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Andalusia TR 31681 BCPR2019-0014 Geotechnical ReportSladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite C, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845.7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 February 12, 2020 National Mortgage and Land Company 81570 Carboneras La Quinta, California 92253 Project: Andalusia at Coral Mountain Tract No. 31681- Remaining Phases La Quinta, California Project No. 544-18139 20-02-060 SG�i2 2019 ' oo! q CITY OF L.A QUIN ii% REVIEWED �-(aR CODE COMPLIANCE n4T �?P_ ov Subject: Foundation Plan Review - Plan 21 V UrP AWML-t)siA Ref: Geotechnical Investigation report prepared by Sladden Engineering dated 2Oj l cvm September 5, 2018; Project No. 544-18139, Report No. 18-09-441 L#PA-tC In accordance with your request, we have reviewed the Foundation Plans and Details prepared by Gouvis Engineering. The plans reviewed including PT Foundation Plan 21A, 21A Reverse, 21B and 21C were prepared for the future residences to be constructed within the Andalusia at Coral Mountain development in the City of La Quinta, California. Based on our review, it is our opinion that the recommendations provided in the above referenced Geotechnical Investigation report have been properly incorporated into these plans. If you have questions regarding this memo or the referenced report, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING <<GSSfOj!/� C < f /�IJIakCtSOf B 2 Brett L. Anderson � i ,�,;1: � C� Principal Engineer Letter/ra Copies: 4 / National Mortgage and Land Company RECEIVED FFB 2 0 ?P?O CITY OF L4 Q TNTA DESIGN AND DEVELOPMENT DEPARTMENT Sladden Engineering www.Sladdenengineering. con: GEOTECHNICAL INVESTIGATION ANDA.LUSIA — REMAINING PHASES TRACT NO. 31681 EAST OF MADISON STREET BETWEEN AVENUE 58 & AVENUE 60 LA QUINTA, CALIFORNIA ?UW :7 k wwwwsw� me B�T7 - - GL CITY OF L (JUI .,,t `ku�/^e �4a�pn2°,D�1 H&'---VIEWED CODE COMPLIANCE nAT RV IF AN.DM-uSIA 2v1R CoflF- VPDAi-C REVIEWED FEB 2 7 2020 INTERWEST CONSULTING GROUP RECEIVED FEB 2 4 2020 INTERWEST CONSULTING GROUP -Prepared By- V6 02 ,,- Sladden Engineering 45-090 Golf Center Parkway, Suite F Indio, California 92201 (760) 863-0713 (� >Z. . Sladden Engineering 4 V Sladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201(760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite C, Buena Park, CA 90621(714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 September 5, 2018 Project No. 544-18139 18-09-441 TD Desert Development, LP 81-570 Carboneras La Quinta, California 92253 Subject: Geotechnical Investigation Project: Andalusia -- Remaining Phases — Tract No. 31681 East of Madison Street between Avenue 58 & Avenue 60 La Quinta, California • r Sladden Engineering is pleased to present the results of the geotechnical investigation performed Toile remaining residential phases within the Andalusia development in the City of La Quinta, California. Our services were completed in accordance with our proposal for geotechnical engineering services dated August 7, 2018 and your authorization to proceed with the work. The purpose of our investigation was to explore the subsurface conditions at the site in order to provide recommendations for foundation design and site preparation relative to the development of the remaining phases of the project. Evaluation of environmental issues and hazardous wastes was not included within the scope of services provided. The opinions, recommendations and design criteria presented in this report are based on our field exploration program, laboratory testing and engineering analyses. Based on the results of our investigation, it is our professional opinion that the remainder of the project remains feasible. We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this report, please contact the undersigned. Respectfully submitted, SLADDEN ENGIAiEET rte�R/Nc 0 MATTHEW J. COHRT <O Matthew J. Cohrt Principal Geologist s��N �lF OF CA1-'�D� james W. Minor III Project Geologist SER/jm Copies: 4Addressee Brett L. Anderson Principal Engineer e 13RETTt_ ANDERSON No. C453a9 n Exp.9/30/18 n CML Enat� Sladden Engineering GEOTECHNICAL INVESTIGATION ANDALUSIA — REMAINING PHASES EAST OF MADISON STREET BETWEEN AVENUE 58 & AVENUE 60 LA QUINTA, CALIFORNIA TABLE OF CONTENTS INTRODUCTION.................................................................................................................................... 1 PROJECTDESCRIPTION....................................................................................................................... 1 SCOPEOF SERVICES............................................................................................................................. 2 SITECONDITIONS................................................................................................................................ 2 GEOLOGICSETTING............................................................................................................................ 3 SUBSURFACECONDITIONS................................................................................................................3 SEISMICITYAND FAULTING.............................................................................................................. 4 CBCDESIGN PARAMETERS................................................................................................................ 5 GEOLOGICHAZARDS..........................................................................................................................5 CONCLUSIONS...................................................................................................................................... 7 EARTHWORKAND GRADING.......................................................................................................... 8 Stripping.......................................................................................................................................... 8 Preparationof Building Areas........................................................................................................ 8 Compaction....................................................................................................................................... 8 Shrinkageand Subsidence.............................................................................................................. 9 FOUNDATIONS CONVENTIONAL SHALLOW SPREAD FOOTINGS ....................................... 9 POSTTENSIONED SLABS....................................................................................................................10 SLABS-ON-GRADE................................................................................................................................10 PRELIMINARY PAVEMENT DESIGN................................................................................................11 CORROSIONSERIES.............................................................................................................................11 UTILITY TRENCH BACKFILL.....................................................:.......................................................12 EXTERIOR CONCRETE FLATWORK.................................................................................................12 DRAINAGE..............................................................................................................................................12 LIMITATIONS.........................................................................................................................................12 ADDITIONALSERVICES......................................................................................................................13 REFERENCES..........................................................................................................................................14 FIGURES - Site Location Map Regional Geologic Map Borehole Location Photograph APPENDIX A - Field Exploration APPENDIX B- Laboratory Testing APPENDIX C- Liquefaction Analyses APPENDIX D- Seismic Design Map and Report Deaggregation Output Sladden Engineering September 5, 2018 1 Project No. 544-18139 18-09-441 INTRODUCTION This report presents the results of the geotechnical investigation performed by Sladden Engineering (Sladden) for the remaining phases of the Andalusia development located on the southeast corner of Avenue 58 and Madison Street in the City of La Quinta, California. The central portion of the Andalusia development is Iocated at approximately 33.6209 degrees north latitude and 116.2414 degrees west longitude. The approximate location of the site is indicated on the Site Location Map (Figure 1). Our investigation was conducted in order to evaluate the engineering properties of the near surface and subsurface materials throughout the currently undeveloped portions of the Andalusia site to evaluate their in -situ characteristics in order to provide recommendations for site preparation and design criteria for foundation design as well as the design of various site improvements. This study also includes a review of published and unpublished geotechnical reports and geological literature regarding seismicity and potential geologic hazards that may impact the subject site. PROJECT DESCRIPTION Based on our preliminary discussions, it is our understanding that the proposed project will consist of constructing new residential structures within the remaining portions of the Andalusia development. Sladden anticipates that the project will also include new concrete flatwork, swimming pools, underground utilities, landscape areas and various surface improvements. For our analyses we expect that the proposed new residential structures will consist of relatively lightweight one (1) or two (2) story wood -frame structures supported on conventional spread footings and concrete slabs -on -grade or post - tensioned slabs. Sladden anticipates that grading will consist of minor cuts and fills in order to accomplish the desired pad elevations and to provide adequate gradients for site drainage. This does not include the removal and re -compaction of loosely placed stockpiled soil that exists within portions of the site. Upon completion of the foundation plans and precise grading plans, Sladden should be retained to verify that the recommendations presented within in this report are incorporated into the design of the proposed project. Structural foundation loads were not available at the time of this report: Based on our experience with relatively lightweight wood -frame structures, we expect that isolated column loads will be less than 30 kips and continuous wall loads will be less than 3.0 kips per linear foot. If these assumed loads vary significantly from the actual loads, we should be consulted to verify the applicability of the recommendations provided. Sladden Engineering September 5, 2018 2 Project No. 544-18139 18-09-441 SCOPE OF SERVICES The purpose of our investigation was to determine specific engineering characteristics of the surface and near surface soil and evaluate potential geologic and seismic hazards in order to develop foundation design criteria and recommendations for site preparation specific to the remaining phases of the Andalusia development. Exploration of the site was achieved by drilling ten (10) exploratory boreholes to depths of between approximately 21 and 51 feet below the existing ground surface (bgs). Specifically, our site characterization consisted of the following tasks: • Site reconnaissance to assess the existing surface conditions on and adjacent to the site. • Advancing ten (10) exploratory boreholes to depths between approximately 21 and 51 feet bgs in order to characterize the subsurface soil conditions. Representative samples of the soil were classified in the field and retained for laboratory testing and engineering analyses. • The performance of laboratory testing on selected samples to evaluate their engineering characteristics. • The review of available geologic literature and the discussion of potential geologic hazards. • The review of various geotechnical reports previously prepared for the project site. • The performance of engineering analyses to develop recommendations for foundation design and site preparation. • The preparation of this report summarizing our work at the site. SITE CONDITIONS The Andalusia development occupies a total area of approximately 540 acres. The Andalusia development consists of an 18-hole golf course surrounded by residential lots and the related infrastructure. The property is mostly developed but there are undeveloped lots within the southern, central and southwestern portions of the property. The site is located on the east side of Madison Street between Avenue 58 and Avenue 60 in the City of La Quinta, California.