t l,t iilrf ,,f l::::i.'-;,-::.. a I aa'.?l't --l' 'aI ItP,;re ); ir'rl t \r1!. ],.{ a I aP4C'a,c *a Lq13 ve a SITE Iz oo -C.lt ro IL z o iv$ cr)f., Lr.lt= ! !rj I. i!9e*.,j.,TIf,t i, //- suua-owE.h .l t AVE I t q o a f) -*" Y I I R,llyb Schl s Be.r St 1 17" 54'OO" V\wGS84 117053'OO" W I MITE05 0 lm lttr U ,Jt)Im MEItns T}'I 1/. IvIN Project No D-3885-06 Plate CHRIST OUR S.A,VIOB C.fi.THOUC PABISH 2000 W. Alton Ave. Santa Ana, California 92704 C Geotechnical Solutions, lnc. g r o L T 35 t- I { laa ,$g *, I tll = trE- I t: ffi= IT 7 (,1. 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I I T I I t I I t t I T I I T t I I t I vil I qv. \,A ) \ / c*$ / \---/ I I l I I \ \ ) \ I .nl I ,Oya + D-388s-06 Prqect No. D-3885-06 Christ Our Savior Catholic Parish t I I I T I I t I I t T T t T 46 Appendix B Boring Logs & Laboratory Tests I I l I T I I T T I I I I I I I T I T rolecl Chrill Our S.vlor C.thollc Parish Location: 2000 W. Alton Avo, Santa Ana, Califomia 92704 Numb€r D-3885-06 SAMPLES I 3 , 6 6! - t&e 6 E (9 E '9 MATERIAL DESCRIPTION E Key to Log of Test Hole Plat. No. I =8 & g' 3 l bo E". 96 3X o-z OTHER TESTS AND REMARKS E E E COLUMN DESCRIPTIONS 1 gg!g!!q!! Elevalion an feel rclerenced to mean 3€a level (MSL) or s e dalum Material D6caiotion: De3cription ot maienal encounteredi may include color, moisllre, grain slze, and densily / consistency. Approx end'= 35'lo-50% "some" = 20o6-357.i "ltlle" = 10%-20%. lrace'= 0to-10%998!E Depth rn feel below lhe gound surface Srmole Tvpe: Type ot soil sample collecled at depth inleNal shorrni sampler symbols a.e oxplained b6low U.g jgqC_9.9dg.Eg Morstur€ cont.nl of s3mple, as percentego of dry r€ight of 30 moausred rn lab according lo ASTM D2937. Samole Numbor: Sample denlilicalion number, "lNRf anea numb€r indcatgs no ElmpL racovary. 10 Div Unit \ry.irht: Ory urnt rEigft of sorl sample, in poun& pcr crt b fuol, measlred in lab according to ASTM D422. Blowa / 6 ln.: Number of blows lo edvance ddvon sampler each 6-inch dnve rnterual, or dislance noles. using a 140-lb hammer wilh a 3o-inch drop (unless olherwise noled) 11 Parcenl Pe.sino No. 200 Sieve: Percenl ofsorlby weigtrt fner then the No. 200 sieve according to ASTM D422, G.aphic Svmbol SoitType Symbol 12 Olhe. Tesls a nd Remarka:Comments end observalions Blows /'12 in.: Blor,ns per 12" based on Col 5 equal to unconectod N-Value where SPT used regarding drilling or sampling mede by dfiller or feld personnel Olher lab tesls are hdicated ushg abbevialions explained below TYPICAL SAMPLER GRAPHIC SYMAOLS OTHER LAgORATORY TEST AAAREVIATIOI{S Calfomie (ring-l'ned) ffi ffi X Modilled Cahlomia (brass tube-lined)COMP CONS os EI Atlerb€rg Lihits Test (ASTM tN31E) Compaclion lest by modifed effort (ASTM D1557) Ofl e-dimensional consolidation lest (ASTM D2435) Oirecl shear tesl (ASTM 03080) Expansrcn index lest (ASTM 4829). indox al 50% saturation Hydrometer analysis (ASTM 0422), %<5 micros Lquad Limrl trom Atterberg Limit* tesl Plesticity hdex from Atlerberg Limrls lest Sieve analysrs (ASTM Dl22). vo<{2o0 .ievo Sand eqlivalenl tesl lor fines @Jltamination {ASTM O2119) Uncontined comprsssiv€ slrength lest (ASTM 02166) Wash analysas (ASTM 0422) %<*200 sieve Slandard Penelralion Test (SPT) sphl spoon Shelby Tube Bulk Sample Grab Sample HD LL PI SA SE UC OTHER G RAPHIC SYMBOLS g I Frrst waler €ncounlersd al time of drilling and sampling (ATD) Slalic water level measured at specifed time ai6l d.illing Chanoe in mate.ial properlres wilhin a lithologic sll-atum lnlened contacl belwe€n soil slrala or g€dational lilhologic change Soil Classificalron are based on the Unilied Soil Classilicalion System oescnplions and slratum linei are interpretive; tield descriptiofls may have been modjfed lo rellect lab test results Descnplions on these logs apply only at lhe sp€cifc bonng locationg and at lhe lme lhe borings were advencedi lhey are not wananled to be represenlalive of subslrface condilrons belween samples, al olher l@3lions, or times r E 2 3 9 5 6 7 Etrl@EEEEEE N Borehole No. Plale No Paqe I of B-l 11a I LOG OF TEST HOLE Pro,ecl . Projecl Location Prcied Numb€, chdrt olrr s.vior c.rhollc P.d.h 20Oo W. alton Av.. S.nu An., Crlltomh 9270a 0-388 6 1aOl!.dEPPrrc 30 n h..cJii6[ tmd, tuG, sPTGrcu.dr.r.r .Munr.nd .l l9 d.olhGiouldfi, L.v.l .id D.r. comr. R.L. ro proi d.n r( holo SAMPLES ,! I 3 .o .E5r3i iR 6-Z !9 iE69 9 E t MATERIAL OESCRIPTION 9 E Sflty S.nd (SM), drrt gr.y. noisl. tn€dhrn danlc O2': S.l|dy CLy w/ s{t (CL). .r. !rty, v!ry mol.l, ft. to mldrm gr.h.d, vlty 3lrll @5' CEFy Silt (Mt), or.ngi.t 9..y, vl,l mol3l, strl Ql0rElss[c Sill {Mt). wry d. 0iay, v.ry moisl. ton lo madiom P..t Lryar els Paai, v.ry moi.t. d. 9rr.soniom.dium e 20':SandyCl., (CL),gray, moill. m.dilm sl,tl 6rou r enaountered @ 19' S @25' SdVS.nd (SM)w/som. cl.y. hld d.n*. noisl. brown \\@30' Sand (SP). moi.l. broM, modiumd.ns.. blowr @35':S.nySill (ML). yellowish 9..y.Iine io verynne. very 25 29 40 1 7 2a I 2 7 24 80 95 I 9 72 1 I 5 HO:68:17:15 (sa.t.d) P.P..k / Ut{irn t = 160. c: 160 psl (Uli) 100 13 96 56 45 1 75 50 97 3l 21 12 t8 12 17 8 9 @4O Sity Sand/Sand (SM/SP), g.ay, dens€. verymoisl I t" FL L L,o 40 35 :E t5 E 10 35 45 30 20 25 30 5 0 5 8a€ r1 c2 c.3 c-1 s-1 S2 c-5 S3 S4 c,t 9-r t 16 1-9-12 5-8-10 1-2-10 5-7.10 1-15-25 2-1-1 2.4-5 151 GEOTECHNICAL SOLUTIONS, INC. I N I I T T I T I I I I t T I I t I T I I I T a6r OTHER TESTS AND REMARKS 40 T I I T T I t I I I I T I t I I I I T Proiecl : Project Localjon Project Number Christ Our Savio, Catholic Parish 2000 W. Allon Av.. S.nt An., Califoml.92704 D.3885-06 LOG OF TEST HOLE Borehole No Plate No Page 2 of B-1 t-1b 2 loggd 8y BA Dnr Bir S,z,515 B5l CALPAC Onl'69 r{0 rbr drorPrng 30 'ncn63 R€Lr to 116 plt.t lq lo.at on g -9 o SAMPLES ' MATERIAL DESCRIPTION I 3 l >o 3' EI iR o-z OTHER TESTS AND REMARKS E z ! EE 6! o,d 15 .10 50 -15 55 -24 -30 .40 45 50 s-3 s-6 9-'12-17 12-20-29 @45': Sand (SP). Sny. morsl, fine to n.dium. med dens.. grav @50: Sand (SP), siny. dens., y.llowi.h glay, un€ to verytin. 1 5 1 6 9 42 Totaloepth = 51 5 f.cl Gound wet6r Encounl.r.d @19f6cl B8ct ilhd vcunino3 GEOTECHNICAL SOLUTIONS, INC 29 it9 Borehole No Plate No. Page 1 of B-2 t-2 1 LOG OF TEST HOLE Project : Projecl L6ation Project Number Chrlrt Our S.vlor C.Uolk PrrEh 2rr0o w. Alton Ay.. S.nr, A!r.. G.lfoml.92r0a 0"3885..r,6 315 851 1a0 rb. doP,l.l 30 6tl.rC.llmr {nng), biJfi, SPTG@..r,.r....counr.6d .r 16 d.plho,Md'rtd!.Elsd o.L collmnll R.Lr l. pLt pls lq l€.0d 9 Eg '6 2 b I i > .tE.. HE 3Fto OTHER TESTS AND REMARKS ,9 s MATERIAL OESCRIPTION ! 9 9 CLFy S.'{(SC) g/!lt, d.rt !r.r. moid. nxdiun.lcn$ e2 r Cby.y Sard (Sc). s[ry, .Ybitl. ,tt dbm dGm.. lr.wls Q5' Siny Clsy (CL), med lo daft grar. oi!l. !tn. bv, Pl.lirdlv I 0 23 3 er e 5 1 1 5 9 8 7 c 96 86 35 rater( 99 HO165:15:20 (s, si.cl) osiP.Pcak / ulr=Unimr. a = 25o, c= rOOo pr(P) a = 220. c:850 pst(UI) d@16' V 1l l3 3 O1O:ElaslicSill (ML). P6.t. d8.t gray/bltct. moiil, soll lo m€d &15' P..1. very moisl lltct. v!ry lotl Groundwat L @ 20' P..l @nlinued, s.r'c.3 abov.35 26 21 91 8ag r1 c-2 c-3 s-1 s-3 s-2 SJ c1 9-12.1? 7-7.10 6.6.7 1- j,2 t-21 266 3-,!-7 l1 6 Smdy CLy e25': S.trdy Cltry (CL). g.ay, slill. v.ry mo{sl @3O Sandy Cl.y (CL). moEi.gray. stff. b.own lolal Depln = 3l Sleel C{ound water Enclunl.rod @16 8acllill€d uliings : 2A :E 15 l 10 E1 {0 o 2 35 5 30 0 1 5 25 30j 5 35 0 455 Iro GEOTECHNICAL SOLUTIONS, INC N I N I N ! T T I ,l I I I I T I T I I I t I I I Pro,ecl Proied Locrlron Proiecl Number chrbt Our S.Ylor c.iholk P.ri.h 200! W. Alaon Av.. S.nr. A.r,Crllromh 92701 D.3EEffi6 LOG OF TEST HOLE Borehole No Plate No. Paqe 1 of &3 1 265 s4t (ilrrldr.l, Lhl ,n o.l.Ge..ii.r.r.,wnr.rd .r la d6rh c.Ilqn'. {nn!), borh. sPl 1{0 Dr dn Fnc 3O n.rr! collft.rr . R.r.' lo pror d.n r( ldl6 SAMPLES MATERIAL OESCRIPTION ' 2 ,9 ; ao .t ;g*! 3n -i€ OTHER TESTS AND REMARKS E 39 i -r2 I 4A 0 ? : 35 5 : t0 1 0 lE 25 r5 E 20 2A !5 25 10 30 5 35 0 5 gagtl c-1 c-2 c.3 7.9-9 3 5,8 3-5 7 Y 18 13 12 35 3 1 2A 76 92 84 93 5t 93 0S: P=P.6k/ UrFuninrre a= 1/, c= 2oo pil(P) a = r5o, c. 150 p{ (Un) Y silv s€nd.66nd (sM6P)). lilhr btox/r, s.rru gr.vll p.c.s e2 : S.nd, silt/Silty cEy (M[/CL). gr.y. wrv moBl. cifl 05' S!m. !s abov.. mld to dlt gBy. moisl. ttac. bl.ct clav @lo':Ellslic Silr (ML). Parl.d. 96ylbllcl( moisl 3W Groundwater encountered @ 14' s,1 s-2 s-3 2.2.3 245 1.5.8 5 9 @ls'. P€ar v.ry 6oi3l bl.cr. m.dDm slitl 30 22 20 e 20': S ly Cby, sr8y. vcry no6l. e25 S!m..s rbov€ v6.y mok( Tot l Daph.26.5 t .l Grcund wrr.r Encouil.Ed O 14 Bactlillrd w/@Mgs GEOTECHNICAL SOLUTIONS, INC I I I I T I T I T I I T I I I I I t I 13 Borehole No Plate No. Paae 1 of B4 t-4 I LOG OF TEST HOLE Prolecl l Project Location Project Number chrl.r Ou r S.vlor C.thollc Prd3h 200{ w. anon av.. s.nrr an., crllfoml. t2704 0.3885{6 alI r.o rbt ar.pri.l ao ,rri.tc.lil@€ (m!). but(. sPTcend,..r.r.mr.i.d .r 2a d@lhG@.dwn., L.v.l rrld Dn. C66..13 Ritir t. Frr, Pls lor bdUd SAMPLES I ;: E 9 B ! a -E Eri,j OTHER TESTS ANO REMARKS E :9 MATERIAL DESCRIPTION E '9 6 9 Slty Srnd Wgr.v.l (SM), g'.y, morn, rEdiu.n tlii, gr.vlls 02 : Srry Chy (CL) gr!y. ntoiEl. mtdun st'r.gEvalt @5: Silly Clty (CL). sr'yoliv. brown. moilt.lrace blect clly I 3 l 5 1 3 I 9 I 90 7A V 11 5 6 @lo :Elssic Sill (ML) PEal.dart snylblacl moist. 3oll 01 5', P.rt. very moisr. blrd. very so( @lS Siny Cl6y O 20 Silly CLy. v.ry moisl. d.rk grty lo bto*n. sol Groundwater encountered @ 23' (!8 . Becones Dhcr. Peal 8a0 r1 c-2 c3 s-1 s.2 cl 7 6-11 'r.6I 1.3-3 122 Y 1 22 t3 6 s-l sa 4.6-7 't.24 sand (sP). v.ry moi3I. b.own o30' $ndy sitl (ML). m&1. brour. tlill Droei €25 Sam. ar abov.. very moi3t F. t' I [,. 35 l t5 JO :E E 45 40 30 25 20 30 .,1 GEOTECHNICAL SOLUTIONS, INC I N I *N I N I T T I I I t T t T I I T T T I I t I Tol.l Oedn = 31 .5 rc.| Ground wal.r Enco!,nLrcd ii 23 Badfillod w/qrthoi 35 0 I I I I I T t I I T I I T I I I I I I I Chdlt OorS.vlor C.$olk Pr.l.h 2oOO W. Alton av.. S.nu Ani, C.llromh 92704 D-3EE5-05 B-5 t,5 1 LOG OF TEST HOLE P 1of Projecl rolecl LocalDn Nurnber Bo.ehole No Plate No. Gtun<rw.l.r L.!.1 ..d o.l.6dr!dw.r.r.@nln.d .l li d.olh 1a0 rbr dE9rmg 30 'h.Jr!. 515 R.i.r ro ror pl.. rd Lolion c.rrd (dle). ldr sPI I = 9t a .E, 5s:i I3 OTHER TESTS AND REMARKS ]e j I MATERIAL DESCRIPTION i9E e I o Sandy Clsy {CL), d.lt gdy. moisl. m.dilm lut @2': sify cl.y {CL). gl.y, moalt. tr!€dhm slilt. gr.vdr @5' Silly Clly (CL), med lo da g.ty. moisl,lr!c! blacr clav 3 1 I 86 I I 70 85 HO 15(SA):20(SlI57(CL) Y Bagrl s,1 c.2 c-3 c-r 8-9,9 3,6,8 1-3-3 ,-2-3 Y 18 6 5 @lO:El.sl,cSill (ML) P..1. d.rt gl'y/bhcl, m.isl, toll @15':Peal. Silt Clay. very molll. bLct. m€diun 6,oundwater encounteaed @ 1t' e20': Silly Clsy. gr!y. v.ty oist. vcry sl,fi N S @25':Siliy S.nd lo S.nd (SM/SP). moisl. g..y. modiumd6ns @3o srlty Sand to Sa.d (SM/SP), moEt. gray, medrm dense O35 : Srndy s /S.idy Ctsy (ul-/cl). yrloln3h gr.v. nroisl low plasliclt. slitfN 2 I 3 2 5 16 19 r6 i5 38 @4O Slnd/Silty Sand (SP/SM), tov,nish gl!y, very moisl. d.nse, rae lo coa6. gEinedS S5 s-2 s-3 Szl s-6 {.8-11 4.6,10 9-11-21 !-7.9 5 6.9 E lE 15 E E 40 45 0 2 5 0 .,] 2 0 20 1 5 25 0 30 5 35 0 5 --.1 t' Il 35 _-.] !olII GEOTECHNICAL SOLUTIONS, INC I I N SAMPLES E 25 Prciect Projecl Location Proiect Number Christ Our Savior Catholic Parish 2000lV. Allon Avo. S..lL Ane, C.litomi. 9270,1 D-3885-06 LOG OF TEST HOLE Borehole No Plate No. Page 2 ol B-5 t-5b Lof.d By 8a OnllBrlSE /515 Oil Rrg lype 861 1,101b! d.opprng 30 Lnch6s conrn€.1! R6,..b 3n. y'an lo.locruon I -9 o SAMPLES t MATERIAL DESCRIPTION 2 6: 6, ) a sl o-z OTHER TESTS ANO REMARKS E '-9 .99{i 6! (, 5 45 -10 50 ,15 55 -20 .30 -40 45 50 s-5 s,6 9-11'16 12 18-29 27 @a5: Sand (SP), Silty. molst. tine to mdium. med d€nse. grey @50 Sand (SP). s ly, dens€. y€llow!3i gtay.llne lo verv line 5 1 6 10 9 IoralO.pth = 51.5lecl Golnd waler Encounlcrcd @16leel Backlll.d vcultings GEOTECHNICAL SOLUTIONS, INC. I T I I T I I T T T I T I T T t I T I I I -35 I 99vrg FEduluJ 0,I65t ! * t (%) s.'s 0OZ oN 6 _1 - z-C.iooz?*0,o,E6Bd)0.0-, F: E. ! 3E EC iE E E E ut o! F TIJF ooo tI 5 : tt ES 5 5 E ? a 3 a '- 5 2o F o-eo r!o JsE UJF = a E t E EI E I p 6t ts5 5 I t I E :I E betP: uti.E o 9 .* ! E -E g 5= i.i EE (o e t a; 3 g 5 ! a e g a 5 E iE EgIi3t 2 .g/smt8 ..u4s6.u uoqE|au.dUJ E E 3? 3e,iE,o O;3Ei co 6Ed 12 I : , t TI g 2: Erll 6:5 t, ,,,, t,,, , , t,,,, Ll -lI I I T I T--r--r_rrr-r--r-rrr--t----lII ()z U;zo FlJoa J Iz -O TUFo tIJo I r-u IITI-ITII.IIIIIITII I 6I x Prolecl Projecl LocalDn Proiect Number Chdlr O(,r S.vlor C.thollc P.d.n 2rroo w- Alio. Av.. s.nt an.. callfomi. t2704 o-388S{6 LOG OF TEST HOLE Eorehole No Plate No. Paqe 1 of B-7 t-7 1 No GlMrrw.r.r.,!fur.,.a c.l,r6o (^nO. b!rr. sPI lro bt d@pp'n9 3a ind€i R.rd ro ror d.r ld l..tl6 'MATERIAL DESCRIPTION I p z2 2 n : a I; p. OTHER TESTS AND RETIARKS , .9 8.9 r1 Sandy Ctay{Ct). Siiy, moisl. drrlorly 6.r HD 36 ?5:39 (3! srd) ? c.t 7,19 25 t5 32 e2: S.n6y CEy (CL), s[y. dlrt broM. mdst. frr.lo mldium g incd v.ry $n 7C 107 35 5 oS P=P.at / Uh.Utllmrr. f=3f,c=3sOpsl(P) a:310. c:250 pll (Ult) c-2 11119 @5 rClryey Sand (SC), medium d,ens! orang./lray. noisl 117 t t0 c-3 ].t11 16 @1o: Sandy Cl6y Msilt (cL), st!t. darr b.own. lnorsl 25 15 s-1 +t9 @15. Sam€ as.bove 21 20 2A Bactfll€d wrh soil cutungs 25 30 35 45 GEOTECHNICAL SOLUTIONS, INC. I T I I T I I I I t I T I T I I I I t Total o6ph = 16 5le€l No Gro!n6^..1$,...icounl.r.d , 1o_ : 5 : o : I t I I I T I I ! t I 1 T I I t I I I I 5 4 9* U)v >l a 3 D c ? A B n 0 23 NORII{AL LOAD (KSF) 4 5 SYMBOL LOCATION A B-1 B 8.1 C B-2 D 8.2 DEPTH (FT) 10' 10, 5', 5' TEST CONOITION coHEsroN (PsF) 200 160 1000 8s0 FRICTION (DEG) 18 16 22 Saturated - Drained Peak Saturated - Drained Ultimate Saturated - Drained Peak Saturated - Drained Ultimate Christ Our Savior Catholic Parish Pro ect No D-3885-06 Plate2000 W. Alton Ave. Santa Ana, Califomia 92704 J-1 Geotechnical Solutions, lnc. DIRECT SHEAR I I I I I I I I I l I I I I I I I I I I I I I I I 1 I l I 1 DIRECT SHEAR 5 4 l&av '] a 3 2 1 0 0 2 3 4 5 NORMAL LOAD (KSF) SYMBOL LOCATION A B-3 B 8.3 C B-7 D B-7 DEPTH (FT) 10' 10' 5', 5' TEST CONDITION coHEsloN (PSF) 200 150 350 250 FRICTION (DEG) Saturated - Drained Peak 17 Saturated - Drained Ultimate '15 Saturated - Drained Peak 32 Saturated - Drained Ultimate c D 31 Christ Our Savior Catholic Parish Pro ect No D-3885-06 2000 W. Alton Ave. Santa Ana, Califomia 92704 Plate J-2 Geotechnical Solutions, lnc. I T T I t T I t I T I T I I I T T T T I l I I I I I I I I I A B I I I I I I I T I T I I I I T I I t I I I I CONSOLIDATION Load ln Kips per Square Foot 5.6 .8 1 2 3 4 5 6 I 10 15 20 30 2 4 6 8 10 14 Boring B-1 @ 15' -\ II IIIIEIII'I-IIITI-I IIIIIIIIIIIIIIII rI -III-IIIIIIIITII--IIIIIIII.I-IIIIIIIII IIrII I-L!IT-IIIII-IIIII-IIIIITIIIIIIIIIIIIIIIIIII III--IIrII-I-I II IIII IIIIrIII IIIII-IIIIT-IIIIIIIITIIIIIIIII III r--I-II-I ---I-I rIII IIIIIIII-IIIIIIIIII -IIIIIIIII IITIIIIIIIIIIIITTIat IIIIIIIIIIIIIIIII A-I-IIIIIIIIN-II'IIIIIISIIIIIIIIIII IIIIIIITT-II IIIIII ITIII-IIIII-II IIIIIIII II III-IrIII-II IIIII-IIIIIIEI IIIIIIIII-II -r-IIIIIT --II-III II IIIIIIII -r--I II -I-I II II!IIIIIIIIIIIIIIIIIIIII l!II IIIIII I IITIIIr-Ir--r--I-II-I IIIIIII..-IIIIIIII-II-IIIII-IIITI'IIIIIII-I-II'!II---IIIIII-IIIITIIIEIII IIIII rI-rt-ITEII-ITEII- -I IIIIIIIIIIIIIIII IIIIIIIIIII--IIIII!IIIIIIII'I-IIIIIIIIIIII I II IIIIIIIIII ITII-IIIIIIIII--IIIT IIIIIIITITI--IITIIIIIIIIIIII IIIIIIITIIIrII -I-I IIIIIIII III l!I I'IIIIIIIIIIIIIIIIIIIIII II IIIrIIIIIIIITIIIIITIL-IIIIIIITI II--II----IIIII--IIIII--.IIIII \!I--atr--IIIrIIIIIIII-I-II-II II IIIIII !-I\!--II II II-IIIII-III IIIIIII II ll I - IIIIIIII II II II II II - IIIIIIIIIT IIIIEIIIIIIIIIIIII II IIII IIIIIIIIL!l-IIII IIIIIIIIIITIIIIIIIIIIIII -I-I-I IIIIITTIIIII -ITII II I IIITITIIII IIITI--I-IIIIIIII-IITII-I I-I II II TIIEIIIIIIII II IIIIII II II rr ---- II -IITII I - IIIIIIII -I-I IIIIIIIII II -IIIII II I- -I -- III IIIIIIIIIIIIIIIIIIrI-IIIII-III IIIIII'I--IIIIIIIIIIIIIIIIII-IIIIIIIIII'II -I-I-III-III IIIIII Project No D-3885-06 Plate: CIIRIST OUR Sfi.VIOB CATIIOUC PA.EISH 2000 W. Alton Ave. Santa Ana California 92704 K Geotechnical Solutions, lnc. 1 O After Water Added to Sample t----T----I F---r---r-r IttI I ltttr---r---T-T--l---r---I = -T\II ----.r---r-.---T-.--.']r-T-ttt T---r--------r--- tt I CONSOLIDATION Load ln Kips per Square Foot 2 3 4 5 6 8 10 15 20 30 1 2 4 6 clol (El EI olalclol 9lEIolol drl(Il 8 10 12 14 O After Water Added to Sample Boring B-5 @ 10' I!IIr s:]tr IIIII I - IIIIITI -IIIIII rIIIIIII --IEIIIIIIIITITI IIIIII-IIIIIII-I -IIIII-I II-I III -IIIIIIIIIII-I-IIIIIIIIIII-I II II II --IIIITIIIIII--IIIIIIT'IIIII--IIIIIIITI"- IIIT IIIIIIIIIIII-IIIIIIIIII-IIIII IIIT-I-IIII--I II -IIIIIIIII'- IIIITIIIIII- --- IIII -II III IIIIIII'IITI II IIIIIIII-IIIIIIIT-IT-IIIII-IIIIIIIIIIIIIII IIII IIIII' -IIIIIIIIIIIITIIIIIITIII -I EI IIIIIIII -I-- IIIIIIII-IIIIIIIIIIIII-I-IIIIIITII-IITITIIITIITIT -I II -I-I IIIIII II IIIII IIII-TIrrrr--rIIII-IIIIITEIIIIII-TIIIII--IITII--I LI L-lI III-STI-IIIIIII:!---IIII II--IIII-IIIIIIIIL-IT -IIIITTIIIII NI IITIIIIIII IIrI III IIIIIIII I-I-IIIII' -II IIIrIIII--IIITI-I I-IN-IIIIIIIIIIIIII E IIIIIIE-IIIIII'-=IIT-IIIIIIIIIII--IIIIIIIIT'-IIIIIIIIIII'I-IIIIIIIII'I-IIIIIIII T II -- \--IT-IISfII IIII.I E IIIIII IIIIrr-!I-IIITIIIIII-IIIIIIII --II-III IIIIIIIIIIIIIII -I IIIIIIIIIIIT -IIIII -I II III'ITITIIIIIII-IIIIIIIIII-IIIIIITI!I---IIIIIIIT-ITIITIIII!-IIIIIIIITI-TIIII IIIIIIIIIIIIIIIIIIIIIIIIIIITIIIIII --II-III--r-II IIIII-IIIIIIIIIITEIIIITII--IIIIIIIIII-IIIIIIIIIIIIIIIIIIIIIETIITTIIII!-TIIIIIIITI-I-IIIIT-I-IIIIIII'I-II IIIIIIIr-!III IIIIIITIII-IIIIIIIIIIITII-II'IIIIIITII'-IIIIII'I-I-IIIIIIIIT-IIIIIT-IIIITIIITII--IIIIT-IIIIIIIIIIIIIIIII'--IIIIIIIIIrITII-IIIIIIIII'I -I-I IIITITII-IIIIIIIIII-III'II-IIIIIIIIIII-I IIIIIIITITTIIII'IIIIIIII-IIIIIIIIII IIIIIIIIIIIIIIIIIII-IIIITII-I-IIITIIIIIEIIIIIII-IIIIIIIIIII--- Project No D-3885-06CHRIST OU8 SAVIOR CATHOUC PA,BISH 2000 W. Alton Ave. Santa Ana California 92704 Plate:L Geotechnical Solutions, lnc. I T T I I I I t t T I T I I I I I I T .5.6 .8 1 LI L I tt I t --ttl tt I I I I I I o.L o.ttt5{a 7 ,,1a Unir w.ignt oi P..r Sdr = Wdrh or Sl.b Loadinq, B = Lrnqlh oi Shb Loiding, L = Torrl B6l9hr ol P.ar H = Osprh or tu r Sor B.row FoorE! - FoolinE Conl.cl Pr€$ors. Pl = !0.0 t 160.0ll !0.0 ll t.o n 29.0 n 'llX,O.O ,sl o. Mlrirhofi Pasl Pr6ss!.6 0.06, IIIJIlI1IIIIIITIIIIII SETTLEMENT CALCULATIONS ON PEAT FOR SLAB LOAOING CALCULATION ANO OIJTPUT 1 2 3 5 6 7 6 9 10 12 13 15 16 11 1a 19 20 lnlll.l Norn.l con.olld.&n n h S1n.. 8.lod ADSn9 Fl..l No6.l Con.olld.tlo. Slrl. srr-r an.raPpryhg ooo 0oo 0@ 0m 0m 000 000 000 0.29 o21 o2a o.22 o?1 0.19 018 016 015 0t4 013 o.'12 15 15 r5 l5 15 15 15 15 15 l5 15 15 15 i5 15 15 15 l5 131 1 2113 351 5 a5r 7 5?19 682 1 192 3 902.5 1012 7 1122I 12311 1343 3 la5l5 156! 7 1673 9 1784 i 1E9a 3 200a 5 21117 22210 10oo 0 1000 0 1@0 ltm o i0@ o r0oo 0 10@ 0 1000.0 10121 rr22I 12311 1313 3 1il53.5 1553 7 1673 4 109{ I 2004 5 21111 2U1.9 11 r, a 12009 r2616 ,J713 1a5r9 15/tt.5 16310 't721.3 i8il.a tloa S 19!16 2o&a.o 21800 2274 a 236t a 246! O 25512 2651t 2r$0 2taa.8 (NC).t.r (NC).n.r (NC).n.r (NC).n, (Nc).n r (NC).n.r (NC)dfi.r (NC).il.r (NC).nd (Nc).t1.. (NC).n.r (NC).lt.r (NC).ttd (NC)lncr (NC).n.r (NC).n.r (NC).fi.r NC 986 3 9596 93a 1 909 6 846.0 363.4 6.117 82oA 3oo 7 762 7 121.1 7107 594 5 616I 663 9 6{9 3 635 3 621.7 NC o.52 oa2 036 032 031 030 030 000 o@ 000 0@ 000 000 000 0@ 0@ o.@ 0@ 0.m 052 o.12 036 o3a 032 0!1 o30 0.30 029 o27 o.2a o.22 o.21 0.19 018 ot6 015 014 0.13 0.12 tt, Plate X'l FI =i! (,o t co o IUFt- =(D fo J.J LLF UJ 0-a IIJt @ c\l z 6z .LEilo->tIJ tIJ (Dv=)<d>Fr zdezlt<L-o lx UJ d) Go U) u.lo F U) E.I (_) c{o @@ o 1tF t! tot-IIII UJ() zE EEEAcotriu0>J =aO3 -it<"-d :- --r tu i! Elt->ag:B 5(, --., o op59ESJB(DOci rLizZoE33H to kEE EN H g=fi 1fiHf;F;=3(, dOLUI O <tut-.i6 = EETE-= z I dI I x. @ 2FFJ U'zo FlO dec)t!6 'F-<u)<ao;E =+<6o()9rluio>= UxG II'IIIJII-IIIr-l "R" VALUE cnsor Cllent: G Ec[eCt{XrCAl Sore,rrrOxS Job No.: B 4071 Oate: 3/30/2010 Clienl Reference No,:Soil Type: Olive Brown, Clayey Silt w. Siltslone & trace Gravel TEST SPECIMEN A C o Compactor Air Pressure psi t3u 60 100 lnitial Moisture Content 5.8 5.8 15.5Moisture at Compaction 14.6 16.4 Briquette Height tn 2.46 2.49 ?.48 Dry Density pcf 109.3 105.7 107.1 EXUDATION PRESSURE psr 445 245 326 EXPANSION dial (x .0001)48 JU Ph at 1000 pounds pst 40 52 46 Ph at 2000 pounds psr az 'I 10 98 Displacement turns 4.19 4.49 4.25 'R" Value 36 20 27 COBHECTEO "H' VALUE 36 20 27 Final "R" Value BY EXUDATION: @ 3oo 25 BY EXPANSION: Tt = 5.0 18 - I - - T - - - III t. 90 80 70 60 Trr e5o E d,:40 30 20 10 0 0 +t- li::!ill3l l::lll!ll! lllElttltt tittltt[r lrtttttltttf tttttit t:::B!:l E:E!EiE:!ti:!Ht!!t!!E!trlrrtrrErr!t!Err!!!rr! r t:::lallltlllllllllltttIl!!tltlltfittttttlttttttttltttttttttttttt!!t! !::::!:3il !::!=!!!! B:EEllrtgEEEffi.ltE Zfl l!E*t ltllttEllElltllllt! llE :EElElE!::!3:i:t llltlttEEt tEEu aE:! ltEtlrtllt !!::El:!:lE:!!3:E:!ll!:!-!llEllEllllllllll!l!!!!lllllllllllll!l!!tl!ll r00 200 3otruoutio199r"""rrJoo 600 700 800 I T t I I I t t I T I t T I t T t I T I I-H II H] I t-FH-t+I I t I I I I ANAHEIM TEST tAB, INC 3OO8 ORANGE AVENUE SANTA ANA. CALIFORNIA 92707 PHONE (714) 549-7267 TO GEOTECHNICAT SOLUTIONS 27 MAUCHLY, STE. 210 tRVrNE, CA.92618 ATIN: DHARMA SKAKYA, PhD,PE,GE DAIE: 06l22l18 P.O. NO: TRANSMITTAL LAB NO: C-1982 SPECIFICATION: C A 41 7 1 4221 643 MAIERIAL: SOIL t:"tf :l.t^.r our sovior I I I I I I I T I I I I PH 6.8 SOLUBLE SULFATES pet CA. 117 ppm J6t ANATYTICAI. REPORT CORROSION SERIES SUMMARY OF DATA SOLUBLE CHLORIDES pet CA. 422 ppm 54 MIN. RESIS]IVITY per CA. 643 ohm-cm 900 RESPECTFULLY SUBMIIT WES BRIDGER CHEMISI i Project No. D-3885-06 Christ Our Savior Catholic parish Appendix C CPT DATA . CPT-I. cPT-2r CPT-3. CPT-4. CPT-s 47 IIIIII ftefficnEatS?utilii r,lF IIIIIIOProloct Job Numbsa Holo Numbot EST GW Dopth Chdst Our Savlor ---G5dts-06 - Oporatol Cone Numbor Oato and Tlme 1r.00 ft AS Fllonamo GPS Marlmum Ooplh sDF(91 4).cpt o 14E cPT-o1 6rl 0:54:21 AM 50.52 ftDurinq Test Ratio .8Not rF TL H€ CPT DATA SPT N 140 Fs/Ot06000'10 0 10 0 TIP TSF FRICNON TSF to .<ru689ri(ItF 10 30 40 60 70 t - aonlltlvo flne gralnod l2 - organlc mato,lal 13 - clay l4 - rllty clay to cl.y I5- cl.yoy lllt to sllty cley l5- 6.ndy rllt to clayoy sllt I7 - sllty s.nd to 3andy rllt 8. sand lo rllty 3and 9. sand I10 - gr.Yolly lrnd to sand r l{ - vory slltt flno grllnod (r} 112 - sand lo cl.y.y sand (') Ssoll behavlor typo and SPT based on data trom UBC.1gE3Con€ Siz€ 1ocm squarsd =- I I I I I l-F[-ttll I tt tt I I I l I It Ilt lt llttttt I It I) I I ,o ll H 50l t- ( I I I I I I I tt!lt ttt il||t ll I Ill||l tttl I tl llt II l tt I lt tt I tttt I I tl tt lttltttl I I I I I i Ill tl I l I cPT-01 Chri st Our Savior Project IDr Geotechnical Solutions IncDataFile: SDF(914).cpt Sounding ID: CPT-oI cPT Date: 6/19/2019 10:54:21 Ai, Project No: c-3885-06 GH During Test | l1ft Cone/Rig: DDG14 4 8 ,qc SPT ReI Ftn Depth PS IcNl Den Ang ft tsf 60! t deg qcln qlncs Und OCR Ein PS PS Shr - Ic qt Ic PS SBT tsf Indx Slv NK stss pore prss {psi J Frct !,rat Rato Typ g Zon Matetial Behavior Description Unit flght pcf SPT R.N1 60stsf tsf Qc to N 6.0 6.0 6.0 5.0 5.0 3.O 1.0 2,O 2.0 2.O 2.0 2.0 1.5 1.5 2-0 1.0 3.0 1.0 5.0 5.0 r.0 r.0 1..0 1.5 r.5 2.0 2.0 1.5 1,5 SPT R-N 609 0. 33100 95 0.49100 95 0, 66r00 95 0.8262 95 0. 9838 90 1,1526 13 1.3r21 - 1.4818 - 1.6416 - 1.8014- 23- 2.9522 61 3. 1230 - 3 -2859 95 3. 4589 95 3.6138 - 3 .1"1 3.9419 - 4.1015 - 4 .2114 - 4 -4314 - 4.5914- 4,7513 - 4.9211 - 91112.81112.? glvly SAND 7 grvly SAND ? grvty SAND 6 clean SAND 6 clean SAND 5 lilty salD 9 very stiff 4 clayy SILT 4 clayy SILT 4 clayy SILT 4 clayy SILT 4 clayy SILT 3 silty CLAY I rilty e!,r" 4 clayy SIIT 9 very stiff 5 silty SAND 9 very s t].ff I stiff SAND 8 stlff SAND 9 very stiff 9 very str!f 9 very stiff 3 s j. rty CLAY 3 silty CIAY 4 clayy SILT 4 clayy SrLT 3 silly CLAY 3 sil ty CLAY to dense SAND to dense SAND to dense SAND to silty SAND to silty SAND to s.ady sIL? fine SOIL to silty CLAY to silty CLAY to silty CLAY lo silty CLAY to stlty CLAY tO CLAY to ellt to silty CLAY fiDe SOI,, to sandy SrLT fine SoIL to clayy SAND to clayy SAND fine SOIL fine SOIL fine SOIL tO CLAY TO CLAY to sil ty CLAY to silty CLAY to CLAY to CLAY 693. 48 365 I 199 i 19 693. 9 1.02 596.2 1.07 401.l t -29 22a .1 1.59 124 .1 1.90 14.1 2 .2'1 53.5 2.41 46.4 4L.1 3{.6 2.53 30. 4 2.53 2l .5 2.5A 16. 3 2.A3 J.5. 3 3 -02 2.51 59. 9 2.A4 61. 9 2.27 16.6 2,49 183.1 2.O5 105.1 1 .19 100. 3 2.45 58.0 2.45 49-4 2 ,51 31.5 2 .65 37.2 2.69 35.2 2.56 35. 6 2.5A 31.0 2 .65 2s.3 2 .14 16 3.2 16 2.8 16 2.4 15 2.8 30 1.9 15 1.5 15 1.1 15 0.9 15 0.9 15 1.6 l5 2.O r5 3.0 30 2.O 16 5.s 30 6.8 16 1.5 16 1.6 30 3.0 30 2.6 30 2.4 15 2,2 15 1.5 15 1.8 15 1.7 15 1.5 15 4.3 5.5 2.9 2.? 2.4 2_5 3.3 3.8 3.4 2.0 1.? l.? 1.8 1.8 2.1 2.r 3.0 1.0 -a.2 0.0 0.6 1.7 7.1 2.4 2.1 -a.2 0.5 0.5 0,8 1.2 1.9 5.2 5.2 4.1 {.3 3. '7 4.4 5.3 9.1 4.1 5.1 3.2 1.2 3.1 2.4 7.5 5.2 5.4 5.5 6.8 4 .',] 5.0 5.5 6.1 130 130 130 125 125 120 L20 115 115 115 115 I r5 115 115 115 120 t20 120 1r5 115 120 L20 120 1r5 115 115 115 115 115 100 100 100 ?3 40 40 86 37 33 28 24 17 17 17 34 96 33 100 59 98 100 93 '19 40 35 28 28 33 2'l 100 99 68 46 25 25 54 23 21 l7 15 11 1t 11 2l 60 2t 11 31 6l 100 58 49 25 22 18 18 2t t1 8 5 9 5 '1 5 8 5 3 0II 355 595. 1 48 401 .6 48 228 .r 48 124 ,5 48 1a .7 4Eu:' 46.4 9s5. 9 955 653, ? 653 41.6 34 9? 30. 4 t3 21.5 30 15.3 16. 3 62 42-4 79 59.9 209. 0.9 31 l8?. 4.9 31 163 -2.9 32 142-t.9 32 9 238 1 227 9 40 1?4.19 33 181.49 34 .4 {8. .1 34 - .5 26. .1 26. .1 r60 3.5 93 2.O 19 1.7 60 2.6 53 2-3 55 2.5 51 55 85 .9 14 .3 66 1 3 2 2 2 1 1 1 3 2 9 9 4 9 8 9 4 9 1 9 5 9 1 9 1 9 0 9 0 9 2 ; I L2 2 9 2I 2I 2 17 2 58 490.8 9 40 9 48 9 38 950 190.I9 31 236.492A 185.0 22 336.09 30 403.0 14 538,7I 406-2924 234.A928 221 ,'l9 31 51. 9 4'l 76. 5 I83.1 48 306. 0 48 100. 3 .0 96 .1 99 293.6 58.0 49.4 37. 5 33.1 35. 2 3s.5 31.0 25.3 9 38 942 2.5 49 2.2 40 1.8 I 9 1 9 2 9 1 9 2 9 4 9 0 9 7 9 6 9 Page 1 n I I n t t T E T I I E I T I I I I T 5 10 5 9 5I I 5 8 5I 6 9 5 9 6 9 5 9 6I 6I 1I 'I '7 1 6 1 6 1 6 1 5 8 5I '7 I 11I 13I I4 9 t1 9 9 9 9 9 6 9 5 9 4 10 3 IO 3 10 3 10 3 t0 3 10 3 10 3 11 3 11 3 36 1.9 3l to to to to to EO to to to to to to to to to to to to to to to to to to to to to to to co to to to to to 09 25 .41 .58 1A -9I 19. l 19.0 73 11. 9 89 16. I 05 15.8 22 15. I 38 13. 1 55 11.6 71 10. 6 8? 9.1 04 20 t3.9 22.O 19. 4 ,i. o 76.2 ,i. t ,.i. , 35 31 1.3 2'l 1.2 26 1.1 26 1.1 21 . 1.2 30. 1.3 31, 1.4 31. 1.4 30. 1.3 24. 1.2 26. t.2 1.1 24. 1.0 21. 0.9 18. 0.8 16. 0,? 15. 0.7 0.? 22. 0.9 47. g 45 949 9 s3 954 9 53 952 9 49 9 48 g41 9 48 9 -49 9 50 9 -51 5 54 3 58 4 61 6 63 565 253 I15.7 2A 105.4 20 102.4 17 101.8 20 114,5 21 118. 29 34 942 3 58 964 o -12 9 14 8 -75 8 -?0'7 ',tl 6 ?5 1 ',74 6 16 6 15 22 .0 2.SA 19. { 2.55 17.0 2.92 t6.2 2 -94 16.4 2.92 17.0 2 .90 18.? 2.53r9.I 2.63 19 .1 19, 0 2.43 17. 9 2 -85 16. I 2 -81 15. 8 2.BB 15. 0 2.84 IJ-1 2.94 11.5 3.00 10. 6 3.04 9 --l 3.07 9.1 3. 10 13.9 2.91 34 .0 2.43 43.8 2 -23 2.t2 43.9 2 .22 36. 9 2.40 21 .8 2 -58 19. 5 2.12 12 .1 2.93 9.5 3. 00 '7 .4 3. 09 5.9 3.19 5.8 3 .21 5.8 3 .22 5.1 3. 15 5.7 3. 18 5.5 5.9 5.8 3 .23 5.9 3 -24 L.4 15 1.3 15 L.2 15 1.2 15 1.1 15!.2 15 L.2 15 L.2 |,2 15 7.2 I5 1.1 15 1.0 15 0.9 15 0.8 t5 0 -1 0.1 15 0.7 15 0.6 15o.t 15 0.8 15 0.9 16 o .'l 15 0.7 16 0.7 16 0.9 16 0.9 15 0.8 0.? 15 15 0.3 15 0.3 15 0.3 15 0.3 15 0.2 15 0.2 15 0.3 15 0.3 15 0.3 15 0.3 15 silly silty silty silty silty srlty silty si lty silty s11ly si.1t y s itty silty si 1ty silty rllty silty srlty silty silty silty silty s i.l ty silty silty clayy srlty silty silty silry s11ty 3iIty silty silty silty sr.lty silty silty silty I1s 1. r15 1. 115 1. 115 l. 115 1. 115 r, . 115 1. 115 r. 115 ]. 115 1. 115 ]. 115 1. 1r5 1.. 115 1. 115 r. 115 1. 115 1. 115 1. 115 1. t15 1. 120 t. 120 3. 120 3. 120 3- 120 3. 11s 2. 115 1. 1r5 1. 115 1. 115 1. 11S 1. 115 1. I15 1. 115 1. 115 1. l15 1. 115 r. 115 l. 115 1. 3 9 1 9 2 9 0 9 9 4 9 0 9I 9 6 9 5 9 1 9 9 9 3 9I 9 1 9 5I 9 1 6 5 6 6 3 9 2 0.0 0.4 0.0 -0.2 -0.4 -0.8 -0. 7 -0. ? -0.5 -0. 5 -0. 5 -0. 3 -0 .2 -0. 1 0.0 0.4 0.4 -t.2 -1.4 -2.3 -2.2 -2.1 -1.9 -1.9 -1.8 -1,6 -1.5 -1.0 -0. 9 -0. I c PT- 0143 83 43 53 t3 93 53 23 23 23 23 03 ?3 93 23 53 53 23 83 55 75 35 55 55 34 43 53 03 93 33 43 63 33 't1 23 43 63 63 Page 2 CLAY Cl.AY CT.AY CLAY CLAY CLAY CLAY C'-AY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CIAT CLAY C].AY C'.AY CLAY SAND SAND SAND SAND SANO SILT CLAY C]-AY CLAY CLAY CLAY CLAY CI,AY CLAY CLAY CLAY CLAY CI,AY CLAY CLAY CLAY CLAY CIAY CLAY CLAY CLAY CLAY C'.AY CLAY CLAY CLAY CI.AY CLAY CLAY qal CI^AY CLAY CLAY CLAY sandy sandy sandy sandy sandy silty CI,AY C],AY CLAY C',AY CLAY CI,AY CIAY CLAY CLAY CIAY CI,AY CLAY CLAY SILT SI LT SILl S ILT SILT CI,AY 5 5 '7 't '1 6 5 5 6 5 6 6 6 5 5 6 6 5 1 s t 1 1 2 3 4 5 5 4 5 5 5 4 4 5 5 5 5 24 18 t'l I8 18 20 2t 20 19 18 1? t6 14 L2 II 10 10 15 16 20 23 2A 15 18 2l l4 10 8 6 6 6 6 6 6 6 6 5 15 13 1I 11 11 11 72 13 13 t3 12 11 11 10 9 '1 5 6 9 11 15 1l 12 74 t3 8 6 5 4 4 4 4 4 4 4 4 4 .07 .no 19 . 3-7 .53 50 .69 54 34.0 38 43.8 40 50. 3 40 4{.0 40 37. 0 60 8.8613 50 58. 3 49.2 4902 44 19 39 21 . 3 I 9 4 9 4 1 5 5 0 3 6 3 4 2 3 2 2 2 2 2 9 2 1 2 0 2 0 2 .3 20 .9 15 .6 L2 .5 9 .4 9 .4 9 .4 9 9 .AI .4 9 .4 9 .4 9 01 6 ; ; ; : ; ; ; 35 19 5t 12 68 84 1 9 6 1 1 5 0 9 I 1 I 5 9 9 9 1 0 0 0 0 0 0 0 0 0 0 0 0 'j .3{ .50 "i .83 ."i .16 .r) E t I I I I I n r T I I N I T E I I T 11 .483- 11.65 11.813- 11.983- t2.144- 12.304- \2.414- 12.634- 12.804- t2.964- 13. 125- 5- 13.455- 13,625- 13. 785- 13. 913- 14 .115- 14 .2'l4- 14 .444- 14. 605- 14.164- 1{ .935- 15.095- 15. ?63- 15.424- r5.584- 15 .'154- 15. 914- 16. 084- 16.24{- 16.40 16.574- r6.734- 16.904- 17,064- l'7 - 234- 1?. 394- 17. 555- 71 .72 6.0 3 ,22 6.1 3 .20 5.4 3. 1l 5.6 3.15'7.t '7 ,4 3. r0 1.6 0.3 15 0.3 15 0.3 15 0.3 15 0.3 15 0.3 13 0.3 15 0.3 15 0.4 15 0.4 15 0.5 15 0.5 15 0.6 15 0.5 15 0.5 15 0.5 15 0.5 15 0.4 15 0.{ 15 0.4 15 0.2 15 0,5 15 0.5 15 o. a 10 0.{ 15 0.3 15 0.4 15 0.4 15 0.4 15 0.4 15 0.4 I5 0.4 15 0.5 I5 0.5 15 0.5 15 0.5 15 0.5 15 0.6 15 0.5 15 -0.5 -0.4 -0. 3 -0.2 0.0 0.1 0.3 0.5 0.6 0.9 1.1 1.4 1.4 1.3 1.4 1.4 1.4 1.5 t.1 1.8 2-6 2.8 2.e 3.1 3.1 3.1 3.5 3 .'l 3.1 3.8 3.9 4.4 4,0 3.9 4.0 4.4 4.0 3.5 6.0 9 4 9 A 9 4 9 4 0 5 0. 0. 0. 0. 1 1 4 6 1 4 6 1 8 9 ; ; ; ; ; ; ; : 10 .5 11 11 .5 11 t2 .6 14.t 15 .'1 15 .1 15 -1 14 .7I{ .1 13 .1 I3 .6 .5 13. .7 15. .1 15. 11. .6 11. .5 11. 14 73 71 69 66 55 65 65 61 64 51 59 60 61 62 62 63 63 52 51 44 58 58 9s 61 12 13 13 12 75 '15 ?5 ?3 ?3 12 70 69 61 ll5 115 115 115 115 115 115 1rs 1r5 11.5 115 115 11s 115 11S 1t5 1r5 115 115 115 11S Ir5 115 100 115 I15 115 1r5 115 1r.5 r15 115 115 115 115 115 r15 115 115 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 t.5 1.5 1.5 1.5 1.5 1.5 1.5 r.5 1.5 r.5 2.4 1.0 1.5 1.5 1.5 1.5 1,5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 5 6 6 '7 1 'l 1 '7 I 10 11 10 10 10 10 9 9 9 9 I 10 10 1 '1 '1 '1 '7 '7 5 6 1 ,7 1 8 8 I 9 9 c PT- 01s.3 3 5.0 3 4.1 3 4.6 3 4.4 3 4.4 3 4.4 3 4.5 3 5.0 3 5.1 3 5.3 3 5.5 3 5.5 3 5.5 3 5.5 3 5.0 3 4,1 3 r.9 4 4.8 3 4.1 3 9-5 2 4.9 3 5.1 3 5.3 3 5.'1 3 s.7 3 5.0 3 6.1 3 6.3 3 6.4 3 6.5 3 6.4 3 5.4 3 5.6 3 5.6 3 6.2 3 Page 3 silty CLAY to silty CLAY to si.Ity CLAY to s il.ty CLAY to silty CLAY to silty CLAY to s j.Ity CIAY to sllry CLAY lo si lty cr,AY to silty C],AY to silty CIAY to silry CLAY ro srlty CLAY to sj.lty CLAY to silty CLAY to tilty CIAr to s llty CLAY to silty CLAY to silty CLAY to silty CLAY to ctayy sILT to silty CI,AY to sr.Ity CLAY to OrgQtric tofIrt silty CLAY to silry CLAY to si lty CLAY to silty CIAY to sil,ty CLAY to silty CLAY to silty CLAY to si.lty CLAY to s ilty CIAY to silty CIAY to sj.lty CLAY to silty CLAY to si Ity CLAY to silty CLAY to s ilty CLAY to CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CI-AY CLAY CLAY CLAY CIAY CLAY C LAY CLAY CLAY s1l ty CLAY CTAY CLAY - Peats CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY 0 0 0 0 0 0 0 0 0 0 0 0 0 0 093 10,3 r1.1 11.1 r0. 9 10.? 10. { 10.0 't ,1 3. 09 1.8 3.12 8.9 3.08 10.3 3.03 1r. 1 3.01 1.02 10. 9 3.04 10.l 3. 05 10. { 3.06 10. I 3.06 9.'l 3.06 9.1 3,06 10. 3 3.03rt-2 2. 71 I1.l 2 .99 1r. 3 3. 00 5.4 3.49 8.5 3.12 't .6 1-6 3.20 1.9 3 .208.r 3.19 1.1 3.23 '7 .1 3.24 8.1 8.8 3 .20 9.0 3.20 9.3 3. 18 9.1 3. 17 10. 2 3. r7 10. 6 3. 15 10. 9 3.13 13 7 1 9 9 -0to.2-0tl.2 -0 11.6 -0 11.3 -0 5.3-0 8.5-0 7.5 -0 1.5 -0'7.8 -0 8.0 -0 1.6 -0 1.6 -0 8.0-0 8.7-0 8.9 -0 9.2 -0 9.6 -0 10. L-0 10. 5 -0 10.8 -0 .8 15 .1 '1 .5 11 ,5 9 .5 9 .5 10 .5 10 .5 9 .5 9 .5 LO .5 11 .6 .5 t2 .1 t2 -1 13 .'1 u T E I tl E l I I I ! 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O -24 144.3-23 117.9 107. 6 -t2 t24.2_ 10 1 r55 r63 154 ,i. 13? 116.0 136.0 136.1 145 t0 .0'l .3 5 .8 5 .4 5 .3 5 .1 5 .6 6 I .9 9 .8I .2 1 .1 5 .8 1 .1I .3 9 153. 3 153 t62.4 162 t61 .4 t61 6 !61 3 165 2 760 2 ).53 4 150 5 153 149.? 159 16r.5 165159q r55.9 742.5 1r0 159 150 n l r n T I t E I ! T I E n I T T I t 37.08 145.1 24 't4 4l 3t .24 110.1 19 64 39 3?.40 ?0. 514 49 3? 3't .51 41 .99- 37.73 56.511 - 37.90 62.413 - 38 . 05 .71. 7 14 -38.22 91.416 60 39 38.39 138 - 6 2t 11 41 38.5 5 185.526 0t 42 38.',72 210.929 85 {3 34.88 22r.430 87 43 39.04 221 .t 31 88 43 39.2r 229.332 88 43 39-31 229.331 88 43 39.54 226.231 8? 43 39.?0 208.0 2A A4 42 39.8 6 1?{.125 1A 42 4 0.03 146.3 22 13 4L 40.19 143.923 12 4l {0.35 193.529 82 42 40.52 226.032 81 43 40 .64 22t . I33 87 43 a0.8t 20?.l3t 84 42 41.01 182.8 2A 80 42 41. 18 175. I26 18 4l 4 r.34 1?5.026 18 4l 41-50 182.5 26 19 42 41. 67 203 . 0 28 83 42 41.83 224.130 86 {3 42.00 23'7.832 88 43 42,16 233. I 31 8'' 43 42.32 234.531 87 43 42 . 49 244 .4 33 89 43 42.55 259.434 91 43 42. 82 216.436 93 44 42.98 296,639 95 44 43.15 319.44L 95 44 4 3,31 331. {43 93 44 122.3150.8 l1 92.5 743.7 17 58. I 133.0 3 3 4 5 35 .3 41 .9 52 .3 59 .0 80 2 9 4 9 2 9 4 9 5 26 {0 37 4 3 5 '7 0 4 2 1 '7 5 5 5I 5 2 5 6 5 3 5 4 5 3 5 6 6 9 0I 4 9 9 3 6 4 '7 5 9 2 0 5 9 15593 138.92 110 . I 9 r8?. 18?. 184. 169. 14 3. 138. I 15 7. 1 111 . r 90. 195. 109. 1{5.1 1.94 110. 7 2. 15 't0 .6 4?.9 2. t0 55.8 2.64 53. O 2.54 1t -1 138. 6 1.16 186.4 1.50 210 .8 1.5s 221.4 1. 55 221-r 1.55 229 .3 229 -3 1.56 225.2 1,53 208-0 1.48 174,t 1.67 146.3 1.88 144.1 2.03 193. 6 1.84 225.9 L.1I 22't - 0 1, ?5 20't .6 l. 84 182.1 175.1 1. 87 1?5. 9 1 .80 182. s 1..73 203.0 1.66 224 -O 1.60 23't - 8 1.57 233.0 234 .6 1.58 244 .4 1. 57 259 .4 1. 56 2'7 6.0 1.51 296,6 1. 51 319. 4 1.51 331- 5 1,49 clean s11t y silty silty c-I ayy clayy clayy s1l!y clean clean clean cLean clean clean clean cl€an clean cLean cLean silly clean clean clean clean clean clean cl ean clean clean clearr clean clean c lean clean clean cl ean clean clean clean CLAY CLAY CLAY SII,T SAND SAND SAND SAND SAND SAND SAND 3A}ID SAND SAND SAND S II,T SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND 2.0 16 2.2 16 15 2.1 15 2.4 15 2,4 15 2.7 15 t -2 16 0.9 15 1.0 r6 1,1 16 1.2 16 1.3 16 1.4 I6 1.4 15 L.2 16 0.8 16 1,1 16 1.6 16 2.5 16 2.4 15 16 2.5 15 2.1 l6 2-5 15 2,2 r6 1.? 16 16 1.4 16 t.4 16 1.5 16 1.5 16 1.4 15 1.6 15 1.1 16 1.6 16 1.9 l5 2.2 l6 2.2 16 CPT-011.4 5 2.4 5 2.8 5 4.5 3 4.4 4 4.0 4 3.0 4 t.2 5 0.7 5 0.5 5 0.5 6 0.5 6 0.6 6 0.5 6 0.5 6 0.5 6 0.4 5 0.6 5 1.1 5 r.8 5 1.3 6 1.0 6 1.1 6 1.3 6 1.4 6 1.2 6 1.0 6 0.8 6 0.7 5 0.-7 6 0.5 6 0.5 6 0.6 6 0.1 6 0.6 6 0.5 6 0.7 5 0.7 6 Page l SAND SAND SAND CLAY SI LT SI LT SI LT SAND SAND SAND SAND SAND SAND SAND SAND STIID SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND si.Ity sandy sancly CLAY silty silty silty sandY silty silty silty silty s i.lty silty silty rilty st Ity silty silty sandy silty silty silty silty silty silty silty silty silty silty silty silly srIty silty silty silty s i.l ty silty srlty 0.0 0.4 0.5 0.7 14.1 '7.O 0.5 -0. 9 -2.1 -2.0 -2.0 -1.9 -1.6 -1.4 -1.2 -0.9 -0. 8 -0. I -0.8 8.7 1.6 -3.1 -2.9 -2.1 -2.5 -2.4 -2.3 -2.0 -I.l -l-5 -1.4 -t-2 -0. 9 -0.1 -0. s -0.1 0.2 1.5 SAND SIIT SILT 125 120 120 115 115 115 115 120 12s 129 125 125 L25 r25 123 125 L20 125 r2s t25 125 t25 125 125 125 !25 12s 125 t25 12s 125 r25 125 5.0 3.0 1.5 2.O 2.O 2.O 3.0 5.0 5.0 5.0 5.0 5.0 5.0 5.O 5.0 5.0 5.0 3.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 5.0 5.0 5.0 24 31 20 23 2). 26 30 2't 23 31 35 36 3-7 38 37 3' 34 28 24 31 36 3? 33 29 28 2B 29 36 38 3? 37 39 4l 43 41 50 52 29 31 24 32 28 31 36 32 28 31 42 44 45 45 46 {5 42 35 29 {8 39 45 45 42 31 35 35 3'l 41 {5 48 47 41 49 52 55 59 64 66 to to to to to to to to !o to to to to to to ta to to to to to to to to to to to to co to to to to to !o to to to to 114.5 153. 7 17 3. 5 1?3 181 . 8 181 146.2 186 181.5 187. 3 184.4 169.3 141.4 118. 6 116. 5 155.4 182. 3 182_ 9 16?.0 146 .1 173 I 163,140.8 140.7 155 1{5.7 154 151.8 10 .3I .5 1 5 .3 .9 5 .8 5 .1 5 .1 5 ,6 .3 5 .2 5 .1 5 .1 5 1?8. 3 188.9 184 .8 184 185. 7 185 193 244 211 250 259 193 244 .6 153 1?8 188 2).'7 .3 233.2 25A .1 259.1 n E I n u u I I n I I I I n E T u n I a3.41 343.144 95 45 43.64 35A.'145 95 4s 43. 80 362. 9 45 95 45 43.9? 345.643 95 4s 44 .t3 321.141 95 44 44.29 291.238 94 44 44.46 219.535 90 43 44 .52 221 .2 32 g6 42 44.19 220.13r a4 42 44 -95 210.032 85 42a5.tr 242.333 88 {3 45.24 254.134 89 43 45.44 269.'1 36 91 43 45.61 293.239 94 44 45.11 323.641 95 44 45.93 344.342 95 44 45.10 3{ 9.0a2 93 44 46.26 331 .841 95 44 {6.43 326.040 95 44 4 6.59 33 6.841 95 44 45-15 337.142 93 44 46.92 329,A40 95 4{ 41 .08 324.839 95 44 41 .25 345.242 95 44 41-41 317.A45 95 45 41 .51 392.846 95 43 41 .14 408.048 95 45 47. 90 415. 348 95 45 48.0'7 409.447 95 45 48.23 381 .645 95 45 48.39 34s.142 95 44 4A.56 325.219 95 44 4A.12 331.240 95 44 48.89 332.340 95 44 4 9.05 I39-94t 95 44 49.22 350.942 95 44 {9.38 364.643 95 {4 49. 54 40?. 3 48 95 45 49.?1 4 38.5 51 95 45 268.8 280. 1 5 9 ;_ 268. 280. 242 . 269. 249 - 205 . 188. 191. 194. 20t. 24'l - 262. r25 L25 123 L25 t25 125 125 125 t25 r25 t25 la5 t25 725 125 r25 125 125 125 !25 t25 130 130 130 130 t2s 12s 725 125 L25 125 t25 125 5.0 5.0 5.0 5.0 5.0 s.0 5,0 5.0 5.0 5.0 5,0 s.0 5.0 5.0 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 5.0 5.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 54 55 57 54 50 45 4a 35 34 35 31 39 4t 45 49 53 53 51. 50 51 51 50 49 52 5'7 59 51 52 51 48 51 48 49 49 50 32 54 50 55 69 12 l3 59 6{ 58 52 45 4A 46 48 51 54 59 65 59 70 58 55 6'7 61 66 65 69 "t6 19 68 69 68 65 59 55 66 66 68 70 73 81 88 I 343.? 51.4? 1 358. 7 5 L.42 9 363. 0 5 1.37 0 3{5.5 5 1.39 5 321.1 51.45 5 1,58 2 258 -66 1. 68 0 221 .3 8 1.'78 0 220.2I 1.80 3 230.0'7 I .16 6 242.4 6 1.?1 o 254.1 5 1.69 3 269.1 6 1. 68 5 293.3 5 1.634 323.6 51.53t 3t4 .3 5 1.l9 0 34 9.0 5 1.38 1. 337. 9 5 1.44 6 325.0s 1.45 5 33 6.8 5 1.45 3 337.2 5 1.47 4 329.9 5 1.4{ 2 324.8 51.42 2 34s.2 5 1.41 3 311 -8 51.38 5 t .35t 408. 1 51.31I 415, { 5 1.21 2 409.4 5 1.28 4 38'1 ,1 5 t,29 2 345. 1 5 1.45 1325.3 5 I.46 5 1.{6 6 332.4 51.45 8 3{0.0 5 1.43 6 35r.0 51.43 3 364.1 5 1.43 5 407.4 51.39 1438-7 51.37 2.3 16 2.0 16 1.8 16L.l 1.9 15 2.2 16 2.5 16 2.6 16 2.6 16 I6 2.4 2.4 15 2 -1 16 2.1 16 2.4 I61.' 16 1.6 16 1.9 15 1.8 16 2.0 15 2.0 16 1.8 16 15 1,8 t6 1.9 16 15 r.8 t6 1,6 15 16 16 2.0 16 1.8 15 1.9 16 1.9 t6 1.8 15 1.9 16 2.r 15 2.3 I6 15 clean clean cl,ean clean clean clean clean clean clean clean cl ean clean cl, ean clean clean claan cl,ean clean clean clean clean cl ean clean clean clean clean 9rv1y grvIY 9rvly 9rvIY c lean clean clean clean cl ean cLean clean cI ean clean silty silty siLty silty silty si1.ty silty silty s 11ty silty silty si 1ty silty silty silty rltt, silty silty siLty silty silty sifty silty si lty siLty silty dense dense dense dense sllty silty silty silty sllty silty silty silty silty 1 cPT-010.7 6 0.5 6 0.5 6 0.5 6 0.6 5 0.8 6 1.0 5 1.2 6 1.2 6 1.1 6 1.0 6 1.0 5 1.0 6 0.9 6 0.? 6 0.5 6 0.5 6 0.5 6 0.6 5 4.6 6 0.6 6 0. s 6 0.5 5 0.5 6 0.5 6 0.5 5 o.4 l 0.4 1 0.4 1 0.4 1 0.5 5 0.6 6 0.6 6 0.6 5 0.5 5 0.5 6 0.6 6 0.6 6 0.5 6 Page I SAND SAND SANO SAND SAND SAND SAND SAND SAND SAND SANO SAND SAND SAND SAND .ITD SAND SAND SAND SAND SAND SAIID SAND SAND SAND SAND SAND SAND SAND SAND SAND SANO SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND AIID SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND lo to to to to to to to to to to to to to t0 to to to to to to to to to to to to to to to 292.9 269.O 1.8 1.9 1.9 2.O 3.1 2 3.0 3.1 2.1 2.6 2.9 3.0 2.4 2.3 2.3 2.4 3.0 2.8 3.0 3.4 3.1 3.9 4.0 3.9 3.1 1.8 3.8 4.4 4.8 5.1 5.3 5.6 249 225 '20 'lu 111 185 trt 246 169.9 .2 .5 .2 224.5 241 .4 2 266.O 251 . r 251 241 255.5 266 6 241 255.1 249.4 245,2 264.2 2e4.3 29r.2 306. 1 311.1 306.2 2A9,4 251 .2 242.1 246.2 246. 6 251.8 259.6 269_3 300.5 255 249 2q3 260 284 306 311 306 289 25',7 242 246 251 259 300 1 323. t 6.0 f E E I I I T I I I E E n E T I I T I 49.81 442. 1 325,651 95 {5 50.04 4r8.0 30?.0 48 95 45 325 307 6 442,9 2.4 5 1.36 16 0 4t8.1 2.251.37 16 cPT-016.2 0.5 6 cl.ean SAND to silty SAND clean SAND to silty SAND L25 5 0 55 61 89 6_1 0.s 6 0 B4 stress. correlations, and design. ' Indicates the paraaetel uas calculalecl using the noEmalized point The paralEters listed above i,ere de!ermrded using empiricaL A Professional E^gj.neer must deteaFine thej.! suitabilrty for analysis Middle Earth Geo Testing Page 9 n r E I I T t E n E t-l I I N I n n E I E}IIIII ft eGcrrti?al $lutitFs I'iF IITETITOProject Job Numbor Holo Numbor EST GW Oopth Chrlst Our Savlor G-sEEs-t 6 CPT.02A Durlnq Test sDF(9r3 ).cptOporator Cone Number Date and Tlmo '11.20 fi Fllanamo GPS Maxlmum Oopth RC 6/1 18 70.5i1ft Not Area Ratio .8 IFo- tse CPT DATA SPT N 140 Fs/Ot 0 600 0 10 0 t0 0 TIP TSF FRIClION TSF to ,<rrJ6EgUJcoF 10 20 30 0 40 60 70 --]--f- I I - son3ltlve flne gralnod a2- organlc matodal 13 - cl.y a 4 - sllty clay to clay I5- clayoy sllt to sllty clay l6- t.ndy sllt to cl.yoy rllt I7 - silty s.nd to sandy sllt 8 - sand to sltty sand 9 - sand Il0- gr.velly Eand lo.and r ,'l . very stlffono gralnod (.) a 12 - Eand to clayoy Band (') $Soll bshavlor type and SPT bascd on data lrom UBC.l983Cone Slze 1ocm squared rll! lrtrat :;l _I I I -1->t t,rll It tt lI tl I I tt _/t lg tE[I I _--,+-501-F+ I l"!lt lltI =-_L__L ffi tt tl I I l ) I I I I I i I I III II tt I I I I tl I I I i i II II tjj I I ttt tl I oic.tHN\o oN66;{snNNd oooNo\oc)F.ioooF--oN ooo oooooo NNN 4444<|.rJli;l.,fH4jjaaaaaolr(Joot).naou ,lFl J.l ,r,rJ .J>rOO!u>)r.r !!!!lrooooo!!>r OO.d d.dFlJ.i.d,ia 4.4 lj! o o o a a o o o tt 6 o tD o o o o o 4 o occECao o o o o.i a o o o o o ooo o o o o o.;.;.r.;.7 0 0q]!p!! o 3 t' N\Om(oo''o.aroqlo Bod6Nl,tN6N6 '\c N i 'i o '- 6 @6r66a'a<ois ;F666F ;Fc'.6N| 5 I o I t I o I o t\o I N I or6i-N- ooooooo\oooo o 6 ;. a a'N -n N ooooQ,lr'sr1 tsi > - E r< ts, F o o o o o e qHrr>>2z2z2aqi,r44r,tr,r2zzzze qiJ<44<444d.rJH4<<di;*jjaa.^urauouoa.aauia.tiutuiepa@oo \oo\@6rnoo\o1Ndr@ E E@ EtrN '.F ;; o+.oq6s.rqd+ r@larsrdr6$sa 5 0 5 9 5 8 5 0 5 6 9 5 9 6 8 5 8 1 1 1 6 ,1 6 't 6 1 6 1 6I 6 8 1 III I 11I 13 9 12 9 11 32 .4 2B .2 .2 34 .5 115 115 115 115 115 115 115 115 r -t: 115 115 r15 115 115 115 115 II5 It 5 115 115 120 120 L20 120 115 115 115 r15 115 115 100 100 100 100 115 1.5 1.5 1.5 1.5 1.5 1-5 r.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 L.5 2.0 3.0 3.0 3.O 3.0 2.4 1.5 1.s 1.5 1.5 1.5 1.5 1.5 1.0 1.0 1.0 1.0 1.5 19 18 25 25 24 24 22 20 17 15 L4 L2 L2 L2 L2 11 14 19 19 l1 19 t9 16 20 20 15 11 9 8 1 5 1 '7 1 1 5 14 l2 11 14 16 15 15 15 14 t2 11 10 9 I I 1 I 1 'I 9 t2 14 12 l4 T2 14 l2 9 1 6 5 4 3 5 4 5 5 3 11 - 5.9111 - 6.0'110 - 6 .2310 - 22 .8 22 .8 1.5 15 15 15 1.4 15 1.5 15 15 1.5 15r.{ 15 1.4 15 1.3 15t.2 15 1.0 0,9 15 0.9 I5 0.9 1S 0.9 15 0.8 15 0.8 15 0.8 15 0.8 0.8 15 0 -'1 15 0.7 L6 0.8 16 0.9 L6 0.9 16 15 0.8 15 0.8 15 0.6 t5 0,5 15 0.4 15 0-4 15 0.4 15 0.4 10 0.4 10 0.4 10 0.4 l0 0.3 I5 -1.4 -1.6 -1.8 -1.5 -r.2 -1.3 -1.3 -1.2 -1.4 -1.5 -0. 9 -0.4 -0. 3 -0.4 -0 .2 -0.1 -0.6 -2.9 -1.1 -1.4 -2 .2 -2.2 -2.2 -2.6 -3.0 -3. 5 -4.0 -4,0 -4.0 -3.9 -3.8 -3.6 -3. 5 -3.4 -3.I -3. 0 -2.8 -2.4 09 20. 5 25 !1 .1 41 16. 7 14 24 9 _50 954 9 56 g41 944 g --46 9 {6 9 {5 9 48 950 g52 9 53 9 56 5 59 t6a 965 563 966 5 5? 944 108.09 31 102.9 108. 1 22 113. O 23 117. 0 21 126.4934 9 44 7 53 I 59 3 -69 968 o 't't 4 8? 1 94 o -9s 095 193 o 91 20. 5 11 .6 2 -93 16. t 2.96 2r.5 2.82 24.3 2 .11 23. L 2.80 22 .'1 2.80 22 .8 2.14 20 .7 2.84 18. ? 2 -81 17.0 2.90 15.? 14 .0 2.96 12 .1 3.00 11.? 3.03 11. 1 3.09 11 .5 3.05 11.0 3. 0? 10.3 3,11 11. 9 2 .16 28. L 2. 51 3?. 3 2-32 42.5 2 .28 41.1 2.32 36.8 2 -42 2't .2 2.55 18.2 2.'t1 2.92 10. 6 3. 01 8.2 3. 14 1.6 3. 1a 6.1 3 .25 5.0 3. 37 3.45 4.4 3-4'l 4.5 3.45 4 .'l 3.44 4.6 3.41 9.1 3 39 9 9 3 8 9 5 9. 0 9. 1 9 9_ 6 9 6 9 c 9. 3 9 2 5 9 3 9, 'l -1 31 .6 36 .6 35 .6 32 .4 30 .3 21 ,2 25 .1 22 57 1 T I 1 1 1 1 1 1 1 I 0 0 0 0 0 0 0 0 0 0 0 0.9 28 1-2 38 2.O 50 CPT-O2A ?.3 3 silty CLAY to '7. 8 3 silty CLAY to 8.1 3 srlty CLAY to 6. I 3 silty CLAY to 6.5 3 silty CLAY !o 6.8 3 silty CLAY to 6.? 3 silty CLAY !o 6.4 3 sllty CLAY to 5.8 3 srlty CLAY to 6-9 3 s1lty CLAY to 6.9 3 sitty CLAY to 5.8 3 silty CLAY to 6.8 3 srlly CLAY to ?.0 3 silty CLAY to 7. 6 3 silty CLAY to 8.1 3 silly CLAY to ?. 5 3 silty CLAY to 7. 6 3 silty CLAY to 8.1 3 srlty CLAY to 5.1 3 silty CI-AY to 4.5 3 srlty CLAY !o 2.7 4 clayy SILT to 1 .9 5 srlEy SAND to 1,9 5 silty SAND lo 2. I 5 srlty SAND to 2. 6 5 silty SAND !o 3.4 4 clayy SILT to 4.8 3 srlly CLAY to 5.8 3 srlty CLAY to 5.9 I sll.ty CLAY to 5.8 3 silly CLAY to 6.0 3 s1I!y CLAY lo 6- I 3 silry CLAY to 8-0 3 sllty CLAY to 9.1 2 Organrc SOILS 9.3 2 organic soILS 9.2 2 Organic SOILS I .8 2 Organrc SOILS 7.9 3 silty CLAY to Page 2 CLAY CI,AY CLAY CtAY CLAY C]-AY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY s j.l ty CLAY sandy SILT sardy SILT sandy SILT sandy S ILT s1I !y CLAY CI,AY CLAY CLAY CLAY CLAY CLAY CLAY - Peats - Peals - PeaEs - Peats CLAY .40 20 .4 55 18 .7 .73 1?.0 .89 15.? .05 1{.0 22 t2 38 11 II 71 11 87 11 :0 .20 12.9 .3? 18.0 2S.t 0 I 5 E 55 1.0120 0.9? 18 0.t1 1? 0.85 18 0.80 1l o.14150 6 6. 1 8. 8 9. 6 9. '1 3 0.7 2a 53 69 3?.345 3985 42.549 3902 41.848 3919 36. 843 3835 21 .39 l0 9I 9 1 9 6 10 5 51 I8. 3 .58 13.8 .84 10.? 3 48.7 40 .1 .9 9 29 -3.3 9 22. t.9 1 1'1 .1 .'7 5 13.3.s 4 12.3 .5 3 9.8.4 3 4.2 .3 2 ?.3 .4 2 7.0 _4 2 '7 .0 .4 2 ?.3 .4 2 't .2 10.1?4- 10. 344- 10. 50 10. 563- t0 .833- 10. 993- 11. i63- 1t.323- ; : : : 4 1 4 ! 4 0 6 5 1 I t I I E t t I I T T I t I I T I I I aaa o oo oo o oo oo o o oooo ooo oooo oo oo o o o oo0)|.]d,t !!lF1 i F] th @ a 4 4 4 4 < < < 4 < 4 4 4 4 4 d 4 4 4 4 4 4,< < < < 4 4 < 4 < 4 4 thli i i,l ,ti Fr Fl 'r'l Fl lJ I J'1 'l't;Ft ll t; J i |.t 't 't a ll Fio o ououoo(Jo(Juooouo()ooouoooouo(Joo(Ju(-)o o u o o l!'! o\oE,EiE'lli|]r _o o o o o o o o o o I- - - i o o 3 oq,ut'''(, .! o A o. 4 d c 4 4 a, 4 4 4 4 4 4 4 4 4 4 < 4 4 < < 4,( 4 4 4 < 4 4 4 4 4 o. G & & -i J J j -i 'i -i j j .i l .I J J J !l .t J "l J .l Fr rr J r a !.r .r,-r,r .l'lr o o orrlJ u (J u(J o o uo o u u o u u u oo u u u I.) o o o o oo .o .@ .o .6 . rr, .i NTNTNF'ITN@ lsrarF lrira l\o 6 0 0 0 6 0 0 0 0 0 6 0 0 0 6 0 6 0 6 0 6 c) l'r o o o 6 0 h o o{o rln$ri\r ooo 60N N ONON q6ooN m+mtDNac{riNi. ,;1t:rr. lco r@ rr.. r F @-r 01 o /-It-IDf-f-IrII--IDII 1? 3 18 3 18 3 18 3 88 5.1 2t 5.8 54 '7.0 51 95 94 95 94 95 95 93 90 89 89 89 84 tt 84 a2 s2 83 81 80 18 '14 73 7t 68 1t '76 78 '74 68 58 58 61 51 44 44 45 43 3-41 5. 3.44 5. 3.46 3.45 0.4 t0 0.4 15 0.4 10 0.4 15 0.4 10 0.4 10 0.3 10 0.3 15 0.4 15 0.{ 15 0.3 15 0.3 15 0.3 15 0.4 15 0.4 15 0.4 15 0.4 15 0.4 l5 0.4 0.4 15 0.4 15 0.4 15 0.4 t5 0.4 15 0,4 15 0.4 15 0.3 15 0.3 15 0.2 15 0,2 15 0.2 15 o.2 15 0.4 15 0.1 15 0.9 15 1,0 15 1.1 15 1.0 15 0.9 15 3.1 2.3 2.5 3.2 3.4 3.4 3.6 3.8 4.O 4.2 4.3 4-4 4.9 5.2 5-4 5.9 6.3 6.5 6.8 1.t '7.3 1.6 8.0 8.4 9.0 11.8 11.8 11.8 12 .6 13.6 14.5 15.9 18.0 21-1 29.0 34.4 19. 5 4't -1 57.9 1 9 I 9 8 6 5 I o 1 5. 46 5. 41 A1 5. 44 6, 42 6. 4I l 3 3 CPT-O2A 8.9 2 organlc SOILS 8.3 3 silty CLAY to 8.7 2 organic SoILs 8. 2 3 sj.lty CLAY to 8.2 2 olqanic SOIIS 8.0 2 Organic SOILS 7.8 2 Organic SOILS 7.5 3 silty CLAY ro 7.3 3 silty CLAY to 7.2 3 srlly CLAY to 5.7 3 silty CIAY to 5.? 3 silty CLAY to 6.8 3 sifty CLAY !o 5.3 3 sllly CLAY to 6.3 3 silty CLAY to 6.5 3 silly CLAY to 6.3 3 srlry CLAY to 5.5 3 s11!y CLAY to 5.6 3 sj.lty CLAY to 5.2 3 silty CLAY lo 6.1 3 silty CLAY !o 5.