- According to the USGS 7.5' Valeria and Indio Quadrangle maps (USGS, 2015a & USGS, 2015b), the site is situated at an elevation of between 40 feet and 75 feet below mean sea level (MSL). The previous development on the project site includes; the grading and construction of the existing golf course and the surrounding residential building pads, the installation of underground utilities and roadways accessing the residential lots, the construction of the golf course clubhouse and various homeowner amenities. The previous rough grading consisted primarily of excavation within the golf course areas and fill placement within the surrounding building pad areas to create elevated lots for optimum view opportunities. No natural ponding water or surface seepage was observed at or near the site during our field investigation conducted on August 15, 2018. Site drainage appears to be controlled via sheet flow and surface infiltration. Sladden Engineering September 5, 2018 3 Project No. 544-18139 18-09-441 GEOLOGIC SETTING The project site is located within the Colorado Desert Physiographic Province (also referred to as the Salton Trough) that is characterized as a northwest -southeast trending structural depression extending from the Gulf of California to the Banning Pass. The Salton Trough is dominated by several northwest trending faults, most notably the San Andreas Fault system. The Salton Trough is bounded by the Santa Rosa - San Jacinto Mountains on the southwest, the San Bernardino Mountains on the north, the Little San Bernardino - Chocolate - Orocopia Mountains on the east and extends through the Imperial Valley into the Gulf of California on the south. A relatively thick sequence (20,000 feet) of sediment has been deposited in the Coachella Valley portion of the Salton Trough from Miocene to present times. These sediments are predominately terrestrial in nature with some lacustrian (Iake) and minor marine deposits. The major contributor of these sediments has been the Colorado River. The mountains surrounding the Coachella Valley are composed primarily of Precambrian metamorphic and Mesozoic "granitic" rock. The Salton Trough is an internally draining area with no readily available outlet to Gulf of California and with portions well below sea level (-253' msl). The region is intermittently blocked from the Gulf of California by the damming effects of the Colorado River delta (current elevation +30'msl). Between about 300AD and 1600 AD (to 1700) the Salton Trough has been inundated by the River's water, forming ancient Lake Cahuilla (max. elevation +58' msl). Since that time the floor of the Trough has been repeatedly flooded with other "fresh" water lakes (1849, 1861, and 1891), the most recent and historically long lived being the current Salton Sea (1905). The sole outlet for these waters is evaporation, leaving behind vast amounts of terrestrial sediment materials and evaporite minerals. The site has been mapped by Rogers (1965) to be immediately underlain by undifferentiated Quaternary - age lake deposits (Ql) and alluvium (Qal). The regional geologic setting for the site vicinity is presented on the Regional Geologic Map (Figure 2). SUBSURFACE CONDITIONS The subsurface conditions at the site were investigated by drilling ten (10) exploratory boreholes on -site. The approximate locations of the boreholes are .illustrated on the Borehole Location Photograph (Figure 3). The boreholes were advanced using a truck -mounted Mobile B-61 drill rig equipped with 8-inch outside diameter (O.D.) hollow stem augers. A representative of Sladden was present to log the materials encountered and retrieve samples for laboratory testing and engineering analysis. During our field investigation a prominent layer of engineered fill soil resulting from the previous site grading was encountered to depths of up to 10 feet below the existing ground surface. Underlying the engineered fill soil and extending to the maximum depth explored, lacustrine deposits and alluvium was encountered. The native site soil consists primarily of interbedded silty sand (SM), silty clay (CL) and sandy silt (ML) layers that were encountered to the maximum depths explored. Generally, the native earth materials appeared grayish brown in in -situ color and with optimum moisture content with densities increasing with depth. Sladden Engineering September 5, 2018 4 Project No. 544-18139 18-09-441 The final logs represent our interpretation of the contents of the field logs, and the results of the laboratory observations and tests of the field samples. The final logs are included in Appendix A of this report. The stratification lines represent the approximate boundaries between soil types although the transitions may be gradual and variable across the site. Groundwater was encountered at depths between 28.5 and 43.0 below existing grade during our field investigation on August 15, 2018. Currently, ongoing aquifer recharge operations are being conducted by Coachella Valley Water District (CVWD). Based on potential impacts to existing nearby developments (including inundation of low lying improvements), we do not expect that recharging operations will allow groundwater to reach historical high depths in the site vicinity. We anticipate a high groundwater depth of 20 feet or more below existing grade. SEISMICITY AND FAULTING The southwestern United States is a tectonically active and structurally complex region, dominated by northwest trending dextral faults. Faults in the region are often part of complex fault systems composed of numerous subparallel faults that splay or step from main fault traces. Strong seismic shaking could be produced by any of these faults during the design life of the proposed project. Sladden considers the most significant geologic hazard to the project to be the potential for moderate to severe seismic shaking that is likely to occur during the design life of the project. The proposed project is Iocated in the highly seismic Southern California region within the influence of several fault systems that are considered to be active or potentially active. An active fault is defined by the State of California as a "sufficiently active and well defined fault" that has exhibited surface displacement within the Holocene epoch (about the last 11,000 years). A potentially active fault is defined by the State as a fault with a history of movement within Pleistocene time (between 11,000 and 1.6 million years ago). Based on our research, the site is not currently located within any State of California or County of Riverside designated fault zone (CGS, 2015; RCPR, 2018). Table 1 lists the closest known potentially active faults that was generated in part using the EQFAULT computer program (Blake, 2000), as modified using the fault parameters from The Revised 2002 California Probabilistic Seismic Hazard Maps (Cao et al, 2003)..This table does not identify the probability of reactivation or the on -site effects from earthquakes occurring on any other faults in the region. TABLE 1 CLOSEST KNOWN ACTIVE FAULTS Fault Name Distance' (Km) Maximum Event San Andreas - Coachella 13.0 7.2 San Andreas - Southern 13.0 7.2 San Jacinto - Anza 27.9 7.2 San Jacinto - Coyote Creek 30.3 6.8 Burnt Mountain 38A 6.5 Eureka Peak 39.8 6.4 San Andreas - San Bernardino 40.4 7.5* *Distance from BH-1 location Sladden Engineering September 5, 2018 5 Project No. 544-18139 18-09-441 2016 CBC SEISMIC DESIGN PARAMETERS Sladden has reviewed the 2016 California Building Code (CBC) and summarized the current seismic design parameters for the proposed structure. The seismic design category for a structure may be determined in accordance with Section 1613 of the 2016 CBC or ASCE7. According to the 2016 CBC, Site Class D may be used to estimate design seismic loading for' the proposed structures. The 2016 CBC Seismic Design Parameters are summarized below (USGS, 2018a). The project Design Map Reports are summarized below and included within Appendix C. Risk Category Site Class Ss S1 Fa Fv Sms Sml SDS SDI Seismic Design Category CBC/ASCE-7 BH-1 BH-3 Table 1.5-1 I/11/IU I/11/m Table 1613.3.2 D D Section 1613.3.1 1.500g 1.500 Section 1613.3.1 0.608g 0.604 Table 1613.3.3(1) 1.0 1.0 Table 1613.5.3(2 1.5 1.5 16-37 {Fa X Ss} 0Equation 1.51.500 Equation 16-38 {Fv X Si) 0.912 Equation 16-39 (2/3 X Sms) 1.000g 1.000 Equation 16-40 (2/3 X Sml) 0.608 Section 1613.3.5 D Ln GEOLOGIC HAZARDS The subject site is located in an active seismic zone and will likely experience strong seismic shaking during the design life of the proposed project. In general, the intensity of ground shaking will depend on several factors including: the distance to the earthquake focus, the earthquake magnitude, the response characteristics of the underlying materials, and the quality and type of construction. Geologic hazards and their relationship to the site are discussed below. I. Surface Rupture. Surface rupture is expected to occur along preexisting, known active fault traces. However, surface rupture could potentially splay or step from known active faults or rupture along unidentified traces. Based on our review of Jennings (1994), CGS (2015), Rodgers (1965) and RCPR (2018) known faults are not mapped on or projecting towards the site. In addition, no signs of active surface faulting were observed during our review of non -stereo .digitized photographs of the site and site vicinity (Google, 2018). Finally, no signs of active surface fault rupture or secondary seismic effects (lateral spreading, lurching etc.) were identified on -site during our field investigation. Therefore, it is our opinion that risks associated with primary surface ground rupture should be considered "low". H. Ground Shaking. The site has been subjected to past ground shaking by faults that traverse through the region. Strong seismic shaking from nearby active faults is expected to produce strong seismic shaking during the design life of the proposed project. A probabilistic approach was employed to the estimate the peak ground acceleration (ama.) that could be experienced at the site. Based on the USGS Unified Hazard Tool (USGS, 2018b) shear wave velocity (Vs30) of 259 m/s, the site could be subjected to ground motions on the order of 0.53g. The peak ground acceleration at the site is judged to have a 475 year return period and a 10 percent chance of exceedence in 50 years. Siadden Engineering September 5, 2018 6 ' Project No. 544-18139 18-09-441 Ill. Liquefaction/ Dry Sand Settlement. Liquefaction is the process in which loose, saturated granular soil loses strength as a result of cyclic loading. The strength loss is a result of a decrease in granular sand volume and a positive increase in pore pressures. Generally, liquefaction can occur if all of the following conditions apply: liquefaction -susceptible soil, groundwater within a depth of 50 feet or less, and strong seismic shaking. We have performed seismic settlement calculations utilizing a magnitude of 7.5 and 7.3 for BH-1 and BH-3, respectively (USGS, 2018b & LABC, 2014). Anticipated high groundwater depths were selected at 20 feet bgs. Calculations indicate potential total seismic settlements of up to 4.55 inches and 3.91 inches for BH-1 and BH-3, respectively. These seismic settlement estimates are very similar to seismic settlement estimates included in previous geotechnical reports. The potential seismically related differential settlements are expected to be less than 2.27 inches. Based upon the general uniformity of the soil and groundwater conditions underlying the site, we expect the maximum differential settlement to occur over a horizontal distance of approximately 100 feet. Accordingly, risks associated with seismic settlements should be considered in foundation design. Our seismic settlement calculations are summarized below and included within Appendix D. BOREHOLE PGAm* Ma .** F.O.S. Settlement (in.) Differential Settlement (in.) BH-1 0.532g 7.5 1.0 4.55 2.27 BH-3 0.524 7.3 1.0 3.91 1.95 "U5ua i (-U113a) **USGS (2018b) IV. Tsunamis and Seiches. The site is situated at an elevated inland location and is not susceptible to tsunamis. However, the development is located immediately adjacent to impounded bodies of water (golf course lakes). Therefore, risks associated with seiches should be considered in design. V. Slope Failure and Lateral Spreading. Sladden has conducted supplemental lateral spreading analyses on several lots within the development (Sladden, 2018). Based on that work, it is Sladden's professional engineering opinion that measures to mitigate the potential for lateral spreading to occur within the near -surface materials and/or measures to mitigate slope Deviatoric block sliding on the descending slopes is not recommended. VI. Expansive Soil. Expansion Index testing of select samples was performed to evaluate expansive potential of the materials underlying the site. Based the results of our laboratory testing (EI=24) the materials underlying the site are considered to have "very low" to "low" expansion potential. Accordingly, risk of structural damage associated with volumetric changes in the underlying earth materials should be "low". Sladden Engineering September 5, 2018 7 Project No. 544-18139 18-09-441 Vli. Settlement. Static settlement resulting from the anticipated foundation loads should be minimal provided that the recommendations included in this report are considered in foundation design and construction. The ultimate static settlement is estimated to be less than one inch when using the recommended foundation bearing pressures. As a practical matter, differential static settlement between footings can be assumed as one-half of the total static settlement. VIII. Subsidence. Land subsidence can occur in valleys where aquifer systems have been subjected to extensive groundwater pumping, such that groundwater pumping exceeds groundwater recharge. Generally, pore water reduction can result in a rearrangement of skeletal grains and could result in elastic (recoverable) or inelastic (unrecoverable) deformation of an aquifer system. Previous studies by ESSW (2017) were conducted to evaluate existing distress to structures, roadways and improvements within the Andalusia development and to evaluate the potential for areal subsidence to affect current and future development. ESSW (2017) did not find conclusive evidence of observed distress that could be directed attributed to areal subsidence. No fissures or other surficial evidence of subsidence were observed at or near the subject site during our investigation. However, the effects of regional subsidence negatively impacting the subject property cannot be fully discounted. IX. Flooding and Erosion. No signs of flooding or erosion were observed during our field investigation conducted on August 15, 2018. Risks associated with flooding and erosion should be evaluated and mitigated by the project design Civil Engineer. X. Debris Flows. Debris flows are viscous flows consisting of poorly sorted mixtures of sediment and water and are generally initiated on slopes steeper than approximately six horizontal to one vertical (6H:1V), Subject: Concrete Mix Designs CONCLUSIONS Based on the results of our investigation and our review of the previous geotechnical reports prepared for the property, it is our professional opinion that the project remains feasible from a geotechnical perspective provided that the recommendations included in this report are incorporated into foundation design and carried out through construction. The main geotechnical concern in the design and construction of the remaining phases of the development are the potential seismic settlements. Because of the presence of engineered fill soil throughout the remaining undeveloped portions of the site, the remedial grading for the future building areas should be minimal. We recommend that remedial grading within the proposed new building areas include the removal and re -compaction of any loose surface soil. Specific recommendations for site preparation are presented in the Earthwork and Grading section of this report. Sladden Engineering September 5, 2018 8 Project No. 544-18139 18-09-441 Groundwater was encountered within our bores at depths between 28.5 and 43.0 feet bgs. Based on the current depth and anticipated high groundwater depth, we do not expect that groundwater will impact grading operations or construction. Caving did occur to varying degrees within each of our exploratory bores and the surface soil may be susceptible to caving within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation criteria. On the basis of our observations of the materials encountered, we anticipate that the subsoil will conform to that described by CalOSHA as Type B or C. Soil conditions should be verified in the field by a "Competent person" employed by the Contractor. The