-7 3 silty CLAY to 5. 1 3 silty CLAY to 5. I 3 silry CLAY to 4.9 3 silty CLAY to 4.5 3 srlty CLAY to 4.3 3 silly CLAY !o 4.3 3 silty CLAY !o 4.1 3 srlty CI,AY !o 3. 7 3 silty CLAY lo 3.3 3 sitty CLAY to 2. 5 3 silty CLAY to 1.4 3 slrty CLAY ro 6.1 3 sj.Ily CLAY lo 5 .5 3 stl.Y CLAY to 4.1 3 silty c]-AY to 4 .2 3 sr.lty CLAY to 4.1 3 silty CLAY !o 3.? 4 clayy SILT lo Page 4 - Peats CLAY - Peats CLAY - Peats - Peats - Peats CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY C LAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CtAY CLAY CLAY CLAY CLAY CLAY CLAY slI!y CLAY 100 115 100 1r5 100 100 100 115 115 1r5 115 r15 115 115 115 115 1r5 115 115 TI5 115 115 r15 115 115 115 115 115 115 115 115 115 r15 t1) t 15 115 r.0 1.0 1.5 1.0 1.0 1.0 1.5 1.5 1.5 1,5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 r.5 1.5 1.5 1.5 2.O 1 5 1 5 1 1 6 5 5 5 5 5 5 5 6 6 6 6 6 6 6 1 1 6 5 5 6 1 I 9 t3 18 18 11 13 6 4 6 4 5 5 5 4 4 4 4 4 4 4 5 5 5 5 5 6 6 6 6 6 5 5 5 5 1 I I t2 11 l8 15 t2 0 05 1.2 0.4 2 ?,1 0.5 1 0.4 1 ?.137 5.8 6.9 0.5 1 6.6 0.5 r 5.5 1.2 0.4 1 '7 .2 0,4 2 ?.8 4.4 2 8.1 0.a 2 8.1 8..7 0.5 2 0. 18.703- 18. 873- 19,03 19.193- 19.353- 19.523- 19. 593- 19. 853- 20. 013- 20- 183- 20. 343- 20.513- 20.613- 20.833- 21.003- 21.t6 3- 21.333- 2L.493- 21.654- 2t .824- 21.984- 22 -15 22.113- 22.413- 22.643- 22 .803- 3- 21. 134- 23 .305- 23.466- 23 .621- 23 ,198- 23 .951- 24 -121- 6.2 3. 39 6.2 3. 39 5.3 3. 39 6.8 3. 34 '?.1 3.33 1,2 3. 33'7.5 3.31 ?.5 3.32 3 -32 1.8 'I .9 3 .29 8.0 3.26 8.5 3 .21 3.20 3. 11 9,1 3. t4 8.7 3. 17 't .6 3.24 ?.0 3.26 1.4 8.5 3. 13 I0. 1 12.2 2.99 11. 0 3.L2 18. 6 2 .91 26.0 2.'77 2"1 .4 2 .'16 25.6 2 .18 26,\ 1 9 -l 0 0 '1 1 9 5 ; : : 5 . ; ; ; : ; ; ; ; ; ; ; ; ; ; ; 0. 0.5 I 6.8 0.3 1 1.O 41 1.2 41 41 0.4 2 8.5 8.4 8.352 8.5 8.852 9.452 9.162 0.162 0.463 9.3 52 8.0 52 ?.3 4l 1.6 42 8.8 0.463 2.683 83 8.925 6.5'78 1.1 88 5.518 5.178 0. 0 0. 0. 0. 0. 1 0.9.5 1 I 1 , '7 I ; 11 ,a- .5 .3 .8 .1 .8 .9 0 0. 18.0 25.1 26.6 24 0. 0. 0. 0.I 0. 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I ).2 4'1 31 31.99 41.? 9-32.15 34.98- 32.32 24.91- 32.48 26.81- 32.65 68.213 50 37 32.81 122.720 10 41 32.97 130.32l ?2 al 33. 14 133.4 2! 12 41 33.30 133.321 12 41 33.4? 129. 52! t7 4l 33. 63 123.5 2l 'to 4l 33. ?9 120. 520 69 40 33 . 95 120. 1 19 59 {0 34.r2 r23. t 19 69 40 3{ . 29 128. 02a 1t 41 34 .45 131.020 1t 41 34 . 61 110 . 920 '11 4t 34. ?8 114. 318 67 40 34.9{ 118.319 68 40 35. 11 108.918 65 40 35.2? 98.318 51 39 35 .43 93 -217 60 39 35.60 102.218 63 39 35.16 127 .l 20 t0 A0 35.93 155.0 23 76 4], 36. O9 150.924 11 42 36.26 150.923 13 47 36-42 135 -t21 11 4l 16. 58 r 1{.519 55 40 36. ?5 90.516 58 38 35.91 62. 5t2 46 36 118 94 '71 61 6s 6l 54 -4.5 -4.1 -o.2 -3.9 -4.8 -4.8 -4.1 -4.5 -4 .3 -3. 3 -3. 5 -3. 6 -3.-7 -3.1 -3. I -3. 8 -3.8 -3.8 -3. I -3.1 -3 .6 9.5 6.5 5.4 4.9 4.2 -2 .3 -4.2 -4.2 -4.0 -3.8 -3.3 -3.1 -2.9 SAND SAND SAND SAN D SAND SAND SAND SAND SILT CLAY CLAY CLAY SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SANO SAND SAND SAND SILT SILT S ILT S ILT SILT 3I LT CLAY 125 r25 L20 120 r20 t20 t20 r20 r15 115 115 115 120 125 125 r25 t25 t25 125 125 r25 L25 125 125 125 t20 720 120 125 125 125 t25 r25 t25 t20 120 5.0 5.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 r.5 1.5 3.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 5.0 5.0 3.0 3.0 3.0 5.0 5,0 5.0 5.0 5.0 5.0 3.0 3.0 19 24 22 22 2L 27 18 t8 20 16 15 20 23 21 23 23 22 27 2L 22 22 23 20 20 19 2B 2'l 29 22 25 21 26 23 19 25 18 26 2L 26 23 21 24 24 2o 2t 23 18 24 26 21 2l 26 25 24 24 26 26 23 24 22 31 34 3T 32 30 2l 23 30 21 19 ,9 8'7.4 to-t, , 132.1 rlr. n- 128,1_ r14,5 96.8 iu. n- 135. 9 6 140.9 6 135. 1 1 126.2I 72 114.0 15 103.1 23 130. 0 1.68 r03. 5 1.85 '79.0 2.14 14.t 2.2r ?3. 1 2.21 't 0 .'t 2.21 ?1.3 2.21 60.7 4L.6 2 .68 34.8 2 -8t 28 ,8 2 .93 26.1 2 .95 58.1 122.0 1. 88 130.2 r. E2 133. 3 1-79 r. 81 129 -5 1.85 t23.4 1.93 120 .4 1. 95 120.0 1.82 123.6 1,l5 121 .9 1.?1 130. 9 1.7! 130.8 t .12 114.4 | .a2 118. 5 1.83 109.0 98.4 2.t5 93.3 to2 .2 2. 15 l2't .l 1. 87 154.9 1.69 160. I 1.59 150. I 1.74 1. 79 114.4 1.98 90.5 2.r2 62 .5 2. 30 108. 2 11S.2 ,i',. .- 117.3 rir.r- 108.3 ,ir.,- r04.8 ,ir. ,- 111.2 ,ir. r- 113.3 :' .,- 102. 0 :r r- 120. I 6 108.4 9 l1 112. I 19 112- r t9 101 .4 19 108.8 19 120 . I 25 9 39 246 5 54 9 55 1r3.6 126.1 10 129-3 9 129.5I 130. 7 s 130. 6 9 131 . 6 11 132.1 l2 11?.9 9 115 .2 1 116. 3 6 118.6 6 119. 3'l 110. 7 9 115.1 9 r18.8 12 t32.1 18 145.5 135 -2 17 125.2 10 0.6 I6 0.8 l5 1.1 16 1.3 16 1.2 16 1.1 16 1.2 16 1.4 16 1.1 15 1.8 15 1.8 15 1.6 15 1.3 15 r.2 16 1.r 1a 1.0 16 1.1 16 L2 I.4 16 1.5 16 0.9 16 0.7 o-1 16 0.1 15 0.? 15 0.8 16 0.9 16 1.2 15 1.8 l6 2.3 16 1.9 16 16 0.9 16 1.0 I5 1.0 16 1.0 16 1.1 16 1.3 15 1.t 16 CPT- O2A 0, 5 5 clean 0, ? 6 clean 1,5 5 si,lty 1.I 5 sj.lty 1. ? 5 silty 1, 6 5 sil.ty 1.7 5 silty 2. 4 5 silty 4.2 4 clayy 5.3 3 srlty 5.5 3 silty 6.3 3 silty 2. 0 5 silty 1,0 6 clean 0. 8 6 clean 0.8 6 clean 0.8 6 clean 0. 9 6 clean 1. I 6 clean 1.3 6 clean O. I 6 clean 0. 6 6 clean 0. 5 5 cleat 0. 5 6 clean 0. 5 5 clean 0. 7 6 clean 0. 7 5 cl,ean 1. 1 6 clean 1.9 5 silty 2.5 5 silty l. 9 5 silty 0. 9 6 clean 0. 5 5 clean 0. 6 6 clean 0. 7 6 clean O. I 6 clean 1.2 6 clean 1.5 5 silty 1.8 5 srlty Page 5 silty s1Ity sandy sandy sandy sandy sandy sandy srlty CLAY CI.AY CLAY sandy siLty s j.l ty silty srlty srlty srlty silty silty silty silty silty silty silty silty siIty sandy sandy sandy si.lty si.Ity srlty s1l ty sil!y silty sandy s andy SAND SAND SAI{D SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SILT SIT,T SAND SAND SAND SAND SAND SAND 3 0 5 0 9 1 I to to to to to to to to to to to to to to to to to !o to to to to to to to to to to to to to 54.5 35.3 2.4 9 24,32.0 1 22-4r.8 5 60. 5 37.08 41.99- 31 .24 33,8't- 3?.40 30.41- 3?. 5? 58.412- 3?.73 147. 924 14 47 3r.90 218.831 87 43 38.06 231.132 89 43 38,22 211.3 30 86 43 38 .39 1?4 ,626 79 42 20 58 40 38.12 L0'7 .2 18 63 39 38. 88 112. r19 64 39 39.04 114.219 65 39 39.21 11?.920 66 40 39.31 r32.1 21 ?0 {0 39. 54 r50. 625 16 41 39. 70 183. 921 A0 42 39.8 6 197.5 29 A3 42 40.03 224.531 87 43 40.19 219.331 94 44 40.36 301.5 {1 95 4{ 40.52 249.139 95 {4 40 .68 269.837 93 4{ 40.85 259.7 36 91 44 41.01 245.235 90 {3 41 . 18 230. 1 33 87 43 41. 3{ 218.3 32 86 43 41.50 219.633 86 43 41,.67 2t1 .632 85 43 41.83 217.331 85 43 42.00 209. 9la 84 42 42.16 206.129 83 42 a2,32 2LB.030 85 42 42.49 225.831 86 43 42.65 212.3 30 a4 42 42.A2 203.1 29 83 42 42.94 224.532 A5 43 43.15 233. 033 8l 43 4 3.31 218.8 32 85 42 182.5 142 L92.4 t92 175.6 1?5 r44.8 153 r02.6 135 88.s 92.5 94.4 4155 91 108 ,i' 150 - 13 132.6- 16 130. 4 - 15 141.3 - 17 14 0.5 - 16 142.4-13 154 .8 - 10 35.2 2.9 9 25 -2 2-3 1 22.62.t 6 48. 9 4.0 9 123 .6 9 14 3 9 152 5'l .8 32 99.98 31 I 48 -2.3 -2.1 -0.8 1.5 2.8 0.2 -1.1 -2,6 -1. 6 -I.6 -1.8 -2.5 -2.6 -2.2 -2.2 -2.0 -1.8 -1.8 -1.8 -1.7 -1.6 -1.5 -0. 6 -0. 5 -0. 5 -0, 7 -0. 8 -4.1 -0. 5 -0. 4 0.0 0.2 0.6 0.6 SILT CLAY CLAY SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAI{D SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND silty CI,AY CLAY silty si.I ty silty silty silty silty silty sandy sandy sandy sarldy silty stlty sitty srlty silty si fty sitty si Ity silty s 11ty srlty silty silty si Ity silty silty silty silty silty silty silty silty silty silty silty CLAY41. 8 2.51 13 -',t 2.43 30.3 2 .98 50.5 2.53 14',7 -9 r.94 218.8 1.61 231.7 t.52 1. 57 114 .5 1. l3 t23 .9 2 -02 107. 1 2.12 1r2. 1 2.0 7 114. 1 2.13 11?.9 2-10 132 -6 2.01 150-5 1. 89 183. 9 1. ?9 197. 5 1. 73 224 -3 1 .62 2'7 9 .3 1.48 307. 5 1.48 289.1 1. 54 269.1 1.55 259 -1 1. 59 246.2 1.59 230.1 L -11 218.3 1. 83 2r9.5 1. 84 211 .5 1.81 2).1 _ 3 L.16 209.9 1. 71 205.1 1. 69 218.0 1.65 226.8 1.55 212.3 1.11 203. 1 1.61 224 -6 1.80 233.0 1.00 218. I r.82 CPT-O2A2.3 4 clayy 4 .9 3 silty 1.0 3 silty 3. ? 4 clayy 1. 4 6 clean O. 7 6 clean 0.5 6 clean 0. 5 6 clean 0. I 6 clean 1. 5 5 clean 1.8 5 silty 1. 5 5 srLty 1. 9 5 srlty 1,8 5 srlty 1.5 6 cleao 1.2 6 CT€EIl 1. 0 6 clean 0. 9 6 clean 0. 7 6 clean 0. 6 6 clean 0. 6 5 clean 0. 7 5 clean 0. ? 6 clean 0. I 6 clean 1 .0 5 clean 1.2 6 clean 1.4 6 clean 1.4 6 clean 1. 3 6 clean l. 1 6 clean 0. 9 5 cLean 0. I 6 clean 0. 7 6 clean 0, 8 5 cLean 0. 9 6 clean 1 .2 6 clean 1 ,2 6 clean l. 3 6 clean 1.3 5 cLean Page 7 to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to CIAY SAND SAND SAND SAND SAND SAND SILT SII,T S ILT SILT SAND stt{D SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SANO SAND 115 115 115 115 125 125 t25 125 125 120 t20 120 120 125 t2s 125 125 125 125 125 t25 125 125 123 125 t25 125 125 125 725 r25 t25 L25 125 125 125 2-O 2-O 5.0 5,0 5.0 5.0 5.0 5.0 3.0 3.0 3.0 3.0 5.0 3.O 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 5.0 5.0 18 1? 24 25 36 38 2l 30 31 31 26 30 37 45 41 44 42 40 3? 35 33 35 36 34 32 3l 34 20 29 30 44 46 A2 3? 38 39 21 31 40 4s 62 58 5{ 32 {9 46 44 44 44 43 42 41 44 45 41 45 4l 44 .5 l2 .5 5 .4 5 .6 5 .1 1 0 9 6 ,:, 183 3 1?1 0 183 221 .2 221 249 .',]249 234 2tB 209 204 20r 198 200 194 r87 t14 1?0 113 180 t't 6 178 196 203 193 234_3 2t8.2 209.1 198.5 185.1 175. 3 1?5. 1 1?4. 1 t13 .1 t61 .4 164.6 113 . 3 180. 0 t68.2 150.7 t71 _3 183.-7 4I 2 1 0 5 2 5 1 5 3 5 ? ,| 5 5 6 5 8 5 9 0 9 5 8 2 1 9 6 0 6 1 5 4 5 0 6 5I 2I 2I 1 9 112 .2 0,9 15 15 2-0 15 2-1 15 2-0 16 1.5 76 t.2 16t.2 16 1.4 16 1.8 15 1.9 16 1.7 16 2-1 162-l 76 ?.o l6 16 1.9 16 1.8 15 7.6 15 1,6 16 1,9 16 2.1 16 1.9 15r.9 15 2.4 15 2.1 15 3.0 16 3.0 15 2.8 16 15 1.8 t5 1.1 16 1.5 t6 1.1 15 1.9 16 2.3 t6 2.8 t5 3-0 16 2.4 0.6 0.6 0.6 0.6 0.8 0.9 1.0 1.1 1.5 L.6 1.1 1.8 1.9 1.9 2.3 2.6 2.8 2.9 3.1 3.2 3.6 3.6 3.? 3.8 4.1 4-l 3.7 3.6 3.8 4.4 6.0 6.€ 1.4 8.0 8,8 9.8 i0.9 11.9 SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SANO SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SILT SILT SILT CLAY CLAY CLAY CLAY CLAY CLAY CI,AY SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SANO SAND SAND SILT CI,AY CLAY CLAY 2-5 16 2.4 15 2.4 I5 r6 2.2 16 1.6 16 1.5 15 1.4 15 1.3 16 1.3 16 1.3 16 1-2 16 1.3 16 1.4 16 1.5 L 7.'7 16 1.9 16 I6 2.4 16 2-'l 16 2-B 16 2.1 162-t 15 2.7 16 2.2 16 16 2-2 I5 1.8 l6 1.6 15 7.2 15 0.8 15 0.6 15 0.5 I5 0.5 15 0.5 15 0.? 15 1.0 15 1.7 15 15 cPl-02A1.2 6 clean 1.1 5 clean 1. 1 6 clean 1. 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L25 5. 125 5. 125 5. 125 5. 125 5. 125 5. 125 5. 125 5. 125 5. t25 5. 125 5. 125 s. 125 5. 125 5. 125 5. 125 s. 120 3. 115 2. 115 2. 115 2. 1.15 l . 115 1. 115 r- 115 l. 115 1. 115 r. 115 1. to to to to to to to to to to to to to to to to !o to Eo to to to to to to to to to to to to to !o to lo to to to 33 32 34 33 34 33 32 31 30 30 31 32 34 36 38 40 40 3't 29 30 16 10 '1 9 8 '7 1 8 11 42 43 {5 42 1L 4A 45 {3 44 43 42 42 40 l9 39 4t 42 44 45 46 41 50 52 53 49 38 39 22 21 16 13 15 1l 12 t2 14 18 2',1 a3.41 212-4 166.9 185.5 212.5 3! A4 42 8 1.81 43.64 2t5.O 158.6 183.8 215.1 30 84 42 8 1.78 43.80 223.2 114.A 789.L 223.2 31 85 42 1 !.16 43.91 224 .2 715.2 L59.3 224.2 32 E6 42 1 L.16 44.13 210.2 164.0 118.8 210.2 30 8l {2 8 1.18 44.29 206.4 160.8 166.3 206.428 A3 42 6 1.69 44.46 2t8-3 169.8 159.8 218.3 29 A4 42 5 1,64 44,62 224.4 114.2 r14,2 224.4 30 85 42 5 1.60 44.19 212.8 165.0 165.0 212.8 28 84 42 51.62 44.95 21,1 .9 168.5 168.6 217.929 A4 42 5 1.51 45.11 215.0 155.1 166.1 215.0 28 AA 42 51.51 45.28 210.1 162.5 162.5 2LA.120 e3 42 5 1.51 45.44 210,1 161.8 161.8 210-2 28 g1 42 5 L.52 45.61 202.2 155.5 151 .8 202.2 21 E2 42 5 1.67 4s.77 193.3 1{8.4 155.4 193.3 26 t0 12 41.?l 45.93 191 ,2 151. r 150.2 197.321 81 42 ? I.73 46.10 203.8 rs6.0 16?.3 203.9 2A 82 42 ? 1.75 45,26 2L0.2 150.6 114.8 210.2 29 A3 42 I 1 .'t',l {6.43 218.8 156.9 182.4 218.830 84 42 8 1.?8 45.59 223.2 1?0.0 188.9 223.3 3t as 42 I 1.81 46.19 230.3 175.1 193.8 230.4 32 A5 42 I 1.80 46.92 235.A 119.2 794.3 236.132 86 42 11,11 47.08 247.8 181.9 190.0 247.933 88 43 5 1.66 41 .25 26L.5 198.0 198.0 251.7 34 90 43 5 1,63 4',t .4t 264.2 199.6 199.6 264.2 34 90 43 5 1.63 47.51 243.5 1A3.1 1A9.1 243.6 32 A1 43 6 r.59 41 .14 191,9 144 . 6 153. S 192.02't 't9 A',t 9 1.83 47-s0 118.0 88.1 127.3 118.01€ 53 39 t5 2.09 48.0',1 65.2 49.0 118.1 65.3 11 43 35 21 2.42 4a.23 42.9 25.6 - 43.0'1 - - 2.9'1 .9 40 2.70 48 .39 32 .6 19 .4 - 32.15 - - 2.2 5.e 45 2,18 48.56 25.3 15.0 - 25-4 4 - - )..1 4.4 49 2.46 48.12 23-0 13.6 - 23-l 4 - - 1.5 3.9 52 2.91 48.89 19.8 ]r.? - 19.9 4 - - 1.3 3.3 58 3.00 49.05 18.2 10.7 - 18.3 4 - - 1.2 3.0 62 3.O5 {9.22 18.4 10.8 - 18.54 - - t.2 3.0 67 3,12 49.3A 20.6 12.L - 20.8 4 - - 1.3 1.4 70 3.15 49.s4 21 .4 76.0 - 21 .6 5 - - 1.8 4.? 55 3.10 49.11 39.8 23.2 - 40.0 1 - - 2.1 't.r 53 2.92 49.8112- 50.041{ 53 50. 201{ 49 50. 358- 50. 536- 50.695- 50.855- 51.025- 51. r.8 5- 51. 356- 51.515- 51.685- 51. 846- s2. 005- 52 .11 6- 52 .111- 52.5011 - s2.668- 52.52'1 - 52.998- 53, 15 8- 53.328- 53.4810 - 53. 641- 53.8r.6- 53.97'7- 54. 14 8- 54,301- 54 ,465- s{. 53't- 54.196- 54.966- 55. 126- 55.245- 55.45t3 46 55, 5118 53 55. ?82A 65 55.941? 50 55.1113 - 68. 1 50 4.18?.5 64 37 78. 6 58 36 53 l6 ,, 30 31 ,; 38 ", 29 l5 28 .0 .1 .4 .9 .1 -1 .6 4 1 4 1 30 2t 2.5 14 1.7 17 2.t 18 2,1 15 1,8 2l 2.6 I3 1.5 15 2.0 20 2.4 15 1.9 I6 2 -O 19 2-4 40 5.0 29 3.5 23 2.8 24 3.0 21 3.4 30 3.8 40 3.9 23 2.9 1l 2.L 20 2.6 25 3 -2 23 2.9 29.5 15. 3 13 .2 52.7 41.3 41.9 o: ' ':' 'r:.' 42.9 31.6 ,t. o 41 .a 42.3 36 3't -6 40.1 39.0 29.8 219 2 2 2 2 2 2 .4 2A .5 22 .1 2t .6 16 .0 t7 .2 53 89.0 91 .0 80. 3 53 32 .9 1E.t 35 125.3 38 135. I 39 113. 5 38 '7 6.1 5.2 S ILT SILT SILT SILT CI,AY 1 13s 8,7 -0. 7 -3.4 -3.5 -3. 4 -2.4 -1. 6 4.6 5.2 4.3 5.0 5.0 4.1 5.3 6.3 6.9 0.1 0.8 t.2 r.'7 r.6 t.0 0.9 1.4 2.t 3.1 2.1 1.0 3.5 3.6 3.4 3.3 4.1 3.9 0.5 -1.3 -L.l -t.9 S I].7 SAND SAND CIAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CI,AY CLAY CIAY S ILT CI,AY CIAY CLAY CLAY S IIT CLAY CLAY CLAY CLAY CLAY CLAY CI,AY CLAY CLAY CLAY CLAY SAND SAND SAND SAND SILT 4 13I 9.91 t22 si lty CLAY sandy SILT sandy SI LT 68.3 2.41 81.5 2 .28 78, 6 2.41 52.9 2,14 36.5 2 .90 23.4 3.00 30. 9 2.91 31. 7 2 -91 2',7 .8 3.05 38. ? 2.84 24.5 3.12 29 -8 3.03 35.5 2.90 28. I 3.04 29.5 3. 1{ 35. { 3.12 ?3. 3 2,63 52. t 2.83 {1.3 2.96 43.9 2 .96 49.9 2.84 56.1 2,61 56.s ?.49 43.0 2 .61 3r.1 3. 15 38.0 3. 05 47.4 42.4 2 .95 35. 3 3.05 31 -6 3. 01 40.8 2.84 39. 1 2 .93 3. 17 32.9 3.09 '15 .2 2.42 125.4 2,IA 116. 8 2, ta 113. 4 2. t9 '7 6.1 2.49 15 1.8 16 2.2 16 1.5 15 r.0 r5 1.1 15 i.5 1.4 15 1.5 15 1.3 15 1.5 15 1.5 15 1.5 15 2-2 15 3.0 15 15 2 .'l 15 15 2.9 L5 3.0 15 1.9 15 1.4 15 1.6 15 2.6 2.9 15 2.1 15 2.5 t5 15 2.3 15 1.6 15 1.9 15 2.1 15 2.3 15 2.0 16 2.0 I6 2.4 r5 2-2 15 2.5 CPT.O2A 3 .0 4 clayy 2. 1 5 silry 2.9 5 sllly 4. 4 3 srl.ty 4.9 3 srlty 4.3 3 srlty 4.0 3 sllty 5.2 3 srlty 5.? 3 silly 4.1 3 silry 5.2 3 s!1ty 5.7 3 srlty 4.5 I silty 5.1 3 srlty 8.4 3 sitty 9.{ 3 silty 4.5 4 clayy 5.5 3 srlty 6.6 3 siliy ?.1 I sllty 6. 3 3 sllEy 3-5 4 clayy 2 .6 4 clayy 4.1 3 sllty 9.0 3 siLry 8,3 3 sllty 6. 2 I stlty 6.4 3 s1]!y ?.6 3 silty 6.8 3 srlty 4.2 3 s]']ty 5.4 3 silty 8.8 3 sl]ty 1.7 I sllty 2.8 5 srlty 1.5 5 srlty 1.8 5 srlty 2.0 5 srlty 1. 5 4 clayy Page 9 5 4 3 3 4 6 1 o 0 0 I 9 0 9 0 0 5 .3 29 .5 22 .6 21 42 52 s9 52 5? 62 48 61 60 52 6I 69 6'1 38 48 55 56 to to to to to to to to to to to to !o to to to to !o to to to to to to to to to lo to to to to lo to to to to to to CLAY 2.O 3.0 1.0 1.5 i.5 r.5 1.5 1.5 1.5 r.5 1.5 1.5 1.5 1.5 1.5 2.0 1.5 I.5 1.5 L5 2.0 2.4 1.5 r.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 3.0 3.0 3.0 3.0 2.0 25 22 19 20 14 10 t2 12 11 15 9 11 13 11 11 13 20 19 15 15 18 15 20 16 t2 14 17 15 13 14 15 14 l1 r2 18 30 32 21 21 34 29 26 35 24 17 zr 18 26 15 2A 24 19 20 31 35 26 29 33 2B 28 29 21 25 31 28 24 25 2',7 20 22 25 42 46 38 38 CLAY CLAY CLAY CLAY CIAY CLAY CLAY CLAY CLAY CIAY CLAY CLAY silty CLAY CLAY CLAY CLAY silty silty CLAY CLAY CIAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY sandy sandy sandy sandy silty CtAY CLAY 5 6 111 1 2 2 3 g 0 g l 1-_ { 2 128 129 141 131 141 9 39 .5 30 51 46 69 63 52 55 62 59 19 54 1l 55 .5 2'l .4 15 .5 15 .3 19 ,2 30 I 9 I I I I I I I I I t I I I I I t I I x 115 L20 L20 115 115 115 115 115 115 115 r15 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 120 t20 120 120 115 56.27 52.98- 56.4 3 44-11- 55,60 82.9t4- s6.?6 113.51? 60 38 56. 93 l.37.319 66 39 5? , 09 139. 920 66 39 5-t .25 L40.920 61 39 51 .42 1A9 -221 68 39 57. 58 196. ? 26 18 4t 51 .15 249.531 85 42 31 .9t 302.336 92 43 58. O7 353,742 95 44 58.24 396.541 95 44 s8. 40 420. 349 95 44 58.31 429.1a9 95 aa 59.13 423.546 95 44 58. 89 433.541 95 44 59. 06 42 9.045 95 44 s9.22 395.843 95 44 59-39 371.543 95 44 59.55 359,042 95 44 59 - 71 3',71 .142 95 44 59. 88 374 - 441 95 44 60.04 316.l41 95 44 60. 21 370. 6 41 95 44 50. 37 381.242 95 44 60. 53 358.842 95 44 60. ?0 344.941 95 43 50.85 337.841 95 {3 61. 03 337. 04L 94 43 6t .19 349.141 95 43 61.l5 378- 0 42 95 44 51.52 391.342 95 44 61 . 68 3?3. 940 95 44 61. 85 360. 539 95 43 62.At 314.540 95 44 62.t1 3A3-240 95 44 62.34 405.643 95 44 62.5a 4A9.943 95 44 28.0 .6 8 .o 'l 58.4 ,7 9 19 .9 I 5? 142 .692A 130.2 18 649 96.6 121 3 3 5 2.85 44 -0 2.91 82.9 2.43 113. 5 2.18 13?.3 2.01 139. I 2 -03 140.9 2.10 149.1 2 -71 196.6 1.90 249.5 1..75 302.3 1-62 353.7 1. 61 395. 5 1,50 420.1 r. 53 429. I r. {8 423 .3 1.3? 433. 5 1.35 429.0 1.34 396. 8 1. 38 371. 5 1. s5 369.0 1.48 371. 8 1.45 314.4 1- 39 315.1 1.39 31O.'1 1.46 381. 3 1.46 368. 9 1.53 345.0 1. 64 33?. 9 1 .71 337.1l.7r 349 -2 1. 64 378. 1 1.4'7 391. 4 1.35 374 .0 1.40 350.6 r.39 314 .6 1.31 383 -2 1.31 405.1 1. 35 410.0 1. 33 15 2 -9 15 2.5 15 2,7 16 1.8 16 2.0 16 r6 3.0 16 2.6 15 16 2.5 15 16 4.0 16 15 3.2 t5 2.2 r6 2.2 t6 2.0l5 1.9 16 3.0 16 2.3 l5 1.7 15 1,8 16 15 2,1 16 3.A !6 4.0 r6 4.0 16 3.4 16 t6 1.1 16 1.8 l6 1.6 16 1.5 16 1.3 l5 1.8 15 1.? l6 cP?-02A5.8 3 silty 7 .0 3 silty 3. 1 4 clayy l. 9 5 siLty t. 3 5 clean 1.5 5 silty 1.9 5 siLty 2. 0 5 si.1ty 1. 3 6 clean 1. 1 6 cl.ean 0.8 5 clean 0. 9 6 clean 1. 0 6 clean 0.8 6 clean 0.7 6 clean 0. S 6 cl.an 0. 5 6 clean 0.5 6 clean O. 5 6 clean 0.8 6 clean 0.6 5 clean 0. 6 6 clean 0- 5 6 clean 0. 5 6 clean 0. 6 6 cledn 0. 6 6 clean 0. 7 6 clean 1- 0 6 clean 1. 2 5 clean 1.2 6 clean 1.0 6 clean 0. 6 6 clean 0. 4 6 cleao 0- 5 6 clean 0. 4 6 clean 0. 4 6 clean 0.4 7 grvly 0.5 6 clean 0. 4 5 clean Page 10 CLAY CLAY silty sandy si lty sandy sandy sandY silty silty silty silty silty silry silty 3tlty silty silty s11ty sj.Ity 3 j.1ty s ilty silty silty silty silty silty silty siIty silty silly si 1ty srlty sj.Lty srlty silty dense silty silty -2.0 -1.4 -1.0 -2.4 -2.4 -1.2 -1.4 -1.5 -1.5 -1.3 -1.1 -0. 9 -0. 8 -0. 5 -0. 4 4.2 0.3 0.5 2.4 2.3 2.6 2 .-7 2.9 2.1 3.1 3.5 4.0 4.6 4.5 4.3 a.l 1.3 3.8 3.5 CLAY CI-AY S 1LT SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND slD SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND CLAY SILT SAND SI LT SILT SILT SAND SAND SAND SAND SANO SAND SAND stllD SANO SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SANO SAND SAND SAND SAND 115 115 r15 120 125 120 L20 120 \25 r25 t25 125 125 725 723 125 125 125 125 125 125 125 125 125 L25 \25 125 125 125 125 130 125 1,5 1.5 2.0 3.0 5.0 3,0 3,0 3.0 5.0 5.0 5.0 5.0 5.0 s.0 5.0 t, 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 5.0 5.0 5.0 5-0 5.0 5.0 5.0 5.0 5.0 5.0 19 16 29 19 33 35 42 49 58 60 tt 60 59 51 51 5l 52 51 50 41 46 46 41 5I 53 51 49 51 {3 55 35 29 41 38 21 41 41 50 39 50 50 ?1 19 84 c5 81 86 19 '14 14 16 15 15 '74 '16 14 69 68 6'1 ?0 '16 ?8 75 't2 75 64 81 a2 to to to to to to to to to to to to to to to to to to to to to to to to to to EO to to to to to to to to to lo to 98.2 98 104.5 !37. 5 L14 .3 2t4.9 246 .4 275.9 292. t 8 132 144 154 163 186 210 246 215 292 29'1 293 300 ,2 I3 .3 14 .5 16 .5 16 .1 10 291 .A 293.6 300. 1 296.6 296 9 'I 9 5 4 5 9 5 1 5I 5 5 5 I 5 6 5 9 5 1 5I 5 8 5 I 5 4 5 9 5I 5 0 4 5 0 6 6 5 4 5 1 5 4 5 2 5 9 5 1 5 6 5 4 5 9 5 231 213 255 zit 234 ,it 260 4 9 ,_ 254 .l 254 259.8 g 273. 1 256- 259 251 258 2s3 260 235 240 239 252.4 235 .4 234.3 229.4 231 .4 ,ir. n- ,nr. 25 6 .'t 255 .4 253 .2 25e.6 27 3.4 255. 264 - 253 . 254. 211 . 275. 62.61 390.e 47 95 44 62 . 83 388. 5{1 95 44 53. 00 400.642 95 44 63.16 403.142 95 44 53.32 421.944 95 44 63.49 441.746 95 {{ 63.65 429.544 95 44 53.82 440.8 45 95 44 63. 98 437. r45 95 44 64.t4 419. 443 95 44 54.31 383. 040 95 43 64.4? 350. 53? 95 43 54.64 329 -135 93 43 64.80 331. ?35 93 43 64.96 343.536 9{ {3 65.13 335.335 93 {3 55.29 322. r34 92 43 55.45 293. I35 89 42 55.52 238."1 28 A2 4r 65.1A 204.225 11 A0 65.95 252.029 84 4L 66.11 306. 134 90 42 66.2A 325.335 92 43 66.44 327.934 92 42 66. 60 323. 935 92 42 66.1't 333.235 93 43 56.93 361.038 95 43 57. 10 380. 7 40 95 43 51.26 382.041 95 43 6'1 ,42 364.040 95 43 57.59 336.l37 93 43 51 ,15 293 -L33 8S 42 61 .92 229.428 80 41 58.08 172. 922 ',7! 39 6A.24 152.027 66 38 58. 41 125.01? 50 37 68_57 98.015 -68.74 6t.98- 58.90 41.06- 252.1 260 .9 268.6 210 .0 282.2 295.1 285.5 srlty silty silty deose dense dense dense dense dense dense silty 3rlty silly silty silty s Llty silty si Lty silty silty silty s11ty s i.l ty si.Ity siIEy silty silty srlty sj.l ty 31ltY silty srlty srlty sandY sandy sandy silty CLAY CLAY 293 .1 290.8 218 .1 254 .2 272.4 218.3 279 -3 221.2 272.2 193.4 208 15?.0 134.1 155 173 200 2t2 210 27t 211 235 165. 3 200.5 212.8 21A .4 2tt .4 271 .3 235. 1 241 .6 244.2 .7 390.9 5 1.34 .9 3 88.6 5 1.37 .6 400,6 51.35 .0 403.1 5 l-32 .2 422.0 5 1.33.1 4{1.8 51.31 .5 429.6 5 1. 10 .1 441.0 51.30.8 43't.2 5 1.28.l 419.5 5 1.29.2 3A3 -2 51.35.{ 350.7 5 I .38.3 329 -A 5 t. a2.3 331.8 5 7.42 .9 343.5 5 1- 38 .2 135.a 5 1.37 ,2 322.2 5 1.4 3 . 5 294.0'1 1-16.l 238.91 t.'t4.0 204.3 10 1. 86.1 252. t 6 1- 71 .5 305.3 5 1.57.8 325.4 5 1,50.4 322.0 51.48 -4 323.9 31.49.3 333.3 5 1.52 . 1 361.1 5 1.4 5 . 6 380.8 5 1.4 6.2 382.1 5 1.50.2 364.1 5 1.55 .3 335.8 5 1.60 .0 293 -2 6 1.69.6 229.5 10 1.8 5.1 1r3.0 L4 2.04 .3 152.1l8 2. 16 .3 125.1 20 2.24.8 98. I 26 2.40 62.0 46 2.19 41.1 6o 3. 02 CPT.O2A 0. 4 6 clean 0, 4 6 clean 0.4 6 clean 0. 4 ? grvly 0. 4 7 qlvly 0.4 7 grvly 0. { ? glvly 0. { '7 g.vly 0.4 7 grvly 0.4 7 grvly 0. { 5 clean 0. 4 6 clean 0. 4 5 clean 0. 4 6 clean 0. 4 6 clean o. { 6 clean 0. 4 6 clean 1. 2 5 clean 0. 9 5 clean I .2 6 clean 0. 9 6 clean 0. ? 6 clean 0. 5 6 clean o-5 6 clean 0. 5 5 clean 0. 6 6 clean 0.5 6 clean 0. 6 6 clean 0,7 5 cLean 0,8 6 cleaa 0. 8 5 clean 0. 9 6 cl.ean 1. 3 6 clean 1.I 5 silly 2.2 5 silly 2.4 5 sitty 3. 0 { clayy 4.6 3 silty 6.1 3 silly Page 1l 262 260 268 2t0 282 295 286 1.6 16 1.1 I6 r.7 16 1.5 t6 1.8 16 1.8 15 1.6 16 1.1 15 1.6 I6 1.5 16 1.5 16 1.4 I6 1.4 16 16 1.1 16 15 r.4 I6 3.5 L5 2.1 16 2-3 16 16 2 -0 16r.8 16 1.6 15 1.? 16 2.0 15 15 2.1 l6 2.5 15 2-7 16 2.1 16 2.1 15 2.9 1.6 2.9 16 3.3 16 16 2-8 15 2.6 15 2.2 15 3.8 3.9 4.8 4.8 5.8 5.6 5.7 5.9 4 3 5 8 9 I 6 4 3 5 2 0 6 I 1 0 3 SAND SANO SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SBlqD SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SANO SAND SAND SAND SAND SAND SAND SILT CLAY CLAY SAND SAND SAND SAND SAND SANO SAND SAND SAND SAND SAND SAND SAND SAND SAND SAtrD SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SILT SILT SILT CLAY L25 125 130 130 130 130 130 130 130 125 125 125 125 L25 r25 125 125 r25 125 123 125 125 125 125 t25 125 125 t25 125 120 120 120 115 115 115 5.0 5.0 5.0 6.0 6.0 6.0 5.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 s,0 5.0 5.0 3.0 3,0 3.0 2.O 5{ 45 4'7 e9 48 49 48 46 51 46 44 44 {5 44 42 3t 33 40 43 42 42 43 4l 50 50 41 44 38 30 37 33 2',l 32 18 ?8 't8 80 5'l 70 14 '12 13 73 '70 11 70 66 56 59 59 a8 41 50 61 65 64 65 61 12 16 't6 61 59 46 58 51 42 49 41 27 13 to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to 35 293 290 218 254 232 218 2\9 226 22t 212 t5'7 1 241 r89. 8 196 236.2 218.3 I48.4 111_7 98.1 80. 6 248 214 I 171 151 r54 r43 I44 9 4 3 1 63.1 6.8 9 21 .2 4.2 I l't .92.1 5 0 5.5 69.075- 69 -23't- 59. 398- 59.55'7- 69.125- 69.894- 70.053- 36.9 s5-3 ,t. , 52. 1 ,t. , 29.5 ,1.n 2.1 15 7 .',t 15 2.r 15 2.0 1.4 15 1.0 1S 0.8 15 6.s 6.8 5.3 6.3 19. 3 23 .O CPT-O2A 6. 3 3 si.Ity 3. 4 { clayy 3. 3 4 clayy 4.0 3 silty 4.4 3 silty 4. 1 3 silty 4. I 3 sr]ly CLAY S I',7 CLAY CLAY CLAY CLAY CLAY silty CLAY silty CLAY CLAY CLAY C'.AY CLAY 16. 1 .4 4.1 24.1 .1 't -4 30.1 -7 9.3 .6 7.O 15.5 .4 4.5 t2 .8.9 3.5 ,4 2.6 2 3 4 3 2 I 1 63 43 38 41 58 62 70 37.0 3. 07 55. 4 2.15 59.3 2.66 52.8 2.82 35 .1 2.99 3. 0{ 22 .4 3. 16 to to to to to to to 115 115 115 115 115 115 115 1.5 2.O 2.O 1.5 1.5 11 15 15 1o 9 6 25 2A 35 l5 24 z0 15 5tr€53. correlations. and desj.gn. . Indicates the para(eter was calcuLated using the normalized point The parameters Ilsted above $ere determined using enpirical A Professional Engineer must deternine lheir suilability for analysis Middle Earth Geo Testing Paqe L2 Ilrrrrr Eetcn lilta r Sfutitil I nF ITITIIOProjoct Job Numb6a Hole Numbor EST GW Dspth Ch,ist Our Sivlor -- cisEEo6 - Opsrator Cons Numboa Dato and Tlme t5.00 ft RC Filoname GPS U.xlmum O6pth SDF(9{1).cpt DO cPT-o3 6119/201 6AM 50,09 ftDurlnq Test Net Area Ratlo .8 CPT DATA SPT tI 14005000100100 TIP TSF FRICTION TSF Fs/Qt % to .<uJ5ilr'(,coF 0 10 20 r 40 50 70 I - s€ntltlvo tlno gralnod l2- orglnlc matorial !3- clay a il - sllty cl.y to ctay r5. clayoy sllt to.llty cl.y l6 . sandy 6llt to clayey sllt I7 - 3llty 3!nd to asndy.llt E - sand to sltty sald 9. rand I 10 - gr.velly srnd to sand r.l l - very ltltt flno gr.lnod (') !12- s.nd to clayoy sand (') Ssoll bohavior typo and SPT basad on data lrom UBC-1983Cono Slzo 10cm squared I F(![! -:o5 i I I l lllt I il *il ,OL +tt tt Y -1 I tl t_t I I I ffi I I I I ll I tt tlf..- l ll tt II I I II I I ||ll l-l-t+I cPT-0 3 christ our Savior Project ID: Geotechnical Solutions Inc DataFile: SDF(911).cpt sounding rD: cPT-03 CPT Date: 6/19/2018 8:57: 16 ,rM Proiect No: G-3885-06 Gw During Test: 15ft cone/Rj.g: DDG14 4 8 .qc SPT Rel FtIr Deprh PS IcNl Oen Angft tsf60t C deg qcln qlncs Und OCR FrnPS PSShr - Ic qt Ic PS tsf Indx Slv NK Stss pore Prs s (psi ) Erct l4at Rato Typ g zon Mater i a I Behavi or Desc!ipt ion R-N 60ttsf UniE Wqht pcf SPT R-N1 60t Qc to N tsf : 0. 33100 95 0.49100 95 0. 65100 95 o.g261 95 0.9842 95 1.1524 't2 1.3119 - 1.{818 51 1,642t 55 240.1 48 146.4 48 12.6 48 49.5 32.5 48 58.0 385.1 234.8 , i... 19.4 3.5 9, 84-3 93.1 SAND SAND SAND SAND SAND srt? CLAY SILT S ILT CI,AY 484{.0 ?0.164 7 grvly sANo ? grvly SAND -7 grvly SAND 6 clean SAND 6 clean SAND 5 sitty s lD 4 clayy srLT 5 silty SANo 5 silty SANo 4 clayy SILT 3 si lty CLAY 4 clayy SILT 3 s ilty CLAY 3 si 1ty CLAY 3 sil ty CLAY 3 sil ty CLAY 3 sil ty CLAY 3 sil ty CIAY 3 5i1ty clAY 3 silty CLAY 9 very sti.ff 9 very sti ff 9 very stiff 4 clayy SILT 3 sllty CLAY 3 silry CLAY 3 sr lty CLAY 3 siLly CIAY 3 silty CI,AY to dense to dense to dense to siLty to silty to sandy Eo silty to sandy to Sandy to silty to CLAY to s ilty tO CLAY to CLAY to CLAY to CLAY to crAY to CLAY to CLAY to CLAY fine SOIL frne SoIL fine SOIL Eo silty to CLAY tO CLAY tO CLAY to CLAY to CLAY 80 91 20-4 19 95 1r. ? 12 11.6 28 15. A 43 34,2 718 . 21151 {8 529.8r010 {8 423.8 619 48 .1 -4 45 .0 32 24 .0 23 .0 18 .8 18 .8 18 .8 24 .1 54 .4 85 .9 16 718.{ 0. 82 630. 0 0. 81 423 .9 1. 12 240,8 1.38 146.4 1.?3 72.6 2.t6 49.5 2.43 52.1 2 .21 58.1 2 .29 44.1 2.41 20 -5 2.83 28 .3 2 -59 20.3 2.',79 1s. 0 2.96 14 .8 2.92 11.8 3.02 11.7 3,02 11.? 3. 1I 1s.5 3.04 34.2 53. 5 2.48 41 .1 2-56 43.9 2.51 38.6 2.59 33.4 2.64 24.4 21.9 21 .1 2.65 24.4 2.72 2.2 16 1.8 16 2.t 16 1.6 15 1.9 15 1.9 16 2.1 15 1.5 15 1.9 16 1.6 15 1.{ 15 7.2 15 1.2 t5 1.1 15 1.0 l5 0.8 15 0.8 15 1.1 15 1.1 15 15 2.8 30 2.9 30 2.6 30 2.2 1.9 15 )..6 1.6 15 1.4 15 1.3 15 81151 01010 I 5 0 5 6 5I 7 1 9I 6 8'l L2.2 r1.3 2.? 1.1 1.1 1.3 4.9 5.0 4.0 3.5 2,9 2.8 2.3 2.2 1.9 1.1 1.4 1.1 1.1 2.O 2.2 3.0 2.9 1.9 2.0 t.2 2.0 1.4 0.3 0.3 0.5 o.7 1,3 2.6 4.3 2.8 3.2 3.6 6.8 4.3 5.9 1.4 6.5 6.9 6.9 9.9 7.0 5.3 6.2 5.9 5.6 5.8 6,'l 1.3 5.1 5.5 130 130 130 t25 125 t20 115 t20 720 115 115 115 r15 115 115 115 115 II5 L20 120 t20 115 115 115 115 115 6.0 6.0 6.0 5.0 5.0 t.0 2.0 3.0 3.0 2.O 1.5 2.O 1.5 1.5 1.5 1.5 1.5 1.0 1.0 1.0 2.0 1.5 1.5 1.5 100 100 100 11 41 39 40 28 31 35 22 23 22 16 16 13 13 L2 L1 06 .76 70 31 36 26 23 30 26 100 100 1L 48 2q 25 18 19 14 1{ 14 10 10 I 8 I 10 23 53 48 44 19 22 15 15 18 t6 6796 386 24A 182 1 193.92 155. t11 9 21 .9 22 .9 21 6 9 ,7 9 3 9 5 9 0 9 1 9 8 9I 9 1 9I 9 9 1 9 4 9 4 9 8 9 5 9 0 9 0 9 4 9 1I .'1 ?0 61 ,1 53 .3 39 .1 35 .5 44 .9 39 -7 -2 -1 4 I 15 1 9 2 12 2 9 2 1 2 1 2 6 2 6 3 5 3I 3 t3 28.2 30 20. 3 ni ri., 62 14.B 3 1 2 1 1 1 o 0 0 1 2 1 I 949 148.79 35 CLAY 11.7 9 46 9 56 9 53 950 950 956 961 15 - 3. 6121 - 3 ,1119 - 3.94 4. 10 4 .211{ - 4.4311 - 4.59r0 - 4 ,16 4.9211 - {3.9-1 38. 5 -2 53.4 41 33.4 24 .3 27.9 21 931 9 {5 948 9 38 9 40 22A -O9 30 231 .1 9 l4 222.2934 201. 99 35 24 9 41 Page I CLAY 5 .098- 5.251- 5.41'7- 5. 588- 5.'t49- 9- 6.0710 - 6.23 7.05 10 - '7 ,22 7. 38 9- '7 .5511 - ?- 71 t2- 6.401I - 6,5510 - 6 .1310 - 6.8911 - 9 5l9 ) 9 9 9 9 9 9 9 9 9 9 9. 2 1 9. 1 9. 1 9. 2 9. 1 9. 8 1 9. 5 9. 3 3 9. 8 6 9. 9. 2 9. 6 9. 1 9. 4 9. 1 9. 9. 1 9.I 9. 4 9. 1 4 2 1 0 5 3 9. 6 9. 8 9't, ? 5. 4 4. 4 3. 395 3 2 17 .8 13.6 r5.1 16.0 19 .2 19.4 22 .A 24,2 21.0 23-4 24.5 23.9 r8.6 19. I 24 23.8 39. 3 25.9 15. 8 10.4 50 53 52 46 41 9 45 9 40 9 43 48 44 9 43 42 50 943 I 9 41 9 45 9 43 941 49 51 54 0.5 4.2 0.8 r.0 1.5 1.5 2.2 2,6 1.1 1.4 1.1 1.5 1.2 r.4 2.3 1.9 1.9 2.O 1.? 2.1 2.8 2.4 3.7 4.1 1.8 1.5 1.5 1.2 0.6 -0,2 -1.2 -1.5 2.6 -2 -'l -2.1 -2.5 cPT-0333 23 53 43 63 13 27 13 13 '73 13 03 s3 13 33 23 53 53 03 s3 0l 23 21 33 44 15 15 25 05 05 55 44 04 93 43 53 23 Page 2 CLAY CLAY CLAY CLAY CLAY CLAY CI,AY CLAY CI,AY CLAY CLAY CLAY CLAY CLAY CLAY c,,eY CIAY CIAY CLAY Ct,AY CLAY CLAY CLAY Cl,AY S ILT SAND SANO SAND SANO SAND SAND SILT SlLT CLAY CLAY CLAY CLAY CIAY CI,AY CLAY CLAY CLAY CLAY CLAY CtAY CLAY CLAY c,,Av CLAY CLAY CLAY CINY eitY CIAY CLAY CLAY C',AY CLAY C],AY CI,AY CLAY CLAY silty sandy sandy sandy sandY sandy sandy silly silty silty crnY CLAY Cl-AY CLAY 115 115 115 1r5 115 115 115 115 115 115 115 r15 115 115 115 tt5 115 115 115 115 115 115 115 115 115 120 t20 t2a L20 t20 120 115 tl5 115 115 115 115 11s 1.5 1.5 1.5 r.5 1.5 1.5 1.5 1.5 1.5 r.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 I.5 1.5 1.5 r.5 1.5 1.5 2.0 3.0 3.0 3.0 3.0 3,0 3,0 2.4 2.4 2,4 1.5 1.5 I.5 1.5 28. .2 21. .9 .0 25. ,1 30, _3 31. .3 ,5 .9 38. .'l 33. .5 31. .6 39. .1 38. -'7 29- .3 30. .3 .'1 38 .1 34 .5 34 .5 35 .5 30 .3 I 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r06 100 101 100 14 158 154 148 148 139 q1 .3 28 L1 .4 16 .2 17 .8 15 .3 16 .5 22 .1 28 .3 32 to to to to to to to to to to to to to to to to to to to to !o to to to to to to to to to to to to to to to to to to CLAY SI LT SILI S ILT S ILT SILT CLAY CLAY CLAY 17. 8 2.45 13. ? 15. 1 16. I 2 .94 t9 .2 2, 80 19. 4 22 -O 2. 19 21 ,3 2.10 24.2 2t.L 2.83 21.4 2,11 24.5 23.9 2 .12 18. 6 2.A5 19- 1 2.88 2 .16 23.8 2 .18 21,6 2 .82 21.6 2,'t9 2 .'15 2 .42 11 -6 2.45 16. 7 2. ga 16-1 20.3 2.82 46.2 2.43 78.0 2.13 81.1 2 .12 '71 .1 2. 14 '7 9.0 2. \1 78.8 2.12 59.2 2 .28 41 .5 2-44 39.3 26.9 2,54 15 -1 2.84 10. 4 2 .95 8.? 3.138.i 3.18 r.1 15 1,0 15 r.0 15 1.0 15 1,1 15 1.2 15 1.3 15 1.5 15 1.5 15 1.4 15 1.{ r.4 15 1.3 15 15 1.4 l5 1.5 1.5 l5 1.{ 15 1.3 15 15 1.1 1.0 l5 1.0 15 1.1 15 t -2 15 1.6 t5 1.6 16 L .'t t6 1.1 16 1.5 t6 1.5 l6 1.5 15 1.6 15 1.4 15 1.1 15 0.7 15 15 0.5 15 0.5 si.I ty silty silty siLty silty silty silty silty srlty silty sil.ty silty silty silty srlty silty silty silty silty silty silty silty silty silty silly clayY silty silty silty silty silly s1lty cl ayy clayy ctayy silty silty silty siI!y 6 1 5 6 5 6 5 5 5 6 6 5 5 6 '1 6 6 6 5 5 6 5 't 6 3 2 2 2 2 2 2 3 3 4 4 4 5 1 I9 15 16 17 20 2L 23 29 25 22 26 26 20 20 26 25 23 24 20 19 18 t'7 22 31 34 35 33 3{ 25 30 24 18 17 11 9 I 9 t0 1l 13 13 15 18 15 14 I6 16 I6 12 13 l6 16 14 74 15 1l 1L 11 13 23 26 21 25 26 25 20 24 20 13 11 ,7 6 5 11 -7,81 21.6 -tu -8.04 21.5l0 -4.20 22.110 -a.31 t9.2 9- 8-8.69 16.68-8.86 16.18-9.02 20.29- 9. 19 46.1 14 -9.35 78.0 2t 6A 42 9. 51 81. 722 69 43 9 .69 17 .12! 61 42 9. 84 ?9.0 2t 61 4210.01 78.8 2L 51 42 10.1? 59.216 57 4o 10. 3{ 4?.5 74- 1.2 25 1.1 2S 1.1 32t-4 6l 3.2 102 9 150 9 154 59 3.3 48 2.1 35 1.9 24 t,1 16 0.? 13 0.5 l2 0.5 141 9 t40 9 9 38 9 48 0 55 167 10. 5o 10. 6610 - 10. 831- 10. 995- 11.165- tr.324-1 12 x ooooo.nooooooooooooooo!JJFI!! ,.1 IFlIFlFtJ 't '.r '.r 'l Lr -r |] l] Lr rrlJl-r't '.r 'lFrJ '-r Lr r.r I Er i.lU O (.) U () {.) (J O O O () O O () O IJ (J () O O U U O () (J {J O U U (J U O U () U O U U O 400006i,.J FU 3 ": : : 1 1 : : ? 1 1 I 1 : "'r i::i: ii: i1:: Yl i 1:.'i 1?-. i:: i I s\o\o\oeLn (16,!rd < c C < 4 4 < or c or 4 4 < 4 4 8 4 4 4 4 1 4 4 4 < < d < 4 d < or 4 4 < < < < (.i,i-iti,r ji l]>1 i Fl lf ll }l Fl Ft Fl I Fl ; rt |.1 >1 >tFtJJJ il;Fl>l;io o u () o u o ! o u r,) (.) o lJ o () o u o u u o u o u o u o o r (J u u (J u u u o I,: o f) o 6 o 6 o 6 o o o 6 o 6 o 6o 6 o 6 o o o o o o o o cn(^r {osoon6el'9 600 ooodooFrHiaoi !ol@r66\ON 6n(odr(o.rr\on\om oNo60N@oN N .rl N N N O\ N r-. N i N Or i @ H i H l.! i N v N r c.,l oFmr<os@+r ooo 60F I ; ') I I r I r r It I It I Il rr Ir r I I I r r 17. 883- 18.05 3- 18.21 3- 18. 3?3- 18.543- 18.703- 18.873- 19, 033- 19. 193- 19.363- 19.523- 19. 693- 19.853- 20.013- 20. 183- 20 .343- 20. 513- 20 .673- 20.833- 27.003-2t.!63- 21.33l- 3- 21.653- 2l .823- 21.983- 22, !53- 22.31 3- 22.413- 22 -643- 22.803- 22,913- 23.133- 3- 23.463- 23.623- 23 .'t 93- 23.933- 24.123- 1.4 3. 39 6.8 3.43 cPT-0353 93 03 02 43 43 43 02 42 92 12 a2 92 32 62 62 62 32 23 13 93 13 13 13 93 03 13 43 83 {3 03 63 83 93 53 53 Page 4 CLAY CIAY CI.AY - Peats CLAY CLAY CLAY - Peats - Peats - Peats - Peats - Peats - Peats - Peats - Peats - Peats - Peats - Peats CLAY CI.AY CLAY CLAY CIAY CLAY CI,AY CLAY CLAY CLAY CI,AY CLAY CLAY CLAY CI,AY CIAY CTAY C],AY CLAY CLAY CLAY 5{ 3 : 3 l 3 1 6 6 5 : 5 s ; 5 ; 5 ; ; 5 ; 6, ; 6 ; 5 ; 6 ; 6 ; 6 ; 'l ; 1 ; 1 ; 1 ; 1.5 42 7.0 4l 6.1 41 6.35I 6.541 6.441 6.341 5.9 51 5.8 51 5.5 51 5.4 51 5.151 5.8 51 5.5 51 5.6 51 5.551 5.3 51 s.7 51 6.0 41 6-4 41 6.64l 6.6 41 6.5 5.34l 6.241 6.4 41 6.441 6.641 6-6 41 5.8 41 ?_0 4l 6.8 411-t 51 1.1 51?.I 51 6.641 7.0 51 1.9 52 8.6 62 88 93 95 95 94 94 95 95 95 95 95 95 95 95 95 95 95 95 94 92 93 9s 95 93 93 89 89 88 88 91 88 9 6 6 0 8 9 8 6 0 4 I 1 1 0 1 'l 9 0 2 3 I '1 0 0 0 5 1 1 9 l 3 l 6. 3, 51 6. 3.{7 6. 3.45 '1 . 3 .42 1. 3.43 1. 3.44 6. 3. 4? 6. 3.{6 6. 3.{{ '1 . 3.43 7, 1- 3. 39 1. r.38 1. 1.38 '7. 0.5 15 0.4 0.4 15 0.{ 10 0.4 t5 0.{ I5 0.4 15 0.{ 10 0.3 10 0.3 1o 0.3 t0 0.4 10 0.4 t0 0.4 t0 0.3 10 0.3 10 0.3 10 0.3 10 0-4 15 o.4 15 0.4 15 0.4 15 0.4 I5 0.4 15 0.4 15 0.4 15 0.4 15 0.3 15 0.3 15 0.4 15 0.{ 15 0.4 0.4 15 0.4 15 0.4 15 0.3 15 0.3 15 0.3 15 0.4 15 13.5 l 11.5 7 10.7 8 12.5 8 13.0 ? ).2.9 1 13. 5 7 13-0 I 13.4 1 ]^3.9 1 15.3 8 15.0 ? 15. 5 ? 15.4 I t5.4 7 15.5 l 15.9 ? 16.5 1 16.8 ? 18.4 7 18.9 6 18.9 ? 19. 1 7 16.6 1 t1 .1 1 7',7 .1 6 t7.1 5 18.2 5 18.8 6 20 .'7 6 22.O 6 20.1 6 20.3 6 20.2 6 19.2 5 22.6 5 24.5 4 25.0 4 28.1 S 6.5 45 6.3 41 5.5 45 6,4 6.4 45 6.0 silty CLAY to sllty CLAY to silty CLAY to Organic SOILs si lty CLAY to silty CLAY to silty CLAY to Organic SOIIS Organic SOILS Organic S0ILS Organic SOILS Organic S0ILS Organic SOILs olganic sorLs Organic SOILS olgantc SOIIS Organtc SOILs OEganic SOILS si lry CLAY to srlty CIAY to si lty CLAY to silty CLAY to srlEy CLAY to si lty CLAY to sj 1ty CLAY to si Ity CLAY to s ilty CLAY to si lty CLAY to si lty CLAY to s j.lty CLAY to si 1ty CLAY to silty CLAY to silty CIAY to silty CIAY to silry CLAY to sllly CLAY to silty CI,AY to si lty CLAY to si.lly CLAY to 115 115 115 r00 115 115 115 100 100 100 100 100 100 100 100 100 100 100 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 r15 1r5 115 1.5 1.5 1.5 1.0 1.5 1.5 L0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 I.5 1.5 1.5 1.5 I.5 I,5 1.5 1.5 1.5 1..5 3. 51 5. r.50 5. 3. 54 5. 3.55 3. 51 5. 3. 52 5. 3. 55 3 .32 5. 3.53 s. {1 8. 38 36 8. 34 1. 38 8. 32 9. 26 9 85 l 8s 3 88 3 823 16 3 ?8 3 55 >rj!u!>>!l!6n uoooooo (,F.o3r:^r 11:iI i:I I1i:.::::1.: : -.? 1ii1?1: ? i: i-.:11* a.@t.o|-.t--ooNNio >FiFFooooo4Flr.lAZzZZZiHHH4<4<4o6aa6a6@a n 4 A 4 4, 4 d a d d I 4 4 4 <, 4 < d <i i 4 4 A 4 4 4 4 4 < ) c c ti,-r J i r ,.r !t,r 'd /,r; i Fr Fl -l i -r 'l lr,a,a 'llrr,l .l .l J l.r.-(.) o o (J o o o o o o (,) o u o o (, o o o o o (, o() u rr o o o u d < -r < 4 < 4 J,r 4 4 4 4 < 4 .C < < <,r,r 4 4 4 4 4 4 4 <, 4 a 2 Z Z 2 z Z z z oo(,oo(J(Jl/).,uuoiJuuoouu..l.,.J()uuuo()ou(4l,,(, dlooo\oa dN6arior<,'\0.4ad o\oooN6 @i@i\oi@i@c,rs a\D6 6er6-N<,OiOr6N6O@N6dF.H .i ,N o\rNt$ ooooooooooooooooooooooooooooooooooooooo up.r .(o .Or.O rN ro, I L^ lo I o 6 m 6 6 6 a F N r or r 6 F d F1 : : I i 1 .: : I I 1 : .',,1 ::ti. r6c'6i60 e \o@o.o',, @ 6;6- -;,o;,o i -F = i-;-; - ci -";-d-oi6';-;-"i .o;o';-.;-6'o<;,od- o66 rorarr.TNN ..,j @(o$$*6dtfrro NrorNlirrJr 30.58 155.321 11 42 30.84 139.925 '13 Al 31. 01 144 .9 26 14 4! 31.17 125.024 69 40 31.33 129.5 24 10 41 31.50 13 5.8 25 12 4t 31. 66 138. I25 12 4r 31.83 14?.326 14 41 31. 99 154 ,428 16 4r 32.15 156,929 1A 42 32.32 113.231 80 42 32-45 110.270 19 42 32.65 713.93l s0 {2 32.81 182. t 31 81 42 33 83 {2 33.14 19S. 633 83 {2 33 . 30 191 . 032 A2 42 33.47 196.5 33 83 42 33. 53 191.23t E2 42 33.79 18-7.830 82 42 33. 96 193 . 4 2A A3 42 34 . 12 199. 129 84 42 34.29 200. 530 84 42 34 .45 r63.926 '11 4t 34.61 790.229 A2 42 14 .18 l9'l .2 29 83 42 34 .94 213.132 86 43 3s.tl 229 .634 88 43 35.21 231- 43{ 88 43 35.43 231-434 89 43 35. 50 254 ,035 91 44 35 .'t 6 210 .538 93 44 35.93 264.6 3'1 92 44 35.09 260 -93't 92 44 36.26 250.1 35 90 43 36.42 239.0 34 89 43 36. s8 234 . 934 88 43 36.'15 239.834 89 43 36.9L 232.4 )2 88 43 160.8 165.2 166. t 135. s 157.0 t62.4 1.75.7 188.4 189.s 194 .2 201 .3 16 9. 166. 116. 160. 1 1?3. 178. 189. 199. t98. 204. 2t2 - sandy sandy sandy sandy sandy sandy sandy sandy sandy sandy sandy sandy sandy sandy sandy raLy sandy sandy saody silty silty silty si 1ty sj..Lty s j.1t y silty sllty silty silty slIty silty sl lty silty silty s!1ty s!lty srlty silty silty SILT SILT SILT SILT SII,T SIL? SILT SILT SlLT S ILT SILT SlLT S ILT SII,T AILI SILT SILT SILT SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND 133-8 181.6 14 120.4 181.5 l7 124.5 193.9 1? r01 .2 201 .4 22 110.8 208.2 22 116.8 210.? 2t tt7 -'t 203.1 20 125.3 203.3 18 L3t.2 249.4 18 141.5 219.7 11 146,6 228.6 l1 143.8 231.3 t8 146.6 221 .8 11 r53. 3 221.3 15 163. 8 22S. 0 I4 164.7 225.7 t4t59.9 224.O 15 t64 .4 2L9.t 1{ 15 9.6 209. 1 13 155.5 193.3 12 155 .2 2.04 144.8 2.15 124.9 2.30 L29.5 2 -28 135.7 2 .25 138. 0 2 ,22 t41 .2 2.14 154. 3 2.11 155. I 2.15 l-73.1 2. 15 170.1 2. 18 173.8 2. 15 !a2.0 2-A9 194 .8 2.05 195. 5 190.9 2.01 196. 5 2 .02I9I. 1 2.01 187. 7 1.95 193. 3 1.72 1. 55 200. 4 t -14 163.8 1. 89 190. 1 1.80 19'7. 1 1 .19 2t3.6 I-16 229.4 1. ?3 23L.2 231 .3 1-'72 253.9 1.58 2'to.4 1. 65 264.5 1.66 260.8 1.65 249.9 1.67 23A -8 1.70 234 -S 239 .1 1. 69 232 .3 1.55 3.1 16 3.6 15 3.9 15 {.5 15 4.5 16 4.6 15 4-4 15 4.3 {.5 16 15 5.3 15 t6 5.3 l6 4.8 16 4.8 16{.9 16 16 4.5 16 4.1 16 3.3 16 1 .-1 76 1.4 15 1.9 152.! 16 2.7 t6 2.2 15 2.3 16 2.4 15 2.3 16 2.5 16 2.3 16 2.6 2 -5 15 2.5 16 2.3 16 2.3 16 15 2.3 l5 7,9 16 -5.2 2 -3.9 2 -4 ,4 3 -4.4 3 -4.5 3 -4.6 3 -4.1 3 -4.9 3 -5.0 3 -5.1 3 -5.2 3 -5.2 3 -5,3 2 -5.3 2 -s. t 2 -5. 5 2 -5.6 2 -5.8 I -5.9 0 -6, 0 0 -6.2 1 -4.2 | -6. 1 I -6.3 1 -6,4 r -6.4 L -6.5 1 -5.5 1 -5.6 I -6.6 L -6.5 1 -5.5 I -5.5 0 -5.5 1 -6.5 I -6.6 0 -5.5 0 cPT-030 5 silty 6 5 silty ? 5 silty ? 5 silty 6 5 silty 4 5 silty 2 5 silty 0 5 si lty 0 5 silry 0 5 sj.1ty 1 5 silty 2 5 silty I 5 siLty ? 5 silty 5 5 silty I t drtt 6 5 silty 3 5 silty 2 5 silty I 6 clean 9 6 clean '7 6 clean 0 6 clean 3 6 clean 1 6 clea[ I 6 clean 1 6 clean I 6 clean 0 6 cleao 1 6 clean 0 5 clean 0 6 clean 0 5 clean 0 6 clean 9 6 clean 0 6 clean 0 6 clean 9 5 clean 8 6 clean Page 6 SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SIND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SANO SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND 220.4 215.2 21I.8 242.6 19t. 3 189.7 r91.3 0 6I 5 6 1 0 0 9 8 2I 9 5 1 6 6 1 '] 0 6I 5 3 5 2 5 2 6 0 5 0 6 8 6 4 5 211 - 2r4, 206. 200. 199. 198. 187. to to to to to to to to to to to to !o to to ta to to to to to to to !o to to to to to to to to to to to to to ]^20 L20 t20 120 1?A L20 t20 L20 120 120 120 120 120 t20 .t-20 120 L20 120 L25 ]-25 t25 125 t25 125 r25 t25 125 125 125 t25 125 125 t25 125 723 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3-0 3.0 3.0 5.0 5.0 5.0 5.0 5.0 5.0 s.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 5.0 5.0 5-0 45 40 41 36 31 39 39 42 44 41 49 48 49 51 55 55 53 53 3l 32 33 33 21 31 35 38 38 39 41 44 43 42 4t 39 38 l9 3l 32 4'l 48 4l 46 46 {9 5l 56 58 5? 58 61 55 55 54 66 64 38 39 40 40 33 38 39 46 46 41 5L 54 53 52 50 48 4',7 4B 45181 . 0 3? .08 234 . 332 88 43 31 .24 234.532 88 43 31 .40 224 . 429 86 43 31 ,51 232.130 87 43 31 .'1 3 23A .'t30 88 {3 31 .90 221 .5 29 87 43 38.06 219. 328 85 43 3A.22 210.227 84 42 38.39 202.325 83 42 38. s5 19?. ? 25 82 42 38..72 185. 924 80 42 38.88 155.5 22 't6 4l 39.04 r45.92A 12 40 39.21 13{ ,I18 69 40 39.37 132,018 68 40 39.5{ 134. {19 59 40 39.10 144.720 11 40 39. 85 155.4 22 15 4l 40. 03 194 . 925 81 42 40.19 2ll-127 83 42 40. 36 208. 526 83 42 4 0.52 199.425 81 42 40.68 199.221 8t 42 {0.85 201.521 A2 42 41 , 01 200. 821 AL 42 41. L8 192.4 25 80 42 47 .34 2t!.32'l 83 42 4t.5A 2t1 .121 84 42 4t.61 215.326 84 42 41 . 83 198 .2 25 81 42 42.00 183-723 ?8 {1 42.16 l'18.923 11 41 42.32 156.8 2L 15 4t 42.49 155.8 20 13 4A 42. 65 151.820 12 40 42.82 763.427 14 4A 42.99 r'19.423 17 41 43.15 185.8 23 18 41 43. 3r 192. 924 19 4l 160.3 150 156.4 2 234.2 5 r.62 o 234.4 5 r. 58 6 224.3 5 1.48 5 232.0 5 1.44 4 238. 5 5 1. 41 2 221 .4 5 1,43 5 1.45I210.0 5 r.45 3 242.2 5 r.46 4 191.6 5 1.4 5I 18s.8 5 1.48 5 1.55 8145.8 5 7.52 0 134 .1 5 1,567 r 31.9 6 1.69 513{.3 6 L.12 1 144.5 6 1. 58 0 155.3 5 1.51 9 194.8 51.{8 6 21t.6 51.45 9 208.4 51.47 6 199.3 4 199. 1 6 7.61 2 203.4 5 1,51 1 200. I 5 1. 55 5 1.62 4 2t1.2 5 1.53 I 211 .6 51.460 215.2 7 198. 1 5 1.45 3183.6 51.50 5 1',78.8 51.55 5 158. ? 51.54 2156.7 51.58 215t.6 5 t.62 5 162.9 51.58I 179.3 5 1,54 4 185. ? 51.54 5192.8 51.51 188.2 180.0 179.6 185. 5 190.4 tBl .2 174.3 166. 8 145.I 131- 2 114.8 r05. 9 103 105 ,i, 129 , i' 164 'i, 188 188 1?9 185 190 181 L65 15 5. r4 5. 131 . 114 . 10?. 106. 110. 116, 129 - 151 . 50 50 40 40 40 80 90 10 00 00 90 90 80 1O 50 50 40 20 00 00 90 s0 80 10 90 10 00 60 90 90 90 80 -70 60 AO 30 10 90 cPT-0315 66 46 46 36 36 A6 35 36 36 36 36 46 45 46 56 56 45 36 35 36 45 16 56 66 55 46 36 36 36 l6 46 36 36 46 46 35 46 36 Page 7 SAND SAND SANO SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAIID SAND SAND SAND SAND SAND SAND SAND SAl{D SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SANO SAND SAND SAND SAND SAND SAND SAND SANO SAND SAND SAND SAND SAND SAND SAND SAND SANO SAND gArlD SAND SANO SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SANO SAND SAND SAND SAND SAND SAND SAND SAND 125 125 ).25 125 125 125 t25 125 125 125 t25 125 L25 r25 t25 125 125 725 725 125 125 125 L25 125 t25 125 125 125 125 t25 125 125 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5-0 5.0 5.0 5.0 5.0 5.0 5-0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 1 0 9 6 9- 164 1.? 16 0.9 16 0.9 0.8 16 0.8 16 0.8 16 0.7 16 0.5 16 0.6 16 0.5 15 0.5 16 0.5 0.5 15 0.5 16 0.? 16 0.7 16 o.'l 16 0.6 16 0.1 15 0.7 16 0.8 15 L.4 16t.2 16 1.3 16 1.0 15 0.9 t6 0.1 15 0-6 16 0.5 15 0.6 15 0.6 16 0.5 16 0.5 0.6 16 0.6 16 0.6 16 0.7 16 0.6 15 clean cLean cl ean cl ean clean clean clean clean clean clean cfean c.Iean clean clean clean cl€an clean clean clean clean clean clean clean elean clean clean cl ean clearI clean clean clean clean clean clean clean clean clean clean cl ean silty silty silty silty silty silty siIEy si1!y silty silty silty silty silry silty silty cilty silty siLty silty silty silty si 1ty si lty stlty sil,ty silty silty silty silty silty silty si!ty srlty silty silty silly silty silty slI ty -6. -6. -6. -6. -6. -5. -6. -6. -6. -5. -5. -5. -5. -5. -5. -5. -4. -4. -4. -3. -3. -4. -5. -5. -5. -5. -5. -5. -5. -5. -4. to to to to to to !o to to to to to to to to to to to to to to to !o to to to to to to to to !o to to to to !o to 38 38 37 38 36 35 33 32 31 29 26 23 27 2t 27 23 26 30 33 32 31 31 3I 31 30 33 33 30 28 2',| 26 24 23 21 28 29 41 4'l 45 46 48 {6 44 40 40 3l 33 29 2l 26 21 29 33 39 42 42 40 40 41 40 38 42 44 43 40 31 35 34 31 30 33 36 31 39 161 154.6 154 154-2 15?. t 57.2 157 r54.9 155 1{8 t62 167 165 151 140 136 t28 119 115 121 135 140 145 748.2 t62.4 r.61. 1 16s ,0 151.7 140.3 116. 5 r28 .6 1t9.2 115. 2 t2).6 135.8 140.4 145.5 43-4123 t8 41-6423 ',71 43.80 23 '11 43.9'l24 ',tg 44.1323 1A 44 ,2923 81 44 .4627 A4 44 ,62 44.19 28 83 44.95 45,112r 't0 45 .2AtB 62 45.441? 58 45.5115 - 45.1',710- 45.939- 45.101- 46.265- 46.436- 45.596- 46, 15 5- 46.925- 41.086- 4't .238- 41 .4110 - 41 .5114 - 41 .'7 411 - 41 .90 16 57 48 . 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I 15 1.9 15 2.1 t5 2.2 15 2.1 15 1.9 15 1.5 15 1.4 1S 15 t -2 15 1.0 15 1.1 15 1.3 15 1.6 15 1.6 15 1.4 t5 1.1 15 1.2 t5 1.5 15 2.1 15 15 2.1 15 1.9 16 1.? 16 1.9 16 16 I .'l 16 1.5 16 1.5 16 1.1 15 0.8 15 15 1.1lt 1.5 1t{ 2r8.3.9 32 223.3.9 3{ 214.9 -22 1.7 ). .2 1.6 3.1 3.0 2.6 2 -9 2.5 3.4 5.3 4.5 1.4 1.1 1.1 2 -8 2.A 1.2 1.9 0.9 4,1 4.4 2.6 3.5 3.2 4.0 -0. 9 -0.8 -1.9 -2.3 -2 ,3 -2.1 -3.1 -4,3 SI!T CLAY cPT-045.4 9 5.9 9 3.7 5 5.8 4 6.9 3 7.0 3 7.3 3 6.0 3 6.0 3 5.5 3 '7.0 3 5.9 3 5.9 3 6.3 3 5.3 3 5.8 3 5.9 3 5.5 3 5.2 3 8.2 3 6.4 3 5.4 4 6.3 3 6-2 3 1.6 3 9.8 3 5.5 4 1.6 4 3.3 5 2.3 5 2.0 5 2.3 5 2.2 5 2.0 5 2.2 5 2.9 5 3.9 4 3.',1 4 ?aqe 2 vely stiff very stiff silty SAND clayy SILT silty CLAY silty CLAY srlty CLAY srlty CLAY silty CLAY sl1ty CLAY silty CLAY cLayy SILT silty CLAY si 1ty CLAY s1lty CLAY sil ty CLAY siI ty CLAY s1l ty CLAY sr' Ity CLAY siLty CLAY silty C,,AY silty CLAY clayy SILT silty CLAY srlty CLAY silty CLAY sirry clAY ctayy SILT clayy S ILT silty SAND s ilty SAND si lty SAND s Ilty SAND sr.l cy SAND silly SAND sil.ty SAND srlty SAND clayy SILT clayy srLT fine SOIL fine SOIL to sandy to silty tO CLAY to CLAY ro cl,AY to CLAY to CLAY tO CLAY tO CLAY to silty to CLAY tO CLAY tO CLAY tO CLAY IO CLAY tO CLAY tO CLAY to cl,AY to clAY tO CLAY to silty to CLAY tO CLAY tO CLAY to CLAY to srlcy to srlty to sandy to sandy to sandy to sandy to sandy !o sandy to sandy to sandy to siLty to silty 9-8.04 18. 99-a.20 20.9 8. 3? 15. 8B- 11 - 8. 69 31. 113 -a.a6 22.610 -9.02 18.69- 9. 19 16.88- 9. 35 16. ? 9-9.51 3?.8 12.9 24 22.4 21.6 20.6 35. .6 34. .5 33. .4 30. .3 33. .4 25. .1 40. .8 49. .2 35. .5 29. ,3 26. .1 26. .1 56. .6 82. .5 83. 9 202 9 9 9 9 9 9 g I g-- 9 9 g-- 9 119 9 169 162 159 CLAY 2 2 2 2 2 2 2 2 2 2 1 1 1 1 I 1 1 1 2 1 1 1 1 2 4 42 .8 35 l5 ]E 44 45 46 46 43 5l 44 37 45 49 54 50 14 - 9.68 63.8 35 25 .8 .3 18 CI,AY CI,AY S ]LT SILT SILT SILT SILT SIIT SII,T SILT CLAY CLAY 19 - 9,8{19 51 10.0122 68 10. 1'723 1L 10. 3422 69 10. 50 22 69 10. 662t 68 10. 8319 63 10.9915 52 11.1611 - 11. 329- 6{. ? 4t 81.1 42 88. 5 43 84 -2 42 84.9 42 84.9 12-6 41 52.5 39 34.4 103. 3 111.7 105. 5 151. 1 105.4 160. 1 t-oL.6 152. 144.0 - 18 1{0.8 .9 34 1 5 9 1 4 1 0 88.8 63.1 i, 2.4 33 1.5 6 9 4 9 22 .4 9 38 11,485- 11.555- 11. 814- 11. 984- 12.t43- L2.303- 12-473- L2.63 12. 803- t2.963- 13. 123- 13.293- 13.45 L3.623- 13. 78 13. 9{3- 14. 113- !4.213- ).4 .443- 14,503- 14- 763- 3- 15. 093- 15.263- 15.42 15.583- 15. 753- 15. 913- 16.083- t5-243- 15. 403- r6.573- t6.133- 16.90 17. 063- l- I7. 39 17.553- 11 .12 14.4 10.7 ', ., 6-2i, 5_4 ., i, s.si, 5.5 i., 5.0 0., 4 -9 ., .. i, 6.2 :, 1-4 1-3 i.n 6.1 io '7 -4 ', ., . i.' 6.1 i, 5.1 :" i.n 5.0 i.n 5.1 !' 5.5 -4.8 -4.9 3.0 5.0 6.2 6.4 6.9 1.5 8.0 8.4 8.0 8.1 '7 .9 1.3 6.9 7.I 'L1 a.2 9.0 11. 9 13.2 14. r 13.9 14.? 16.2 71 .2 16. 9 16.2 15.3 16. ? 17.0 14.3 12.4 12. 1 13.7 14.6 13. 9 13.0 12.0 CI,AY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CIAY CLAY CLAY CLAY - Peats - Peats - Peats - Peats CLAY C!AY CLAY C,.AY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CTAY C].AY C,,AY CLAY CLAY - Peats - Peats CIAY CLAY CIAY 5 6 .',| 'I 4,8 3 3.1 2.5 2.4 5 2.2 0 2.0 9 4 2.t 1 2 2.OI 4 1.8 2 1.7 1 1.? 3t.8 1 1.9 I 2.0 2,1 4 2.4 5 2.5 0 'l 0 4 2.4 1 2 -3 4 2.1I 8 1.9Ir.9 3 1 .-7 1 t.5 3 1.4 5 1.5I 1.6 1 1 .'l 2 1.? 9 1.5 62 81 85 84 86 91 92 88 86 90 94 95 95 95 95 91 88 85 19 1g 78 8I 84 a2 80 82 86 9I 9I 90 93 95 95 95 95 95 92 93 14 .3 2.90 3.06 ?.1 6.3 3.34 3. 34 5.6 3. 36 5.2 3.41 5.2 3, 43 5-1 3.39 3.36 5.? 3.41 5.4 3.44 3.48 5.1 3.50 5.0 5.3 3, r8 5.? 3.41 6.1 3. 38 6.4 1.3 3 .28 1-6 3.26 1.6 3 .2'l 1-2 3.30 7,0 3.34 1.3 3.31 1-1 1.5 6-9 3. 36 6.4 3.4r. 6.4 3. 41 6.5 3.40 5.0 3.44 5-4 3.48 5.1 5.3 3.52 5.7 0.7 15 0.6 15 0.5 15 0.5 I5 0.4 0.3 15 0.3 15 0.3 15 0.4 l5 0.4 15 0,4 0.1 15 0.4 10 0.4 10 0.4 10 0.4 IO 0.3 15 0.3 15 0.4 15 0.4 15 0.a 15 0.4 I5 0.4 15 0.{ 15 0.4 15 0.4 15 15 0.4 15 0.4 15 0.4 15 0. { 15 0,3 15 0.3 15 0.3 10 0,3 10 0.3 t5 0.3 15 0.3 15 0.3 15 48 cPT-04 5.3 3 silty CLAY to 6.1 3 silty CLAY to 8. 4 3 sllty CLAY to 8.3 3 srrty CLAY to ?.2 I silty CLAY to 7.0 3 silly CLAY to ?. 5 3 silry CLAY ro ?. I 3 srlty CIJAY to 1.4 3 silty CLAY to ?.2 3 silry CLAY to 7. 7 3 silty CLAY to 8.1 3 silty CLAY to 8.5 2 olganic SoILs 8.? 2 olganrc sorls 8.8 2 organic sorls 8.4 2 organic soll.s '7.1 3 sllty CLAY to 6.8 3 srlty CLAY to 6.7 3 silEy CLAY to 5.0 3 sllty CLAY to 5. 9 3 srlty CLAY to 5.8 3 silly CLAY to 6.1 3 s]lty CLAY to 6.4 3 silty CLAY to 5.2 3 silty CLAY lo 5.2 3 sj.Ity CLAY to 5.3 3 silty CLAY to 6.7 I silly CLAY to 7.2 3 silly CLAY to 7.1 3 sj.l.ty CLAY to 5.8 3 srlly CLAY to 7.0 3 sr.lty CLAY to ?.0 3 silty CLAY !o 7.3 2 Organrc SOILS 7.5 2 Organrc SOILS 7. 3 3 si]Ey CLAY to 7.2 3 silly CLAY lo 5.4 3 silty CLAY to 6.2 3 silly CLAY to Page 3 115 115 115 115 II5 115 115 115 115 115 100 100 100 100 115 115 rl5 115 115 115 115 115 115 115 r15 115 115 115 115 115 115 100 100 r15 115 115 115 1.5 1.5 1.5 1,5 1.5 1.5 1.5 1,5 1.5 1.5 I.5 1.5 1.0 1.0 1.0 1.0 1.5 1.5 1.5 1,5 r.5 1.5 1.5 1.5 1.5 1,5 1.5 1.5 1.5 1.5 1.5 1.0 1.0 1.5 1.5 I.5 a4 10 1 5 5 5 5 5 5 5 5 5 6 6 6 5 4 5 5 6 5 6 5 5 5 6 5 5 5 5 5 4 4 5 4 4 10 't 5 4 4 4 3 3 4 4 4 4 5 5 5 4 4 4 5 5 5 5 4 5 5 5 4 4 4 4 4 3 5 5 4 4 4 4 5.9 3.46 6.0 3.43 5.? 3.44 1-7. 883- 18.053- 18.213- 18. 373- 18.543- 18.l03- 18.873- 19.033- 19. 19 19. 353- 19.523- 19. 693- 19.85 20.013- 20. 18 20 .343- 20. 51 20.6 7 3- 20.833- 21.003- 21. t63- 2t -333- 21.493- 2t -653- 27.823- 2l .983- 22 -t5l- 22.313- 3- 22.643- 22.80 22.913- 23.30 23-463- 23.623- 23.193- 23.953- 5.7 3.{? 6.1 3.46 ?.1 3. 39 ?.5 3.39 1,9 3.36 0.1 15 0.3 15 0.4 0.4 15 0.5 15 0.5 15 0.5 15 0.s 15 0.5 t5 0.5 15 0.5 15 0.5 15 15 0.4 15 0. { 15 0.3 15 0.3 10 0.3 IO 0.3 10 0.3 10 0.3 l0 0.3 15 0.3 15 0.3 15 0.3 r5 0.3 15 0.4 0.4 15 0.4 15 0.4 l5 0.{ 15 0.4 15 0.4 15 0.4 15 0.4 15 o.{ 15 0.{ 15 0.4 15 13. 1 15. 1 20.2 21 .2 19.0 16. 3 13.8 12.4 11. 7 11.2 11.1 10.9 9 .'1 9.8 10. 1 ,0 ,2 11.0 t2.5 L2 .8 13. 3 t.3. 5 l?.1 11 .'l 17.4 1?,4 r8.0 18.7 19. 5 L9 .1 1?. 9 r.5. 9 t5 .2 15.6 15. I 15.1 15.1 18.2 r15 115 115 115 115 115 115 115 115 115 1t 5 115 115 115 115 115 115 100 r00 100 100 100 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.0 1.0 1-0 1.0 I.0 1.5 1.5 1.5 l-.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 l-.5 363 4 1 1 5 9 1 3 2 '7 6 0 5 5 5 6 1 9 2 1 4 5 9 3 4 3 1 5 0 9 5 I 2 : : : 1 ; ; ; 1 ; ; ; ; ; ; : I : 5 ; : 5 ; ; ; . ; : ; ; ; ; ; ; ; ; ; ? 5.8 0.3 1.5 6.2 0.3 1. ? ?.1 0.a 2.0 1.4 0.{ 2.1 0.5 2.2 8.2 o.5 2.3 8.0 0.5 2.3 1.6 0.5 2.1 0.5 2.1 't ,4 0 .4 2.1 1.4 0,4 2,L '7 .3 0.4 2.0 1.2 0.4 2,0 6.8 0.4 1.9 6.'7 0.4 1.8 6.30,, 1., s.9 0.3 1.6 0.5 1.4 5.5 0.5 1.{ 5.5 0.5 1.4 5.4 0.5 1.4 0.5 1.4 5.1 0.3 1.5 6.0 0.4 1.6 6.0 0.4 1. 5 5.9 0.4 1.5 6.1 0.4 1.5 6.2 0.4 1.6 0.4 1.8 6.9 0.4 1.9 1-0 0.4 1.9 6.9 0.4 1.9 6.'l0.{ 1.8 ?,0 1.4 0.5 2.0 1.3 6.9 0.5 1.9 1.2 0.5 1.9 8.4 0.6 2.4 95 95 89 89 81 86 8? 89 88 89 91 91 93 93 95 95 95 95 95 95 95 95 95 95 95 95 95 92 8.0 1.6 1.6 3. 38 ?,5 3.40 ?.5 7.5 3.41 1.3 3.41 6.9 3,44 6.8 3.43 6.5 3.t5 6.2 3.48 5.8 3.52 5.8 3,52 3 .52 5.8 3.52 5.9 3.52 6-2 3.{9 6.5 3-41 6.6 3.46 6.5 3.48 6-1 3.45 6.9 3.46 1.3 3.43 1-1 3. 41 7.1 3.{1 '1 .5 3. 41 1.4 3.42 ?.8 3.39 8.4 3. 35 8.2 ?.8 3.40 8.1 9-6 6 7 5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6 6 1 6 'I 6 6 1 6 6 6 5 6 6 6 4 cPT-04 7 3 srlty CLAY to 2 3 srlty CLAY to 9 3 srlly CLAY Eo 4 3 silly CLAY ro 3 3 srlty CLAY to 5 3 srlty CLAY lo 5 3 silty CLAY lo 7 3 srlly CLAY to 2 3 silty CLAY to 5 I sl]ty CLAY !o 9 3 siLty CLAY to 9 3 silty CLAY to 6 3 silty CLAY to -7 3 silty CLAY to 2 3 silty CLAY to 3 3 srlty CLAY to 2 3 silty CLAY to 6 2 organi.c sOrLS 4 2 Organic SOILS I 2 organic soIls 2 2 Organic SOILS 3 2 Olganrc soIls 0 3 silty CLAY to 9 3 s1l!y CLAY to 9 I silty CLAY to 0 3 silty CLAY to I 3 srlly CI-AY to 0 3 sirty CLAY to 9 3 s11!y CLAY to 9 3 silty CLAY to 0 3 silry CLAY to 9 3 sllly CLAY to 9 3 silty CLAY lo 5 3 srlry CLAY ro 3 3 s1lty CLAY to 5 3 silty CLAY to 5 3 srlty CLAY !o 4 3 srlly CLAY !o I I silty CLAY to Page 4 CLAY CLAY cutY CIJIY Cl,AY CIAY CLAY CI,AY CI,AY CLAY CLAY CI,AY CLAY CLAY CLAY CIAY CLAY - Peats - Peats - Peats - Peats - Peats CI,AY CLAY CLAY CI,AY CLAY CLAY CLAY CI,AY CLAY CLAY CLAY CLAY CLAY CI,AY CLAY CLAY CLAY 44 44 55 55 55 55 55 55 55 55 55 55 54 44 s4 44 66 56 55 56 56 44 44 44 44 44 q4 45 55 55 55 45 55 55 55 55 55 65 90 91 9l B9 85 87 89 88 16 I t T t T I t T T I I t T I t I T I T a'4 kk k < 41 4 a a 4 4 4 4 4 4 < 44 4 4 4 4< < ,( 4 r 4 4 4 4 d 4 4 4 4 4j j iJ j j ji.r.i.Hl }. jilJJJ,I'r j ji i-i-i'.r.i arri.lr .l r-l Fl ,.r .Iu u o u o o o o o o o o o o o o o (J o o o o u o I) (J u o ot a u o () () o o o u u Z ir ir k,a n r r a ;r . 4 4 l< c 4 4 4 4 4 4 < < 4 d 4 <,<,r r 4 4 < 4 4 4 4 4 4j j j j .i J rrrJ H H >.1 i '.r-iJ-l J '.1 JJ'f 'Jr J Fl J.r F H Fr >l 'l 'r Fr 'r '.1 J'.ro u o o u o o o u a a o o () o o o o u o o o o u o o o o .h a u o u u o {J o u o >>.!oda{6l! uooooooooooo tl on@ -{14a6d4Noio 'o '6 t-'i@i.{trN o@66o (DF ar os dr Na. o6 Na, @ ao @.H.d...t ; rororN oro@@@ 60@ lo r, ur o \o \D @ c <) o\ l-- @ F. F or .! (\ ro o N r'r u'l(oe o60\rororc106ro ooooooooooooooooooooooooooooooooooonrrJullrJp!]J!! 30. 689- 30. 848- 31.0r8- 31. 17 31.338- 31.501- 3r.651- 31- 8310 - 31.9919 52 32.\525 13 32 -3234 87 32.4839 94 32.6540 95 32.8139 95 32-91 33. 1435 91 33.3034 90 33. 4733 89 33. 6332 88 33.7932 89 33. 9532 89 32 89 34.2932 90 34 .4532 90 34.6133 90 34. ?831 89 34 .9431 89 35. 1131 90 35 .21 31 90 35. 4331 90 3s. 6030 88 35 .16 2A 85 3s. 9325 t9 35.0921 68 36.26 36. 428- 36.58'7- 36.759- 35-9110 - 100. I 39 742.0 4L 213.7 43 25A.9 44 286-2 44 282-6 44 265.1 44 249,1 44 242 ,1 44 232.9 43 43 23t.2 43 237.5 43 236.9 43 239.4 43 243.9 43 246.6 43 23{-0 43 239.6 43 24t.5 43 244 .6 43 243.r 43 233.7 43 212.6 43 177. 5 42 40 54.1 t20.6 181.2 38. 0 l5 31 29 31 28. 8 26.3 {5.9 40.1 14.1 46.1 1.9 1.8 35. 85. 2 q 171 181 206 221 24r 238 223 209 203 t94 19L t2 .9 11-8 tl.2 11.0 13 .0 13.1 18.9 6.8 1.9 -3.3 -5.5 -5.9 -5.1 - 6.2 -5-2 -6-5 -6.6 -6.2 -6.2 -6.2 - 5.1 -6 .2 -0. 9 -3.0 -3. 9 -4.0 -4.0 -4.0 4.0 -3.8 -3.8 -3.'1 0.6 4.3 1.3 CLAY CLAY CLAY CIAY CLAY CLAY CLAY CLAY SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SA}ID SAND SAND SAND SANO CLAY CLAY CLAY S ILT 115 115 115 115 115 115 115 115 \20 120 125 t25 725 123 125 125 125 t25 125 t2s 125 t25 r25 125 t2s L25 125 125 125 120 115 115 1r5 115 115 1.5 1-5 1.5 1.5 1.5 1.5 1.5 1.5 3.0 3.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5-0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 3.0 2.4 1.5 1.5 1.5 2.O 20 19 16 16 l1 15 14 24 4o 36 45 48 48 45 42 {1 39 38 39 40 39 40 40 4I 39 39 {0 40 40 38 35 29 34 26 19 I6 2i 25 24 2l 20 21 18 3L 3{ 41 54 51 5-7 53 50 49 47 46 46 48 41 {8 49 49 41 48 {8 49 49 41 43 35 42 32 21 31 29 SILT SILT SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAIID SAND SAND SAND SAND SANO SAND SAND SAN O SAND SILT CIAY 30 2.6 28 2.4 24 2.1 23 2.0 24 4 I 1 2 ,7 9 0 9 1 8 5 't 3'l 8 1 3 6 3 6 3 9I 38 .2 2.81 36. 0 2.89 31.? 2.95 30.0 3.00 32.1 2.92 29 .0 2 .99 26.5 3.01 45.3 2-17 r00. 9 1.42.0 2 .13 273 .'l 1.84 260.1 r.. 65 286. 1 1. 53 2A2 . S t.46 265.6 1.48 249.5 242.5 1.52 232.8 1. 54 229.4 1. 58 231. t 1.51 237.4 236.8 1.50 239,3 1. 39 243.'7 1. 38 245-4 1.41 234.0 1.40 239.5 1. 39 241.4 1.37 244 -5 1.33 243.0 1-14 1 .35 272.6 |.47 117.4 1.71 125 -2 2 .A7 64.0 2.41 40.0 2.84 34.1 2 .92 46.1 2 .16 51. 7 2.6r 2.4 15 2.3 15 2.L 2.2 15 15 1.9 15 15 15 16 3.4 16 3.1 2.6 15 2.0 16 1.6 16 15 15 15 1.4 15 15 7.2 16 1.1 15 16 0.8 16 0.8 16 0.9 0.8 16 0.8 t6 0 .'l l5 0.6 l6 0.6 15 0.6 0.8 16 16 2.1 16 2 -O 15 2.1 15 1.9 15 2.2 15 2.1 L5 cPT-046 3 silty 6 3 silty I 3 stlty 7 3 silty 5 3 silty L 3 silty 4 3 silty I 3 silty 2 5 silty 4 5 silty 5 5 clean 0 5 clean ? 6 clean 5 6 clean 6 6 clea[ 5 6 clean 6 6 clea[ 5 5 clean 7 6 clean 5 5 clean 5 6 clean 5 6 clean 3 6 clean 3 6 clean 4 6 clean 3 6 clean 3 6 clean 3 6 clean 3 6 clean 3 6 clean 3 6 clean 4 6 clean 7 6 clean 7 5 silty 2 4 cLayy 5 3 silty 1 3 silty 0 3 5i1ty I 4 cLayy Page 6 CLAY CI,AY C'.AY CTAY CLAY CIAY CLAY CLAY sandy sandy silty silty s i i.ly si 1ty srlcy 5r Ity silty siLty silty silty silty si.l.ty si.Ity silty silty silty silty s1lty silty sil ty sj.Ity silty silty sandy srlty C',AY CLAY CLAY silry 6 6 1 'l 5 ,l 8 5 3 2 1 I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3 5 6 5 3 to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to EO to to to to I 4 I I 50 55 58 54 58 63 44 .1 23 .6 17 6 9 5 5 1 5 2 5 5 5 6 5 4 5 g 5 6 5 1 5 6 5 1 5 4 5 1 5 5 8 5I 2 5 4 5 9 5 8 5 3 5 6 6 5 24t.1 238.2 209.6 203.4 194.8 191 6 192 .'1 192 19?. 6 196.? 198.4 201.1 201.5 192.8 19-7 1 t98.2 204.4 r98.9 190.8 i?3. 3 144 .4 10i.8 197. 196. 198. 201. 203. 192. 19?. 198. 200. 198, 190. 173. 150. L42. 57.5 52 -O 4.4 9 2't .8 23.6 2.3 1 32.2 39.6 4.0 9 15 135.9929 144 3 -53 9 _44 936 CLAY 17.089- 31 .249- 3?.409- 3?. 57 9- 3'7.7310 - 37. 9011 - 38.06 18 .2211 - 38.3910 - 9- '7- 38.886- 39.045- 39.215- 39. 375- 39.546- 39. 701- 39.86't- 40.031- 40.19't- 40,356- 40.525- {0.68 40. 853- 41.011- {1.188- 4L.348- 41.508- 4r,618- 41.8311 {3 42.0072 A8 42,1613 {8 42.32 13 - 42.4914 - 42.6515 55 42.8219 66 42.9821 59 43.1521 69 43,312t 69 30.6 3.1 9.6 48 31- 5 3-2 9-9 49 35. 6 2-5 1.8 49 19. I 16. 3 1.5 4.9 60 - 2.6 ',7 .8 4935.0 22. 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I - 4.9 -4.9 -5,3 -5.6 -6.0 -5. 9 -6.0 -6.2 -6.5 -5.9 -7.0 -6.8 SILT CLAY CLAY CLAY CI,AY CLAY CLAY C].AY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CIAY CLAY CLAY CI,AY CTAY CLAY CLAY CI,AY SI LT CLAY CLAY SlLT SAND SAND SAND SILT SILT SAND SAND SAND SAND SAND silty CI,AY CLAY CLAY CLAY CIAY CI,AY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CIAY C!AY CLAY CLAY CLAY CLAY CLAY silty CLAY CLAY silty sandy sandY sandy silty silty sandy sandy silty sandy sandy CLAY CLAY r15 115 115 11.5 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 r15 115 115 115 115 115 120 r20 120 115 11S 720 120 L25 120 t20 2.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1,5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1,5 2.0 1.. 5 1.5 2.0 3.0 3.0 3.0 2.0 2.0 3.0 3.0 5.0 3.0 3.0 35. 13.5 9.9 40 31.6 3.2 9.9 43 36.03.1 9.9 46 30. 9 3-2 9.',1 45 14-4r.5 {.2 67 24.6 2-6 1.6 46 28 .'l).1 9-0 42 30- 6 3.3 9.6 43 29. t 3.1 9.1 44 30. 03.2 9-4 40 48.0 104.0 25 55.7 100.2 27 5 cPT-04 4 .5 4 clayy 4.7 3 sil.ty 6.0 3 srlty 6.8 3 srlty ?.0 I srlty '7.7 3 silty 5.1 3 srlty 6.2 3 srlry 6.4 3 silty 5.2 3 silty 5.2 3 srlty 5.5 3 silty 5.6 3 sllty 5.5 3 sllty 6.6 3 silty ?. 8 3 srlty 7.8 3 silty 6.1 3 srlty 5.3 3 srlty 5.1 3 sl]ty 5.2 3 silly 5.5 3 silty 7.2 3 silty 5.? 3 silty 4,2 3 srlty 4. 1 4 clayy {.5 3 silty 4.5 3 si.lly 3. 6 4 clayy 2.0 5 silty 1.6 5 silty 2.3 5 srlly 3.2 4 cLayy 3. 3 4 clayy 2.1 5 srlty 1.5 5 silty I .5 6 clean I.7 5 si.lty I.6 5 sllty Page ? to to to to to to to to to to to to to to to to to EO to to to to to to to to to to to to to to to to to to 18 27 20 2L 24 24 30 24 2L L'7 t1 11 11 t2 14 I6 17 15 12 10 8 1,0 15 14 20 I9 15 15 19 21 29 24 32 2t 36 36 26 3I 30 31 35 35 44 41 36 31 25 19 15 16 15 t8 2r 26 19 15 13 15 26 22 32 31 24 21 24 24 35 37 31 42 2S 41 4'l 52 -2 35 12 .3 35 73.3 36 70. 1 118. 0-24 r37. I -9 29 145.5 121 -3_2L 131. { - t{ 140.5- 13 145. 5 - 14 745 -2-14 CTAY SILT SILT S ILT CLAY CLAY SILT SILT SAND SILT SIIT 53.9 4.8 9 57. 4s.2 9 71.0 55. 4 95. 3 107. 3 ).o't .2 92.5 3l 125. 8 39 140.1 40 140.4 40 141. 0 4o 107-5 43-4122 12 {3.6{23 '13 43.8022 11 43.97t9 51 44. 1318 63 44 ,291? 58 4a ,4614 - 44.62!2- 44.1915 54 44 .9519 66 45.1122 13 45 .2822 13 45.4421 69 45.5117 59 45 -1112- 45.93t3 a9 46.1018 63 46.2619 66 46.432a 66 46.59 46.?513 - 46,929- 4?.08 4t.2515 54 47 -4715 52 41 .5110 - 41 .14?- 47.901- 48.071- a8 .231- {8.391- 48,551- 48 .121- 48.898- 49.059- 49.228- ,09.38 13 48 49,5416 s9 { 9.'7117 63 40 {0 L49.2 40 39 117. 5 39 99.9 80.6 115. 7 121.5 11.1 . 2 100. ? 88.9 75.5 145.5-12 144. 9- 10 136.3- 11 125 .1-12 125.4_ 15 141.2-22 145.8 .9 30 121 .2 -22 -5.6 -5.5 -6.4 - 6.2 -6.0 -5 .4 2.4 0.5 -0. 4 -0.2 -2 .6 -2.2 -0. 4 1.2 5.9 1.1 -0. 7 -1.8 -1.0 -1.4 2.3 -1.4 -2.4 -3. 5 -1.8 0.3 1.4 4.3 5.1 5.4 '7.1 8.4 4.1 4.4 8.1 -3.2 -6-0 SAND SAND SAND SAND S II-T S]I]T CLAY CLAY SI LT SAND SAND SAND SAND S II,T SILT SILT SAND SILT SILT CLAY t23 125 120 120 11S 1r5 120 125 t2s t25 t25 120 r15 124 L20 725 120 120 115 115 115 r.2 0 724 115 115 115 115 115 115 115 115 115 115 115 t20 l2a 125 5.0 5.0 5.0 5.0 3.0 3.0 2.4 2.4 3.0 5.0 5.0 5.0 5.0 3.0 2.O 3.0 1.0 5.0 1.0 3.0 2.O 1.5 2.0 3.0 3.0 2.0 1.5 1.5 2 -A i.5 1.5 1-5 1.5 1.5 1.5 3.0 1.0 5.0 58. 5 88.4 3? 130. 4 160. 4 4o 162.0 40 14 3.5 40 105.5 38 68.1 65. 1 s.6 51 4 .',l 56 23 24 23 20 30 25 3o 26 22 20 24 24 2t 21 19 29 20 21 20 24 22 21 19 L1 15 13 15 14 14 15 20 2t 19 19 26 17 30 3o 2'7 39 33 40 34 26 29 36 34 26 40 26 44 31 3? 30 29 32 26 23 21 26 26 35 38 34 25 36 24 1't ,3 36 118. 6 39 131.4 39 132,2 39 111.6 38 13 .1 -20 140.8 129 .1 -26 121. 5- 14 119. 5- 11 134.5- 1{ 148. 9 -2t 149-4.9 30 cPT-0{1.4 6 clean SAND to silty 1.2 6 clean SAND to silty 1.2 6 cleaD SAND to silty 1.2 6 clear SAND to silty 1.5 5 siLty SAND to sandy 2. 5 5 silty SANo to sandy 3.2 { clayy SILT to silty 3.3 4 clayy SILT to silty 2.3 5 silty SAND to sandy 1.2 6 clean SAND to silty 0.7 6 clean SAND to silty 0.9 6 clean SAID to silty 1.5 6 clean SAND to silty 2.3 5 silry SAID to sandy 3.4 4 clayy 51LT to silty 2.7 5 silty SAND to sandy 1.{ 5 silty SANo co sandy 1,0 5 clean SAND to silty 1.6 5 silty SAND to sandy 2.5 5 silly SAND to sandy 3,6 4 cl.ayy SILT to silty 4.9 3 silty CLAY to CLAY 3.3 4 clayy SILT to silty 2.4 5 silty SAND to sandy 2.9 5 sr.lty SAND to sandy 3.9 4 clayy SILT to silty 5.3 3 srlty CLAY to CLAY 4.8 3 silty CLAY to CLAY 3.9 4 clayy SIL! to silty 5.0 3 silty CLAY to CLAY 5,{ 3 silty CLAY to CLAY 6.0 3 slLty CLAY to CLAY 5.2 3 silty CLAY to CLAY 4.9 3 sil.ty CLAY to C1AY {,8 3 silty C!.AY to CLAY 4.6 3 silty CLAY to CLAY 2.4 5 srlty SAND to sandy 1.3 5 sj.1ty SAI{D to sandy 1.2 6 clean SAND to silty ,o 151 . 9 2. 11.97 16 159,8 1.91.90 15 14 9.1 1.7 1- 92 16132.8 1.51.95 15 117 - 4 1..72.01 7699-A 2.42.28 t680.5 2.52.42 L568.6 2.2 88.5 1.92.29 75 130. 4 1. 5 1. 99 16 160. 3 1- 11.75 16t62-0 t-4 1. 82 15 14 3.5 2.12.01 16 105.5 2.42.23 t568.t 2.2 2. 50 15 11 ,3 2.02.rt tG118.I 1. 62.05 15 131.5 L.31.94 16132.2 2-02.05 \6 711.6 2.12.25 16 't3 -1 2.62.49 t553.2 2.52.'17 1S66-1 2-12.50 1591.1 2.1 2. 30 1685.8 2. {2-38 1664.4 2.42.64 t543-6 2-2 2. 85 1538.8 1,7 2. 88 r.s 45 .2 1.12.11 t540.3 1.9 2. 88 1538.6 1.92.92 1538.1 2.1 2. 95 1539.6 1.92-94 1553.3 2.52-18 t5 55.6 2.62-15 1551.1 2.32.11 75 11 -1 1.82.11 16 108. 6 1. 3 2 -0'7 16 120.7 1 - 52.O2 15 I 9 6 9 5 9 120.3 91 121. 3 IO? 19 125_5 13 l2a .1 't 136.1 9 141. 6 13 139. 4 3 5 50.8 5t.5 48.2 9t.2 31 85. 9 36 54 -A 91 .6 98.0 82.6 63.2 CLAY S IIT SItT CLAY 54.5 30.1 3.5 9 48.? 4.5 9 6?. I .6 44 135. 4.9 3r 130.4 L42.2-26 41.6 38.8 ni.t 40.2 ,t. t 38.0 ,r.t 53.1 4 3 t 3 2 3?. .5 24. .0 22. .5 25. .1 22. .1 21. .5 27. .5 .1 29. .6 31. .9 1 9 9 1 1 6 6 1 8'l 1 6 4 6 2 6I 9 6 9I 9 2 5 I 3 1 I 9 0 6 9 55 3l 51 51 53 50 44 52 45 9 43 C],AY 55.5 51.6 2 2 3 3 3 28 56 18. 6 35 r08. 6 38 120. 9 38 81 .4 0 45 122 -1 109. 9 15 116. 1 l4 SILT sll-T SAND 49.81 r8 53 50.0418 61 50.2014- 50. 35 8- 50. 531- 50. 695- 50.866- 51. 025- 51. 18 5- 51. 354- 51. 514- 51. 685- 51.846- 52.0010 - 52.11l'l - 52.3321 66 52.5025 1A s2.6625 A2 52.4225 79 20 68 53, 1513 48 53.32'7- 53.485- 53. 54 53. 815- 53. 975- 54.145- 54.30 54.46 54.53 54. ?95- 54.965- 55.126- 55.295- 55.4s5- 5s. 616- 55.786- 55.941- 55.111- L22 .8 38 115-5 38 85.s ,: 31 30 3; 33 2; .4 .3 .4 .0 ,3 .3 26 3.4 19 2.4 16 2.1 15 15 2.0 l1 2.2 14 1.9 l4 1.8 13 I .',7 13 1.-/ 16 2.1 19 2.6 15 2.0 14 1.9 20 2.1 20 2 -',1 22 3.0 22 3.0 to to to to to to EO !o to to to to to to to to to to to to to to to to to to to to to EO to to to to 138, 5 39 1.94 . I 41 220.3 41 20r.0 41 144.9 39 18_9 35 50. 4 CLAY SIIT SAND SAND SAND SILT SILT CLAY CIAY CLAY 6r.5.9 9 26.8 .3 I 23.6 .9 1 20 .4.5 6 \1-1 .2 5 15. 9 -9 4 14 -1 .8 4 13. 0.6 3 11. 7 .4 3 11. I 14.8 .8 4 34.0.3 9 69. L.T 9 95.2 132.4- L5 145,0 -24 146.0.9 2'l _ 3 48 .3 -50 .2 _53 .3 58 -1 61 .3 61 .8 63 .3 -73 .3 A2 .4 15 .9 46 180. 0.9 29 156. 3 -18 2.1 16 2.6 16 15 2.4 15 2.0 I5 7.',| l5 1.6 15 15 ! -2 15 1.0 I5 1.2 15 1.9 15 2.8 I5 3.5 15 3.9 15 3.1 16 1.4 16 0.9 16 t6 2.2 16 1.9 16 1.4 t5 0.9 15 0.7 15 0.8 15 0.9 15 1.0 15 1.0 15 0.9 15 1.1 15 1.5 1.8 15 1.9 15 1..7 15 L,1 15 2.t 15 2.2 15 2.4 15 2.5 15 CPT.O4 8 5 s}1!y 4 5 srlty 2 4 clayy 2 3 sj.lty 9 3 silty 0 3 silty 4 3 silty 5 3 silty I 3 sllty ? 3 silty 5 3 silty 9 I silty 9 3 silty 0 3 silty 2 4 clayy 3 5 sj.IEy 7 6 clean 4 6 clean I 5 clean 6 5 silty 4 5 srlty 9 4 cl.ayy 7 4 cl-ayy 5 4 clayy I 3 s1lty 3 3 silty 3 3 sllty L 3 silty 7 3 s1lty 9 3 silly I 3 sl]!y 3 3 silty 4 3 silty 3 3 sl]ty 7 3 sr]ly 7 3 sil-ty 9 3 slLty 8 3 s1l-ty l- : silty Page 9 88.7 -6. -5. -6. -5. -4. -3. -2. -0. -0. 0. 0. 1. 4- 0. -2- -4. -1 . -1 . -1 . -1 . -5. -5. -4. -3. -1, 2r. 32. 38. 43. 53. 66. 32. 54. 48. 58. 60. 31 32 03 15 04 05 L5 45 75 54 05 19 89 66 44 32 90 IO 50 4t 32 92 12 52 03 53 13 93 06 05 05 05 26 15 55 05 05 SAND SAND SILT CLAY CLAY CLAY CLAY CLAY CLAY CLAY C],AY CLAY CLAY CLAY SILT SAND SAND SAND SAND SAND SAND SILT SlIT S II,T CLAY CI,AY Cl,AY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY sandy sandy s r.l ly CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY silty sandy silty silty silty sandy sandy silty slIty silty CLAY CLAY CLAY CI,AY CLAY CLAY CLAY CI,AY CLAY CI,AY CLAY CI,AY CLAY CLAY CLAY SlLT SILT CLAY 120 120 115 1r5 115 1r5 115 115 115 115 115 115 115 11s 115 t20 125 125 L25 120 120 115 115 115 115 115 115 115 115 115 1r5 1r5 115 115 115 115 115 115 115 3.0 3.0 2.O 1.5 1.5 r.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.O 3.0 5.0 5.0 5.0 3.0 t.0 2 -O 2.0 2.O 1-5 1.5 1.5 1-5 r.5 1.5 1.5 1.5 1.s 1.5 1.5 1.5 1.5 30 31 18 16 14 l2 1I 10 9 I 8 10 23 35 2B 31 28 34 I9 13 10 8 11 10 t2 10 10 9 9 11 13 10 10 14 14 15 15 41 39 43 33 29 25 22 20 18 16 14 15 18 42 49 46 39 44 {0 48 26 25 18 16 20 20 22 t9 19 l1 t1 2t 26 20 19 21 21 29 30 48.8 43.1 3? .4 32.6 29.3 2',7 .2 27.1 21.9 21 .6 63 .4 91 .3 5 3 2 2 2 1 I 1 1 1 1 4 6 138.0 145 155 r50 138 I ,1 B 5 2 1 5 21 .8 25 .9 25.6 31.3 38. I 29.8 28.3 40 40 5 a.2 0 5.7 4 4.9 9 4.1 6 4.6 3 s.2 6 4,3 4 4.2 4 2 3.8 1 4.8 9 5.0 2 4 4.2 1 5.3 1 6.3 4 6.8 5 6.9 1 I r55.8 142. O 102 .2 14 55 .6 127.4 25 39 45 41 51 52 5o s'l 56 63 '70 53 55 55 61 s5 56 54 54 44.6 n t I I t I 722 .1 2.12 115 . 4 2 .23 85.3 2.41 48 -1 43 ,0 2.86 37. 3 2 .92 32. 5 2.99 29.2 3.03 2',1 .2 3.04 24.1 3.07 21.1 3.19 21.9 3, 31 21 .6 3.23 63.5 2.80 9',7 ,3 r38,5 2 .11 194 .1 1. 73 220 .2 1. 53 204 .8 1. 73 144.8 2.04 18.',l 2 .31 s0. 3 2.68 36.2 2 .19 31.2 2 .81 30. 4 2.88 29.9 2.90 2.86 28 .9 2.98 28 .6 2.91 26.8 3 .0? 26.6 3. 16 3.07 39. 9 2.9s 30. 5 3. 09 29 .3 3. 13 41.8 4t.1 2.96 45.1 2.93 2.94 CPT 6.0 5.7 -04 56.21'1 - 56.43't- 56.601- 56.161- 55.931- 57. 091- 6- 51 .425- 57. 585- 51 .155- 57. 914- 58.07 98.245- 58. 408- 58.5717 60 58.73!9 63 58.8918 - 59,0517 - 59.2219 62 59. 3922 t0 59. s5 22 10 5 9.7123 1l 59. 8824 15 60 .0428 81 6A .2131 85 60. 3?33 89 50-s336 92 50. 70 38 95 60.8640 95 61. 0341 95 61. 19 41 99 61. 3542 95 61 .52 4 3 95 61.5843 95 61.8541 95 62 .0r 41 95 62 .17 52.3442 95 62.5043 95 46.-l 46.0 2.92 4't -L 2.96 45-2 42.4 3.01 45.9 2 -90 42.6 2 .88 33. 0 3. 02 32.0 2.99 31. 6 2.89 21 .2 3. 03 3.31 26.9 61. 9 2-51 120-0 2.t6 130. 6 r14 .6 107.1 2.4 7 126. 3 2,32 160.4 2 -06 162.4 2.04 165.6 2.08 18?. 3 221 .1 1.19 268.3 1.63 293-0 1. 5l 321.0 1.5r 344.2 1.49 355.9 1.46 318 .6 1.45 379.0 1.43 394.4 1.42 401.9 1.45 388. ? 1.51 370. 1 r.57 367.2 1. 57 371.6 1. 55 384 .3 1.49 417.5 1.35 I5 15 2.9 15 2.4 15 2.6 t5 2.1 15 1.8 15 1.5 15 1.3 15 0.9 15 1.0 15 1.5 15 1,? 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I 1.0 1.5 1.5 2.! 2.4 CLAY CLAY CLAY CLAY CLAY CLAY CT,AY CLAY CI,AY CLAY CLAY CLAY SILT SAND SAND SILl SILT SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SANO SAND CLAY Cl.AY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY silty sandy sandy silty 5i1ty sandy sandY sandy sandY silty silty silty silty silty silty srlty 3ilty s r.1!y silty stlty 5i1ty silty silty srItY silty 5ilty 120. 0 38 130. 7 3t 114-7 88.1 215.1 230.5 244 ,6 252.9 252.8 252.1 257 .4 258.3 245 .6 .2 39 tzs .2- 18 t4B .9_19 1?1.8.9 25 189-3.9 29 1r1.6-23 1{9.6 -14 1{8.5 -t4 158. 6. IS 153.3- 11 6.6 6.8 6.8 5.2 4.5 5.3 4.5 3.I 4_2 8.4 1.5 3.3 4.3 3.2 1.3 1.0 '11 .A 8.0 9 12. 5 '7 .4 9 85. 5 22 .1 22 .0 22 .1 22 .0 20 .'7 22 .0 2\ .1 29 .1 81 0 0 I 2 1 4 I 6 5 8 9 I 't 4 5 9 1 3 5 4 6 1 6 0 5 1 4 5 4 3 4 1 3 2 '7 3 ,7 9 5 .8 16 .1 15.I ,0 13 .'1 lo .4 L2 to to to to to to to to to to to to to to to to to to to to to to to to to to to to EO to to to to to CLAY S I],T SIL? CLAY CLAY SI LT SILT SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND 115 115 r1s 115 115 11s 115 l15 115 115 115 115 r15 115 120 L20 115 115 120 720 t20 120 125 12s 72s 125 125 L23 t25 L2S 125 125 !25 125 L25 t25 1.5 1.5 1.5 1.5 1.5 r..5 1.5 1.5 1.5 2.4 3.0 3.0 2.O 2.0 1.0 3.0 3.0 3.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 5.0 15 15 15 15 14 14 11 10 10 9 1 I ts 21 30 39 36 2A 36 3l 37 31 36 39 {3 46 49 5l 51 53 53 49 49 49 s1 55 30 30 30 30 21 30 28 22 2t 2l 1€ 14 1l 30 40 44 51 54 42 54 54 56 37 45 54 59 64 59 '13 '16 15 't9 80 78 14 13 14 17 83 I 3 1 2 126.4 38 150.5 39 162 -5l9 165.l 39 18?. 4 40 221-A 41 268.4 42 293.0 42 32t.1 43 344.3 {3 365.0 43 3?8.-7 43 43 394.4 44 401.9 44 388.7 44 3?0. 1 43 367.2 43 371.6 43 384.3 43 41?.4 44 108. 5 109. 7 LLz.4 L26.2 153.2 t61 180.3 180 196.6 1 1 I 1 1 I 195 2r5 230 244 252 261 258 245 243 246 215 243 246 ,in 4 0 .- 1 6 5 6 6 6 6 'l I 8 8 1 5 0 0 0 0 9I 3 5 6 5 1 5 5 5 6 9 5 8 5 1 5 4 5 3 5 5 5 4 5 0 5 1 5 1 5 c 0 c 0 0 c 3 0 0 0 273.1 a Page 10 I I T I T I I I n T I I I I T I T t T 62.61 4sA.4 46 95 44 62-83 469.148 95 44 63.00 468.?48 95 44 63-16 454- 745 95 44 63.32 452.546 95 44 63. 49 462.948 95 44 63. 65 4 80.049 95 44 63.42 5\2.652 95 45 63.98 484,548 95 44 64. I4 493.049 95 45 54.31 45'7 -141 95 44 64.4? 450.145 95 4{ 64.64 4L2 -243 95 44 64 , 80 3?0.l40 95 43 64,96 352.639 94 43 65. 13 347.438 9{ {3 65.29 352.339 94 43 65.46 340.537 93 43 55. 62 339. 137 93 43 63.74 324.535 9t 42 55.95 311.934 90 42 66. l1 357. I36 95 43 55.2A 410.14t 95 44 66- 44 449.6a6 93 al 66. 60 518.752 95 45 56. ?? 515. 652 95 45 56.93 s17.551 95 45 57.10 544-553 95 45 61 .25 408.44t 95 43 6'7.42 502.549 95 44 67. 59 501 . 651 95 44 51 .'t5 492.1 51 95 44 6) .92 524.154 95 45 302.4 309- 5 ,J.. n 298. 8 ,i', . o- 303. 5 31 4.3 ,iu ., 316-5 .)r., 104 -'t zsr.g 261 _9 ,i0. , 224 .6 ,)u. o 227.9 ,io ., 21e.9 ,i_g., 200.9 ,ir. g 28-8 .5 332. 5 330.8 ,r,, o 34't .9 ,io ., 320.1 ,ir., 313. 3 ,rz n 302 ,4 309. 5 5 308. { 5 298. I 291 .0 5 303. 5 314.3 5 316. 5 5 321 - 6 5 304.1 5 292.9 5 458.5 t .23 469.1 1.28 468.9 1.30 454.9 1.29 452.1 1. 30 463.1 1.40 480.2 1.34 572 .8 1.31. 484,7 1.26 4 93, r 461 .9 t. ?5 450.3 1.3r 412.3 r.40 3?0.9 1.49 352 .8 1.59 341 .6 1.55 352,5 1.59 340.9 1.53 339. 4 324.4 1.55 1L2 .2 3s8.2 411, 1 449 .9 !.. {0 519. 0 1.31 516. 9 1. 34 51,?.8 1.11 545. 1 1.23 {08.8 1.31 502.9 I -25 501.9 1. 38 {93.0 1.45 524.3 1,{3 clense dense dense dense dense srlty silty dense <lense dense dense dense silty silty silty silty silly silty silty silty silty silty s1lty silty dense siLty dense dense silty dense silty silty silty 1.5 I5 1.9 I6 2.3 1.9 14.3 11.1 11.8 6.6 10. 3 11.1 8.8 6.0 I1.6 9.4 '7 .9 8.6 11, 0 11.0 9.8 t2.4 11.8 15. 6 75 .2 20 -'7 15.9 14.5 14.9 16. I 21 .8 24.5 18. I 1r. 1 r5.5 10.6 SAND SAND SAND SAND SAND SAND SAND SAND SAND SANO SAND SAND SAND SAND SAND SAND SAND SAND SAND SANO SAND SAND SAND SAND SAND SAND SA}ID SAND SAND SAND SAND SAND SAND to to to to to to to to to to to to to to to to to to to to to to !o to to to to to to to to to to SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND r30 130 130 130 130 125 125 130 130 130 130 130 t25 t25 ).25 125 125 125 725 125 125 r25 r25 130 125 r.3 0 130 L25 r30 125 125 125 6.0 6.0 6.0 6.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0 5.0 5.0 6.0 5.0 5.0 50 52 51 50 50 61 53 56 54 51 49 54 48 46 45 46 44 42 40 46 58 55 66 55 58 52 53 54 63 61 '16 ?8 l8 16 93 96 85 81 82 78 15 82 14 l1 69 ?0 68 58 65 62 't2 82 86 100 85 91 82 84 100 99 100 cPT-04 0. I 7 grvly 0. 4 7 glvly 0. { 7 grvly 0.4 7 grvly 0.4 7 grvly 0. 5 6 clean 0. 5 6 clean 0.5 7 grvly 0.4 7 grvl,y 0.4 7 grvly 0.4 7 grvly 0.4 7 qlvly 0.5 6 clean 0. 5 6 clean 0. I 6 clean 0. ? 6 clean 0.8 6 cl.ean 0. 7 5 clean 0. 7 6 clean 0. 7 6 clean 0. I 5 clean 0. 7 5 clean 0. 4 5 clean 0-5 5 clean 0.5 7 grvly 0. 5 5 clean 0. 5 7 grvLy 0. { 7 grvly 0. 4 5 clean 0.4 I grvly 0. 5 5 clean 0,7 5 clean 0-7 6 clean 0 8 8 1 4 2 16 1 i6 1 16 2 15 2 261 .9 5 240 -1 5 228.6 221 .9 5 224.t 5 218.9 5 209 .2 9 2 l l 2 2 16 2 16 2 16 2 16 2 16 t.8 16 1.8 16 1.7 15 L.9 2-t 16 2,3 16 16 16 2.3 16 1.7 16 2.5 16 2.5 16 2.7 16 2.5 16 2.r t5 1.8 l5 1.8 16 2.9 16 3.4 16 3.? 16 200.9 -5 230 .2-5 263.9-5 288.6-5 332.6-5 330. I -5 331. 0 -5 341 .9 260 .6-5 320.3-5 319. 3-5 313. 3-5 332.9-5 r Indicates the parameter uas calculated using the nornallzed point The palaneters listed above ueEe deternined using empirical A Professional Engineer must deterrnine thei! suitability for analysj.s st!ess. correlatiofls. and deslgn. Middle Earth Geo Testing Page 1l n u t T T I t T T I T I T I I I T I I IIIII r tetllcnti?ar llluti!f," rO IIIITIInc 5l.cDtProloct Job Numbot Holo Number EST GW Dopt Ch,lst Oua Savlor Oporalot Cono Number O.te .nd Tlmo 15.00 tr AS o 6/19/20r81 50: Flloname GPS Uexlmum Depth G-3885-06 cPT-05 50.59 fth 0uilnq Test Net Aroa Rallo.S IF t! a:o5 GPT DATA SPT N 140 Fs/Clt 0 600 0 10 0 10 0 TIP TSF FRICTION TSF tI ,<LX5fr*(rdlF I i+ I 50 0 20 30 40 70 1 . sensllivo fino gralnad S2 - organlc matgrlal !3- cl.y I il . lltty clay to chy I5. cl.yey lllt to sllty clry I6 - .andy sllt lo clayey sllt a7. sllty 3rnd to 3.ndy sllt E . sand to sllty 6rnd 9 - aand I10. gravelly 3.nd to aand ll'l - vory stllf flno g.alnod (') l12- sand to claycy 3and (') Ssoll behavlor gpo and SPT bsod on dat. ,rom UBC-r983Cono Slzo 'locm squa,od trtlatt T iil ---1----r ---t----t--F-t- E ,o l?7 I I r ll l -_> I I I __El =1- |-.zz# 601-]-llT-t I I (I I ST tffitI I I? I I I llt|l I I tt I I oo6 n.j_dd N(0 i@a@a\oi6 i6iod6ir!io in; 60.{ NNN Fooooooot-Fo>F.>zzzzzzzzJ44A2<l4J<<<444444Hji4.i<,rH-i;,.raaauuaaQutt)oo ccici<4444ae-aar4id;(;ru rD o 0) ..r,! a,t Fi H J -i .a,n .i a l! .a j,i j :ltollo(.)(.)(.)()()c)!)6UoI(Jo oo ooo o o oooo o ooo oo o o o oaaa o or, o o!!!,r,rJ!l],rtrlo Q o o o o o o o Fr > > r t > F o o Fr o F 6 5 E > o 5 > e.z z z z z 2 2 z z,r 4 < < < 4 J a - ;r Z :r 6 6 n, 4 2 q a A44441.a<<4rjJjJlaVaHAHj;.iHaaa l/,uuoo()olvtutu]uiu)oouul;ou/) ad:H,n,!! >p! rlu,! >! ta,! a i, L a u Et o' U, t (r o o o o U o (,) o lr o O c) ci u; o; o r i r\o\o E@9 ZFNF ! r) qx* t,OorF o! ' H o,c oo\60ioi66001 ooi,1 6old<^o@q\oo60\d ooooooooo-o6(o qdHNoNoNoN so.D6No.{q(\ IIIIIIIIIIITIIIIIII 6 1 9 9 9 1 9 0 9649 9 3 9 9 5I I 1 9. 9 9 1 9 5 9 9_9 9 9.9 9. 23 33 5 2 5 2 5 I 9 1 5 1 6 0 8 1 9. 1 8. 8 8. 1-7- 3 8. 3 9.'l 9. 3 8. 0 2 10 -6.23 4 0.015 - 5.4 0 13.l1-6.56 11.26- 6. ?3 13. 9't- 6.89 14-41-?.05 10.96- 1 .22 10.86-1.38 22 -1t0 -7.55 2L.29- 't .11 !6 .18-1.41 19-79-8,04 17.58-a.2a 71 .48- 8, 37 15.01- 8.53 13-81- 8. 69 13.06- 8. 86 12.66- 9. 02 13. 3 6- 't- 9. 3s 16, 61- 9. 51 13.91- 9.58 19. 3 9. 84 39. 0t1 44 38 10.01 52. 614 54 40 10.17 63.1 17 50 41 r0.34 5',7 -218 61 41 10.50 5?.11? 61 41 10.66 58. 916 56 40 t 0.83 43.712 46 3810.99 25.1 11. 16 17- 01- 11.32 11.45- 1.0 1? 0.7 1',7 4.1 35 1.5 364 9 53 950 464 1-63 9 4I 2 -5 3.65 1.9 3.1't 18.5 2.1'l 19.2 14.3 2.91 13. 6 3.08 22 -0 2.8L 39.9 2.45 13.'7 3.08 r1.1 3,08 13. I 2.92 14 .3 2 .81 10. I 3 .01 10.7 3. 07 22 .'l 2-1\ 2L.t 2 .15 16. 6 19. 6 2 .81 !1 .4 2.44 17. 3 2 .81 15.0 2 .85 13. I 2 -91 13. 0 2.94 12.5 2.95 13.2 2 -92 17.0 2.11 16, 6 2 .13 2.46 19. 3 2.67 39. 0 2.33 52.6 2.la 63.1 2.13 6't .2 6't .0 2.73 58.9 2.21 43.1 2.36 2.63 17. 0 2 .18 11.4 0.5 10 0.8 10 0.9 0.9 15 0.8 I5 1.3 15t.4 15 15 1.4 15 0.9 15 0.8 t5 0.1 15 0.8 15 0.8 15 1.1 15 1.1 15 1.3 1S 1.1 15 r.0 15 0.9 15 0.8 15 0-8 0.7 15 0.1 15 0.7 15 0.6 15 0.5 15 0.6 15 0.7 15 0.7 15 0.9 16 1.0 16 1.2 15 1.1 15 1.1 16 1.0 I6 0.9 15 0.1 15 0.5 15 2.6o: 2s 2.4 {1 18.5 58 19.2 ?4 1{.3 91 13 .7 01 22.0 35 4 3, 29 .3 30 .3 22 .0 2t .9 ,5 6{ ,8 22 .9 1l .8 22 .0 .5 26. ,1 31. .4 28. .2 21 . .2 24. 26 .1 22 67.1 79. 8 84.2 83.4 't2.'7 53.5 95 95 44 43 53 9 64 -3.9 0 -2 0.0 -1.2 -7 .4 -0. 9 -2.2 -3.8 -3.5 -3.4 -2.9 -2.6 -2.5 -2 .4 -2.4 -1.8 -1.7 -I.6 -1.6 -1.6 -1.5 -I.4 -1.3 -0. 3 0.1 0.4 0.3 -0. 4 -0.5 -0. 5 -0. 6 -0. 7 -0.8 -1.0 -1.0 -0. 9 100 100 115 r15 r15 11S 115 115 1t5 115 115 115 r15 115 115 115 115 115 115 115 115 115 115 115 115 115 t20 120 120 t20 120 120 120 115 115 1r5 1.0 1.0 1.5 1-5 1.5 1.5 2.0 1.5 1..5 1.5 1.5 1.5 1.5 1.5 1.5 1,5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.4 2.0 1.5 2.O 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 1.5 1.5 4 3 20 20 15 15 23 32 15 r2 15 t5 t2 12 24 23 18 2L 19 19 16 15 14 13 14 14 13 1S 15 77 22 21 28 28 24 18 1l 17 12 3 2 L2 13 10 9 15 20 9 'I 9 10 't 1 15 14 11 L2 12 10 9 9 8 9 9 I 9 1o 13 18 22 20 15 13 11 8 0 o 1 1 I 0 1 2 0 0 1 1.8 2 946 163.1929 1 1 1 I 1 0 0 0 0 I 1 0 t 9 _{3 9 _55 9 47 949 9 _41 9 _51 9 53 .0 .9 20 .9 20 2L .9 21 ,2 255 ? 55 0 -53 9 {r aa2 0 50.9 31 .l :o 9 39 102, 3 24 r09. { 18 L21 .2 Ll 129 -9 17 125 .',l 1? I9 115. 9 25 1 I 0 8-9-9 312-8.3 453-5.4 56 .7 26. ,2 11 . ,8 c PT-059.9 2 organic sOILs - Peats 9.9 2 Orgaflic SOILS - Peats 4.8 3 silty CIAY to CLAY 4.8 3 silty CLAY to CI.AY 5-9 3 sirty CLAY to CLAY 9.9 3 sirty cl,AY to CLAY 6.6 3 silty CLAY to CLAY 3.8 4 clayy SILT to silty CLAY 9.9 3 srlty CLAY to CI,AY 7.9 3 silty CLAY to CLAY 5.9 3 silty CLAY to CLAY 5.2 3 sitty CLAY to CLAY ?.6 3 silty CLAY to clAY 7.5 3 sl]ty CLAY to CLAY 4.9 3 silty CLAY to CLAY 5.3 3 silty CLAY to clAY 7.8 3 siLty CLAY to CLAY 5.9 3 silty CLAY to CLAY 5.8 3 silty CLAY to CI,AY 5.2 3 silty CLAY to crAY 5.6 3 silry CLAY to CLAY 5.1 3 silty CLAY to cl.AY 5.9 3 silty CLAY to CLAY 5.8 3 silty CLAY to CLAY 5.5 3 sitty CLAY to CLAY 3.6 4 clayy SILT to silty CLAY 3.? 4 ctayy SILT to silty CLAY 4.8 3 silty CLAY to CLAY 3.5 4 clayy SILT to silty CLaY 1.9 5 silty SAND !o sandy SILT 1.6 5 silty SAND to sandy SILT 1.? 5 silty SAND to sandy SILT 1.8 5 silty SAND to sandy SILT 1.7 5 srlty SAND to sandy SILT 1-9 5 silty SAND to sandy SILT 2.3 5 silty SAND to sandy SILT 3.5 { clayy SILT to sitty CLAY 4.4 3 silty CLAY to CLAY 5.1 3 silty CLAY !o CLAY Paqe 2 T I T 11.{84- 4- 11 .813- 11. 983- L2.143- 12.303- 12, 413- 12. 63 J- 12. 80 12.963- 13.123- 13 .293- 13.453- t3 -623- 13.783- 13.94 3- 14. 113- 14.213- t4 .443- I4.603- 14.154- 14.93q- 15.09 15.26a- 5- 15.584- 4- 15.914- 16.084- t6 -24{- 16.404- 16.514- 16.733- 16.903- 17.063- t1 ,233- 1?. 393- r?. 553- t't ,723- 9 0 13. 5 0.6 4.1 11.4 0.5 3-4 10. I 0.4 3.0 9.3 0.4 2.8 9.0 0.4 2.6 8.7 0,4 2.5 8.6 0.4 2 -5 8.1 o. a 2.4 1.6 0.3 2.2 1-6 1-1 9.0 02 't ,1 05 6.9 0.4 l5 0.3 15 o -2 15 0.2 15 0.3 15 0.3 I5 0.3 15 0-3 15 0.3 15 0.3 15 0.3 15 0.2 15 0.3 I5 0.2 15 o-2 15 o.2 L5 0.3 15 0.3 r5 0.3 15 0.{ 15 0.5 15 0-6 l5 0.? 0.? 15 0_7 15 0.5 15 0.5 15 0.5 15 0.5 15 0.5 0.4 15 0.4 0.4 15 0.4 I5 0.4 15 0,4 15 0.4 I5 0.{ 15 0.4 15 -0. 9 -1.0 -0. 9 -0. I -0.8 -0. 8 -0. 7 -0.l -0. 6 -0. 5 -0. 5 -0. 5 -0. 4 1.1 2.1 2.4 2.6 2.8 3.1 3.4 3.5 3.s 2 .',| 2.1 2,8 2.8 2.9 3.0 3.1 3.2 3,4 3.5 6.9 6.9 6.8 5.9 cPT-05 4. 4 3 silty 4 .0 3 silty 3.9 3 srlty 3.9 3 silty 4.5 3 sllty 4 .8 3 sll.ty 4.8 3 sllty 5.0 3 si.lty 5.2 3 si1!Y 5.3 3 s11Ey 5. 9 3 silty 4.? 3 silly {.5 3 silty 4.4 3 silty 4.2 3 sitty 4.2 3 silty 4 .0 3 silty 4 .0 3 silty 4.4 3 silty 5.0 3 silty 5.2 I silty 5.6 3 silty 5. 0 3 silty 6.0 3 silty 6.1 3 silly 5.9 3 silly 5.8 3 silty 5.6 3 si1!y 5.6 3 silty 5. 5 3 silty 5.3 3 srlty 5.2 3 silty 4.9 3 sl]ty 5,4 3 silty 5.7 3 srlty 5.4 3 silty 5.6 3 silly 5.9 3 srlty 5.1 3 srlty Page 3 CLAY CLAY CLAY CI,AY CI"AY CI.AY CLAY CLAY CLAY CI.AY CLAY CLAY CI,AY CI,AY CLAY CLAY CLAY CLAY CI,AY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CIAY CLAY CLAY CtAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CI,AY CLAY to to to to to to to to lo to to to to to to to to to to !o to to to to to to to to to to to IO to to to to to CLAY CLAY CLAY CLAY CI,AY CLAY CLAY CLAY CLAY CLAY CIAY CLAY CI,AY CLAY CLAY CIAY CLAY CI.AY CI,AY CLAY CLAY CLAY CLAY CLAY CI,AY CLAY CLAY CTAY CLAY CI,AY CLAY CLAY CLAY CLAY CLAY CLAY CI,AY CLAY CIAY 115 115 1r5 1t5 1r5 115 r15 115 1r.5 115 115 115 115 115 115 r15 115 115 115 115 115 115 115 115 1r5 115 115 115 115 115 115 115 115 115 115 115 115 115 115 1.5 1.5 1.5 1.5 1.5 I.5 1.5 t.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.s 50 62 65 61 12 14 1A '15 '19 80 82 1-t 16 15 '14 't1 '70 68 69 7I 68 66 65 65 66 61 69 ?0 71 12 1l 72 12 75 1'l '74 '16 78 80 3 1 1 3 7,0 5 6.5 3. 09 l.t3 6.4 3. 18 6.2 3.21 6.2 3 .21 6.0 3.24 5,? 3 .28 5.? 3.29 5.8 3. 31 5.0 3. 25 6.2 3.23 5.3 6.4 6.5 3.21 1.2 3. 16 6.4 6.2 6.2 i.o 5.1 t .', 5.9 i.o 6.2 ,., 6-4 i.n ?.1 ,.g 8.0 8.3 n., 10. 9 ,i.t \2-3 ri. t 4 4 4 a.4 2 .2 1.1 8.0 a .4 2.3 1.9 0.4 2.3 8.0 0.4 2.3 1.9 0.4 2.3 8.7 0 .4 2.5 9.4 0.5 2.8 0.5 2.8 9.80.5 2.9 17 -2 0.6 3.4 t2-6 0.7 3.8 13. 7 0.8 4 ,2 14.1 0.E a.3 13. 6 0.8 4.1 12 -10,7 3.9 11. 5 o.? 3.5 11. 0 0.6 3.3 10. 5 0.6 3.1 10.2 0.6 3.0 IO.I 0.6 3.0 9.8 0.6 2.9 9.40.5 2,8 9.0 0.5 2.6 8-9 0.5 2.6 9.5 4.6 2.8 9.0 0.5 2.6 8.8 0.5 2.6 8.5 0.5 2.4 .1 4 4 4 1.9 3. 13 8.0 1.15 8.3 t. 1? 9.1 11 .0 3. 11 12.0 3. 10 12,4 3. 09 t2.o 3. 10 11.3 3. t2 10. 4 3.15 3.16 9.4 3. 18 9.3 3- 18 9.2 3. 18 9.0 3. 18 8.1 3. 19 8.3 3 .23 8.3 3 .25 8.9 3 .21 8.5 3 .24 8.4 3.26 8.1 3 .28 I 11.2 8 1 1 1 6 6 6 5 5 5 5 6 6 5 10. 3 ? 9 ; ; ; ; ; ; ; ! I I 8 9 6 2 2 a 1 l 0 I I T ! u I t t I T E I I I I T I I I 17. 883- 18.053- 18.21 3- 3- 18. 543- 18. l0 3- 18.8?3- 19.033- 19. 193- 19. 363- 3- 19. 69l- 19. 853- 20.01 20.183- 20.343- 20.51 20 .613- 20.e33- 21.003- 2l -163- 21.333- 2t,493- 21.654- 2t .824- 2t .984- 22.154- 22,314- 22.414- 22.644- 22.403- 22.913- 23.133- 23.30l- 23 ,463- 23.623- 23 -193- 23,95 3- 24 .123- ?.8 3. 31 7.6 3.31 1.6 3.30 3.29 7.8 3.28 8.0 3.26 8.1 3 .21 8.4 3.26 8.8 3 -26 8.1 3.26 8.5 3 .24 4.2 3.29 7.8 3. 33 'l .5 3. 35 7.3 3. 37 '7 .23.3' 7.1 3.38'7.L 3. 36 1.2 3. 33 1.3 3. 34 7.8 3,31 8.? 3 .21 10. 2 3. 19 11.4 3, 16 12.6 3.10 r3. 3 3. 06 13. 5 3, 06 13.0 3.07 12-O 3. 10 11- 5 3.1? r0. 1 3.26 8.9 3. 34 9.6 3.26 9.8 3.21 10.2 3. 13 3.20 8.8 3 .24 9.6 3.29 9.9 '7.0 5.6 5.8 1-0 1.3 1.5 1.9 8.0 9.8 9.8 9.9 9.9 9.9 9.9 9.9 10. 0 10. 1 10. 3 10. 4 10. 5 11.1 11.5 11.9 12.4 12.9 14.8 15. 3 20.2 20 -7 2t -5 20. I 20.5 24.6 25.2 21-\ 29 .2 26.3 cPT-055.2 3 6.1 3 5.8 3 5.6 3 5.5 3 s.2 3 5.5 3 5.6 3 5.8 3 s.8 3 5.8 3 6.0 3 6.3 3 6.2 3 6.1 3 6.0 l 5.7 3 5.1 3 5.3 3 5.3 3 5.4 3 5.1 3 5.3 3 4.8 3 4.5 3 a.5 3 4.4 3 4-4 3 5.3 3 5.9 3 6.5 3 5.4 3 4.5 3 3.5 3 3.8 3 5.8 3 6.1 3 Page 4 CIAY CLAY CLAY CLAY CIAY CLAY CLAY CLAY CLAY CtAY CLAY CI,AY CLAY CLAY CI,AY CLAY CLAY CLAY CLAY C],AY CLAY CLAY CLAY CLAY CLAY CI,AY CLAY CI,AY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY C!AY CLAY CLAY CI,AY CLAY CI.AY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY '1 1 ; 1 ; ; 8 ; 8 ; I ; 1 ; 1 ; 6 ; 1 ; 8. 1;. 11. ;. 13. 1;. t2- 1; 11. ; 8- : ? 9- 8. ; 9. ; 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.1 7.8 8,0 8.0 .5 2 -3 .3 2.3 8.2 .5 2,4 8.5 .5 2.4 8.8 8 -1 .5 2.5 8.{.5 2.4 8.1 .5 2.3 1.6 ,5 2.1 7.3 .4 2.0 1.1 .4 1.9 1,0.l 1.t 5.8.4 1.9 6.8 6.9.4 1.9 5.9.4 1.9 .5 2,0 a.2 9.6 .6 2.8 10. 7 .? 3.1 r1. I.8 3.5 t2.4.8 3.1 .9 3.7 11.9 .8 3.5 10. 9 10. 4.7 3,0 9,0.6 2.6 1.9 8.5 .6 2.4 8.6 .5 2.4 .6 2.5 8.0 '7.5 .5 2.1 8,2 -6 2-3 8.5.6 2-4 82 a2 81 80 8o 1A 1g '74 78 ?8 '19 BO 83 86 87 t? 88 86 84 84 82 't9 12 70 65 63 62 63 65 71 '?8 84 18 14 68 '73 19 80 80 0.{ 15 0.4 0.4 15 0.4 15 0.4 15 0.4 15 0.4 l5 0.{ 15 o.{ 15 0.4 0.4 15 0.4 15 0.4 15 0.4 0.{ 15 0.{ t3 0.3 I5 0.3 I5 0.3 0.3 15 0.3 15 0.4 15 0.4 15 0.5 15 0.5 15 0.5 0.5 15 0.5 15 0.5 15 0.5 15 0.5 15 0.5 15 0.4 0.4 15 0.3 15 0.3 15 0.3 l5 0.4 15 0.5 15 silty silty silty srlty silty s i.l ty silty silty silty s ilty silty s j.1ty silty si 1ty silty silty silty silty silty silty s i.l ty silty sitty s j.l ty srl!y silty silry silly srlty silty silty silty silty silty silty silty silty silty sitty to to to to to to to to to to to to to to to to to to to to to to to to to to to to to !o to to to to to to to to to 115 r15 115 115 115 t15 1L5 115 115 115 115 115 115 115 115 115 115 115 r15 115 115 115 115 11s 115 115 115 115 1r5 115 115 115 115 11s 115 115 115 115 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1-5 i.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.s 1.5 I.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 55 55 55 55 55 66 66 66 66 55 55 55 55 55 55 55 55 55 55 55 6'1 "7 1 88 89 89 88 78 'I 1 65 55 66 56 65 56 55 56 66 I I ! 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L43 95 44 43 ,11 349.54L 95 44 45,93 348.9,2 93 aa 46.10 338.9 41 95 44 46.26 315.438 95 {3 a6.43 282.334 91 43 46.59 254.230 81 42 46.75 238,829 A5 42 46.92 225-221 83 42 41 .08 214.226 82 41 41 .25 211 .526 A2 42 41 .41 235.228 85 42 41 .5'1 254.9 30 a1 42 47 .14 252-331 88 42 47 .90 213-s32 89 43 4e,01 263.531 88 42 48.23 265.A32 A8 42 4A.39 212.132 89 43 48.55 280.933 90 43 48.12 288.9 34 91 43 {8.89 295. 534 92 43 49.05 295.5 34 92 43 49,22 293.9 33 91 43 49.38 287.833 91 43 49.54 285.8 33 90 43 49.11 219.4 32 90 43 243 -A _ 221-B 210.9 zio. e- 224.0 - 233. 4 234.2 ,rr . r' 260-A ,i, . o- 305. 5 243 221 2!0 2ta ?24 260 - 241 . 305. 296. 280. 2'71- 248 185 t14 t54 1s5 157 1?0 184 '191 zia. g 244.5 ,1, ., 256.9 ,ir,, 248.4 230 -9 ,i". z 185. 5 174.0 164-5 ,i, ., 157,8 ,]0. n 184.5 ttr-t 19-7 - 3 ,rr.t 79t-2 rrt. a 201-6 ,i', . o 2tt.4 ,Lt.t 249.1 256 256 210 206 189 189 191 . 195. 2At. 201 . 211. 277 - 209 205 203 198 205.1_ 203.4 198.5 324 ,6 1.39 295 .1 1.{3 257.5 !-41 28L.9 1.45 300. 0 1.43 313.1 1.43 314.1 1.45 314.7 1.45 351.5 1.37 387. 9 t.32 411.1 1 .29 401.9 I .29 380.4 1-32 36A.2 1.35 349.5 1.41 348. 9 I.a7 338. 9 1.50 315-5 1.48 242.3 t-41 l- 41 238.8 1.51 226.3 t.s2 2L4.2 1.53 211 .5 1. 50 235.2 7.41 255.0 1.44 262 -3 1.44 213-5 1.44 263.5 1.48 265.8 0.0 -0. 1 -0. 1 0.0 0.1 0.3 0.3 0.4 1.3 1.1 0.9 0,8 0.? 0.8 0.9 0.9 r.0 0.9 0.8 0.8 0.9 1,0 1.2 1,3 1.3 r.4 1.5 1.6 7.7 1.8 1.9 L,1 1.1 1.7 1.9 SAND SAND SAND SANO SAND SANO SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND 1.4 16 16 1.4 t6I.3 16 1.4 16 1.5 16 1.6 15 1.? 16 1.6 I6 1.6 16 1.? 16 16 16 1.6 I5 r6 2.2 15 r.8 16 1.3 16 1.1 16 1.0 16 0.9 t6 0.8 0.9 16 0.9 16 1.0 16 1.1 16 1.2 15 1.3 l6 1.{ 15 1.4 16 1.3 I6 1.2 16 I.I 16 1.1 t5 1.1 l6l.l t5 t.1 16 cPT-05 4 5 clean 5 6 clean 5 6 clean 5 6 clean 5 5 clean 5 5 clean 5 5 clean 5 6 clean 5 6 clean 4 7 grvly 4 -l grvly 4 7 grvly 4 7 qrvly 4 6 clean 5 5 clean 6 6 clean ? 5 clean 6 6 cleaD 5 6 clean 4 6 clean 4 6 clean 4 6 clean 4 6 clean 4 6 clean 4 6 clean 4 5 clean 4 6 clean 4 6 clean 5 6 clean 5 6 clean 5 6 clean 5 6 cl,ean 5 6 clean 4 6 clean 4 6 clean { 5 clean 4 5 clean 4 5 clean 4 6 clean Page 8 silty silty silty silly silty silty sjlty silty silty dense dense dense dense silty silty silty silty s j,l ty silty silty s j,I ty silty sil,ty silty silty silty silty silty silty silty silty silty silty silty s1lty silty silty sllty silty SAND SAND SAND SANO SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAIID SAND SAND SAND SAND SAND SAN D SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND SAND 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 to to to to lo Co to to to to to to to to to to to to to to to to to to to to to to to to to to to EO to to to to L25 L25 t25 125 125 \25 L25 L25 130 130 r30 130 L25 125 125 125 125 125 1.2 5 125 t25 t25 125 125 125 t25 t25 125 t25 125 :"25 125 125 125 125 L25 125 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6,0 5.0 5.0 5.0 5.0 5.0 5.O 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 49 44 42 42 45 41 41 41 48 51 49 41 54 5I 51 50 46 41 35 33 31 32 34 37 38 39 38 38 39 40 41 42 42 42 41 41 40 55 59 56 56 50 53 63 63 70 65 69 51 63 14 l0 ?0 58 63 56 51 48 45 {3 44 47 51 52 55 53 53 54 56 58 59 59 59 58 51 a6 1. 50 1. 50 28L. 1.48 288. 1.45 3 0 9 295.5 r,42 295.5 I.39 294 .0 1.40 281 ,9 1.42 285.8 t.42 2'19 .5 t.44 T I T I t n u I T I I I ! I I T t I ! 49,81 2'11 .532 89 43 50.04 21t.1 32 89 42 50 .20 263.131 88 42 197. 0 r92.3 ria . z- 197 . L92. 18 5. o 2-t1-1 L.2 5 1-46 16 5 z1L.',t 7.3 5 1.49 16 2 263.1 1.3 5 1. 52 16 125 5.0 125 5. 0 39 39 37 56 54 53 stregs. co!relations. and design. Middle Earth r Indicates the paramete! ,as calculated using the nodralizecl poilt The pararneterg listed nbove e,ere determined using empi.ricaL A Professional Engineer must determrne Ehei! suitability for analysis Geo Testrng Page 9 t T E I T I cPT-051.9 O.! 5 clean SAND to silEy SAND 2-0 0.5 5 clean SAND to silty SAND 2.0 0.5 6 clean SAND to silty SAND E E E r I I I l u t I r I I t T I I t ! T Project No. D-3885-06 Christ Our Savior Catholic Parish Appendix D o Table I - Faults Within 50 Miles Distance r PSH Deaggregation Results . USGS Design Maps Summary & Detailed Report Seismic Data I I I I T T T T t 48 IIIIIIIII-IIIIIIIII Table-1 2008 National Seismic Hazard Ma s - Source Parameters CA 0.5 23 thrustSW 2 13 27 5.51 CA 1.3 strike slip 0 1t 208 5.6 CA 1 88 strike slip 0 15 55 5.6 CA 89 strike 5lip 0 11 208 7 .17 CA 1.5 90 strike slip 0 10 66 CA 0.1 26 N thrust 2.8 15 11 15.24 Elsinore;W CA 2.5 15 NE strike slip 0 1.4 45 15.24 strike slip 0 16 199CA84NE 15 24 Elsinore;W+Gl+T CA n/a 84 NE strike slip 0 l4 724 t3.24 CA 81 NE strike slip 0 14 15.24 Elsinore W+Gl+T+l+CM CA 84 NE strike slip 0 16 247 10 28sCA90strike slip 0 14 99CA390strike slip 0 11CAo.7 29 N thru5t 15 0 1319.62 Elsinore:G I CA 5 90 strike slip NE strike slip 0 t7 153 t9.62 CA 5 90 strike slip 0 l4 78 Dlstance in Miles Prer Slip Rate (mm/yr) Dip (degreesl SliP Sense Rupture Top (km) Rupture Bottom (km) Name Dip Dir 1 State Length (km) o 69 lsan Joaouin Hills I lNewoort lnslewood Connected alt 2 90 lN ewoort-lnelewood. alt 1 l........-.'..................-....................- I lNewoort lnelewood Connected alt 1 I Newoort-lnclewood (offshoreIl--_ I rr.zz lpuente Hills (Covote Hills) lElsinore:w+G t+T+Jl- lElsinore:w+Gtl- I to.s, lp.to, verdes connectedI t- I rs.er lPrto. v"rd",I l- tz za lPuente Hills Ganlale lprroes) I rs.oz letsinore:c t*r+t CA lElsinore:Gt+T Iba s1 drls a)irJts 06 Vf LL ZN 8E 9T 0 drls a)iuls N bL EO V]9Zb 8€8 0 drls al!ts N SL €0 V]9Zn t1 8T 0 drts aluls N SL I 95 88 6L 9I 0 drls alrJls I5 9Z V]I lle pallauuol elruol^l Elues 96 8€ €5 IT 80 drls a1r.r1s nb VZ V]€8 S€ LI LT d rls alu]s t.OL I V]F6-6f iFF s s'tE 9I UI 0 aslaAal 0s 50 V]iiafrES]E$ruED LZ te 6Z SI asJaAal ss s0 vl d8np-I5 50'EE aa !rI 0 d rls alr.rtt t.6t S'I V]Ffi5u]^EE 5Z'IE 8Z 8 0 tsnJ[]1 N sb 5 V]E8U6EEfi5 99 0E LS 'T 0 as.la aJ N €s Z V]aipew errals 16 62 9L 'T 0 asJaAaJ TS z paltr3uuol arpe[/\l eriars t6 6Z as VI 0 drls aluts 06 s 1516115l LZI LI 0 drls alut5 ]N 98 e/u V]67 6Z 697 9I 0 drls a)rJls ]N 58 V]6? 6Z 98r 6 0 drls alrJts 06 €V]Lt 6a 5I E aslaAa,r ]N €r V]pEililnTT€d u-Ets ll ta Lz oz SI 0 drls a)iuts NL s0 V]asor ues Z'SI Iz ls n..r ql N LZ LO V] bz 6 0 drls aluls MS 0s I V]I-liE-6El qj 88 6r 6Z b1 0 drls aluts MS s9 I V]a e-ou!rD /8 6r s6r 9I 0 drls a)juts ]N 98 V]z9 6r II-IIIIIIIIIIIIIIII (. IO ffil _t z rlP 'rsPof nqrlPti! | -I I rle 'lseol nqrlewl V] _tI lle 'elluow eluesl _t z ue papauuo] eruow eluesl 0 0 ]N V] V] _t [+l:aJoursl] |_t1f,+t+I:aroursllI _t lueg oPeuorof,l oz 0s ffi]51111 atuanll 6e 77 _tN3+r+I+ l9: arou rsll I r I I I - -Ir, I E I I ST I -I II J)I 42.7 7 San Jacinto:5BV+SJV+A+C CA n/a 90 strike slip 0 L1 181 42.17 CA 90 strike slip 0.1 15 21.5 5an iacinto;SBV+SJV CA strik€ slip 0 16 88 42 77 San Jacinto:5 BV+SJV+A+CC CA n/a 90 strike slip 0 181 42.77 San Jacinto;5BV+SJVTA CA 90 strike slip 0 16 134 42.77 5an Jacinto SBV CA ti 90 strike slip 0 43.62 CA 90 strike slip 0 77 89 43.62 San.,acinto SJV CA 18 90 strike slip 0 16 43 43.52 CA nla 90 strike slip 0 ll 136 43 62 San.Jacinto 5.iV+A+CC CA nla 90 strike slip 0 1b 136 43.62 CA 90 strike slip 0.1 15 t70 43.62 CA 90 strike slip 15 43.6 3 Anacapa-Oume, alt 2 CA 3 41 N thrust 1.2 L2 65 45.82 Sierra Madre (San Fernando)N th r ust 0 13 18 46.52 5. San And reas; BB+N M+5M+NSB+5SB+BG+CO CA 85 strike slip 0.1 13 390 46.62 S. San Andreas PK+CH+CC+88+N M+SM+NSB+S5B CA n/a 90 strike slip 0.1 13 421. CA 84 strike slip 0 L4 46 62 S. San Andreas CH+CCTBB+NM+SM+NSB+5SB+BG CA 86 strike slip 0 l4 442 46.62 n/a strike slip 0 13 170 46.62 90 strike slip 0 13 273 46 62 CA n/a 83 strike slip 0 14 211 3 lsan Jacinto:sBv*sJV+A+cc+Bl- 42.77 90 lsan Jacinto:SJV+Al- lsan.iacinto:SJV+A+Cl- lsan Jacinto:SlV+A+CC+Bl..................................-- lsan Jacinto:SiV+A+cC+8+SMl---0.1 196 CA 45 I45.62 lS. San Andreas: BB+NM+5M+NSB+SSB+BG lS. San Andreas: N M+SM+NsBl-CA 90 15. San andreas: NM+5M+NSB+SSB CA I lS. 5an Andreas;NM+SM+NSB+SSB+BG I {I - I iI A'I I I I T I IT II - I I I I S. San Andreas N M+5M+NSB+S5B+BG+CO CA n/a 84 strike slip 0.1 13 340 46.62 S, San Andreas; NSB CA 22 90 strike slip 0 13 35 46.62 S. 5an Andreas:NSB+SSB CA 90 strake slip 0 13 19 46.62 5. 5an Andreas; NSB+5SB+BG CA nla 75 strike slip 0 14 136 46.62 S. San AndreasjPK+CH+CCIBB+NM+5M+NSB CA 90 strike slip 0.1 13 371 46.62 S. 5an Andreas; BB+N M+SM+NSB+SSB CA 90 strike slip 0 74 263 S. San Andreas:PK+CH+CC+BB+NM+SM+NSBISSB+BG CA 86 strike slip 0.1 13 419 46.62 S. San Andreas:PK+CH+CC+88+NM+5M+NSB+SSB+8G+CO CA 86 strike slip 0.1 13 548 CA 90 strike slip 0 74 220 46.62 5. San Andreas;5M+NSB CA n/a 90 strike slip 0 13 133 46.62 5. San And reas;5 M +NS B+55 B CA 90 strike slip 0 13 1,16 46.62 S. San And reas:5M+NSB+SSB+BG CA n/a 81 strike slip 0 13 234 CA 83 strike slip 0.1 r3 303 46.62 CA stnke slip 0.2 l2 206 46.62 S. 5an Andreas;CH+CC+BB+NM+SM+NSB+558+BG+CO CA 86 strike slip 0.1 13 572 46.62 S. San Andreas;CC+BB+N M+5M+NSB CA 90 strike slip 0 14 279 46.62 S. 5an Andreas;CC+BB +NM+SM+NSB+SSB CA 90 strike slip 0 !4 CA 85 strike slip 0 74 tB0 46.62 S. San Andreas CC+BB+N M+SM+NSBISSBIBG+CO CA 86 strike slip 0.1 13 449 CA 90 strike slip 0 1.4 341 4 46.62 46.62 I46.62 lS. San Andreas:BB+NM+5M+NSB I46.62 lS. San Andreas:SM+NSB+SSB+BG+CO I lS. San Andreas:NSB+SSB+BG+CO [ .u- I-"" Andreas:CC+BB+N M+5M+NsB+558+BG I 0..., ls. san Andreas:cH+cc+BB+NM+sM+NsB 5 IS 91 0 lsnrql N su E V] EI 0 drls alrJls 06 9T V] IOI EI 0 drls aluls IL elu V] 021 ZI z0 drls aluls LL V] sz 9I 0 drls a)iuls 06 t V]L8n OL 8 0 drls alrrls 06 sr V]t8t IL SI 0 drls aluls N I V]6L LN 8II LI 0 drls alr.rls 06 II LN 8r1 9I 0 drls aluls 06 V]II Lb IL LI 0 drls aIUls 06 6 V]ll Ln aLt SI IO drls alr.rls 06 e/u V]TI' LN zsl ST IO drls aluts 06 Vf lt Ln 90€'I 0 drls aluls 06 V]tL 9b t8r VI 0 drls aluls 06 e/u V]tL 9b 86 €T 0 drls ar|.Ds 06 6Z V]EL'9N enz NI 0 drls alrJls 06 V]EL 9b znt €I IO drls arir]ts 06 V]t s+n N+98+lf+Hl+)d:seaipuv ues 's EL 9V NEI 'I 0 drls aluts 06 e/u WS+t4 N seal puv ues s tL 9n r8E v1 0 drls aluls 06 e/u V]8SS+8SN+t^lS+WN+88+Jf +Hf :searpuV ueS S I I r r !r r I r I -l tr- I I rI I I'I r fl-E,5 ur n-6-:trtlE5 euY I ss 5e -t 8SS:searPuV ueS SI eu 0r _t 9g+gss:sParpuv ueS Sl au au _t Ol+98+8Ss:seerPuV ueS Sl 8i 6, I -raor-l Iuo^u Pl asoU I_t tarrqe9 uesl vl _tl+v:oru!lPt uesl _tlf+V:olurref ueSl _lv:oluDet uesl _tt/\ls+8+]l+v:oluDer uesl _t8+ff+V:olurrPf ueSl @l -t !