following preliminary design recommendations present more detailed design criteria that have been developed on the basis of our field and laboratory investigation. EARTHWORK AND GRADING All earthwork including excavation, backfiIl and preparation of the subgrade soil, should be performed in accordance with the geotechnical recommendations presented in this report and portions of the local regulatory requirements, as applicable. All earthwork should be performed under the observation and testing of a qualified soil engineer. The following geotechnical engineering recommendations for the proposed project are based on observations from the field investigation program, laboratory testing and geotechnical engineering analyses. a. Stripping. Areas to be graded should be cleared of the vegetation, associated root systems and debris. All areas scheduled to receive fill should be cleared of old fills and any irreducible matter. The strippings should be removed off -site, or stockpiled for later use in landscape areas. Undocumented fill soil or loose soil should be removed in its entirety and replaced as engineered fill. Voids left by obstructions should be properly backfilled in accordance with the compaction recommendations of this report. b. Preparation of the New Building Areas. Because the remaining lots have been previously rough graded, the remedial grading required at this time should be minimal provided that the building areas fall within the previously assumed building envelopes. The building areas should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. Any loosely dumped stockpiled material should be removed to the certified engineered fill soil remaining from the previous rough grading operations. The exposed surface should be scarified, brought to near optimum moisture content and compacted to a minimum of 90 percent relative compaction prior to fill placement. The previously removed soil and any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. C. Compaction. Soil to be used as engineered fill should be free of organic material, debris, and other deleterious substances, and should not contain irreducible matter greater than six (6) inches in maximum dimension. All fill materials should be placed in thin lifts not exceeding six inches in a loose condition. If import fill is required, the material should be of a non -expansive nature and should meet the following criteria: Plastic Index Less than 12 Liquid Limit Less than 35 Sladden Engineering September 5, 2018 9 Project No. 544-18139 18-09-441 Percent Soil Passing #200 Sieve Between 13% and 35% Maximum Aggregate Size 3 inches The subgrade and all fill material should be compacted with acceptable compaction equipment, to at least 90 percent relative compaction. The bottom of the exposed subgrade should be observed by a representative of Sladden Engineering prior to fill placement. Compaction testing should be performed on all lifts in order to verify proper placement of the fill materials. Table 2 provides a summary of the excavation and compaction recommendations. TABLE 2 SUMMARY OF RECOMMENDATIONS *Precise Grading Building areas should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface and all fill soil should be compacted to a minimum of 90 Native / Import Engineered Fill Place in thin lifts not exceeding 6 inches in a loose condition, compact to a minimum of 90 percent relative compaction. Asphalt Concrete Sections Compact the top 12 inches to at least 95 percent compaction within 2 percent of optimum moisture content. *Actual depth may vary and should be determined by a representative of Sladden Engineering in the field during construction. d. Shrinkage and Subsidence. Volumetric shrinkage of the material that is excavated and replaced as controlled compacted fill should be anticipated. We estimate that the shrinkage could vary from less than 10 to 25 percent. Subsidence of the surfaces that are scarified and compacted should be between 1 and 2 tenths of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. FOUNDATIONS: CONVENTIONAL SHALLOW SPREAD FOOTINGS Conventional shallow spread footings may be used for building support provided that the potential seismic settlements are accommodated in design. Load bearing walls may be supported on continuous spread footings and interior columns may be supported on isolated pad footings. All footings should be founded upon properly engineered fill and should have a minimum embedment depth of 18 inches measured from the lowest adjacent finished grade. Continuous and isolated footings should have minimum widths of 18 inches and 24 inches, respectively. Continuous and isolated footings placed on compact engineered fill soil may be designed using allowable (net) bearing pressures of 1800 and 2000 pounds per square foot (psf), respectively. Allowable increases of 250 psf for each additional 1 foot in width and 250 psf for each additional 6 inches in depth may be utilized, if desired. The maximum allowable bearing pressure should be 3,000 psf. The allowable bearing pressures apply to combined dead and sustained live loads. Sladden Engineering September 5, 2018 10 Project No. 544-18139 18-09-441 The allowable bearing pressure may be increased by one-third when considering transient live loads, including seismic and wind forces. All footings should be reinforced in accordance with the project structural engineer's recommendations. Based on the allowable bearing pressures recommended above, total static settlement of the shallow footings is anticipated to be less than one -inch, provided that foundation area preparation conforms to the recommendations described in this report. Differential static settlement is anticipated to be approximately one-half of the total settlement for similarly loaded footings spaced up to approximately 50 feet apart. The previously discussed seismic settlement should also be considered in design. Lateral load resistance for the spread footings will be developed by passive soil pressure against the sides of the footings below grade and by friction acting at the base of the concrete footings bearing on compacted fill. An allowable passive pressure of 250 psf per foot of depth may be used for design purposes. An allowable coefficient of friction 0.40 may be used for dead and sustained live loads to compute the frictional resistance of the footing placed directly on compacted fill. Under seismic and wind loading conditions, the passive pressure or the frictional resistance may be increased by one-third. All footing excavations should be observed by a representative of the project geotechnical consultant to verify adequate embedment depths prior to placement of forms, steel reinforcement or concrete. The excavations should be trimmed neat, level and square. All loose, disturbed, .sloughed or moisture - softened soils and/or any construction debris should be removed prior to concrete placement. Excavated soil generated from footing and/or utility trenches should not be stockpiled within the building envelope or in areas of exterior concrete flatwork. POST -TENSIONED SLABS Post -tensioned slabs may be considered for the proposed structures in order to mitigate potential liquefaction related differential seismic settlements. We have evaluated the on -site soil for construction of post -tensioned foundation systems in general accordance with design specifications of the Post Tensioning Institute. Post -tensioned slabs should be designed to be rigid and capable of spanning areas of non -uniform support and meet the following criteria: 1. Bearing Capacity =1500 psf 2. Potential Liquefaction Induced Differential Settlement = 2.25 inches (over a horizontal distance of 100 feet) 3. Coefficient of Friction = 0.40 SLABS -ON -GRADE In order to reduce the risk of heave, cracking and settlement, concrete slabs -on -grade should be placed on properly compacted soil as outlined in the previous sections of this report. The slab subgrades should remain near optimum moisture content and should not be permitted to dry prior to concrete placement. All slab subgrades should be firm and unyielding. Disturbed soil should be removed and then replaced and compacted to a minimum of 90 percent relative compaction. Sladden Engineering September 5, 2018 11 Project No. 544-18139 18-09-441 Slab thickness and reinforcement should be determined by the Structural Engineer. All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is placed at slab mid - height. Final slab -on -grade designs should be in accordance with the structural engineer's recommendations. Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a polyvinyl chloride (pvc) membrane such as 10-mil Visqueen, or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface can not be achieved by grading, consideration should be given to placing a 1-inch thick leveling course of sand across the pad surface prior to placement of the membrane. PRELIMINARY PAVEMENT DESIGN Asphalt concrete pavements should be designed in accordance with Topic 608 of the Caltrans Highway Design Manual based on R-Value and Traffic Index. An R Value of 60 was assumed to develop the following preliminary pavement sections. On -site and any imported soil should be tested for R Value after grading. Actual R-Value of subgrade soil should be consistent with the pavement design. For Pavement design, a Traffic Index (TI) of 6.0 was used for the light duty pavements. We assumed Asphalt Concrete (AC) over Class II Aggregate Base (AB). The preliminary flexible pavement design is as follows: RECOMMENDED ASPHALT PAVEMENT SECTION LAYER THICKNESS Pavement Material Recommended Thickness T1= 6.0 Asphalt Concrete Surface Course 3.0 inches Class H Aggregate Base Course 4.5 inches Compacted Subgrade Soil 12.0 inches Asphalt concrete should conform to Sections 203 and 302 of the latest edition of the Standard Specifications for Public Works Construction ("Greenbook"). Class II aggregate base should conform to Section 26 of the Caltrans Standard Specifications, latest edition. The aggregate base course should be compacted to at least 95 percent of the maximum dry density as determined by ASTM Method D 1557. CORROSION SERIES The soluble sulfate concentrations of the surface soil were determined to be 700 and 1740 parts per million (ppm). The soil is considered to have a "moderate" to "severe" corrosion potential with respect to concrete. The use of Type V cement and special sulfate resistant concrete mixes will be necessary. Soluble sulfate content of the surface soil should be reevaluated after precise grading and appropriate concrete mix designs should be established based upon post -grading test results. The pH levels of the surface soil was determined to be 8.48 and 8.9. Based on soluble chloride concentration testing (300 and 400 ppm), the soil is considered to have a "moderate" corrosion potential with respect to normal grade steel. Sladden Engineering September 5, 2018 12 Project No. 544-18139 18-09-441 The minimum resistivity of the surface soil was found to be 460 and 620 ohm -cm, that indicates the site soil is considered to have a "very severe" to "severe" corrosion potential with respect to ferrous metal installations. A corrosion expert should be retained to provide appropriate corrosion protection measures for corrosion susceptible installations. UTILITY TRENCH BACKFILL All utility trench backfill should be compacted to a minimum of 90 percent relative compaction. Trench backfill materials should be placed in lifts no greater than six inches in a Ioose condition, moisture conditioned (or air-dried) as necessary to achieve near optimum moisture conditions, and then mechanically compacted in place to a minimum relative compaction of 90 percent. A representative of the project geotechnical consultant should test the backfill to verify adequate compaction. EXTERIOR CONCRETE FLATWORK To minimize cracking of concrete flatwork, the subgrade soil below concrete flatwork areas should first be compacted to a minimum relative compaction of 90 percent. A representative of the project geotechnical consultant should observe and verify the density and moisture content of the soil prior to pouring concrete. DRAINAGE All final grades should be provided with positive gradients away from foundations to provide rapid removal of surface water runoff to an adequate discharge point. No water should be allowed to be pond on or immediately adjacent to foundation elements. In order to reduce water infiltration into the subgrade soil, surface water should be directed away from building foundations to an adequate discharge point. Subgrade drainage should be evaluated upon completion of the precise grading plans and in the field during grading. I11t►yj1ti10MRl The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between the exploratory bore locations and extrapolation of these conditions throughout the proposed building areas. Should conditions encountered during grading appear different than those indicated in this report, this office should be notified. The use of this report by other parties or for other projects is not authorized. The recommendations of this report are contingent upon monitoring of the grading operation by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operation and additional testing, if indicated. If others are employed to perform any soil testing, this office should be notified prior to such testing in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering. We recommend that a pre job conference be held on the site prior to the initiation of site grading. The purpose of this meeting will be to assure a complete understanding of the recommendations presented in this report as they apply to the actual grading performed. Sladden Engineering September 5, 2018 13 Project No. 544-18139 18-09-441 ADDITIONAL SERVICES Once completed, final project plans and specifications should be reviewed by us prior to construction to confirm that the full intent of the recommendations presented herein have been applied to design and construction. Following the review of plans and specifications, observation should be performed by the Soil Engineer during construction to document that foundation elements are founded on/or penetrate into the recommended soil, and that suitable backfill soil is placed upon competent materials and properly compacted at the recommended moisture content. Tests and observations should be performed during grading by the Soil Engineer or his representative in order to verify that the grading is being performed in accordance with the project specifications. Field density testing shall be performed in accordance with acceptable ASTM test methods. The minimum acceptable degree of compaction should be 90 percent for subgrade soil and 95 percent for Class H aggregate base as obtained by the ASTM Test Method D1557. Where testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. Sladden Engineering September 5, 2018 14 Project No. 544-18139 18-09-441 REFERENCES Blake, T., 2000, EQFAULT and EQSEARCH, Computer Programs for Deterministic and- Probabilistic Prediction of Peak Horizontal Acceleration from Digitized California Faults. Boggs, S. Jr., (2001), "Principles of Sedimentology and Stratigraphy", Prentice Hall, third edition California Building Code (CBC), 2016, California Building Standards Commission. Cao T., Bryant, W.A., Rowshandel B., Branum D., Wills C.J., 2003, "The Revised 2002 California Probabilistic Seismic Hazard Maps". California Geological Survey(CGS), 2015, Earthquake Zones of Required Investigation, Indio Quadrangle, released December 4, 2015. City of Los Angeles Building Code (LABC), 2014, 2014 Los Angles Building Code (LABC) Requirements; Section 1903.5.12. Earth Systems Southwest (ESSW), 2006, Report of Testing and Observations Performed During Rough Grading, Andalusia at Coral Mountain, Southeast Corner of Madison Street and Avenue 58, La Quinta, California; File No. 09305-02, 06-08-719, dated August 4, 2006.