\,ls+hlN+g8:seaJpuv ues sl I nS:seaipuv ueS Sl ESTEN=E€-$5rS ra j e uVT eS- I V] z9 9b Unified HazardTool Please do not use this tool to obtain ground motion parameter values for the design code reference documents covered by the U.S. Seismic Design Maps web tools (e.g., the lnternational Building Code and the ASCE 7 or 41 Standard). The vatues returned by the two apptications are not identicat. Input Edition Spectral Period Unified Hazard Tool Dynamic: Conterminous U.S. 2014 Latitude Decimal degrees Longltude Decimal degrees, negative values for western long -117.8964 Site Class 259 mls (Site class D) Page I of6 Peak grou nd acceteration Time Horizon Return period in years 475 Church Our Savior https : //earthquake. usgs. gov/hazards/i nteractivei 6/5/20t8 I 1 T t u T I I I t I I T I I I I I I 33.7028 Unified Hazard Tool Hazard Curve Page 2 of 6 ITF' 5 Eta a Eu. a i !.t Undorm H....d R.!pon5. Sp..ltum Co.tltdnr Cuirr lo. i!.r titnid lttl.'rt i View Raw Data 6t5/2018 Ground Bot@n (g): O,al5? https ://earthquake. usgs. gov/hazards/interactive/ I I I I I I I I t T I I I I I I I t I I ,.1 ",']€lI ,,J 9 rol".,1 Unified Hazard Tool ,,'.,,:,,,,,, lE=(.€.2s) I r = I.2.s .. .2) I E = I.2 .. -1.s) I € = l-l.s .. -l) - s = l-l .. -0.5) f r = 1.0.s .. 0) a E - 10..0.s) !lr=10.s..r) I€=ll..r.s) I r = ll.s..2) I r = 12..2.s) Ir=(2s..+-) Page 3 of 6 Component Totat h. I 1l ,,1 .a ... r t'..!lt jl ,r)-'. ler /t,.,/J .?,) t ..t- / D,. 5i- 1:r \,.-_ u5^ra.S >= https:iiearthquake.usgs. gov/hazards/interactive/615/2018 Deaggregation i. I Unified Hazard Tool Page I of 6 Unified Hazard Tool Please do not use this toolto obtain ground motion parameter vatues for the design code reference documents covered by the U.S. Seismic Design Maps web toots (e.g., the lnternationat Building Code and the ASCE 7 or 41 Standard). The vatues returned by the two applications are not identica[. lnput Edition SpectralPeriod Dynamic: Conterminous U.S. 2014 Peak ground acceleration Latitude Decimaldegrees Time Horizon Return period in years 33.7028 975 Church Our Savior Longitude Decimal degrees, negative values for western long -117.8964 Site Ctass 259 mls (Site class D) https://earthquake. us gs. gov/hazards/interactive/6t5/2018 I I I Unified Hazard Tool H aza rd Cu rve Unilo.m Hr!.rd n!5poc. lg.ctruh Page 2 of 6 I r-r I i 'r! 5e. a Err c'o 2 ht Eu E E* a I 6rolnd uolion (!): ojaa! coiponent cuto.r ,or P..k 8.@nd {(.lr.ion View Raw Data https : //earthquake - usgs. gov/hazards/interacti vel 6/512018 t I t I l t I I T T I I I I I T I I I Unified Hazard Tool Page 3 of 6 Deaggregation Component Tota I ! I I n'= .ttt' aa'' ..,11 I €: (.a ..-2.5) I € = 1.2.s .. ,2) I r = [-2 .. -1.s) rr=l-ls.,-r) Ll E=1.r.-0.s) I t = [-0.s..0) a r: I0..0.5) O E: I0.5 .. l) IE=11..r.5) lE=11.s..2) aE=12.2.5) I t = I2.s .. +€) .)J I !: I ?,,,, b--nso ,'' 17 - -".: N 3 C/o tas l,j l" '4u/)/g 4ot N* https ://earthquake. usgs. gov/hazardsiinteractive/6t5/20t8 Unified Hazard Tool Page I of6 Unified HazardTool Please do not use this toolto obtain ground motion parameter vatues for the design code reference documents covered by the U.S. Seismic Design Maos web toots (e.g., the lnternational Building Code and the ASCE 7 or 41 Standard). The vatues returned by the two applications are not identical. lnput Ed ition SpectraI Period Dynamic: Conterminous U.S. 2014 Peak ground acceteration Latitude Decimaldegrees Time Horizon Return period in years 33.7028 2475 Church Our Savior Longitude Decimaldegrees, negative values for western long -117.8964 Site Class 259 m/s (Site ctass D) https ://earthquake. usgs. gov/hazards/interactive/6t512018 Unified Hazard Tool Hazard Curve Page 2 of 6 lndom x.!r.d i6po.* Sp.ctrud I '-r 5r. s iE,{ a x d g ,i € ,.. a ,9 Grou^d Motion (t): O.?asr 615/20t8https :i/earthquake. us gs. gov/hazards/i nteractive/ View Raw Data Unified Hazard Tool Page 3 of 6 Deaggregation Component TotaI ! !. 9 ;6o *' I €: (--.. -2.s) I€:1,2.s.-2) I t = 1,2 .. -r.s) I €: l-1.s .. .1) C r : I-l .. -0.5) I-r E = l-0.5 .. 0) !t=10..0.s) fl r=lo.s.. r) lr:{1., }.5} l€=Ir.s..2) I r = t2..2.s) I €=12.s. +-l 0-I l!a c rtrh Di-, ! +t,o :,c .ttt' r!al' .ll t44), '+i --'1./) O5 https ://earthquake. usgs. gov/hazards/interactive/6/5/2018 I I I I I I I I I t I I I I t I I t 6t5t2018 Design Maps Summary Report Church Our Savior Tue June 5, 2018 21:15i17 UTC ASCE 7-10 Standard (whrch utilizes USGS hazard data avarlable rn 2008) 33.70280N, 117.89640W Site Class D - "Stiff Soil" tl\/ilr A ZTEGS Design Maps Summary Report User-Specified Input Report Title Building Code Reference Document Site Coordinates Site Soil Classification Risk Category h USGS-Provided Output ' . Lrgrrlawoodt.frr.!.Jo For e5t For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motaons in Ure directbn of maximum horfzontal response, please return to the application and select the "2009 NEHRP" building code reference document. I\lCEr Rcsponsc .S poclru Dr Drs tsrr R€sponsc sp(tl rxnr S, = 1' 532 g S,= 0 568 I S*. = 1.532 I Sr, = 0 852 I Sos = L.021 I Sor = 0.568 I or PGAH, TL, CRs, ano Ce, values, please ligjIqllgBijel$refl Allhough th,s rniormatron rs a product of the U.S. Geologrcal Survey. we prov,de no \.rarrantv, erpressed or rnrpled, a5 to thr t 'j j:r: https://prodo1-earthquake.cr.usgs.gov/designmapJus/summary.php?lemplate=mrnimalElatitude=33.7028&longitude=-'117.8964&siteclass=3&riskcal€gor=0&editi t* Grrdcn 6rovc 'wcrtminrtcr 'oran9" SantaAna. Tqptin}K -. i.,, vr|\i To.ntarn g,n.y .,.;li'li,t1' )-'a-e :rr " .Hun hngton Be.(h lrvin4 C-orte ll err. N"wport 8".?h \ t 6t5t2014 Design Maps Detailgd Reporl ZTEGS Design Maps Detailed Report ASCE 7-10 Standard (33.7028"N, 117.8964oW) Site Class D - "Stiff Soil", Risk Category I/IIlllI Section tL.4.L - Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain 51). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Egure 22-1 trl Ss = 1.532 I From Egure 22-2 t2l Sr = 0.568 g Section lL.4.2 - Site Class The authority having jurisdiction (not the USGS), site-specific aeotechnical data, and/or the default has classified the site as Site Class D, based on ttc slt soil prop€rti{E in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class F or w.n A. Hard Rock > 5.000 ftls B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 > 2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ftls <15 Any profile !,ith more than 10 ft of soil having characteristics: . Plasticity index PI > 20, . Moisture content !v >- 40o/o, and . Undrained shear strength;, < 5OO psf < 1,000 psf the F. Soils requiring site response analysis in accordance with Section 2I.7 For SIi 1ft/s = 0.3048 m/s llblft, = 0.0479 kN/m, ;" See Section 20.3.1 6/5/2018 Design Maps Oetaal€d Report Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (!yIC..,ft) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F" Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period A B c D E F 0.8 1-0 t.2 1.5 2.5 0.8 0.8 0.8 1.0 1.0 I .0 1.2 1. 1 1.0 1.4 L.2 1.1 L.7 7.2 0.9 See Section 11,4.7 of ASCE 7 0.8 1.0 1.0 1.0 0.9 Note: Use straight-line interpolation for intermediate values of Ss For sitc Class = D and Sr = 1.532 g, F. = 1.ooo Table 11,4-2: Site Coefficient F, Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period Sr s 0.10 S, = 0.20 Sr = 0.30 Sr = 0.4O S, > 0.50 B c o E F 0.8 1.0 2.4 3.5 0.8 1.0 1.6 2.O 0.8 1.0 1.5 1.8 0,8 1.0 t.4 1.6 0.8 1,0 1.3 1.5 2.43.2 2.8 2.4 See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of 5r For Site Class = D and S1 = O.568 9, F, = 1.500 T Ss s 0.25 Ss = 0.50 Ss = 0.75 5s = 1.00 Ss > 1.25 T I I I I I I t I I I I I I I t I I I 6t5t2018 Sr, = FuS, = 1.000 x 1.532 = 1.532 g Sr, = F,S, = 1.500 x 0.568 = 0.852 g Equation (11.4-1): Equation (11.4-2)z Section L7.4.4 - Design Spectral Acceleration Parameters Equation ( 11.4-3):So, = % Sr, = %x L.532 = L.027 I Equation ( r 1.4-4): Section 11.4.5 - Design Response Spectrum From Egure 22-12 r3l Sp, = % S", = % x 0.852 = 0,568 I Tu = 8 seconds Figure 11.4-1; Design Response Spectrum S.=S.TolTlT6 T< To: S = S. (0.,1 +0.6T/fo) Te<Tst:S.=So!/T T>Tr:S.=So,T./T'? EI E 0 a Ptrt d. T rr..r Design Maps Detailed Reporl ll I 6t5t2018 Design Maps Detailed Report Section 11,4.6 - Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCEi Response Spectrum is determined by multiplying the design response spectrum above by 1.5. s E I ! ? sr6 = I ii: S\r =,r 35: I(l0rl M.( T rr.rt I I T I I I I T I I I I I I I I I I 61512018 Design Maps Detailed Report Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Egure 22, t4l PGA = 0. s86 Equation ( 11.8-1):PGA, = f,"oP64 = 1.000 x 0.586 = 0.586 g Table 11.8-1: Site Coefficient Fe6a Mapped MCE Geometric Mean Peak Ground Acceleration, PGASite Class PGA S 0. 10 PGA = 0.20 0.30 PGA = 0.40 PGA > 0.50 B c D E F 0.8 1.0 7.2 1.6 2.5 0.8 1.0 1.0 0,8 0.8 0.8 1.0 1.0 1.0 1.2 1.1 1.0 L.4 r.2 1.1 1.7 1.2 0.9 See Section 11.4.7 of ASCE 7 1.0 0.9 For Site Class = D and PGA = O.5a6 g, F,o^ = 1.OOO Section 27.2.1.L - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Elgure 22-17 (sl Cps = 0.977 From Eigure 22-18 t6r Cnr = 1 013 Note: Use straight-ljne interpolation for intermediate values of PGA I t I T I I I I I 6/5/2018 Design Meps Detsiled Report Section 11.6 - Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter VALUE OF SDs RISK CATEGORY forII III IV SDs < O.1679 A O,L679<Sos<0.339 B B c c D D D D For Risk Category = I and Sos = 1.021 9. Seismlc Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter VALUE OF Sor IorII IV SDr < 0.0679 0.0679 S So1 < 0.1339 B B c O.1339sSDr<O.2Og c c D 0.209 < So,D D D For Risk Category = I and Sor = 0.568 9, Seismic Design Category = D Note: When Sr is greater than or equal to 0.759, the Seismic Design Category is E for buildings in Risk Categories I, lI, and IU, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 11.5- 1 or 11.6-2" = D T I I I T I T T I t Note: See Section 1 1.6 for alternative approaches to calculating Seismic Design Category. References !. Figure 22-1: https: l/earthquake. usgs.govlhazards/design maps/downloads/pdfs/2010_ASCE-7_Fiqure_22- 1. pdf 2. Figure 22-2: https: l/earthquake. usgs.gov/hazards/design maps/downloads/pdfs/2010_ASCE-7_Figwe_22-2.pdt 3. Figure 22-12: llttps: / /earthquake. usgs.gov/hazards/designmaps,/downloads/pdfs/2010-ASCE-7 _Figure_ZZ-L2.pdt 4. Figure 22-7: hfips:/ / eafthquake. usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figute_22-7 .?df 5. Figure 22- 17: httpsi l/earthquake. usgs.gov/hazards/designmaps/downloads/pdfs/2010-ASCE-7 -Figure_zz-17 .pdf 6. Figure 22-181 https: / /earthquake. usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22- 18. pdf 0.339<SDs<0,509 c O.5Og s Sos RISK CATEGORY III Projecr No. D-3885-06 Christ Our Savior Catholic parish Appendix E Earthquake Induced Liquefaction Analysis Settlement Analyses On Borings-B-l&B-5 & CPT's - from CpT-l through CpT_5 & 49 T t I I LTQUEFACTION ANALYSIS Christ Our Savior Hole No.=B-l Water DePth=s ft Surface Elev.40 Magnitude=6.6 Acceleration=O.599 Shear Stress Ratio 0 Facior of SafetyI 01 5 Settlemenl 0 (in.)10 10 20 30 40 50 S = 2.41 in cRR - 1-Saturated -Unsaturat -Shaded Zone has Liquefaction Potential 60 fs1=1 I tttltrr 70 t -t-,GEOTECHNICAL SOLUTIONS, INC.D-3885-06 B-1 1 I I I I I I Itt I I l I I I J -i..i.i..; d cj i.; gi oco\osN6r6o jc;c;i.;ci<id.; loooooooool::??:99??l=:::::::= lidadariri ooooooooo oooooooooooooooooo ooooooooo 191919111 ooooooooo c;.;.;cicic;cid.; lo@o<N6r66loNn@i6@6Nl:::?11111looooooooo o t z ..ro €r! z/-4 ,aI o= _t JF 2.4, o e ; E! 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IIIITIIITTIIIIIIIII Liquefy. ca I 2'1 .00 21 .50 28.00 28. 50 29. 00 29.50 30. 00 30.50 31.00 31, 50 32.00 32. 50 33. 00 33. 50 34. 00 34.50 35. 00 35. 50 36.00 35. 50 3?.00 3?. 50 38. 00 38. 50 39. 00 39.50 40. 00 40.50 {1.00 a1.50 42.00 42. s0 43.00 43. 50 44 .00 {4.50 45.00 45.50 45.00 46.50 4?.00 41.50 48.00 48. 50 49.00 49. 50 50. 00 50.50 51.00 51.50 1o.26 t0 .22 10.{5 10. 41 10.36 L0.32 .14 .14 .14 .13 .13 .13 .13 18.00 18.00 18. 00 18.00 r8.00 18.00 18. 00 12.00 12. 00 12. 00 12.00 12.00 12,00 12.00 12. 00 12.00 12. 00 17. 00 17. 00 1?. 00 1?.00 11.00 1?, 00 1?. 00 11.00 1?.00 1?. 00 40.00 40,00 {0.00 40.00 40.00 40. 00 40.00 40.00 40.00 40. 00 29.00 29. 00 29. 00 29 .O0 29.O0 29.00 29. 00 29.00 29.OO 29.00 49.00 49.00 49.00 1.39 1.39 1. 19 1,39 1.39 1. 39 1.39 1.39 1. 39 1. 39 1.39 1. 39 1. 39 1.39 1. 39 1. 39 1. 39 1. 39 1. 39 1. 39 1. 39 1.39 1. 39 1. 39 1. 39 1.39 1.39 t. 19 1.39 1. 39 1.39 1. 39 1.39 1. 39 1.39 1.39 1. 39 1.39 1.39 1. 39 1.39 1. 39 1. 39 1. 39 1. 39 1.39 1.39 1.39 1.39 0. 95 0.95 1.00 1.00 1.00 1.00 1.00 1. 00 1.00 1.00 1.00 1,00 1.00 1.00 r.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.O0 1.00 1,00 L00 1.00 1.00 1.00 r.0o 1.00 r.00 1,00 1.00 1.00 1.00 I.00 1.00 1. 00 r. .00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1. 0o r..00 1.00 0. 811 0.825 0. 838 a .852 0.866 0.8?9 0. 893 0. 907 o. 920 0. 934 4.941 0. 951 0, 97s 0. 988 1.002 1 .015 1.A29 1.043 1.056 1.0?0 1. 083 1 .09? 1.111t.t24 1. 138 1. 152 1. 155 1. 1?9 t.L92 1.206 t.220 1.233 1.24'7 | .260 1.214 1 .288 1 .301 1.315 1. 328 1.356 t,159 l_383 r.396 1.410 1,424 1.431 1.451 1.465 1.478 1.11 1.10 1. 09 1.08 r.0? 1.07 1 .06 1.05 1.04 1.03 1.03 1.02 1. 01 1.01 1.00 0 -99 0. 99 0. 98 0.97 o .91 0. 96 0. 95 0. 95 0.94 0. 94 0.93 0. 93 0. 92 0 .92 0. 91 o.91 0. 90 0.90 0, 89 0. 89 0. 88 0. 88 0 .87 0.87 0. 86 0. 86 0.85 0.85 0.85 0.84 0.84 0.83 0.83 0.83 0.82 26,31 26.10 2'1 .24 21 ,03 26.8L 26,50 26.40 L't .41 t?. l4 17 .2r 17.09 16.9'l 16. 85 15. 73 t6,62 16, 51 16.40 23.08 22.91 22 .'18 22.54 22 .50 22.36 22 .22 22.A9 21-95 21.83 51 ,05 50 .11 50.48 50.20 49 ,92 49.65 49.38 49.12 48,86 48. 60 35.05 14 .87 34.70 34.s2 34.35 34. 18 34.01 33.85 33. 59 33.51 55.38 56 -12 55.86 45, 00 45.00 45.00 4S.00 45,00 45.00 45.00 7.00 7.00 7-00 7.00 ?.00 1 .00 7.00 ?.00 7.00 '7. 00 75.00 75.00 75.00 75.00 75. 00 75. 00 75. 00 ?5 .00 75. 00 75.00 13.00 13.00 13.00 r.3.00 13.00 r3.00 13.00 r3.00 13.00 11.00 9. 00 9.00 9.00 9.00 9. 00 9.00 9,00 9. 00 9.00 42.00 42.O0 42.00 0 .28 .21 .21 .21 .27 .25 .26 .26 .26 .26 .52 .59 .55 .53 .50 ,41 .44 .42 .39 .31 .11 .15 .15 .14 .13 -'t2 .11 .l0 .69 .58 .15 .15 36. 58 36.31 3't . 69 31. {3 37. 18 t6.93 36.68 17.7{ 17.61 1?.48 1?. 35 11 .23 1?. 11 15.99 16. 88 16.11 16. 65 32.69 32.9r 32.34 32.16 31. 83 31.673I.5I 31.35 31.19 54. 84 54 .53 54.23 53.94 53. 65 53. 3? 53.09 52.55 52 -28 36.21 35.02 35.84 35.57 35.49 35.32 35. 15 34.98 34.82 34. 65 12 .34 12_03 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0. 19 0. 19 0. 19 0. 19 0, 19 0. 18 0. 18 0. 18 0. 18 0. 18 0. 50 0. 50 0. s0 0. 50 0. 50 0. s0 0. 50 0.50 0. 50 0. 50 0,50 0.50 0. 50 0, 5o 0.90 0. s0 0. 5o 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0,50 0. 50 0. 50 0.50 0. 50 0. 50 0. s0 0. 50 0. s0 15 1 0 0 0 0 0 0 0 0 0 0 9 9 9 9 9 9 9 9 9 9 3 3 3l 3 3 3 3 3 3 1 1 1 1 1 1 1 1 1 1 15.28 16.22 15. 17 CRR is based oo water table at 5 00 durinq In-situ Testj.ng Factor of safety, - Earthquake l'lagnit\rde- 6.60 Depth sigc' CRR7.5 x Ksig =CRRV x MSF ft atm =CRRm CSRfs F. S. =CRtun/CSBfs .00 .50 .00 .50 .00 .50 .00 .00 .50 .00 .50 .00 .50 0.00 0.02 0. 04 0. 05 0.01 0. 09 0. 11 0. 13 0. 14 0. r6 0. 18 0. 19 o.2a o.2l a .27 o .22 0. 23 0.24 0.25 o.26 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. s0 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 17 0. 50 0.5 0 0. 50 0. 50 0. s0 0. s0 0. 50 0. 50 0. 50 0. 50 0. 50 0. so 0. s0 0. 50 0. 50 0. 50 0.50 0.50 0. 50 0.50 0. 17 0.69 0. 69 0.59 0.69 0.69 0. 69 0.69 0.69 0. 69 0. 69 2 _00 2.00 2 .00 2.00 2. 00 2.00 2.00 2-00 2.00 2. 00 .38 .38 .38 .38 .38 .38 .38 .38 .38 .38 .38 .40.{l . {3 .44 .46 .41 .48 ,49 .50 5 .00 5.00 5.00 s.00 5.00 5.00 s.00 5. 00 5.00 5.00 5.00 5. 00 5.00 5.00 5. 00 5. 00 5.00 5. 00 5.00 5 .00 s.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 001 II 1 1 1 1I I 1 1 1ti 1 1 1 1 1II 0 0 1 1 2 2l 3 4 4 S 5 5 5 1 1 e I 9 9 ,00 ,00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ,00 .00 .00 .00 .00 .00 t. 39 1.39 1- 39 1.39 1.39 1.39 1. 39 1.39 1. 39 1. 39 1. 39 1,39 1. 39 I .39 1.39 1.39 1.39 1.39 Page 4 l0 00 50 00 50 00 50 .00 I I T I I t I I I I I t T T I T I T I o o O O o O o O o o O co t_ r_ c' r' r I.' r (o a d o O o0ooo060000 0000000000 oooooooooo iDlD@10\otooe@\o o o o o o o o o o o o o o o o o o o o o o o o o o o o 66O\6O\.n66o6oOr 6 oooooooooooo o o o 0 o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o oo 6 0 0 0 0 o o o o o o o o o o o o o o o oo o o o o o o o o o o o o o o o o o ooooooooooooo oooooooooo ro@oiooa:No oooooooooo oooooooooooQoooooooooooooooooooooooooooo606o6o600o 6o6o6onr<, r@oo'o\ooiiNNNNNNNNNN'..I oooooooooo rrF-r\o6o1 o\o'o\ @\D@@r00o6601 o(o\oE\o\o\o@@\o@ NNNNoooooooooooooooo 601 66 6 o 6 6 o 6 oo o 6 o 6r o 61 oo d\oro\o\@@@@@o ooooooooooooooooooooo oooooooooo -; IIIITIIIIIITITIIIII 49.50 50,00 50,50 51.00 51. 50 0. 93 0.93 0.94 0. 95 0. 96 1.00 1,00 1.00 1.00 1.00 LrquefY. ca1 0.50 1,39 o. 50 I .390.50 r.390.50 1.39 0. 50 1. 39 0. 69 0.69 0.69 0.69 0.69 0. 5.7 0.57 0.56 0.55 0. 56 1.22 t.23 1.23 7.24 1.24 0. 50 0. 50 0. 50 0. s0 0.50 'F.S.<1: Liquefaction Potential Zone. (If ^ No-liquefiable SoiIs or above liater Table (F.s. rs Irnited to 5, cRR is limited to 2 above Hate! Eable: , Csa i" ti^it"a F. s.=5) to 2 ) cPT convert !o sPT for settlement Analysis: Fines correction for Settlernent Analysis: Depth Ic qc/N60 qc1 (NI) 60 Eines ft atm t d (N1) 60 (N1) 60s 0.00 0. 50 1. 00 1.50 2 .00 2.50 3.00 3. 50 4.00 4.s0 5.00 5. 5o 5. 00 6. 90 7. 00 r. 50 8. 00 8. s0 9.00 9.50 10. 00 10, 50 t1-00 11.50 12. 00 t2,50 13.00 r3.50 14.00 14. 50 15.00 15. 50 15.00 15.50 17. O0 17.50 18. 00 18. 50 19.00 19.50 20.00 20. 50 21.00 21.50 22.a0 22.50 23.00 23.50 24.00 24.50 25.00 25. 50 26.00 26.50 27.00 2'7 .50 28.04 28.50 29.00 29.50 30. 00 30. 50 44.15 44.15 44.15 44.r5 44.15 45.29 43 ,29 a5.29 45.29 45.29 32.51 32.51 32 .51 32 .51 32 -51 32.28 35. 39 34.88 34.40 16. 13 15,00 15.87 15 .'14 15.52 15, 50 r5. 38 L5 .21 15. 16 15.06 16. 13 16. 00 15.88 15.76 l-5. 55 15. 54 15.43 15,32 L5 .22 15.12 15. 03 18,89 18. 74 18. 60 18.46 18.33 18. 20 18. 0? 77.95 17. 83 l1 ,11 31 .44 31 .t2 36.84 36.58 35.31 )1 .69 31 .43 3?. 18 t5. 93 36.68 11 .14 32. 00 32 .00 32.00 32,00 32 .00 59.00 58. 00 58.00 58 .00 58.00 NoLiq Nor,i g NoLiq NoLiq NoLlq NoLrq Noliq NoLiq NoLrq NoLiq No Liq NoLiq NoLrq NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq NoLl q NoLi q NoLiq NoLiq NoLiq NoLi q NoLiq NoLi q NoLiq NOLIq NoLi q NoLlq 55.00 55. 00 55.00 56.00 55.00 56.00 56.00 56. 00 56. 00 56. 00 4S.00 45,00 4 5.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 7.00 0.00 0.00 0.00 0. 00 0.00 0. 00 0.00 0. 00 0.00 0.00 0.00 0.00 0. 00 0. 00 0.00 0.00 0. 00 0.00 0.00 0.00 0. 00 0-00 0. 00 0.00 0. 00 0.00 0.00 0.00 0. 00 0. 00 0.00 0. 00 0.00 0. 00 0. 00 0. 00 0.00 0. 00 0.00 0. 00 0. 00 0. 00 0.00 0. 00 0.00 0. 00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0,00 0,00 0. 00 0.00 0. 00 0.00 0. 00 0.00 44 .15 4{. L5 44.15 44. 15 44.L5 45.29 45 .29 45.29 45.29 43,29 32.51 32.51 32 -57 32.51 32 .28 35.39 34 .88 34. 40 16.13 15.00 15.8? 15.74 15.52 15. 50 15. 38 15 .21 15. 16 15.06 16.00 15.88 15.75 15. 65 15.54 15.43 \5 .32 15 -22 15 .t2 15.03 18.89 14.14 18.50 18. 45 18.33 18.20 18.07 11. 95 17. 83 t1 .11 37.40 31 .12 36.84 36.58 36. 3r 31 .69 3?.43 31. 18 16.93 35.58 t1 .'14 Paqe 5 I I I I I I I I T T I t T I I I I T E oooooo ooo ,rl Gl l,l ,,1 Gl a,t r,l lrl l,r rn &r dooo ooooooooo ooo.oooooo ssld; oidi6i6ioi ;oi6i g, (, oooooooooooo ooooooooo 400000000 l{06606 laioto66 ooo ooo ooooooooo ooooooooo ooo : l ? E t) dl N6@iNerNNO6\O+6ioo@\O60 -NNN(oeo66o 99 .oE !,1 o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o??:???:??:?99?:9:9?:99999??9??q9?:9??:9:??o o o 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 doo o o o o o o o o o o oo o oo o o o o o o o o o o o o o o o <, o - oooooo . . . . .oooo 6rd66d\od'dr66qer '.'1 a@66id\or 6N6@iNsr6.!dro$6NHo\6r N N o @ @ s r.r : o\ @ \o \o m o ooooooooooooonooo60606c)6 (o0rF@60r6.)0ai 0.076 0.081 0. 081 0.081 0. 081 0.08r 0.081 0. 081 0.081 0.081 0. 081 0.08 5 0-120 0. 154 o. ra? 0 .2L9 0.249 a.2'17 0.304 0. 328 0.351 0. 380 0.486 o.592 0. 598 0. 803 0.907 1.011 1.114 1.216 t.318 1. 409 1.409 1.409 I.409 1.409 L.415 1.421 t.421 45.50 45.00 44.50 44.00 43.50 43.00 42.50 42. 00 41. 50 41.00 40.50 40.00 39. 50 39. 00 38.50 38. 00 37. 50 37. O0 36.50 35.00 3s. 50 35. 00 34.50 34 .00 33. s0 33. 00 12.50 32 -00 31.50 31.00 30.50 30. 00 29 -50 29 .O0 28.50 28.00 2't .50 21 .00 26.50 0. s9 0.59 0.59 0- 60 0.60 0.60 0.60 0.50 0. 61 0. 61 0. 61 0 .62 0 .62 o.62 0 .62 0.63 0.63 0.63 0. 63 0. 53 0.64 0. 6{ 0.64 0. 54 0.54 0.6.t 0.65 0.65 0. 65 0.65 0, 65 0.65 0. 6s 0. 65 0. 55 0.65 0.65 1.00 1.00 1.00 1.00 1-00 1.00 1.00 1,00 r_ 00 1.00 1.00 1.00 1. 00 r.00 1.00 1.00 1-00 1.00 1.00 1.00 1. 00 1. 00 1. O0 1.00 1.00 1.00 1.00 1- 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Liquefy. cal1.18 9.00 r. 17 13.00 1. 1? 13.00 r. 15 13.00 1. 15 13.00 1. 16 r3.00 1.15 13.00 1. 15 13.00 1. 14 13.00 1 . 14 13.00 1. 13 13.00 1. 13 15.00 r.13 75.00 1.12 75 .00 1.12 75.00 1.11 ?5.00 1. 11. 75.00 1. 11 75.00 1. 10 75.00 1 . 10 75.00 1.10 r5.00 0. 39 r.00 0. 39 7.00 0.40 7.00 0.4 0 7. 00 0.{0 7.00 0.40 7.00 0-40 7.00 0.40 7.00 0.{I ?.00 0.41 7.00 1.06 45.00 1.07 45.00 1 .0? 45.00 1.0r 45,00 1.07 45.00 1.07 45.00 t.0 7 45.00 1.0? 45.00 Page 8 35 ,2t 52 ,28 52. 55 52.A2 s3.09 53. 37 53. 65 53.94 54 -23 54.53 54. 84 31. 19 31.51 31.6? 31 . t:' 31. 99 32.16 32.34 32. 69 15. 66 76.1'l 16.88 16.99 1?. 11 t1 ,23 17. 35 1?. 48 17. 61 11 ,74 36.58 36. 93 3?. 18 31 .43 31.59 36.31 36. 58 3 6.84 100,00 100.00 r00. 00 100.00 100. 00 r00. 00 100. 00 100.00 100.00 100.00 100.00 92 .82 93,19 93.56 93.9s ta. !a 94 ,'15 95. 17 95. 59 96, 03 96.48 64 .44 64,64 64.85 65. 07 55 .24 65. 51 65. ?3 55.95 66.20 66.44 100.00 100. 00 100.00 100, 00 r00.00 100. 00 100. 00 100. 00 0. 113 0. 000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0. 000 0.000 0.597 0.5?8 0. 558 0. 537 o. tl{ o,493 0.460 o.426 o.392 0.358 1. ?83 1,713 1 .164 1.754 1.144 L.134 L.124 1.?14 1 .703 t.692 0.000 0.000 0.000 0. 000 0. 000 0.109 0. 101 0. 000 0. 007 0, 006 0.000 0.000 0.000 0.000 0. 000 0, 000 0. 000 0. 000 0. 000 0. 004 0.035 0.034 0.033 0.032 0. 030 0.028 0.025 a .024 0,022 a .029 0. 107 0. 106 0. 105 0. 105 0, 104 0. 104 0. 103 0. 102 0. 102 0. 091 0. 000 0. 000 0.000 0. 000 0. 005 0.005 0. 000 6.8E-4 0.0E0 0.0E0 0.080 0.080 0.0E0 0. 080 0. 0E0 0. 0E0 0.0E0 0. 0E0 3. SE-3 3. 3E-3 3.2E-3 t.la-i 3.0E-3 2.8E-3 2.58-3 2.48-3 1. 1E-2 1. 1E-2 1. 0E-2 1.08-2 t.0E-2 1. 0E-2 1.08-2 r.. 0E-2 0.0E0 0.0E0 0.0E0 0. 080 0.080 6. 0E-4 0.0E0 0. 59 0. 59 0. 59 0.60 0.60 0.60 0. 60 0.60 0. 61 0-61 0.61 0. 61 o .62 a-62 0 .62 0 .62 0-62 0. 53 0. 63 0.53 0.63 0. 63 0.54 0. 64 0. 54 0.54 0.64 0. 6{ 0.65 0.65 0.65 0.65 0.65 0. 65 0.55 0.65 0. 65 0_ 65 0. 65 u I I I I t I T I I T T I T T I I T I !o o o o o o o o o t, tr t It tr (r t d t t t, tt It (, tt 6 t d tt t .r It rt t, t tr (,oooooo600 . r tl l.l A .r i i lI }I ll Fr p !.1 !a Fl 'l rI r.l ,l Ai,l'.rtrr,r>tr) 0 @ \, \O \o b \o @ e \o (o o o o d o o o ci o ci o'o o o o o o o o o o o o o o o o!{ { 6 z 2 2 a z a z z , 2 z z z 2 , 2 2 2 ' 2 z 2 e ' 2 2 2 ;,o- 6.G rro @ i N N N O o o o o 0 o o o o o ooo{croooocooo -i ; d d J c; d c; .; d <; J ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; \oooooooooooooooooioooo\o\6r @ooooooooooooooooooooooooooooo ooooooooo 1roooooo600000000000,llirlIilrrId(iarl&MlnClIr,!larrInadIdlnrntnOIn(nlnllltnlllLllnaidInirllrl!ll,lnl,rll,loooooo cor6\ooooooooo oo+o@\ooooo@roo@looooi@@ ooo oooro/A600 6rcl d;\orDroreE@ro ..J<)iN-<O@or oio a\lHi6o\6 o6', ooooooooo60o ooooooooooooooooooooooooooooooooo NHaOjool\o\o@@\o1o66'Jl oooooooooooo ooo dd; !?9(o9\D0oooooo 2.406 2.406 2.406 2.406 6. s0 6.00 5. s0 5.00 0.43 0. 41 0.40 0. 38 1.00 1.00 1.00 1.00 0.{3 0,{1 0.40 0. 38 Lj.quefy. cal5.00 Nol,i.q 5.00 Noliq 5.00 Nol,iq 5. 00 Noliq 96. r? 96. 1? 96. L'7 96.1? 32.5'l 32 -51 32 -51 32 - 5't o.1,92 0. 173 0.149 0. 118 0. 080 0.0E0 0. 080 0. 0E0 0.000 0.000 0. 000 0. 000 SetElement of Saturated Sands=2.{06 in, qc1 and (Nl)60 is after fines correction in Iiquefaction aDalysis clsz is per each seqment, dz-0.05 ft dsp j.s pea each plint inlerval, dp=o.50 fts is cumulated settLenent at this depth settlement ofDepth signaldsp sft atmin. in. Unsaturated Sands:sigc' (N1) 60s CSRSf dsz 1n Gmas atn g,Gelcm g_eff ec?. 5 Cec t 8. 4 8E-5 't ,91E-5 0. o3r-3 '7 .42E-5 6. 90E-5 7. I2E-5 6.12E-5 4.86E-5 3. 598-5 3. 11E-6 0. 18 0.15 0. 14 0. 13 0.11 0. 09 0.07 0.05 0.04 0 -02 0. 00 o . o211 0.0251 0.0253 o,o2a2 o .0226 0.0233 c.0200 0.0159 0 . 0118 0.0070 0.0010 4 .95 0. 000 4. 50 0.001 4,00 0.o01 3. 50 0. 001 3,00 o.001 2. 50 0. 001 2.04 0. 001 1. 50 0.001 1,00 0. 000 0. 50 0. 000 0.00 0_000 a .28 0. 000 o.25 0. 001 0 .22 0.002 0.20 0. 002 0. 17 0. 003 0. 14 0. 004 0. 11 0.004 0.08 0. 005 0.05 0.005 0.01 0.005 0.00 0. 006 45.29 45.29 45,29 45 .29 45.29 45.29 44 .15 {4.15 44. L5 44.15 44.15 0. 38 0.38 0. 38 0.38 0.38 0. 38 0. 38 0. 38 0. 38 0.38 0. 38 614.31 542 -99 606.27 56?.06 525, 00 479.25 425.03 368. 09 300.55 212.54 4 .02 1. 6E-4 1.5E-4 1.48-4 t.3?-a I .28- 4 1.1E-4 1. 0E-4 8.7E-5 5. 0E-5 9.5E-1 0.0088 0.0082 0.0083 o. oo?7 0.0071 0.00?4 0. 0053 0.0050 0.0037 o -0022 0.0003 0.81 0.81 0.81 0.8 r, 0. 81 0-81 0. 81 0. 81 0.81 0. 81 0.81 0.0071 0.0065 0. 0057 0.0052 0.0057 0. 0059 0.0051 0 .004I 0.0030 0-0018 0.0003 settlenent of ljnsalurated sands=0,006 tn. dsz rs per each segment, dz=0.05 ft dsp is per each plint interval, dp=o.50 fts is cunulated settlenen! at this depth TotaI settlement of saturated and unsaturated sands=2.412 in.Differential settlement=1.206 Eo 1.592 in. UniEs: Uni t: qc, fc; Settlement = in.fs, Stress ot Pressule atrll (1.0581tsf ); Unit $leight pcf; Dep!h 1 atm l atm SPT BP? qc fs Rf gamma gamma' Fines 050 DT sigma sigma' sigc' rd (atmosphere) - 1,0581 tsf{1 tsf - 1 ton/ft2 = 2 kfp/ft2)(atmosphere) = 101.325 kPa{1 kPa = 1 kN/m2 - 0.001 Mpa) Eield data fron Standard Penetlation Test (SPT) Field data from Becker Penetration TesE (BPT) FieId data from Cone Penetration Test (CPT) [atnFriction from CPT resting Iatm (tsf) ]Ratio of fslqc {3)Total unit ueiqht of soil Effective unit weighE of soj.I Fines content It] Mean grain size Relative Density Total veEtical stress JatmlEffective veltical stless IaEm]Effective confining pressure Iatin]Acceleration reduction coefficj.ent by seed Peak clound Acceleration (PGA) in glouDd surface Page 10 (!sf) l n t t I I I I I T T T I I T I t T I I T / I,1S F' tlz a*8lin. CRRv cRR7. 5 Ks i.g CRRrt MSF CSRfs fs1f.2 E. S. Cebs Cr (N1)60 d { N1) 50 (N1) 60f Cq qc1 dqcl qcl f qcln RCqctf Ic (Nt ) 60s CSRm CsRfs dz dsz dp dsP Gmax q _effg'GelGn ecl.5 Cec NoLiq Refe!ences Liquefy. cal Linear acceleration reductioD coefficient X depth Minimun acceleration under linea! reduction, nZ CRR afte! overbuaden stress correction, CRRV:CRR?.5 ' (sig Cyclic resistance ratio (M=7.5) overburden stress correction factor fo! CRR?.5After magnitude scaling correction CRRtn=CRRv , MSF Iltagnitude scal-inq factor fron tl=7.5 to usea input Mcyclic stress ratio induced by earthquake CSRfs=CSRrfsl (Default fs1=l)First CSR curve in graphic defined in il9 of Advanced page 2nd CSR cuEve in graphic d€fined in 19 of Advanced paqe Calculated factor of safety agalnst liquefaction F.s.=cRRn/CSRsf Energy Ratio, Borehole Dia., and Sampling lrethod Corrections Rod Lenglh Corrections Overburden Pressure Correction SPT afte! corrections, (N1)60-SPT r Cr r Cn * Cebs Eines correction of SPT(Nl)60 after fines corrections, (N1)60f={NL)50 + d(Nl)50 Overburden stress correc!ion facto! CPT after Overburden stress coriection Fines correction of CPT cPT after Fines and Overburden correction, qclf=qc1 + dqcl CPT afler noinalization 1n Robertson's method Eine corlection factor in Robertson's lrethod CPT afteE Eines correction in Robertson's tethodSoiI type index in Suzuki's and Robertson's Methods (N1)60 afte! setllement fines correctronsAfte! nagnitude scaling correction for Settlement calculation CSRrn-CSRsf Cyclic atless ratio induced by earthquake rlth osa! inputed fs scal.1ng lactor from csR, MSFa=1, based on rten 2 of Page c. Volumetric strain for saturated sandsCalculation segment, dz-o.050 ft Settlement in each segnent, dz User defined print interval Settlenent in each print interval, dp Shear l.lodulus at 1ow strain gamna_eff, Effect lve shear Strainganiu_eff,G_efflc_nax, Strain-nodulusratiovolunetric Stlain for magnitude=7.5 Magnitude correclion factor for any rnagnilude vol,umetric strain for unsaturated sands. ec=Cec r ec7.5 No-Liquefy Soils l. lrctEi torksiop on-Evalnation of Liquefaction nlsistance of Soiis. Ytud, Tl., aoa 1d!iss, I.H., eds., Technical Report NCEER 97-0022. SPl1?. Southern CaLifornia EarEhquake Cenler. Reconhended Procedures for lmplemenCation of DMG Special Publication 117, cuidelines fo! AnaIyzing and Mitigating Liquefaction in California. University of Solrthern Californra. Malch 199 9. 2. RECENT ADVANCES IN SOIL LIQUEEACTION ENGINEERING AND SEISMIC SlTE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Foulth Inlernational Conference on Recent Advances rn Geotechnicaf Earthquake Englneering and Soil Dynamics, San Dlego, CA, I'larch 2001. 3. RECENI ADVANCES IN SOIL IIQUEFACTION ENGINEERING: A UNIEIED ANO CONSTSTENT FRAMEWORK, Ea rthquake Engineerrng Research Cen!er, Report No. EERC 2003-06 by R.B Seed and etc, April 2003. Note: Print fnterval you selected does not sho!, conplete results. To get complete resuLts, you should select 'Segrment' in Print Intelval {Iten 12. Page C). ?aqe 11 I I I T I t T u I I I I I I T T I I u I I I T I t LIQUEFACTION ANALYSIS Ghrist Our Savior Hole No.=B-l Water Depth=14 ft Surtace Elev.4O Magnitude=6.6 Acceleration=O,599 Shear Stress Ratio 0 Faclor of Safetyt 01 5 Settlement 0 (in.) 10 V 20 40 cRR - CSR fs.l- Shaded Zone has Liquefaction Potenlaal rated -Unsatural - 60 1t 70 t GEOTECHNTCAL SOLUTIONS, INC.D-3885-06 B-1 't0 I I I I 30 I I I S = 3.14 in farL-- ooooo60\c\d\ a J-; J..i -; <iddd g c; ; c;; <; c; c;.;c; ooooooooo drool 6601 0\o'ol dc;c;dJdd<;c; oN66H6\OoN c;J.;J<;c;c;.;.; c; .lt ot,lt (.).'tUA I "Bcao5 lJuta r oi oe z4 (rOo ,ia d ..@ o\ 9.OEO' DJt U,.i o oo .a \rro , a,30c. o c o !a),! .. , 4 A. !o 2 ECOO o. irol ao, E, O ja..t.. , csc r] o psr.a.n F o tr..1 > o,u 6e< ! !ll o J ..q E o !o !rDrul.F o 5.-{ Cl l!:Dl! - .C ttu.i o iaa i.u.i, 4.nt ! ouco, l(rcr.iot@ oE t,o oq,!r .-.o!!r01 \o !oorr90 ,rqi o c o ll .. r!.i rrf o 6.at.lH . 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Fl i Fl il J Fl |.1 Fl J Fl ll 'l.l Fl .l 'l; !f Fl >1 rl 'l l; E1 Fl'r >r 'r J 'l .o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o@roo@@z z z 2 z z z 2 z z z z z z 2z z 2 22 zz z z 2 26 a 6 6 6 6 oqr-o+@NNi6\ ...i i,i c; i c; c; g o o o F i 6 o\o No6(to!orNo(D @ 6 s o..rcjrl.-rrri-F r@@n6es6.).n ?9:91 oooooooooo oooooooooooottooooooooooooooooooooooooooooooo. . o o o o o o o o o o o o o o o o o o aii;idi.l:r: oooooooooooooooooooo 6r cll d\ (^ 6 cn o' cr dl d\ oi 61 6 0 6 0 0 oi 6 6 ooooooooooooo ; ; -.n6E t- Ett 1' : .; d d J c; c; o.i J.; J c; d i.;.i c; oooooooooooooooooooooooo 6601 0\<l1ao66@1:111:::::::1:1:1oooooooooo ooooooooooooooooo .;c;cid;.id.;;c; ci d.i.; c;.;c; oooooooooo99999999e999?99?9oooooooooo 6FO6\OoNs .:@66r ooooooooooooooooooooooooooo IIIIIIIIIIIIII-TIII 21 .00 21 .54 26.00 28.50 29 -00 29.50 30. 00 30. 50 31.00 31. 50 32.00 32.50 33. 00 33.50 34.00 34.50 35. 00 35. 50 36.00 36. 50 3?.00 31. 50 38.00 38.50 39.00 39. 50 40.00 40.50 41.00 41.50 42 .OO 42.50 {3.00 43.50 44.00 44, s0 45.00 45.50 {6.00 46.50 4 7.00 4.7. 50 48. O0 48. 50 49.00 49.50 50.00 50_ s0 51.00 51.50 18. 00 18. 00 18.00 18.00 18. 00 18 .00 18.00 12. 0o 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12 .O0 17.00 17. 00 17,00 1?.00 1.7.00 11.00 17.00 1?.00 17.00 17.00 40.00 40,00 10.00 {0.00 40.00 40.00 40.00 40.00 40. 00 40.00 29 .OO 29.00 29. 00 29 -AO 29.00 29. 00 29.04 29.00 29. 00 29,00 49.00 49.00 49.00 I .39 I .39 I .39 1. 39 1 ,39 1. 39 1. 39 1. l9 1.39 1. 39 1.39 1.39 1. 39 1.39 1.39 1. 39 1 .19 1.39 1.39 1. 39 1.39 I .39 1.39 1.39 1.39 1. 39 1, 39 1,39 r. 39 1.39 1. 39 1.39 1.39 1.39 1. 39 1. 39 1.39 1. 39 1. 39 1. 39 1.19 1.39 1.39 1.39 1.39 1. 39 L. 39 0. 95 0.95 1,00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1. 00 1. 00 1.00 1. 00 1.00 1 .00 1.00 1 .00 1. 00 1.00 1 .00 1 .00 1.00 1.00 1.00 L. 00 L.00 1.00 1.OO 1.00 1.00 1.00 1.00 1.00 t.00 1 ,00 1.00 L.00 1.00 1.00 1.00 1.O0 1. 00 1. 00 1.00 1. 00 1 .00 1.00 r..00 Liquefy. caI1.07? 0.961.090 0. 95 1. 104 0. 951.117 0. 95 1. r31 0. 9{1.14s 0.93r.158 0.93t.1t2 0.92 1. 186 0.92 1. 199 0. 91 t .213 0. 91 1 .226 0. 90 r .240 0. 90r.254 0.89 1 .25'1 0. 8 91.281 0.88 L -294 0. 881.308 0.8?L.322 0.87 1.335 0.811.3{9 0.86L,362 0.8 6 1.376 0.8 51.390 0.85 1. 403 0. 8{1.41? 0.84 r.4 30 0.8 41.444 0.83r.458 0.83 t. a7t 0, s21.485 0.A2 1.499 0.821.512 0.81 I .526 0. 81 1. 539 0.81 r. 553 0. 80 1.55? 0,801.580 0.801.594 0.7 91.60? 0.7 9 1 .62L 0.7 91.635 0.?8 l. 648 0.78 7 .662 0. 78 r . 575 0.11 1 . 689 0.'77 I . ?03 0.11 1. r15 0 -161.730 0.?61,'743 0.'t 6 22 -44 22 .'10 23 .'t 5 23 -60 23,46 23 .32 23.18 15.36 r5.28 15.19 15.10 15,02 74.94 14.85 t4,11 14.70 74.62 20 .60 20.50 20.39 2A,29 2a.t9 20 .09 19.99 19,89 19. ?9 19.70 45.13 45 .92 {5.?L 45.50 45.29 45.08 44.88 4{.68 44 .49 44.29 31. 9? 31.84 31.70 31.57 31.44 31.31 31. 18 31.05 30. 93 30. 80 51.84 51.64 51.43 45.00 45.00 45.00 45.00 45. 00 45.00 45.00 7.00 7.00 ?.00 ?.00 7.00 7.00 7. 00l. 00 7.00-7. 00 t5,00-75. 00 7s.00'75.00 75,00 '75,00 75. 00 75.00 '75.00 75.00 r3.00 13. O0 13.00 13.00 13. 00 13.00 13. 00 13.00 r3. 00 13. 00 9.00 9.00 9- 00 9. 00 9.00 9.00 9.00 9.00 9. 00 9.00 42.44 42.00 42.00 9.5-7 9. 54 9 .13 9.72 9.59 9,66 9,54 0.25 0.25 0.25 0.25 0.25 o.25 0 ,25 0. 25 9.12 9. 10 9. 08 9.06 9. 04 9 -02 9. 00 8.98 8.96 8,9{ 3. s9 3.58 3. 57 3.5? 3.56 3.55 3.5{ 3. 54 3.52 1.10 1.10 1. 10 r .09 1.09 1.09 1.09 1.08 1.08 1.08 15. 37 15. 33 ]-5.29 0.50 0.50 0.50 0. 50 0.50 0. 50 0. 50 0. 1? 0. 17 0. 1l 0. 17 0, 17 0. 16 0. 16 0. 16 0-15 0. 16 0.42 0. 41 0.{o 0.39 0.38 0.38 0.3? 0. 3? 0- 37 0.36 0.50 0. 50 0. s0 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0.s0 0.s0 0. 50 0. s0 0. 50 0.s0 0. 50 0. 50 0. 50 0. 50 0.50 0-50 0.50 0. 50 ffioo durrng rn-situ Testing Factor of Safety, - Earthquake tlagrli!ude' 6.50: Depth sigc' CRR'7.5 x (srg =CRRV x MSF =CRRm ft atm csRfs F.s.=CRRm/CsRfs .00 .50 .00 .50 .00 1I 1 1I 1 1II 1I 1 1 L I 1 1I t" 1I 0 0 1 1 2 2 3l 4 4 5 5 6 6 1 1 I 9 9 0.00 0 .02 0. 04 0. 0s 0. 07 0. 09 0. 1,1 0. 13 0, 14 0.r5 0. 18 0. 20 o.22 o.23 0 .2'l 0 ,29 0. 30 0.32 0. 34 0. 36 0- 50 0.s0 0.50 0. 50 0. 50 0. 50 0. s0 0. 50 0. 50 0. s0 0. 50 0.50 0- s0 0. 50 0. 50 0. s0 0.39 0.50 0.50 0. 50 o-16 1.00 1.00 r.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 r.00 1.00 1.00 1.00 1.00 1.00 1. 00 1.00 r.00 0. 50 0. 50 0.50 0. 50 0. 50 0.50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0. 50 0.39 0.50 0. 50 0. 50 0. 16 .39 .39 .39 .39 .39 .39 .39 .39 .39 .39 .39 .39 .39 0.59 0. 69 0.59 0, 69 0.69 0. 69 0. 59 0.69 0. 69 0.69 2.00 2.04 2.00 2.00 2.O0 2.00 2.00 2.40 2.00 2. OO 2.O0 0.38 0.38 0.38 0.38 0. 38 0.38 0.38 0.38 0.38 0. 38 0. 38 0. 38 0. 38 0. 38 0. 38 0. 38 0. 38 0.38 0. 38 0. l8 0.37 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5, 00 5.00 5. 00 5.00 5 .00 5.00 5.00 5.00 50 00 50 00 50 00 50 00 50 00 50 00 50 00 50 .0010 P age 39 39 39 39 39 39 39 39 4 32,41 32.24 33.49 33, 15 32,98 32,52 15.61 15. 53 15. 44 1s. 35 15 .21 15. 18 15.10 t5 .42 14.9{ 14.85 29.72 29.59 29.41 29.35 29,22 29.70 28. 98 28 .81 28 .15 28.64 49 ,12 49.50 49.28 {9. 06 48.85 48.54 48.43 48.22 4A .02 41 .e2 31. 08 32.94 32. 80 32,66 32.53 32.44 32 .21 32 -74 32. 0l 3r.88 61 .27 66.96 66. t2 n E T I I I I I I t I E E n T t I I t o o o o o o o o o o \o 6 6 r r o N i a o o 4 . $ s o N o .o @ooo<,oooooo oooooooooo oooooQoooo oool 6\---oodl Niaooo\drc\6ro\()OOOOOOOOO NNNNN'INNNN ooooooooooooooo6000<)0000000000 o6rdrdr6\6'6OiOlOr J.;J";";.;i"iJ.j"j;JJ";; oooooooooo oooooooooo oooooooaooo o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o r"r-i.roooooo rrrr@F\r\o@.{ oooooooooo \o@\o\oQ\o\or o@(DtD@.o@@@@ oooooooooo oooooooooo4 0 6 0 0 0 6 0 0 0 6 0 0 0 0 0 6 0 6 c, h o 6 0 6 0 0 0 6 0 Nh.tqe4oo\or-NNNNNNNCTJCTN rrlo6mm--66 oooooooooo oooooooooo oooooo i111911iitii!!11c;;oooooooooooooooooooodc;ddc; IIIITIIIIIIITIIIIII 49.50 s0. 00 50. 50 5r.00 51. 50 0.00 0.50 1. 00 1 .50 2.00 2. s0 3.00 3, 50 {.00 4.50 5.00 5. 50 6. 00 6.50 '7. 00 1. 50 8.00 8. 50 9.00 9. 50 10-00 10. 50 1I .00 11- 50 12. 00 12. 50 13. 00 13. 50 14 .00 14.50 15.00 r.5. 5 0 16.00 16.50 17. 00 1?. 50 18. 00 18. 50 19. 00 19.50 20.00 20.50 21.00 2t-s0 22 .O0 22.50 23.00 23.50 24.04 24.50 25.00 25.50 25.00 26.30 2'7 ,00 21 .50 28 .OA 28.50 29,00 30. 00 10. 50 Liquefy. cal. l. 10 1. 11 1- t2 1.12 1. 13 0.50 0. 50 0.50 0. s0 0. s0 0. 50 0.49 0.49 0.49 0.49 1. 39 1.39 1. 39 1.39 1.39 0. 69 0. 69 0. 69 0.68 0. 68 0. 48 0.48 0.48 0.41 0.41 1.43 1.44 L.4 4 t-44 1.44 0. 99 0. 99 0. 99 0. 99 0. 99 'F.srI: Lrquefactron Potential zone. {If ' No-liquefiable Sorls or above llater Tab]e. (8. s. is Linrled to 5, cRR is limrted to 2, cPT convert to sPI for Settlenent Analysis: fj.nes Cor:ection for Settlement AnaIys!.s: Depth Ic qclN5o qc1 (N1) 50 Fines ft atrn t above r,Jater table: CSR rs Ii,mited E.s,=5) to 2) d(Nr)50 (N1) 60s 4{.15 {4.l5 44.15 44. 15 44.15 4s.29 45.29 45.29 45.29 32 .3',7 32.51 32,01 31. 05 30.18 29.40 31. 84 31 .09 30. 40 14.53 t4 .32 14.L2 13-94 13.77 13.61 13,45 13.31 13. 11 13.11 14.01 13.94 11. 87 13. 81 13.?5 13- 68 1.3.62 13.55 13.50 13.45 13.39 16.66 16.5? 16.49 15.40 r5.32 16.24 16. 15 I5. 09 15. 01 15.94 32.94 32 -16 32.58 32-4L 32 .24 33 .49 33.32 33_ 15 32.82 15.61 32.O0 32.00 32. 00 32. 00 32. 00 58,00 58. 00 58.00 58.00 58.00 NoLiq NoLlq No!iq IoLrq NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq NoLlq NoLiq NoLiq NoLi q NoLiq NoLiq NoLrq NoLiq NoLrq NoLiq NOI,i q NoLiq NoLt q NoLiq NoLiq NoLi q NoLiq NoLi q NoLiq NoLi q 56.00 56.00 s6.00 55.00 5 6.00 56.00 s6.00 55. 00 56.00 56.00 45.00 d5.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 7.00 Paqe 5 0,00 0- 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0-00 0. 00 0.00 0. o0 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0. 00 0.00 0,00 0. 00 0. 00 0. 00 0. 00 0. 00 0, 00 0.00 0. 00 0. 00 0. 00 0.00 0.00 0.00 0.00 0.00 44.15 44-15 44.15 44.15 44.15 45.29 45 -29 45.29 45 -29 45 .29 32.51 32.51 32.51 12. 0l 31 .05 30. 18 29.40 3r.84 31 .09 30. 40 14. s3 t4.32 14.12 13.94 r.3.?7 13. 51 I3,45 13.3r 13.17 13.11 t{.01 13. 94 13.87 13. 81 13-75 13.68 t3.62 13.55 13. 50 13.45 13. 39 16.66 16.57 I6.49 15.40 16.32 t6.24 15. 16 16.09 16. 01 15. 94 32.76 32. s8 32.41 32.24 33.49 33.r5 32.98 32.82 15. 61 n I I I I E T I I I I n T n E T T t I rtlln ln lll rn 6t !: rr1 !l l, !r !1l I't9?::ir:i111i 6Cr6oOOOI--oNOr. oooooooooooo oooooo ooo ooo : g ! di ci 6i di di di oi ; oi $ ooooooooo ooooooooooooooo oooooo oooooot$ooo6o Itidolorro I ooo ooo oooooooooooo d OF E EE lt z lr oooooooooo o o o o o o o o o o o o o o o o o o (, o o o o o 6 o o o o o o o, .oooooooo 'amsor \0r!nNo@\osNo(D0.n@@6v 9d@:oNqNo@odl6\oo{ o606oi@@@(Do o 6.r N N .r N N N N i r \o e ooooooooooooooooooooo606060606 : I::::::::@;-!.96o !,ii @ 6 ; ; ; i 3 : 3 3 3 S : I I E A 3 : 3 5 3 E 3 ! u U U H u $ u u u u I x: \ u ts u u B 3 3 E B s B H x B !r r{ !! e ", q ,."l, -, r E a- | -:-:::": i:" l" 9 9:l ]] PF @ \o o o H r N - 6 u3 3 3 3 3 3 s s b b B b b b b b b i ! i n ! 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CRRv CRRT.5(sig CRRrn MSF csR CSRfs fsL fs2 Cr Cn {N1) 50 d(N1)50 (N1) 50f Cq qc1 dqclqclf qcln xc qc 1f Ic {N1) 6Os CSRm CSRfs usEr dz dsz dp dsp Gmax g_e ff g*Ge /Gn ec7.5 Cec NoLiq Refe(ences Liquefy.cal Linear acceleration redllction coefficient x depth Minimum acceleratioD undeE linear r€ductron, mz CRR after overburden stress correction, CRRV=CRR7.5 r Ksigcyclic resislance ratlo (M-7. 5 ) Overburden stEess corlection factor for cRR7.5 After magnitude scaling co!rection CRR =CRRV r MSF llagnitude scaling facto! from M-?.5 to user input l{ CycIic stress ratio induced by earthquake csRfs=CSR,fs1 (DefauIt fs1-l)Eirsl CSR culve in graphic defined in lt9 of Advanced page 2nd CSR curve in graphic defined in *9 of Advanced page calculated factor of safety against liquefaction P.S.=CRRin/CSRsf Energy Ratio, Borehole Dia., and Sampfirlg [,!ethod Corrections Rod Length CorEections overburden Pressure Correction SPT after corrections, (N1)60=SPT r Cr r Cn ' Cebs Fines correction of SPT (N1)60 afteE fines corrections, (N1)50f=(N1)60 + d(N1)50 Overbulden s tress correction factor CPT after Overburden Stress corlecti,on l'1nes correction of CPT CPT after Sines and Overburden correction, qclf-qc1 + dqcl CPT after normaLization in Robertson's method Eine correction factor io Robertson's Method CPT after Fines correction in Robertson's Methodsorl type index in Suzuki's and Robertson's Methods (N1)60 after settlenent fines corlections After maqnj.tude scaling correction for Settfement calculation CSFrr-CSRsf Cyclic strcsr ratlo lnduced by ealthquake llith uscEscallrg factor from CSR, MSF,=l, based on rtem 2 of VoLumetric stlain for saturated sands cal.culation segment, dz=o.050 ft settlement j,n each seqment, dz User defined prtnt interval Settlement in each print intelva1, dp Shea! Modulus at Iow strainganna_eff, Ef fect ive shedr Strdlnganna_effrG_efflc_max, Strain-nodulusratro Volunetric StEain for magnitude=7.5 Magnitude correction facEor for any magnitude vol,unetEj-c stlain for unsaturated sands, ec=Cec r ec7.5 No-Liquefy Soils inputed fs Page C. l' ierBR iork@nesistance of soi]s. Youd, T,L., and Idriss, I.!1., eds., ?echnical Report NCEER 9?-0022. SP117. Southern Califolnia Earthquake Center. Recomrnended ProceduEes fo! Implementation of DMG Special Publication 11'7, Guidelines for Analyzinq and Mitj.gatlng Lr.quefaction in California. Unlverslty of Southern caI i folnia. March 1999. 2. RECENT ADVANCES IN SOIL LIQUEEACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, ?APET NO. SPI.-2, PROCEEDINGS: EOuTth Intelnational Co[terence on Recent Advances in Geotechnical Ea!Lhquake Engineering and SoiI Dynandcs, San Diego, CA, March 2001. 3. RECENT ADVANCES IN SOIL LIoUETACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEIIORX,garlhquake Engineering ReseaEch Center, Report No. ESRC 2003-06 by R.B Seed and eEc. Aprj.I 2003. Note: Print Interval you selected does not shol, conplete results. To get conplete results, you should select 'Segnent' in Print Interval (Mm 12, Page c). Page 11 n E E n T I T T t I u t.l E I t r I.t I T t I T ! a I T T 1 t LIQUEFACTION ANALYSIS Christ Our Savior Hole No,=B-S Water Depth=l4 ft Surtace Elev,4O Magnitude=6.6 Acceleration=O.599 (ft) Shear Skess Ratio 0 Factor of Safety01 5 Settlement 0 (in.)10 a !II S = 2.14 in 10 20 30 40 5A cRR - csR hl- Shaded Zone has Liquetaclion Potential Saturated -Unsaturat. - 60 )7 I I T_ I I V fsl=1 70 I rll GEOTECHNICAL SOLTITIONS, INC.D-3885-06 B-5 I I't l I I I I I I I I I I I I ) ooooooooo _; -;ji..i c;dc;.; g, o60trro6060 ;c;i.;;.;.;;dt-.--.----l??9999999l@@@o@oo66loooooooo6 lo6o6o6ooo looooi:HHNt. Itooooo6--- looooooooo9i919i9.? 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O0 1 115.00 1 115.00 L 115. 00 I 115.00 1 115.00 1 115.00 1 11s.00 1 115.00 1 11s . 00 1rr5.00 1 11.5.00 1 115.00 1 11s . 00 1 115.00 1 11S.00 1 115.00 1 t1s.00 1 115.00 Ir15.00 I 115.00 r 115.00 1 115.00 1 115.00 1 115.00 1 1 15.00 1 115.00 1 1r5.00 1 1.15.00 1 115.00 1 115.00 2 11s. 00 2 115.00 2 115.00 2 115.00 2 115.00 2 1r 5. 00 2 115.00 2 115.00 2 106. 00 106.00 106.00 106.00 106. 00 106.00 10 6. 00 106.00 106.00 r06.00 106. 00 104 ,00 104.00 104_00 I04.00 104.00 104 .00 104.00 10{.00 {1.60 41.60 41.60 41.60 {1.60 41.60 41.60 41.60 41.60 {1.60 41.60 41.50 41.60 52. 60 52,60 52.60 52.60 52.50 52. 60 52.50 52, 60 52. 50 s2.60 52.60 s2.60 52.50 52 .60 52.60 52.50 52,6A 52. 50 52. 60 52 .60 52. 50 52.60 52.64 52. 50 52.60 52.60 52.60 52.60 52.60 52.60 52.60 52.50 52.60 52.60 52.60 ,2.60 52.64 52.64 52,50 s2.50 52.60 52,60 52.60 92.64 52.60 52.50 225 Liquefy. cal 0 .225 0. 99 0. 250 0. 990.216 0.99 0. 301 0. 99 0.32 6 0. 98 0.3 51 0. 98 0. 376 0.98 0.4 01 0.980.426 0.980.451 0.980.476 0.98 0. 501 0. 980,525 0.98 0. 550 0. 97 0.575 0. 97 0. 599 0. 97 0.624 0.97 0. 648 0. 97 0, 673 0.91 0. 591 0. 9? 0. 707 0. 9?0.1L1 0.910.12'1 0 - 96 0.7 31 0. 96 0,141 0.95 0.15 5 0. 960.t55 0.950.115 0.95 0.78 6 0.950.196 0. 96 0. 806 0, 95 0. 815 0. 95 0. 828 0. 95 0.8{ 0 0.950.852 0,950.865 0. 950.81t 0. 950.890 0.95 o -902 0. 95 0.915 0. 940.921 0 -94 0. 939 0. 94 0 -942 0. 940.954 0.940,911 0.94 0.989 0.941.002 0-941.014 0.93 1 .026 0. 93 1, 039 0. 93 1.05r 0,931.064 0.931,016 0.931.089 0.92 1, 101 0.921.113 0-911.126 0.911.138 0.91 I.151 0. 90 r. 163 0. 90L.116 0.891.188 0.891.200 0.8 91.2r3 0.88 1 .225 0. 88 1.238 0.871.250 0.8? t.263 0. 85 1 ,215 0. 86 r .2a1 0. 86r.300 0.85t-312 0.85 1.325 0.8 4 1.337 0.8 41.350 0.84 1 .362 0.8 3 7 .3'14 0. 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O0 1. 00 1. 00 1.00 1.00 1. 00 1.00 1.00 1 .00 t. 00 1.00 1.00 I.00 1.00 1.00 1.00 1.00 1.00 r.00 1.00 r.00 1- 00 r.00 1.00 1.00 1.00 1.00 1.00 1.00 1.O0 1. 00 1. 00 1.00 1.00 1.00 1. 00 1.00 1.00 1.00 1.00 1.00 r.00 1.00 0. 38 0,38 0.38 0.38 0.38 0. 38 0.36 0. 38 0. 38 0. 38 0. 38 0. 3l 0. 37 0. 3? 0.3? 0.37 0.3? 0.3? 0.37 0.38 0.39 0. 39 0.40 0. 4I 0.{1 o.42 0.42 0.43 0.a3 0.44 0-44 0.45 0.45 0-45 0.46 0.4? 0 .4'7 0.48 0.48 0.48 0.49 0.49 0.49 0. s0 0. 50 0. 50 0. 50 0.51 0. 51 0. 51 0.51 o.52 o.52 a.52 o.52 0.52 o.52 a.52 0 .52 a.s2 0. 52 o.52 0.52 0.52 o.52 0 .52 0.52 0. 52 0 -52 0. 51 0. 51 0. 5l 0, 51 0. 51 0. 51 .250 .215 .301 .126 .351 .3?6 .401 .426 .451 .416 .501 .525 .550 .575 .599 .624 .648 .613 .697 - 122 .141 .111 .'t96 .820 .8{5 .869 .894 .9r9 .943 .968 . 019 .046 -014 . 101 .r2e ,155 .182 -209 .23'1 .264 .291 . 318 .345 -312 .400 .427 .454 .481 .508 .536 .553 .590 . 617 .644 .611 .699 ,126 . ?53 - 780 .80? - 834 .862 .889 . 915 .943 .970 .997 . o25 .052 .0't 9 .105 . 133 . 160 .188 .242 I I I l T I T i I T I T l I I T E I I oooooooooo o\606roa.ro606 ..INNNNNNNN o6660chdrord\oiaadoo@6@@ @@@o&@coao@r 01 o\01 6:*a oooooooooo a,ttttt t,t urrl,6t t ttllt u o' cr t' Er uo o o o o o o ooooooooooo ^i n d ": "; d; ; d ; ; 6 d i ; c; i.; J d d B d i d d d B d d t B d : d B B d d t B d ; ; ; ; ; ; ; ; ; ; ; ; ;2 Z Z Z Z 2 Z 2 Z Z Z Z 2 Z Z Z 2 2 Z Z Z @ cO 6 oo o 66 @ @ 6 6 6 oo o oo o o o oo oo oo or rvr@ r'r o'n: l : l : I -. : : : r I : : : : : 1 : : :i 1 1 1 "'l I "': "'r i 1 i 1 1 1 i i 1 : I i I ? 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'.j6Nst. o\is@c'rH{@@Hm\oo r r - :-r rr Il -I D - DI r - I I I -l Lrquefy. cal 2't - 00 21 .50 28. 00 28, 50 29. 00 29.50 30. 00 30. 50 31. 00 31.50 32. 0o 32. 50 33. 00 33. 50 34 .00 34,50 35 ,00 r5. 50 36.00 36.50 37. 00 3?.50 38. 00 38. 50 19. 00 39. 50 40. 00 40.50 t 1.00 41.50 42 -40 43.00 43.50 4,{ . 00 44.50 45.00 45.50 45.00 46.50 4?. 00 47. 50 48.00 46.50 49.00 49.50 s0.00 50. 50 sr.. o0 51.50 19. 00 19. 00 19. 00 19. 00 19.00 19.00 19, 00 15.00 15.00 16. 00 16.00 15.00 15. 00 16.00 r6.00 16.00 16. 00 15. 00 15.00 15. 00 I5.00 15.00 15.00 15.00 r5 .00 r5. 00 15 .00 38.00 38.00 38. 00 38.00 38,00 38. 00 38.00 38. 00 38.00 38. 00 21 .OA 21 .04 2',7 .40 21 .00 21 .OO 27.00 21 .00 21 -00 21 .O0 21 .00 47.00 4'7.00 47.00 1. 39 1.39 1. 39 l. 39 1.39 1. 39 1. 39 1.39 1. 39 1. 39 1. 39 1. 39 1. 39 1.39 1.39 1. 39 1 .39 l. 39 1. 39 1. 39 1. 39 1. 39 1.39 1. 39 1. 39 1. 39 1. 39 1. 39 1.39 1,39 1.39 1. 39 1.39 1.39 1.39 1.39 1.39 r.39 r,l9 r.39 1. 39 1. 39 1.39 0.95 0. 95 1. 00 1.00 1,00 1.00 1. 00 1.00 1. 00 1.00 1.00 1.00 1 .00 1.00 1. 00 1. 00 r. 00 r,00 1.00 1. 00 1.00 1.00 1.00 1- 00 r.. 00 1. 