- Earth Systems Southwest (ESSW), 2012, Summary of Preliminary Fissure Hazards Evaluation, Andalusia Development, Madison Avenue & Avenue 58, La Quinta Area, Riverside County, California; File No. 09305-17, Document No.12-09-715, dated September 14, 2012. GoogleEarth.com, 2018, Vertical Aerial Photograph for the La Quinta area, California, Undated, Variable Scale. Jennings, Charles W. (Compiler),1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map No. 6 Riverside County Parcel Report (RCPR), 2018, available at https://gis.countyofriverside.us/Html5Viewer/?viewer =MMC_Public Rogers T.H (compiler), Jenkins, O.P (edition), 1965, Geologic Map of California, Santa Ana Sheet, sixth printing 1992, California Division of Mines and Geology,1: 250,000. Sladden Engineering (Sladden), 2018, Supplemental Geotechnical Investigation, Andalusia — Remaining Phases, East of Madison'Street Between Avenu e58 and Avenue 60, La Quinta, California; Project No. 544-18139, Report No.18-06-296, dated July 5, 2018. United States Geological Survey. (USGS), 2007, "Detection and Measurement of Land Subsidence Using Global Positioning System and Interferometric Synthetic Aperture Radar, Coachella Valley, California,1996-2005", Scientific Investigations Report 2007-5251. Sladden Engineering September 5, 2018 15 Project No. 544-18139 18-09-441 United States Geological Survey (USGS), 2015, Indio 7.5 Minute Quadrangle Map,1.24000. United States Geological Survey (USGS), 2015, Valerie 7.5 Minute Quadrangle Map,1:24000. United State Geological Survey (USGS), 2018a, U.S. Seismic Design Maps; available at: http://earthquake.usgs.gov/designmaps/us/application.php United States Geological Survey (USGS), 2018b, Unified Hazard Tool; available at: https://earthquake.usgs.gov/hazards/interactive/ Sladden Engineering FIGURES SM LOCATION MAP REGIONAL GEOLOGIC MAP BOREHOLE LOCATION PHOTOGRAPH Sladden Engineering '. �'� ip'.:•;: _ ,•.:i (,yr. - .�:qr'.'= `,;,.:•iLrti '*': `.:, - .Y t �•,r "�'• �.•-_- -Cc Grt �' r�+ r t •f f a;? 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"+ :3j:. r `''�••••+.. �� ` � ''r� a +• � t^ "t''4rp. a'-:.•:: _.'�' , ,' w•s:..r1 '-.. �• ��'y • a `�iC 1, s�- � ` `::.� ' • �'I c'.',':' aw.a vim.:+-r � �4.•�.s-s►_�.w=.+�. .:.�..:: i', ''-�'_.^-ta+-;;i�'t1.►A�'t �: Cut c`.� r 4�d �i �hk 6. ti'L'S • + � ` • � IN � ter`." �,� _ •y„ ?y, • ,�y 1 .._. :� t= - H ;.4 Dad t Val—us ,�j Q,tivy.••�, ;,r '.,,,�`..r,,. �: aF�F r - .� :T•d t?F'G I CoA all �`` R 8,E• r ,`! -ir �T�� i• � ~•,r ��- �� 'SITE•�•�,- rr `k, ��^y.,A. ��,, ��r; 9 _ �ff.�.. .r�'SR i1GUfA FP / .;q , •, f ,a Yt' Kctc c' ffi+• Ii f: - 1 fl ♦ s• ,��, •� 7Ae(mai '� •�-°..,..:. 'fit �,f _ t.IN ANN't_' y ^? " �i" �• _J. '� BMO iilt[KE COA LA FJ": 1�n;4 - :`,��; �'y �♦ . ', r = +� .♦ ] Olaf �' ,'r: •'��-,y-;ram. �`5' �Y; y:.��\9;.• '• i bra `♦ . �l .. f �� _ '7 '-'' "+' �'i., t - •. rt:•iy'' :G „�)'i : 'S� '-� _arF_•:ra •r:+c_ � � - '• ,-",r�t[_ '"' :s>.tQUNj ! ^ `,'• ':�:ry 1:.' ;�. �;Q'W�. '+�nx tv ��♦ Q7-Cr, �� 'cr `,,`11„ �t I ;i1I. t r •,�� l �`� C.ii aRC US FA 0k6 Ho r .-- — f. ' � � b t j am • �,' ,�S�..r .+ _ 1t,NYj ". r - �'•+-,.�.�� ttn ART i[V� r Cat NOIAN ••mot♦ �, '�'�, j�f i � �tr .. =c. �? • •.r` , - '� _'.:"• :.L7'e. ' [ 1 i..�. in.Ti, ^ •:•.::s..,? K :•4ir f+ ) ,;: 9�"�Sf-'„�; r' Gc, ••t�� + i - EXPLANATION OF SITE UNITS QA1 Aituviu111 gr .:(iC. • ' . S. u[t.` 3F2rit:t deprmits rr* iJ.�.��.. ty&'[.:Ct?VAitt7t� Rogers 1965 �'si ..:' :tE `: it ``''�ti` A;:,Q�,t::', REGIONAL GEOLOGIC MAP FIGURE Project Number. 544-18139 2 Report Number: 18-09-441 Sladden Engineering Date: September 5, 2018 e...w.: e.+..�.. (M Sladden Enginei BOREHOLE LOCATION PHOTOGRAPH Project Number: 544-18139 Report Number: 18-09-441 Date: September 5, 2018 FIGURE 3 APPENDIX A FIELD EXPLORATION Sladden Engineering APPENDIX A FIELD EXPLORATION For our field investigation ten (10) exploratory bores were excavated on August 15, 2018 utilizing a truck mounted rig (Mobile B-61) equipped with 8-inch outside diameter (O.D.) augers. Continuous logs of the materials encountered were made by a representative of Sladden Engineering. Materials encountered in the boreholes were classified in accordance with the Unified Soil Classification System which is presented in this appendix. Representative undisturbed samples were obtained within our borings by driving a thin -walled steel penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a 140 pound automatic -trip hammer dropping approximately 30 inches (ASTM D1586). The number of blows required to drive the samplers 18 inches was recorded in 6-inch increments and blowcounts are indicated on the boring logs. The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of 2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation spoils and samples were then transported to our laboratory for further observations and,testing. Sladden Engineering UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS TYPICAL NAMES GW WELL GRADED GRAVEL -SAND MIXTURES GRAVELS CLEAN GRAVELS WITH W LITTLE OR NO FINES r4 GP POORLY GRADED GRAVELS, GRAVEL -SAND o MIXTURES N MORE THAN HALF COARSE FRACTION IS GM SILTY GRAVELS, POORLY -GRADED GRAVEL - o x LARGER THAN NOA SIEVE GRAVELS WITH OVER SAND -SILT MIXTURES WA w SIZE 12°� FINES GC CLAYEY GRAVELS, POORLY GRADED GRAVEL- z SAND -CLAY MIXTURES r4 SW WELL GRADED SANDS, GRAVELLY SANDS SANDS CLEAN SANDS WITH o LITTLE OR NO FINES SP POORLY GRADED SANDS, GRAVELLY SANDS MORE THAN HALF COARSE FRACTION IS SMALLER SM SILTY SANDS, POORLY GRADED SAND -SILT a p THAN NOA SIEVE SIZE SANDS WITH OVER 12% MIXTURES :2: FINES SC CLAYEY SANDS, POORLY GRADED SAND- CLAY MIXTURES 0 INORGANIC SILTS & VERY FINE SANDS. ROCK Ci ML FLOUR, SILTY OR CLAYEY FINE SANDS, OR z CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM x F SILTS AND CLAYS CL PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, a W LIQUID LIMIT LESS THAN 50 SILTY CLAYS, CLEAN CLAYS CO A OL ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY `4 `� INORGANIC SILTS, MICACEOUS OR MH DIATOMACIOUS FINE SANDY OR SILTY SOILS, x ELASTIC SILTS w INORGANIC CLAYS OF HIGH PLASTICITY, FAT SILTS AND CLAYS: LIQUID LIMIT GREATER THAN F' 60 CH CLAYS W OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS EXPLANATION OF BORE LOG SYMBOLS = California Split -spoon Sample ®Unrecovered Sample mStandard Penetration Test Sample Note: The stratification lines on the borelogs represent the approximate Groundwater depth boundaries between the soil types; the transitions may be gradual. A-1 SLADDEN ENGINEERING BORE LOG Drill Rig: Mobile B Date Drilled: 8/15/2018 Elevation: -58 Ft (MSL) Boring No: BH-1 Yi Oj — Cu Z' CL. C U, Qj ►.4 Description .2 d LO M M M x II I I I ISandy Silt (ML); grayish brown, moist, low plasticity, micaceous 10/16126 1 24 54.7. 7.4 113.2 2 Silt (ML); grayish brown, moist, low plasticity, very stiff, low 4- ISandy plasticity, micaceous (Fill). 8/10/12 44.5 6.9 109.4 6 Silty Sand (SM); grayish brown, slightly moist, medium dense, fine- grained (Fill 8 10/17/20 35.7 7.6 10- 12 Silty Sand (SM; grayish brown, slightly moist to moist, dense, fine- grained (QI-Qal). 14 12/19/37- 66.4 14.8 124.0 16- Sandy Silt (ML), dark gray, moist, hard, low plasticity, with organic debris and rootlets (QI-Qal). 18 5/6/6 66.3 11.2 -20- Sandy Silt (ML); grayish brown, moist, stiff, low plasticity, -22- micaceous (QI-Qal). -24- 6/10/14 42.7 7.8 100.5 26 - Silty Sand (SM); yellowish brown, slightly moist to moist, medium dense, fine-grained (Q]-Qal). 28 8/11/9 26.9 8.8 -— 30 - - Silty Sand (SM); yellowish brown, slightly moist to moist, medium dense, fine-grained with clay laminations (QI-Qal). -34- 9/12117 45.7 26A 97.5 36- j;::* Silty Sand (SM); mottled grayish brown and orangish brown, very moist, medium dense, fine-grained (QI-QaI). -38- 6/9/11 39.1 243 -40 - - Silty Sand (SM); grayish brown, very moist to wet medium dense, fine-grained (QI-Qal). -44-. 5/12/17 16.6 15.0 113.4 Silty Sand (SM); grayish brown, very moist to wet, medium dense, fine-grained (QI-Qal). -48- 50- Sandy Clay (CL); olive brown, wet, medium stiff, low plasticity (Ql- 2/2/3 1 1 182.3 33.71 Qal). Completion Notes: ANDALUSIA - REMAINING PHASES Terminated at -51.5 Feet bgs. EAST OF MADISON ST., BETWEEN AVE. 58 & AVE. 60 No Bedrock Encountered., Project No: 544-18139 1 Groundwo ter Encountered at -43.0 Feet bgs. Page 1, 1 Report No: I8-09-441 ® SLADDEN ENGINEERING BORE LOG Drill Rig- Mobile B-61 Date Drilled: 8/15/2018 Elevation: -59 Ft (MSL) Boring No: BH-2 w 6'n 0 0 a U ccc n CV U Description w w e o Sandy Silt (ML); grayish brown, moist low plasticity, micaceous 2 4 6/7/12 56.6 11.4 Sand Clay - 6 Y Y ( CL ), grayish brown, moist very stiff, low to medium plasticity (Fill). 8 15/35/50-6" 37.2 8.1 120.8 10 Silty Sand (SM); grayish brown, slightly moist to moist, very dense, I2 '' fine-grained (Fill). 14 6/13/17 39.6 8.5 Sil S 16 tYand (SM); grayish brown, slightly moist to moist medium dense, line -grained (QI-QaI). 18 11/17/19 23.1 3.7 106.0 20 Silty Sand (SM);mottled grayish brown and orangish bro slightly 22 moist medium dense, fine-grained, micaceous Q Q� 24 Terminated at •-215 Ft. bgs. No Bedrock Encountered. 26 No Groundwater or Seepage Encountered. 28 30 32 34 36 38 40 42 44 46 48 50 Completion Notes: ANDALUSIA - REMAINING PHASES EAST OF MADISON ST., BETWEEN AVE. 58 & AVE. 60 Project No: 544-18139 Report No: 18-09-441 Page 2 BORE LOG SLADDEN ENGINEERING d tJ o o N � ea 2 4 12/16/I8 45.9 6.0 6 8 12/21/34 63.9 I2.5 122.3 10 12 14• 8/12/18 65.1 13.1 16- 18- 6/10/19 36.5 7.0 107.1 20 - 22 - 24 3/4/7 50.9 7.5 26 28 10/15/17 29.2 4.7 103.6 30 32 34 3/6/6 27.6 12,9 -36 38 4/6/13 68.3 29.3 93.4 40 42 44 416/10 87.7 34.6 46 48 6/6/8 79.7 70.6 92.5 5o Completion Notes: Terminated at 51.5 Feet bgs. No Bedrock Encountered. Groundw ter Encountered at �-42.5 Feet bzs. Drill Rig: Mobile B-61 Date Drilled; 8/15/20 Elevation: -57 Ft (MSL) Boring No: BH-3 Description Sandy Silt (ML); grayish brown, moist low Plastic ity, ty, micaceous Sand (SM); grayish brown, slightly moist to moist, dense, fin- ed (Fill). Silt (ML); grayish brown, moist, hard, low plasticity h' (Fill). Sandy Silt (ML); grayish brown, moist very stiff, Iow plasticity, micaceous (Ql-Qal). Sand (SM); grayish brown, slightly moist to moist, medic m fine-grained (QI-Qal). Silt (MI.); grayish brown, slightly moist stiff, low plasticity 1, Silty Sand (SM); grayish brown, silty moist medium dense, fine. grained, micaceous (Q]-Qal). Silty Sand (SM); grayish brown, moist medium dense, fine. -grained with day laminations (Ql-Qal). Sandy Silt (ML); dark gray, moist to very moist stiff, low plasticity with shell fragments (Ql-Qal). Sandy Clay (CL); olive brown, very moist to wet stiff, low plasticity rni n-1% r Clay (CL); olive brown, wet, stiff, low plasticity (Q]-Qal) ANDALUSIA - REMAINING PHASES EAST OF MADISON ST., BETWEEN AVE. 58 & AVE. 60 !t No: 544-18139 t No: 18-09-"I Page 3 SLADDEN ENGINEERING ------------------ BORE LOG Drill Rig- Mobile B-61 Date Drilled; 8/15/2Q18 Elevation: -62 Ft (MSL) Boring No: BH-4 °' R. axi Cm H .. 0 O V E Co H 7 y U Description co w o o A Q U Sandy Silt (ML); graysbrown, moist low lastici grayish p ty, micaceous 2 . 4 10/18/27 35.5 5.0 110.7 6 ��`:'� Silty Sad tY (; grayish brown, slightly moist to moist, medium ` dense, fine-grained, micaceous, with shell fragments (Fill). 8 5/8/8 54.3 6.8 10 Sandy Silt (ML); grayish brown, slightly moist to moist, stiff, low 12 plasticity (Fill). 14 I1/15/20 12.5 1.6 110.5 16' SiI Sand S (: grayish brown, dry, medium dense, fine-grained (QI-Qal). I8 4/7/10 84.4 20.8 20 . Sandy Silt (ML); grayish brown, moist very stiff, Iow plasticity, 22 micaceous QI-Qal . 24 Terminated at --21.5 Ft. bgs. No Bedrock Encountered. 26 No Groundwater or Seepage Encountered. 28 30 32 - 36 - 38 - 40 42 4.4 . 46 - 48 - 50 — Notes: ANDALUSLA - REMAINING PHASES EAST OF MADISON ST., BETWEEN AVE 58 & AVE. 60 Project No: 544-18I3v Report No: I8-09-44I Page 4 SLADDEN ENGINEERING BORE LOG Drill& Mobile B-61 Date Drilled: 8/15/2018 Elevation: -63 Ft (IVISL) Boring No: $H-5 d o E o 01 i' l Description Sandy silt (ML); grayish brown, moist, low plasticity, micaceous 14/23/31 17.1 0.9 2 107.5 (Fill)- Silty Sand (SM); grayish brown dry d ense, fine-grained ill (F). 4 14/24/31 I4.6 1.2 107.9 6 Sil Sand tY ( S M); grayish brown, dry, dense, fine-grained (Fill). 8 5/5/8 343 5.0 10 ' ?; Silty Sand (SM); grayish brown, slightly moist medium dense, fine- 12 ;= :=s grained (QI-Qal). 14 8111/21 933 17.1 100.E SiltyClay (CL); grayish yish brown, slightly moist to moist very stiff, low plasticity with shell detritus (Ql-Qal). 18 9/10/1I 33.8 5A 20 Silty Sand (SM); grayish brown, slightly moist, medium dense, fine- 22 grained (Ql-Qal). 24 6/11/29 33.4 6.0 119.0 '; Sil Sand 26 tY (Shd); grayish brown, slightly moist dense, fine-grained with shell detritus (Ql-Qal). 28`' 5/7/11 36.6 27.2 30 ' ''. Silty Sand (SM); olive brown, wet medium dense, fine-grained with 32 ? °°`0 clay laminations (Ql-Qal). 34 i 3/6/7 95.6 343 902 Sandy Clay 36 Y Y (Cft); mottled olive brown and orangish brown, very moist medium stiff, high plasticity (QI-Qal). 38 3/4/4 85.8 34.6 40 Sandy Clay (CH); mottled olive brown and orangish brown, 42 medium stiff, high plasticity (QI-Qal). 44 6/7/I0 46 No Recovery. 48 50 Completion Notes: No Remve ; Heavin Sands Terminated at -50.0 Feet bgs. ANDALUSIA - REMAINWG PHASES No Bedrock Encountered. EAST OF MADISON ST., BETWEEN AVE. 58 & AVE. 60 Groundw ter Encountered at -28.5 Feet b s. g Project No: 544-18139 Report No: 18-09-441 Page 5 ® SLADDEN ENGINEERING 01 Al c, 3 cn n o a 2 24 2. 4- 6/8/8 16.2 2.5 99S - 6 8 6/7/7 12.1 4.7 10 12 14 5/7/8 49.9 14.7 106.4 16 18 8/9/14 68.2 21.0 20 ` 22 24 26 28 30 32 34 36 38 40 42 .46 48 50 Notes: BORE LOG Drib Rig: Mobile B=Ded-, Elevation: -60 Ft M8 ( Sandy Silt {ML); grayish bown,dry,low plastid tymicaceous (Fill), Silty Sand (SM); grayish brown, dry, loose, fine-grained, micaceous Sand (SM); mottled grayish brown and orangish brown, dry to tly moist, medium dense, fine-grained (QI-QaI). Sand (SM); grayish brown, moist, medium dense, fine grained shell detritus (QI-QaI). -1dy Silt (ML); grayish brown, moist very stiff, low Plasticity ty (Ql- urinated at -21.5 Ft. bgs. Bedrock Encountered. Groundwater or Seepage Encountered. ANDALU -a - REMAINWG PHASES EAST OF MADISON ST., BETWEEN AVE. 58 & AVE. 60No: 544-18139 ttNo: SLADDEN ENGINEERING BORE LOG Drill Rig: Mobile B-61 Date Drilled: 8/15/2018 Elevation: -53 Ft (MSL) Bonin No: BH-7 12 d �' g ° c, o 3 2 N o C3 Description a� to Sandy Silt (ML); grayish brown, moist low plasticity, micaceous 2 ill 4 9/9/12 45.0 8.4 6 :Silty Sand (SM ): $ravish brown, moist, medium dense, line -grained with clay laminations (Fill). 8 9/16/30 50.6 12.1 114.0 10 Sandy Silt (ML); grayish brown, moist, hard, low plasticity ty (Fill). I2 14 8/7/8 27.0 5.9 16 Silty Sand (SM); grayish brown, slightly moist, medium dense, fine- grained, micaceous (Q1-Qal). Is 5/9/12 84.4 22.5 88.6 20 Sandy Silt (ML), grayish brown, moist, stiff, low plasticity, 22 micaceous Ql-Qal. 24 Terminated at -215 Ft. bgs. No Bedrock Encountered. 26 No Groundwater or Seepage Encountered. 28 30 32 34 36 38 40 42 44 46 48 50 lion Notes: ANUALU51A - REMARIJING PHASES' EAST OF MADISON ST., BETWEEN AVE. 58 & A'VE. 60 Project No: 544-18139 Report No: 18-09-44I Page 7 () SLADDEN ENGINEERING BORE LOG Drill Rig: Mobile B-61 Date Drilled: 8/15/2018 Elevation: -59 Ft (MSL) Boring No: BH 8 v �o V o ai �f. N O y O 0. U w u Description Sandy Silt (ML); grayish brown, dry, low plasticity, micaceous (Fill). z 4 6/10/13 40.3 I.3 97.3 `'? SiI Sand 6 Silly (SM); grayish brown, dry, medium dense, fine-grained, micaceous (Fill)- 8 61617 31.2 3.5 10 Silty Sand (SM); grayish brown, dry, medium dense, fine-grained, 12 ;`:` :_ micaceous (QI-Qal). 14 9/9/10 92.7 15.5 89.3 16 Silt (ML); grayish brown, slightly moist, stiff, low plasticity, micaceous with clay laminations (Q]-Qal). 18 5/5/6 44.5 8.9 20 Silty Sand (SM); grayish brown, moist medium dense, fine-grained, 22 : micaceous 01-0al . 24 Terminated at -21.5 Ft. bgs. No Bedrock Encountered. 26 No Groundwater or Seepage Encountered. 28 30 32 34 36 38 40 42 44 46 48 50 Completion Notes: ANDALU51A - REMAINING PHASES EAST OF MADISON ST., BETWEEN AVE. 58 & AVE. 60 Project No: 544-18139 Report No: 18-09-441 Page 8 ® SLADDEN ENGINJEERiNG BORE LOG Drill Rig: Mobile B-61 Date Drilled: 8/15/2018 - Elevation: ax, -55 R (MSL) Boring No: BH-9 0 E to 0. ° p a Description ra m w o 0-0 A C7 Sandy Silt (ML); grayish brown, dry, low plasticity, micaceous (Fill). 2 4 9/12/16 80.6 13.8 6 Sandy Silt (ML); grayish brown, slightly moist, very stiff, low Plasticity, micaceous (Fill). 8 15/50-6" 59.1 8.8 121.5 10 Sandy Silt (ML); grayish brown, dry to slightly moist hard, 12 low plasticity with shell detritus (QI-Qal). 14 8/12/16 16.9 3.1 16 Silty Sand (SM); grayish brown, dry, medium dense, fine-grained, micaceous (Ql-Qal). 18 17/14/12 535 14.5 102.1 20 Sandy Silt (ML); grayish brown, slightly moist, very stiff, low 22 Iastici with shell detritus QI-Qat , 24 Terminated at -21.5 FL bgs. No Bedrock Encountered. 26 No Groundwater or Seepage Encountered. 28 30 32 34 36 38 40 42 44 46 48 50 n Notes: ANDALUSIA - REMAINING PHASES EAST OF MADISON ST., BETWEEN AVE. 58 & AVE. 60 'ect Pr No: 544-18139 Report No: 1"9-Ml Page 9 SL^00EN ENGINEERING BORE LOG Drill . : Elevation. Mobile 13-61 Date Drilled: 8 5/20 18 -63 Ft SL) M Boring No. BH-20 0 V) 42 Description CU Sandy S brown . ,.,, 1�.. dry, low plasticity, micaceous 2 (Fill). 4 8116131 61.2 9.8 114-2 6 Sandy Silt (MI,); grayish brown, slightly moist, hard, low plasticity 8 8112113 48.6 8.0 10 12 Silty y Sand' (S—M); grayish brown- moist. medium 1 al). dense, fine-grained 14 9/14/17 20.8 2.3 107.2 16Silty Sand (SM); grayish brown, dry, dense, fine-grained (Q]-Qal). 18 3/4/5 90.5 31.7 20 • Sandy pay (CL); grayish brown, moist stiff, low plasticity (QI-Qaj). 24 Terminated at -21.5 Ft. bgs. No Bedrock Encountered. 26 NO Groundwater Or Seepage Encountered. 28 30 32 34 36 38 40 42 44 46 48 Completion Notes: 50 ANDALUS]A - . Fi1!, ]"11111 . 'i'F�1� G PHASES EAST OF MADISON ST., BE AVE. 58 & AVE. 60 544-18239 1'-05 -442 page�10 APPENDDC B LABORATORY TESTING Sladden Engineering APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to determine the compaction of the existing natural soil and the general engineering classifications of the soil underlying the site. This testing was performed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing. This testing including consolidation, shear strength and expansion testing was performed in order to provide a means of developing specific design recommendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results of this testing are shown on the Boring Logs. Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations. This testing was performed in accordance with the ASTM Standard D1557-91, Test Method A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to the field densities of the soil in order to determine the existing relative compaction to the soil. Classification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses. This provides information for developing classifications for the soil in accordance with the Unified Soil Classification System which is presented in the preceding appendix. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing is very useful in detecting variations in the soil and in selecting samples for further testing. SOIL MECHANIC'S TESTING Expansion Testing. Two (2) bulk samples were selected for Expansion testing. Expansion testing was performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4-inch diameter by 1-inch thick test specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the specimens are inundated with distilled water. The linear expansion is then measured until complete. Direct Shear Tests: Two (2) bulk samples were selected for Direct Shear testing. This test measures the shear strength of the soil under various normal pressures and is used to develop parameters for foundation design and lateral design. Tests were performed using a recompacted test specimen that was saturated prior to tests. Tests were performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Sladden Engineering Consolidation Test: Four (4) relatively undisturbed samples were selected for consolidation testing. For this test, a one -inch thick test specimen was subjected to vertical Ioads varying from 575 psf to 11520 psf applied progressively. The consolidation at each load increment was recorded prior to placement of each subsequent load. The specimens were saturated at 575 psf or 720 psf load increment. Corrosion Series Testing: The soluble sulfate concentrations of the surface soil were determined in accordance with California Test Method Number (CA) 417. The pH and Minimum Resistivity were determined in accordance with CA 643. The soluble chloride concentrations were determined in accordance with CA 422. Sladden Engineering Sladden Engineering 450 Egan Avenue, Beaumont CA 92223 (951) 845-7743 Fax (951) 845-8863 Maximum Density/Optimum Moisture ASTM D698/DI557 Project Number: Project Name: Lab ID Number: Sample Location: Description: Maximum Density: Optimum Moisture: 14,` 14( 13! 130 w a 125 Lam' c A 120 A 115 110 105 100 544-I8139 Andalusia LN6-18369 BH-1 Bulk 1 @ 0-5' Olive Brown Sandy Silt (ML) 125 pcf 11% Sieve Size % Retained 3/4" 3/8" #4 0.0 August 31, 2018 ASTM D-1557 A Rammer Type: Machine iu 15 20 25 Moisture Content, % Buena Park • Palm Desert • Hemet Sladden Engineering 450 Egan Avenue, Beaumont CA 92223 (951) 845-7743 Fax (951) 845-8863 Project Number: Project Name: Lab ID Number: Sample Location: Description: Maximum Density: Optimum Moisture: 14.` 144 13! I3C a. 125 A 120 A 115 1I0 I05 100 Maximum Density/Optimum Moisture ASTM D698/DI557 544-18139 Andalusia LN6-18369 BH-6 Bulk 2 @ 0-5' Olive Brown Sandy Silt (ML) 127 pcf 10% Sieve Size % Retained 3/4" 3/8" #4 0.6 August 31, 2018 ASTM D-1557 A Rammer Type: Machine lV 15 20 25 Moisture Content, % Buena Park - Palm Desert - Hemet 11 Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Job Number: Job Name: Lab ID Number: Sample ID: Soil Description: Expansion Index ASTM D 4829 544-18139 Andalusia LN6-18369 BH-1 Bulk 1 @ 0-5' Olive Brown Sandy Silt (ML) Wt of Soil + Ring: 574.3 Weight of Ring: 191.1 Wt of Wet Soil: 383.2 Percent Moisture: 8_9% Sample Height, in 0.95 Wet Density, pcf: 122.6 Dry Denstiy, pcf 112.6 Saturation: 1 48.4 Expansion Rack # 1 Date/Time 8/29/201 1 3:50 PM Initial Reading 0.0000 Final Reading 0.0242 Expansion Index (Final -Initial) x 1000 24 Buena Park - Palm Desert - Hemet August 31, 2018 e Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Job Number: Job Name: Lab ID Number: Sample ID: Soil Description: Expansion Index ASTM D 4829 544-18139 Andalusia LN6-18369 BH-6 Bulk 2 @ 0-5' Olive Brown Sandy Silt (ML) ; oil;Soil: 582.8 of g 194.9 et 387.9 Percent Moisture: 8.5% Sample Height, in 0.95 Wet Density, pcf 124.1 Dry Denstty, cf: 114.4 Saturation: 48.5 Expansion Rack # 4 Date/Time 8/30/2018 7:40 AM initial Reading 0.0000 Final Readin 0.0238 Expansion Index (Final - Initial) x 1000 24 Buena Park - Palm Desert - Hemet August 31, 2018 Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Direct Shear ASTM D 3 08 0-04 (modified for unconsolidated condition) Job Number: 544-18139. Job Name Andalusia Lab ID No. LN6-18369 Sample ID BH-1 Bulk 1 @ 0-5' Classification Olive Brown Sandy Silt (ML) Sample Type Remolded @ 90% of Maximum Density August 31, 2018 Initial Dry Density: 112.7 pcf Initial Mosture Content: 10.6 % Peak Friction Angle (fly): 30° Cohesion (c): 230 psf Test Results Moisture Content, % Saturation, % Normal Stress, kps Peak Stress, k s 1 17.5 95.7 0.739 0.649 2 17.5 95.7 1.479 1.084 3 17.5 4EAve 17.5 95.7 95.7 2.958 5.916 1.896 3.609 a Peak Stress Linear (Peak Stress) 1 iiir�la�rl��=■�� i�a�ir��ir lririrlii!lliiili!!!!i!i is��l�s a�l��i!l�iar�!!�l�r• C �C��C�� - ��■ iilii!!i 1 Buena Park • Palm Desert • Hemet (W Job Number: Job Name Lab ID No. Sample ID Classification Sample Type Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) B45-8863 Direct Shear ASTM D 3080-04 (modified for unconsolidated condition) 544-18139 Andalusia LN6-18369 BH-6 Bulk 2 @ 0-5' Olive Brown Sandy Silt (ML) Remolded @ 90% of Maximum Density August 31, 2018 Initial Dry Density: 114.2 pcf Initial Mosture Content: 10.1 % Peak Friction Angle (0): 31 Cohesion (c): 160 psf • Peak Stress Linear (Peak Stress) 6.0 5.0 a. 4.0 3.0 L _ cp r 2.0 Cn 1.0 0.0 0 1 2 3 4 5 6 Normal Stress, kps Buena Park • Palm Desert • Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 951 ( ) $ 45 7743 Fax (951) 845-$863 Gradation ASTMC117&C136 Project Number: 544-18139 Project Name: Andalusia August 31, 2018 Lab ID Number: LN6-18369 Sample ID: BH-1 R-10 @ 45' Soil Classification: SM 6C tr 50 a 40 30 20 10 0 10( Sieve Sieve Percent Size, in Ir Size, mm Passing 1 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1.18 100.0 #30 0.60 93.8 #50 0.30 55.5 #100 0.15 29.9 #200 0.074 16.6 --- V.IVU 0.010 0.001 Sieve Size, mm Buena Park • Palm Desert • Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM C117 & C136 Project Number: 544-18139 August 31, 2018 Project Name: Andalusia Lab ID Number: LN6-18369 Sample ID: BH-2 R-2 @ 10' Soil Classification: SM Sieve Sieve Percent Size, in Size, rum Passing 1 rl 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 99.8 #16 1.18 99.7 #30 0.60 98.6 #50 0.30 88.5 #100 0.15 63.9 #200 0.074 37.2 100 90 80 70 60 50 A. 0 40 30 20 10 0 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm Buena Park -. Palm Desert • Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM C117 & C136 Project Number: 544-18139 Project Name: Andalusia August 31, 2018 Lab ID Number: LN6-18369 Sample ID: BH-3 R-6 @ 30' Soil Classification: SM Sieve Sieve ' Percent Size, in Size, mm Passiri lot 25.4 100.0 3/4" 19.1 100.0 I /2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1.18 100.0 #30 0.60 100.0 #50 0.30 99.1 #100 0.15 71.9 #200 0.074 90 1) Buena Park - PaIm Desert - Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM C117 & C136 Project Number: 544-18139 August 31, 2018 Project Name: Andalusia Lab ID Number: LN6-18369 Sample ID: BH-4 R-3 @ 15' Soil Classification: SM Sieve Sieve Percent Size, in Size, mm Passing 111 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 3%8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1.18 99.5 #30 0.60 92.9 #50 0.30 65.6 #100 0.15 33.5 #200 0.074 12.5 Buena Park - Palm Desert • Hemet Sadden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM C117 & C136 Project Number: 544-18139 Project Name: Andalusia August 31, 2018 Lab ID Number: LN6-18369 Sample ID: BH-5 R-2 @ 5' Soil Classification: SM 10f 9( 8( 7C 60 so 0 40 30 20 10 0 10( Sieve Sieve Percent Size, in Size, mm Passing 1 25.4 100.0 3/4" 19.1 100.0 1 /2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 99.8 48 2.36 99.8 #16 1.18 99.7 #30 0.60 99.2 #50 0.30 83.2 #100 0.15 42.8 #200 0.074 14.6 - - - , .vvv 0.100 Sieve Size, mm Buena Park 9 Palm Desert • Hemet 0.010 0.001 Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 951 ( ) 845 7743 Fax (951) 845-8863 - Gradation ASTM C117 & C136 Project Number: 544-18139 Project Name: Andalusia August 31, 2018 Lab ID Number: LN6-18369 Sample ID: BH-7 S-3 @ 15' Soil Classification: SM 60 50 ca 90. 0 40 30 20 10 0 10( Sieve Sieve Percent Size, in Size, mm Passing 111 25.4 100.0 3/411 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1.18 100.0 #30 0.60 99.7 #50 0.30 94.6 #100 0.15 62.3 #200 0.074 27.0 u. i uu 0.010 0.001 Sieve Size, mm . Buena Park • Palm Desert • Hemet (Wj Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 951 -7 { ) 743 Fax (951 ) 845-8863 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544-18139 Job Name: Andalusia Lab ID Number: LN6-18369 Sample ID: BH-I R-2 @ 5' Soil Description: Dark Brown Silty Sand (SM) -6 August 31, 2018 Initial Dry Density, pcf: 108.2 Initial Moisture, %: 6.9 Initial Void Ratio: 0.540 Specific Gravity: 2.67 HydrocolIapse: 0.2% @ 0.702 ksf % Change in Height vs Normal Presssure Diagram --0—Before Saturation --$=After Saturation G Rebound --b--Hydro Consolidation t U.0 100.0 Normal Load (ksf) Buena Park • Palm Desert 0 Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 951 -77 � ) 43 Fax (951) 845-8863 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544-18139 Job Name: Andalusia Lab ID Number: LN6-18369 Sample ID: ' BH-2 R-2 @ 10' Soil Description: Dark Brown Silty Sand (SM) -6 August 31, 2018 Initial Dry Density, pcf. 124.9 Initial Moisture, %: 8.1 Initial Void Ratio: 0.334 Specific Gravity: . 