00 1 ,00 1, 00 r.00 1.00 r.00 1-00 1.00 1. 00 1. 00 1.00 1.00 1. 00 1.00 1.00 1.00 1.00 1.00 r.00 1.00 1.00 1.00 1.00 I .00 I .00 0.989 1 .002 1.014 1. 025 1. 039 1.051 1. 054 1.076 1.089 1, 101 t. 111 L.126 1.138 1.151 l. 116 1.188 r..200 1.213 r.225 1.238 1.250 1.263 L.215 | .281 1.300r.3t2 1. 337 1. 350 7.362 I. 374 1. 187 1.399 t. A12 1.424 1. 43? 1 ,449 1.461 L. 414 1. {86 1.499 1.511 1.524 1.516 1.548 1.561 1. 513 1. 586 1.598 l. 01 1.00 0. 99 0.99 0.98 0.98 0,97 0. 96 0. 96 0.95 0. 9s 0. 94 0. 94 0. 93 0.93 o.92 o .92 0. 91 0. 91 0.90 0.90 0. 89 0.89 0. 89 0. 88 0.88 0. 87 0.8? 0.86 0.86 0.86 0.85 0.85 0.85 0.84 0.84 0,83 0.83 0.83 0.82 0. s2 0.82 0. 81 0. 81 0. 81 0.80 0.80 0.80 0.79 0.79 25.15 25.00 26.15 25 .99 25.84 25. 68 25. 53 2t.34 2l .25 2t.L3 2t.02 20. 90 20 .19 20.61 20.56 20.45 20. 35 18. 98 18.88 18.78 18. 59 18. 59 18. 50 18.{r 18. 32 18.24 18.15 45.16 45.55 15.34 45.13 44.92 44.12 44.33 {,1 . 13 43.94 31.09 30.95 30. 82 30. ,0 30. 5? 30.44 30. l2 30. 19 30. 07 29.93 51.93 51.?3 51.53 10. 03 10.00 10.23 10. 20 10. 1? 10.14 10.11 0.92 0 .92 0 .92 0. 91 0. 91 0.91 0. 91 0. 91 0. 90 0.90 8.80 8. 78 a .16 8. 14 a .12 8. ?0 0.58 8.65 8. 65 8. 53 1.86 1.85 1.85 1.85 1.84 1.84 1.83 1.83 \.92 1.42 l.-54 1.S4 1. 54 1.53 1.53 1.53 1-52 t -52 1.52 1.44 7 .44 t. 4l 35.18 35 .00 36. 38 36. 19 36.00 35.82 35. 54 22.30 22 .17 22.05 21 .81 21.10 21.58 21,41 21. 36 2r .25 21 ,11 21 .65 21 .54 21 .42 2't .31 21 .20 21 ,49 26.99 26.88 26 .18 47.62 47 .40 11.79 46.91 46.11 45.56 46-36 45.16 45.96 45.15 32.63 32.49 32.36 32 .23 32. 10 31. 9l 31.84 31. 59 31.47 52,96 0.50 0.50 0. 50 0.50 0. 50 0.50 0. 50 0.24 0.24 0.24 0.24 0 -24 0 -24 0.23 0. 23 0 .23 0.23 0.34 0-33 0. 33 0. 33 0. 33 0.32 o.32 0,32 0.32 0. 31 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0.50 0.50 0. s0 0.50 0. 50 0.50 0. 50 0. 50 0. 50 35. 00 35.00 35.00 35.00 3s.00 35. 00 35, 00 9.00 9. 00 9. 00 9. 00 9. 00 9.00 9.00 9.00 9.00 9. 00 50. 00 60. 00 60. 00 50. 00 60.00 60.00 60. 00 50-00 60.00 60. 00 10.00 r0.00 t0. 00 i0.00 10.00 10,00 r0.00 10.00 10. 00 10.00 r0.00 r0.00 10.00 10.00 10.00 r0.00 10.00 r0.00 10. 00 10.00 9.00 9. 00 9.00 aR.ii based on r",ater tabfe at 14 .00 durrng rn-S1tu Teslrn9 Factor of safety, - Earthquake Magnitude= 6.50 Depth srgc' CRR7,5 x Ksig =cRRv x MsF ft atm =CRI{n CSRfs F. S. =CRRm/CSRfs 0.00 0.50 1.00 1. 50 2.00 3,00 3. s0 4.00 4 .50 5.00 5. 50 6.00 6. 50 7. 00l. 50 8.00 8. 50 9.00 9. 50 10. 00 0. 00 a.02 0.03 0.05 0.0? 0.08 0. 10 0. 11 0. 13 0. 15 0. 16 0.18 o -20 0.21 o.23 0.24 0.26 o .28 a .29 0. 31 0_33 0. 33 0. 33 0.33 0. 33 0. 33 0. 35 0.35 0. 35 0.35 0. 35 0 -24 0.24 o.24 0.24 o .24 0 .23 0.23 0.24 0.24 0 .23 0. 18 1.00 1.00 r.00 1.00 1. 00 r,00 r.00 1.00 1.00 1.00 1. 00 1.00 1.00 1.00 1.00 1 .00 1. 00 1.00 1. 00 1.00 I-00 0. 33 0. 33 0. 3l 0. 33 0. 33 0. 35 0. 35 0.35 0.35 0. 35 o -24 o.24 0.24 o.24 0.24 0-23 0.24 0.23 0. 18 0.46 0.46 0.46 0,46 0.46 0.49 0.49 0.49 0.49 0-33 0. 33 0. 33 0.33 0.33 o .32 0.3r 0.14 0.33 0. 32 0. 38 0.38 0.38 0. 38 0. 38 0. 38 0. 38 0. 38 0. 38 0. 38 0.38 0.38 0.38 0.38 0.38 0. 38 0. 38 0. 38 0. 38 0. 38 0. 37 s.00 5.00 5.00 5.00 5-00 5.00 5. 00 5.00 5,00 5. 00 5.00 5.00 5.00 5.00 5. 00 5.00 5.00 5.00 5.00 5. 00 5. 00 1.39 1.39 1.39 1. 39 1.39 1.39 1.39 1.39 1.39 1. 39 1. 39 l. 39 1,39 1. 39 1.39 1. 39 1.39 1.39 1.39 1.39 Page 4 I T T t I I t I I T I I T l I I I I I ddidaHdioo @@00ln660000 oooooooooo ol 6o\o\6666<n6(o@@@@@@a(orD oooooooooo oooooooooo oooooooooooooooooooo oooooooooo oooooooooo oooooooooo oooooooooooooooooooo rrrFr oooooooooo o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o6 o 6 O 6 O o 6 o Cr L1 c) o O 6 O r O 6 O o O n o o c) 6 O 6 O 6 O !^ O o O o O 6 A Nl')'71q{66@\OrcrNNNc{NN.rarr.! o-o6-n6606 o or 6\ o\ 6\ o\ o' o\ o' o, 6 o\ dr o 6 or c\ dr oi o\ 6\ o d\ sr 6 cr o\ or o or o\ or 6 orln0000mm.i-o 'trD@rFF 6 o o 4 o o o o o o o o o o Q o o o o o Nc{NN.{NNNN.{modl ci; c; ;cicj.jc;c;.;dc;c;dJc;ddddc;d<;c;dc;J;id.;.;dd.;c;c;d.ici;c;.;dd;d.;dc;dJc; i ci <; d c; c; "; ci ci.i d.; d d J J d J d d j j r I I I)- = --r r rlf r I --a r I - 49.50 50.00 50. 50 5r.00 51. 50 0. 50 0.50 0. 50 0.50 0.50 01 01 o2 03 04 F.S.<1: Liquefact ^ No-Iiquefiable Sor.Is(E.S. is Iinited to 5, 0.00 0. 50 1.00 1. 50 2,00 2.50 3.00 3. 50 4.00 4.50 5.00 5. 50 b.0u 6,50 7.00 ?.50 8.00 8. 50 9. O0 9. 50 10.00 r0. 50 11 .00 11. 50 12. 00 12. 50 13.00 r3. 50 14.00 14.50 15. 00 15. 50 16.00 16.50 17.00 17. 50 18.00 18.50 19.00 19. 50 20. 00 20. 50 21. 00 21.50 22.00 23.50 24.40 24.50 25. 00 25. 50 25.00 26.50 27 .00 21 .aa 28.00 28 .50 29 .00 29.50 30. 00 30. 50 Liquefy. cal 01 00 00 00 00 0. 50 0. 50 0.50 0. 50 0. 50 1.39 1.39 1.39 1.19 1.39 0. ?0 0.?0 0. ?0 0.59 0.69 0.50 0.{9 0.{9 0.49 0.49 .41 .41 ,41 .4I .42 Potential zone. I If or above l{ater Table. cRR is limited Eo 2. above waler table: F. s.=5) CsR is llnited !o 2) d (N1) 50 (N1) 60s 21 .59 2'1.59 21 .59 21 .59 21 .59 28. 33 28.33 28.33 28. 33 28.33 21.96 21.96 2t.96 21.96 21.85 21.28 20-76 22.33 21.84 21.40 16.98 15.70 15.44 15. r9 r5. 96 15.74 15.53 r5.34 15.16 15 .09 14.33 L4.2',1 14 .20 14.1{ 14.08 u .a2 13. 9? 13.91 13.86 13.80 13.75 32 .'t 9 32. 58 32.38 32 .18 3r.. 99 31. 80 31. 62 31.43 31.26 31.08 35. 5l 35. 38 35.18 35. 00 t6.38 36.19 35,00 35 .42 35. 5{ 22.30 0.00 0.00 0.00 0. 00 0. 00 0.00 0.00 0.00 0. 00 0.00 0.00 0. 00 0, 00 0.00 0.00 0. 00 0. 00 0. 00 0.00 0. 00 0. 00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0. 00 0- 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0_ 00 0.00 0.00 0,00 0.00 0. 00 0,00 0. 00 0. 00 0.00 0. 00 0.00 0.00 0.00 0.00 0. 00 0. 00 0.00 0. 00 2t .59 21 .59 27.59 21 ,59 21 .59 28. 33 28.33 28. 33 28. 33 28.33 2L.95 21-96 21.96 21 .96 21.85 21 .28 20.16 22.33 2L.84 21.40 16.98 15. ?0 16.44 15.19 15. 96 15.74 15.53 15. 34 15.16 15.09 14.33 7 4 .2'1 14 .20 14. 14 14.08 t4.02 13.97 13.91 13. 85 13. 80 13.75 32. 79 12. 38 32.18 31. 99 31.80 31.62 31.43 31,26 31 .08 35 . 1't 35. 57 35. 38 35.18 35. 00 35.38 35.19 35.00 35. 82 35. 64 22.30 32.00 32. 00 32. 00 32. 00 32 .00 58 .00 58. 00 58. 00 s8. o0 58.00 90. 00 90. 00 90, 00 90.00 90.00 90.00 90.00 90. 00 90. 00 90. 00 NoLiq NoI.iq Nor-iq NoLiq NoLiq NoLi.q l,loLrq NoI,iq NOI,iq NoLiq NoLiq NoI,iq Nor.i. q NoLiq NoLlq NoLiq NoLiq NoLi q NoLrq Noliq NoLiq 85.00 85,00 85.00 85.00 85. 00 85.00 85.00 85.00 85. 00 85.00 35.00 35.00 35. 00 35.00 35.00 35. 00 35.00 35.00 35.00 35.00 9. 00 Page 6 I I T t I t I I I I I I I I I I I I t cPT convert to sPT fol settlement Analysis: Fines CoErection foE Settlement Analysis: Depth Ic qclN5o qc1 (Nl) 60 Fines ft atm i oooooooo lrl trl r,l I{ !l Ll rrl &l Ii In lll (rl 9:11i1:1::r o\66Or6 FOIN oooooo 6 or@@or oooooo oooooooo or6@ oooo6\oooo ooo droo ; EL) !,?E EE lt E I .cl r--ooio@r \Dr6NiO\@F6{.iiC' oooooooooooooooooooooooooooooo oooooooooo oooooooooo q o o o o o o o o o o o o o o o o o o o o o o o o o o o o o oooooooooooooooooooooooooooooooooo >,:: _:: _1 _1 : _1 _1 o oooo o oo oooo oooo 'n r 6.-, i o@r \o 6 .io1\o- oF <!.$oNa6oFo{oi6\ oooooooooooooooooooo 0 .260 0.280 0 .280 0.280 0.260 0 .280 0. 280 0.280 0.280 0.280 0. 280 0 -246 0. 350 0 ,415 0.4?8 0 -542 0. 604 o.651 0.729 0.791 0.852 0. 915 1.000 1. 085 1. 159 7.253 1.337 r. 420 1, 503 1. 585 1 . 661 1. ?40 1. 1,4I 1.755 | .162 7 .169 I .118 1. 78? 1.795 {5.50 45.00 {4.50 44.00 43.50 43.00 42.50 42. OO 41. 50 41.00 {0.50 40.00 39.50 39. 00 38.50 38.00 37. 50 37.00 36.50 36.00 35. 50 35. 00 34.50 14.00 33.50 r3. o0 32. 50 32.00 31.50 31. 00 30. 50 30. 00 29.50 29 .O0 28. 50 28. 00 21 .50 27 -00 26.50 0. 51 0. 51 o. 51 0. s1 0.5r 0.51 0.51 0. 51 0. 51 0. 51 0. 52 4.52 0.52 0. 52 0.52 o.52 0. 52 0.52 4.52 0.52 0.52 4.52 0.52 0.52 4.32 0. 52 0.52 0.52 0.52 0. 51 0. 51 0.5r 0.5r. 0.50 0. 50 0. 50 0. 50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1-00 1.00 1.00 1.00 1.00 1.00 1,00 _L4s 1.00 1.00 1.00 1,. 00 1.00 1.00 1.00 1.00 1.00 1. O0 1.00 1.00 1.00 1. 00 1.00 1. 00 1.00 1.00 1. O0 1.00 1.00 1.00 1.00 1.00 0. 51 0. 51 0.51 0. 51 0. 51 0.5r 0.51 0.51 0. 51 0. 51 0.51 0.52 o.52 o.52 0.52 0,52 0.52 0.52 o.52 0.52 o.52 o.s2 a.52 0.52 o .52 0.52 0.52 0, 52 4.52 0.52 0. 51 o.s1 0. 51 0.51 0-50 0. 50 0. s0 0.90 96. 33 100.00 100, 00 100. 00 100. 00 100.00 100.00 100. 00 100.00 100.00 100.00 83.20 83.41 83. 63 83. 84 84-06 84.29 84.52 8' .75 84 .99 85,23 12.19 12.98 73.18 't 3 .39 73.59 73,81 14.O2 't 4 .24 14.46 '7 4 .69 100. 00 100.00 100. 00 100. 00 100.00 100. 00 100.00 100, 00 0.369 0.000 0.000 0.000 0. 000 0.000 0. 000 0. 000 o. 000 0.000 0. 000 1.078 7.012 1.055 1.0s9 1.052 1,045 1. 038 1.031 1.O24 !.017 l-424 1.{17 1.410 1,403 1.396 1. 389 1. 38r 1. 3?4 r .366 1, 358 0. 131 0. r25 0. 119 0. 113 0. 107 0.152 0.145 0. r.3? 0, 0E0 0.080 0,0E0 0. 0E0 0.0E0 0. 080 0.0E0 0. 0E0 0.080 0. 0E0 5.58-3 6. {E-3 6. 4E-3 6. 4E-3 6.3E-3 6. 3E-3 6.2E-3 5, 2E-3 5. 1E-3 6. 1E-3 8, 5E-3 8. 5E-l 8. 5E-3 8. 4E-3 8. 4E-3 8.3E-3 8, 2E-3 8. 2E-3 't -9E-4 l.5E-4 1 .2E- 4 6.88-4 6. 4 E-4 9. 1E-4 8. 7E-4 8.2E'-4 0.023 0. 019 0. 000 0. 000 0. 000 0. 000 0.000 0.000 0. 000 0. 000 0. 000 0.006 0. 064 0. 064 0. 064 0.063 0. 053 0. 062 0.062 0. 062 0. 06r. 0.063 0.08s 0. 085 0.084 0.084 0.084 0. 081 0.083 0. 082 0. 002 0 ,014 0. 008 0. o0? 0. 007 0. 007 0. 009 0. 009 0. 008 Llquefy. caII.3? r0.00 32.63 1.3? 10.00 45.16 1.36 10.00 45.96 1 . 35 10. 00 46.16 1.3 5 10.00 45.16 1.35 10.00 45.56 1.35 10.00 46.11 1.35 10.00 45.97 1.35 r0.00 41.t9 1.35 10.00 41 .44 1.35 10.00 41 .62 0.8s 60.00 26.18 0.8 5 60. 00 26.88 0.86 60.00 25.99 0.86 50.00 21 .09 0. 87 60 . 00 21 .20 0.8? 50.00 2't.31 0.8 8 50.00 2t.42 0.89 60.00 21 .54 0.8 9 50.00 21 .65 0. 90 60. 00 2't ,1 7 4.52 9.00 21-25 4.62 9.00 21.36 o.62 9.00 21.4-l 0. 63 9. 00 2r.5A 0. 63 9. 00 21.70 0 . 54 9. 00 2L.8r 0. 54 9.00 2r.93 0. 65 9. 00 22.03 0.65 9.00 22,t1 0. 56 9 . 00 22.30 1.3s t5. 00 35. 64 1. 3s 35. 00 35. 82 r.36 35.00 35.00 1.31 35 - 00 3 5. 19 i. 3? 3s.00 3 6.38 1 . 38 35. 00 35. 00 1. 39 35.00 15. 18 1.40 35.00 35.38 Page 8 c; c; c; d d.; dc; dc;<;c; rt!l IrJ tl I,l d !li:"ti11 '!EE! ; I o (, -b e Io, o.oEEO a e 1o o o o o 9 tt u ct .' d tr u tt o t, o. It o.ooo;;;.;7aaa.a.a;;;,:'; ; ; ; ; ; ; ; ; ; ; ; E d i d i B d € d d 3 : :zzzzZzzzzzzzz -li N o ooooooo ooo c; .; c; .; .; d d d ci c; c; J .; c; o d .; ci d ; .; .; c; d d LJ 1,, lt ln !r I,l ai l, Ir: Irl lll ld ri C E arl rrt (, rrl ,Il rn f,r a a tnoooooocro6odii6 oooooo 6eNOrNdo1olooo\o 6r (h o 6i ir in o, d, o 6r ; ; oooooo oo,o-t-throo66v; @66 ooe@so 6\O\oc's+s ooooooo 9ooqgooooooooooo oooooo06o5 iia ogoooooooo6o;o;d;Eo Ni;::H ar6is,tr ooobbbbbooobbbbb .,J N.rlNNNN NN NN..1 ..1 oooooo ;c;ddc;c;d<;d<;.ic; It-oo---------16o6ooooooo6ol.o .o .o lF .6 .o lioHoHodoaoio Iloo6I r{ r,l riloooI: ? 9 ? ? ?lo o o 0. 0080 0. 0080 0. 0080 7. 988-4 6. 43E-4 5 .28E-4 5. 698-4 4 .14E-4 4 - 03E-4 3.57E-4 3 .4tE-A 3 .28E- 4 3. 068-4 2. 088-4 1.868-4 I .66E-4 1. 508-4 1. 3?E-,{ 1.458-4 1. 1?E-4 8. {8E-5 5. 1lE-5 6 .328- 6 11. 00 0. 000 10.50 0. 000 I0.00 0. 000 9. 50 0. 009 9. 00 0.007 8. 50 0. 005 8.00 0.005 7. 50 0. 00s ?. 00 0.004 5.50 0. 004 6.00 0. 004 5. 50 0,003 5,00 0. 003 4.50 0, 002 {.00 0.002 3. 50 0. 002 3.00 0. 002 2.50 0. 001 2.00 0. 001 0. 001 I .00 0.001 0. 50 0. 001 0. 00 0.000 0. s5 0. 000 0. 53 0.000 0. 50 0.000 0. 48 0. 009 0.45 0.015 0,43 0.o22 0. 40 0.o21 0. 38 0.032 0.3s 0. 037 0.33 0.040 0. 30 0.044 0-28 0.047 o. 050 4.23 0. 052 0 .20 0.054 0. 18 0.056 0. 15 0.058 0. 13 0.059 0. t0 0. 051 0.08 0.062 0. 05 0.063 o. 03 0. 064 0.00 0.054 0.36 0. 3{ 0. 33 0. 31 0 .29 0-28 0 -26 o.24 0 .23 o.21 a .20 0. 18 0. 16 0.15 0.13 0. 11 0. 10 0. 08 0.07 0,05 0.03 0.02 0.00 76-44 r6. ?0 16.98 21.40 21. 84 22.33 20.16 21.28 21,85 2 t- .96 2t.96 27 .96 27.96 28. 33 28.33 28 -33 28.33 28. 33 21 -59 21 .59 27 -59 21 .59 21 .39 3. 0E-4 2 .9E- 4 2 .9E- 4 2. 5E- 4 2.5A- 4 2.4E-4 2, 4E-4 2 .3E- 4 2 .2E- 4 2. LE-4 2.lE-4 2. 0E-4 1.98-4 1. 5E-4 1. 5E-4 1. 5E-4 1. 3E-4 ! .2e- 4 1. 1E-4 9, 5E-5 7. 9E-5 5.68-5 l 1E-5 0.0903 0.2432 0.2081 0. 0914 0.0?57 0.0540 0.0627 0.0540 0.0475 0.0435 0.0404 0. 0389 0. 0362 0.0347 0 . 0310 0. 0278 0.0250 4.0228 0.0233 0.0188 0.0135 0.0083 o. 0010 0.1r{7 0.3525 0.2533 0.0825 0.0655 0,0546 0.0588 0.0490 0-0{17 0-03?9 0.0352 0.0339 0.0316 0. 0215 0.0192 0. 0172 0.0155 0. 01{ 1 0. 0150 0.0121 0. 0088 0. 0053 0. 0007 0. 81 0. 81 0. 81 0-81 0.81 0-81 0. 81 0. 81 0. 81 0. 81 0.81 0. 81 0. 81 0. 81 0.81 0.81 0. 81 0. 81 0,81 0. 81 o. 81 0. 81 0.81 0.0924 0. 2841 0.2042 0.0665 0.0536 0.0440 o,o414 0.0395 0,0336 0.0305 0.0284 0.0213 0.0255 0.0173 0.0155 0 . 0119 0.0125 0 . 0114 o.0L27 0. 0097 0.0071 0.0043 0. 000 5 Lique!y.cal 0. 3? 619 .21 0.37 661 .t6 0. 37 655 . 33 0. 38 689. l? 0.38 616.04 0-38 651.85 0.38 626.10 0-38 611.79 0.38 596.29 0. 38 57 5.58 0. 38 553.00 0.38 329.46 0.38 50{ .82 0.38 52L.24 0.34 {91. {{ 0.38 459.70 0.38 425.60 0 .38 388. 52 0.38 3{4.48 0. 38 298 . 33 0.38 243.59 0. 38 L12 .25 0- 38 3. {1 Settlement of Unsaturaled Sands=o.064 In. dsz is per each segrnent, dz=o,05 ft dsp is per each print interval, dp=o.50 f! S is cumulated settlernent at this depth TolaI Se!tlement of saturated and Unsaturated Sands=2.138 inDifferential settlement=1.069 to 1.411 in. Uni.ts: Unit: qc, fs, Stress or Pressureft, Settl.enent = in. atm (1.0581rsf); unit weight pcf, Dep!h l atml atm SPT BPT qc fs Rf gamma ganma I Ernes D50 Dr s igma sigma ' s lgc' rd a itax - (atnosphere) = 1.0581 tsf(1 tsf - 1 lon/ft(atnosphere) = 101.325 kPa(1 kPa = 1 kN/m2 = 2 kip/ fr2) 0.00I Mpa) Fie-Id alata fron Standard Penetration ?est (SPT) Eield data froh Becke! Penetration Test (BPT) Fiefd data fron Cone Penetratio, Test (CPT) IatnFricti.on from cPT testing Iatm (tsf)l Ratio of fslqc (l) lotal unit weight of soil Effective unrt lJeight of soLI Pines conten! [X] Mean grain size Relative Density Total veltical stress [atm] Effectrve vertj,cal st.ess Ia!m]Effective confining pressure Iatm]Accelelation leduction coefficient by Seed Peak Ground Acceleralion (PGA) in ground surface Page 10 (lsf) l *-!oov !<c= t! ,.1 ti t<oc .lnlc ot tr o.Fr,thczE -o!oFU!q,O.oA(Hoo(,Ino@()>rD&azE\tto.rordaooooF!-r0r>H.aooa6zoo.i&r<bnOrrHaOq0r:l6trr o!>v)oHrDaHAl,4ID'OEI{CH6oc5(,)co, '!Eo.JEo orr- d o.n uo( (, .. .i oEo oq k c, (9 o r{ E o ri oq. ar.4 d. .ac ! Ed d !o oio rr1H pi(J 2 A Z U E6, c il,u '(r!c o c o(JNoa.i z 6 2 n ua5 r.: > r,loo oo c t E,o)a o z 4ur ln rd o.ar rF!;6lri (, F c Ei ru oc.CH I! U O U UI '.,,dqc(, r. 4 o <ollrrco |!!l 6 0, rrl riirdcu!1 ..r ttoz !r o coo!a t! 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E!apo.oiol0, locoo oq !rro ct!.ci 4\ ,arrgicoocu lurcuca 4E6F6 bt 0, !o i rr rD o rri l! ! ! rE6qiOrJr!o..4.-r o .itr.4 5rn u)000on r o i i>!o o o u(, (,}.d a c.a c E q 9{.a o.r{ qqporrroro'kqt{E!o!l!ErUEEOo!5ufrri 0, 1, ru lloJ!ottEa4 4a ln'!EdE.i,o!!.r6EErcJldH!(DpoEEiordr > o a a a a o !r> z > z & o ll E "3 acuo o\cOE.a a d,4 o l!o E c! o Itv '60jc)r) \o !o.t tl o ^ (.).l!.1.ool,r. 2 66 t (D .O O O. Q Otl&(J o ! l) t u d za 6uE! n, + rt o.c coN.( rL >coo u q o! o,oEU 6f C !o4-C ,CO E! rl <>!p oir !r ini> r> loo ^ tto! o, 4xcE ...(t u4l!:E .<oto .rod &4 o o 9i o z .rJ.c -!.4U ()UOlll qO(nc! [ rra oorc r I oEo- ocy,E ,! ! ('i e .a Ecrro-aac60.(oa c !@ oe.i!ooo.q!(utt c*r.ll o \o o u. oo!!o.a or.aF o .c .d e ^ i oc- uaruqq!p[ !r 6u c!r! kocr.,orDk l.)Eoc,q !ioo zoo !ootDcir.ct,rio-!oFr! (D c F "!o orro-ocl |r oodlr o.,r lt iJ <!.,r! a orr urr!o o.i.ua,rro6!> .ior!c o!,irorJ: c o iq u >! q I tll! c I qo o c oPC.aOp .rE.o^o.ao oo c o (ro-oc(ioO6C!O alq oE !.ao.il.i otro!lrcri rD >. p^ :oo t1 d oc! :uorDru!o ott.A rD4 oz op0r .oico,iqug5!rrOO r{ rqr.< OqO =lsc!coo\o'lJ oi/! ! F!or!F!rc pJ!6ru rlr, 4 i! q c! E! l!-coo o o .to ! !r oo > oH u N c c'': q uqaoiH!o ic uoaoori!.aH c coOHT! 'orllqOo c ooc ur|faedr. o.c.i o oq u oe6.o u ko.a!o u .f,qco! 0r!r..aoo docNl!ot;o 'n H-o o rD.a !-o.a!& !ooo,.1 [,aot,rncoxoor0iHoloa > o !r!illrEoo0ro!rD-rrDd!,looaHol! -o r. rr.r rr(Drr c!i.a c! a4 a > A o o u o a.t >q ooo. o o r. o i o., o!.; i !ir!r!.loq -doiDqo! o ooLcur!.ao.a9 () >cc !t )n{t< !!c ico o k (J o Er @ p d .a o 0, ,6 ! o q!!!,r(rr{iio ru E $na6.t) ! d o ! rD o rd ! o o o o rr o o 6 dEo !E' UUd'! Cr.pU! te L u or >o r*l',E't -O (J t dil-] ,Q,!o@.o6ol!o 6 \o!HCrC-tso orr rr 0r^ r. lD o ..,t ^ tncc4 !r.r o!lJC !U40rt {,FiH.,E aFE iF.;d!>r{o>ro.4cr0co5ar.l E o o < :E o c) rr .,r o r,r .i o Ur r& r o u t! u (., L u o = < OE &h..^ tD(.,E N o(,rDorouNrrooE lr lJ00oo!oao . Ftn c,I .t.4 tl \D^G ro.4 > d, b EaEduxriEd..qqyr! ui; j -Ar! lE & ttt th .ar|rcz-z rrottuotJt).J26Ed() o U(J r&(JrJoJ1,Jot €t'uxii=ii E t I t t I T t I I I I T I I I LIQUEFACTION ANALYSIS Christ Our Savior Hole No.=B-S Water Depth=s ft Surface Elev.40 Magnitude=G.6 Acceleration=O.599 Shear Stress Ratio 0 Faclor of Sabty01 5 Settlement 0 (in.)10 10 20 30 40 cRR _ CSR fst- Shaded zone has Ljquefaction Potential rated -Llnsatural - 60 I I S = 2.07 in 70 GEOTECHNICAL SOLUTIONS, INC.B-5 tr I I I I I I I tt I ,1",=, I I t oooooo!o\o\o: ;jj iJ ci c; c;.; gi ?::?1111.',i "':111"11111ooo()ooooo ooooooooo dd.;c;c;dd;d o60600060 :??911:1.',: ooooooooo c;.; ji,,; .; ;;; ; Eq e o 3 2 ..ro etl] te i 6E ,I.e E gu .IHII IIooio lr(,coo5 (J<a . oi ors z4 0.Jo ut n ..(, !\ eOo d U 4rDr.tq Er o..4 \! oo ,l ,t cr o c t !o a oo 16 ,c a Iz Ero o o iroll .a( N r!o lr,.c !r olri o)6 F C Ci >! rl)P 4 l,4 e ,no .r ,qt o, u{, ru o !oo).Fr O:aE lnd.Oo - .c c.r.i o ltaa Fl .p,-,u! o l) c rD i o E!.ad'\o o= llo otiora I .i .rJ o c tr -p o rrcr l! c 6 l .. '! d s o l! .a . oouolnH (Doi ! !>rco 0154rtc rlEo.oqoct6 otrrt r.i ()4 c c odpo,!, E r.cccyoi6.- oa ooqor!o.il/, dc.io>E-c o.4< U4L9(-)E!OplJ&OOI [ ,,!rr\o cq !.iorou,3' o ! o l! o i tsl ! L O J o o E o o iJ !>6i ,rEAOrCL'.Cq rD I O Or 0 O (lC O d t,o,rrlJ o urt o r,) o..j.0rHHi iD.4 EuoE rcocoiaLrh -orloJr.u q o Qr.rqo4!ori'ili.e '! 16 u o o, 04 0t 4 ar-c4 rr Eoroolrtr(r ra !o ouEoo.!uoEt)Z d ttttF p C Cl ! E r. E O, O > o.c 4 (ri rD .i .it.. q o ! o 0, . ! J .a o ti L U) l o ur 5 a(, r{.-{ (l..Ju x r{ I .euaoo$ dl!l!0,.6hrO=lE!ridNn! Et, e ; d E 3 .; ! ea o ooo (r('oo ooo .. .il ,lNoo o o6666OrZZ@-ooiao6 I tooloooooooI ooot--, .(D ti:.o'.66i ILIITIIIIIIIIIIIITTI 4.50 5.00 5. 50 6. 00 6. s0 1.00 7.50 8.00 8. 50 9. 00 9. 50 10.00 10. 50 11.00 11.50 12.00 t2 .50 13.00 13.50 14-00 14.50 15.00 t5,50 16.00 16.50 17. 00 11. 50 18. 00 r8.50 19. 00 19.50 20.00 20.50 21,00 21. 50 22.OO 22,s4 23. 00 23. 50 24.00 24.50 25.00 25.50 26.00 26.50 2'7 . OO 21 .SO 28.00 28. 50 29.00 29.50 30. 00 30.50 11.00 31. 50 32. 00 32. s0 33. 00 33. 50 l4 .00 34. 50 35. 00 35.50 36.00 36.50 37.00 3?. 50 38.00 38. 50 39-00 39. 50 40.00 40. 50 41,00 41.50 42.00 {2. 50 43.00 105.00 105.00 105.00 106.00 106. 00 106.00 106.00 105.00 106,00 105.00 106.00 104.00 104 .00 104.00 104.00 104.00 104 .00 104 .00 104.00 10{ .00 104 .00 104 .00 I04.00 104 .00 104.00 r04 .00 104 .00 104 .00 104. 00 r04 .00 104 .00 104.00 115.00 115.00 115.00 115.00 115.00 1r5.00 115,00 115.00 115.00 115 . 00 115. 00 115.00 115-00 115.00 115.00 115 .00 r15.00 115 . 00 1r5.00 1r5.00 115.00 115.00 115.00 1r5.00 119.00 115.00 115 . 00 115. 00 115 . 00 115.00 r15.00 115.00 rr5.00 115.00 115 . 00 115 . 00 11s . 0o 115.00 1t 5.00 r.15 .00 115 . 00 115 . 00 115.00 115 . 00 115.00 115.00 0 .225 0.250 o .216 0.301 0.326 0,35t 0.375 0.401 0.426 0.{s1 0.416 0. 501 o. 525 0. 550 0.5?5 0. 599 0.524 0.5{8 0.6?3 0. 69? 0 .122 0.141 0. 771 0. 796 0. 820 0.845 0.859 0. 894 0,919 0.9{3 0.968 0.992 1. 019 1.045 1.0?4 1.101 t. r28 1,155 1. 182 1.209 7 -231 1.264 t.29L 1.318 1.345 1 .312 1. 400 1.421 t, 454 1.481 r.508 1. 536 l. 563 1.590 t. 6l? 1.54{ 1.6?1 1. 699 t.'126 1.753 1. ?80 1.807 1 .834 t .862 1 .889 1.915 1. 943 1. 9?0 1.997 2.025 2.052 2 .019 2. 105 2. 133 2.160 2. 188 2.242 106. 00 43. 60 43-60 {3.50 43.60 43.60 43.60 43. 50 43 -50 {3. 60 41.60 {1.60 41.60 41.60 41.50 41.60 {1.60 4t .50 41.60 41.60 41.60 41.50 {1.60 41.60 41.50 41.60 41.50 41.50 41.50 41.50 41.60 41.50 52 .50 52 -60 52.60 52.60 52.60 52.64 52.60 52,60 52.60 52. 60 52.60 52. 60 52.60 52.50 52.60 s2 .60 52.50 52.60 52.60 s2.50 52 .60 52.50 s2. 60 52 -60 52.60 52.60 52.60 52.60 52.60 52.60 52.60 32.60 52.60 52.54 52.60 s2.60 52 .60 52.60 s2.60 52,50 52.60 52.60 52. 60 52.60 52.64 Liquefy. cal 0.225 0.990.250 0.99 0.261 0.99 0.211 0.99 0.281 0.98o.292 0-98 0. 302 0. 98 0 .312 0. 98 0 .323 0. 98 0. 333 0. 98 0.343 0.98 0.35 3 0. 98 o. 353 0. 980.3t3 0.9'l 0.38 3 0.970.393 0.9? 0- 403 0. 97 0.412 0. 970.422 0.9?0.432 0.97 0.442 0.97 0.4 52 0.910.462 0.960.471 0.96 0.4 81 0.960.491 0.960.501 0.96 0, 511 0.96 0.521 0. 96 0. 530 0. 96 0. s40 0. 950.550 0.9s0.562 0. 950.575 0. 95 0. 58? 0. 950.600 0.950.6L2 0 . 950.624 0.950.637 0.950.649 0.94 0.662 0.94 0.6?{ 0.94 0. 586 0. 940.699 0.940.711 0,94o.124 0. 940.736 0.94 o .149 0. 930,761 0.930.173 0. 93 0.78 6 0. 93 0. ?98 0.930.811 0.93 0.823 0.92 0.83 5 0,92 0.84I 0.910.860 0.91 0. 873 0. 910.885 0. 90 0. 898 0. 90 0.910 0.89 o.923 0.89 0.935 0-890.941 0.880.960 0.880.912 0.870.985 0.870.99? 0.8 61.0r.0 0.861.022 o. 861,034 0. 85 1,047 0.85 1 .059 0.84 1 .012 0.8 4 1. 084 0.841.09? 0.8 3 1. 109 0,8 3 I. 121 0.8 2 Page 2 0.000 0-000 0.000 0. 000 0.000 0.000 0.000 0.000 0. 000 0.000 0.000 0.000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0, 000 0.000 0. 000 0. 000 0. 000 0. 000 0. 000 0.000 0. 000 0. 000 0. 000 0. 000 0. 000 0.000 0. 000 0. 000 0.000 0. 000 0. 000 0.000 0.000 0. 000 0. 000 0. 000 0. 000 0. 000 0. 000 0.000 0.000 0. 000 0. 000 0.000 0.000 0. 000 0. 000 0,000 0. 000 0. 000 0. 000 0.000 0. 000 0.000 0,000 0.000 0. 000 0.000 0.000 0. 590 0. 590 0.590 0. 590 0. 590 0. 590 0. 590 0.590 0. 590 0. 590 0. 590 0. 590 0. 590 0. s90 0. 590 0. 590 0.590 0.590 0.590 0.590 0. 590 0.590 0.590 0.590 0.590 0.590 0,590 0.590 0.590 0.590 0. 590 0.590 0.590 0. 590 0.590 0.590 0.590 0.590 0.590 0.590 0.590 0.590 0.590 0. 590 0.590 0.590 0. 590 0.590 0.590 0.590 0.590 0. 590 0. s90 0.590 0- 590 o. 590 0.590 0.590 0.590 0.590 0. 590 0. 590 0. 590 0. 590 0.590 0. 590 0. 590 0.590 0.590 0. 590 0.590 0. 590 0.590 0.590 0.590 0.590 0. s90 0.590 0.38 0. 38 0. 40 o.42 0.44 0.45 0-41 0.48 0.50 0. 51 0. 52 0.53 0.54 0.55 0.s5 0. sl 0. 58 0.58 0.59 0.60 0. 61 0. 61 0 .62 0 .52 0. 53 0. 63 0,54 0.54 0.65 0.65 0. 65 0. 66 0.66 0. 65 0.67 0.5? 0.67 0 .67 0.67 0.61 0. 68 0.68 0.68 0.58 0. 68 0.68 0.68 0.58 0.68 0.68 0. 69 0.69 0- 68 0.68 0.68 0.68 0.68 0.68 0. 6'7 0 .67 0. 57 0. 6? 0_61 0. 65 0. 55 0. 66 0. 66 0. 66 0. 65 0. 65 0.65 0. 65 o.64 0. 64 0.54 0.64 0. 63 0. 63 1.00 r.00 1.00 1. 00 1.00 1.00 1.00 1.00 1.00 i.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 1.00 1.00 1.00 1.00 1.00 r,, 00 1.00 1.00 1.00 1.00 1" 00 1.00 1.00 1.00 1 .00 1.00 1.00 1. 00 1.00 1. 00 1.00 r.00 1 .00 1. 00 1. 00 1.00 1 .00 1. 00 1.00 1.00 r.00 1.00 1,00 1.00 r.00 1.00 1.00 1. 00 1.00 1.00 1- 00 1- 00 1 .00 1.00 1.00 1.00 1.00 1.00 1 .00 1 .00 1.00 1.00 r..00 1.00 1- 00 1,00 1.00 1.00 1.00 1. 00 1.00 0.38 0. 38 0.{0 o.42 0.44 0.45 o.41 0. 48 0. 50 0. 51 0. 52 0.53 0.54 0.55 0.55 0.57 0. 58 0. 58 0.59 0.60 0. 61 0. 61 0.62 0.62 0.53 0, 63 0.64 0. 54 0, 55 0.5s 0. 66 0. 66 0. 66 0. 65 0.61 0.6'l o.61 0.51 o-6't 0.67 0.68 0.68 0. 6s 0. 68 0- 68 0.68 0.68 0.68 0.68 0.68 0.59 0.59 0.68 0. 68 0-68 0-68 o.68 0.68 0.67 0,67 0.51 0- 67 0- 67 0.56 0.65 0.65 0.66 0. 65 0. 65 0.65 0.55 0.6s 0.54 0. 64 0. 64 0. 64 0.53 0.51 moFr'rrrut666r, o6o@@@oF.ioomm,rtonFo NNNNNNN; oooooooooo ooorodr.l o o no rFoaor666o6c)6--o .{oa.FooNoorF @ r 6 o \o 6 o ro 6 o r N 6 6 6.o@o@aiHaa f,r,6f)6olo\66,16 o o o o o o o o o o o o o o o o o o o o ttt,ttuttt ttt t t t ttttt t ttttdt tt do o o o o o o o o o o o ooooooooooo d.i ";.; d q; ; ; ; ;.;.i d d.. ; d.; J d € t d t B t d a € d E : d d d d d d B E ; ; ; ; ; ; ; ; ; ; ; ; ;n 6 o 6 o Ut 6 6 6 6 Zz2 Z2 2 Z Z Z Z Z Z Z Z 2 2 2 Z ZZ Z @ 6 o.O @ @ 6 @ @ @ 6 6 6 s{s<r, {s{{ed.!Nd1..looo6a..6aNao 6N6@$io.\oi6@ 60060<r1cr66* o@bsNo@@sNr\olo\o\o\o6666 ..i j; j..j j j...i ..;;,..i-i J.jJ j j.;J-; J:-i : j...1 j..i;j-t;jjj gi oooooooooooooo o6c'60rrol/)o6 Fll,rooooc]GlNN oooooooooooooooooooooooooooooo 6666dro6660\6ho.?r.t66060 oooooooooo o o o <10 0 0 00 0 0 0 0 o o o o o o o o o o o o o o o o o o o o o a o o o o o o o. . . o o o o o o o o o o o o o o o o o o o o o o o o o o o to@@o@a\olo@6 o o o o o o o o o o o o o o o o o o o o o o o oo o o o o €, o o o o o 6 o 6 o d, o m o 6 o 6 o 6 o ; o r, 6 ; 6 6 o o ooii.t.to- oooooooooo j r'c")a! 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O0 19. 00 r9.00 19.00 19.00 19. 00 15. 00 15.00 16.00 16. 00 16.00 16.00 r6.00 l,5.00 15.00 16.00 15.00 t 5.00 15.00 15 .00 15.00 15.00 15,00 15. 00 15. 00 t s.00 38. 00 38.00 r8. 00 38. 00 38. 00 38. 00 38. 00 38. 00 38.00 38 .00 21 .OO 21 ,O0 2'1 .00 21.00 21 .OO 27. 00 21 ,AA 27.40 21. 00 21 .00 47. 00 47.00 47. 00 1.39 1. 39 1.39 1.19 1 .39 1.39 1.39 1.39 1..39 1.19 1. 39 1. 39 1. 39 1. 39 1.39 1. 39 1. 39 1.39 1. 39 1.39 l. 39 1.39 1.39 1. 39 1.39 r.39 1.39 r, 39 1.39 1. 39 1.39 1.39 1. 39 1.39 1.39 1.39 1.39 1.39 1.39 1. 39 1.39 0.95 0. 9s 1.00 1.00 1.00 1.00 1.00 1.00 r.00 r.00 1.00 1.00 1.00 1 .00 r..00 1.00 1.00 1.00 1.00 r.00 r,00 1.00 1,00 r.00 1.00 1.00 1.00 r.00 1.00 r.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. O0 1.00 1. 00 1. 00 1.00 1. 00 1. 00 1.00 1.00 1. 00 1. 00 1.00 t.0o Lrquefy. cal 0.124 1 . t8 0.?36 1.17 0.74 9 1.16 0.761 1. 15 0.773 1.!4 0.?86 1. 13 0.798 | .720.811 1.11 0. 823 1.r0 0.836 1.09 0.84 8 1.090.860 1.08 0. 873 1 .07 0.8 85 r.060.898 1,0 60.910 1,050.923 1. 040.935 1.03 0.94 7 1.030.960 1.020.912 1.010.985 1.01 0. 99? r. 00 1. 010 1. 00 t .022 0, 991.034 0.98 1. 041 0, 981.059 0.91 r. 0?2 0. 9? 1 .091 0. 96 1. 097 0.951.109 0,951.121 0.94 1. 134 0. 941.145 0,931.I59 0.931.171 0.921.184 0.921,196 0. 911.208 0.91 1 .221 0. 91 1 .233 0. 90 1 ,246 0. 901.258 0. 89t.21L 0. 89 1 .283 0.88 1 .29s 0. 88 1- 308 0. 8?1.320 0.87 1. 333 0.87 29-41 29. L6 30.44 30.19 29 -94 29 .',t 0 29.47 24.53 24.44 24.25 24,08 23 .9L 23.14 23.51 23.4A 23.24 23.09 21. 50 2t.16 21.22 21.O8 24.95 2A.42 20.69 20.56 2A .44 20.32 51.17 50. 87 50. 58 50.29 50.01 49.71 49 .46 49.19 48.93 48. 6? 34 .40 34.22 34 .04 33.87 33.70 33. 53 33.35 13.20 33.04 32. 88 56.96 55.69 56-43 3s.00 35.00 35. 00 3s. 00 39.00 35.00 35.00 9.00 9.00 9.00 9. 00 9.00 9.00 9.00 9. 00 9. 00 9.00 50. 00 50,00 50,00 60. 00 50.00 50,00 50.00 60.00 60.00 50.00 10.00 10.00 10. 00 10.00 10.00 r0.00 10. 00 10.00 r0.00 10.00 10. 00 10.00 10. 00 10.00 10.00 10. 00 r.0. 00 r0. 00 10.00 r0. 00 9.00 9.00 9.00 10.88 10.83 11.09 11. 04 10. 99 10. 94 10. 89 0. 98 0.97 0.97 0. 9? o.96 0. 96 0. 96 0. 95 0.95 0-95 9. 30 9 .21 9.24 9 .22 9. 19 9. 16 9. 1{ 9. 11 9. 09 9. 05 1. 98 1.97 1.95 1. 96 1.95 t -94 1. 94 1. 93 1. 93 t -92 1.51 1.61 1.61 1. 60 1.50 1.59 1.59 1.59 1.58 1.53 L.32 .50 .50 .50 .46 .43 .41 .39 .50 .50 .50 .50 .50 ,50 .50 .50 .50 .50 .50 .50 .50 ,50 .50 .50 .50 .50 .50 .50 .50 .50 .50 40,29 39. 99 40. 93 40.65 40.3? 25.60 25 -41 25.05 24.81 24,10 24.53 24.36 24.20 24.04 30. 80 30. 63 30.46 30. 30 30. 14 29 .98 29.83 29 .64 29,53 29.38 52.84 52.5{ 52 .25 51. 96 51. 68 51.40 51. 12 50. 85 50. 59 36.01 3s. 83 35.65 35.4? 35 -29 35.L2 34.95 34.'19 34.62 34.46 58-49 58-21 51 .94 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 50 50 50 50 50 50 50 29 29 29 28 2B 28 28 2'7 21 2'l 50 50 CRR is Eactor of safety, - Earthquake s igc' CRR?.5 x Xstg atm 5.00 during ttagnitude= -CRRV x based on waler table at Io-Si tu Testing 6.60:llSF =CRRn CSRfs F- S - =CRP.n/cSRfsDepth ft 0.00 0.50 r.00 1. 50 2,00 2. 50 3.00 3.50 {.00 4 .50 5.00 5. s0 6. 00 6. 50 ?.00l. 50 8. 00 8.50 9. 00 9,50 10. 00 0. 33 0. 33 0. 33 0. 33 0. 33 0. 35 0. 35 0.35 0. 35 0.35 o.24 0 .24 0.24 0.24 0 .24 0.24 o.24 0.21 a.27 0.21 0.00 0.02 0.03 0.0s0.0, 0.08 0. 10 0. 11 0. 13 0. ls 0. 16 0. 17 0. 18 0. 18 0.r9 a .24 a.2a 0 ,2L o .22 0.22 0,21 1.00 r.00 r.. 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 r.00 1.00 1.00 1.00 1.00 1. 00 1.00 1.00 1.00 1. 00 r .00 0. 33 0.33 0. 33 0.33 0.33 0. 35 0. 35 0. 35 0. 35 0.35 0.24 0,24 0,24 0.24 o.24 a.24 0 .21 0.21 0 .2'l a .21 .39 .39 .l9 .39 .39 .39 .39 .39 .39 .39 .39 .39 .39 .39 .39 .39 .39 .39 o.46 0.46 0.46 0.{5 0,46 0.49 0.{9 0.49 0.49 0.49 0. 33 0. 33 0. 33 0. 33 0.33 0.33 0.33 0. 38 0. 38 0. 38 2 .04 0. 38 0.38 0.38 0. 38 0.38 0. l8 0.38 0.38 0. 38 0.38 0. 38 0.40 0.42 0 .44 0.45 0.47 0.48 0. s0 0.5r o.52 0.53 5.00 5.00 5. 00 5.00 5. 00 5.00 5.00 5 .00 5. 00 5.00 0.88 0.83 0.79 0 ,16 0.73 0.?1 0.69 0.76 o-14 o. 12 5 .00 39L I 1 I I 1 1 1 1 I I I I I I 1 1 1 I I 1 Page 4 T T I I I I I I I I I I I T I I t I I oooooooooo oooooooooo i;niooooooooooi <6ai'ao6cloii rF(_.F-6(F@@@@@@(o\oro@\o\o\ar9 oooooooooo (n601 66C!Or600' 606C10r661 o166 oooooooooo oooooooooo 6 61 6 6 d\ 61 6 6 (t 6r Or dr 6 o o 6 o 6 o 6 6 Or 6 6 O\ Ot O, o 6 6 o 6 .n 01 o 6 Or Or 6 6 sr 6 6 01 sr o o o oooooooooo oooooooooo ooQooooooo oooooooooooooooooooooooooooooo o o o o o o o o o o o o o o o d\ o dr 6 0 0 0 0 0 0 0 0 0 0 0N''JNNI\IN o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o \oF@601 o a.t N.' oooooooooooooooooooo oooooooooo6c)oc)6o0 c) ur c' @ O 6 O 6 o 6 O 6 C' f! C' 6 O o O 6 OoOoooO6O6 .ar N c\r N N N ct N.t at - - 6 o n (-i o o o 6 >:111 dd.;ci o60000000 I I T T T I I I I I I I I I-I T I I I T Liquefy. caI 49. 5o 50. 00 s0.50 5r.00 51. 50 0. 83 0. 8! 0.85 0.85 0. 8? 0-50 0.50 0. 50 0. 50 0. 50 1.00 1.00 1.00 1.00 1. 00 0.50 0.50 0.50 0.50 0. 50 1.39 1.39 1.39 1.39 1. 39 0. 69 0.69 0.59 0. 59 0.69 0.50 0.60 0.59 0.59 0.59 16 16 1? 17 18 'r.s3: l,iquefaction Potential zone' (If ^ No-Iiguefiabl€ SoiIs o! above water Table.(F.s. is limited to 5, cRR is Iimited to 2, CPT convert co SPT for Se!tlement Analysis: Fines CorEection foa SettlemenE Aoalysis: Depth Ic qclN60 qcL (N1)60 Pines ft atm t above water tabLe r cSR is lrnlted F. s. =5) to 2) d(N1)60 (Nl) 50s 0. 00 0. 50 1.00 1.50 2.00 2. 50 3.00 3.50 {.00 {. 50 5.00 5. 50 5.00 5.50 7.00l. 50 8. 00 8.50 9.00 9. 50 10.00 10. 50 11.00 t1.50 12. 00 12. 50 r3.00 13.50 14. 00 1{.50 15. 00 r.5. 50 16. 00 16.50 17.00 17. 50 18. O0 18. 50 19,00 19. 50 20.00 20.50 21,00 21.50 22.O0 22 -50 23.00 23.50 24 .00 24 .50 25. 00 25.50 26 -00 26.50 2t.oo 27 .50 28 .00 29.O0 29.50 30.00 30. 50 21 .59 2't .59 21 .59 21 .59 21 -59 28 .33 24.33 28.33 29.33 28. 33 21-96 27 -95 2L.96 2t.96 27.96 27.96 21.96 24,23 24 -23 24.23 19 -21 19.01 18. 89 18. 71 18. s3 r8.31 t8.2t 18 .05 17. 90 \1 .16 16. 75 16.63 15. 51 15.39 16.21 16. l5 15. 0s 15. 95 15. 8s 15.'75 15. 65 38 .12 38. 35 3?. 99 37. 55 31 .32 36.99 36. 68 35. 38 36.08 35.79 41 .23 40.91 40.59 40 -29 39. 99 47.52 4l .22 40. 93 40.65 40.3? 25.60 32.OO 32. 00 32.O0 32-00 32. 00 58,00 58. 00 58.00 58. 00 58. 00 90. 00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 NoLiq NoLi.q NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq NoLrq NoLlq NoLiq NoLiq NoLiq NoLiq NoI-iq NoLiq 85.00 85.00 85.00 85. 00 85.00 85.00 85.00 85. 00 85.00 85. 00 35.00 35 .00 35.00 35_00 35. 00 35.00 3s.00 35.00 35.00 35.00 9. 00 Page 6 0.00 0. 00 0,00 0.00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0-00 0. 00 0.00 0.00 0. 00 0. 00 0.00 0.00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 .00 0. 00 0.00 0.00 0. 00 0. 00 0.00 0.00 0. 00 0. 00 0.00 0,00 0. 00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0. 00 0.00 0. 00 0.00 0.00 0. 00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0. 00 27.59 21 .59 21 .59 21 .59 21 ,59 28. 33 28. 33 28.33 28. 33 28.33 21.96 2t.96 21.96 21. 96 21.96 2\.96 21.96 24 .23 24.23 24.23 19.21 19.07 18.89 18,71 18. 53 18.31 18. 2l 18.05 l?.90 11.76 16.?5 r5.63 16. 51 16. 39 16.2'7 16.16 16. 05 r.5. 95 15.85 15.75 r5. 65 38. ?2 38. t5 37. 99 3 7.65 31 .32 36. 99 35.58 35.38 36.08 15.l9 40.91 40.59 4A.29 39.99 41.52 4t.22 40.93 40.65 40.3? 25.60 oOcia;o d.idddd.;dc;do rt!l lr: t'l 6r lll lrr .n d lrl Id lll ln c;.i.;-:-"i 6i ; d;;; ooo ooo E.6 @(o\o\o\o@ ooo oooooo ooo(o\o\o oooooo ooo iio ooooiN ooo oo6000 oooooo ! tl _9 AE @oN6\o$ior'ro iocr1oo66066of)66of)od., o o oooo o o o oo<ro o oo oo o o o o()o?:::9:C?:?:?:?99?:?9999Coooooooooooooo ooooooooooooooooo.;.;.;.; d.; -.i d.;.; J d.i J.;.; ! ?E ooooooooo(roooooooooooooooooooooooooooooooooooooooooooooooooooo oooooooooooooooooooo -lr66roh@o<No(osd@r)o@'o Iooooooooooooo6o6ooo6o6o6 IIAIITTIIIIIIIIIIII ooo<)oooooooa ooo {!oiiJ@ (!(!@ o@oooo()000oo006000060 ooo qq6\6010\ oooooooooooooooooo oooooooooooooooooo NNN Oo\o uNro ro@rooo@oooooo @oP6JN@OO ooo ooooooooo OotsooooooN)ooo60 ooo oo6rr, tlr F, r'r Ft t!, r4 F t'r F, F, t!, !r rr F, E r{ F| t!, t" tl, tq tt, t! 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I ? ? ? ? : : -. : -. : : I oooooo ooooooooooooooooooooo .; c; .; .j .j.;<jd<;d c;;o.; <j o.;.;c;.; c;c;.ic;d d.;.; c;Joc;.; d.; ddd d ooroooooooooooonldInrnlll!ILla,llrlL!l,lt'lr':!llilrdlnclrnInIdlnInrn!i!l!llrltnIiIr,rnInlrrdInooooooooo oooooooooooo oooooNoooFlooooo ooo oooooo oooaoi ooooooooo oooNc{.{ drf,ooroi F\o.oNio ooooooooooooooo ooo 6-NNio\o\o\o J ci .i J.;6c;d<; "; <; d .i .; c; .; ci c; d d .; c;d.ici d.;.ic;dc;6.; ddddi; ooooooooo06o06o60600o F. \o \o oriir.ti o(.o\o\o\ooao i.la 1.809 1. 891 1. 973 2.054 6_ 50 6.00 5. 50 s. 00 0.44 0.42 0.40 0.38 r.00 1.00 1. 0o 1.00 0.44 0 .42 0,40 0. 38 ,,iquefy. ca1 0.7 6 90.00 0.19 90-00 0.83 90. 00 0. 88 90. 00 ?4 .08 't4-o8 14.08 14.08 1. 358 1. 363 1.356 1.344 0.082 0. 082 0. 082 0. 081 21.96 21.96 21.96 2r.96 I .28-3 8. 2E-3 8. lE-3 Settlenent of Satulatad Sands=2.051 in.qcl and (NI)60 is after fines correction in liquefaction analysrs dsz is p€r each segment, dz=o.05 ft dsp is per each print interval, dp=0-50 ft S .is cumulated sertlement at thls depth Settlement ofDepth sigma'dsp Sft atmin. in. unsaturated sands: si 9C' (N1) 50s CSRSf Gmax atm g*Gelcn 9_eff ec?. 5 cec t ! 1.918-4 2 .oaE- 4 1.86E-4 1. 66E-4 1- 50E-4 1. 3?E-4 1. 45E-4 1. 17E-{ 8. 48E-5 5. 1 7E-5 6 .328- 6 0. 81 0,81 0. 81 0. 81 0. 81 0, 81 0. 81 0.81 0. 81 0.81 0.8r 4.95 0. 000 4.50 0. 002 4.00 0.002 3. 50 0. 002 3.00 0. 002 2,50 0. 001 2.00 0.001 1.50 0. 001 1.00 0.00r 0. 50 0.001 0.00 0. 000 o.25 0.000 0.23 o.oo2 0.20 0. 004 0. 18 0. 006 0. 15 0.00'? 0.1.3 0. 009 0. 10 0.010 0.08 0. 011 0. 05 0. oi2 0. 03 0. 013 0. 00 0.0r3 0. 15 0. 15 0. 13 0.Ll 0. 10 0. 08 0.07 0.05 0.03 o.02 0.00 2A -33 28.33 28.33 28. 33 28.33 28 .33 2',1 .59 27 -59 27.59 21 .59 0. 38 0. 38 0.38 0.38 0. 38 0.38 0. 38 0,38 0. 38 0.38 0. 38 s45.68 52L.24 491.44 459.'10 425.60 388. 52 344.48 298 -33 243.59 t72.26 3 .44 7.1E-4 1.6E-4 1. 5E-{ 1. 5E-{ t.3E-4 l.2E-4 1,18-4 9. 6E-5 7, 9E-5 5,68-5 1. lE-6 0319 034? 0 310 o218 0250 022A 0233 0188 013 6 0083 0 010 0.0197 0,0215 0 . 0192 0. 0172 0.0155 0.0141 0.0150 0 . 0121 0. 0088 0.0053 o, 0007 0-0I59 0.01?3 0. 015 5 0. 0139 0.0125 0. 0114 0 - 0121 0,0097 0.0071 0.0043 0. 0005 0 0 0 0 0 0 0 0 0 0 0 settlement of Unsaturated sands=o.013 ro. dsz is per each segment. dz=o.05 ft dsp is per each print intervaL, dp=o.50 ft S is cumul.ated seEElement at this depth TotaL settlenent of saturated and unsatulated sands=2.067 in0iffelential se!tlemenE=1. 034 to 1.364 rn. Units: Unitfti Set tl€ment = ln. qc, fs, Stress or Plessure atm (1 .0581rsf) ; Unit Weiqht pcf; Depth l atml atm SPT BPT qc Rf gamrna galuna ' Fioes D50 Dr s ig[lna sigma' sigc' rd a max. (atnosphere) = 1.0581 tsf(1 tsf - 1 ton,/ft2 - 2 kfp/ft?)(atnospheEe) = 101.325 kPa(1 kPa - r kN/m2 - 0.001 lrpa) Field data fron Standard Penetration Test (SPT) field data frotn Becker Penetlation Test (BPT) EieId data from Cone Penetration Test (CPT) [atnFriction f.oh CPT testing Iatm (tsf) IRatio of f,slqc (g) fotal unit reight of soil Effectlve unit irerght of soil FiDes content l3l Mean grain size Relative Deosj.ty ?otal veltical stress Iatn]Effective veatical stress IatmlEffective confining pressure IathlAcceleration reduction coefficien! by Seed Peak Ground Acceleration (PGA) in ground surface Page 10 {rsf) l I I I I T I T I I T T T I I t I I I I I I T I T T T I I I I I I T I I I I T tfiz a min. cinv cRR?.5 Ksig CRRllr !ISE csR CSRfs fs1 F. S. cebs CT Cn (N1) 60 d(Nr)50 (N1) 60f qc1 dqclgclf qc 1n KC qcl f IC (NI) 503 CSRm l,iquefy. cal ,,inear accel,eration reduction coefficient x depth Miniilun acceleration under Iinear reduction, mZ cRR afteE overbrrrden stress coErection, CRRV-CRR?,5 r (sig Cyclic resistance ratro (ltl-7 - 5 ) overburden slress correction factor for CRR'7.5 After nagnitude scaling correction CRRn=CRRv ' MSF Uagnitude scaling factor fron M=7.5 to user input M Cyclic stress rati.o induced by earthquake CSRfs=CSRrfsl ( Default fsl=1)Elrst csR curve j.n graphic defined in ll9 of Advanced page 2nd CSR culve io graphic defined in L9 of Advanced page cdlcufdted factor of safety against liquefaction F.S.=cRRn/csRsf Energy Ratio, Borehole Dia., and Sampling lrethod correctioDs Rod Length Corrections Overburden Pressure Correction SPT after corrections, (N1)60-SPT r Cr r Cn r Cebs Fines correction of SPT (N1)60 after fines co!rections, (N1)60f-{N1)60 + d(N1)60 overburden st ress correction factor CPT after Overburden stress correction Fines correctiofl of CPT CPT after Ej,nes anal Overburden correction, qclf=qc1 + dqcl CPT after nortnalization in Robertson's nethod Fi,ne co!rection facto! in Robertson's Method CPT afteE Eines correctioo rn Robertson's MethodSoil type index in Suzukirs and RobeEtson's lrethocls (N1)50 after settl.enenE fines colrectionsA!te! magnitude scaliog correctioD for Settlenent calculation csfun=csRsf Cyclrc stress rattg itduced by e.tthqu.ta rith u!€r inputcd fs Scaling facto! fron csR, MsE*=l, based on Item 2 of Page c. volurnetric strain for saturated sands Calculation segment, dz=o. 050 ft Settlement in each segment, dz User defined print interval settlement in each print intelvaI, dp Shear l.loduLus at low strain garuna_eff, Ef lectrve shear Strarnganma_eff,G_efflc_max, Strain-nodulusratio volumetrlc strain for rnagnitude=7. 5 Magnjtude colrection factoE fo! any naqnitudevolunetric sttain for unsaturated sands, ec=Cec ' ec7.5 No-Liquefy SoiIs / MSF' csR!s HSFT dz dsz dp dsp Gnaxg_eff g*celGn ec?- 5 cec NoLrq References Note: Print Interval you selected does not shou complete resul!s. To get complete resulls, you should selecl 'Segment' in Print Intelval lIlem 12, Paqe C). , and Idriss, I.M., eds., Technical Report NCEER 9?-0022. 5P111. Southern California Earthquake Center. Recodnended Procedules for ImplenentaEion of DI'IG Special Publica!ion 11?, Guide.Iines for AnalyzinE and uitigatj.ng Liquefactj.on in california. University of Southern California. uarch 1999. 2. RECENT ADVANCES IN SOIL LIOUEFACTlON ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No, SPL-2, PROCEEDINGS: Fourth Intelnational ConfeEence on Recent Advances in Geotechnical EaEthquake Engineerrng and Soil oynahics, San Diego, CA, March 2001.. 3. RECENT ADVANCES IN SOIL I,IoUEPACTIOI{ ENGINEERING: A UNIFIED AND CONSISTENT FR]I{E}IORK, Earchquake Engj.neering Resealch Cente!, Repolt No. EERC 2003-05 by R.B seed and erc. April 2003. Page 11 I T I t T t I I T T LIQUEFACTION ANALYSIS Christ Our Savior Hole No.=CPT-| Water Depth=s ft Surface Elev.4o (ft) Factor of Safety1 01 5 Settlement 0 (in.) 0 20 40 S = 0.52 tn 5A Saturated -Unsaturat - cRR _ CS t Shaded Zone has Liquefactron Potential 60 fs1= 1 V ( tttlttr - I 70 I E]GEOTECHNICAL SOLUTIONS, INC.D-3885-06 CPT.1 Magnitude=6.6 Acceleration=0.599 Shear Stress Ratio 0 1 I I I ,rl I I I I II I I Liquefy. sum LIOUEFACTION ANALYSIS SUMMARY Copyright bY Civit?ech sof$rare wxD. civiltech. cotr font: CourieE Ne!r, Regular, Size 8 is recohnended for this report' Licensed to , 1/12/2ola 2|L5|22 Pv Input Eile Name: z:\2018 Proiects\New Proiects\D-3885-06 Chlist Our Savior\liquefact ion\CPT- 1 . Ii.q Title: Christ Our Savior Sulrtitle: Surface El.ev. =40 Hol e No.=cPT-1 Depth of Hole= 50.20 ft ilate! Tdble duling Earthqual<e= 5 00 ft water TabIe duEing ln-Situ Testing= 5.00 fl Max. Acceleration- 0.59 I Ealthquake Magnitude= 5. 60 Input oata: Su!face EIev.=40 Eole No. =CPT-1 Depth of Hole=50.20 ft rater Table duling Earthquake= 5.00 ft l{ater Table clurrng rn-situ Testing= 5.00 ft l'rax. Acceleration=o . 5 9 g Earthquake Magnitude=6. 60 No-Liquefiable Soifs: CL, OL ale Non_Lj.q. SoiI 1. CPT Calculation lrethod: Modlfy Robertson* 2. Settlehent Analy3is l'lethod: Tokinatsu/Seed 3. Fines Correction fot Lj.quefaction: Modify Stark/olson 4. Fine Correction for Settlement: Durisg Liquefactionr 5. SettlemenE calculation inl AII zones* 9. user lequest facto! of safety (app1y to CSR) , IJser= PIot one CSR curve (fs1=1) 10. use curve snoothing: No. Recommendeal options ID-Situ I.rt D.ta: Depth qc fsft atm atn Rfpcf 9arfltat Eines D50 0. 33 0. 82 1.31 1.80 2 .30 2.'79 3 .20 3 .11 4 .21 a .16 5.74 6.23 6 .13 1 .22 't .1t B ,20 8-59 9. 19 9.68 10. 17 10. 56 tr. 15 11.65 72.14 t2 .63 t3.L2 t3 .62 14.11 693. 90 228 .LO 53-60 34. 60 t6.30 59. 90 183.10 58. 00 33. 20 31.00 19.40 15. {0 19. 80 17. 90 15.00 10. 60 13.90 50. 20 21 .40 9.50 5.80 5. ?0 5.80 5. 10 7. r0 1 .10 10. 30 10. 90 10. 10 3. 50 2.80 2.80 1.50 0.90 3.00 6.80 3.00 2 .20 1.70 1- 30 1. 10 1.20 1. r0 0. 80 0.70 0. 80 0.70 0.90 0. s0 0.30 o.20 0. 30 0. 30 0. 30 0. 30 0-50 0.60 0. 50 0. 50 1 .23 4 .34 5.52 5 .01 3, 71 5. 17 5.63 5.{8 6 .10 6. 71 6. 06 6. 15 5. 33 6. 50 5 ,15 1. 39 3.24 5 .21 5. 1? 3.51 5 .11 4.92 4 .23 3.90 4.85 5. s0 4. 95 130 r25 120 115 115 120 115 r20 115 115 115 115 115 115 11s 115 115 120 r15 115 115 115 115 r1s 1I5 115 115 115 115 00 00 00 00 00 00 o0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0,50 0. 50 0, 50 0. 50 0.50 0. 50 0.50 0. 50 0.50 0.50 0. 50 0. s0 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pa ge 00 00 00 00 00 00 00 1 I I I t 14.60 15. 09 15.58 16.08 r6.5'l 1?. 06 1?. 55 ]8 .05 18. 54 19. 03 19. 52 20, 01 20.51 21.00 21.49 21.98 22.41 22.97 23.45 23.9s 24.44 24.94 25.43 26.41 26.9A 21 .40 21 .89 28 .38 28.81 29.36 29. A6 30. 35 30. 84 31.33 31,83 32. 81 33. 30 33. ?9 34.29 34. ?8 35.21 35. ?5 36 -26 36. 75 31 .24 38 .22 38.12 39. 21 39. l0 40.19 40.58 41.18 41.61 42 -16 42.65 43.15 43.64 44.13 44.62 45.1r 45.61 46.10 46.59 47.08 4 7 .5',7 48.07 48. 56 {9.05 0.40 0.50 0.30 0.40 0.40 0.50 0. 60 0. 60 0. 60 0.40 0.40 0.{0 0. 50 0.40 0.{0 0, 30 0.30 a.2a 0. ?0 0.20 0 -20 0.30 1. 40 r.90 1.80 1.60 1.90 2. 60 2 .20 1.50 1- 80 2.00 0. 80 0,50 1.{0 1. 10 1. 50 1.50 2 .60 2 -20 1.20 1. 10 1.40 1. 50 1. 50 1. 90 2.24 2.40 1.20 1.10 1.40 0. 80 2.50 2.50 2-24 1.40 1.50 1.?0 2 .20 2.00 1.90 2.60 2.{0 2.10 1.60 2.00 1. 50 1. 90 1.60 1.80 r.80 3.88 4 .42 1.95 4.94 4.94 5. 38 5.65 5. 50 6, t2 4.65 4.52 4 .44 4 .46 4 .21 3.48 2.59 3.03 2-50 4. 05 1.75 2.33 4.00 5. 91 6. 31 5. 1L 4 .16 5.40 6. 31 ?. 05 6.73 6.08 5 .92 6. 06 3. ?0 '7 -14 3.36 5.85 t .s2 1.89 2 .65 1 .00 a-62 a -12 0.92 0. 85 7.02 1. 99 1 .23 o.52 0. 61 0. 38 1. 73 1. 10 1.25 0.69 0.64 0. 66 0.69 0. 55 0. 59 1.14 0. 99 4.92 0.46 0. 59 0.49 0.48 0.39 0.55 0.53 115.00 rr5.00 115 - 00 115.00 115.00 115.00 115. 00 115 . 00 115.00 115 . 00 115.00 115.00 115.00 115.00 115.00 115.00 115.00 115.00 115.00 115.00 115,0o 115.00 115.00 115.00 11s.00 115.00 115.00 115 . 00 11s . 00 I t5 .00 r15.00 115.00 11s.00 115.00 115.00 115.00 115.00 120.00 120.00 120.00 12s.00 125.00 125.00 125.00 12s.00 125 - 00 120. 00 115.00 120.00 125. 00 r25.00 125.00 120.00 125.00 12s.00 125.00 125-00 125 .00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 12s - 00 125.00 12s. 00 130.00 r25.04 125.00 0. 50 0. 50 0. 50 0.50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0.50 0. 50 0. 50 0. 50 0.50 0.50 0. 50 0. s0 0. 50 0. 50 0. 50 0. 50 0. s0 0. 50 0.50 0.50 0. 50 0.50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0,50 0.50 0.50 0.50 0. 50 0. 50 o. 50 0. 50 0.50 0. 50 0. 50 0.50 0.50 0.50 0.50 0. 50 0. 50 o. 50 0. 50 0. 50 0.50 0.50 0. 50 0. 50 0.50 0.50 0. 50 o. 50 0. 50 10. 30 11.30 1.60 8. 10 8, 10 9. 30 10. 60 10. 90 9. 80 8.60 8. 30 9.00 11.20 9. 50 11.50 11.60 9.90 8. 00 1?.30 11.40 8. 60 1 ,50 23-tO 30. 10 35.20 33. 60 35.20 4t.20 31.20 22 .70 29.60 33. 80 13.20 13. 50 19. 60 32 .10 2t,90 105. 50 137.30 83.10 r20. 40 t'l8 .20 194.80 153.70 17?.10 185. 50 110 . 70 s6.80 97. 30 210.80 229.30 208.00 144.10 221 .00 203. 00 233.00 259.40 319. 4 0 358.70 121.10 221 .14 2A2,40 293,30 34 9. 00 336.80 324.80 392.90 409.40 325. 30 340.00 Liquefy. sum 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0. 00 0.00 0.00 0. 00 0. 00 0. 00 0- 00 0. 00 0.00 0. 00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0. 00 0,00 0. 00 0.00 0.00 0. 00 0.00 0. 00 0. 00 0.o0 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0, o0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0. 00 0. 00 0. 00 0.00 Modi fy Rober!son iethocl genelales Fines from qclfs Inputted Fines a!e not relevdnt output Results: settlenent of saturated Sands-o.51 seltlement of Unsaturated sands=o. Total settlenent of Saturated and r,n. 00 in. Unsaturated Sands=o. 52 in Paqe 2 I I I I I I T I T t u I t T t T I ! T d i i i d60 000 0000 0 0 0 00 0 000 0 00 0 0 0 0 0 0 00 0 0 0 0 0 0$rtsYs o o o o o 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o o O o o o o o o O o o o o o o o o o o o OO O o o o o O o o O o o o O o o O o o o o o o O o o o o o o O o o o o o o o o 6ooo o o o oo o oooooo o oo o o oo o o o o o o o o oo o ooo oo o o o o oooo o o 6 o o o o O o o o o o o O o o o o o o O o o O o o o <> o o O o oo o o o o o o o o o o o o o o o o o o o Oi oonooooooo oooooooooo oooooooooo ooooooooooooooooooooooo oooooooooo oooooooooo6006000c)00000000000000croooo()oooooooooooo ^; .; ": .j"i";.:.:"; .; ^i ii^jdJ dc;.j.j ^; "i ":i'.: "; ^j .;"i d.; ^;i": i"; "i "; ^; i.; ^j ^; i^j ^;^;^j ^; ";.;^;.; "j ^i G; d";"; ^; "; .d.; .dj.j @o@olo-@oo.1 .ooiHNN6os ooooooooooooooooooo6 0000000000 ; E rl Eq e i. {J ,: .i IITIIIITII-TII'IIII 36. 83 37. 33 37. 83 38. 33 38.83 39. 33 39. 83 40.33 40.83 41.33 41.83 42.33 42.83 43.33 43.83 44-31 44.83 45. 33 45,83 46.33 46.83 41 .33 4'7 _ 83 48.33 48.83 49 -33 49.83 0. 95 0, 53 1. J1 0.32 1.10 1.35 1.02 0. 11 1. 39 0. 83 0. 90 1. 30 2. 02 2 .88 2 -88 2 -24 1.20 1. 50 2.48 2.8A 2.8A 2,88 2.88 2.85 2. 88 2,58 0 .62 a .62 o.62 0 .62 0.62 0.61 0. 61 0. 51 0. 61 0.60 0.60 0.60 0. 60 0.59 0.59 0.59 0. 58 0.s0 0. 58 0. 58 0.57 0.57 0.57 0.s6 o-55 0. 55 0. 86* 2. L2 1. 78 2.2t 1.61 1. 16 2.29 1.38 1,49 2.18 3.39 4.45 4.88 3. 8t 2 -O5 2.56 4 .91 4 -99 5.00 s.00 s.0o 5,00 4 .99 5.00 5.00 0. 18 0. 16 0. 15 0. 13 0. 08 0.08 0.0'7 0. 03 0. 03 0. 03 0. 00 0.00 o.00 0. 00 0. 00 0.00 0.00 0.00 0- 00 0.00 0.00 0. 00 0.00 0.00 0- 00 0.00 0.00 Liquefy. suln0.18 0.00 0. 15 0.00 0. 15 0.00 0. 13 0. 000.08 0. 00 0. 08 0.00 0. 0? 0. 000.03 0.00 0. 03 0.00 0. 03 0.00 0. 00 0. 00 0. 00 0. 000.00 0. 00 0. 00 0. 00 0. 00 0. 000.00 0.000.00 o. 00 0. 00 o. 000.00 0. 000.00 0,000.00 0.00 0. 00 0. 000.00 0.00 0. 00 0.00 0. 00 0. 000.00 0.00 0. o0 0. 00 ' F.S.<1, Lr.quefaction(F.S. Is lrnlted to 3, ltnits:f!; se!!Iement Unit: qc, rn. CSR is linltrd to 2l fs, Stress or Pressrlre - atm {1.0581tsf); Unit gieiqht = pcf; Depth l atm (atnosphere) = I tsf (ton/ft2) CRtun Cycfic lesrstance ratio from soiLs CSRsf Cycl.ic stress ratio induced by a given earthquake (i,,i th user request F. S. =CRnro/CSR5f facto! of safetyl S_sat s_dry s alI Nor,iq Settlenent from saturated sands Settlement flom unsatulated sands Total Settlement fron Saturated anal Unsatuldted SaDds No-Lrquefy Sorls Factor of Salety agalnst llquefaction, Page 4 I I I I j I I I T LIQUEFACTION ANALYSIS Christ Our Savior Hole No.=CPT-| Water Depth=l4 ft Surface Elev.4O Magnitude=6.6 Acceleration=O.599 (ft) Shear Skess Ratio 0 Faclor ol Safety0r 5 Settlement 0(in) 0 10 20 30 40 fsl ='l S = 0.68 rn 50 Saturated Unsalurat cRR - CSR 1- Shaded Zone has Liquefaction Potential 60 I L 70 Ll-GEOTECHNICAL SOLTITIONS, INC.D-3885-06 CPT.1 1 I I I I I I I I I I I I I I I I i I I LIQUEFACTION ANALYSIS SUMMARY copyright bY Clvi ITech Sofl!,rare !.rH.civiltech.com Liquefy. suin Fines D50 Font: courier New, Regular, Size I is recomnended fo! this rePort Licensed to , 1/1I/20L8 8:54:4? rlM rnput File Name: Z:\2018 Projects\New Plojects\D-3885-06 Christ Our savi. or \ Liquefaction\CPT- 1_1{ . I rq ?it1e: Chri st Our Savi.or Subti t Ie: Surface E1ev.={0 HoIe No. -CPT-1 Depth of HoIe= 50.20 fl l{ater Table during Earthquake= 14.00 ft water ?able during In-Situ Tesling= 14.00 ft uax. Acceleration- 0.5 9 g Earthquake Maqnitude= 5. 60 Input Data: Surface Elev.