2.67 % Change in Height vs Normal Presssure Diagram —0 Before Saturation —&—After Saturation 9—Rebound ---0— Hydro Consolidation 10.0 Normal Load (ksf) Buena Park • Palm Desert 9 Hemet 100.0 (4JE Sladden Engineering g g 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544-18139 Job Name: Andalusia Lab ID Number: LN6-18369 Sample ID: BH-7 R-2 @ 10' Soil Description: Dark Brown Sandy Silt (ML) t -1 -6 -7 -8 -9 -10 C August 31, 2018 Initial Dry Density, pcf 121.3 Initial Moisture, %: 12.1 Initial Void Ratio: 0.374 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram —9—Before Saturation - ,4—After Saturation —) Rebound —W—Hydro Consolidation 10.0 100.0 Normal Load (ksi) Buena Park • Palm Desert • Hemet (4JE Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544-18139 Job Name: Andalusia Lab ID Number: LN6-18369 Sample ID: BH-10 R-1 @ 5' Soil Description: Olive Brown Sandy Silt (ML) August 31, 2018 Initial Dry Density, pcf: 114.1 Initial Moisture, %: 9.8 Initial Void Ratio: 0.460 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram —$ Before Saturation --6 After Saturation - 9 Rebound - /—Hydro Consolidation 1 0 -1 -2 -3 d x -4 c U -6 -7 I -8 I -9 I j 0.1 1.0 10.0 100.0 Normal Load (ksf) Buena Park • Palm Desert • Hemet Sladden Engineering 6782 Stanton Ave., Suite C, Buena Park 45090 Golf Center P , CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue,Beaum nit, CA 92223io, CA 2(951 845-77 30713 Fax Fax (951)(760) 845-8 63 �7 Date: August 31, 2018 Account No.: 544-18139 Customer: TD Desert Development, LP Location: Madison Street Between Avenue 58 & Avenue 60, La Quinta Analytical Report Corrosion Series pH per CA 643 Soluble Sulfates Soluble Chloride per CA 417 per CA 422 ppm ppm BH-1 @ 0-5' 8.9 1740 400 BH-6 @ 0-5' 8.8 700 300 Min. Resistivity per CA 643 ohm -cm ffe 620 C Rpt 544-18139 083118 APPENDIX C SEISMIC DESIGN MAPS AND REPORTS DEAGGREGATION OUTPUT Sladden Engineering Design Maps Summary Report https://prodOI -earthquake.cr.usgs.gov/designmaps/us/summary.php?ter r� Design Maps Summary Report User —Specified Input Report Title Andalusia - BH-1 Thu September 6, 2018 22:57:45 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.618940N, 116.23952°W Site Soil Classification Site Class D -- "Stiff Soil" Risk Category I/II/III — Palm Desert • i� K bachella � La Qulhca' 1 `iti RgnlAlr37ort ' y R iv ) a y ? r mecca / T "AHTA i^ `TpF.SESM4FTJr�t7[ SriM74,.BA k .V,Y74�Jy); �4.'t7 t S; ;° �Y ;: 2•rJ:!]r; r7 i(�{' USGS--Provided Output SS = 1.500 g Srrs = 1.500 g SOS = 1.000 g S, = 0.608 g SM2 = 0.912 g Sot = 0.608 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. I%ICRa Response Spectrum I L.5 1 _Y. 135 I.]) 1Ps u,y�) or') .).i5 (130 "J)6 .V" YSS' U.4i 0MI W:Di In) 1.20 LYi KTW. T (sm) ILO IT)l ZY.0 1. R" 9,Y) pier 0.- tt nLL. CS W G15 �).Ll 037 0." n. n nni Period. T (see) For PGAH, TL, CAS, and CR3. values, please view the detailed report. Design Response spectrum ILA) IAl 'fn Although this Information Is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool Is not a substitute for technical subject -matter knowledge. of 1 9/6/2018, 4:01 ,n Maps Detailed Report httpsJ/prodO l-earthquake.cr. usgs.gov/designmaps/us/reporLphp?templa. Design Maps Detailed Report ASCE 7-10 Standard (33.618940N, 116.23952°W) Site Class D - "Stiff Soil", Risk Category I/II/11I Section 11.4.1 — 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 SJ. 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 FF gure 22-1113 From Figure 22-2121 Section 11.4.2 - Site Class SS = 1.500 g S,=0.608g The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class VS or Nd, sv A. Hard Rock >5,000 ft/s N/A 'y+ N/A 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 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plastidty Index P1 > 20, • Moisture content w >- 40%, and • Undralned shear strength s„ < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For 51: 1ft/s = 0.3048 m/s 1lb/ft2 = 0.0479 kN/m2 9/6/2018, 4:01 PM ?esign Maps Detailed Report https://prodOl-earthquake.cr.usgs.gov/designmaps/us/reporLphp?tem Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCE.) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE a Spectral Response Acceleration Parameter at Short Period SS <- 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS > 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 (Vote: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 1.500 g, F, = 1.000 Table 11.4-2: Site Coefficient Fv Site Class Mapped MCE a Spectral Response Acceleration Parameter at 1-s Period S, 5 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, -> 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.608 g, F„ = 1.500 f6 9/6/2018, 4:Oi p Maps Detailed Report https://prodOl-earthquake.crusgs.gov/designmaps/us/report.php?temples Equation (11.4-1): SMs = F,,Ss = 1.000 x 1.500 = 1.500 g Equation (11.4-2): SMl = F„Si = 1.500 x 0.608 = 0.912 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDs = % SMs = Z/ x 1.500 = 1.000 g Equation (11.4-4): SDI ='/ SM1 = % x 0.912 = 0.608 g Section 11.4.5 — Design Response Spectrum From Figure 22-12133 TL = 8 seconds a Figure 11.4-1: Design Response Spectrum T<T,:S.=S08(0.4+0.6T/T,) T,STSTS:S,=S. - TS<T5TL:S. Sp,/T 1 _ T>TL:S,=So,T,/T2 SDI = 0.60 I 1 I 1 T,<=0.122 Pcrkmk T W 916/2018, 4:01 PM )esign Maps Detailed Report https://prod0l -earthquake.er.usgs.gov/designmaps/us/report.php?teir Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. sq'. = 1.500 r,, = 0.122 Ts = 0.6Us 1.000 Period, T (sec) f6 9/6/2018, 4:01 l m Maps Detailed Report https://prodOl -earthquake.cr.usgs.gov/desigwnaps/us/report.php?templa. Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7141 Equation (11.8-1): PGA = 0.532 PGAM = FpcAPGA = 1.000 x 0.532 = 0.532 g Table 11.8-1: Site Coefficient FPGA site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA _< PGA = PGA = PGA = PGA 2: 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C • 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.532 g, FPGA = 1.000 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for Seismic Design) From Figure 22-17151 Cps = 1.060 From Figure 22-18 [63 Csl = 1.026 9/6/2018, 4:01 PM )esign Maps Detailed Report https://prodOl-carthquake.er usgs.gov/designmaps/us/report-php?tern Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Desion Cateaory Based on Short Pprind RPcnnncP Grrolorntinn D.— -p— VALUE OF SDs RISK CATEGORY I or II III IV SDS < 0.167g A A A 0.1679 5 Ss < 0.33g B B C 0.33g 5 SDs < 0.50g C C D 0.50g S SOS D D D For Risk Category = I and Sps = 1.000 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period ReSDonse Acceleration Parameter VALUE OF SDi RISK CATEGORY I or II III IV SDl < 0.067g A A A 0.067g 5 SDi < 0.133g B B C 0.133g 5 SDi < 0.20g C C D 0.20g 5 SDI D D D For Risk Category = I and SDI = 0.608 g, Seismic Design Category = D Note: When S, Is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE- 7_Figure 22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/20I0_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://eatthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE- 7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE- 7_Fig u re_22-18. p df ,f 6 9/612018, 4:01 ed Hazard Tool https://earthquake.usgs.gov/hazards/interactiv, U.S. Geological Survey - Earthquake Hazards Program Unified Hazard Tool Pease 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 tpols (e.g., the International Building Code and the ASCE 7 or 41 Standard). The values returned by the two applications are not identical. ^ Input Edition Spectral Period Dynamic: Conterminous U.S. 2014 (... Peak ground acceleration Latitude Decimal degrees [:373-618942 Longitude Decimal degrees, negative values for western longitudes -116.239524 Site Class 259 m/s (Site class D) Time Horizon Return period in years 475 9/6/2018, 3:59 PM Jnified Hazard Tool https://earthquake.usgs.gov/hazards/interact Deaggregation Component Total � ?S e. PIP ~ �1�161-" MT h 011 MMS ..v -W 10 •� .vs- � �S�a,, 8S r rR4A(��0 QS %SAS( • GS Ise SS ' r.!`p • • S � • j�S • 1qS' • � _ S • •• a 3 5 5� 5 ■ E _ (-- .. -2.5) ■ E _ [-2.5.. -2) _ [-2 .. -1.5) ® E _ [-1.5 .. -1) ❑ E _ [-1.. -0.5) ❑ E _ [-0.5.. 0) ❑ E _ [0.. 0.5) ❑ E _ [0.5 ..1) E = [1..1.5) ■ E = [1.5.. 2) ■ E _ [2.. 2.5) ■ E = (2.5.. +•) of 4 9/6/2018, 3:59 ed Hazard Tool https://earthquake.usgs.gov/hazards/interactivc Summary statistics for, Deaggregation: Total Deaggregation targets Recovered targets Return period: 475 yrs Exceedance rate: 0.0021052632 yr-' PGA ground motion: 0.53497524 g Totals Binned: 100 % Residual: 0 % Trace: 0.23 % Mode (largest r-rn bin) r. 13 km m: 7.34 Eo: 0.49 a Contribution: 11.83 % Discretization r: min =0.0, max= 1000.0,A=20.0 km m: min = 4.4, max = 9.4, A = 0.2 e: min =-3.0,max=3.0,A=0.56 Return period: 511.2308 yrs Exceedance rate: 0.0019560637 yr ' Mean (for all sources) r: 16.14 km m: 6.99 Eo: 0.79 a Mode (largest zo bin) r: 13.02 km m: 7.5 to: 0.88 a Contribution: 4.63 oh Epsilon keys. E0: [ ..-2.5) El: [-2.5 .. -2.0) E2: [-2.0 .. -1.5) E3: [-1.5 .. -1.0) E4: (-1.0 .. -0.5) E5: (-0.5 - 0.0) E6: [0.0 .. 0.5) E7: [0.5 ..1.0) E8: (1.0 ..1.5) E9: [1.5 .. 2.0) E10: (2.0.. 2.5) Ell: [2.5.. +°�] 9/612018, 3:59 PM Wfied Hazard Too] https://earthquake.usgs.gov/hazards/interac Deaggregation Contributors Source Set y Source Type r m CO Ion tat az qb UC33brAvg_FM31 System 33.15 San Andreas (Coachella) rev (2] 13.02 7.61 0.35 116.143°W 33.70VN 43.25 23.35 San Jacinto (Clark) rev [21 26.43 7.66 0.93 116.356°W 33.403"N 204.22 3.05 San Jacinto (Anna) rev [5) 29.17 7.97 0.81 116.513'W 33.4901N 240.52 3.05 UC33brAvg_FM32 System 32.98 San Andreas (Coachella) rev [2] 13.02 7.60 0.35 116.143°W 33.704°N 43.25 23.21 San Jacinto (Anza) rev [5] 29.17 7,96 0.82 116513'W 33.490°N 24D.52 3.11 San Jacinto (Clark) rev (2] 26.43 7.67 0.93 116.356"W 33.403°N 204.22 2.95 UC33brAvg-FM31(opt) Grid 16.94 PointSourceFinite:-116.240,33.668 7.21 5.75 0.78 116.240°W 33.668°N 0.00 1.76 PointSourceFinite:-116.240,33.668 7.21 5.75 0.78 116.240°W 33.668°N 0.00 1.74 PointSourceFinite:-116.240,33.659 6.74 5.61 0.79 116.240°W 33.659114 0.00 1.48 PointSourceFinite:-116.240,33.659 6.74 5.61 0.79 116.240°W 33.659°N 0.00 1.46 UC33brAvg_FM32 (opt) Grid 16.93 PointSourceFinite:-116.240, 33.668 7.21 5.74 0.78 116.240°W 33.668'N 0.00 1.75 PointSourceFinite:-116.240,33.668 7.21 5.74 0.78 116.240%N 33.668°N 0.00 1.74 PointSourceFinite:-116.240, 33.659 6.74 5.61 0.79 116.240°W 33.659"N 0.00 1.48 PointSourceFinite:-116.240,33,659 6.74 5.61 0.79 116.240°W 33.659`N 0.00 1.46 of 4 9/6/2018, 3:59 ;n Maps Summary Report https://prod02-earthquake.cr.usgs.gov/designmaps/u s/summary.php?temp... Design Maps Summary Report User -Specified Input Report Title Andalusia - BH-3 Thu September 6, 2018 23:03:56 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available In 2008) Site Coordinates 33.6161c'N, 116.24181°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III WE •... .. •. ,' , ''y,CoacEeella' Li tar •� HunIAirpS(l:. • ,-y.. I lei ---. % . '•_ i . •_:... ZAT x •� SAI�T:4. 1 �....11 .,. ��."��r`•.._ ,..%aBJtiSY•i4lili�'.' moo` .::i f :..i N, . .� 4 ROS R , I iJ i(i1l( USGS—Provided Output Ss = 1.500 g Sms = 1.S00 g SOS = 1.000 g S1 = 0.604 g SNl = 0.906 g SDl = 0.604 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the "2009 NBiRP" building code reference document. MCCR Response Spectrum ubs I I.J? I f.S ratio l! SS OAS n1311 0.15 af:. rap) (0) 640 CW) 00) U.) 1A, 143 Pcriad. T (sec) Itn IN) 2j'•i Deskn Response Spectrum 1.10 oM o.ss n,4 033 :1,2-1 UAI WO oA) O.JP J,k) uf•) CIO,' 1,10 1.21.1 LW ISA 1N) 2f:U Period. T (sec) For PGAM, TL, CRs, and Cal values, please view the detailed report. Although this Information Is a product of the U.S. Geologltal Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 1 9/6/2018, 4:04 PM )esign Maps Detailed Report https://prodO2-earthquake.er.usgs.gov/designmaps/u s/report.php?temi "v-USGS Design Maps Detailed Report ASCE 7-10 Standard (33.61610N, 116.24181°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 11.4.1 — 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 SI). 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 Figure 22-1 I=Z S 1500 s- .9 From Figure 22-2 [23 S, = 0.604 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class VS N orNc, s„ A. Hard Rock >51000 ft/s N/A N/A 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 Sol] 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft day soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >- 40%, and • Undrained shear strength S. < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s ilb/ftz = 0.0479 kN/m2 )f 6 9/6/2018, 4:04 ,m Maps Detailed Report https://prod02-earthquake.cr.usgs.gov/designmaps/us/report.pbp?templa. Section 11.4.3 -- Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCE Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F. Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period Ss <_ 0.25 SS = 0.50 Ss = 0.75 SS = 1.00 SS �!: 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 1.500 g, F. = 1.000 Table 11.4-2: Site Coefficient F. t Site Class Mapped MCE o Spectral Response Acceleration Parameter at 1-s Period S,S0.10 S,=0.20 S,=0.30 S,=0.40 S,2:0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.604 g, F„ = 1.S00 9/6/2018, 4:04 PN )esign Maps Detailed Report https://prodO2-earthquake.cr usgs.gov/designmaps/us/report.php?tem_ Equation (11.4-1): Sms = FaSs = 1.000 x 1.500 = 1.500 g Equation (11.4-2): SMx = F"S, = 1.500 x 0.604 = 0.906 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDs = % SMs = % x 1.500 = 1.000 g Equation (11.4-4): SDl = % S,,i1 = % x 0.906 = 0.604 g Section 11.4.5 — Design Response Spectrum From Figure 22-12133 TL = 8 seconds Figure 11.4-1: Design Response Spectrum T<T.:S. Sos(0.4+0.6T/T.) To5T5Ts:S.=S. 5,)6 _ 1.000 - - Ts < T S T� : So Sot I T ri h T>1t:Sa'SOTLIT2 � � I I � I I , I 1 � � Srn=0.604 -_------- ,--------- , 'irII'III� T„=0.1?1 Ts=0.604 1.000 Ptrind, T Isto ►f 6 9/6/2018, 4:04 ,n Maps Detailed Report httpsJ/prod02-earthquake.cr usgs.gov/designmaps/us/report.php?templa. Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCE,) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. Sir. = 1.500 To = G.121 TS = n.604 LOW Period. T ba-) 9/612018, 4:04 PM )esign Maps Detailed Report https://prodO2-earthquake.cr.usgs.gov/designmaps/us/report.php?tem] Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Hamm 22-7141 PGA = 0.524 Equation (11.8-1): PGAM = FprAPGA = 1.000 x 0.524 = 0.524 g Table 11.8-1: Site Coefficient Fps Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ PGA = PGA = PGA = PGA -> 0.10 D.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.524 9, FPGA = 1.000 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for Seismic Design) From Figure 22-17151 CRs = 1.063 From Figure 22-18 161 CR, = 1.028 f 6 9/612018, 4:04 pa Maps Detailed Report https://prod02-earthquake.cr.usgs.gov/designmaps/u s/report.php?ternpla. Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter VALUE OF S,s RISK CATEGORY I or II III IV Sns < 0.167g A A A 0.167g 5 Sns < 0.339 B B C 0.33g 5 %s < 0.50g C C D 0.50g 5 Sas D D D For Risk Category = I and Sp. = 1.000 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter VALUE OF S, RISK CATEGORY I or II III IV SQl < 0.067g A A A 0.067g 5 Sal < 0.133g B B C 0.133g 5 S,L < 0.209 C C D 0.20g 5 Spl D D D For Risk Category = I and Sol = 0.604 g, Seismic Design Category = D Note: When S, Is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those In Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category, References 1. Figure 22-1: https://earthquake. usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure 22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE- 7_Fig u re_22-12 ,pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Fgure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE- 7_Fig u re_22-17.p df 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE- 7_Fig u re_22-18. pdf 9/6/2018, 4:04 PM nified Hazard Tool https://earthquake.usgs.gov/hazardsrnterac U.S. Geological Survey- Earthquake Hazards Program Unified Hazard Tool 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 International Building Code and the ASCE 7 or 41 Standard). The values returned by the two applications are not identical. ^ Input Edition Spectral Period Dynamic: Conterminous U.S. 2014 (... Peak ground acceleration Latitude Decimal degrees Time Horizon Return period in years 33.616097 475 Longitude Decimal degrees, negative values for western longitudes -116.24181 Site Class 259 m/s (Site class D) f 4 9/6/2018, 4:05 ) ied Hazard Tool httpsJ/earthquake.usgs.gov/ha=dsrnteractive) Deaggregation Component ETotal J J st a.,c�csiP AS �l �S�SfO. EJ� /std hcC� r � O • 1��5 ♦ _ ♦ C) • 65 g n•� 4 9/6/2018, 4:05 PM rnified Hazard Tool https://earthquake.usgs.gov/hazardslinterac Summary statistics for, Deaggregation: Total Deaggregation targets Return period: 475 yrs Exceedance rate: 0.0021052632 yr ' PGA ground motion: 0.53288437 g Recovered targets Return period: 510.58039 yrs Exceedance rate: 0.0019585554 yr ' Totals Mean (for all sources) Binned: 100 % r: 16.34 km Residual: 0 % m: 6.98 Trace: 0.2 % to: 0.8 a Mode (largest r-m bin) Mode (largest Ep bin) r: 13.36 km r: 13.4 km m: 7.34 m: 7.34 Eo: 0.51 a Ep: -0.33 a Contribution: 11.52 % Contribution: 4.55 % Discretization Epsilon keys r: min = 0.0, max=1000.0, A = 20.0 km E0: [-- .. -2.5) m: min = 4.4, max = 9.4, A = 0.2 El: (-2.5..-2.0) E: min=-3.0,max=3.0,A=0.5a E2: [-2.0..-1.5) E4: [-1.0 .. -0.5) E5: (-0.5 .. 0.0) E6: (0.0 .. 0.5) E7: [0.5 .. 1.0) E8: [1.0 ..1.5) E9: [1.5 .. 2.0) E10: [2.0 .. 2.5) Ell: (2.5.. +-) 'f 4 9/612018, 4:05 ed Hazard Too] https://earthguake.usgs.gov/hazards/interactivt Deaggregation Contributors Source Set 4 Source Type r In Eo Ion lat az % UC33brAvg_FM31 System 32.81 San Andreas (Coachella) rev (2] 13.40 7.61 037 116.143°W 33.704°N 42.98 22.83 San Jacinto (Clark) rev [2] 26.06 7.66 0.92 116.356°W 33.403°N 204.08 3.17 San Jacinto (Anna) rev [5] 28.83 7.97 0.79 116.513°W 33.490°N 240.86 3.13 UC33brAvg_FM32 System 32.64 San Andreas (Coachella) rev (2] 13.40 7.61 037 116.143V 33.7WN 42.98 22.69 San Jacinto (Anna) rev [5) 28.83 7.96 0.81 116.513°W 33.490°N 240.86 3.20 San Jacinto (Clark) rev [2] 26.06 7.66 0.91 116.356°W 33.403"N 204.08 3.06 UC33brAvg-FM31(opt) Grid 17.28 PointSourceFinite:-116.242, 33.666 7.21 5.75 0.78 116.242°W 33.6WN 0.00 1.77 PointSourceFinite:-116.242,33.666 7.21 5.75 0.78 116.242°W 33.666°N 0.00 1.7,6 PointSourceFinite:-116.242, 33.738 13.30 5.82 1.32 116.242°W 33.738°N 0.00 1-50 PointSourceFinite.-116.242,33.657 6.74 5.61 0.79 116.242°W 33.657°N 0.00 1.49 PointSourceFinite: -116.242,33.738 13.30 5.82 1.32 116.242"W 33.738'N 0.00 1.48 PointSourceFinite: -116.242,33.657 6.74 5.61 0.79 116.242"W 33.65rN 0.00 1.47 UC33brAvg-FM32 (opt) Grid 17.27 PointSourceFinite:-116.242,33.666 7.21 5.74 0.78 116.242°W 33.666°N 0.00 1.77 PointSourceFinite:-116.242, 33.666 7.21 5.74 0.78 116.242°W 33.666°N 0.00 1.76 PointSourceFinite:-116.242,33.738 13.31 5.82 1.33 116.242°W 33.738"N 0.00 1.50 PointSourceFinite:-116.242,33.657 6.74 5.61 0.79 116.242°W 33.657°N 0.00 1.49 PointSourceFinite:-116.242,33.738 13.31 5.82 1.33 116.242W 33.738"N 0.00 1.48 PointSourceFinite:-116.242,33.657 6.74 5.61 0.79 116.242°W 33.657'N 0.00 1.47 916/2018, 4:05 PM APPENDIX D LIQUEFACTION ANALYSES Sladden Engineering SEISMIC SETTLEMENT ANALYSIS Andalusia - Remaining Phases Hole No.=BH--1 Water Depthz20 ft Surface Elev.= 58 Shear Stress Ratio L00 0 From 20 30 40 50 60 70 Shaded Zone has Liquefaction Potential Magnitude-7.5 Acceleration-0.532g Factor of Safety Settlement 1 0 1 S 0 (in.) 10 QZU14tvu - Unsaturat. — ® Sladden Engineering 544-18139 Plate A 1 Liquefy.sum LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech software www.civiltech.com Font: Courier New, Regular, size,8 is recommended for this report. Licensed to , 9/6/2018 5:52:48 PM Input File Name: E:\Liquefy5\544-18139 Andalusia Remaining Phases BH-l.liq Title: Andalusia - Remaining Phases subtitle: 544-18139 surface Elev.=-58 Hole No.=BH-1 Depth of Hole= 51.50 ft water Table during Earthquake= 20.00 ft water Table during In -Situ Testing= 43.00 ft Max. Acceleration= 0.53 gg Earthquake Magnitude= 7.50 Input Data: Surface Elev.=-58 Hole No.=BH-1 Depth of Hole=51.50 ft water Table during Earthquake= 20.00 ft water Table during In -Situ Testing= 43.00 ft Max. Acceleration=0.53 g Earthquake Magnitude=7.50 No -Liquefiable soils: Based on Analysis 1. SPT or BPT Calculation. 2. settlement Analysis Method: Tokimatsu, M-correction 3. Fines correction for Liquefaction: Modify Stark/Olson 4. Fine Correction for settlement: During Liquefaction* 5. settlement calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1.25 7. Borehole Diameter, cb= 1 8. sampling Method, Cs= 1 9. user request factor of safety (apply to CSR) User= 1.0 Plot one CSR curve (fsl=1) 10. Use Curve Smoothing: Yes* * Recommended Options In -Situ Test Data: Depth SPT gamma Fines ft pcf % 0.00 28.00 121.60 54.70 2.00 28.00 121.60 54.70 5.00 14.60 117.00 44.50 10.00 37.00 117.00 35.70 15.00 37.30 130.80 66.40 20.00 12.00 130.80 66.30 25.00 16.00 108.30 42.70 30.00 20.00 108.30 26.90 35.00 19.30 123.20 45.70 40.00 20.00 123.20 39.10 45.00 19.30 130.50 16.60 Page 1 Liquefy.sum 50.00 5.00 130.50 82.30 Output Results: settlement of saturated sands=4.48 in, settlement of unsaturated sands=0.07 in. Total settlement of saturated and unsaturated Sands=4.55-in. Differential settlement=2.275 to 3.003 in. Depth CRRm CSRfs F.S. Ssat. S_dry Sall ft in. in. in. 0.00 0.50 0.35 5.00 4.48 0.07 4.S5 0.05 0.50 0.35 5.00 4.48 0.07 4.55 0.10 0.50 0.35 5.00 4.48 0.07 4.55 0.15 0.50 0.35 5.00 4.48 0.07 4.55 0.20 0.50 0.35 5.00 4.48 0.07 4.55 0.25 0.50 0.35 5.00 4.48 0.07 4.55 0.30 0.50 0.35 5.00 4.48 0.07 4.55 0.35 0.50 0.35 5.00 4.48 0.07 4.55 0.40 0.50 0.35 5.00 4.48 0.07 4.55 0.45 0.50 0.35 5.00 4.48 0.07 4.55 0.50 0.50 0.35 5.00 4.48 0.07 4.55 0.55 0.50 0.35 5.00 4.48 0.07 4.55 0.60 0.50 0.35 5.00 4.48 0.07 4.55 0.65 0.50 0.35 .5.00 4.48 0.07 4.55 0.70 0.50 0.35 5.00 4.48 0.07 4.55 0.75 0.50 0.35 5.00 4.48 0.07 4.55 0.80 0.50 0.35 5.00 4.48 0.07 4.55 0.85 0.50 0.35 5.00 4.48 0.07 4.55 0.90 0.50 0.35 5.00 4.49 0.07 4.55 0.95 0.50 0.35 5.00 4.48 0.07 4.55 1.00 0.50 0.34 5.00 4.48 0.07 4.55 1.05 0.50 0.34 5.00 4.48 0.07 4.55 1.10 0.50 0.34 5.00 4.48 0.07 4.55 1.15 0.50 0.34 5.00 4.48 0.07 4.55 1.20 0.50 0.34 5.00 4.48 0.07 4.55 1.25 0.50 0.34 5.00 4.48 0.07 4.55 1.30 0.50 0.34 5.00 4.48 0.07 4.55' 1.35 0.50 0.34 5.00 4.48 0.07 4.55 1.40 0.50 0.34 5.00 4.48 0.07 4.5S 1.45 0.50 0.34 5.00 4.48 0.07 4.55 1.50 0.50 0.34 5.00 4.48 0.07 4.55 1.55 0.50 0.34 5.00 4.48 0.07 4.55 1.60 0.50 0.34 5.00 4.48 0.07 4.55 1.65 0.50 0.34 5.00 4.48 0.07 4.55 1.70 0.50 0.34 5.00 4.48 0.07 4.55 1.75 0.50 0.34 5.00 4.48 0.07 4.55 1.80 0.50 0.34 5.00 4.48 0.07 4.55 1.85 0.50 0.34 5.00 4.48 0.07 4.55 1.90 0.50 0.34 5.00 4.48 0.07 4.55 1.95 0.50 0.34 5.00 4.48 0.07 4.55 2.00 0.50 0.34 5.00 4.48 0.06 4.55 2.05 0.50 0.34 5.00 4.48 0.06 4.55' 2.10 0.50 0.34 5.00 4.48 0.06 4.55 2.15 0.50 0.34 5.00 4.48 0.06 4.55 2.20 0.50 0.34 5.00 4.48 0.06 4.55 2.25 0.50 0.34 5.00 4.48 0.06 4.55 2.30 0.50 0.34 5.00 4.48 0.06 4.55 2.35 0.50 0.34 5.00 4.48 0.06 4.55 2.40 0.50 0.34 5.00 4.48 0.06 4.55 2.45 0.50 0.34 5.00 4.49 0.06 4.55 2.50 0.50 0.34 5.00 4.48 0.06 4.55 Page 2 Liquefy.sum 2.55 0.50 0.34 5.00 4.48 0.06 4.55 2.60 0.50 0.34 5.00 4.48 0.06 4.55 2.65 0.50 0.34 5.00 4.48 0.06 4.55 2.70 0.50 0.34 5.00 4.48 0.06 4.55 2.75 0.50 0.34 5.00 4.48 0.06 4.55 2.80 0.50 0.34 5.00 4.48 0.06 4.55 2.85 0.50 0.34 5.00 4.48 0.06 4.55 2.90 0.50 0.34 5.00 4.48 0.06 4.55 2.95 0.50 0.34 5.00 4.48 0.06 4.55 3.00 0.50 0.34 5.00 4.48 0.06 4.55 3.05 0.50 0.34 5.00 4.48 0.06 4.55 3.10 0.50 0.34 5.00 4.48 0.06 4.55 3.15 0.50 0.34 5.00 4.48 0.06 4.55 3.20 0.50 0.34 5.00 4.48 0.06 4.55 3.25 0.50 0.34 5.00 4.48 0.06 4.55 3.30 0.50 0.34 5.00 4.48 0.06 4.55 3.35 0.50 0.34 5.00 4.48 0.06 4.55 3.40 0.50 0.34 5.00 4.48 0.06 4.55 3.45. 0.50 0.34 5.00 4.48 0.06 4.55 3.50 0.50 0.34 5.00 4.48 0.06 4.55 3.55 0.50 0.34 5.00 4.48 0.06 4.55 3.60 0.50 0.34 5.00 4.48 0.06 4.55 3.65 0.50 0.34 5.00 4.48 0.06 4.55 3.70 0.50 0.34 5.00 4.48 0.06 4.55 3.75 0.50 0.34 5.00 4.48 0.06 4.55 3.80 0.50 0.34 5.00 4.48 0.06 4.55 3.85 0.50 0.34 5.00 4.48 0.06 4.55 3.90 0.50 0.34 5.00 4,48 0.06 4.55 3.95 0.50 0.34 5.00 4.48 0.06 4.54 4.00 0.50 0.34 5.00 4.48 0.06 4.54 4.05 0.50 0.34 5.00 4.48 0.06 4.54 4.10 0.50 0.34 5.00 4.48 0.06 4.54 4.15 0.50 0.34 5.00 4.48 0.06 4.54 4.20 0.50 0.34 5.00 4.48 0.06 4.54 4.25 0.50 0.34 5.00 4.48 0.06 4.54 4.30 0.50 0.34 5.00 4.48 0.06 4.54 4.35 0.50 0.34 5.00 4.48 0.06 4.54 4.40 0.50 0.34 5.00 4.48 0.06 4.54 4.45 0.50 0.34 5.00 4.48 0.06 4.54 4.50 0.50 0.34 5.00 4.48 0.06 4.54 4.55 0.50 0.34 5.00 4.49 0.06 4.54 4.60 0.50 0.34 .5.00 4.48 0.06 4.54 4.65 0.50 0.34 S.00 4.48 0.06 4.54 4.70 0.50 0.34 5.00 4.48 0.06 4.54 4.75 0.50 0.34 5.00 4.48 0.06 4.54 4.80 0.50 0.34 5.00 4.48 0.06 4.54 4.85 0.50 0.34 5.00 4.48 0.06 4.54 4.90 0.50 0.34 5.00 4.48 0.06 4.54 4.95 0.50 0.34 S.00 4.48 0.06 4.54 5.00 0.50 0.34 S.00 4.48 0.06 4.S4 5.05 0.50 0.34 5.00 4.48 0.06 4.54 5.10 0.50 0.34 5.00 4.48 0.06 4.54 5.15 0.50 0.34 5.00 4.48 0.06 4.54 5.20 0.50 0.34 5.00 4.48 0.06 4.54 5.25 0.50 0.34 5.00 4.48 0.06 4.54 5.30 0.50 0.34 5.00 4.48 0.06 4.54 5.35 0.50 0.34 5.00 4.48 0.06 4.54 5.40 0.50 0.34 5.00 4.48 0.06 4.54 5.45 0.50 0.34 5.00 4.48 0.06 4.54 5.50 0.50 0.34 5.00 4.48 0.06 4.54 5.55 0.50 0.34 5.00 4.48 0.06 4.54 5.60 0.50 0.34 5.00 4.48 0.06 4.54 5.65 0.50 0.34 5.00 4.48 0.06 4.54 Page 3 Liquefy.sum 5.70 0.50 0.34 5.00 4.48 0.06 4.54 5.75 0.50 0.34 5.00 4.48 0.06 4.54 5.80 0.50 0.34 5.00 4.48 0.06 4.54 5.85 0.50 0.34 5.00 4.48 0.06 4.54 5.90 0.50 0.34 5.00 4.48 0.06 4.54 5.95 0.50 0.34 5.00 4.48 0.06 4.54 6.00 0.50 0.34 5.00 4.48 0.06 4.54 6.05 0.50 0.34 5.00 4.48 0.06 4.54 6.10 0.50 0.34 5.00 4.48 0.06 4.54 6.15 0.50 0.34 5.00 4.48 0.06 4.54 6.20 0.50 0.34 5.00 4.48 0.06 4.54 6.25 0.50 0.34 5.00 4.48 0.06 4.54 6.30 0.50 0.34 5.00 4.48 0.06 4.54 6.35 0.50 D.34 5.00 4.48 0.06 4.54 6.40 0.50 0.34 5.00 4.48 0.06 4.54 6.45 0.50 0.34 5.00 4.48 0.05 4.54 6.50 0.50 0.34 5.00 4.48 0.05 4.54 6.55 0.50 0.34 5.00 4.48 0.05 4.54 6.60 0.50 0.34 5.00 4.48 0.05 4.54 6.65 0.50 0.34 5.00 4.48 0.05 4.54 6.70 0.50 0.34 5.00 4.48 0.05 4.54 6.75 0.50 0.34 5.00 4.48 0.05 4.54 6.80 0.50 0.34 5.00 4.48 0.05 4.54 6.85 0.50 0.34 5.00 4.48 0.05 4.54 6.90 0.50 0.34 5.00 4.48 0.05 4.54 6.95 0.50 0.34 5.00 4.49 0.05 4.54 7.00 0.50 0.34 5.00 4.49 0.05 4.54 7.05 0.50 0.34 5.00 4.48 0.05 4.54 7.10 0.50 0.34 5.00 4.48 0.05 4.54 7.15 0.50 0.34 5.00 4.48 0.05 4.54 7.20 0.50 0.34 5.00 4.48 0.05 4.54 7.25 0.50 0.34 5.00 4.48 0.05 4.54 7.30 0.50 0.34 5.00 4.48 0.05 4.54 7.35 0.50 0.34 5.00 4.48 0.05 4.54 7.40 0.50 0.34 5.00 4.48 0.05 4.54 7.45 0.50 0.34 5.00 4.48 0.05 4.54 7.50 0.50 0.34 5.00 4.48 0.05 4.54 7.55 0.50 0.34 5.00 4.48 0.05 4.54 7.60 0.50 0.34 5.00 4.48 0.05 4.54 7.65 0.50 0.34 5.00 4.48 0.05 4.54 7.70 0.50 0.34 5.00 4.48 0.05 4.54 7.75 0.50 0.34 5.00 4.48 0.05 4.54 7.80 0.50 0.34 5.00 4.48 0.05 4.53 7.85 0.50 0.34 5.00 4.48 0.05 4.53 7.90 0.50 0.34 5.00 4.48 0.05 4.53 7.95 0.50 0.34 5.00 4.48 0.05 4.53 8.00 0.50 0.34 5.00 4.48 0.05 4.53 8.05 0.50 0.34 5.00 4.48 0.05 4.53 8.10 0.50 0.34 5.00 4.48 0.05 4.53 8.15 0.50 0.34 5.00 4.49 0.05 4.53 8.20 0.50 0.34 5.00 4.48 0.05 4.53 8.25 0.50 0.34 5.00 4.48 0.05 4.53 8.30 0.50 0.34 5.00 4.48 0.05 4.53 8.35 0.50 0.34 5.00 4.48 0.05 4.53 8.40 0.50 0.34 5.00 4.48 0.05 4.53 8.45 0.50 0.34 5.00 4.48 0.05 4.53 8.50 0.50 0.34 5.00 4.48 0.05 4.53 8.55 0.50 0.34 5.00 4.48 0.05 4.53 8.60 0.50 0.34 5.00 4.48 0.05 4.53 8.65 0.50 0.34 5.00 4.48 0.05 4.53 8.70 0.50 0.34 5.00 4.48 0.05 4.53 8.75 0.50 0.34 5.00 4.48 0.05 4.53 8.80 0.50 0.34 5.00 4.48 0.05 4.53 Page 4 Liquefy.sum 8.85 0.50 0.34 5.00 4.48 0.05 4.53 8.90 0.50 0.34 5.00 4.48 0.05 4.53 8.95 0.50 0.34 5.00 4.48 0.05 4.53 9.00 0.50 0.34 5.00 4.48 0.05 4.53 9.05 0.50 0.34 5.00 4.48 0.05 4.53 9.10 0.50 0.34 5.00 4.49 0.05 4.53 9.15 0.50 0.34 5.00 4.48 0.05 4.53 9.20 0.50 0.34 5.00 4.48 0.05 4.53 9.25 0.50 0.34 5.00 4.49 0.05 4.53 9.30 0.50 0.34 5.00 4.48 0.05 4.53 9.35 0.50 0.34 5.00 4.48 0.05 4.53 9.40 0.50 0.34 5.00 4.48 0.05 4.53 9.45 0.50 0.34 5.00 4.48 0.05 4.53 9.50 0.50 0.34 5.00 4.48 0.05 4.53 9.55 0.50 0.34 5.00 4.48 0.05 4.53 9.60 0.50 0.34 5.00 4.48 0.05 4.53 9.65 0.50 0.34 5.00 4.48 0.05 4.53 9.70 0.50 0.34 5.00 4.48 0.05 4.53 9.75 0.50 0.34 5.00 4.48 0.05 4.53 9.80 0.50 0.34 5.00 4.48 0.05 4.53 9.85 0.50 0.34 5.00 4.48 0.05 4.53 9.90 0.50 0.34 5.00 4.49 0.05 4.53 9.95 0.50 0.34 5.00 4.48 0.05 4.53 10.00 0.50 0.34 5.0O 4.48 0.05 4.53 10.05 0.50 0.34 5.00 4.48 0.05 4.53 10.10 0.50 0.34 5.00 4.48 0.05 4.53 10.15 0.50 0.34 5.00 4.48 0.05 4.53 10.20 0.50 0.34 5.00 4.48 0.05 4.53 10.25 0.50 0.34 5.00 4.48 0.05 4.53 10.30 0.50 0.34 5.00 4.48 0.05 4.53 10.35 0.50 0.34 5.00 4.48 0.05 4.53 10.40 0.50 0.34 5.00 4.48 0.05 4.53 10.45 0.50 0.34 5.00 4.48 0.04 4.53 10.50 0.50 0.34 5.00 4.48 0.04 4.53 10.55 0.50 0.34 5.00 4.48 0.04 4.53 10.60 0.50 0.34 5.00 4.48 0.04 4.53 10.65 0.50 0.34 5.00 4.48 0.04 4.53 10.70 0.50 0.34 5.00 4.48 0.04 4.53 10.75 0.50 0.34 5.00 4.48 0.04 4.53 10.80 0.50 0.34 5.00 4.48 0.04 4.53 10.85 0.50 0.34 5.00 4.48 0.04 4.53 10.90 0.50 0.34 5.00 4.49 0.04 4.53 10.95 0.50 0.34 5.00 4.48 0.04 4.53 11.00 0.50 0.34 5.00 4.48 0.04 4.53 11.05 0.50 0.34 5.00 4.48 0.04 4.53 11.10 0.50 0.34 5.00 4.48 0.04 4.53 11.15 0.50 0.34 5.00 4.48 0.04 4.53 11.20 0.50 0.34 5.00 4.48 0.04 4.53 11.25 0.50 0.34 5.00 4.48 0.04 4.53 11.30 0.50 0.34 5.00 4.48 0.04 4.53 11.35 0.50 0.34 5.00 4.48 0.04 4.53 11.40 0.50 0.34 5.00 4.48 0.04 4.53 11.45 0.50 0.34 5.00 4.48 0.04 4.53 11.50 0.50 0.34 5.00 4.48 0.04 4.53 11.55 0.50 0.34 5.00 4.48 0.04 4.53 11.60 0.50 0.34 5.00 4.48 0.04 4.53 11.65 0.50 0.34 5.00 4.48 0.04 4.53 11.70 0.50 0.34 5.00 4.48 0.04 4.53 11.75 0.50 0.34 5.00 4.48 0.04 4.53 11.80 0.50 0.34 5.00 4.48 0.04 4.52 11.85 0.50 0.34 5.00 4.48 0.04 4.52 11.90 0.50 0.34 5.00 4.48 0.04 4.52 11.95 0.50 0.34 5.00 4.48 0.04 4.52 Page 5 Liquefy.sum 12.00 0.50 0.34 5.00 4.48.. 