=40 HoIe No. -CPT-1 Depth of HoIe=50.20 ftllatcr ?.bl.e durtnE Ealthquak6- 14.00 ft taater Talle duEing fn-Situ Testing= 14.00 ft Max. Acceleration-o.59 g EaEthquake l.ragni tude=6. 60 No-Liquefiable soits: cL, oL are Non_Li.q. soil I. CPT calculation Method: Modify Robeltsoni 2. settlement Analysis l{ethod: Tokihatau/Seed 3. Fines Correction for Liquefaction: Hodify Stark/O1son 4. Fine cotlection for settlenent: Duling ,,iquefaction' 5. Settlenent calculation in: AII zones' 9. User request factor of safety (apply to CSR) , User- PIot one cSR curve (fs1-1) 10. use Cuave Smoothinq: No* Recoimended Optjons In-Situ Test Data;Depth qc fsft atm atfir Rf pcf qamma B o.33 0. 82 1.31 1.80 2.'79 3 .28 3.11 4 .21 4,'76 5.74 5 .23 6.13 1 .22't.tI I .20 8,69 9. 19 9,58 10. r7 10. 66 11. 16 11.65 12.14 12. 63 13.12 13 -62 1{ .11 593. 90 3228.r0 253.60 2 34. 50 1 16.30 0 s9.90 3183.10 558.00 333.20 2 3r. 00 I19.40 r 16, 40 1 19.80 117.90 I 15. 00 0 10. 60 013.90 0 50. 20 02t.80 0 9. 60 0s.80 05.70 05.80 06.10 0?.10 01,10 0 10. 30 0 10. 90 0 10. 10 0 .50 .80 .80 .90 .90 .00 .80 .00 .20 .70 .30 .10 .24 ,10 .80 .10 .80 .70 0. 50 1 .23 5 -22 4 .34 5.32 s. 01 3.71 6.63 5.48 6.70 6. 71 6. 05 5. 15 5. 33 6.60 5.75 1. 39 3.24 5.21 5.1? 4.92 3.90 4.85 5. 50 4.95 130. L25 . 120 . 115 , L20. t2a. 115 . I15 . 1r5. 115 . I15 . 115 . 1r5 . t20 , 115 . 115 . 1r 5. 115. 115 . 115. 115 , 1. 15 . 115. 115 . 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 .90 00 0. 000o 0. 0000 0. 0000 0.0000 0. 00 00 0. 0000 0. 0000 0. 0000 0. 0000 0.0000 0.0000 0. 0000 0. 0000 0. 0000 0. 0000 0. 0000 0. 0000 0. 0000 0. 0000 0, 0000 0. 00 00 0. 0000 0. 0000 0. 0000 0. 0000 0. 0000 0,0000 0. 00 00 0. 00 Page 1 .50 .30 .20 .30 .30 ,30 .30 .50 .60 .50 n tl I 14. 50 15. O9 15.58 16. 08 16.57 17. 06 17. 55 18.05 18.54 19. 03 r9.52 20,01 20. 51 21.00 27.49 21. 98 22.41 22 .91 23.46 23.95 24 .44 24.94 25.43 25 .92 26.41 25.90 21 .40 21 .89 28.38 2A.e1 29.36 29.86 30. 35 30. 84 t1.33 32.32 32. 81 33. 30 33.79 34.29 34 .78 35 .2',7 35. ?6 36.26 36. 75 37.13 3A.22 38 -12 39-21 39. ?0 40.19 40.68 41.19 41.61 42.16 42.65 43.15 41 .64 44.13 44.62 45.11 45.61 46.10 46.59 47. 08 41 .51 48. 0? 48.56 49.05 .30 .30 60 10 10 3o .90 80 50 30 00 10 11 1. 8, 8. 9. 10 10 8. 8. 0.40 0 .50 0. 30 0,40 0.40 0. 50 0.60 0,50 0.60 0.40 0.40 0.40 0. 50 0. 40 0.40 0. 30 0.30 0 .20 0. ?0 0 .20 0 .20 0. 30 r.40 1.90 1.80 1.60 1.90 2.60 2 .20 1.50 1 .80 2.00 0.80 0. 50 1.40 1.. 10 1.50 1.60 2-60 2 .24 t.20 1.r0 1.40 r. 50 1. s0 1. 90 2.20 2.40 I .20 1. 10 1. 40 0. 80 2.50 2. 50 2 .20 1.40 1.50 1. ?0 2 .20 2, 00 1.90 2.40 2 ,14 1.50 2 .00 1.60 1.90 1.50 1.80 1 ,80 3. 88 4 -42 3. 95 4.94 4 -94 s. 38 5.66 5.50 6.12 4. 65 4.A2 4 .44 4.46 3.48 2.59 3-03 2.50 4 .05 1.15 2.33 4 .00 5. 91 6. l1 5.11 5. 40 6. 31 7.05 6.17 6.08 5.92 5. 06 3.70 7.14 3.36 5.85 1.52 1.89 2.55 1.00 0 .62 o -12 o .92 0. 85 L.O2 1,99 4.23 1.23 0 .52 0. 61 0. 38 1.73 1. 10 1.25 0. 69 o -64 0.66 0.69 0. 56 0. 59 1.14 0. 99 0 .92 0.45 0.59 0.49 0.48 0.39 0.55 0. 53 115 115 r15 r15 115 115 115L5 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 11S 115 115 115 1r5 115 1r5 r15 115 115 115 11.5 120 t20 t20 125 125 125 125 125 120 115 120 125 125 125 t20 125 125 125 125 12s r25 t25 125 ).25 125 125 130 t25 125 Liquefy. sum.00 0.00.00 0.00.00 0.00.00 0.00 . 00 0.00 .00 0. 00.00 0.00.00 0,00.00 0,00.00 0.00.00 0.00.00 0.00 . 00 0.00.00 0.00.00 0.00.00 0.00 . 00 0.00 , 00 0.00 ,00 0.00.00 0.00.00 0.00 . 00 0.00.00 0.00 . 00 0.00 . 00 0.00.00 0.00.00 0.00.00 0.00 . 00 0.00.oo 0.00.00 0. 00.00 0-00.00 0.00.00 0.00.00 0.00.00 0. 00 -00 0.oo.00 0.00.00 0.00.00 0.00,00 0.00.00 0.00 . 00 0.00 . 00 0.00 . 00 0.00.00 0.00 . 00 0.00.00 0.00 . 00 0.00.00 0.00.00 0.00.00 0.00 . 00 0.00.00 0.00.00 0.00 -00 0.00.00 0.o0.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00 . 00 0.00 .00 0.00.00 0.00.00 0.00.00 0.00.00 0.00 0.50 0.50 0,50 0. 50 0.50 0.50 0.50 0.50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0. 50 0.50 0. 50 0. 50 0.50 0. 50 0.50 0. 50 0. 50 o. to 0. 50 0.50 0. 50 0. 50 0. 50 0.50 0.50 0.50 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0.50 0. 50 0. 50 0.50 0.50 0. 50 0. 50 0.50 0.50 0. 50 0. 50 0.50 0.50 0. 50 0. 50 0.50 0.50 0. 50 0. 50 0.50 0. 50 0. 50 11.20 9. 50 11.50 11.50 9.90 8,00 17. 30 11.40 8.50 7.50 23,1a 30. 10 35 ,20 33. 60 35. 20 41.20 31.20 22.30 29.60 33. 80 13.24 13. 50 19.50 32 .10 2t.90 105 - 50 131.30 83.r0 120.40 t18 .20 194.80 153 . 70 177. t 0 185.60 110.70 55.80 97. 30 210.80 229.34 208.00 144.10 221 .00 175.70 203. 00 233.00 259 .40 1r9.40 358.70 321.10 221 .34 242 .40 293.30 349.00 335.80 324 .80 392 .90 409.40 325.30 340.00 Modify Roberrson method [enerat- iines from qclfs Inputted Eines are no! relevant Output Results: settlement of Saturated Sands=o. 65 settl.ement of Unsaturated Sands=o. Total Selllemenl of Saturated and rn. 02 in. Unsaturated Sands=o. 58 i.n Paqe 2 I E t ,t 05t 0 ar'08i 0,8 0 090 T9 0t9 0 99 0 99 0 99 0 990 99 0 99 0 99 0 99 0 990 99 0 99 '0 99 0 99 0 99 0 99 0 99 0 99 0 99 '0 99 0 99 '0 99 0 99 0 990 99 '0 99'0 99 0 99 0 99 '0 990 99'O 99'0 99 0 99 '0 99 0 99',0 99 0 99'0 990 99'0 99 ',0 99 0 990 990 99 0 99 0 L90 a90 19 0 L9'0 L9'0 L9'0 190 890 890 89'0 89',0 890 89'0 890 890 89'0 890 E a6?d o0 0 00 0 000 000 00'0 00' o 00 0 00 0 00 0 00 '0 00 0 00 0 00 0 00'0 00 0 00 '0 000 000 00'0 00' 0 00 '0 00 0 00'0 00'0 000 00 0 00'0 00 0 00 '0 00'0 00 0 00'0 00-0 00 0 00 0 00 0 00'0 000 00 0 00 0 00 0 00-0 00 0 000 00'0 000 00 0 000 00'0 000 000 000 00 0 00'0 00'0 r0 0 r0 0 10' 0 r0 0 r0 '0 r0 0 10 0 10 0 T0 0 r0 0 T0 0 T0 0 I0 '0 T0 0 10 0r0'0 200 ?0' a t€ 0 6€ 0 er'0 8r'0 ,E 0 09.0 19 '0 ,9 0 99 0 99 0 99 0 99 '0 99 '.0 99 0 99 0 99 '0 99'0 99 0 99 '0 99 0 99 0 99 0 99 0 99 '0 99 0 99 0 99 0 99 0 99 0 99 0 99 0 99 '0 99 0 990 99 0 99'0 99 '0 99'A 99 -0 99 '0 99 0 99 0 99 0 99 '0 99 0 99',0 990 990 99 0 99 0 99 '0 99 0 99 0 99 0 990 99 '0 99 '0 99 0 99 0 99 '0 99 ',0 99 '0 99 '0 99 0 99 '0 99 '0 99 0 99 '0 99 '0 99 0 LZ' TaI l 6b l oz'r .01 0*I6 0 T€'I.ra 0 00 9 00 9 00 9 00 9 00 9 00 I 00 9 00 s 009 00- I 00 E 00 5 00 I 00 s 00 I 00 9 00 5 00 s 00's 00 s 00 9 00'9 00 s 008 00 6 00's 00 s 00s 0o' E 00 s 00'E 00s 00's 00's 00s 00s 00'E 00'g 009 o0's 00'g 009 00'g 00'E 00'E 00'E 008 00's00s 00s 00'E 00'9 00's 00E 00's 00's 00'g 00900s o0'E 00'E 00 s 00 '9 00s 009 09 '0 09 0 0s 0 0s0 0s 0 0E 0 09 0 09 0 09 0 0s 0 0s 0 05 0 0s 0 09 0 09 0 6r'0 6r'05r'06' 08''0 8r'0 sr'0Lto Ln'0 Lb'0 9r'09t 0 sr'0st 0 9t'0rt'ott'0t, 0 €r'0 zb0 zv'0rt 0rt 00, 0 0r'0 6C 0 6C 08t 0 rE '0 r€ '0 r€ 0 rt '0 L€'O le '0 L€ .O rt '0 Le 0 Le 0 8t '0 8e 0 8e '0 8t 0 8C '0 8C 0 8€0 8€ '0 8€ 0 8€ '0 8t '0 8C 0 8€ -0 8e 0 8€ 0 8E '0 8e '0 8C 0 8€ '0 t9 0 LE'O 9L 0 09'0 Ee'09' 0 99 0 Le 0 002 002 002 002 o0z002 002 00 z 002 00' z 00' z 002 0az 002 00'z 00 z 00 'z 00 'z o0z o0z 00'z002 oo' z00't 002 00 2 00'z 002 00 2 aoz 00 2 ooz 00'z oo'z 00'z ooz 0a'z 00 z 002 00' z 00'z o0z o0'z 00'z 00'z 002 L90 sz' 0 00'z o0'z 00-z a0'z 00'zooz 00'z 88-Z 88'Z zL z €8 Z 882s8z 1S 'T aa'z 88 2 88Z tc 9t E8'S€ eE 9te8'ir €€'ra c8 €e Er '€t cS zE ee zt E8'I€ TE'IE a8 0t e€ 0€ ES 6Z ee'62 ta'82tt'82 tS LZtt Lz e8 92 €€ 92 ES SZ EE'SZ t8' ,ztt tz €8 ez EE'EZ t0' zztt zz tB' 1Z ET'TE e8 '02 et 0z €8 67 EE'6I e8'81 ET'87 E8 'LT EE'LI cs 9T t€'9r c8 9r€t'9rtS rr €E''T a8 er EE'EI €€ zrtt' zrE8'II EE'I1 c8 0T CE'OI 18 6 €€ 6 E8'8 e€'8 €8-L EE'L E8 9ta 9 E8S eE 9ef i t8 a cc € E8Zet'zt8 T Et'1 €8 0 Et 0 ,UI ^:p-S 1e6 1J ur8af, q1de0 (17 S sITP S 'ur 6tr'0 ot 0r6 ums If 3nb !'I '3 sllsf, .0=luaualtfes TPr tuefalf Tq I I I t I T I I I I n I I T T T T I I Llquefy. sum 35.83 37.33 37. 83 38. 33 38.83 39.83 40, 33 40.83 41.13 41.83 42-33 42.43 43.33 41 .83 44.33 44 .81 4s. 33 45.83 46.33 46.83 41.33 47. 83 48.33 48.83 49.33 49.83 0. 75 0.45 2.00 0.28 0. 83 t.02 0. 78 0.59 1.10 0.68 0. ?0 t.00 1- 54 2 -90 1.73 0.98 t -2L 2.23 ?.49 2 .44 2.86 2.462.t9 2.54 2.80 0. 50 o. 50 0. 50 0.50 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0.{9 0.49 0.49 0.49 0.49 0.{9 0-49 0.49 0.48 0.48 0.48 0. 48 0.48 0. 48 0. 48 0.41 1. 50 0. 91' 5.00 0. 55' 1. 56 2.05 1. 19 2.22l. 3? 1.42 2.04 3. 14 5.00 5.00 3. s4 2. 01 2.48 4.60 5. 00 5.00 5.00 5. 00 5.00 {.59 5.00 5.00 0. 31 0 .21 0.26 4.24 0. 1? 0.16 0. 14 0. 08 0. 08 0.07 a .02 0. 01 0. 00 0.00 0. 00 0. 00 0. 00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. o0 0. 31 0 .2'l 0.26 0.24 0. 1? 0. 15 0. 14 0.08 0. 08 0 .07 0.02 0,01 0. 00 0. 00 0. o0 0. 00 0. 00 0. 00 0. 00 0. 00 0. o0 0.00 0. 00 0. 00 0.00 0.00 0-00 ' : :t.. -, ..t t_.. . -. . Units: Unit: qc, ft; Settlement = in. fs, Potent ia1 Zone CRR rs lieited lo 2, CSR Is lrmited to 2) Stress or Pressure = atn (1-0581tsf); Uni! weight pcf; Depth 1 atm CRRm CSRsI (atmosphere) = I tsf llonlft2) Cycfic resistance ratio from soilscyclic stress ra!ro lnduced by a given earthquake (with user request E. S. -CRR n/CSRsf factor of safety) F- S,s sat S-drY S all NA!iq Settfement from saturated Sands settlement fron unsaturated sands Total Settlenent fron Saturated and Unsaturated Sands No-Liquefy Soils Eac!or of Safety agains! liquefaction, Page 4 I T I I T I I I LIQUEFACTION ANALYSIS Christ Our Savior Hote No.=CPT-2 Water Depth=S ft Surtace Elev.=4O Magnitude=6.6 Acceleration=0.59g $) Shear Stress Ratio 0 Factor of Safety01 5 Settlemenl 0 (in.)1o 0 10 20 30 S=121 in 5A saturated -unsaturat. - cRR _ CSR fs.t- Shaded Zone has Liquefaction Potential 60 l------------ fs1=1 II > 70 d I l-GEOTECHNICAL SOLTITIONS, INC.CPT.2 I I I I I i I I I tlI I I I I I I ,l I I I I D-3885-06 0o66000000 000000000 oooooooo600000000000000000000 oo o <Joo o ooo ooo o o o oooo ooooooooooooooooooo ooooooooo 6NiOOdr@C.r.- E E ; ro I < u!-a o oa2 oE ooo'k...c rr .a -or!ootr!! co..q o '! o rD.a ozo q.-r!>,cE>c 5 ('} ! ! ocd o c u '!, o dol!.40auoo!.ac!4'E Eo.!4()p(,)!ciaao apro!ooo!,arrecJ >n) aEooEocrc6 rl, uo,noo0,e!oop!!oEFpcq!ooooe 0 i.a q, oac o(J(,l'it!a,-or .,.d .JLl, Ol.lor coz ob o.E 6 lr, 'lrD a, o n.,, J(tr o o.c i tn@l.nrr n l6@q d c o I ..&lH . rl, oo olrlcrottu ra.cl(uo s 6HrlrC . r rD! tl '!,na>Fi rrl.orro. o o ar{, roi u E.-r -{ i o.af,r I a-o ora!{.rrl!ilul!0)ooot<Er(J,,oz d l'tt6 .( ! r. .c.e..r+rar!rDiL.rJIl! r.i or!!xq r,roorao'!ln0a.ntolltt2,t,!2 iq .E. o= o , Eor.J }E ? oa6@6NN66o 14.60 15.09 15.58 16.08 16.57 1?.05 1?.55 18.05 18. 54 19. 03 19.52 20,01 20. 51 21. O0 27.49 21.94 22.41 23.46 23.95 24.44 24.94 25.43 26.4t 26.90 21 .40 21 .89 2S.38 2d.81 29.36 30.35 30. 84 31. 33 32. 8l 33,30 34.29 34-78 15 .21 35.75 36.25 36. ?5 3'7.24 3?. 73 38 -12 39.21 39. l0 40.19 40.68 41.18 4l -61 42.16 42.65 43.15 43.64 44.13 44 .62 45.11 46- 1,0 45.59 47.08 41 .51 48. 0? 48.55 49.05 49.54 so. 04 1 .20 1.10 ?.90 6. {0 5.50 5. s0 4.30 5.90 5. 80 5.80 6.24 6. 80 7. 50 7.80 8.60 9 .10 ?. 00 10. 10 18.60 25. 50 22.10 53.00 34. r0 30-60 37.50 34.30 34.90 31- r0 32.40 1t.!0 9.60 11. 10 84.00 103. 50 73.t0 50.70 28.80 t22.00 133.20 120.40 12t .90 r14.40 98 .40 127. 10 150. S0 90. 50 33. 70 I47. 90 211.30 107. 10 117. 90 183,90 219.30 269.10 230.10 217. 50 205.10 2t2.34 233. 00 2i5.10 2t0 .20 224.40 215 . 00 202.20 203. 90 223.30 241 .90 243 .54 55. 30 25.40 18. 30 21 .60 87.50 Liquefy. sun 115. 00 0. 00 115.00 0.00 115.00 0.00 11s.00 0. 00 115.00 0.00 115.00 0.00 r00. 00 0.00 115.00 0.00 100 - 00 0. 00 115.00 0. 00 115. O0 0.00 115 .00 0. 00 r15 . 00 0. 00r15.00 0.00 115.00 0.00 115.00 0.00 115.00 0. 00 115.00 0.00 115.00 0,00 115. O0 0.00 115.00 0.00 115.00 0.00 115.00 0,00 115.00 0.00 115.00 0.00 115.00 0.00 11.5.00 0.00 115.00 0.001r5.00 0.00 115.O0 0.00 115.00 0.00 115.00 0.00 125. 00 0. 00 12 5.00 0.00 120 , 00 0. 00 120.00 0. 00 115,00 0. 00 12 5.00 0.00 12S-00 0.00 125. 00 0 .00 125. 00 0.00 125.00 0.00 r20. 00 0. 00 125 - O0 0. 00 12 5.00 0. 00 120. 00 0. 00 115.00 0. 00 12 5.00 0.00 125.00 0. 00 120. 00 0.00 120. 00 0.00 125,00 0.00 125.00 0. 00 125_00 0.00 125. 00 0. 00 12 5.00 0.00 125.00 0.00 125. 00 0.00 125. 00 0. 00 125.00 0.00 12 5.00 0.00 12 5.00 0.00 12 5.00 0.00 125-O0 0. 00 125.00 0.00 125.00 0.00 r25 . 00 0. 00 125 - 00 0. 00r20.00 0.00 115,00 0.00 115 . 00 0. 00 r 15. 00 0.00 120-00 0.00 0. 50 0. 50 0. 50 0_50 0. 50 0. 50 0.50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0, 50 0.50 0.50 0.50 0.50 0. 50 0. 50 0. 50 0. 50 0, 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0-50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0, 50 0. 50 0-50 0. 50 0. 50 0.50 0.50 0.50 0. 50 0. 50 0- 50 0. 50 0. 50 0. 50 0. 50 0.50 0.50 0. 50 0.50 0. 50 0. 50 0. 50 0-50 0-50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 40 0.40 0. 40 0.40 0. {0 0.30 0.40 0.{0 0.30 0.30 0, 40 0. {0 0. 40 0. {0 0. 40 0.20 o .20 0.90 1.00 1.70 2.10 1,60 1. {0 1.80 1,80 2.10 2. t0 2.00 I .00 0. s0 0.90 0.l0 0.80 7 .20 1.40 r.80 1.20 1. 10 1, 50 0.70 0. 80 1. 80 L .20 1.00 1.30 1.50 2.00 1.20 r.90 2, ).0 1.90 1.60 1.90 2 .10 2.80 1. 70 1.90 3.00 2,40 2 .20 1. 40 1. 30 1.r0 1.90 2,70 2.10 2 .20 1.50 0.60 0. 50 1 .10 1.80 5.94 5. 19 5.06 6.25 6. 15 1 .21 5.98 6 ,14 5.90 5. 17 4.84 s.88 5. 33 5.13 4.65 4 .12 2.86 1. 98 4.84 3. 91 1 .49 5. 09 4 .69 4.58 {.80 5.25 6.02 6 -15 5. 1? 6.90 5 -21 8.11 0.83 0.?? 1.5{ 2.31 6.25 0. 98 0. 83 7.25 o. 55 0.70 1.83 o. 94 o.65 1.44 4.45 1. 35 0,5? 1.l7 1.78 1.03 0.57 0. 70 1.17 1.29 0.82 0.89 1.29 1. 12 1.05 4 ,62 0.60 0, 69 0. 93 L.21 0.85 0.90 2.45 2.36 6. r5 2.06 Modlfy Robertson nelhod generates rin-s from qclfs Output Results i settle,nent of saturated sands=1.21 in Page 2 Inputted fines are not relevant E u r oooooooooooooooooooooooooooN o o o o o o o o o o o o o o o o o o o o o o o o o o o o oo o o o o o o o o o o o o o o o o o 6 c; d cj c; c; c; d .; c; ci <; d c; .; d €i c; c; c; c; cj c; c; c; ci c; c; .j c; cj d cj .j j d "j <j cj c; ; .; d .j .; d ; d g, ariooooooo oooo6l .{$r- ooooooooo{@ooooooooo\oooooooooo 0006000000 oooooooooo i @ o @ q o o o o @ $ o o o o €r o o o o o o o o o o o o c, c, o o o o o o o o o ooocrooooooooooooooooooooooooooooooooooooo crNN.larc{NNNN @oo'anooidN..r ooooooooooo "j .'j .:.:"i 1.':."1 .r'': t 1"t ":':.'t':11111'lli ; ,.j I I o6 Jd E; AE gE E(o O I'ITIIIIIIIIII'IIII Liquefy. sum 35-83 35.33 36. 83 37. 33 37.83 38. 33 38.83 39. 33 39. 83 40.33 40.83 41.33 41,83 42.33 42.83 43.13 43. 93 {4.33 44.83 45.33 45.83 46.33 46.83 {?.33 {7. 83 48. 33 48- 83 49.31 49. E3 0.45 0. 53 0.32 2. 00 0.68 1. 14 0.45 0. 52 0.8.7 2.31 1.4't 1. 34 1.08 I .05 1. 30 1.23 0.89 0.9,{ 0.90 0.'7 a 1.00 r. 30 1.53 0. 83 2.O0 2.00 2.04 2.40 0,53 0, 63 0.53 0 .52 0 .52 0 .62 0 .52 0 .62 0. 61 0.61 0, 61 0. 51 0.50 0.60 0.60 0.50 0. s9 0. 59 0. 59 0. 59 0. 58 0. 58 0. 58 0. 58 0. 5l 0. 57 0.5? 0. 57 0. 56 0. 71' 0.85' 0. 51. 5. 00 l. 09 1.83 0.74r 0. 8s, \.42 3 .ls 3. 38 2-43 2.22 1. 80 1. 75 2. L8 2.01 r. 50 1.50 1. 54 1-21 1- 12 2.66 1.44 5.00 5.00 5.00 5.00 0.45 0. 39 4.26 a.26 0.25 o .22 0. 17 0. 1s 0. 14 0. 14 0. 14 0. 14 0. 14 0. 13 0. 13 0. 13 0. 13 o .L2 0. l1 0. 08 0.05 0, 06 0.06 0.05 0.02 o -02 o -02 o.02 0. 00 0.00 0.00 0.00 0. 00 0. 00 0. 00 0.00 0.00 0.00 0. 00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0. 39 0 .32 0.26 0.26 0 -25 a.22 0. 17 0. 15 0. 14 0.L4 0. 14 0.14 0. 14 0.13 0. 13 0. 13 0. 13 0. 12 0. 11 0. 08 0.0 6 0.06 0. 06 0.06 0 -02 0.02 0.02 0.02 . E.S <1, Liquefac!ion Potential zone is limited to 5, CRR is liftited to 2 , csR rs limited to atn (1.0581tsf); UnitUnits: Unit: qc, fs, ft; settlement = ln- Stress or Pressure = 2) l,lergh!pcf; Depth 1 attn (atnosphere) = I tsf lxon/tt2tCRtun Cyclic resistance ratio lrom soils CSRsf Cyc]ic stress ratio ioduced by a given ealthquake (rdi th user request E. S. =CRRm/CSRsf facto! of safety) S_sat s_d!y S all NaLiq settle,nent from saturated sands Settlement from Unsaturated sands Total Settle$ent from satuaaled and unsaturate<l sands No-Liquefy soils Eactor of Safety against liquefaction, Page 4 I T T I I I T I I t I T T I T I I I t ! I I I I t I I LIQUEFACTION ANALYSIS Christ Our Savior Hote No.=CPT-2 Water Depth=l4 ft Surtace Elev.4O Magnitude=6.6 Acceleration=0.599 (ft) Shear Stress Ratio 0 Fac{or of Safety01 5 Settlement 0 (in.)10 0 10 20 30 40 S = 1.41 in 5A Saturated -cRR _SR fsr- Shaded Zone has Liquefaction Potential 60 I t/ I 70 t g T fJ-l CEOTECHNICAL SOLUTIONS, INC.D-3885-06 CPT.2 l I I I I I I I I ) =- l I I LIQUEFACTION ANALYSIS SUMMARY CoPyrrght bY Clvi ]Tech Soflware wrrrr. civl Ltech. con 8:55: Proj ects \New Eon!: Courie! New, Regular. Sj.ze I is recomnended for this report Licensed to , 1/),1/2018 Liquefy. sum 22 AH Prol ects \D- 3885 -06 Christ OurInpul File Name: z: \2018 savio! \ Lique fact i on\cPT-2_1{ . I iqTitle: Chrisl Our SavioE Subtitle: Surface E1ev. ={0 HoIe No.=CPT-2 Depth of XoIe= 50.20 ft Water lab1e du!ing Earthquake= 14.00 ft tlate! Table during In-Situ Testing= 14.00 ft i1ax. Accelelation- 0.59 g Earthquake Magni.tude- 5. 50 Inpu! Data: Surface E1ev. ={0 Hole No. =CPT-2 Depth of HoIe=50.20 ft fat.r T.b1e durinE Earthquake= 1{.00 ft 14.00 f rEater ?!bIe dr]ring In-Si,tu Testlng= Max. Accel.eration=o.59 g Ear!hquake I'lagnitude=6. 60 No-Liquefiable Soils: C!, OL ale IN-SIEU TESt DA!A: Depth qc fs ft atm atm Rf Pcf ga,nma I 1. cpT Calculation ilethod: Modify Robettsonr 2. settlenent Analysls Method: Tokj'matsu/Seed3. Fines Correction for Liquefaction: |{odify Sta!k/Olson 4. Fine Correclion for Settlenent: During Liquefaction' 5. settlenent Calculation in: All zones' 9, user request factor of safety (aPply to csR) , User= 1 Plot one csR culve (f51=1) 10. use culve Snoothing: Nor Reconunended Options Non-Lrq. Soil 0. 33 0.82 1. 31 1.80 2.30 2 .19 3 .24 3,'71 4 .21 4 .16 5.2 5 5.',74 6-23 6.13 1,-tl 8.20 8.69 9. 19 9. 68 10.1? 10. 66 11.16 11.55 72.t4 t2 .63 t3.12 L3.62 14.11 610.70 192. 30 59. s0 29.20 41.40 59 .10 89.90 50. 40 4S.50 32. 50 t7,60 24.30 22 .A0 11. 00 12 -10 11.50 12 .90 37. 30 35. 80 13.?0 1 .60 4.50 4.70 4.60 5.40 5. 80 6.90 ?-80 1-10 2,40 3, 80 3.00 1.70 2.30 1, ?0 2.40 2.80 2 .50 1,90 1.40 1.s0 1.40 t .20 0. 90 0. 80 0. 80 0. ?0 0.90 0.80 0.40 0,,40 0. 40 0.30 0. 30 0. 30 0.30 0. 40 0. 50 0. 39 1.98 5 .04 6. 03 5.36 2.44 2 .61 5. 56 5. 35 s.85 7.95 6.1'1 5. 14 6.96 5.20 1.88 2.45 5.8{ 5.26 8.89 8.5I 6 .52 5.S6 5. 1? 4.35 5.13 6.49 130. t25 . 120. 115 . 115 . r20. 120. 120- 120. r15. 115 . r15. r15. 115 . 1.15 . 120 . 120. 115 . 115 . t 00. 100. 10 0. 115 . 115. 115 . 115 . 115 . 00 000000000000 000 000000000000000000000000 000000000000 000 0000000000 00 000000000000 0000000 .00 ,00 .00 .00 .00 .00 .00 .00 .00 ,00 .00 .00 .00 .00 .00 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0,50 0. 50 0. 50 0. 50 0. 50 0. s0 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. s0 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. s0 00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ,00 .00 .00 Page I I t I E I I I I I n E I T I I T n n I 14. 60 15. 09 r5. 58 l.6.08 15.51 11.06 17. 55 18.05 18.54 19.03 19.52 20. 01 20.51 21.00 21.49 21.94 22 - 4'7 21.45 24 .44 24.94 25.43 26.41 26.90 21 ,40 21 .49 28. 38 2A.81 29.36 29. B6 30. 35 30. 84 31. 33 3r .83 32.8r 33. 30 33. ?9 14.29 34 .-78 35.21 35.76 36.25 35.15 3',7 .24 3-7.l3 3A.22 JB .12 39.21 19. ?0 40.19 40. 68 41.18 41.61 42.15 42.65 43.15 43. 64 44.13 44 .62 45.11 45. 61 46.10 46.59 {?.08 41-51 48-07 48.56 {9.05 49 ,54 50.04 1-20 1 .10 ?.90 6.40 6. 50 5. 50 4.30 s. 90 5.80 5.80 6.20 6. 80 7.50 7.80 8.60 9. 10 7.00 10. 10 18.50 25.60 22 .10 53.00 34,10 30.60 37.50 34. 30 34 .90 31.t0 32.4A 14.50 9.60 11. 10 84. 00 103.50 13. 10 50 .'t 0 28. 80 122.00 133.20 r20.40 t2'7 .90 114.40 98.40 l2't . \0 150.80 90. 50 33. r0 147.90 211.30 107. 10 117.90 183. 90 219 .34 259.10 230.10 2).',7 .50 206.10 212.30 233.00 215 . 10 2la .20 224 - 40 215.00 202.20 203.94 223.30 241 .90 243 .60 65. J0 25.40 18. 30 21 .60 8?. 50 0. 50 0.40 0.40 0.40 0.40 0.40 0. 30 0,40 0.40 0.l0 0.30 0.40 0. 40 0.40 0. 40 0.40 0.20 0.20 0.90 1 .00 1.?0 2 ,10 1.60 1.40 1 .80 1 .80 2. to 2,10 2.00 1.00 0. 50 0.90 0.70 0.80 1,20 1.40 1.80 1.20 1. L0 1.50 0. 70 0.80 1.80 1.20 1.00 1. 30 1. 50 2.00 1.20 r..90 2.10 1.90 1.60 1.90 2 .10 2.84 1.70 1. 90 3.00 2 -40 2.20 1.40 1. 30 1.40 r.90 2. to 2. t0 2.20 i.50 0.50 0.50 1. ?0 1.80 6. 9{ 5. 19 5.06 6 .25 6. 15 1 .21 6.98 6. 78 6.90 4 .84 5.88 5.33 5. 13 4. 55 4 .12 2 -A6 1.98 4.84 3. 91 1.49 5.09 4.59 a. 58 {.80 5 .25 6,02 5. ?5 6.11 6. 90 5. 21 8. 11 0. 83 0.11 1.54 2-3L 6.25 0.98 0.83 0.55 0.70 1.83 0. 9e 0.66 1.44 4.45 1,35 0.5? 7 .11 t. r8 1.03 0. 57 0. 70 1.1-7 1 .29 0 .82 0. 89 ]-29 r .72 1.05 0 .62 0.60 0. 69 0. 93 t -2t 0.85 0.90 2.45 2.36 2.'t3 5.t5 2.06 115.00 115 . 00 115.00 t15.00 115.00 r15.00 100.00 115.00 100.00 115.00 115 .00 r15.00 115.00 115.00 115.00 115.00 115.00 115.00 115 . 00 115.00 115.00 115.00 115.00 115.00 115 . 00 115.00 115 . 00 115.00 115.00 115.00 115.00 115.00 125.00 125.00 120.00 120. 00 115 . 00 125 - 00 125. 00 125.00 125.00 125.00 120. 00 125 .00 125. 00 120.00 115 - 00 125 .00 125.00 120.00 120. 00 125.00 125 .00 125.00 125. 00 125.00 125.00 125.00 125.00 125. 00 12s.00 125. 00 125.00 125.00 125.00 125.00 125.00 125.00 115.00 115.00 r.r5.00 120.00 0.50 0. s0 0. s0 0. s0 0-50 0. s0 0. 50 0. s0 0. s0 0. s0 0. 50 0. 50 0.50 0. 50 0.50 0- 50 0. 50 0. s0 0. 50 0. s0 0. s0 0. 50 0. 50 0. 50 0. 50 0. 50 0. s0 0. s0 0. 50 0.50 0. s0 0.50 0. 50 0- 50 0. 50 0.50 0. 50 0.50 o. s0 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. s0 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0.s0 0. 50 0.50 0. 50 0.50 o. 50 0. 50 0.50 0. 50 0.50 0, 50 0. s0 o. 50 0. 50 0.50 tiquefy. sum 0 .00 0.00 0. 00 0.00 0.00 0. 00 0. 00 0.00 0.00 0. 00 0. 00 0. 00 0.00 0. 00 0. 00 0. 00 0.00 0. 00 0.00 0.00 0.00 0,00 0.00 0.00 0. 00 0. 00 0. 00 0.00 0,00 0. o0 0.00 0.00 0.00 0.00 0. 00 0. 00 o. 00 0.00 0. 00 0.00 0.00 0.00 0. 00 0,00 0.00 0. 00 0. 00 0.00 0.00 0.00 0. 00 0. 00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0. 00 0.00 0.00 0.00 0. 00 0. 00 0. 00 0.00 0.00 0.00 0.00 0.00 uodify Robertson method generates Fines from qclfs. rnpu!ted Fines a!e no! relevant- Outpu! ResLrIts: settlemenr of saturated Sands=1,40 rn Page 2 r I n I I I t T I T T t I E r I T T I oooooooooo{$ssss$s!ts oooEoooooo ooooooooooo -o o o o o o o o o o o o o o o o o o o o o o oo o o o o cro o o o o o o o o o o o o o o o o o o o o o .; d d .j .; .; .j .j .; .; c; d d d .j d d d c; ci d d .; c; .; d .; .j .j d .j d d d .; .i d .; .; d "; d "; d d .; .j .; .; d c; c; d c; <; d d c; d o d d d .; d d d d .; .;.j g oooooooooo oooooo6i66 oooooooooooooooooooooooooooooooooooooooooooooooooooooooooooooooooooooo 66rtl,166r'6@6 <rooooooooo n60rooooo+aooooooooooooooooooooo60000000000C)000000o o o o o o o o o o o o o o o o o o o 6 0 0 0 0 0 0 0 0 0 () .i- ! lc oo.a o!LaFo orr III-IIIIIIIIIIIITIT Liquefy. sum 35.83 36.33 35.83 37.33 3.7.83 38. 33 38. 81 39.33 3 9.83 40.33 40.83 41. 3l 41.83 42.33 42.83 43.33 43.83 44.33 44.83 45.33 45. 83 45-33 46.83 47.33 47-83 48.33 48.83 49.33 {9.83 0.37 0.43 0. 28 2. 00 0. 5s 0.85 0. 39 0.45 0. 70 1-73 1.55 1.17 1. 07 0. 84 0. 8s 1.05 1. 00 0. 73 0. 74 0.7t 0.61 0.82 1.06 t.2a 0.69 2. 00 2.00 2 .00 2.00 0. s0 0. 50 0. 50 0.50 0.50 0. 50 0. 50 0.50 0.50 0. 50 0.50 0.50 0.50 0.49 0.49 0.49 0.49 0.49 0.49 0.{9 0.49 0.49 0.{8 0.48 0.48 0.48 0.48 0.48 0.48 0.58 0. 51 0.53 0.47 0.46 0.4{ 0. 39 0. 34 0 .29 0.28 0 .28 0 .28 0 .28 o -26 o.24 o.24 a .23 0.23 0.20 0. 16 0. 11 0.0? 0. 07 0. 07 0.06 0. 02 o.02 0.02 0 .02 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0. 00 0.00 0. 00 0. 00 0. 00 0.00 0.00 0.00 0.00 0. 00 0,00 0.00 0.00 0.00 0.00 0 0 0 5 1 t 0 0 1 3 3 2 2 L I 2 2 1 1 I I 1 2 2 1 5 5 13. 86' 5 6* 00 10 1l 18, 89, 41 4'l L1 36 1? 59 '72 13 03 48 51 26 59 19 48 43 00 00 00 00 (F. S. rs Li que faction limited !o 5. Potent ia1 Zone cRR ).s linrted to 2 , csR is Linited to 2) atm ( 1.058lrsf ) , Unit tleight pcf, DePthIInrts: ft; settlement Unit: qc, fs,St!ess or Pressure I atm CRRm cSRsffaclor of safely) F. S. s_sat S-drY S-af I Noriq latnosphele) - 1 tsf {ton/ft2) Cyclj.c resistance ratio fEom soilS Cyclic stress ratio induced by a given ea!thquake {with user request F. s - =cRRn/CSRsf settlement fron gaturated sands Settlehent flom Unsaturated Sands Total Settlement flolrl saturated and Unsaturatecl Sands No-Lj.quefy SolIs Facto! of safety against liquefaclion, Page 4 0. 68 0.61 0.53 0 .41 0.46 0.4{ 0. 39 0. 34 0 .29 0. 28 0. 28 0 .2a 0. 28 0 -26 0.24 0.24 0 .23 0 ,23 0 .20 0- 15 0. 11 0. 0-7 0.0? 0.07 0. 05 o.o2 o,02 o -42 o.02 n t ! I I I I T t E n u t I T I I I I I T T T T T I I I t I I LIQUEFACTION ANALYSIS Christ Our Savior Hole No.=CPT-3 Water Depth=S ft Surtace Elev.4O Magnitude=6.6 Acceleration=0.599 Shear Stress Ratio 0 Factor ol Safety01 5 Settlement 0 (in.) 10 20 30 40 fs1= 1 S = 0.89 in 50 Saturated -Unsaturat - cRR _ CSR 1- Shaded Zone has Liquefaction Potential 60 I .=- I 70 GEOTECHNICAL SOLUTIONS, INC.D-3885-06 CPT-3 1 1 t, I I I r I I I I I I I I I I I I I tl -l tt I ll I II I I I 1 frt oooooooooooooooooooo o o o o o o o o o o o o o o o o o o o aoo0ooo<)600 000000000 d .; .; d .; .j d d d .; d ci c; c; ; c; c; d c; c; <; <j <i d c; c; ; c; c; tsE oooooooooooooooooooo $c {i60r oooooooooo 6030ao5N6N iooooooo qrFNriq\o@Hr E Oi -ct'rioll oaz oE .oooe.< r. a -o',oo!!rr co.iqo'!oorlo,'o qa!>lc>c 5()r{!oci o c o l!, o.ao'nioaqoo!.i c p.i l! E o,<o!o!.(.,o >o)o o o r o tt rD !Ed Eo o E o c, < '! c, (.) rr rr oo 0) Eu0,rDprr|JoEFpEC!0ro@oor o-a i Q, oi5 (J .& $r tt OJol zologt o ra |.1oo o(r-a, >tt r, ou,q { Et\o!op ! l6r\0 'ri d r! f, i ,. Irl H O tJlo oliN oE n r'd.cdcuoo o.e..a o.4 U) ll 6ll 5r!o!0,. r orr'd 'n l!->Fa !E.arDA O ll, iuo ,nd(.,:li.{i a).1!r i !n orxqi.rrl!du'!0r0root E o5,02 4 t ('6 .Ctrr 'ci..!rrD!{,il,,!'.1 'nFao!lJxrrr!rorr6,ol!l[o!(,roBtZl,lz >FA !E o I z 2/.A ; 5E =! E F. EI o-o\@60 AE r(r. IIIITIIIIIITIIIIIII 14.60 1S.09 15. 58 16.08 16.51 1?.06 1?. 55 18.05 18. 54 19.03 19. 52 20.01 20,51 21.00 2t.49 22.41 22.91 23.46 23.95 24 .44 24.94 25.43 25.92 26.41 26.9A 2t .40 21 ,89 28. 38 2A .81 29 ,36 29.86 30. 35 30. 8{ 31. 33 11. 83 32.32 32.81 33.30 33. 79 34.29 14.78 35.21 35. ?6 36 .26 36-15 37.24 31 .13 38.22 3e .12 39 .21 39.10 40.19 40. 58 41.18 41 . 6-l 42-16 42.65 43. 15 43 .64 44.t3 44.62 45.11 45.61 46.10 46.59 47.08 41 .51 48.07 48 .36 49. 05 49.54 50. 04 0. 30 0.30 0.40 0. 30 0. 30 0.40 0.40 0.40 0.40 0.40 0. 30 0.40 0. 30 0.40 0.40 0,40 0. 30 0.40 0.40 0. 30 0.40 0. 30 o .20 0.70 1.00 I .20 0.70 0.80 1.60 r.90 2 .20 1.30 r.80 3.60 4 .50 4 .30 5. 30 4 .80 4 .90 3. 30 1.90 2 ,20 2 .30 2-60 2.30 2.34 1. 50 0. 80 0. 70 0.50 0.50 0. ?0 0. 70 1.40 1.00 0. 60 0. 60 0.60 0.70 0.70 0.50 0. 80 2.00 2.90 r. 80 1.24 2.00 3.00 1.50 2.00 1.70 r.20 1.20 4.84 5.36 6. 15 5.08 5. 65 5. 80 5.48 5.88 5. l5 6 .61 5.36 6.90 5.36 5. 88 5.71 5. 80 4.r1 5. 19 5.00 3. 30 2.92 2.42 1.24 4. 58 3.94 6.22 2 .90 5. 88 5.13 3.86 2.90 0.90 1. 08 2.58 3.05 2.64 2.5',1 t.16 0.9s 1.r2 0. 99 0. 96 0 .92 0. 96 0. 64 0.34 0. 33 0 .21 0. 3? 0,48 0.33 0. ?0 o.52 0. 28 0. 34 0.40 0. 38 0. 38 0. 33 0. 35 1.35 3.42 4.62 3. 13 6. 80 3. 83 1 ,02 1. 54 3.32 4.14 5. 50 0. 50 0. 50 0. 50 0. s0 0. s0 0.50 0. 50 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. s0 0. 50 0. 50 0. 50 0. 50 0. 50 o. s0 0. 50 0.50 0. 50 0. s0 0.50 0.50 0. 50 0. s0 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0.50 0.50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. s0 0.50 0.50 o. 50 0.50 o. s0 0.50 0. 50 0. 50 0. 50 0.50 0.50 0. 50 0. 50 0. 50 0. 50 0.50 0,50 0. 50 0.50 0. s0 0. 50 0. 50 0. s0 0. 50 0. 50 0. 50 Liquefy. sum115.00 0.00 115. O0 0-00 115.00 0.00 115.00 0.00 100. 00 0. 00 115.00 0.00 115.00 0.00115.00 0.00 115.00 0.00 100.00 0.00 100. 00 0. 00 100. o0 0.00 100. 00 0. 00 115,00 0.00 115.00 0.00 115.00 0.00 115.00 0. o0 115,00 0. 00 115.00 0.00 115.00 0.00 115.00 0.00 115.00 0. 00 115.00 0. 00r15.00 0.00 115 . 00 0.00 115.00 0.00 115.00 0. 0o 115.00 0.00115.00 0.00 11!.00 0.tx) 120 . 00 0. 00 125.00 0-00 12 5.00 0.00 120. 00 0. o0 120. 00 0.00 120 . 00 0. 00 120.00 0.00 120. 00 0. 00 120.00 0-00 125. 00 0.00 125.00 0.00 125. 00 0. 00 125.00 0-o0 125.00 0.00 125.00 0.00 125.00 0.00 r25 . 00 0. 00 12S-O0 0-00 125.00 0.00 125. 00 0.00 125.00 0. 00 125 . 00 0. 00 125 . 00 0. 00 125.00 0.00 125. 00 0. 00 125 . 00 0. 00 12 5.00 0.00 125 . 00 0. 00 125. 00 0.00 125 . 00 0. 00 125 . 00 0.00 125 . 00 0. 00 125 . 00 0. 00 115. 00 0. 00 115 . 00 0. 00 115.00 0.00 115. 00 0.00 115.00 0.00 12 5.00 0. 00 120. 00 0. 00 115.00 0.00 115. 00 0. 00 1r 5.00 0. 00 Modi fy Robertson melhod generates Eines from qclfs OLltput Results: Settlenent of Saturated Sands=o.89 in Page 2 Input!ed Fines are nol relevant 5.20 s.60 6. 50 5.90 5. 30 6.90 7. 30 6.80 6. 50 6.00 s.50 5. 80 s.60 5. B0 ?.00 6.90 ?. 30 1.'t0 8.00 9. 10 13. ?0 12 -40 15. 10 15. 30 23 -40 19. 30 24.10 13. 60 27 .90 32. {0 75.80 144.10 165. 90 139.80 129.50 t4'1 .20 173. 10 182.00 190.90 187.70 200.40 197. r0 231.24 2't0.40 249 .90 239.14 234,44 238.60 210.00 r85. B0 134. ?0 144.50 211.60 199.10 192.40 2\5 .20 178.80 15r.60 185.70 182. 00 184 .20 231.60 146.80 84.80 39. 00 38. 30 29-40 78. 30 145.40 129,90 51.20 29.00 21. 80 u I I I l r t.t n ! T I E I t I T I I n o o o o o o o o o o o o Q o o o o o o o o o o o o o o oo o o o o o o o o o o o o 6o o o o o o o o o o o o o o o o o o o o o o o o o o o oo o o o o o o o o o o o d .; .; .; .j .; d .; .; .j .; c; .; c; d ci .; .i d .; o d rj d d .; .; d d .j cj d .; d c; d <j <; o d c; c; d ; ; c; d .; .i c; J c; .; c; d c; ci ; c; c; ; .; c; d cj ci c; cj d c; .; g rri-rro 6 rt6.a 6 @ @ 6 co @o@ 66@ @6ao @ Foooo600000000000000o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o B r.- d6!16666666 oooooooooo oooooooooooooooooooooooooooo r@@(n600aaN c; c; c;.;o;;I II Ilc ; lc E ci lt E AE qE G, III-IIIIIIIIIITII-I Liquefy. sum 35.83 36.33 36.83 37.33 37.83 38 .33 38.83 39. 33 39. 83 40.33 40.83 41.33 41.83 42.33 42.83 41.31 43.83 44.33 44.83 45. 33 45.83 45.33 46.83 47.33 41 ,43 48. 33 48.83 49.33 49.83 2.41 t. 93 I.58 1.55 1.50 1.11 0. 35 4.42 1.06 0. 88 0. 80 1.05 0.s6 0. 50 0. ,s 0. 64 0. 82 r.02 0.49 0.88 2,00 2.00 2.00 1.11 0. 51 0.57 2 .00 2.00 0.53 0. 63 0. 63 0 .62 0 .62 0 .62 0 .62 0. 51 0. 61 0. 61 0. 61 0.60 0. 50 0.50 0.50 0.59 0.59 0.59 0.59 0. 58 0. 58 0. 58 0. 58 0. 5? 0. 57 0. 57 0.5? a.5t 0. 55 .92 .08 .59 .49 .58 .19 ,28 .59' .68' ,13 .46 .32 .75 .93r .85' .21 .08 .40 .14 0. ?l 0 .11 0.'t'1 o.'11 0.l? o.?6 0.73 0.66 0. 58 0.53 0. 50 0.48 0.46 0. 41 0. 34 0 .2'1 0 .22 0. 15 0. 14 0. 1r 0.09 0.09 0. 09 0. 09 0. 09 0.05 0-00 0.00 0.00 0.00 0.00 0- 00 0_ 00 0.00 0.00 0_ 00 0- 00 0.00 0. 00 0. 00 0.00 0.00 0.00 0.00 0. 00 0. 00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 .73 .55 .58 .53 - 50 .48 .{6.{r .34 .22 .15 .14 .11 .09 .09 .09 .09 .09 .05 .00 .00 .00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 85' 3 3 2 2 2 I 1 0 0III 1 0 0 I 1 1 I 0 1 5 1 0 1 5 .17 .'7 7 .'7 7 .17 11 .51 .00 .00 .00 .93 .90* .01 .00 .00 * F. S. <1, (F. S. is Liquefaclion Potential zone limited to 5, cRR is limited to 2 Units: Unit: qc, ftr settlement = in. , CSR j.s linited to 2) atm ( 1. 0581tsf ) ; Unit 9Je1ghtfs, Stress or Pressu!e pcf; Depth I atm CRRm cSRsf (almosphe!e) = l tsf (ton/ft2) cyclic resistance ratio fron soils cyclic stress ratio ind\rced by a given Facto! of safety agaiost liquefaction, earthquake (with user request E. S. =CRRIiI/CSRSf factor of safety) S sat s]ary S all t6r,iq Settlenent from satuEated sands Settlement fron Unsaturated Sadds Total settlement fron Saturated and Unsaturated Sands No-liquefy soi Is Page 4 I I I I I E T I T E u E E n I t I E n I I T I T T I I T I LIQUEFACTION ANALYSIS Christ Our Savior Hole No.=CPT-3 Water DePth=14 ft Surtace Elev'40 Magnitude=6.6 Acceleration=O.599 Shear Stress Ratio 0 Factor of Satety01 5 Settlement 0 (an.)10 10 20 30 40 S = 1.17 an 50 Saturate(l -Unsalurat. - C R _ CSR fst- Shaded Zone has Liquelaction Potential 60 fs1=1 ( I I tttrrrrl B I 70 : T E GEOTECHNICAL SOLUTIONS, INC.D-3885-06 CPT-3 I I I I I I I I I I I III I I I I oooooooooooooooooooooooooooooo .; d .i - d d "j .; .i .i d .; .; d .; .; c; e; cj J .; .; c; c; c; .i c; cj c; g o.,ooo.,ooo a ooooooooooooooooooooooooooooo g@oooooooo600000000000 NrN60000000 iqd\sodor 6N@\oos600 11i11ti11ii1111ii11i119M111 E qE rg, I .q t !,d o rl oaz ot .,l o o!,, rJoo!!! c Eo q-p>.cc Ei o c o l!, o dol!.ioacioou.4cu...6 Eopcu!(Jpd(,o a!!o!rlrorD!aculrca >0,o o o ! o l,(l) r64EL|OEAEaC.!o orurrouo<)40 d Euaau,uueF9EC!rDOoOa i.r d-a o oiif o(-)vlLl&oDor (r,.d o to-ao ,-l c oz -t3C ao !-loo o lyr, o (J.c .r 51@ rJ l' t610q n l6l . dH e 6o crlaN 61arl r d.cccuoo o .r.e o.i oi o ! l..a cn 6 f , , p cn o).. o!! l!,!d>Fd !EOoorooroo lni u :r .-a .-t .-r rD .d -or r,Jrle.q 'n d u 6 o, 0r o oFH o ,,0z 4 t tl! .c I n .c.4. qorJoar.eFl 6!]io!rrxrirrrSorDrrra.!.!o 'n(,lollElrrz(/)EOBBEln o t ,OI t! * o ' dti , o.I a3r =u. >:qI 50 IEIEr U).< o | ! l oo. . !i >F.C I o+ Fla o I a, 4i0,r ri z>! r I,. 4d: . 0)oi r E E(Jr3 ' oEott6.6! . tti..: . o>Ho,i JO l(,} &d 3- z ,Ho aolJoo !(rCU rr. J e - f r -r rI Ir I - Ia 7-M A D -l I a r 14.60 15.09 I5.58 16.08 r6.57 17. 06 1?.55 18.05 18. 5{ 19. 03 19.52 20. 0l 20. 51 21.00 21.49 2r.98 22.41 22 ,91 23 .46 23.95 24 .44 24.94 25.43 26-4L 26.90 21 _40 21 .89 28. 38 2e.81 29.36 29.86 30.35 30. 84 31. 33 31.83 32,32 32.81 33.30 13.79 34.29 34 -18 35.21 35.76 36.26 36.15 31-24 31 .13 38.22 38 .',l 2 39.2t 39. 70 40.19 40.68 41.18 41.51 42.r5 42.65 43.15 43.64 44.13 44.52 45-11 45.51 46.10 45.59 4?. 08 4't .51 48.07 48.56 {9.05 49.t4 50.04 0.30 o.30 0.{0 0.30 0. 30 0. 40 0.{0 0.{0 0.40 0.40 0.30 0.40 0.30 0.40 0.40 0.40 0. 30 0.40 0.40 0. 30 0.40 0. 30 o .20 0. 70 1.00 1.20 0.70 0.80 1.50 r.90 2 .20 1.30 1 .80 3.60 {.50 4. 30 5. 30 4. S0 4.90 3. 30 1.90 2 .20 2.30 2 .60 2.30 2.30 r. 50 0.80 0. ?0 0. 50 0.50 0. ?0 0. l0 1.40 1.00 0,60 0.60 0.50 0.70 0. 70 0.50 0. 80 2. O0 1.80 1.20 2.00 3.00 1. 50 2 .00 1,70 1.20 t.20 4.84 s. 36 5. 15 5.08 5, 66 5.80 5.48 s.88 6. 15 6.61 5.36 6.90 5. 35 s.88 s.80 4.11 5. l9 5.00 3. 30 2.42 L.24 4.58 1.94 6.22 2.90 5. 88 s. 73 5.85 2.90 0.90 r. 08 2 -58 3.41 3. 06 2-64 1.75 0.95 1. L2 0.99 0. 96 0.96 0.64 0. 34 0 .21 0.37 0.48 0. 33 0. 70 0. 52 0. 28 0. 34 0.{0 0. 38 0. 38 0. 33 0. 35 1. 36 3.42 4 .62 6.80 3.83 1.02 1.54 3 .32 4. 14 s. 50 Liquefy. sum 1r.5.00 0.00 115.00 0.00 115.00 0.00 115.00 0-00 100.00 0.00 115.00 0.00 115.00 0.00 i 15. 00 0. 00 115 . 00 0.00 100.00 0.00 100.00 0.00 100 - o0 0. 00 100 - 00 0. 00 11.5.00 0.00 115 . O0 0.00 115.00 0.00 115.00 0.00 115.00 0.00115.00 0.00 1r5.00 0.00 115 .00 0.00 115.00 0.00 r15.00 0. 00 115.00 0.00 115.00 0.00 115.00 0.00r15.00 0.00 115 , 00 0. 00 1.15 . 00 0. 0o 1t5.00 0.00 120 . 00 0. 00 125 . 00 0. 00 125 . 00 0. 00 L20.00 0.00 120, 00 0. 00 120. 00 0. 00 120. 00 0. 00 120,00 0. 00 L2o - 00 0.00 125 . 00 0. 00 125 . 00 0. 00 125 . 00 0. 00 125 . 00 0. 00 125 . 00 0.00 125 . 00 0.00r25.00 0-00 125. 00 0. 00 125 , 00 0. 00 125 . 00 0. 00 125.00 0.00 125 . 00 0.00r25.00 0. 00 125. 00 0. 00 r-25 . 00 0. 00 12 5 .00 0. 00r25.00 0,00 125.00 0.00 125.00 0.00 125.00 0-00r25.00 0-00 r25 ,00 0. 00 125.00 0.00 r25 . 00 0. 00 1.15.00 0. 00 115 . 00 0.00 115 , 00 0. 00 115.00 0.00 115.00 0.00 125.00 0-00 120.00 0. 00 115. 00 0. 00 115.00 0.00 115.00 0.00 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0. 50 0.50 0.50 0. 50 0. 50 0. s0 0. s0 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0-50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. s0 0. 50 0. 50 0. s0 0. 50 0. s0 0. 50 0. 50 0. s0 0. 50 0-50 0. 50 0. 50 0. 50 0. s0 0. 50 0. 50 0. s0 0.50 0. 50 0.50 0. 50 0. 50 0.50 0. s0 0. 50 o. 50 0.50 0.50 0. 50 0. 50 0. s0 0.50 0.50 0. 50 0.50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 Modify Robertson nEhod generates Frnes from qclfs Output Results i set!lement of satu!ated Sands=1..15 in Page 2 Inpu!ted Eines are not relevant 6.20 5.60 5. 50 5.90 5, 30 5.90 7. 30 5.80 5.50 6.00 5.60 s.80 5.50 6. 80 7, O0 6.90 ?. 30 ?. ?0 8. 00 9. 10 I3.70 12 .40 r6.10 15.30 25 .40 19. 30 24,t0 13.50 21 ,90 3a.ao ?5.80 144.10 165. 90 119.80 129. 50 t{'t .20 173.10 182 .00 r90.90 18?.70 200.40 197. 10 231-20 210.40 249.90 219. tO 234.44 238. 60 210.00 185.80 r3{.70 144.60 211.50 199. 10 t92.40 1r8.80 151.50 185.70 r82.00 t84.20 23r. 60 1{6.80 84 .80 39. 00 38. 30 29.40-78,30 146.40 129.90 29.00 2t.a0 I l I t I t I I I T T I I ooooooooeooooooooooooooooooooooooooooooooooooooooooooo600000000000 o o o o o o o oo o o o oo o o o o o o o o o o o o o o o o o o o o o o o o o o o 6\ oooooooooooooooooooo ooooooo @@o\o@oo@@r oooooooo60oo@oo6oo\06sooooooooooooooooooo O NNN N N N N NN N NN N N OIN N'{N 1911111-lqlii?i1i119 ; lt ! ,e o da ! ; .{N6.r|6eso6o 6@66odroc)oose?ts ooooooooo ZIII, Ir. I-,-II. I-iIIII,)IIIf Liquefy. sum 35.83 35,33 35.83 3r.33 37.83 38. 33 38.83 39,33 39.83 40.33 40.83 41. 33 41.83 42.33 42.A3 43.33 43.83 44.31 {4.83 45.33 45.83 45.33 45.83 41 .33 47.83 48. 33 48.83 49,33 49,83 I.79 r,42 t. 30 r.15 1. 19 0.84 0.51 0.30 0. 34 0. 81 0. 69 0 .62 0. 81 0.{4 0. 41 0.60 0. 51 0. 55 0. 80 0.43 2. 00 2.00 2.00 2.00 1.12 0.43 0,52 2.00 2.O0 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 o. 50 0.50 0. 50 0. 50 0. 50 0. 50 0.{9 0.49 0,49 0.49 0,49 0.49 0.49 0.49 0.49 0.48 0.48 0.48 0.48 0.48 0.{8 0.48 0.48 58 30 38 61 21 59j 69' 53 {0 25 64 90" 83' 22 04 55 89* 00 00 00 00 32 91* 08 00 00 r. 03 1.03 1 .03 1,02 1 .01 0.98 0. 93 0.85 0 .16 0.70 0. 6s 0.61 0.55 0.50 0.42 0, 35 0.28 o .21 0.1? 0. 12 0.10 0.10 0. 10 0. r0 0. 10 0. 06 0.00 0.00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0.00 0. 00 0.00 0. 00 0. 00 0. 00 0- 00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0. 00 0. 00 0.00 0. 00 0.00 0.00 0. 00 0. 00 0.00 0. 00 1.03 1.03 1.03 1.02 1. 01 0.98 0. 93 0,85 0.?6 0.70 0.65 0.61 0. 56 0.50 0.42 0. 35 0. 28 0. 21 0. 1? 0. 12 0. l0 0. 10 0. 10 0. t0 0. 10 0.06 0,00 0.00 0.00 3 2 2 2 2 1 1 0 o I I 1 I 0 0 1 I I 1 0 5 5 5 2 0 1 5 5 56 83 (F.S. is Liquefaction PotentiaL zone limrted to 5, cRR is limited to 2 , CSR is ]inited to 2) arm (1.0581tsf) , Unit }leightStress or Pressure pcf; DePEhUnrts: Uni. t: qc, fs, ft, Settlenen! = in. I atm CRRm CSRsf (atnosphere) = I lsf (ton/ft2) cyclic lesistance ratio fron soils CycIic stress ratro induced by a given eatthquake (vri th user request E, S. =CRR,n/CSRS ffactor of safety) s satslary S-AII NoLiq settlement from saturated sands Setttement fror Unsaturated Sands Total Settlehent frotn Saturated and Unsatulated Sands No-Liquefy soils Eactor of safety against liquefac!ion. Page 4 tl I n I I I I I I I I LIQUEFACTION ANALYSIS Christ Our Savior Hote No.=CPT-4 Water Depth=S ft Surtace Elev.40 Magnitude=6.6 Acceleration=0.599 (ft) Shear Stress Ratio 0 Factor ot SaEty1 01 5 Settlement 0 (in.) 0 20 30 40 50 uratedCSR fs1- Shaded Zone has Liquefaction Potenlial Unsalurat 60 fs1= 1 v t .- F IT S=054in 70 , rJ l GEOTECHNICAL SOLUTIONS, INC.D-3885-06 CPT.4 1 I I I I I I 10 I I I I I I I ll I I I l i I I I LIQUEFACTION ANA-LYSIS SUM}4ARY Copyliqh! bY CivilTech Softwale r.,r,flr. civi Itech. com Liguefy. sum Eont: courier Nex, Regular, stze 8 is lecomnended for this tePort' Licensed to , 1/12/2018 2t19144 PM rnput !'j.Ie Nahe: zr\2018 Projects\Ne* Proiects\D-3885-06 christ ou! Savior \Liquefaction \CP?- 4 . I iq title: christ Our Savlor Subti tle: Surface Elev. =40 Hole No- =CPT-4 Depth of HoIe= 50.20 ft wate! Table du!inq Earlhquake= 5.00 ft ltater Table during In-Situ Testing= 5.00 ft Max. Acceleration= 0.59 g Earthquake lragnitude= 6.50 Input Data: Surface EIev.=40 HoIe No. =CPT_4 Depth of Hole=5o.20 ft nat€r ?able duriDg Earthquake- 5.00 ft lilate! Table durinq lrl_Situ Testing= 5.00 ft Max. Accele!ation:o.59 g Earthquake Maqnj.tude-6. 50 No-Lj.quefiable Soils: CL, OL ale Non-Liq. Sojl 1. CPT Calculation Hethod: lilodify Robertson' 2. Settlenent analysis llethodr Tokimatsu/Seed 3. Eines Coarection for Lj,quefaction: Modify Stark/O1son 4, Elne CorrectioD for Settlement: Durinq Liquefaction* 5, settlement calculation in: Afl zones' 9. use! lequest factor of safety (apply to CSR) , user= Plot one cSR curve (fs1-1) 10. Use curve smoothing: No ' Recomne[ded Options In-Siru T.at D.la:Depth qc fs ft atm aln Rf pcf garuna t Eines D50 2A 0 0 L I 2 2 3 3 4 4 5 5 6 6 1 '7 I 8 9 9 1 1 t .33 ,a2 .31 .80 .30 .24 .'11 .21 .15 .25 .'t 4 .23 .13 .22 .1L 350.20 71.00 25. 10 22.60 13.30 10,50 19. 50 30 .70 17.00 35. 80 {4.90 32 .10 30.60 3r. 10 32.90 2l .'t 0 20.90 31 .20 16.90 63. 80 88.40 84. 90 34. 30 10.60 5.90 5. l0 5. 10 5. 70 1.20 1.70 1. 50 0.90 0.?0 0.?0 0. 80 1 .70 1. O0 2.30 2.50 2 .20 1.80 2.10 1.90 1.20 1 .10 1.60 1.20 2. 30 1. 70 1. 70 1. 30 0.60 0.40 0. 30 0.40 0.40 0. 30 0. 34 2.39 s.98 3. 9S 5.25 5.6',7 4.10 5. 54 5. 88 6.42 5. ?9 6.'t3 5.88 6 .15 5. ?8 5. 53 5 .26 5. 13 7.10 3. 61 1.92 2. 00 3.19 5. 55 6. 78 5. 77 1 ,02 1.44 5.26 120.00 115 . 00 115 . 00 115.00 115.00 115.00 115.00 115.00 115.00 120.00 115.00 115.00 115.00 115. O0 115.00 115.00 115.00 115.00 115.00 120.00 120. 00 115.00 115.00 115.00 115.00 115.00 100.00 11s.00 0. so 0. 50 0.50 0. 50 0.50 0. 50 0- 50 0.50 0.50 0. 50 0.50 0. 50 0. s0 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0.50 0. 50 0. 50 0.50 0. 50 0-50 130.0 0 0.00 0. 00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0,00 0.00 0. 00 0.00 0.00 0.00 0. 00 0,00 0. 00 0. 00 Page 1 .69 .19 .68 0. 17 0. 66 1.16 1r.65 72.14 12.63 13. 12 13.52 14.11 1A.60 15. 09 15. 58 16.08 r6. 57 r7.06 17. 55 18. 05 r8. 5{ 19.03 19.32 20,01 20.51 21. 00 2I. {9 2L.98 22 .41 22 .91 23 .46 23. 95 24.44 24.94 25.43 25.92 26-4L 26.90 21 .40 21 .89 28.382t.t, 29.35 29.86 30.35 30.84 31 .33 31.83 32 .32 32 -8\ 33. 30 33.79 34 -29 34.18 35 ,2't 15. ?6 36.26 36.75 31 .24 31-13 3A .22 38. ?2 39. 21 39. 70 40.19 40. 68 41. 18 47 .6t 42.t6 42 .63 43.15 43.64 44-13 44 -52 45.11 45.61 46.10 47.08 41 -51 48.07 48.56 49.05 49.54 50.04 7. 30 't .20 '7 ,'7 0 6.40 6.00 5. 30 6. 00 6. l0 r. 90 7. 60 ?. 50 5.90 6.20 5. 80 5 ,20 6. 50 ?, 30 1 .60 8.40 8. 10 9. 10 9, 80 I6.10 17. 10 13.70 22,30 38. 50 41.30 22.10 3l. ao 25 .20 43.70 45 .80 36.00 32.10 46.30 213 .'t0 2A2 .50 242.50 231.10 239.30 234.40 244 .50 2L2.60 64 ,00 46.10 46.30 52 .10 61. 40 3?.60 24 .60 32.10 35,00 19.50 44 .90 41.30 't3 -20 92.40 140,30 159.80 117.40 68.60 150.30 106.50 r18.70 r11.60 66.10 54 .80 45 .20 38. 10 56. 60 108. 60 115.{0 0.40 0.40 0.40 0. 40 0.30 0. 30 0.30 0.30 o. 50 0. s0 0. 50 0.40 0. 30 0.30 0.30 0.30 0.40 0.40 0.40 0.40 0. 30 0. 30 0.50 0. 30 0.50 t.30 1.60 2 .10 1. 10 0. 50 1.70 2 .10 2. 74 2.30 2.00 2.50 3.10 1.60 1.40 1 .24 o.80 0. 80 0. 60 0.80 2.O0 2.24 2. 10 3.50 3-70 1.80 7.20 2.30 r. ?0 ].20 L. ?0 1.50 1.60 1.90 2.30 1.90 r. ?0 2.24 1. 10 2.40 1.60 2 .10 2.r0 2.40 1. ?0 2.10 2 .60 1. 30 2-60 5.48 5. 56 5. 19 6.25 s .00 s.65 5.00 4 .92 6. 33 5.58 6.61 s.80 4 .8{ 5. 17 4.e4 4 .62 5.48 4-15 4 -94 3. 30 3.06 3. 73 1 .'75 {.38 5.83 4.16 s. 08 4.85 1.9r 6 -15 5. 18 s.90 6. 39 5.23 5.40 1.45 0. 5'7 0. 58 o,52 0.33 0. 34 a .25 0.38 3.13 4 .11 4.54 6.64 6. 03 4 .19 4.89 't .1't 4.86 6-15 3 .19 3. 38 2.t9 2.06 1. 64 r. 19 1.45 3.21 0.59 2.25 1.35 2.42 3, 18 3.70 s.5l 4.59 t.20 2.25 Liquefy. surn 115.00 0.00 115.00 0.00 115.00 0.00 11S.00 0.00 115.00 0.00 100 .00 0. 00 115.00 0.00 115.00 0.00 115.00 0.00 115.00 0.00 115.00 0.00 115 . 00 0.00 115 . 00 0. 00 100.00 0.00 115.00 0.00 115.00 0.00 115.00 0.00 r r5.00 0.00 115.00 0.00 115 . 00 0. 00 115 . 00 0. 00 115 . 00 0. 00 115.00 0. 00 115.00 0-00 115.00 0.00 t15.00 0.00 115.00 0.00 115 . 00 0. 00 I15.00 0.00 I15.00 0.00 115.00 0.00 115.00 0.00 115.00 0.00I15.00 0.00 r,15.00 0.00 L 15.00 0.00 125 . 00 0. 00 125 . 00 0. 00 1.25.00 0.00 125. 00 0. 00 125. 00 0. 00 125.00 0.00 I25.00 0. 00 125.00 0.00 115.00 0.00 1,15.00 0.00 115-00 0.00 11.5.00 0.00 115.00 0.00 115.00 0.00 t 1.5.00 0.00 115.00 0.00 115.00 0.00 115 - 00 0.00 115.00 0. 00 115.00 0.00 120.00 0.00 120.00 0.00 120,00 0.00 125. 00 0. 00 120. 00 0. 00 115.00 0.00 125.00 0.00 120.00 0. 00 120.00 0.00 120.00 0.00 115.00 0.00 115.00 0.00 115. 00 0.00 It5.00 0-00 115.00 0.00 120.00 0.00 12 0.00 0.00 0.50 0.50 0. 50 0. 50 0.50 0.50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0, 50 0. 50 0.50 0.50 0.50 0. 50 0.50 0.50 0.50 0. 50 0. 50 0. 50 0.50 0. 5o 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 5o 0.50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 Modlfy Roberlson method qenerates Fines from Output Results: set!l,ement of saturated sands=o 54 in Page 2 qclfs. rnputted Fines are not relevant Iiquefy. surn Settlement of Unsaturated Sands=o.00 in. Total settlenent of Saturated and unsatulated sands-o.54 in Differential sett lernent-o . 272 to 0.359 in. Depth CRtui CSRISft S_sat S_d!y s_al1in. in.E.S 0. 33 0.83 1.33 1.83 2.83 3. 33 3.83 4.33 4.83 5. 33 5. 83 6-33 6.83 1 .33 7.83 8. 33 8.83 9.33 9.83 10. 33 10. B3 11.93 12.33 12-83 13,33 14.33 14. 83 15.33 15. 83 r6.33 r5.83 17. 33 17. 83 18. 33 18.83 19.33 19. 83 20 .33 20.83 21.33 21.83 22.33 22 .83 23.33 23.83 24 -33 24.83 2s.33 25.83 26.33 26-83 2t .33 21 .83 28. 33 28.83 29.33 29.83 30. 33 30.83 31.33 31.83 32.33 32.83 33.33 33.83 34.33 34.83 35.33 2. 88 2. 88 2.48 0. 90 2.00 1. 36 2.AA 1. 68 2.88 2-88 2.88 2.88 2 .88 2. 88 1, 61 1, 35 2,44 2.00 1.02 o,a2 0.63 1.0? 2 .O0 2.00 2.00 2. 00 2.00 2.04 2.00 2.00 2. OO 2. 00 2. OO 2.00 2.00 2 .00 2. OO 2. OO 2.00 2.O0 2.00 2.00 2.00 2,04 2.04 2.OO 2. 00 2.00 2.00 2.OO 0, 33 2.00 2.O0 2.00 2. t2 2.00 2-A0 2.00 2.00 2.00 2.00 2.00 2.00 1.83 2 .BA 2.01 1.'t2 1. 85 1.?1 1. 89 0. 38 0. 38 0. 38 0. 38 0. 18 0. 38 0. 38 0. 38 0. 38 0. 38 0. 39 0. 41 0.42 0.4{ 0.45 0.47 0.48 0.49 0,50 0. 51 0 .42 0.52 0. 53 0. 54 0. 54 0.5 5 0. 56 0. 56 0. 5-7 0. s8 0.58 0. 58 0.59 0.59 0.60 0.60 0.50 0. 6r 0.6r 0.61 0 .62 a .62 a .62 0. 63 0 .53 0. 63 0. 63 0. 53 0.54 0. 54 0. 6{ 0. 6{ 0. 54 4.64 0. 55 0. 55 0.65 0.65 0. 65 0. 65 0. 6s 0. 55 0. 55 0.6s 0.65 0,64 0,64 0.6{ 0.64 0.53 0. 63 s. 00 5.00 5. 00 5.00 5.00 s.00 5 .00 5.00 s.00 5. 00 5 .00 5,00 5. 00 5. 00 s.00 3.45 2-A3 4.91 5.00 2,02 1- 59 1 .21 2 .02 5.00 s.00 s. 00 5.00 5.00 5. 00 5.00 5.00 5.00 5. 00 5 .00 s. 00 5.00 5. 00 5. 00 5. O0 5.00 5.00 5. 00 5.00 5.00 5-00 5. 00 5.00 5-00 s- oo 5. 00 5.00 0. 51* s-00 5.00 5.00 3 .28 5.00 5. 00 5. 00 5. 00 5. 00 s. 00 5. 00 5 .00 2.84 4.48 3.13 2.59 0.54 0. 54 0. 54 0, 54 0.54 0.54 0. 54 0. 54 0. 54 0.54 0.54 0.54 0.54 0.54 0.54 0,54 0. 54 0. 54 0. 54 0.54 0. 5{ 0. 54 0.53 0.53 0. 53 0. 53 0. 53 0.53 0. 53 0. 5l 0. 53 0. 53 0. 53 0. 53 0. 53 0. 53 0. 53 0. 53 o.53 0. 53 0.53 0. 53 0. 53 0. 53 0. 53 0. 53 0. 53 0. 53 0. 53 0. 53 0. 53 0.52 o.52 o.52 4.52 0 .52 0.49 0.49 0,49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 .00 .00 .00 .00 .00 .00 .00 .00 .00 ,00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ,00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .oo .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 - 00 .00 .00 .00 .00 .00 .00 .00 .00 - 00 .00 .00 .00 -00 .00 .00 .00 -00 .00 0.54 0.54 0.5{ 0-54 0.54 0.54 0. 54 0.54 0.54 0. 54 0. 54 0.5{ 0. 5{ 0.5{ 0-54 0.54 0.54 0.54 0- 54 0,54 0. 5{ 0.54 0.53 0. 53 0. 53 0.53 0. 5l 0.53 0. 53 0. 53 0. 53 0. 53 0. 53 0. 53 0. 53 0. 53 0.53 0.53 0.53 0. 53 0.53 0.53 0.53 0.53 0.53 0.53 0.53 0. 53 0.53 0.53 0.53 0.52 0. 52 0.52 0. 52 0.52 0 .52 0.{9 0-49 0.49 0.49 0.49 0.49 0.{9 0.49 0.49 0.49 0.49 0.49 0.49 Page 3 Liquefy. sum 35.83 35.33 36.83 37. 33 3?. 83 38.31 38. 83 39. 33 39. 83 40. 33 {0. 83 41.33 4r.83 42.33 42 .83 43. 33 43.83 {4.33 44.83 45.11 45_83 45.33 46.83 41 .33 {?. 83 48. 33 48. 8l 49.33 r9.83 r.26 0.53 2.00 2.O0 2.00 2.00 2.00 2.00 2-00 2.O0 2.OO 2.O0 0.?5 0. 50 0.49 0.62 0.55 0.50 0.39 0.56 0.56 0.40 0.?0 o -42 2.00 2.00 2.AO 2. 00 0.37 0.63 0.63 0.53 0 .62 o .62 o.62 o.62 0 .62 0 .62 0. 61 0. 61 0. 51 0.51 0. 61 0.60 0.60 0.50 0.50 0. 59 0.59 0. 59 0. s9 0. 58 0. 58 0. 58 0. 58 0. 57 0. 57 r. 99 0.84r 5.00 5.00 5.00 5.00 s.00 5.00 5.00 5.00 5.00 5.00 t.24 o.82' 0. 81' 1 .04 0. 93' 0.84. 0. 55, 0.94r 0.96r 0.68* 1.20 o.12. 5,00 5.00 5-00 5.00 0. 65, 0.49 0. 4? 0.41 0.47 0. 4l 0, 4-7 0.47 0.47 0.4t 0. 4, 0. 4'7 0.41 0.{7 0. 41 0. 39 0. 35 0,32 0.27 0.26 0.20 0.1? 0. 13 0. 10 0.09 0.08 0.08 0.08 0.08 0.03 0.00 0.00 0.00 0.00 0. 00 0. 00 0. 00 0,00 0. 00 0.00 0. 00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 49 0.41 0 .41 o . 4'7 0 .41 0. 47 0 . 4'7 0 . 4'l 0.47 0.41 0.41 0.{? 0 .41 0.41 0.39 0. 15 0 .32 o .21 o.26 0 -20 0. 1l 0. 13 0.10 0.09 0.08 0. 08 0.08 0.08 0.03 . E.S.<1, (F. S. ).s Liquefaction Potential zone limited to 5, cRR is limited to 2 , CsR is Irmited to 2) atm (1.0581tsf), Unit weightUnits: unit: qc, fs, Stress or Pressure ft, SetElement - in. pcfi 0epth l atm CRRm CSRsf {atmosphere) = l tsf (ton/ft2) Cyc]ic resistance ratio from soj.Is cyclic stress ratio induced by a given Factor of safety against liquefaction, ealthquake (rith user request F. S. -CRRn/CSRsf factor o( safety) S sat s:drys arl N;Liq Settlenent from saturated sands Settlement from Unsaturated Sands Total Settlernent faom SaEulated and Unsaturated Sands No-Iiquefy Soils Page 4 I I T t LIQUEFACTION ANALYSIS Ghrist Our Savior Hole No.=CPT-4 Water Depth=l4 ft Surtace Elev.4O Magnitude=6.6 Acceleration=0,599 (fl) Shear Skess Ratio 0 Factor of Safety1 01 5 Settlement 0 (in.) 0 l C I !i ( Ilitttt r 10 20 i0 40 S = 0.68 in 50 Saturated -Unsalurat - cRR - CsR hr- Shaded Zone has Liquefaction Potential 6A -V fs1=1 70 d t+ l GEOTECHNICAL SOLUTIONS, INC.CPT-4 1 I I ll I I I I I I I i oooooooooo ooooooooo d9:??9?:::?.--.-. -d.j d.;";.;-d;.; d.; g .on\om6nF lF16N-oo6@r t.loo-d(\No6d oooooooooo oooooooooo E a tt! i o I o oE @ooq{..< q { -En!oorr!r.r crD.i{r o l! o o.4 oto qd.J>,4c>c lo!!oci o c o o, o.aol!ao4Troo!.d c u.a i! E o.!<ou(Jr(rro i!!ro!oroo!at! t4ca >oo {, o s q, Ito !!: E(J O E O C J C '! o) (JoHooQ)<)40 d euoou!!oE eora.aoroa-uo(,I!&r(,D0r o),& E o t oFl c oz . 6r rlJ |a .lorD o '!.Er! o a,,c_i t @ qrdcou.. tlH . o oo oliN UIBIT 'A.tEa+ro s f) r. lr.e ctl <t] ,rodlil). r o,tj,o o da>F4 ri=,qooroooo l!4UErd.-{rr.4rr) || o,rq'q n.6 l.) '! orU O Oa.F O 5,d rlt6 ,C1rF -Ci..!olJa)o.!r1r, H a a! lJ x r rp90iD686l!0l!LoloBlE(nz o z/ A ;? i -a EU E, 14.60 15.09 15. 58 16.08 15.5l 1?.05 17. 55 18. 05 18. 54 19. 03 t9,52 20. 01 20. 51 21.00 2)..49 21,98 22.41 22.91 23 .46 23.95 24.44 24.94 25.43 25.92 26.41 26.90 2"1 .44 2't .89 28. 38 28 .01 29.36 29.46 30,35 30.84 31.33 31.83 32.32 33. 30 33. r9 34 ,29 34.78 35 .21 35.?6 36.26 36.15 31 .24 31 .13 38 -22 38 .12 )9 .21 39 .'t 0 40,19 40. 68 4t. 18 4t.61 42.t5 42.6s 43.15 43 .64 44.13 44 .62 45.11 45.51 45.10 45.59 47.08 4'l .51 48.07 48.55 49.05 49 .54 90.04 1 .30 1 .20 '7 .10 5.40 6,00 s.30 5.00 6. 10 7.90 1.60 7. 50 6.90 6.20 5. 80 6.20 6. 50 ?. 30 '7. 60 8.40 8. 10 9. 10 9.80 15.10 17. 10 13. 70 22.30 38. 50 41.30 22 .10 31.10 43.10 45.80 36.00 32. 10 45.30 213.10 2A2.50 242.54 231.10 239.30 214.00 244.50 2r2.64 64.00 4 5.10 46.30 52.10 51. 40 3?. 60 32. 10 35.00 19. 50 44.90 41. 30 13 .20 92.40 140.30 159.80 111.40 68.50 150.30 r05.50 118.70 rr1.60 66. 10 54.80 43.20 38, 10 56.50 108.60 115.40 0.40 0. 40 0.40 0.40 0.30 0.30 0. 30 0. 30 0. 50 0. 50 0- 50 0. {0 0.30 0.30 0. 30 0.30 0.40 0.40 0,40 0.{0 0.30 0.30 0.50 0.30 0.50 r. 30 1.60 2-to L. 10 0.50 1.70 2 .'10 2. t0 2. 30 2.00 2.50 3. 10 1.60 r.40 1. 20 0. 80 0. 80 0.60 0. 80 2.00 2 .20 2. to 3. 50 3.?0 1.80 1 .20 2. 30 1.?0 1.20 1.70 1.50 1.60 r.90 2.30 1.90 1. ?0 2.20 1. r0 2.40 1. 60 2.'74 2.10 2.40 1. 70 2.ta 2 .60 1.30 2 .60 5.48 5-56 5.19 5.25 5.00 s. 66 5.00 4.92 6-33 5. 58 6.67 5.80 4 .84 5. 17 4.84 4-62 5.48 5.26 4.'t6 4.94 3.30 3.06 3.?3 1..-75 4 .38 5.83 4.16 5. 08 4.85 1.91 5. 15 5. 18 5.90 6.39 6.23 5.40 r..45 0. 57 0. 58 0 -52 0.33 0. 34 a .25 0. 38 3.r3 4 .1t 4 .54 5.64 5. O3 4.'t9 4.88 1.t1 4.86 5. 15 3.79 3.38 2.19 2.A6 t -64 1.19 1-45 3. 21 o.69 2.25 1. 35 2.42 3. 18 3. 70 3.76 5.51 4 -59 1.20 2.25 0. 50 0. 50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0. 50 0.50 o. 50 0.50 0. 50 0. 50 0. 50 0.s0 0. 50 0.50 0. 50 0. 50 0. s0 0.50 0.50 0. 50 0.90 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. s0 0. 50 0.50 0.50 0. 50 0. 50 0.50 0.50 0.50 0. 50 0. 50 0.50 0.50 0. 50 0. 50 0. 50 0. 50 0.50 0, 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0, 50 0. 50 0. 50 Liquefy. sum 115.00 0.00 11s.00 0.00 1 1s . 00 0.00 115.00 0.00 115.00 0.00 100. 00 0.00 115.00 0.00 115.00 0.00 115.00 0.00 11s.00 0,00 t 15 .00 0.00 11s.00 0.00 t 15. 00 0. 00 1 00. 00 0. 00 115.00 0.00 115. 00 0.00 11s.00 0.00 1I5.00 0.00 1r5.00 0.00 115.00 o. 00 1r5.00 0.00 115,00 0.00 115.00 0.001r5.00 0.00 115.00 0.001rs.00 0.00 115.00 0.00 115.00 0.00 115.00 0. 00 1t5.OO O.O0 115.00 0.00 115.00 0.001r5.00 0. o0 115.00 0.00 t 15.00 0. 00 115.00 0,00 125. 00 0. 00 125. 0o 0.00 125. 00 0. 00 125.00 0.00 125.00 0.00 125 . 00 0.00 125 . 00 0. 00 125. 00 o. 00 115 . 00 0. 00 11s.00 0.00 115 . 00 0.00 11s.00 0. 00 115 - 00 0. 00 115 . 00 0. 00 115.00 0.00 115.00 0.00 115.00 0.00 115 - 00 0. 00 115.00 0.00 115. O0 0.00 t 20. 00 0. 00 120.00 0.00 120.00 0 . 00 12 5.00 0.00 120. 00 0. 00 115.00 0,00 12s.00 0.00 120.00 0. 00 r20.00 0 . 00 i20. 00 0.00 115.00 0.00 115.00 0.00 115. O0 0.00 r1s .00 0.00 1r 5.00 0,00 120.00 0.00 120. 00 0. 00 Modj,fy Robertson nethod genelates Fines from outp'r t Results: Sef,tlemenr of Saturated Sands=o.66 rn Paqe 2 qc/fs. Inputted Eines are not !elevant Liquefy. sun Settlement of unsaturated sands=o.02 in. TotaI settl.emen! of Satulated and unsaturated sands=o.68 in Differentiaf Settlement-o.338 to 0.446 in. Depth CRtun CSRfs fL s_sat. S_dryin. in. S a1I 0. 33 0. 83 1.33 1. 83 2.33 2. 83 3.33 3.83 4 .33 4 .83 5.83 5.33 6. 83 7. 33 7.83 8. 33 8.83 9. 33 9.83 10.33 10.83 11.33 11 .83 12.33 72.43 13.33 13.83 14. 33 14 .83 15. 33 15.83 16. 33 16.83 1r.33 11.83 18.33 18.83 19-33 19.83 20 .33 20.83 21. 33 2t.83 22 -33 22.83 23.33 23.83 24. 33 24.83 25,33 25.83 26.33 26 -e3 2't,83 28.33 28. 83 29.33 29.83 30. 33 30. 8l 31.31 31.83 32. 33 32.83 33. 33 33. 83 34.33 34 .83 35. 33 2. 88 2.88 2.84 0.90 2.00 1.36 2. 88 1.68 2 .8A 2. 88 2, 88 2 .84 2.88 2. 88 2.00 2-OO 2.00 0.86 0. 51 0.49 2.O0 2-ao 2. 00 2.00 2.O0 2 -40 2.00 2.00 2.00 2.00 2.00 2.00 2.OO 2.00 2. O0 2.00 2.00 2.00 2.00 2.00 2.00 2,04 2.00 2.00 2.O0 2.O0 2.00 2. 00 2.00 2.00 2.A0 2.00 2.00 2 ,40 2.40 2. OO 2 -00 2.40 2-OO 2.00 2.00 2.00 1.38 2.24 t.44 1-24 1. 34 1.24 1. 38 0. 38 0. 38 0. 38 0. 38 0. 38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0. 38 0. 38 0.38 0.38 0.3? 0.3? 0.31 0.l? 0. 3? 0.3? 0.3? 0. 3? 0.38 0.39 0.39 0.40 0.40 0.41 0.42 0.42 0-43 0.a3 0.43 0.44 0.{4 0.45 0,45 0.45 0.45 0.46 0.41 0.4? 0.47 0.48 0. 48 0.48 0.49 0.49 0.49 0.49 0. 50 0. s0 o.s0 o. s0 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. s0 0.s0 0.50 0.50 5.00 5. 00 s.00 5. 00 5. 00 s. 00 5.00 5. 00 5. 00 5.00 s.00 5.00 s. 00 5,00 5.00 5.00 5.00 5.00 5.00 5-00 5.00 5.00 5.00 5.00 5.00 5.00 s-00 5.00 5.00 5,00 5.00 s.00 5.00 5.00 5,00 s.00 5,00 s.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 s.00 5.00 5.00 5.00 5.00 s.00 5,00 5.00 5.00 5.00 5.00 s.00 s.00 5.00 5.00 5.00 5.00 5.00 5.00 4.44 2.84 2.45 2.66 2 .46 2 .'13 0.56 0. 55 0.66 0. 66 0.65 0. 55 0. 66 0. 65 0.66 0.66 0. 65 0. 66 0. 56 0.56 0.66 0. 66 0.66 0.65 0.56 0.66 0. 55 0. 56 0. 65 0,56 0. 65 0.65 0. 66 o. 55 0.66 0. 56 0. 66 0.66 0. 55 0. 66 0. 66 0. 55 0.66 0. 65 0.66 0. 56 0.66 0. 66 0. 56 0. 56 0. 66 0.66 0. 56 0. 55 0. 55 0.66 0. 66 0. 56 0. 66 0. 56 0.56 0. 56 0. 66 0.63 0.63 0. 63 0. 63 0. 53 0. 63 0.63 0. 6l 0.63 0. 63 o .62 0. 51 0 -02 0 .02 0. 01 0. 01 0. 0r 0. 01 0. 01 0. 01 0. 01 0.0r 0.01 0. 01 0.01 0. 01 0.0r 0.01 0. 01 0. 01 0. 01 0. 01 0.00 0.00 0.00 0.00 0, o0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 o.00 0.00 0.00 0.00 0.00 0. 00 0.00 0. 00 0. 00 0. 00 0.00 0. 00 0. 00 0.00 0. 00 0.00 0.00 0.00 0. 00 0.00 0.00 0, 00 0.00 0. 00 0.00 0.00 0,00 0. 00 0.00 0.00 0,00 0.00 0. 00 Page 3 0.58 0.58 0 .5"1 0 , 6'1 0. 6? 0.67 0. 6? 0.5? a .61 0.67 0 .61 0.57 0.5? 0.57 0.6? 0.6? 0.67 0.51 0.6? 0.57 0. 56 0.66 0,66 0.66 a.66 0.66 0. 65 0.66 a -66 0. 66 0.66 0. 55 0. 55 0. 56 0.66 0. 66 0. 56 0. 66 0.66 0. 66 0. 66 0. 66 0. 66 0.66 0. 66 0. 56 0. 66 0. 66 0. 56 0.66 0.66 0.56 0. 66 0.66 0.56 0.66 0.56 0. 65 0. 63 0.53 0.63 0. 63 0.63 0. 53 0.53 0.53 0.63 0. 63 0 .52 0.62 0. 61 I T I Lrquefy. sum 35. 8l 35.33 36.83 31. 33 37.83 38.33 38.83 39.33 39.83 40.33 40.83 41.33 41.83 42.33 42 ,A3 43.33 43.83 44.33 44.83 45.33 45.83 45-33 45.83 41 .33 41.83 48. 33 48.83 49.33 {9.83 0-51 2 .00 2. 00 2.00 2.00 2.00 2 .A0 2.O0 2.00 2. 00 2. 00 2.O0 0.48 0.42 0.53 0.4? 0.45 0.35 0.4? 0. 56 0. 34 0.69 0. 38 2.O0 2.OA 2.00 2.00 0.32 0.50 0. 50 0. 50 0. 50 0.50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0.49 0,49 0.49 0.{9 0.{9 0,49 0.49 o.49 0.48 0.48 0.48 0,48 0.48 1. 85 r,01 5. 00 5.00 5.00 5. 00 5.00 5. 00 5. O0 5. 00 5.00 5.00 5.00 0. 96r 0.8s* r. 06 0.94. 0.91r 0.?1* 0.95r 1.14 0,70, 1.41 0.78' 5. 00 5. 00 5.00 5.00 0.5?, 0.60 0. 55 0. 56 0.55 0. 56 0. 55 0. 55 0.55 0. 55 0. 55 0. 56 0.55 0. 55 0.49 0-47 0 .42 0. 38 0. 31 0-30 o -24 0. 19 0-15 0. 11 0. 10 0.09 0, 09 0. 09 0. 09 0.04 0.00 0. 00 0.00 0.00 0. 00 0.00 0.00 0.00 0. 00 0.00 0. 00 0. 00 0.00 0. 00 0. 00 0. 00 0.00 0. 00 0.00 0. 00 0 .00 0. 00 0. 00 0. 00 0. 00 0, 00 0. 00 0. 00 0, 00 0.50 0. 56 0.56 0.s6 0. 55 0. 55 0.55 0.55 0.55 0. 56 0,56 0.55 0.55 0.49 0.41 0.a2 0.38 0. 31 0. 30 o.24 0. 19 0.15 0. 11 0. 10 0, 09 0.09 0.09 0. 09 0. 04 ' F.S.<1, Liquefaction Potential zone (F.s. r.s Iinited to 5, cRR rs lim].ted to 2 , CSR is Lilnited to atn ( 1.0581tsf) ; UnitUnits: Unit: qc, fs, f t; settlement = in. St ress or Pressure 2t lier gh t Pcf; DePth l atm {atmosPhete) = I CRRm Cyclic CSRsf Cyclic aaf (ton/ft2) resistance ratio from soilS stress ratio induced bY a given earthquake (with user request r. S. =CRPfi/CSR9fagainst liquefaction,factor oI safety) s sat s aII NoLiq Eactor of safety Settlenent from settlement from Total setclement No-Liquefy soils satulated sands Unsa!urated Sandsfron Saturated and Unsaturated Sands Page { t I I I t I I I T LTQUEFACTION ANALYSIS Christ Our Savior Hole No.=CPT-S Water Depth=S ft Surtace Elev.=4O Magnitude=6.6 Acceleration=O.599 Shear Stress Ratio 0 Factor ol Safety01 5 Settlement 0 (in.) I : ttttrrrl --.:: t 20 30 40 S = 0.30 in 50 Satlratecl -Unsaturat - RR _ CSR fsl- Shaded Zone has Liquefactaon Potential 60 fsl=1 70 T t GEOTECHNICAL SOLUTIONS, INC.D-3885-06 CPT.5 1 1 I I I I I I I 10 I I tl Itt tl I I I I I I I I I oooo60000 o600000000oooooooooooooooooooo dd.;.i.;dddcj.;cic; d d.;;.; c; o c; J.;J.;.;cj J c; g iinia!o6ir\o\o4@F E E. t /z oE @ O Oq.. ! o o s1J rr ctu.at{ol!0(,.aoEo q,ip>!c>c ,oHrJoca o c o r!, o.io o d oicr o o!dc!H.d EO.!couue.arl,o i!!(lr!orc,iD!,cri!c, >o)o o, o rr o tto rr'oa Et) o E o E A dl!(U U(l)!rO(Jn)od (, i e,oru!!prlrEFuca!ooooor r,J.i ll rD oaD o(,)a.rI!4.q,Dor ll).& o qtt o,l A${6 O oEi.c o ll Ur Floro o lnr o! o o.c i dt\o \i l! c6 [ ..LlH . !.r o(, o!4N ou!ll , a.cEc!oo o ,,r..1 o .i u){ 6l{!,ac!6ll ,5eoio). r orl.o l! n i>Fi !E.Oilroroo0riD 6i Oadrri O.atd u &! 0rl1a. '.r 6 6 (,),! d)o o oFF o ,,t)z < t tln -dkri -c'H..c{rDrorar.!Fli! !a oral ar x lr r!30oJr6ruru160.Et,ro!.EE!rz o z ., lo .E r oE E,i 4-> oooooooooo oooooooooo z e U'E 14.60 15.09 r5.58 r6.08 16.57 17.06 17. 55 18.05 18.54 19.03 19.52 20.0r 20. 51 21. 00 21. a9 21. 98 22.41 23 .46 23 -95 24 .44 24.94 25.43 25.92 25.4r 25.94 21 -40 27 -89 28. 38 28.81 29.36 29.86 30. 35 30. 8{ 31.33 31.83 32.81 33. 30 33 .19 34.29 34. 78 35.75 35.26 36.75 3'1 .24 37. 73 38.22 3A.12 39.21 39. 70 40. 19 {0.68 41.18 4l .6'1 42.15 42,65 41.15 43 .64 4{.13 44 .62 45.11 45.51 45.10 {5.59 41 .08 41 .51 48.0? 48.56 49.05 49.54 50.04 8. 30 12 .00 11.30 9.40 9. 00 8. 30 8.{0 7.60 ?.80 8. 40 8. 50 7.50 7. 10 7. 30 r0.20 13. 30 r2. 00 8,90 10. 20 9.50 10. 00 9.60 9. 30 9.80 14. 10 18.80 30.00 4t.70 53. 50 59. {0 61 .40 54.80 76. 40 r41.90 2t0 .20 202 -40 183.70 180.70 186.20 185.70 214.90 258 .70 244.80 255.80 289. 50 295.90 329.20 379.40 351,10 293.60 253 .80 328.00 291 .50 307.80 290. 00 303.70 200.10 162 -90 352. 80 295 .14 300. 00 314.70 413 . 10 358.20 338 .90 254 .20 214.20 255.00 263.50 281 .00 295,50 285.80 211.14 0.40 0. 70 0.60 0. 50 0.40 0.40 0.40 0.40 0.40 0.40 0-40 0.40 0. 30 0. 30 0. 40 0. 50 0.50 0.50 0.30 0.40 0. 50 0.50 0,30 0.30 0. 30 1,40 1.90 2-30 2. 30 2 .60 2-30 2 .30 1. 50 2.50 2.40 0-60 1.00 1.40 1.70 4 .90 5. ?0 8.60 I .20 6. 30 4.50 5. 10 4.60 4. 80 4.10 1.70 4.10 2 -00 2 .20 1. 40 1. 10 0.80 1.90 3. 50 1. 80 1.40 1.40 1.r0 1.70 1.60 2.20 1.10 0.90 0.90 1.20 1.40 1. 10 1.10 1.30 0.50 0. 50 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0.50 0.50 0. 50 0.50 0.50 0,50 0.50 0. s0 0.50 0.50 0. 50 0.50 0.50 0. 50 0. 50 0.50 0. 50 0.50 0. 50 0,50 0.50 0.50 0. 50 0.50 0.50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0, 50 0. 50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0. 50 0. 50 0. 50 0.50 0. 50 0.50 0, 50 0.50 0. 50 0. 50 0.50 0.50 Liquefy. sum 115 . 00 0,00r15.00 0.00 115.00 0. oo 115.00 0.00 115.00 0.00 115.00 0-00 1t 5.00 0.00 115.00 0. 00 115.00 0.00115.00 0.00 115.00 0.00 115 . 00 0.00 115.00 0. 00 115.00 0.00 r15.00 0, 00 115.00 0.00 115.00 0.00 115.00 0.00 115.00 0.00 115.00 0.00 115.00 0.00 115.00 0-00 115 . 00 0. 00 115 . O0 0. 00 115. 00 0.00 115.00 0.00 115- 00 0. 00 115. 00 0.00 115.00 0.00rt5.00 0. oo 115.00 0.00 115.00 0.00 120.00 0-00 120 , 00 0. 00 125.00 0,00 125. 00 0. 00 125. 00 0. 00 125. 00 0. 00 125.OO 0.00 120.00 0,00 120. 00 o. 0o 115.00 0.00r.15.00 0.00 120.00 0. 00 125 . 00 0. 00 125. 00 0.00 12 5.00 0.00125.00 0.00 12S.00 0.00 125 .00 0. 00 125 . 00 0. 00 125. 00 0.00 12 5.00 0.00 125.00 0.00 125. 00 0. 00 130.00 0.00 125 , 00 o. 00 120. 00 0. 00 125.00 0.00 125.00 0.00 12 5.00 0.00 1.25.00 0.00 130.00 0.00 125. 00 0, 00 125.00 0.00 125.00 0.00 125 . 00 o. 00 125 , 00 0. 00 125.00 0.00 125. 00 0. 00 125.00 0.00 125_ 00 0. 00 125. 00 0.00 Moclrfy Robertson method genelates Fines from outpu!Results: Settle,nent of satlrrated Sands-o.29 in. Page 2 Eclfs. rnputted Fj.nes are not relevant 4 .42 5.83 5. 31 5 ,32 4 ,44 4 .42 4 .15 5.26 5. 13 4 ,16 4.11 5. 33 4 .23 4,11 3 ,92 3.75 4-11 5 .62 2.94 4 -11 5. 00 5 .21 3 .23 3.05 1.45 5.33 4 .30t.3t 3. 41 4 .20 t.96 I .16 1.14 o- 30 0. 54 0,'71 0. 91 2.64 2.65 3 .32 3-76 2.46 1.55 | .12 1. 40 1 .21 1.17 0. 58 1. 55 0. 61 0 .14 0.45 0.38 0.26 0. 95 0, 50 0.41 0. 47 0. 54 0. 41 0.43 0. 65 0.43 a .42 0. 35 0.46 0, 50 0.31 0. 38 0.48 oooooooooo oooooooooo i d d a d d c' o o O o o O o o o O o o o o o Oo o O O o o O o O o o O O o o Cto O O o o O O o o () o o o o o o o o o o o O 6o o o o o o6 0 0 0 <) 0 00 0 0 0 0 0 0 0 0 00 0 0 0 (, 0 0 () c; .; ci c; ci d c; c; c; c; d .; .; i .; d d .; "; d d c; o d d c; c; d ; c; .i d .; d d .; d d c; d J c; .i .i .; .i .; .i c; .; .; d "i .i "i .; d d .; .; <i d c; c; <; <; .; .; <i o d g oooooooooo oooooooooo o o<'loooo o o or @@oQ o ooo oo ooooo o oooor.. oo oo o oo oo oooooooooooo o6 000 0 00 oooooooooo ooooooooooooooooo600o oooo ooo r o\ { mooo ooo o o o o o o o o ooo OO'i'I'NNNNNN -@o66@d@dr@ -@@6600:HN .i ll a ca AE qrE IE ; E a L, ' ' ooo\D\or l.. coo 601 aa ITIIIT'IIITI-TIITTII 35.83 36. 33 36.83 37. 33 31. 83 3S. 33 38 .83 39. 33 39.83 40. 33 40.83 41.33 41.83 42.83 43.33 43.83 44.33 44 .83 45. 33 45.83 45.33 46.83 47. 33 4t. 83 48.33 48. 83 49.33 49.83 2.88 2 .88 2.98 2,88 2.88 2.89 z ,15 2.41 2. 88 2-10 2.88 2.43 2 .12 0.76 L.24 2.88 2.05 2. 14 2.88 2,88 2.88 2.62 1. 1S 0.91 1.49 1.52 1.89 1- 95 1.68 0. 63 o.62 0.52 0.62 0.62 0 .52 0- 61 0. 61 0. 61 0. 61 0.50 0.60 0.60 0.60 0. 59 0.59 0. 59 0. 59 0.58 0. s8 0. 58 0. 58 0.5? 0. 57 0.57 0.57 0.56 0.56 0.55 4.50 4-62 4. 53 4.55 4 .51 4.58 4.48 4 .03 4-14 4 .46 4 .18 4, 03 4. 54 1-21 2 .0a 4 .81 3.{8 4.65 4 .94 4 -96 4.98 4.55 2.06 1. 59 2 .6t 2 .69 3. 36 3. 50 3.00 0.05 0. 05 0. 05 0.05 0. 05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0. 05 0.04 0.04 0. 04 0.0{ 0.04 0.04 0. 04 0. 0{ 0.04 0.04 0. 01 0.00 0.00 0. o0 0.00 0.00 Liquefy, sun 0.05 0. 00 0.05 0.00 0, 05 0. 00 0. 05 0. o0 0, 05 0. 00 0.05 0.00 0,05 0.00 0. 0s 0. 00 0. 05 0.00 0. 05 0.00 0. 0s 0. 00 0. 05 0. 000.05 0.000.04 0.000.04 0.00 0. 04 0. o0 0, 04 0. 00 0. 04 0. 00 0. 04 0. 000.04 0.00 0.04 0.00 0. 04 0.00 0. 04 0. 000.01 0.00 0 , 00 0.00 0. 00 0.00 0. 00 0. 00 0. 00 0. 00 0. 00 0.00 , F.S.<1, Llquefaction Potentj.al Zone (F.S. is li.Itited to 5, CRR is limited to 2 , CSR is linited to 2) atr! (1.0581tsf); Unit Weightuni.ts: unit: qc, fs, ft, settlement = in. stress or Pressure =pcf; Depth fact o ! 1 atn CRRJn CSRsfof saf S sat s-dry u6t,r q (almosphele) = I tsf (ton/ft2) CycIrc resistance ratio fron soilscyclic stress ratio indLrced by a given earthquake (eith user request f. S. =CR&n/CsRsf ety) Setllement from saturated sands Settlement from Unsaturated sands Total setllement from saturaled and unsaturated sands No-Liquefy Soils Factor of safety against llquefacti.on, Page 4 I T T I I I I I I LIQUEFACTION ANALYSIS Christ Our Savior Magnitude=G,6 Acceleration=O.599 Shear Skess Ratio 0 Fac{or of Salety 0'l 5 Settlement 0 (in.) 10 20 30 40 ts1=1 S = 0.35 in 50 Saturated Unsaturat cRR _ CSR hl- Shaded Zone has Liquefaction Potentiai 60 7A q I tir GEOTECHNICAL SOLUTIONS, INC.CPT-5 Hole No.=CPT-S Water Depth=l4 ft Surtace Elev.40 1 1 I I I I I I I I I I tl I I I I I I I I I I oooooooooo?99?9??99:??9?::9'-'-.-.--. d Jd J; Jd .; sd ooooooooooooooooooooooooo60000 ao\roo(D60006 ooo@r\omoooac ooooooo 2 I -c ttrr.a o lr o42 o> 0, o o!...c ,r .i -or9OOt{rJrr cdJ.a!f o 6 0 (I).d oEo r.{a!>.cc>c ,orr!ocd o c o '!, o,ao 6.i oa'! o o!.icpir! Eo.t4lJu<)r&.to .-r1,rrrDlJ(,JoOo,(!ri, >.)(,) ro o lr a, ('iD rit4eooeac5to o (J a, ! o{) !,or1 a 4 E!oops!crE or o.a,d o oaD uou)l!l!U)-Dr o).d1 o 2 ..ro pir!-o rE I o= t! e E li do,io; c:oa2 .ts' q) iE l'l Io! o n-aa FIu., on.4.a 5,o!co! r. | 6\0q ,i e 6 [ ..dH,droo odiNrrol r4.i!4cDoo 6..1i o io 6[ rr!Elo,.r(Dtd'!l!- > F.-r ! E.O{, oi o o 0 rD l!i(J-d*lir!.4rni o-oc,).q''Hd.lu{(]oooFe.o,,QZ 4 E d '! .c ! r .c.a..qopo{r.!:l.! ! i o! ! x ! r!roruodl!l!06.o:CO9BErrlZ thE ro o ANNNNNNNNNtoo@J!o6uos @(!@ur..ooa6ao66l.J@'OOoPN 6arauPc,o5. ouNooooooo!aN@oooerooooo o o ooo NFNNlr,NN'PPO o o oo o o o o o o o o oo o o o o o o o o oo o o oo o o o oooo o o o o o oooooNoooo JOUPJONA"L! P!EoA6oroPo oooooooooo oocrooooooo ooooooo 3 I :.. o. f '1, ,I I I I T I T I I I I II I II I I I I oooooooooooooooooooooooooooooooooooooooo {{{q<odt.i,no oooooooooo oocrooooooo oooooooooo oooooooooo oooooooooo oooooooooo oooooooooooooooooooc, oooooooooo o o o o o o o o o o o o o o o o o o o o ooooooooooo l@ @ @ o @ r @ o oo o o @ o o o o oo o No oo Q o o C)oo o o oo o o o o - \06@ o o 6 666000000000000000000 l^;i^j J^; c; ;"; "; i.j "j cji"; .j "i.j ^jdc; .j ";"jni;^j ^;i.j.i^;ii^i.j ^; id"i^; .; dJJiJn"; ^; i.;"; iiddddc;- i<;c;d iiN.i l6 16 6 o 6 - F - r 6 - o @ 6 co.n @ o @ 6 @t-66oF@6o-@t. j o ! 6U ! .'E qE ; a I IIIIIII;Ir!rrrIIrIII Lrquefy. suln 2-60 2. 88 2.88 2.88 2 .88 2.04 1.93 2.'12 2.03 2 -20 1.84 2.06 0.54 1.01 2.90 1. 58 2.11 2.89 2 .88 2.'t6 2.01 0. 9l 0 .12 1.16 1- 19 t-48 1. 53 l. 31 0. 50 0.50 0. 50 0. 50 0. 50 0. 50 0. 50 0.50 0. 50 0.50 0. 50 0.49 0,49 0.49 0.49 0.49 0.49 0.49 0.49 0,49 0. 48 0. 48 0.48 0.48 0.48 0.48 0.48 0,41 o.41 5.00 5.00 5.00 5.00 5.00 s.00 4 .10 3.8S 5.00 4 .O9 4.45 4. 18 ! -29 2.05 5.00 3 .24 4.32 5.00 5.00 5.00 a.20 1. 93 1.50 2.43 2.49 3.10 3.23 2 .18 0. 11 0. l1 0. 11 0. 11 0. l1 0. 11 0. 11 0. 11 0. l1 0. 11 0. 11 0. 11 0. 09 0.09 0. 09 0. 09 0.09 0, 09 0.09 0.09 0. 09 0.08 0.04 0. 01 0.00 0,00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 o. 00 0. 00 0. 00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0. 00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0. 11 0. 11 0. 11 0. r1 0. 11 0. 11 0.11 0.11 0. 11 0.11 0. 11 0.11 0,11 0. 09 0. 09 0.09 0 .09 0. 09 0. 09 0.09 0. 09 0. 09 0. 08 0.04 0. 01 0.00 0.00 0.00 0.00 r E. s. <1, Liquefaction P {F.s. is limrted to 5,CRR is Iimited to 2 St ress or Pressure , csR is linited to atm (1 .0581tsf) , Uoil 2) Werght pcf; DePthUnits: Unit: qc, fs, ft; settlement = in. f atrn latmosprrele) = 1 tsf (ton/ft2) CRRm cyclic resistance latio from soils CSRsf cyclic slress ratio induced by a given earthquake (rrth lrser !equest E. S. =cRFm/csRsfagainst liquefaction,factor of safety) F. S. S sat slarYs all N6Lj. q Eaclor of Safety Settlenen! fron settleoent from TotaI Settlement No-Liquefy SoiIs satu!ated sands Unsaturated Sands faon Saturated and Unsaturated Sands Paqe 4 35.83 36.33 35.83 3r.33 31.83 38. 33 38.8 3 39.33 39. 83 40.33 40.83 41.33 41.83 42.83 43.33 43.83 44.33 44.83 45.33 45.83 46.33 46,83 47.33 4?.83 48.31 48.83 49.33 I T I I I I I t T I I I I I T I T I I Project No. D-3885-06 Christ Our Savior Catholic parish Appendix F Axial Pile Analysis o Axial Capacity in Compression o Axial Capaciry in Tension For l6-inch Pre-cast Concrete Driven pile 50 I I T I IIITIITTII IIIIIIII oz i UJ 0.., :'qa tL l---]---.1--l.-r rrlr 0z r r r I r r r r I I I I I I I I t__l_r,_i_LL-!J - I (J .i3 u.t! I 0 0l st st ON s,0s ss 09sz 0f (U) uoqB{rurd rlld oz J()-.1(J J J(-) oz J 9a:;6q I r I I I Ir -r I rI r I I I Il r I r I ) Ft 6rl F8[ Tr Lol9r tt L -t L L PI-L t ) I S.ttlGllt.rt (in) I 0.9 0.8 0.7 0.6 0.5 0.4 0 3 0.2 0 I 02.t 2 t 9 1.8 t.7 1.6 1.5 t.4 1.3 t.2 Lt- rT-r-r-TT-T-rI.T'T-rT-I-TT-n-T-I'T-T-I t n a. Eg a e I!o o T Itr IIITITTTIIIII,,IIIII I ].\ I UJ o,)- etr CL I F !E (J t r r r l l1t r-t*t st llrlllrrrlllrttlrttt tt 0g t!0 s OI ll 0z sz 0f (U) uollBrl.urd.lrd 0!) J oz o J JQ J oz oz : .I}Y I I I I I I I I I TT I I II I I TI I I I ,l ..il ,./' 0! 1.2 1.3 Uplifr (in) I t.t0 0 r o.2 0.3 0.4 0.5 0.6 0.1 0.8 0.9 I ^!P a ; J]lJ6's rof IITTIIII TII+ rtrrrrtt o .1 -t e I I I Project No. D-3885-06 Christ Our Savior Catholic parish I COMPUTER OUTPUTS Allowable Axial Capacity in Compression For l6-inch Square Precast Concrete Driven pile 5l APILE for Wj.ndolrs. version 2018,8,1 Seri.al Number : 1516 317 3 5 A Prograrn for Analyzj.ng the Axial Capacity and Short-tern Settlenent of D!iven Pi,1es under Axial Loading-(c) Copyright ENSOrT, Inc., 1987-2015All R:.ghts Reserved This program is licensed to GeotecbnicaL Solutions, Inc.Irvine, CaIi fornia / USA Path Eo file ]ocations i savior\Driven Pi.1e Analsis - Axial\ Nane of inpu! data file Name of output f rIe Name of plot output file cos-16c1 co5_16C1 cos 16c1 Driven Driven Drlven apEd aPSo apSp z: \2018 Projecrs\Ne!,, Projects\D-3885-05 chrisl our Time and Date of Analysis Date: July 11, 2 01.8 INPUT INFORMATION Time: 15:4 2:35 Christ Our Savior Buildings, 16-inch Square Conceret€ PiIe, Compressro DESIGNER : DXS .lOB NUMaER ; SC-48a0-06 API RP 2A (Amerrcan Petrolelrm Institute) Unfactored Unit Side Eriction and Unit Side Resistance are used COMPU?ATION METHOD(S) FOR PILE CAPACITY : - API RP 2A (American Petroleutlr Institute) TYPE OF LOADING - COMPRESSION PILE TYPE : Precast conclete pile ( Square/RectanguLar/Orthogonal ) DATA EOR AXIAL STIFFNESS : MODULUS OF ELASAICITY CROSS SECTION AREA = 0.2908+09 PSr - 255.00 rN2 NONCIRCUIAR PILE PROPERTIES - ?OTAL PIIE LENGTH, TL 60.00 ET Page I COS_I5C1 Driven. apSo 1 METHOD FOR UNIT LOAD TRANSFERS : BATTER ANGLE PILE STICKUP LENGTH, PSL - ZERO FRICTION LENGTH, ZP', = PERIUETER OF PILE TIP AREA OF PILE INCREMENT OE PILE LENGTH USEO IN CO}jPUTATION 15C1 Driven. aPSo 0.00 oEG 0.00 FT. 3.00 FT. 64 . 00 IN. 256.00 rN2 cos I. OO FT SOIL INEOR}IATIONS SAND SAND CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY SAND SAND CLAY CLAY SAND SAND CLAY CLAY SANO SAND l.iAx r !.tul, UNIT FRICTION KSF 0 . 4 0E+01 0.40E+01 0. 64E+01 0.64E+01 0.54E+01 0.648+01 0.64E+01 0. 648+01 0. 64E+01 0. 548+01 0 . { 0E+01 0,408+01 0.648+01 0. 548+01 0. 4 0E+01 0.40E+01 0 . 54 E+01 0.548+01. 0. 408+01 0.40E+01 EEEECTIVE UNIT IiEIGHT LB/CE 115.00 115.00 115.00 11s.00 52.60 52.60 42.10 42.70 52.60 52.60 5?.60 t?. 60 52.A0 52.80 57. 60 5?. 60 52.50 52.60 62 .60 62.60 SOIL TYPE LATERAL EARTH PRESSURE FRICTION ANG],8 DEGREES BEARING CAPACITY FACTORDEPTH ET. 0.00 2 -AO 2. 00 5. 00 5.00 10. 00 10. 00 20, 00 20.00 32.00 32 .00 36.00 36.00 40.00 40.00 4'7 .00 47.00 5 7.00 5.7.00 70. 00 r,00 1.00 0. 00 0,00 0.00 0.00 0,00 0.00 0.00 0,00 1.00 1.00 0. 00 0.00 1.00 I .00 0.00 0.00 r..00 1 .00 30. 00 30.00 0. 00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 32.00 32.00 0. 00 0.00 36.00 36.00 0. 00 0-00 37. 00 31.00 2L2l 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 , o0 .00 .00 .00 29 .00 29.00 0.00 0.00 52.00 62.00 0. 00 0.00 ??.00 7 7.00 MAX IMUM ONIT BEAR]NG KSP 0.40E+02 0. 408+02 0. 408+02 0. 4 0E+02 0. {08+02 0. 408+02 0. 408+02 0.408+02 0. {0E+02 0. 40E+02 0 .40E+02 0.408+02 0- 40E+02 0. 40E+02 o.408+02 0. 40E+02 0. 40E+02 0.408+02 0.40E+02 0.40E+02 0. 00 0.00 0.00 0.00 0. 00 0. 00 0.00 0. 00 0. 00 0. 00 0. 00 0. 00 o. 00 0.00 0. 00 0. 00 0. 00 0.00 0. 00 0, 00 UNDlSTURB SHEAR SlRENGTH I(5F 0. 00 0.00 1.00 1.00 1.00 1.00 0. 50 0. 50 1. 50 1. 50 0.00 0.00 2.00 2. OO 0.00 0.00 2. 00 2 .00 0.00 0.00 REUOLDED STIEAR STRENGTIT KSF 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0. 00 0. 00 0.00 0.00 0. 00 0.00 0.00 0. 00 0. 00 0.00 0.00 0. 00 0.00 BLO}? COUNT UNIT SKIN ERICTION KSr 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0. 00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 UNIT END BEARING 0. 00 0.00 0. 00 0.00 0. 00 0.00 0. 00 0.00 0. 00 0.00 0.00 0. 00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 LRED FACTOR ON UNIT FRICTION LRED FACTOR ON UNIT EEARINGDEPTH FT. 0. 00 2.00 2.O0 5.00 5.00 10. 00 1.000 1.000 1. 000 1. 000 1. 000 1. 000 1_ 000 1.000 t. 000 1.000 1.000 1.000 Page 2 I u oz ; z ai oooooooo ooooooooollr(.ooooooo oooooooc)ooldFHFEoiNoso\oor ol, o{6rooooor NO@Co6cO6@6 vE ooooisr ql,lNaiN.i60N(,o H & O O O d o o r.' O .r 6 r-- <n d 6 !t r : e o \o H r o @ s o 'TFF Hi:iHNNiINN4u!( z E oooooooooooooo 99?9q999?99999 9q999C99999?9: I I I I I T I I I T' I I TI I I I I I I 47.00 48.00 49. 00 50,00 5r. 00 52. 00 53. 00 54-00 s5.00 56,00 5?. 00 58.00 59.00 50.00 185.3 193,9 200 ,2 206.6 213. 0 2t9.5 226.1 239.4 246.2 252.9 261.9 213. I 284.5 51.6 43.9 36.2 32.0 32.0 32 .0 32 .0 32 .0 35 -2 41. 9 51.5 66.9 71.1 cos 16c1 Driven. apSo 237 .'l 235.4 23A.5 245.O 25t.6 258.1 264.7 2t5.6 290. 0 304.5 321. I 3{ 0.0 355. 5 NOTES: - AN ASTERISK IS PLACEO IN THE EI{D-BEARING COLUHN IF THE TIP RESISTANCE IS CONTROL1ED BY THE PRICTION OF SOIL PLUG INSIDE AN OPEN.ENDED PIPE PILE. , COI{PUTE LOAD-DISTRIBUTION AND LOAD-SETTLEMENT 'r CURVES FOR AXIAI, IOADING T-Z CURVE NO. NO. OE POINTS i ::: PILE MOVEMENT iN. 2 3 10 10 IO 10 0.00008+00 0. 10258+01 0. 1958E+01 0.2000e+01 0 _ 0000E+00 0. 00008+00 0.0000E+00 0 _ 0000E+00 0.00008+00 0.00008+00 0. 0000E+00 0.00008+00 0. 00008+00 0.0000E+00 0-00008+00 0.1000E-01 0.2000E-01 0.4000E-01 0. 6000E-01 0.8000E-01 0. 90008-01 0. 1000E+00 0.5000E+00 0.2000E+01 0.00008+00 0. 13318+00 0.2651E+00 0.53228+00 0. ?9838+00 0. 1064E+01 0. 119?E+01 0. 1331E+01 0 - 13 31E+01 0.1.3318+01 0. 00008+00 0.10008-0I 0 . 2 000E-01 0.4000E-01 0 . 600 0E- 01 o . I000E-01 0.9000E-01 0 - 1000E+00 0 - 50008+00 0, 20008+01 0. 0000E+00 0.1331E+00 0. 2561E+00 0. 5322E+00 0.7983E+00 0. 1064E+01 0.1197E+01 0. r331E+01 0. r331E+01 0 . 1331E+01 0. 00008+00 0.1000E-01 0.2000E-01 0.4000E-01 0. 6000E-01 0. 8000E-01 0 - 90008-01 0.1000E+00 0.5000E+00 0 . 20008+01 0.0000E+00 0, 8281E+00 0.13808+01 0. 20708+0r 0.2484E+01 0.27 608+01 0.2484E+01 0. 24 8 4E+01 0. 24 84E+01 0.24848+0\ 5 10 0. 3525E+01 0, 0000E+00 Page 4 0. 00008+00 0.0000E+00 0.3259E-01 0.53I5E-01 0.11618+00 0.15308+00 0. 203 ? E+0 0 0.4074E+00 0.61I2E+00 0. I019E+01 0. 40748+01 I 4 oooooooooo +++++ill!ltnlnlnrndlrlrird :i11...]..j..:"'j1...| c; oooooooooo In !l &l td I.l ri In !l l,l arl d.; Jc;d <i.ic; d; ++++++++++rnlr1!llnt{rrlanlnLlrn + + | t +++++++!lriCdl,]ln(n!rlrltd oNr,ti\ooonooo.aoaiNs@a5 ;.; <;.;.; c; c; c; d.i !1 &t rd ri !1 !r |lt (n tn f,l o @.io1 $o< $ qs : i'.:"i 1i 1.'j "'1 1 J ooo6000000+ | r++ .;ci.;.; .; c;d <; dc; ++++++++++riutrulrll,lInlnLlld o6000'ior666r :i11':i": 111 d oo60000600 dci;Jd.idJdc; ++++++++++rdrdtnr,r(nlnrn{dll&l O-TFFO6dNN6NNNNd.;.;d.;.;;Jd.i ; oiaoooooai + lr +++++++6t r,l rrl an al .t) ln Lr l,r rrl ?19111i:1: ++++++++++r,rrdrnrdrlrai(llrnlnln d Il)rnrd!1 il ,: lntn trl "r9'': 1l: Y 1: a.-*------ :+++++++++ ;i66@@d\o@@@ t6No@6\oro@@ IIIIIIIIITIIIIIIIIII 9I3II9 ......o @o@@U\p.all: @oo@o@ooo ++++++++:o o o o o o o o]: o 9999999999 trt Ft trl trl t'j F, r" trl Et rr, 99:P999999 E F'lnt,rtrF'r''11'Fr(rj+++++++ r I +oooooooooo oooooooooo @@@65@OJd\o llr.rtrr'lrt 9P::99:939 FI tl! trI F' F' tTI E' F' t' F,+++++++ r r +ooooooooooPHOOOOOPPO 999:999999u@ou6@5aPo tq Fr rr Fr Fr Fr Bl t'r Ft ta, oooooooooo 9P:P99P993 trrFtF trit',FltirF,r,t,l+++++++ r t +oooooooooo 9999999P99 F' tr, a! t', ir t, trr t, t'r Er ::9:9::99P ooaoo60000 rli t, tri t Fl Fl rtt tl, t, Fr POOPP rrl t{ ti, rrl Fl 14 rr, t, rrr rrl oooooooooo oooooooooo F' rlr l, tr: r!, tti F! Ft rr, trt+++ r r r r r r+ 9:P999P9?9 ItlrrFlF trttnFtFjFlt,l++++++++++ t, trr rr Fr t r F, rr, tlr F, tt oooooooooo 999 IIIIIIIII'IIIIIIIIT' c; d<;<; d oaioooooaa +++++Ir)lll[l:l!l!lLllnInlr1&l .;d; c; d <i dci <;c; rd rl: r,r rrt rD r,r !d &r r,t !l c;cic;ddddJc; ; ,dooi 14 (,In ln LlIrll,l &1 In &loooooooooo .; <; c; dd c; ;;dc; ++++++++++ln ri r,r !l ri rd Ll (lr ri !l ;; J; c;c; c;.;c; d .; oooooooooo rdlnlnrniltnlnldlrrllJoooooo6000oooooooooooooooooooo c; dci d c; c; c;.; .i c; ++++++++++!l ,rl Ll !r ll I{ t,] Ill t1 LloNo(ooo6Nc.tN ooi.\r!6\oooooaN$906Laii c;;ddci.;.iJ.; .i d ooooooooo6+ r r r r r r+++rnlnrrtrd(nrddrnrid oooooooooo ?1'-":::ili"'l l11 rrl (!) trl !l oooooc)oooo d + r r+++++++riLlrdln&ttrtrnQtn!l ? i:1:':::1i rr) ar: rrr L: ,rr r,r rrr rrr frr 14 ?1::-.el-.-l J<; fooooooo Aoooooo@5,oo$oooo I o oooooo6 0000000000+ r r+++++++!J Il1ln rn llr ri !1 rrr (d rr: rn .ll (rl !r u ri Ll id.;ddc;d dd.;ddc;dd<;d IIIIIIIIITITIIITIfII cos 15cl 0riven. apSo o.1126E+07 0.8585E+01 0.7?26E+01 0. ?7258+01 0.17258+01 0. ?726E+0I 0.1530E+00 o. 203?E+00 0. 40748+00 0. 51128+00 0.10198+01 0.40748+01 0. 00008+00 0. 307 5E+0t 0.51258+01 0.7688E+01 0. 922 6E+01 0.1025E+02 0. 92268+01 0.9226E+0t 0.9226E+01 a,9226E+01 0. 0000E+00 0.3259E-01 0.53158-01 0.11518+00 0. 15308+00 0.2037E+00 0,40?{E+00 0.61128+00 0. 1019E+01 0 4074E+01 0. 0000E+00 0. r3128+01 0.2625E+01 0.52498+01 0, 787{E+01 0. 1050E+02 0.1181E+02 0. 1312E+02 0. 1312E+02 0.13128+02 0. 00008+00 0. 10008-01 0. 2000E-01 0.{0008-01 0.6000E-01 0. 8000E-01 0 - 90008-01 0. 10008+00 0. 5000E+00 0.20008+01 0.0000E+00 0.1000E-01 0 - 20008-01 0.4000E-01 0.6000E-01 0. 8000E-01 0. 90008-01 0, 1000E+00 0. 50008+00 0.2000E+0r 0. 00008+00 0. 14I5E+ol 0.29?Le+0I 0. 59428+01 0.89138+0t 0.1188E+02 0. I3378+02 0.1486E+02 0. 14858+02 0, 1486E+02 21 28 29 30 IO 1C t0 10 0.55958+02 0. 57008+02 0. 63538+02 A .69958+02 0.00008100 0.1486E+01 0.29?18+01 0. 5942E+0I 0. 8913E+01 0.I1888+02 0.I337E+02 0. 1485E+02 0.1486E+02 0.1486E+02 TIP LOAD KIP TIP MOVEI'IENT IN' 0. 0000E+00 0.44448+01 0,88898+01 0. 1718E+02 0.3555E+02 0. 5 333E+02 0.540oE+02 0.?1118+02 0. 711lE+02 0.71.11E+02 0.00008+00 0. 10198-01 0,2037E-0r 0-40?4E-01 0.2648E+00 0. 8s56E+oo 0.1487E+01 0.20378+01 0. 30558+01 0.40148+01 LOAD VERSUS SETILEMENT CURVE TOP I,OAD Kl P 0.3344E+00 0.3344E+01 TOP MOVEMENT IN. 0. i023E-03 0.1023E-02 TIP f,OAD KIP 0.43538-01 0.4353E+00 Page 8 TI P T{OVEMENT IN. o.I000E-03 0. 1000E-02 0 _ 00008+00 0. 1000E-01 0. 2000E-01 0.4000E-01 0. 60008-01 0. 8000E-01 0. 90008-01 0.10008+00 0. 5000E+00 0.2000E+01 odioooooaa + r r +++++++IiGTn)lrllllInlnINL'Id ?1: ''1 111Y:: ++++++++++ln&ruadrrlor!udri Jc;c;;cjc;c; ddci oooooooooo !rl,ll,l!drir!tr(nolnool 6ior <N6 q ?1:11':1:1: ++++++++++tn rrl r! rrr d rd rn a,l rn !l o661 60{OooO c;ci.i.ic;c;icidci oiiooooo:ioooooooooo !rln!l{,rtl(,1!lorrn!JooroaorqNols oNoilDoodoo:i: i i""l i:1:oooooooooo oiioooooi: l,l &1 LJ arr |rl !J cl trl 1,1 &)oor6aor{N6q .; di c; c; i.;.; .; c; oooooooooo++++++++++ orN6006666 .i.; .;.;c; d.; c;.j .; oiaoooooia + r r +++++++rrl i) Id (n |nli lrl lrl lil :1::1.'i1:1: rrr &t rrt rrr !r ri !r !l .n !.1 ? 1i 1._.rt "1 I r.l EH I q ti >rr lnl.lnIr)Irr<n i6ooooooo oooooooooo++++t+++++ri rrr lrr d ra rrr (r1 r! !l bl 5 - -.. -.. i+++++++ r r lrl li L] l,l l,l !r |r] 3.;<;.;.;.;.;.; i111i1": d";c;;<;dd c; I;.; OF oo IIIITII-IIIIIIIIIII Project No. D-3885-06 Christ Our Sayior Catholic parish COMPUTER OUTPUTS Allowable Axial Capacity in Tension For l6-inch Square Precast Concrete Driven pile 52 cOS 16TI Driven apSo APILE for windows, version 2018.8.1 Serial Nunber : 15I531736 A Program for Analyzing the Axial Capacity and Short-term Set!lemeDt of Driven Piles under Axial Loading.(c) copyright ENsoFT, Inc., 1987-2015 AII Rights Reserved This program rs Iicensed to Geotechnical Solutlons, Inc I !vj. ne, Cali.fo!nia / USA P.th lo file localioDs : Savior\Driven PiIe Analsis - Axial\ Name of input data frle Name of output f ile Name of plot output lrle cos_15T1 cos_15T1 c0s_r 6T1 D!rven. apBd D!iven. apEo D!iven. apSp z: \2018 Projects\New Plojects\D-3885-05 christ our Time and Date of Analysis Chrrst Our Savior Buildings, 16-inch Squale Concelete Prle, Tension DES IGNER : DXS JOB NUMBER : SC-48{0-06 Date: July 11, 2 018 INPUT INFORMATION }IETHOD FOR UNIT LOAO TRANSFERS PILE TYPE : Precast concrete pile ( S qua re /RectanguIar /Orthogona I ) DATA gOR AXIAL S?IFENESS : Tirne: 15: 4l :45 API RP 2A (funerican Petroleum Institute) Unfactored tlnit Side Erictron and Unit Side Resistance are used COI{PUTATION METHOD{S} FOR PILE CAPACITY : - API RP 2A (Anerican Petroleum Iostitute) TYPE OF LOADING : - TENSION REDUCTION FACTOR FOR TENSION LOADING 0.50 MODULUS OE ELASIICITY CROSS SECTION AREA = 0.290E+ 0 9 PSr = 256.00 rN2 NONCIRCULAR PILA PROPERTIES Page I 1 u I I T I T T I I u I I I I u n I t T TOTAL PILE LENGTH, TL BATTER ANGLE PIIE STICXUP LENGTH, PSL = ZERO FRICTION LENGTH, ZFI- = PERIMETER OE PILE TIP AREA OF PILE INCREMENT OE P]LE LENGTH USED IN COI'IPUTATlON 15T1 D!i.ven. apSo 60.00 rr. O- OO DEG 0.00 FT. 3.00 aT. 54.00 rN. 256.00 rN2 cos 1.00 FT SOIL TYPE LATERAL EARTH PRESSURE rRI CTION ANGLE DEGREES BEARlNG CAPACITY FACTOR SAND SANO CLAY CLAY CLAY CLAY C LAY CLAY CLAY CIAY SAND SAND CLAY CLAY SAND SAND CLAY CLAY SAND SAND MAX IMU!' UNIT BEARING 0. 40E+02 0.40E+02 0.448+Oz 0,40E+02 0.40E+02 0.408+02 0.40E+02 0.40E+02 0.408+02 0, {oE+02 o.4AE+02 0.408+02 0. 4 0E+02 0. 4 0E+02 0.40E+02 0.40E+02 0. 40E+02 0.408+02 0. {0E+02 0. {0E+02 UNIT I{EIGHT LBlCE 115 . 00 115.00 115.00 1r5.00 s2.60 52 .64 42 -10 42 -10 52.60 52.60 3?. 60 57. 60 52. 80 52.80 57,60 5?.60 52. 50 52.50 62 .60 62-60 30. 00 30,00 0.00 2.OA 2.O0 5.00 5. 00 10. 00 10. 00 20. 00 20.00 12.00 32.00 36.00 35.00 40.00 40.00 47-00 47.00 57.00 57.00'70.00 r ,00 1.00 0. 00 0. 00 0. 00 0-00 0.00 0. 00 0. 00 0.00 r. 00 1. 00 0.00 0. 00 1. 00 1. 00 0.00 0. 00 1. 00 1 .00 00 00 00 00 00 00 00 00 00 00 00 21.00 21. 00 0.00 0.00 0. 00 0.00 0.00 0,00 0.00 0.00 29.00 29.00 0. 00 0. o0 62. 00 62.0a 0. 00 0. 00 ?7.00 7?.00 0 o 0 0 0 0 0 0 12 32 0 0.00 36.00 36,00 0.00 0. 00 37.00 37.00 MAXIMUM UN IT FRlCTION xsF 0. 4 0E+01 0. 40E+01 0,54E+01 0.64E+01 0. 64E+01 0. 54E+01 0. 64E+0i 0.64E+01 0.64E+01 0.64E+01 0. 40E+01 0.40E+01 0. 64E+01 0.64A+01 0. 408+01 0 . 4 0E+01 0.548+01 0. 548+0I 0. 408+01 0.40E+01 UNDISTURB SHEAR STRENGTH KSF 0.00 o.00 1.00 1.00 1.00 r..00 0-50 0.50 1.50 1.50 0.00 0. o0 2.00 2.00 0-00 0.00 2.00 2. O0 0,00 0.00 REMOIDED SHEAR STRENGTH KSF 0.00 0.00 0. 00 o- 00 0.00 0. 00 0.00 0.00 0. 00 0.00 0.00 0,00 0. 00 0.00 0.00 0. 00 0.00 0.00 0. 00 0.00 UNI? SKIN FRICTION xsF 0. 00 0- 00 0. 00 0. o0 0.00 0.00 0.00 0- 00 0.00 0.00 0.00 0. o0 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BLOI{ COUNT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0. 00 0-00 0.00 0. 00 0.00 0.00 0. 00 0. 00 0.00 0.00 0. 00 UNIT END AEARING 0.00 0.00 0.00 0. 00 0.00 0,00 0. 00 0.00 0.00 0. 00 0.00 0.00 0. 00 0. 00 0.00 0. 00 0-00 0.00 0.00 0. o0 DEPTH FT. 0.00 2.00 2.00 5.00 5.00 LRFD T'ACTOR ON UNIT FRICTION LRFO EACTOR ON UNIT BEARING 1. 000 1.000 1.000 1.000 1 .000 r.000 1 .000 1. 000 1.000 1 .000 Page 2 I T T I I I I I I T I I SOIL INFORMATIONS I I ti E I I I E :;v; ;iuH -! t<z ooo6@r.ho rltrH F O o o o o o o o o o o o o c, o o o otl * . o o o o o o o o o o o o o <, o o o }{ Er lr o ; N r's 6 \! F 6 orod N r'rs 6\o Or ld HidnHradii -; .l : oi;11 : I ;;;19119e9 "'l 1::1 ;"; ?1 oooooooooooooooooooooooo ooooooooooooooo F ! E IIIITIIIIIIIIIIIIII 46.00 47.00 48.00 49.00 50. 00 51.00 52 .00 53.00 54. 00 55.00 56.00 57.00 58.00 59. 00 60.00 88. I 93.2 95. 9 100. I 103. 3 105.5 109.8 113.1 116. 4 119.7 123. 1 125.5 130.9 136.5 t42-3 9.8 10. 0 10.2 10. 4 10. 6 10. I 11. 0 11.2 11. 4 1r. 5 11.8 L2-0 12 .2 t2-4 12.6 cos 16T Driven.apSo 98.6 103.2 107 .2 110.5 113. 9 11?.3 \20 -8 124.3 t2't .8 131,3 13{.9 138. 5 143.2 149.0 154.9 NOTES:. AN ASTERISK IS PLACED IN THE END-BEARING COIUMN IE THE TlP RESISTANCE IS CONTROLI,ED BY THE ERICTION OF SOIL PLUG INSIDE AN OPEN-ENDED PIPE PILE. r COMPUTE LOAD-DISTRIBUTION AND LCAD-SET?LEUENT ', CURVSS FOR AXIAL LOADING T-Z CURVE NO. NO. OE POINTS DEPTH TO CURV6 LOAD TRANSTER PSI PILE MOVEMENT lN. 2 3 LO l0 IO 0.0000E+00 0.I0258+01 0.1958E+01 o. 00008+00 0. 00008+00 0. 0000E+oo 0. 0000E+oo 0. 0000E+00 0. 00008+00 0. o0008+00 0. 0000E+00 0, 0000E+00 0.0000E+00 0. 0000E+00 0. 1000E-01 0. 2000E-01 0. 4 000E-01 0. 5000E-01 0.8000E-01 0. 9000E-01 0. 1000E+00 0. 5000E+00o 2oooE+0I 0. 00008+00 0 . 665 3E- 01 0. i331E+00 0.2661E+00 0. 39928+00 0. 53228+00 0. 59878+00 0.66538+00 0. 6653E+00 0. 66538+00 0. 0000E+00 0. 1000E-01 0.2000E-01 0. 4 000E-01 0. 6000E-01 0.8000E-01 0. 9000E-01 0. 10008+00 0. 5000E+00 0 . 20008+01 0 - 0000E+00 0.6553E-01 0. 13318+00 0.2661E+00 o. 39928+oo 0. 5322E+00 0.598?E+00 0, 6653E+00 0. 5653E+00 0.5553E+00 0.0000E+00 0. 1000E-01 0.2000E-01 0.4000E-01 0. 60008-01 0.8000E-01 0. 9000E-01 0. 1000E+00 0. 50008+00 0.20008+01 o, 0000E+00 0.41408+00 0.69018+00 0. 1035E+01 0. 1242E+01 0.13808+0I 0 . t242E+0'l Page 4 10 o. 20008+01 0.0000E+00 0. 3259E-01 0.63r5E-01 0. 1161E+00 0.1630E+00 0.2037E+00 0. 4074E+00 I I T I I I I T T I T I T T t I I I - A NEGATIVE SELE-WEIGHT VALUE IS DUE TO THE BOUYANCY EFFECT. I T rrl 6l lrr lrl &: td Ll lr: d<iJdddc;d rr: r,l trJ rrl r,l tn !r t{ o oo6i a Hd od.ic; ci.; d;J F <; oooooooooo ln cl r,r rrr lrl &l lrl ltl ltl (r,ocn6aoFsNCnq oc.{ri\Dooaooo6\oiac.rs@He oooooooooo ++++++++++lnrn!rrdL)rrLrlil9tr,1 .;.;dcjc;.;c;.;.;c; + C; oooooooooo lrl !l ld Ll l,l !r IrJ l,l an l'J ?1Y11!::1:oooooooooo ++++++++++Ltddrnr,l!l!rrnri!l .; o60aorsc,ro's :i:ii1::1: !l !r !r !t !t !r !r !r ll ri oooooooooo oooooooooo r! rlr Ll or ln rrl r,l r,r rrr r,l .;.i "; .j; .; J.;"; .; oooooooooo+++1++++++cr r, L, il cr irr m rrr rn !) c; oooooooooo+ r r +++++++rl1In&l&llntlarll{In!l ? i:11"': ::1: oooooooooo !r rrr rrr ri rll rd rd rrl rn ri .i c; d ci c;c;c; d d.; c; oooooooooo+ r r+++++++!ltl!trnl|llrt!trrlln!l oN63\O<,oiOO c;dc;c;ddJdc;d &I I,r Ir, !r Id !: rrl Id rd !l ?:I1111111 c; :1: I o IIIIIIIIIIIITIIIIII COS_16T1 Driven, apSo 0. 115 6E+01 0. 115 6E+01 0.101.9E+01 0. 4074E+01 L2 10 LO 10 10 10 10 1: 14 15 t6 ll O.19958r02 0. 2000E+02 a -2603E+02 0. 11968+02 0.12008+02 0. 3403E+02 0.00008+00 0.8151E+00 0.1359E+01 0.2038E+01 0. 2laSl+01 0.2717E+01. 0. 24 4 5E+0 r 0.24458+01 0.2{45E+01 0.2445E+01 0.0000E|00 0.32598-01 0.6315E-01 0.116I8+00 o. t630a+00 0.20378+00 0.4014E+00 0.6I12a+00 0.10198+01 0.40?4E+01 0. 0000E+00 0 - t 980E+00 0. 8300E+00 0. 124 5E+01 0.14948+01 0.15608+01 0.1494E+01 0.1494E+01 0.1494E+01 0.1494E+01 0. 00008+00 0.3259E-01. 0. 5315E-01 0. 11618+00 0.1630E+00 0. 203?E+00 0.4074E+00 0.61128+00 0.10198+01 0.4074E+01 0. 0000E+00 o. 672?E+00 0.11218+01 0.1682E+01 0. 2018E+01 0.2242E+01 0.2018E+01 0. 2018E+01 0 . 2018E+01 0.2018E+01 0. 0000E+00 0.32598-01 0.63158-01 0. L 1518+00 0. 1530E+00 0.203.78+00 0.4014e+00 0.6112E+00 0. 10198+01 0.4074E+01 0. 00008+00 0. 91508+00 0. 15258+01 0. 22878+01 0.274 5E+01 0. 3050E+01 0. 274 58+0t 0.274 5E+01 0. 274 5E+01 0.2745E+01 0. 00008+00 0.32598-01 0.63158-01 0 . 1161E+00 0. r630E+00 0. 20378+00 0 . { 074E+00 0 . 6112E+00 0.1019E+01 0.40?48+01 0. 0000E+00 o. 3350E+00 0. 5?O0E+00 0.Il40E+01 0. 2010E+01 0.26808+01 0. 30I5E+01 0. 33s0E+01 0.3350E+01 0.33508+01 0.0000E+00 0. 1000E-01 0. 20008-01 0. {000E-01 0.6000E-01 0.8000E-01 0.9000E-01 0. 10008+00 0. 5000E+00 0.2000E+01 0. 00008+00 0.3550E+00 0. 7 32 rE+00 0.1454E+01 0. 2196E+01 0.2928E+0r 0.3294e+01 0. 3660E+01 0. 36608+01 0.3660E+01 0.00008+00 0. 1000E-01 0.20008-01 0. 4 000E-01 0. 60008-01 0.80008-01 0.90008-0r 0.10008+00 0.5000E+00 0. 2 000E+01 0. 0000E+00 0. 3702E+00 0.74058+00 0 . 14 818+01 0.222t8+Ot 0.29628+0\ 0.3332E+01 0.3702E+01 0. 3?028+01 Page 6 I8 10 0.35958+02 0.0000E+00 0. 1000E-01 0-2000E-01 0.40008-01 0.60008-01 0.80008-01 0. 9000E-01 0. 1000E+00 0. 500oEi00 I T I I T I I T T T I ! T I lt T T I T + r r +++++++lrl l,l Gl ln ,rl l,l &l ln In !l ?1:11.:1:1: rrr rrr Id r,l !t trt ttr c st &l ? 1't::: i 1i ": oooooooooo o(foooooooo Jc;dd;dc;€ic;c; I,1 |::tnrdrdlll|nIrltnarl oooooooooo+ r r r r r r +++rd ollnln InGl rd !1 !t td oooooooooo oooooooooo ++++++++++ r,r rd Er !r arr e, &t rd t, r,toroi.omoi-F-r dJ.;;d<;ci;cjj oaaooooodd + r r+++++++ r,r or (d rrr r{ Irl q: !!: t, !n !ltrlnlllol,ldll]rrrrrl :11i1:11ii oooooooooo+++++!r ttl ,,1 t: lrl r!] (,) Gr Ii 6r c;<;c;c;<;ddc;do ++++++++++rn rd !r rrr Gl !r d rrt Lr ln :1-i'":i"t11:i rrl I,l rrt trr (rr t, rrr rrr !J r,lo60iorsNdr{ c;<;;c;dJo'c;c;c; odiiHaiHid Lr rrr !r 6r rd !r !r lrr ln rl] c;J.;.; d.;.; d d"; +++++!l At In 'l ari !l Ii an an Irl d.idc;.; .;.i.;dd B !Y ;N .:F 3. UI .;:d.; IIITTIIIIIIIIIIIIII NNN,PsaPo@o r.l rrl t, 1r, t! tr, I'l F, tr llt oooooooooo :999:99999 Juo@o6Ju)Po56J!6oA{\oo Fl m t! F, Fr t'i t!, tr, F, It++++++ r r r +oooooooooc)HHPPO()PPHO g PP (',F'o 3..' I € oooooooooo o ooooooo oo _ t,l,UU6@@NPo n@(o@ON(oNPNO ra ouo 66dld\ro6HA@o s(,(!u(,Na',o6o p ttr t, ll 14 Fr ll tt, Fr llt Fr F, F, lr, F, tll tr, tr, F, rr, Fr J++++++++++ Ioooooooooo oooooooooo .!! ooPoo( PoNo tr l! El t'l trl r, rq lrl t'l trt PPOOOOOPPO tri Fr rt, F, tl, F, F, ttr t9 rr, oooooooooo trr Fr rr, G, tr ll, tl, F t, rrr oooooooooo rr F tr, t'! tr, Fr tlr t! t'l l'l+++++++.r++ooooooooooFPPPPPtsPOO 399:999999 ooooooooooI':t'jF'tNFJFlFTFJFIFJ oooooooooo P()OPPFHPPc, 9PP9:P99P9 ('ltr't',Fltl,t,Fltrltl'tt, oooooooooo oooooooooo r.! tl! F' trt trr F, tq ttr Ft t'j 9I P399P9:PP: oo@l.)N@6o(ro66\AjOA@Nts6ro t, F, F' i E' t, F' F' t!' F'+++a+ .l 3 { rIIII-IIIIIIIIII'II ++++++++++In lrl lrl ld !l U r,l lll !l ld oiioooooai + r r +++++++Id tn &l &l !l !l rn l,.1 !) Irl :1911.',:::11 oaaoooooda l,l lrl Gl !l lrl lrl !l ln &l r,loo6doFsN6'3 oNmi(oooioo91:"-':":1:1: ++++++++++fll!nrnudrdrrrrdLJrn oooooooooo + r r +++++++rrr rrr ta !: rrr tr u ,r] rrt !t <id J <i<i.; c;cic;c; ++++++++++l,t ll] li irl (n r,1 U Id ti In oooooooooo odioooooad !r Pr !l ,.! (n ol &J I'l lll tr) .; .j c;i c; ci;c;<;.; rn!rllrI,l!trd!r9J!lGl cic;dci.i.;ddic; oooooooooo Lr rrr r,r !r !l c rll ril !r (rl c;d d.tc;c;d c; .;.i F z EHF = -NNd:OodHoooooo> r r I r r++++O . l,l lll Irl l.l lil !: O r,l ratzoooo<roooo tr,,, c Ndoo:dda..lo oooooooooao. r r +H rrl t{ rn rlr !r rr, td r,J riv6.aroH<@oNG o.a@o@@o@ot' t:iri:ti1 ; o <; o Jci F z oo ad oooooooooE r r I r r ++++(rl &J r,l l|]rnrt] rrt (, Ir] I{>2000<)croroaHoHiaoaeodoot ooooooooo o oooooooooF a oaaNN60-6c oooooooooo +++,i oi rn rll !l In rrl rrJ rrr !r Ll l<NN-Neoiq@ O aHrF ,. z t< IIIIIIIIII'IIIIIIII Project No. D-3885-06 Christ Our Savior Catholic parish Appendix G Lateral Load Pile Analysis Free-Head Condition (l/4" & %,' Deflection) Fixed-Head Condition (l/4- &. %,,Deflection) For l6-inch Precast Concrete Driven pile 53 t I t I T I t I Project No. D-3885-06 Christ Our Savior Catholic Parish COMPUTER OUTPUTS Deflection, Moment, Shear vs. Depth Deflection vs Depth Bending Moment vs Depth Shear Force vs Depth I t ! I I T T I t Maximum Bending Moment vs. Lateral Load & Output Printouts 54 l6-inch Square Precast Concrete Driven Pile (Free Head) (,) 3 QUU +; Eo !9q 6d €.r a o. J U U 0 z t 9 8 0r zl ,l 91 8l 0z zt 9z 9z xz 0t zt (u) qld'( i€ 9{ 8t 0i zt tt 9r t, 09 z9 ,9 9s 8s 0 z t 9 8 0r zttt 91 8t oz t7 tz 9z 8Z 0t zt ,f 9t 8e 0t zl tt 9t (u) qrd.( 0 z b 9 8 0t zt nt 9t 81 0z cz tz 9a 8z 0t zf. tt 9e 8t oF zt bt sb (u) '{ldro 95 8S 8, 0s z5 ,s 95 89 rrrirrrlllllrlrrrrrt8' 0s z9 rs _3 -3DO r - D a5l a-I aE I I- I - f - -l z- I E E E I .-,:-------i-]--l Dcprh (f0 60 55r--f-T r-t-50 .15 .10 t T -fT--r -T-T---r--T-r-T--r-r-rr-r r-r 35 l0 25 20 l5 t0 0 T I II -I TI fT--I i- o ierl. ;2- o{55 oo I o {a € s .Q{o a 4 o A I! - I' D I DI I EI|. -Ii " -I - I I 5 I l Sand lf C sll ct. w Srf Cl. w Sofl Clay Sand Stf Cl w Sand Srt Cl W Christ Our Srvior - l6-i[ch Con(r.tc Drivan Pile, Frca Haad Bcnding Mom.nt (io-kips) I I t ) t I I I I l I I t I I I T I I too 200 3oo 400 500 600 700 t00 900 t000-t00 0 I Load Casc I E Lo6d Casc 2 I l I I t .E t oL-l t- FLIL E T I T T T I I I I I t t I I I t T I 1 Chrirt Our Srvior - l6-inch Concr.t. Driv.n Pil., Frcc Hc.d Sh.rr Forc. (liPs) 6 t l0 12 14 16 1824-rrrrrrT-10-8{4-20 tL-r t OL It t L -l ar OL t L -t-1. t t- "F tt-l t t-'t "I-f "t Sand NWtl ct Stf. Cl W Soft Clay I stf ct. w Sand SIf CI W Sand Srl Cl w 9 Load C&sc I o Load Care 2 I l I N Chrisl Our Srvior - !6-inch Concrctc Drivcn Pilc, Frcc llGrd i 0 I I t T I I t I I 1 I s I I T I 1 t I 0501i040.150l0 2 0.25 Pilc-hcrd Dcn.cfion (in) 0 150t005 F T.oL-t- E Fr -Lt Fc"." r l Et-t Ft I I I I . . ,, ,,,',i, -',, llhximum BGnding lltomcnr io PitG (in-kips) 350 400 450 500 550 6000 50 t00 t 50 200 250 300 - - E -ft-rIr-.a)-=tI il-'-rT-rT-rT-rT-rT-I 700 7s0 800 t50 900 950 1000 o o E I - t? - r D lI rD f] tl] rD Il e JI' J- r] I - I 16-Inch ER Driven.Ip90 LPile fo! llindows, Velsron 2015-09.010 Analysis of lodividual PiIes and Drrlled Shafts Subjected to lateral Loading Using thr p-y Method O 1985_2016 by Ensoft, Inc. AII Rights Reserved This copy of LPiIe is being used by: Geotechnical Solutlons, Ioc.Irvine, California Serial. Nunber of Security Device: 150?09198 This copy of LPiIe is licensed for exclusive use byi GeotechnicaL Solutioos Inc,, Irv lJse of this progran by any entlty other tlran Geotechnlcal Solutions Incis a violation of the sofLware license agreement. Irv Fi les Used for Analysis Path to fi Ie Iocations: \2019 Plolects\New Projects\D-3885-06 chrlst our savlor\Lateral Load Analysis\ Nane of inpu! datsa frle l6-lnch_fR_Driven. lp9d Nane of output report file: 16-lnch_tR_Drrven. 1p9o Name of plot oulput file 16-Inch-FR Drj.ven. Ip9p Dale and lime of Analysls Date: .ruly 12, 2 018 Project Name: christ Our Savior Problem Title Page 1 Name of runtime message frle: l6-Inch_FR_Driven. Ip9r Ti e: -1.21139 z abea rl 0000 '0 rl 000 09 T aI-Id Jo dol nol€q peuTlep a.elrns punor6 Jo qtdaq aI rd Jo qt6uoT IeloJ,suorfcas aI Td lo raqurnN ArfeuroeS pur sarf.radojd IprnfJn.rtS aTTd sfeurfoJ fJoder apTr'l 6ursn luffd -sqtdap parJTrads-fasn fof palrodar pue palnduor aq ot sa^rnJ I-d oN -I = (slurod tndfno Jo buTcpd6 Tepou) tuaura:ruI 6urturrd -'e1rd Jo r{lbual TInJ ro; peturrd a.re uortrper Irospue 'aJroJ rpeqs 'luauou, 6urpuaq 'uortrellap peaq-eltd ,o sanle^ -'sloqurls 1Pu4.ep alouap ot stulod leur'lceP asn saTrJ tndfno - : suorldo tndlno pef3aTos fou alrd Jo slsIIEuP 6urllcna pef3arag fou elrd lo srsAIeuP la^o-qsnd pefcalas tou xlrl?ur ssau.IJrls uo!lPpunoJ pPaq-eTrd Jo uottelnduof, patcaTes fou dlf alrd aqt tP aJuPfslsaf rPaqs Jo lndul palf,aTas 1ou artd uo 6ultcP sfueura^our IIos TPrateT Aq 6urpPo.I paf,efue afP spPor IrralET palnqrrfstp oNpelJalas tou la^rnJ I-d roJ srofrPf uoTtPrIlTpour I-d fo 5so par] l rads 6ulpeoT f,rlefs - 6urpeo.I lo salr^c Jo requmN pue ad,(J 6utppo.I 001 uT 0000 00IuT so-s0000 005 I sf,ueuarsul olrd lo lac0lrnN -uorlf,afJeP alqP]l|oIIe unuTxPl.l -aJua6Ja^uoc rol acuprarof uoTlceTlac -peflorTP suoJfPJell fo requrnu unurxew - : suorldo IorluoS srsIlPuv {slqcur tfael 'spunod) s:iuo uafsls ^feuolsnJ sn -:suorftlndlrol puP fndul elPo roJ peso sfTuo 6urraaut6ug(slsIIeup Ieuollua^uo5) suoltelnduoa ut spE'ol parolJeJun aen - : suorf do IPuortetnduo:l s6urt laS puP suortdo uP]6ord ppeH aafJ 'aIrd ua^-rlo atarruoc arPnbs qcur-9I ruorfdrrcsag sxo:raaur6ug ro F^es .rno f6rrq3 :1u3rIf, 90-s 88€ -O :raqurnN qof o5dI _ ua^rrC !J q5uI-97 i I aa r ra r a- r- - -) tD I aD - lD - - G - I I I - I I tf T.') I} D', TD IT ID T I I I p-y curves are cotnpuled using pil,e dianeter val,ues the length of the pj,1e. A sumnary of valu€s of pile Po rnt No. Depth Belo$ Pi Ie Head fee t Pile Diameter i.nches 0. 000 60. 000 16.0000 16.0000 Pile diameters used fo! p-y curve conputations are 2 lnput Structural Properties for PiIe Sections Pi Ie Sectron No. I 16-Inch_ER Driwen. Ipgo defined using 2 points. inEerpolated lrith depth over diameter vs. depth follows. Section 1is a square prestressed concrete pile Length of sectlon Pi 1e wldth Corner Chanfer shear capacity of section 60.000000 ft 16. 000000 in 1. 000000 ln 0. 0000 lbs Cround SIope and PiIe Batter Angles Ground Slope AnqIe Pi Ie Batter Angle 0.000 degrees 0.000 radians 0.000 degrees 0.000 radians Soil and Rock Layering Information The soil plofi.Ie is modelled using l0 layers Layer I is sand, p-y crrteria by Reese et aL., 1974 Dislance from top of pile to top of laye! Distance from top of pile to bottom of layer Effective unit r,reight at top of laye! Effective unit weight at botton of layer Friction angle at top of laye! Eriction angle af, bottorn of layer subgrade k at top of layer Subgraale k at bottom of laye! 0.0000 2. 000000 115.000000 115.000000 30. 000000 30. 000000 0. 0000 0. 0000 ftfrpcf pcf deq degpci pci NOTE: DefauLt values for subgrade k i{rll, be computed for this layer Layer 2 is sEiff clay without free water Page 3 6ap 6ap l3d Jcd 1f 1f , a6ed 000000 28 000000 2€ 000009 Ls 000009 Ls 000000 9€ 000000 'z€ re,(Plo urolfoq 1e af6ue uoltcTrJ raxPLo dof rE af6uP uoflcTrJ :a^eI Jo llrolloq lp lq6rai lrun e^rtoaJrS fa^eI Jo do1 1p 1q6raA flun a^Ilaallg ra,{pf Jo uroltoq 01 alrd Jo dof uo.:J asuEfsTc :afeT lo dol ot eIId Jo do1 lro.I, acupfsTo I L61 '. 'la^el sTr]t rol potnduoc aq TP tA asaa8 ^q PlretljC I-d 'pUES St 9 ]aIg.I uo!so:a pacnpur-raleln rlfrl. IPIJ JJtls sr e JoIe.I rld lsd lsdlrd rcd ]J1l 0000'0 0000 '0 0000r0'0 000010 0.OOET '00sr 000009 'zE 000009'zs 000000'zt 000000'02 raIPT lo urofloq tP I aper6qns .raxel Jo dol ]E l epP:6qns ieIEI l:o urofloq fP o9-uoITsdgrar{Pl Jo dol fe Og-uollsdgra^eI Jo urotloq ?? uo!saqo3 paulPrpu0 ra^pl lo dot fp uolseqoc paulp.rpuo re^pI lio urotfoq le lq6Tan tlun a^Tlra}rg ra,(el lo dol fe lrl6Tea lrun e^lfral:1s ra^eI fo ulolf,oq of aTtd lo dof uo:J a3upfsTo ra^el Jo dot 01 aTrd Jo dol urorJ aruelsro Ilrrl { eper6qns .roJ senlPn tTnPleo :3ioN uofsofa paJnpul-ratefl qlTA ^PIc llrls s! E :aIP.I oL6I '{follen Iq Plrafrrr I-d ',APIc tlos sl t raIP.I r.6pl sTql roJ patnduoo 3q llIllr l appr6qns -roJ sanle^ lInpJaO :3IoN Tcd rsd Jsd lfd lcd 1J tl 000020 0 000020'o 000000 00s 000000 '00s 00000 t 2t 00000r'2, 000000 '02 000000 '07 raIPT Jo urottoq tP OS-uoIrsd3raAPLo dot 1P OE -uol r sdg ra^pT Jo uolloq fe uoTsaqoc pauTpipun JaIeI Jo dof tP uol6aqoc pauref,pun :axpl Jo urotloq fp lq6ral',| tTun a^rlrallg JaIpt lo dof le lqErea ftun e^tlcel;g ra^el tio rrottroq 01 alld Jo dol uro:J aruPlsro ra^pl lo dot of eTrd Jo dof uro:J acupfsTO 1.d TJd Jsd ,sd lcd ,cdtl 1l 0000 0 0000 '0 0000r0 0 00 010 0 00000 000000 000 00 9 000009 00000 0 00 000 0 0= 000I =000r = zs OI raAEI Jo urolloq 1? n aper6qns re^Pl Io dol fP 1 apPf,6qns ra^eT lo uioltoq te O9-uoI!sdgraIel Io do1 1E OS-uolrsdg]a^eT lo uolloq le uoTsaqor paurefpun ra^eI lo dol lP uorsaqo, pautprpun re^pT Jo uroltoq tp lq6raa lTun e^rlraJ]! Ja^PT Jo dof tp lq6lel.r tIUn a^r?caflg ra^eT Jo uolloq 01 alrd Jo dol urorJ aruetsJo Ja{eT Jo doi o1 eTfd lo do1 uro:J aJupfs1O lsd lsd lrd t5d 0 00 0I0 0 000I0 o00000 0 00 000 0 00 000 000000 000000 000000 '0 ='000I ='000I =.SII .SII 's 6 raIPI fo urotrf,oq lP OS-uoTtsdgraIPI lo dof te Os-uolrsdg:a^plo rllolloq fe uolsaqoJ pauTerpuo -:aI?I lo dot le uorseqoc pauTerpun re^pI fo urolloq tp lq6IeA lTun e^rtcaffg :a,(eT Jo dol lP tq6reA llun a^rfrarlg rafpl lo uotloq 01 aTTd Jo dot llro.r] a.upfsro :e^€I Jo dol ot aTrd lo dot ruo:J aru?tsrc ll tl o5dI' ua^rJO-81-qruI -gI r I tf r e I - rIrll = D Il rDI --t il I I q a6Pd ra^el srqf .roJ palnduoc aq lTTr )i appr6qns roJ sanIP^ lTnelao :gJoN IJd trd'6ap '6ap Jrd Jf,d tlrr rcd rcd 0000 '0 0000'o 000000' at 000000'LE 000009 z9 000009 z9 000000 '01 000000' rE raIeT Jo urotloq 1e I apPr6qns ra^eT fo dot te I apPr6qos ra^eT Io llloltoq le aI6ue uotlcTrj ra^et lio dot tP al6ue uoltcr.rJ r3^pl Jo trotloq 1P tqblar lTUn e^rtra]Jg ra^pT Jo dot le 1q6far lrun e^TlcelJg ra^el fo uo1loq o1 afrd fo dof urorJ atruetsro ,a^elo dot ot afrd fo dol urorJ a.uplslO 'L6I:axPI slqt:oJ pelnduoc ,.re ta aseau ^q €Iratr]r I-d 'pups sT oI ra^el aq lIIa I epPf6qns .roJ ssnre^ llnPlao :gIoN lsd lsd tcd fcdtl ]J rafPl lo urotfoq tP I epP.r6qos ra/(PI lo dof tP i aPPr6qnS ra^el lo uroffoq 1e 0S-uoIIsdSraIPI Jo dol 1e O9-uoIrsd3JOI?I lO lrrolloq fP uorsaqoc peu-re.rpun Ie^PLo dot fP uorsaqor peutPrpuo ra^el lro urotfoq 1e lq6ral\ lrun e^rfc.Jtg :aApLo dof fe fq6I3!r trun a^TfreJl!3 rslpT Jo rroffoq ol .Ird .Io do1 uor] acuelsto :aIeI Jo dot o1 elld lo dol uorl ecuplaro 0000 '0 0000 '0 000s00 '0 000s00 '0 '0002 '0002 000009 z9 000009 zs 000000 Ls 000000 r, l3d rcd 6ap 6ap Jcd Jcdll ]J 0000 '0 0000 '0 000000'9€ 000000'9t 000009'19 000009 Ls 000000 1, 000000 0t ra^Pi lo uotloq tP i apP.r6qns ra^el ]o dol ]E I aperbqns falef Jo uoffoq te al6up uo-ftJr.rl ra^PT lo dot le eTbuP uorlcriJ ra^eT fo ruof,toq tp tq6ra,.1 trun a flcalJgra^eI Jo dof te tq6le& frun e^TtoerJ3 ra^pI lo urotloq o1 aTrd lo do1 uorJ a.uetslo ra^el lo dot ot alrd ::o do1 uorl arupfsrO uolsof,e parnpu(-ralEs qlTA xPTr Ilrts s! 6 raAP.I ra^pT srql roJ palnduor aq ITT].1 )t appr6qns rof sanTe^ lTnPlaO :3JON ''Te ta asaa! Aq prrattr:r A-d 'pues sr 8 .ra^e.t rsd lsd Jrd JDd1l ]J 0000 '0 0000 '0 000900 000 g 00 '0002 '0002 00000I 00000I 00 0000 00 00 00 zs zs 0t 9t ra{?I Jo urotfoq te I apef6qns ra{"I Jo dot te I apPr6qns raIeT Io uotloq lE oE-uollsdgre^Pf Jo dol lP OS-uoIrsd3.rareI Jo ulolloq le uorsaqoc paulPrpuo raIPI Io do1 fe uolsaqoa paulprpu0 re^pI Jo uroltoq te fq6ran fTun a^llraJJg ra^pl lio dol lp tq6raa lTun e^IloeJJgra^eI fo urotfoq ot alfd lo dot uorl arup:tsfora^eLo dot ot aITd Jo dot uro-rJ eoupfsrc t15r rar(Pl srql .roJ pelnduoc rcd oooo o Tcd 0oo0 o o6dT ueirJc- ra^el lo uroltoq lP I apPr6qns ra^pI lo dot te )t epe.rbqns trd ,d aq IIla I aperBqns ro] sanlP^ fIneJaG :!IoN uoJsora pe3npur-rafPrr qtrr^ IPIa llrts sT I .ra^e.l raAPI stqt fol patrndlroc aq IT!.4 I eppr6qns rol sanTp^ tlnelao :3JON 0 0 ul r.lruI -!)I I I I iT I I tI I Il - A I} T I - f I .! I r f.r , -t f lt| I I D II \D - I E, - I - I 16 - I'lch_FR_D! iwen . Ip90 (Depth of the lowest soil layer extends 10,000 (t below the pil.e tip) Sr.uuna!y of Input SorI Properties Layer Laye r Nun. SoiI Type Nane(p-y curve Type) Layer 0epthft Effect ive Unit Bt. pcf Undrained cohesion psf Ang]e of rri ct i on deq. E50 krm kpv 1 2 3 4 5 5 1 8 9 10 sand(Reese, et aI. ) Sli ff Clay w/o Free Water Stiff CIay with Eree liater soft c 1ay sti ff Clay vrith Free Water sand(Reese, et al. ) Stj. ff Clay with Free water Sand (Reese, et al. ) Stiff Ci.ay with Elee Bater Sand (Reese, et a1.) 0.00 2 . 0000 2. 0000 5. 0000 s.0000 10.0000 10.0000 20. 0000 20.0000 32 .0000 32.0000 36.0000 36.0000 40. 0000 40. 0000 {7.0000 4l,0000 57.0000 51. 0000 ?0,0000 11s.0000 115 . 0 000 115.0000 115.0000 52.6000 52,6000 42.7000 42.7000 s2.6000 52. 6000 5?. 6000 57. 6000 52 .8 000 s2.8000 5?.6000 57 .6000 52.6000 52. 6000 62 ,6000 62. 6000 30. 0000 30.0000 36.0000 36.0000 37. 0000 37. 0000 defaul t defaul ! defaul t default 1.000.0000 r000. 0000 1000.0000 1000, 0000 500.0000 500.0000 1500. 1500. 0.01000 0.01000 0. 01000 0.01000 0. 02000 0.02000 0.01000 0 . 01000 2 000 2000 2000 2000 0.00500 0.00500 0. 00500 0. 00500 default defaul t default defaul t defaul t default de faul t defaul t de faul t default cle fau I t default Stat ic Loading Type statlc loading crj,teria uere used uhen computing p-y curves foE alI analyses PiLe-head Loadrng and Pile-head Fixity Conditions Nunber of loads specified = 2 Load No. Load Type Condi tion 1 Condi t 1on 2 AxiaI Thrust Eorce, Ibs compute Top y vs. Pj.le Length ti0.250000 ro 0. 500000 rn 0.0000 in-1bs 0.0000 in-Ibs 150000, r50000. l'1 M M= s= shear force applied normal to pile axis bending monent appLied to pile head lateral deflection nolmal to piI€ axis pile slope relative to original pile batter atrgle rotational stiffness applied to pile head Page 6 N 32. 0000 32. 0000 lslUI'bS ur'bs sdII I a6?d 200'0 026 '0 080'esz 0Ds '0 00I 0 009 0 ,d-f 'sasso1 relrv afeJauof, u-! s6a.rts sv 'raats ,o earv 5V 'afar.uo3 fo eajE sassol falrv ajfoS 6ulssa.llsef,d a^Itf,elI3 sseftrseJd lo ssol lo uortf,PfJ arroJ 6urssef, f safd IPT]TUISdII ssarfso:d Jo ssoil Jo uortelnduof, 000 T8L I8L I8L 000I8r I8L T8L I8L 181 000 181 I8L I8L 000 I8L SIT'Ostr'0 EII'Osr1 0 SII'O 9II'Oqlr'0 9II'O 8€r'0 8Et'0 8et'0 8E i 08ft 08f, 08tr'08tt'0 I L 9 E v C z I 0 9 9 9 0 9- 0 9 9 9 0 9- 9- 9- 9- 9- u{bs 'oN puerlsf,ataurPro :I.Iteuroag puPrfS 6rrTssertsard sI lPteo puP]ts 6urssaffsard u! 000'ruT'bs ! 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'lueurol^l = z peorl puP 'saqcu'!'u 'ssaul.lrTfs lou = z pPoit ue^r:o 8J rlcul-gI ,^ pue 'uorl3a IlaCruorttrallao dol,=1pdoJ=1pPaqs=Ip 1 :E edIJ peol 1 :t sdIJ pPolJ 'I le sdIJ, PPo'l r I r r I I I I I IT J'' I TI I I - IT I Project No. D-3885-06 Christ Our Savior Catholic Parish COMPUTER OUTPUTS l6-inch Square Precast Concrete Driven Pile (Fixed Head) Deflection, Moment, Shear vs. Depth Deflection vs Depth Bending Moment vs Depth Shear Force vs Depth Lateral Load vs. Pile head Deflection Maximurn Bending Moment vs. Lateral Load & Output Printouts 55 (.) - o ; o U EI gN ee Eo !e6! 3o ca; I 0 z t 9 8 0t zlll 91 81 0a at 9a9z8z ot u te 9f 8t 0' zt tt 9t 8t 0s zs rs 99 89 (u) qldt( J U U I 0 z t 9 8 0r zt bt 9t 8t oz zz nz 9z 1r'r rr l l , r r I r r r r r'r r t rrr rrilTlrrir9[ 8t 0] zb nl 9t 8, 0s zs tt 9E 898Z 0e zt r€ (u) qrd.c 0 z t 9 8 0t ztll 9t 81 0z az tz 9z 8z 0t r,E (u) qldag lrrlrrrl rl lrtt Lrttrl trltrrt ttLr I I tr rl tt bt 9t 8n 09 z9 19 9s 8sft 9t 8t 0r 3iDE' r I r r I I I I I Tt AJ E I TI !T I I I I- tr E 05T-I 60 t Deprh (ft) 55 5i)4i 40 l5 l0 II-I l5 20 t5 It) rrttttttt T-T o r6 l:l.qo' :^ .t1 ! 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Cl. w Sand Srf Cl w Chriat Our Sevior - l6-itlch Concrctc Drivan Pile, Fircd Haad BGnding Moncnt (in-kiPl) I I I I T T T I I I I I I I I I I I I -t600 .t400 -1200 -l0oo -800 -600 -400 -200 0 200 400 600 t00r "EL t OL-l F t r-l-F tt t E tt v Load CEsc I o Lord Crsc 2 I l I ii I T!c I o<t Dcplh (ft) 60 55 50T-rT- r--r-rr--r-r--r .li 40 3JT_T-r-r-rT--r-r l0 15 t5 t05l---l-r-I-T_.r-r-T--r--f--r 0rlTIIIIII o ;3 ;iq a a o o zI I Pt o -I'I!IIIIITTI-IIIIII l l I I I I T I I I Chrisl Our Savior - l6-inch Concr.Ie Drivcn Pile. fixed llard I t I I T I I I t T I j- 0 I Case I 0.05 0t 0.15 02 0 25 0.1 0.3i Pile-hc.d Dcflc.lion (in) 04 045 05 0.55 06 L I r (l t00 T II'T'I l\lrrimum B.nding Momrnt in Pilc (in-kins) 200 100 400 500 600 700 800 900 I 1100 1200 1300 t400 1500 1600 I o - I I I tlt - arr r I a ; I I I I I I I ttt -r-It -r-T T-rT-rTl r r _r-r_r-r-T fl l_rt -rt -t I TT--r"T-T.r rr-rT t'II-TT l-T-t -rrr T-TT l :,li,:l l E C II T I I TT T I I I I, -' I I I I I iI I 1.5- lnch_fH_D! iwen. lp90 LPile for Windows, Versron 2016-09.010 Analysis of lndividua] Piles and Dtrlled Shafts Subjected lo Latelal Loading Using the p-y Method O 1985-2015 by Ensoft, Irlc. ALl Rights Reserved This copy of LPile j.s tleing used by: Geotechnrcal Soluli ons, 1nc. I rvine. Calrfornia Serial Nurnber of Security Devrce: 160109198 Thls copy of LPrle is licensed for excluslve use by: Geot echnical SoIu!rons Inc., Irv Use of this program by any entrty other than Geotechnrcal Solutions Inc is a vrolation of the softlrale liceose agreement. Irv FiIes Used for Analysi9 Palh to fr le locations: \2018 Projects\Ne{ Projects\o-3885-05 chlist our sarior\Lateral Load Aoalysis\ Name of inPut data file 16- Inch FH Driven.lD9d Name of output report file 16-Inch_8H_Driven. 1p9o Name of plot output fj.Ie 16- Inch_FH-Dr iven. I p9p Name of runtrme message file: L6-Inch FH Driven. ]p9! Date and Time of Analysis Date: July 12, 20:.8 Tirne: l:37:50 Project Name: Christ Our Savj.or Problem Ti!Ie Page I I - I I I I I -'lI I T I I I I I I I 1' 16 I nch_Fli_Dr i ven. lp9o Job Nunberi D-3885-06 C l ient: Christ our Savior Description: 16-inch square Concrete D!iven Pile, aixe.l Head Program Options and Settings conputat j.ooa1 options : - Use unfactored Ioads in conputatrons (conveotional analysis) Englneering Onits Used fo! Da!a Input and Cornputations: - 0S Customary System Unils (pounds, feet, incheg) Analysis control options: - lraximum nunber of i.telalions alloired - Deflectlon tolelance for convergence - Maxinum allowable deflection - Nunber of pile increments 500 1. 00008-05 in 100.0000 in 100 Loadrng Type and Nunber of Cycl.es of Loading - s latj.c loading specrfied Use of p-y modification factors for p-y curwe3 not selected No distributed laEeral loads are entered Loading by Iateral soil movements acting on pile not selected Input of shear resj.stance at the pile tip not aelected ComputatioD of pile-head founddtion stiffness natrix not selected Push-over analysis of pile not selected Bucklrog analysis of pile not selecled Oulput Options i - output frles use decimal points to denote deciDal synrols. - values of pile-head aleflection, bendinq moment, shear force, and soil reaction are printed for full Ieogth of pile. - Printing fncrenent (nodal spacing of output points) = 1 - No p-y curves to be compuled and reported for user-specified depths - Priot using wide report formats PiIe Structural Properties and Geome!ry Number of pile sections Total length of pi Ie Depth of ground surface defined belo{ top of pile 1 60.000 ft 0. 0000 ft Page 2 Engineer: oxs Tod rcd 6ap 6ap J3d Jcdtl 1l 0000 0 0000 0 000000 000 000 000000 00 000 0 00 0000 0000 '0 ra^eT lo uol:loq tE I apPr6qns r.IeT fo dot 1P:{ apPr6qns raIPI Jo lljoltoq tP 3l6ue uoTtclrJ ra^PI Jo dol te al6ue uoTftrr.rJ :e^el lo moffoq 1e fqbrailr lTUn a^TlraJJS ra^el lo do1 le tq6-!ar4 trun e^r:].aJJg re^pT lo rlotloq of eTTd lo dol uorJ aruptsro ]axeT fo dol ot aITd lo dol uoll aauplsrc € a6ed falea aar, lnoqtrr{ Ip13 IlTls s! z :a.rt€.I ra^el sTqt roJ patnduo3 3q TT-!a { aper6qns rotr senTe^ ftnp}eo :3JON OE 0€str EI I z nLSI ''Ie te es3au fq ETretrrc A-d 'pups sI I ra^e.I sf,a^pl OI 6ursn palTepou sT aITlo.rd ITos aqJ, uollPorroJuI 6urraIe.I lcoE puP ITos suetpPr 000saarbap o0o suelpPr 000'saar6ap 0oo' 0 0 0 0 aI6uv rel lPg aI rd aI6uV adoTs punoD seI6uV ratlpg aTId pup adoIS punorS sql UT UI 1l 0000 0 000000 1 000000'9r 000000 09 uoTlces lo IlTcedEJ reaqs .IaJluPqf,.reuJoJ qlpT$ ar'!d uo!laas lo q16ua.I alld olariuoJ passa:1seJd erpnbs p sr I uorlcas I oN uorlsas alld suorlcas eI-!d ro] sarl.Iedo.ld Ip:ntcnJts fnduJ 0000'9r 0000 9I 000'09 000 0 6gqcur retaurelo AITd leaf peaH alrd MoIaS r.Ildeo 'oN luIod 'sAoITol qtdap 's^ lalellrplp eI-fd lo sanTe^ Jo Arpuums V .tsITd arlt lo rll6ual aql:a^o qtdap q11i,{ palelodratur senle^ lateurErp alrd 6u!sn palnduror a]e sa^f,nr I-d stulod Z 6urSn paullap ole suoTfetnduo:) a^fn3 I-d rol pesn slatauprp elrd o6dT ua^TrO-HJ-qcuI-9I IITTTIIIIIIIIIIilIII' Z 1 6ap 6ap lrd lcd 1l ]J t e6ed 000000 2€ 000000 'zE 000009'Lq 000009 1s 000000 9E 000000 'z€ Ja^PI Jo urolloq te eT6uP uollcr:J ra^gl lo dot fP a16u? uortrrrt :aIeI Jo rrottoq 1p 1q6raa flun a^I1.eJJg rexel lo dof fe iq6tea lrun e^ItcoJ:tg reIEI Jo ruoftoq 01 eITd lo dot uof,l: acuelsTc ra^pI lo dot ot alfd lo dot uorJ aruplsro , t6I :oIPI srqt roJ patnduloo Tp la asaau Iq erf31T.1c I-d 'pups sr g fe^e.l lcd oo0o''rrd o00o 0000 r lsd Jsd Jcd r3d tl ]J 00 00I0 ' 0'009r '00sr 000009 'zs 000009 'zs 000000' zE 000000 02 :afel Jo 1lottoq fp I apPrbqns re^el lo do1 tP r{ epPr6qns rafEf fo uoltoq te Og-uolTsdgraIPLo dot lP 0S-uolrsdgra^eI l:o urotfoq 1e uoJsaqoc peuTErpun :oIPI lo dol 1E uorsaqoc paurP]puo :aIpLo uotloq tp tq6rar.r frun a^r1raff3 ]a^eT Jo dot te f,q6ra lrun a^Tfcefl3 re^p1 lo uofloq 01 alld lo do1 uro:; aJuelsrO ta.{?T fo dot 01 eTrd Io dotr uorl aruefslq eq III|4 I apefbqns roJ sanlE^ llnerao :gJoN uo!sora p3cnpur-falEA q1!A ApIs JJrls sr s reIel 0L6I 'IcoIleN ,{q eT.retrrr I-d 'IpT3 t]o6 sr t ralp'I ra^eT sTrlt f,oJ pafndaor aq IIf^r )i aper6qns rol sanTp^ tIneJaO :gJON 0 000 lsd lsd Jcd JJd ]J ]J 000020 '0 000020 '0 000000'009 000000'00s 000001 zt 000001 2, 000000 02 000000 '0I rai{eI lo uolfoq tP OS-uolTsdgfa^el Jo dot lP OS-uoTtsdg:aIPI lo urolloq lp uolsaqoa pauTprrpun ra^el Jo dot le uorseqoc paulerpuo ,aIeI Jo rrottoq fp frl6ran l-fun a^TtceJJg raleT lo dot te lq6Ten l-fun a^T?raliJg ra^pT lo urolloq ot alrd Jo dot urorf acuptsrc IaIeI Jo dol of eTrd lo dot urorJ afuelsro lsd Jsd JJd lod 1J ]J 0000 0 0000 '0 0 00010 0000r0 000000 0 00000 000009 000009 000000 000 0 00 '0 '0 '000r '000r 'zs '01,s rcd TJd lsd Jsd Jrd JJd 1J fl o6dr raIET lo uoltoq lP I aperbqns .ra,{el Io dot te I eppr6qns la^EI fo uroftoq tP 0E-uolrsdgraI?I Jo dot fE Oq-uolT6dgfa^el Jo llroftoq fp uoTseqoc paurerpuo raxPT Io dol f,€ uorsaqor pauref,pu0 f,a^er lo uolloq tp lq6Te lrun a^r1raJJ3.ra^el Jo dol tp lq6ran Jrun a^rtoarJg f,eIeT fo urolfoq 01 aTTd lo dot uo:rl aJuefsIore^el Jo dol ot aTId ,o dot r,ro-r, aruefslq uoTsora pa3npur-.ratrp$ qlIM IpTc JliTls sT € refe'I 000010 0 0000T0'0 000000 000T - 000000 o00I = 000000 srr 000000'err 000000 E 000000*z _u3^t:c HJ qrul-gI ]aIEI Jo utottoq tp OS-uolTsdg:a^el lo dot tp O!-uolrsdgre^el Jo uroftoq te uorsar{oa paute.rpuo .re^eT ,o dol le uorsaqoc paurerpu0 rsxeT ,o uofloq tp lrl6rea lrrrn e^tlJaflg ra^eT lo dot 1e 1q6-foA tTun e^Tt3aJJg ra^pT ,o uroltoq ot etTd ro dof urorf eruptsrO ra^el Jo dof ot aIId jo dot uo]J aJuefsro - I II T I I T I I T TI I I I I I IT I I I I II I I -- I I I T' I II I I III I subglade k at top of Layer Subgrade k at bottom of layer l6'Incb_FH_Driven. Lp9o = 0.0000 pci = 0.0000 pci NOTEi Default values for subgrade k wil] be co(puted for this Layer Layer '7 is stiff clay llith water-ioduced erosion NoTE: Default values for subqrade k Drstance from top of pr.le to top of layer Distance flon top of pile to bottom of Layer Effective unit weight at top of layerSffective unit xerght at bottorn of Iayer Llndrained cohesion at top of layer Undrained cohesr'on at bottom of Iayer Epsilon-50 at top of layerEpsilon-so at bolton of layer Subgra.le k at top of ]ayer Subgrade k at bottom of layer 36, 40. 52. 000000 00 0 000 800000 800000 2000. 2000. 00 5 000 00s000 o. 0000 0. 0000 ftft pcf pcf psf psf 0 0 i,ill be comruted for this layer et aI. , 19'7I 47. 5'1 . 52. 52. 0. 0. pci pcl fr ft Pcfpcf psf psf itfr pcf pcf deg deg pci pci Layer 8 is sand, p-y crrterj.a by Reese NOTE: Default vaLues for subgrade k wil] be conputed for lhis layer Layer 9 is stiff clay uith water-induced erosion Distance from top of pile to top of layer Distance fron top of pile to bottom of laye! Effective unit teight at top of Layer Effective unj.t Height at bottom of layer Frictron angle at top of Iayer Friction ang1e at bottom of layer subgrade k at top of layer Subgrade k at bottorn of layer 40.000000 4l .000000 51. 600000 57.600000 35.000000 36. 000000 0. 0000 0. 0000 ft ftpcf pcf deg. deg. pci Pci Distance from top of pile to top of l"ayer Distance from top of pile to bottom of layer Effective unit welght at top of Iayer Effective unit reight at boltom of layer IJndrained cohesion at top of layer Undrained cohesion at boCtorn of J.ayer Epsilon-50 at top of layer Epsilon-50 at bottom of layer subgrade k at top of laye! Subglade k at bottom of layer 000000 00 000 0 6000 00 600000 2000. 2000. 00 s 000 00s000 0.0000 o.0000 pc pc NoTE: Default values fo! subqrade k irill be 1,ayer 10 is sand. p-y criteria by Reese et al conPoted for this Iayer 19?l Drstance from top of pile to top of layer Drstance from top of p1]e to bottom of layer Effective unit weight at top of layer Effective unit uej.ght at bottom of layer Eriction angLe at top of layer Eriction angle at bottom of layer subgrade k at top of layer subglade k at bottom of laye! 5l .000000 70. 000000 52. 600000 62.500000 37.000000 3-7 .000000 0. 0000 0.0000 NOTE: Defaul! values for subgrade k will be computed for this layer Paqe 5 rrII.II--'ID-IIIIITI 16- Inch_EH_Driven . (Depth of the Iowest soil Iayer extends I0.000 ft belou rhe pile tip) Ip9o summary of lnput Soil. Propc!ties Layer Layer Nun, soil Type Name(p-y Curve Type) Layer Depthft Effectlve uni ! lt.pcf Undrained Cohes ion psf Angl.e ofEriction deg. E50 kpypci 1 2 3 4 5 6 7 I 9 10 Sand (Reese, e! al. )Stiff Clay e/o Free tllater: Stiff clay !,,ith ErEe Water Soft cl aY Sti ff CIdy Hith Free l{ate r sand {Reese, et aI. )Stilf CIay with Free Aater sand(Re€se, et a]. ) Sti ff CLay lri th Eree l{at e r Sand (Reese, et al,, ) 115. 0000 115. 0000 115 . 0000 r15.0000 52. 6000 52 . 6000 42. ?000 42.?000 52 . 6000 52. 5000 57. 5000 5? . 6000 52.8000 52.8000 5?. 6000 s?. 6000 s2. 6000 52. 6000 62. 6000 52 .6000 0.00 2. 0000 2. 0000 5. 0000 5. 0000 10.0000 10. 0000 20.0000 20.0000 32. 0000 32.0000 36.0000 36.0000 40.0000 40. 0000 47.0000 4?.0000 5?. 0000 57 . 0000 70. 0000 2 000 2000 2000 2000 l0. 0000 30.0000 32.0000 32.0000 36.0000 35.0000 3? .0000 3-7 .0000 0. 00500 0.00500 0.00500 0.00500 clefaul t defaul t defaul t default defaul t defaul! defaul ! defaul t default default default defaul l de faul t de faul t defaul t defaul t I000.0000 1000. 0000 r000. 0000 1000.0000 500.0000 500. 0000 1500. 1500- 0.01000 0.01000 0.01000 0-01000 0.02000 0. 02000 0.01000 0. 01000 Stat ic Loading Typt Sta!ic Ioading criteria lvere used l.lhen computing p-y curves for all analyses Pile-head Loading ancl Pile-head Elxity Conditions Number of loads specified = 2 Load No. Load Tvpe Condi lion I Condi t ]on 2 Axial Thlust Force, lbs Compute ToP y vs. Pj.le Length 2 v v 0.250000 0. 500000 s=s=0.0000 in/ 1n 0.0000 in/rn 150000. 15 0000 . in N,A v = shea! force applie€l normal to pile axis M = bendrng nomeot appl.ied to pile head y = lateral deflection normal to pile axis S - pile slope relalive to original pile batter angle R = rotationaf stiffness applied to pile head Page 6 N.A 5 5 IT T II I I I I I T I I I I ! I I'I I Values of top y vs. pile lengths can be computed specified shear loadj.ng (Load Types 1, 2, and 3) Thrlst force is assuned to be acting aNiaIIy for 16-Inch_FH_Driven. Lp90 only for Ioad types l,ith aII pj.Ie batter aogles Computations of Nomlnal Moment Capacity and llonlinear Bending Stiffness Dlmensions of Square Prestressed Pile Section AxiaI thrust force values *ere det€rmioed from pile-head loading conditions Number of Pile Sectioos AnaLyzed = 1 Pi Ie section llo. 1: Length of Section Pr Ie Width corner Chamfe! 60.0000 ft 16- 000 in 1 .000 in PCr 300 300. ksi I 0. I15 sq. in. 1.000 iD Prestress rng Strand Details Pres ! lessing Strand Geometry: Slrand Type YieLd Stress, fpu Stress-strain curve defi[ed using grade If eps > 0.0088845 fpu (ksi) - 300 - (0 Nunber of Reinforcing Stlands Ctoss-sectional Area of Sing]e Strand concrete Cover Thickness Over Strands 300 equaliOn 08 3 5./ ( eps-0. 001I ) ) ) = St rand No. oiamete r Area sq x computation of Loss of Prestless 0. 438 0.438 0.{38 0.438 0.438 o.438 0.438 0. 438 0. 115 0.1r5 0.115 0.r15 0. 115 0.1r5 0. 115 0.115 .781 .000 . 781 . 781 .?81 .000 .781 . ?81 -5..781 -6.781 6.?81 0.000 6. 781 6. 781 5.781 0.000 -6 0 5 6 6 0 -6 -6 I 2 3 4 5 5 1 I krpsInit ial Prestressing Force Eraction of Loss of Plestress Effective Prestressing Eorce After Losses Area of Concrete, Ac Area of steel, As Stress in Concrete After Losses, f_pc 0, 600 0. 100 0.540 253.080 0-920 0. 002 Page 7 krps sq. j.n sq. in ksi unt Taats x ehl cuoJ xew sueJ xPI{ I e6Pd duof, xPH 6utpuag 6u-Fpuag 6uTpu.€ sdrt 0oo'oqr = arroS tsn:qr reTxv 'u6ls ur e^rtE6au are surprfs pup sa6se:16 eIrsueJ,'ubr3 u! e^rtTsod eJp surprts puE sassaJls a^rssarduo, altd lo epTs uorssa:duoc ,o e6pa lrorf pernsparlr sr srxe le:fneu lo rroTlrsod 'ejnfe^rntr / tuauroht 6urpua8 patnduo:) = (Ig) ssaurJrls 6urpuag o1 qldaA Z saloN puP sa6essal^r un8 Jo suorfTurfao o00 osr saTfladoJd atsrcuoJ :suorfenbg Ild 6urs0 pelnduot sartrcpdeJ TprfllcnrfS pelEurrisg 'qldap uoll3as JO tuarrad oT ueql ssaT al uorfcas atarJuoa u-r euoz eIlsua1 Jo qldap ='t'E'0I uollcas '8Ta IJv aes 'e00'0 uPql eroul alerf,uor uT uTerts e^Tssa]duor ilsnoEuplInuls aIrqfi s0o 0 spaaaxa luaueffoJura.rur uterfs aTrsuat '1aur uorlras palIo:tuoa-uor6uat .roI PTlalT.r3 8Te If,v ='ssatfs plarl paq3Par sEq Iaats 6u-JJrolutal ur ssarfs ='uolsual U-f paIJPfo sPq uolfces uI sfef,cuoc = ,l f, sd rracJoJ lsn:qJ lerxv s6u-!peo'I peaq-aTrd uD.rJ paururalao sanfp^ acroJ lsn:qJ, IeIxV r aqrunN ,o l eclurnN 00009. o s090000'0- 60r200 '0 zrLztS'z8z- ='6oE0c0t '000s azls otP6a:66v esrPoS runurT 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Stiffness, R, in-lbs/lad Load Type 4: Load 1= Top Deflectron, y, inches, and Load 2 = Moment, M, in-lbs Load Type 5: Load 1= Top Deflection. y, inches, and Load 2 = Slope, S, radrans Load Load case Type No. I Pi Ie-head Load I Load Type 2 Pl Ie-head Ladd 2 Axi a1 Loading Ibs Pi 1e-head Deflecti on incbes Pi Ie-head Rotation Itax Shear Max Moment in P1le in Pile Ibs in-lbs 0.2500 0.5000 1s0000. 150000. 0.2546 0.5092 0.00 0.00 26669 34431in S 0.00 0.o0S The anal ys is ended nolmally Maxrmum p.Ile-head deflection = 0.5091704393 Maximum pile-head rotation = 0.0000000000 i nches ladl a ns 0.000000 deg. Page 17 -1149859. -r501{28. Project No. D-3885-06 Christ Our Savior Catholic parish Appendix H RECOMMENDED EARTHWORK SPECIFICATIONS 56 Project No. D-3885-06 Christ Our Savior Catholic Parish RECOMMENDED EARTHWORK SPECIFICATIONS 1.0 General L I Description l.l.l These specifications cover preparation of the subject site to receive fills, the type of soils suilable for use in fills, the compaction standards, and the methods of testing compacted fills. 1.1 .2 The Contractor shall furnish all labor, supervision, equipment, operations, and materials to excavate to the required grade, support existing underground facilities, stockpile material, compact fill and backfill, and frne grade. The work of the Contractor shall include all clearing and grubbing, removing existing unsatisfactory material, preparing areas to be filled, spreading and compacting of fill in the areas to be filled and all other work necessary to complete the grading of the filled areas. It shall be the Contractor's responsibiliry to place, spread, moisten or dry, and compact the fill in strict accordance with these specifications to the lines and grades indicated on proj ect plans or as directed in writing by the Civil Engineer. L I .3 Deviations from these specifications will be permitted only upon written authorization from the Owner or his representative. I .2 Role of the Geotechnical Engineer 1.2.1 Construction - The Owner will employ a Ceotechnical Consultant to observe and test this work as it is being performed. The Contractor shall cooperate with the Geotechnical Consultant and allow his unrestricted access to the site as required for the performance of his duties. 57 I T T T t T T T T I T I I I I I I I I Project No. D.3885-06 Christ Our Savior Catholic Parish 1.2.2 Subsurface Investigations - A geotechnical engineering report for design purposes was prepared by Geotechnical Solutions, Inc., Irvine, California. Any recommendations made in the geotechnical report or subsequent reports are made part of these specifications. These reports are available for review upon request to the Owner. 1.2.3 Observation and Testing - The Geotechnical Engineer's representative shall observe the clearing and grubbing, excavation, filling and compacting operations and shall take density tests in the fill mat€rial so that he can state his opinion as to whether or not the fill was constructed in accordance with the specifications. All fill will be tested shortly after its placement to ascertain that the required compaction is achieved. A minimum of one density test will be made on each 500 cubic yards of fifl placed, with a minimum of at least one test per every 2 feet of vertical height of fill. lf the surface is disturbed, the density tests shall be made in the compacted materials below the disturbed zone. When these tests indicate that the density or water content of any layer of fill or portion thereof does not meet the specified density or water content, the particular layer or portions thereof shall be reworked until the specified density and water content have been obtained. After the completion of grading, the Geotechnical Engineer will prepare a written opinion of grading. Neither the testing performed by the Geotechnical Consultant nor his opinion as to whether or not the fill was constructed in accordance with these Specifications shall relieve the Contractor of his responsibility to construct the fills in accordance with the Contract Documents. 58 The Contractor shall provide a minimum notice of 48 hours to the Geotechnical Engineer before beginning or restarting earthwork operations that will require the presence of the Geotechnical Engineer or his representative on site. I T I I T t T I T t T T I t t t I I T Project No. D-3885-06 Christ Our Savior Catholic Parish 1.3 ReferenceStandards The following ASTM (American Society for Testing and Materials) codes and standards shall be used to the extent indicated by references herein, The most recent revision of the standards shall be used. D422 - "Standard Test Method for Particle-Size Analysis of Soils" D 1556 - "Standard Test Method for Density of Soil in Place by the Sand-Cone Method" D I 557 - "Standard Test Methods for Moisture-Density Relations of Soils and Soil Aggregate Mixtures Using l0-lb (a.5a kg) and l8-inch (457-mm) Drop" D2216 - "Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil-Aggregate Mixtures" D2922 - "Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)" D3017 - "Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" D4318 - "Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" D4718 - "Standard Practice for Correction of Unit Weight and Water Content for Soils Containing Oversize Particles" D4829 - "Standard Test Method for Expansion Index of Soils" D4944 - "Standard Test Method for Fietd Determination of Water (Moisture) Content of Soil by the Calcium Carbide Cas Pressure Tester Method." 59 I t I T T T T u T I I T I I I T I I I Project No. D-3885-06 Christ Our Savior Catholic Parish | .4 Degree of Fill Compaction The degree to which fill is to be compacted is expressed in terms of "relative compaction.'r Relative compaction is defined as the ratio; expressed in percent, of the in-place dry densiry of the compacted fill to the reference maximum dry density. The reference maximum dry density shall be obtained following ASTM DI557. Optimum water content shall be obtained in the same test used to obtain the relerence maximum dry density. Conection of the maximum dry density and optirnum water content for oversize particles of gravel and cobbles shall be made following ASTM D4718 when, in the opinion of the Geotechnical Engineer, such correction is appropriate. The in-place density shall be obtained following ASTM DI556 (sand cone method) or ASTM D2922 (nuclear method-shallow depth) test method. The in-place water content shall be obtained following ASTM D4944 (calcium carbide gas pressure meter), ASTM D3017 (nuclear method-shallow depth), or ASTM D2216 (oven drying). Correction of the in-place density and water content for oversize particles of gravel and cobbles shall be made following ASTM D471 8 when, in the opinion of the Geotechnical Engineer, such correction is appropriate. If any of the test methods specified in this section are judged by the Geotechnical Engineer to be impractical or unreliable because the material has a coarse particle size distribution, or for other reasons, the Geotechnical Engineer shall establish other procedures to obtain the required soil characteristics. 2.0 Products 2.1 Materials 2.1.1 General - During grading operations, soil types other than those identified in the geotechnical investigation report may be encountered by the Contractor. Consult the Geotechnical Consultant for his evaluation of the suitability of using these soils a fill material prior to placernent or disposal. 60 I t T I I I t t T I t T T I T T t I T Project No. D-3885-06 Christ Our Savior Catholic Parish 2.1.2 General Fill - Materials for compacted fill shall consist of material imported from outside the site or excavated from the site that, in the opinion of the Geotechnical Engineer, are suitable for use in constructing engineered fills. The material shall not contain rocks or hard lumps greater than 6 inches in maximum dimension, and at least 70 percent (by weight) of its particles shall pass through a U.S. Standard 3/8 inch sieve. Material greater than 3 inches, but less than 6 inches in maximum dimension, shall be placed by the Contractor so that it is completely surrounded by compacted, finer material; no nesting of rocks shall be permitted. Do not use any perishable, spongy, hazardous, or other undesirable materials as fill. 2.1.3 Select Fill - Select fill shall meet all criteria for general fill but shall also contain no rocks or hard lumps greater than 3 inches in maximum dimension, and at least 80 percent (by weight) shall pass through a U.S. Standard 3/8-inch sieve. The expansion index of select material shall be less than 50 (i.e., 5.0 percent swell) when tested in accordance with ASTM D4829. 3.0 Execution 3.1 Clearing and Grubbing Within the project limits, tile Contractor shall demolish structures as specified on the Drawings. Unless otherwise indicated on the Drawings or by the Owner in writing, the Contractor shall clear and grub all trees, stumps, roots, brush, grass, and other vegetation within construction, fill and stockpile areas to a minimum depth of 3 feet below the existing ground surlace or below finished grade, whichever is deeper, unless otherwise recommended by the Geotechnical Engineer's Field Representative. Remove cleared and grubbed materials from the site and dispose of them legally. No onsite burning or burying of cleared and grubbed materials is permitted. No placement of 6l t T I T I T T t T I I I t I I I I I I Project No. D.38E5-06 Christ Our Savior Catholic Parish cleared and grubbed materials in topsoil stockpiles is permitted. No mulching of branches or roots is permitted. Incorporating vegetative matter into stockpiled materials which are to be used in frll is not permitted. Stockpile organic-laden topsoil separate from other fill materials Remove any remaining vegetative mafter from the deeper excavated soils, which may result from roots deeper than those encountered during clearing and grubbing operations. All material thereby removed shall be piled at a location away from the immediate work area so as to avoid burying of piled material. 3.2 Compacted Fills 3.2.1 Preparing Areas to be Filled - Brush, grass, and other objectionable materials shall be collected, piled, and disposed of as indicated in Section 3.1 by the Contractor so as to leave the areas that have been cleared with a neat and finished appearance, free from unsightly debris. Remove all loose soil, uncertified fill, landslide debris, and weathered bedrock to firm material or in-situ bedrock, as approved by the Geotechnical Consultant. The Contractor shall obtain approval from the Geotechnical Engineer or his representative of stripping and site preparation before the compaction of any fill subgrade begins. The surface shall then be scarified to a minimum depth of 6 inches until the surlace is free from uneven features that would tend to prevent uniform compaction by the equipment used, and shall be brought to the specified water content and relative compaction. Compact scarified materials to a minimum relative compaction of 90 percent, relative to ASTM D1557, prior to placement of any fill rnaterial. 3.2.2 Placing, Spreading, and Compacting, Fill Material - Onsite soil obtained from rernovals, borrow, or cut areas may be reused as cornpacted fill provided it is free lrorn 62 I I E I I I T T T T T T T I T I I I f Project No. D-3885-06 Christ Our Savior Catholic Parish deleterious debris and meets the other requirements of the "Materials" portion of this Specification Section. Use of soil containing deleterious debris from the clearing and grubbing operation or from other sources is not permitted. The fill materials shall be placed by the Contractor in horizontal layers not greater than 8 inches thick, measured before compaction. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to obtain uniformity of material and moisture in each layer. The moisture content of material used for compacted fill should be adjusted to be at or above optimum water content as determined by ASTM DI557. When the water content of the fill material is too high, the fill rnaterials shall be aerated by the Contractor by blading, mixing, or other satisfactory methods until the water content is as specified. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent ol the maximum dry density as determined by ASTM DI557 for general fill, and 95 percent of the maximum dry density as detennined by ASTM D1557 for select fill, compacted fill pads, and the upper I foot of pavement subgrade. Compaction shall be accomplished by: sheepsfoot rollers; vibratory rollers; multiple-wheel, pneumatic-tired rollers; or other types of acceptable compacting equipment. Equipment shall be of such design that it is able to compact the fill to the specified density. Compaction shall be continuous over the entire area, and the equipment shall make sufficient passes to obtain the desired density uniformly. All fill placed on site shall be treated in like manner until finished grades are attained. Jetting, puddling, and hydro consolidation techniques shall not be used, including backfill of utility trenches. The placement oftopsoil is subject to the approval of the Geotechnical Engineer. Topsoil shall not be placed beneath concrete flatwork. beneath or behind retaining walls. or within structural fill. All topsoil material is subject to the same moisture conditioning, 63 I I T t t T T I T I T T I I I n T I I Project No. D-3885-06 Christ Our Savior Catholic Parish placement, and compaction requirements as General Fill. Roots, branches and other organic debris are not permitted within the compacted topsoil layer. When backfilling around footings and compacting behind retaining walls and flexible retaining structures, the Contractor shall use lightweight compaction equipment such as hand-operated equipment, shoring, or other means to avoid over-stressing structural walls. When using lighnveight compaction equipment. the fill materials shall be spread in horizontal layers not greater than 6 inches thick, measured before compaction. As an alternative, sand-cement slurry may be used to backfill trenches. The slurry shall have minimum cement content of 3 sacks per cubic yard within the zone of influence of foundations and other settlement sensitive structures. A minimum of 2 sacks per cubic yard of slurry shall be used elsewhere within building limits, and a minimum of one sack per cubic yard of slurry shall be used elsewhere. Slurry shall not be used in those areas where such placement would result in the obstruction of water flow, and is subject to the approval of the Geotechnical Engineer. 3.3 Protection of Work and Adjacent Properties 3.3.1 During Construction - The Contractor shall grade all excavated surfaces to provide good drainage away from construction slopes and prevent ponding of water. He shall control surface water and the transport of silt and sediment to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control measures have been installed. 64 Dispose of all water resulting from dewatering operations legally and in ways that will not cause damage to public or private property, or constitute a nuisance or menace to the public, in accordance with municipal requirements. I T T I E I t I I T T I I I I I T I I Prgect No. D-3885-06 Christ Our Savior Catholic Parish Protect benchmarks, monuments, and other reference points against displacement or damage. Repair or replace benchmarks, monuments, and other permanent survey data that become displaced or damaged due to the perforrnance of this work. 3.3.2 After Completion - After earthwork is completed and the, Geotechnical Engineer has finished his observations of the work, no further excavation, filling or backfilling shall be performed except under the observation oIthe Geotechnical Engineer. 65 u I T I T T I I I I T I T I I I I E L] The Contractor shall make every effort to minimize the amount of dust raised in excavating, on haul roads and access roads, and all other work areas in the course of construction activities. I Geotechnical Solutions, Inc.TTClilE'Iv --- Geotechnical, Structural & Environmental Engineering July 30,2019 Project: D-3885-02 Diocese of Orange 13280 Chapman Avenue Garden Grove, Calilornia 92840 PPROVED A \1IT ISSUANCE SOCIATES INC r .\TE ,-/2 -2c) rce to the zation is pending pe rcel f a permrt based onI not bc conslrued to tron ol tne applicable mit lrresunled to give the provisions of suchAttention: Mr. Joe Novoa Director, Construction Management Services Project:Christ Our Savior Catholic Church 2000 West Alton Avenue Santa Ana, California 92704 As requested, we performed pile analyses (axial and lateral) for concrete, both l4"X14" and l6"Xl6" in size and steel pipe pile 16" diameter. Analyses are attached. We are not recommending steel pipe pile, since steel pipe piles are subject to corrosion. As swamp, peats and other organic soils are corrosive. To offset the eflect of corrosion, an additional thickness of steel over the actual design cross-sectional area is generally recommended. In many cases, factory-applied epoxy coating on pile may work satisfactorily against corrosion. Concrete encasement ofsteel piles in corrosive zones also. ' protect against corrosion. In any case we are not practicing corrosion engineering, but we noted that the soils and water underlying the project site are corrosive. If steel piles are used, a corrosion engineer should be consulted. Geotechnical Solutions, Inc. Dharma Shakya, PhD, PE, GE Principal Geotechnical Engineer ,) A braham S. Baha, PE, Sr. Principal \ ssEFoR?s (, d IC ib. c06306'' s. ra a t sES F0 c ? G= 2773 R C S, Phone: (949) 453-0406 27 Mauchly, Suite 210, Irvine, CA 92618 Fax: (949) 453-0409 'd Allowable Axia! Capacity in Compression (kips) Allowable Axial Capacity in Tension (kips) 0 0 Silty Sand (SM) 5 - 14-inch Concrete -16-inch Concrete - 16-inch Steel Pipe I,t l. I t I, 5 -14-inch Concrete -'l $-in6[ Concrete -] $-in6l Steel Pipe I--tI --t I II llll I I II If, !l I !l I I l.ll I l. 10 10 15 20 25 30 35 40 15 Silty Clay (CL) / Peat Layer c = 0.5 ksf 20 d o3 0)o 5 0 Silty Clay (CL) Layer c = 1.5 ksf 35 Sand Layer (SP), 0 = 32 dc8 Silty Clay (CL) 40 45 Sand (SP) Layer 0= 16 dcg 45 50 Silty Clay Layer (CL) c=2ksf 50 550 10 20 30 40 50 60 70 80 90 100 1'10 120 130 140 010203040506070 80 90 100 0Factor of Safety = 2.9 Factor of Safety - 2 AXIAL CAPACITIES OF 14" and 16" Square Concrete Piles & 16" Dia. Steel Pipe Pile PROJECT NAME : LOCATION : O ESIG N E D/C H EC KE D BY Christ Our Savior Santa Ana, CA OXS/ABGEOTECHNICAL SOLUTIONS, INC. Generalized Soil Profile l- I Silty Clay (CL) c= 1 ksf T------T-----T- T------r----- ,r- Christ Our Savior. Santa Ana, Ca _ I;oundation Alternativcs \--. 14"x'14" Concrete Pale FOS = 2.0 klp! Oep0\ FOS=2 kt '16-inch Dia. Steel Pipe FOS.2,0 Depth ullimale I i'ps I Oepth Compressrorhkrps I oI 2 3 5 6 7 a 9 10,t,l 12,tl 14 15 161' ia 't9 ?o 21 22 2t 24 25 26 27 2E 29 30 31 32 33 34 35 36 37 3a 39 4(} 41 42 43 45 46 17 4A 49 50 o.o o.o o.o o.o o.q, o.oo 0.00 o.oo o o o o o o o o o 1 2 3 4 5 6 7 o 9 'to.tl 12lt 11 t5 101' ta l9 20 21 22 2! 2a2' 2a 2' za 2a 30 3l 3l 3t{ 3aLl7 3t 3Cq a1 a2 a3 a4 45 ao a7 at a9lo o.o o.o o.o o.o o o o o o.q, o.q! o.oo o.oo o o o o o 1 2 3 5 6 7 a 9 to 11 12l3 14,t5 16.lt tll9 20 ?1 72 23 24 23 26 ?7 2A 29 30 31 32 33 31 35 36 37 3A 39 40 41 42 43 45 46 47 4A 49 50 o o o o o.o o.o o,o o.o o.oo 0.oo o.oo o.oo o o o o 14.7 17 t9 21.1 2a 23.A 24.6 23.1 25.3 25.6 28.2 29,9 31.6 33.4 35.4 40.3 44.9 50.3 56.4 60.5 o4 67.5 71 74,7 74.3 a2.1 6r.7 99.7 1,11,7 124.1 'r 35.3 135.3.t33.6 131.4 131.5 141.7 t53.4 166 179.5 'i aa 19r,2 200.9 20.t.6 202.5 2lJ2.4 201.2 205.3 7.35 t.llo 9.50 lo.t6 I LtO I i.to !2,30 12-64tztS lt 3{, l4rolat! 't 5.lo 16.70 'I ?.lo 20.t1 t ,1, 2t tI 2a.20 ao.2l !2.OO !3.70 35.rO 37.33 30.1t al.ot a3.!l4t.rt5t.!l 62.Ot c7.cl 67.Ct c6,!t) 6t,so c5.7! 70.85 7l.zt c3.o t9.15 9a.lx! c7,ao too.arimro tol.t5lol.miq!.at lo2.c5 't.15 t.70 2,25 za5 3.45 4,05 4.65 5.20 5.45 6.lo 6.55 7.O' 7.55 6.05 8.55 9.05 9.55 'to.3It I1.20 12,10 13.05 't4.oo 121.95 15.90 t&45 17.45 14.90 19.9(, 20.95 22.o5 23.30 24.60 25,90 27,20 2AA5 29.74 3t.lo 32,60 34.35 36.15 3a.oo 39,904l.lo 43.75 45,5{t 44.95 44..l|) 2.3 3.4 4.5 5.7 6.9 t.1 9,3 io.4 't't.3 12.2 13.t 14.1 15.1 16. r 17.1 ,t t.1 19..t 20.6 22.4 24.2 26.1 2a 29.9 31.4 33.7 35.7 37.4 39.4 41.9 44,1 48.6 49.25t,t 54,4 56.9 59.5 €2.2 6r.2 aa.7 7?.3 76 79.a 43.6 47.5 91 93.9 94.6 l.l to.7 r t.0It t 13.9 1arlt.tlll.l 1l.2 1r.7 la.7 1f ,atl.art.a ?1.' 241 24., 2t.a 3it.t :|a.rIt.t ao.i !l2.1 tt12 1!..! ac4rl.l ao.o ac,l 73,e 70.1 lo,o 7D,6 7t,G 70.1u.2lo.t eat ro3.llll.9 rta,o I tt.o r lal I la.o I lt.a 11E.2 119.3 1',.2 21.1 23,7 24,1 27.7 2r.7 29.€ to.2 30.4!l-4 33.3 ?5.2 37,1t9.l 42,1t 46.,t 53.3 59.5 66.5 72,1 74.1lo.t 44.2 aa.5 92.5 96.t .t 06.2 It9.9 133,6 147.7 i5a.2t6t.t 't 59.r 157.1 159.2 164.4 141.0 r96.2 711.G 223,4 23r.9 234 230.9 237,9 237.1 23o.4 230.6 1.55 2.?O 2.tx) 3.4{' 4.30 5.(X! 4.75 6.,1O o.95 7.50 a.05 4.65 9.20 9.to 1o.45 lt.o5 1t.65 12.5{} 13.60.t4.65 t5.75 14.85 rl.oo 't9.10 20,?5 21.15 22-60 23.8a' 25,05 26,35 27.AO 29,30 30.ao 32.35 33.85 35.35 30.90 3C.05 ,.(l.70 .lit.co 449(, 47.70 49.3{) 51.60 53.60 5!.25 56.95 3.t 5.! 72 o.olo 1't.5 12.4 13.9l3 to.1 17.3.rt.4 lt.6 20.9 2r.12!.t 25 21.22t.t 3l.l 31.7lo 31.2 ,|o.l igl.l s-2 .E,C !p.l J2.7 !16.6 ltt.6 ot.6 t14.7 ar., 7(,.7 ,3.t 77,3 a1,. 46.6 ac.a 44,2tao toJ.2 1()7.2 llo.5 113,9 l5 'to.l 1l'7 ?o.5 22.5 22.4 23.3 23.4 23.2 21.7 26.1 27.6 29.2 3{t.7 32.3 f,7.14l,t 47.4 53.6 55.7 59.t ez,9 66.1 69.4 727 76 79.1 92.'t t04.9Ita,t3i.5 124.2 125 121,7 t la.5 '130.9,i42.8 1ra.7 1C9.5 175.4 1E2.1 1!l.7 147.7 llo.t t!5,1 1l2.4 1C7.1 7.! &a e.alo.t it.ltt.a 11.7.t1.t rt.6 12,4 r 3.t ts.a.t4.c t5.a ta.2tl.a 2l.o2t.f 2C.l 2A.a2t.t ll,t !!.1v., 3t.4 3t.o JC.7 /lc.1 t2.5 59.Oct.! a4.t G2.5 6().9 t9.l 6t.3 f 1.4 77.0u.a t7.9 I t.t e4.a 03.0 91.4 92.C ,1.2 93.7 z,o5 2.75 3,55 4.3(! 5,to 5.45 4.65 7.tu, a.o5 4.70 9.35 10.o5 1o.70 t't.40 12.10 t2,ao r3.50 11..Ut 15.45 16.55 17,50 'l E.7(, 19.40 20,9() 2LO5 23,15 24,30 25,50 26,45 27.90 29.30 30.05 32.1O 33.50 3dto 36.30 t7.74 39.35 41.r3 43.O5 42t 95 46.63 ,|t.85 50.05 52.60 5415 55.70 5.5 7.1 0.6 1o.2 11.7 13.3.t4.t 16,,t 1r.1 1tl.7 20.1 21.4 22.' 24.? 2!1.6 27 2t.a 30.9 33.1 35.? 37.1 39.6 41.t 14.1 46,3 44.6 51 53.3 55.4 54.6 at.3 e4.2 57 09.a 72.4 75.5 7l,.7 a2.3 a5.t 49.9 93.7 97.7 101,7,to5.2 ioa,3 111.4 14,16-14 Pipe Axral D-3885,06 7l3012019lds I LATERAL ANALYSES Deflection @ Top (inch) Maximum B.M. (kips-ft) Maxirnum Shear (kips) Depth of Max B.M (feet) Depth of Fixity (feet) 0.25 55.9 13.3 6.0 22.8 0.50 75.7 17.1 6.6 23.4 TABLE - I LATERAL ANALYSES l4-inch Square Driven Concrete Pile, Free Head Condition Deflection @ Top (inch) Maximum B.M. (kips-ft) Maximum Shear (kips) Depth of Max. B.M (feet) Depth of Fixity (feet) 0.25 41.2 10.3 5.95 f.i 0.50 59.0 r 3.8 5.95 9.4 LATERAL ANALYSES l6-inch Diameter Steel Pipe Pile, Free Head Condition Deflection @ Top (inch) Maximum B.M. (kips-ft) Maxirnum Shear (kips) Depth of Max. B.M ( feet) Depth of Fixity (feet) 0.25 '78.7 16.9 '7.0 10.9 0.50 131.8 25.6 't .4 12.3 l6-inch Square Driven Concrete Pile. Free Head Condition I TABLE - 2 LATERAL ANALYSES Deflection @ Top Maximum B.M.Maximum Shear Depth of Max. B.M Depth olFixity (inch)(kips-ft)(kips)(feet)(feet) 0.25 -95.82 26.7 toD 24.0 0.50 -125.1 34.4 top 24.6 LATERAL ANALYSES Deflection @ Top Maximum B.M.Maximum Shear Depth of Max. B.M Depth of Fixity (inch)(kips-ft)(kips)(feet)(feet) 0.25 -77.73 21.7 top |.2 0.s0 - l0l .6 28.3 top I 1.9 LATERAL ANALYSES Deflection @ Top Maximum B.M.Maximum Shear Depth of F'ixity (inch)(kips-ft)(kips)(feet)(feet) 0.2s - 196.8 38.'7 toD 18.2 -301 .5 53.7 top 21.1 l6-inch Square Driven Concrete Pile. Fixed Head Condition 14-inch Square Driven Concrete Pile. Fixed Head Condition l6-inch Dianeter Steel Pipe Pile. Fixed Head Condition Depth of Max. B.M 0.50