0.04 4.52 12.05 0.50 0.34 5.00 4.48 0.04 4.52 12.10 0.50 0.34 5.00 4.48 0.04 4.52 12.15 0.50 0.34 5.00 4.48 0.04 4.52 12.20 0.50 0.34 5.00 4.48 0.04 4.52 12.25 0.50 0.34 5.00 4.48 0.04 4.52 12.30 0.50 0.34 5.00 4.48 0.04 4.52 12.35 0.50 0.34 5.00 4.48 0.04 4.52 12.40 0.50 0.34 5.00 4.48 0.04 4.52 12.45. 0.50 0.34 5.00 4.48 0.04 4.52 12.50 0.50 0.34 5.00 4.48 0.04 4.52 12.55 0.50 0.34 5.00 4.48 0.04 4.52 12.60 0.50 0.34 5.00 4.48 0.04 4.52 12.65 0.50 0.34 5.00 4.48 0.04 4.52 12.70 0.50 0.34 5.00 4.48 0.04 4.52 12.75 0.50 0.34 5.00 4.48 0.04 4.52 12.80 0.50 0.34 5.00 4.48 0.04 4.52 12.85 0.50 0.34 5.00 4.48 0.04 4.52 12.90 0.50 0.34 5.00 4.48 0.04 4.52 12.95 0.50 0.34 5.00 4.48 0.04 4.52 13.00 0.50 0.34 5.00 4.48 0.04 4.52 13.05 0.50 0.34 5.00 4.48 0.04 4.52 13.10 0.50 0.34 5.00 4.48 0.04 4.52 13.15 0.50 0.34 5.00 4.48 0.04 4.52 13.20 0.50 0.34 5.00 4.48 0.04 4.52 13.25 0.50 0.34 5.00 4.48 0.04 4.52 13.30 0.50 0.34 5.00 4.48 0.04 4.52 13.35 0.50 0.34 5.00 4.48 '0.04 4.S2 13.40 0.50 0.33 5.00 4.48 0.04 4.52 13.45 0.50 0.33 5.00 4.48 0.04 4.52 13.50 0.50 0.33 5.00 4.48 0.04 4.52 13.55 0.50 0.33 5.00 4.48 0.04 4.52 13.60 0.50 0.33 5.00 4.49 0.04 4.52 13.65 0.50 0.33 5.00 4.48 0.04 4.52 13.70 0.50 0.33 5.00 4.48 0.04 4.52 13.75 0.50 0.33 5.00 4.48 0.04 4.52 13.80 0.50 0.33 5.00 4.48 0.04 4.52 13.85 0.50 0.33 5.00 4.48 0.04 4.52 13.90 0.50 0.33 5.00 4.48 0.04 4.52 13.95 0.50 0.33 5.00 4.48 0.04 4.52 14.00 0.50 0.33 5.00 4.48 0.04 4.52 14.05 0.50 0.33 5.00 4.48 0.04 4.52 14.10 0.50 0.33 5.00 4.48 0.04 4.52 14.15 0.50 0.33 5.00 4.48 0.04 4.52 14.20 0.50 0.33 5.00 4.48 0.03 4.52 14.25 0.50 0.33 5.00 4.48 0.03 4.52 14.30 0.50 0.33 5.00 4.48 0.03 4.52 14.35 0.50 0.33 5.00 4.48 0.03 4.52 14.40 0.50 0.33 5.00 4.48 0.03 4.52 14.45 0.50 0.33 5.00 4.48 0.03 4.52 14.50 0.50 0.33 5.00 4.48 0.03 4.52 14.55 0.50 0.33 5.00 4.48 0.03 4.52 14.60 0.50 0.33 5.00 4.48 0.03 4.52 14.65 0.50 0.33 5.00 4.48 0.03 4.52 14.70 0.50 0.33 5.00 4.48 0.03 4.52 14.75 0.50 0.33 5.00 4.48 0.03 4.52 14.80 0.50 0.33 5.00 4.48 0.03 4.52 14.85 0.50 0.33 5.00 4.48 0.03 4.52 14.90 0.50 0.33 5.00 4.48 0.03 4.52 14.95 0.50 0.33, 5.00 4.48 0.03 4.52 15.00 0.50 0.33 5.00 4.48 0.03 4.52 15.05 0.50 0.33 5.00. 4.48 0.03 4.52 15.10 0.50 0.33 5.00 4.48 0.03 4.52 Page 6 Liquefy.sum 15.15 0.50 0.33 5.00 4.48 0.03 4.52 15.20 0.50 0.33 5.00 4.48 0.03 4.52 15.25 0.50 0.33 5.00 4.48 '0.03 4.52 15.30 0.50 0.33 5.00 4.48 0.03 4.51 15.35 0.50 0.33 5.00 4.48 0.03 4.51 15.40 0.50 0.33 5.00 4.48 0.03 4.51 15.45 0.50 0.33 5.00 4.48 0.03 4.51 15.50 0.50 0.33 5.00 4.48 0.03 4.51 15.55 0.50 0.33 5.00 4.48 0.03 4.51 15.60 0.50 0.33 5.00 4.48 0.03 4.51 15.65 0.50 0.33 5.00 4.48 0.03 4.51 15.70 0.50 0.33 5.00 4.48 0.03 4.51 15.75 0.50 0.33 5.00 4.48 0.03 4.51 15.80 0.50 0.33 5.00 4.48 0.03 4.51 15.85 0.50 0.33 5.00 4.48 0.03 4.51 15.90 0.50 0.33 5.00 4.48 0.03 4.51 15.95 0.50 0.33 5.00 4.48 0.03 4.51 16.00 0.50 0.33 5.00 4.49 0.03 4.51 16.05 0.50 0.33 5.00 4.48 0.03 4.51 16.10 0.50 0.33 5.00 4.48 0.03 4.51 16.15 0.50 0.33 5.00 4.48 0.03 4.51 16.20 0.50 0.33 5.00 4.48 0.03 4.51 16.25 0.50 0.33 5.00 4.48 0.03 4.51 16.30 0.50 0.33 5.00 4.48 0.03 4.51 16.35 0.50 0.33 5.00 4.48 0.03 4.51 16.40 0.50 0.33 5.00 4.48 0.03 4.51 16.45 0.50 0.33 5.00 4.48 0.03 4.51 16.50 0.50 0.33 5.00 4.48 0.03 4.51 16.55 0.50 0.33 5.00 4.48 0.03 4.51 16.60 0.50 0.33 5.00 4.48 0.03 4.51 16.65 0.50 0.33 5.00 4.48 0.03 4.51 16.70 0.50 0.33 5.00 4.48 0.03 4.51 16.75 0.50 0.33 5.00 4.48 0.03 4.51 16.80 0.50 0.33 5.00 4.48 0.03 4.51 16.85 0.50 0.33 5.00 4.48 0.03 4.51 16.90 0.50 0.33 5.00 4.48 0.03 4.51 16.95 0.50 0.33 5.00 4.48 0.03 4.51 17.00 0.50 0.33 5.00 4.48 0.03 4.51 17.05 0.50 0.33 5.00 4.48 0.03 4.51 17.10 0.50 0.33 5.00 4.48 0.02 4.51 17.15 0.50 0.33 5.00 4.48 0.02 4.51 17.20 0.50 0.33 5.00 4.48 0.02 4.51 17.25 0.50 0.33 5.00 4.48 0.02 4.51 17.30 0.50 0.33 5.00 4.48 0.02 4.51 17.35 0.50 0.33 5.00 4.48 0.02 4.51 17.40 0.50 0.33 5.00 4.48 0.02 4.51 17.45 0.50 0.33 5.00 4.48 0.02 4.51 17.50 0.50 0.33 5.00 4.48 0.02 4.51 17.55 0.50 0.33 5.00 4.48 0.02 4.51 17.60 0.50 0.33 5.00 4.48 0.02 4.51 17.65 0.50 0.33 5.00 4.48 0.02 4.51 17.70 0.50 0.33 5.00 4.48 0.02 4.51 17.75 0.50 0.33 5.00 4.48 0.02 4.51 17.80 0.50 0.33 5.00 4.48 0.02 4.50 17.85 0.50 0.33 5.00 4.48 0.02 4.50 17.90 0.50 0.33 5.00 4.48 0.02 4.50 17.95 0.50 0.33 5.00 4.48 0.02 4.50 18.00 0.50 0.33 5.00 4.48 0.02 4.50 18.05 0.50 0.33 5.00 4.48 0.02 4.50 18.10 0.50 0.33 • 5.00 4.48 0.02 4.50 18.15 0.50 0.33 5.00 4.48 0.02 4.50 18.20 0.50 0.33 5.00 . 4.48 0.02 4.50 18.25 0.50 0.33 5.00 4.48 0.02 4.50 Page 7 Liquefy.sum 18.30 0.50 0.33 5.00 4.48 0.02 4.50 18.35 0.50 0.33 5.00 4.48 0.02 4.50 18.40 0.50 0.33 5.00 4.48 0.02 4.50 18.45 0.50 0.33 5.00 4.48 0.02 4.50 18.50 0.50 0.33 5.00 4.48 0.02 4.50 18.55 0.50 0.33 5.00 4.48 0.02 4.50 18.60 0.50 0.33 5.00 4.48 0.02 4.50 18.65 0.50 0.33 5.00 4.48 0.02 4.50 18.70 0.50 0.33 5.00 4.48 0.02 4.50 18.75 0.50 0.33 5.00 4.48 0.02 4.50 18.80 0.50 0.33 5.00 4.48 0.02 4.50 18.85 0.50 0.33 5.00 4.48 0.01 4.50 18.90 0.50 0.33 5.00 4.48 0.01 4.50 18.95 0.50 0.33 5.00 4.48 0.01 4.50 19.00 0.50 0.33 5.00 4.48 0.01 4.50 19.05 0.50 0.33 5.00 4.48 0.01 4.50 19.10 0.50 0.33 5.00 4.48 0.01 4.50 19.15 0.50 0.33 5.00 4.48 0.01 4.50 19.20 0.50 0.33 5.00 4.48 0.01 4.49 19.25 0.50 0.33 5.00 4.48 0.01 4.49 19.30 0.50 0.33 5.00 4.48 0.01 4.49 19.35 0.50 0.33 5.00 4.48 0.01 4.49 19.40 0.50 0.33 5.00 4.48 0.01 4.49 19.45 0.50 0.33 5.00 4.48 0.01 4.49 19.50 0.50 0.33 5.00 4.48 0.01 4.49 19.55 0.50 0.33 5.00 4.48 0.01 4.49 19.60 0.50 0.33 5.00 4.48 0.01 4.49 19.65 0.46 0.33 5.00 4.48 0.01 4.49 19.70 0.42 0.33 5.00 4.48 0.00 4.49 19.75 0.40 0.33 5.00 4.48 0.00 4.49 19.90 0.38 0.33 5.00 4.48 0.00 4.49 19.85 0.37 0.33 5.00 4.48 0.00 4.49 19.90 0.36 0.33 5.00 4.48 0.00 4.48 19.95 0.35 0.33 5.00 4.48 0.00 4.48 20.00 0.34 0.33 5.00 4.48 0.00 4.48 20.05 0.34 0.33 1.03 4.48 0.00 4.48 20.10 0.34 0.33 1.03 4.48 0.00 4.48 20.15 0.34 0.33 1.03 4.48 0.00 4.48 20.20 0.34 0.33 1.02 4.48 0.00 4.48 20.25 0.34 0.33 1.02 4.47 0.00 4.47 20.30 0.34 0.33 1.01 4.47 0.00 4.47 20.35 0.34 0.33 1.01 4.47 0.00 4.47 20.40 0.33 0.33 1.01 4.47 0.00 4.47 20.45 0.33 0.33 1.00 4.46 0.00 4.46 20.50 0.33 0.33 1.00 4.46 0.00 4.46 20.55 0.33 0.33 1.00* 4.46 0.00 4.46 20.60 0.33 0.33 1.00* 4.45 0.00 4.45 20.65 0.33 0.33 0.99* 4.45 0.00 4.45 20.70 0.33 0.33 0.99* 4.45 0.00 4.45 20.75 0.33 0.33 0.99* 4.44 0.00 4.44 20.80 0.33 0.34 0.98* 4.44 0.00 4.44 20.85 0.33 0.34 0.98* 4.44 0.00 4.44 20.90 0.33 0.34 0.98* 4.43 0.00 4.43 20.95 0.33 0.34 0.97* 4.43 0.00 4.43 21.00 0.33 0.34 0.97* 4.43 0.00 4.43 21.05 0.33 0.34 0.97* 4.42 0.00 4.42 21.10 0.33 0.34 0.96* 4.42 0.00 4.42 21.15 0.32 0.34 0.96* 4.42 0.00 4.42 21.20 0.32 0.34 0.96* 4.41 0.00 4.41 21.25 0.32 0.34 0.95* 4.41 0.00 4.41 21.30 0.32 0.34 0.95* 4.40 0.00 4.40 21.35 0.32 0.34 0.95* 4.40 0.00 4.40 21.40 0.32 0.34 0.95* 4.39 0.00 4.39 Page 8 Liquefy.sum 21.45 0.32 0.34 0.94* 4.39 0.00 4.39 21.50 0.32 0.34 0.94* 4.39 0.00 4.39 21.55 0.32 0.34 0.94* 4.38 0.00 4.38 21.60 0.32 0.34 0.93* 4.38 0.00 4.38 21.65 0.32 0.34 0.93* 4.37 0.00 4.37 21.70 0.32 0.34 0.93* 4.37 0.00 4.37 21.75 0.32 0.34 0.93* 4.36 0.00 4.36 21.80 0.32 0.34 0.92* 4.36 0.00 4.36 21.85 0.32 0.34 0.92* 4.35 0.00 4.35 21.90 0.31 0.34 0.92* 4.35 0.00 4.35 21.95 0.31 0.34 0.92* 4.34 0.00 4.34 22.00 0.31 0.34 0.91* 4.34 0.00 4.34 22.05 0.31 0.34 0.91* 4.33 0.00 4.33 22.10 0.31 0.34 0.91* 4.33 0.00 4.33 22.15 0.31 0.34 0.90* 4.32 0.00 4.32 22.20 0.31 0.34 0.90* 4.32 0.00 4.32 22.25 0.31 0.35 0.90* 4.31 0.00 4.31 22.30 0.31 0.35 0.90* 4.31 0.00 4.31 22.35 0.31 0.35 0.89* 4.30 0.00 4.30 22.40 0.31 0.35 0.89* 4.30 0.00 4.30 22.45 0.31 0.35 0.89* 4.29 0.00 4.29 22.50 0.31 0.35 0.89* 4.29 0.00 4.29 22.55 0.31 0.35 0.88* 4.28 0.00 4.28 22.60 0.31 0.35 0.88* 4.28 0.00 4.28 22.65 0.31 0.35 0.88* 4.27 0.00 4.27 22.70 0.30 0.35 0.88* 4.26 0.00 4.26 22.75 0.30 0.35 0.87* 4.26 0.00 4.26 22.80 0.30 0.35 0.87* 4.25 0.00 4.25 22.85 0.30 0.35 0.87* 4.25 0.00 4.25 22.90 0.30 0.35 0.87* 4.24 0.00 4.24 22.95 0.30 0.35 0.86* 4.23 0.00 4.23 23.00 0.30 0.3S 0.86* 4.23 0.00 4.23 23.05 0.30 0.35 0.86* 4.22 0.00 4.22 23.10 0.30 0.35 0.86* 4.22 0.00 4.22 23.15 0.30 0.35 0.85* 4.21 0.00 4.21 23.20 0.30 0.35 0.85* 4.20 0.00 4.20 23.25 0.30 0.35 0.85* 4.20 0.00 4.20 23.30 0.30 0.3S 0.85* 4.19 0.00 4.19 23.35 0.30 0.35 0.84* 4.19 0.00 4.19 23.40 0.30 0.35 0.84* 4.18 0.00 4.18 23.45 0.30 0.35 0.84* 4.17 0.00 4.17 23.50 0.30 0.35 0.84* 4.17 0.00 4.17 23.55 0.30 0.35 0.84* 4.16 0.00 4.16 23.60 0.29 0.35 0.83* 4.15 0.00 4.15 23.65 0.29 0.35 0.83* 4.15 0.00 4.15 23.70 0.29 0.35 0.83* 4.14 0.00 4.14 23.75 0.29 0.35 0.83* 4.14 0.00 4.14 23.80 0.29 0.36 0.82* 4.13 0.00 4.13 23.85 0.29 0.36 0.82* 4.12 0.00 4.12 23.90 0.29 0.36 0.82* 4.12 0.00 4.12 23.95 0.29 0.36 0.82* 4.11 0.00 4.11 24.00 0.29 0.36 0.82* 4.10 0.00 4.10 24.05 0.29 0.36 0.81* 4.10 0.00 4.10 24.10 0.29 0.36 0.81* 4.09 0.00 4.09 24.15 0.29 0.36 0.81* 4.08 0.00 4.08 24.20 0.29 0.36 0.81* 4._08 0.00 4.08 24.25 0.29 0.36 0.80* 4.07 0.00 4.07 24.30 0.29 0.36 0.80* 4.07 0.00 4.07 24.35 0.29 0.36 0.80* 4.06 0.00 4.06 24.40 0.29 0.36 0.80* 4.05 0.00 4.05 24.45 0.29 0.36 0.80* 4.05 0.00 4.05 24.50 0.29 0.36 0.79* 4.04 0.00 4.04 24.55 0.28 0.36 0.79* 4.03 0.00 4.03 Page 9 Liquefy.sum 24.60 0.28 0.36 0.79* 4.03 0.00 4.03 24.65 0.28 0.36 0.79* 4.02 0.00 4.02 24.70 0.28 0.36 0.79* 4.01 0.00 4.01 24.75 0.28 0.36 0.78* 4.01 0.00 4.01 24.80 0.28 0.36 0.78* 4.00 0.00 4.00 24.85 0.28 0.36 0.78* 3.99 0.00 3.99 24.90 0.28 0.36 0.78* 3.99 0.00 3.99 24.95 0.28 0.36 0.78* 3.98 0.00 3.98 25.00 0.28 0.36 0.77* 3.97 0.00 3.97 25.05 0.28 0.36 0.77* 3.97 0.00 3.97 25.10 0.28 0.36 0.77* 3.96 0.00 3.96 25.15 0.28 0.36 0.77* 3.95 0.00 3.95 25.20 0.28 0.36 0.77* 3.95 0.00 3.95 25.25 0.28 0.36 0.77* 3.94 0.00 3.94 25.30 0.28 0.36 0.77* 3.93 0.00 3.93 25.35 0.28 0.36 0.77* 3.93 0.00 3.93 25.40 0.28 0.36 0.76* 3.92 0.00 3.92 25.45 0.28 0.36 0.76* 3.91 0.00 3.91 25.50 0.28 0.37 0.76* 3.91 0.00 3.91 25.55 0.28 0.37 0.76* 3.90 0.00 3.90 25.60 0.28 0.37 0.76* 3.99 0.00 3.89 25.65 0.28 0.37 0.76* 3.88 0.00 3.88 25.70 0.28 0.37 0.76* 3.88 0.00 3.88 25.75 0.28 0.37 0.76* 3.87 0.00 3.87 25.80 0.28 0.37 0.76* 3.86 0.00 3.86 25.85 0.28 0.37 0.75* 3.86 0.00 3.86 25.90 0.28 0.37 0.75* 3.85 0.00 3.85 25.95 0.28 0.37 0.75*. 3.84 0.00 3.84 26.00 0.28 0.37 0.75* 3.84 0.00 3.84 26.05 0.28 0.37 0.75* 3.83 0.00 3.83 26.10 0.28 0.37 0.75* 3.82 0.00 3.82 26.15 0.28 0.37 0.75* 3.82 0.00 3.82 26.20 0.28 0.37 0.75* 3.81 0.00 3.81 26.25 0.28 0.37 0.74* 3.80 0.00 3.80 26.30 0.27 0.37 0.74* 3.80 0.00 3.80 26.35 0.27 0.37 0.74* 3.79 0.00 3.79 26.40 0.27 0.37 0.74* 3.78 0.00 3.78 26.45 0.27 0.37 0.74* 3.77 0.00 3.77 26.50 0.27 0.37 0.74* 3.77 0.00 3.77 26.55 0.27 0.37 0.74* 3.76 0.00 3.76 26.60 0.27 0.37 0.74* 3.75 0.00 3.75 26.65 0.27 0.37 0.74* 3.75 0.00 3.75 26.70 0.27 0.37 0.74* 3.74 0.00 3.74 26.75 0.27 0,37 0.73* 3.73 0.00 3.73 26.80 0.27 0.37 0.73* 3.73 0.00 3.73 26.85 0.27 0.37 0.74* 3.72 0.00 3.72 26.90 0.27 0.37 0.73* 3.71 0.00 3.71 26.95 0.27 0.37 0.73* 3.70 0.00 3.70 27.00 0.27 0.37 0.73* 3.70 0.00 3.70 27.05 0.27 0.37 0.73* 3.69 0.00 3.69 27.10 0.27 0.37 0.73* 3.68 0.00 3.68 27.15 0.27 0.37 0.73* 3.68 0.00 3.68 27.20 0.27 0.37 0.73* 3.67 0.00 3.67 27.25 0.27 0.37 0.73* 3.66 0.00 3.66 27.30 0.27 0.38 0.72* 3.66 0.00 3.66 27.35 0.27 0.38 0.72* 3.65 0.00 3.65 27.40 0.27 0.38 0.72* 3.64 0.00 3.64 27.45 0.27 0.38 0.72* 3.63 0.00 3.63 27.50 0.27 0.38 0.72* 3.63 0.00 3.63 27.55 0.27 0.38 0.72* 3.62 0.00 3.62 27.60 0.27 0.38 0.72* 3.61 0.00 3.61 27.65 0.27 0.38 0.72* 3.61, 0.00 3.61 27.70 0.27 0.38 0.71* 3.60 0.00 3.60 Page 10 Liquefy.sum 27.75 0.27 0.38 0.71* 3.59 0.00 3.59 27.80 0.27 0.38 0.71* 3.58 0.00 3.58 27.85 0.27 0.38 0.71* 3.58 0.00 3.58 27.90 0.29 0.38 0.75* 3.57 0.00 3.57 27.95 0.28 0.38 0.75* 3.56 0.00 3.56 28.00 0.28 0.38 0.74* 3.56 0.00 3.56 28.05 0.28 0.38 0.74* 3.55 0.00 3.55 28.10 0.28 0.38 0.74* 3.54 0.00 3.54 28.15 0.28 0.38 0.74* 3.S4 0.00 3.54 28.20 0.28 0.38 0.74* 3.53 0.00 3.53 28.25 0.28 0.38 0.74* 3.52 0.00 3.52 28.30 0.28 0.38 0.74* 3.52 0.00 3.52 28.35 0.28 0.38 0.74* 3.51 0.00 3.51 28.40 0.28 0.38 0.73* 3.50 0.00 3.50 28.45 0.28 0.38 0.73* 3.49 0.00 3.49 28.50 0.28 0.38 0.73* 3.49 0.00 3.49 28.55 0.28 0.38 0.73* 3.48 0.00 3.48 28.60 0.28 0..38 0.73* 3.47 0.00 3.47 28.65 0.28 0.38 0.73* 3.47 0.00 3.47 28.70 0.28 0.38 0.73* 3.46 0.00 3.46 28.75 0.28 0.38 0.73* 3.45 0.00 3.45 28.80 0.28 0.38 0.72* 3.45 0.00 3.45 28.85 0.28 0.38 0.72* 3.44 0.00 3.44 28.90 0.28 0.38 0.72* 3.43 0.00 3.43 28.95 0.28 0.38 0.72* 3.43 0.00 3.43 29.00 0.28 0.38 0.72* 3.42 0.00 3.42 29.05 0.28 0.38 0.72* 3.41 0.00 3.41 29.10 0.28 0.38 0.72* 3.41 0.00 3.41 29.1S 0.28 0.38 0.72* 3.40 0.00 3.40 29.20 0.28 0.38 0.72* 3.39 0.00 3.39 29.2S 0.27 0.39 0.71* 3.38 0.00 3.38 29.30 0.27 0.39 0.71*. 3.38 0.00 3.38 29.35 0.27 0.39 0.71* 3.37 0.00 3.37 29.40 0.27 0.39 0.71* 3.36 0.00 3.36 29.45 0.27 0.39 0.71* 3.36 0.00 3.36 29.50 0.27 0.39 0.71* 3.35 0.00 3.35 29.55 0.27 0.39 0.71* 3.34 0.00 3.34 29.60 0.27 0.39 0.71* 3.34 0.00 3.34 29.65 0.27 0.39 0.70* 3.33 0.00 3.33 29.70 0.27 0.39 0.70* 3.32 0.00 3.32 29.75 0.27 0.39 0.70* 3.31 0.00 3.31 29.80 0.27 0.39 0.70* 3.31 0.00 3'.31 29.85 0.27 0.39_ 0.70* 3.30 0.00 3.30 29.90 0.27 0.39 0.70* 3.29 0.00 3.29 29.95 0.27 0.39 0.70* 3.29 0.00 3.29 30.00 0.27 0.39 0.70* 3.28 0.00 3.28 30.05 0.27 0.39 0.70* 3.27 0.00 3.27 30.10 0.27 0.39 0.70* 3.26 0.00 3.26 30.15 0.27 0.39 0.70* 3.26 0.00 3.26 30.20 0.27 0.39 0.70* 3.25 0.00 3.25 30.25 0.27 0.39 0.70* 3.24 0.00 3.24 30.30 0.27 0.39 0.70* 3.24 0.00 3.24 30.35 0.27 0.39 0.70* 3.23 0.00 3.23 30.40 0.27 0.39 0.70* 3.22 0.00 3.22 30.45 0.27 0.39 0.70* 3.22 0.00 3.22 30.50 0.27 0.39 0.70* 3.21 0.00 3.21 30.55 0.27 0.39 0.70* 3.20 0.00 3.20 30.60 0.27 0.39 0.70= 3.19 0.00 3.19 30.65 0.27 0.39 0.70* 3.19 0.00 3.19 30.70 0.27 0.39 0.70* 3.18 0.00 3.18 30.75 0.28 0.39 0.71* 3.17 0.00 3.17 30.80 0.28 0.39 0.71* 3.17 0.00 3.17 30.85 0.28 0.39 0.71* 3.16 0.00 3.16 Page 11 Liquefy.sum 30.90 0.28 0.39 0.71* 3.15 0.00 3.15 30.95 0.28 0.39 0.71* 3.15 0.00 3.15 31.00 0.28 0.39 0.71* 3.14 0.00 3.14 31.05 0.28 0.39 0.71* 3.13 0.00 3.13 31.10 0.28 0.39 0.71* 3.13 0.00 3.13 31.15 0.28 0.39 0.71* 3.12 0.00 3.12 31.20 0.28 0.39 0.71* 3.11 0.00 3.11 31.25 0.28 0.39 0.71* 3.10 0.00 3.10 31.30 0.28 0.39 0.71* 3.10 0.00 3.10 31.35 0.28 0.39 0.71* 3.09 0.00 3.09 31.40 0.28 0.39 0.71* 3.08 0.00 3.08 31.45 0.28 0.39 0.71* 3.08 0.00 3.08 31.50 0.28 0.39 0.71* 3.07 0.00 3.07 31.55 0.28 0.39 0.72* 3.06 0.00 3.06 31.60 0.28 0.39 0.72* 3.06 0.00 3.06 31.65 0.28 0.39 0.72* 3.05 0.00 3.05 31.70 0.28 0.39 0.72* 3.04 0.00 3.04 31.75 0.28 0.39 0:72* 3.04 0.00 3.04 31.80 0.28 0.39 0.72* 3.03 0.00 3.03 31.85 0.28 0.39 0.72* 3.02 0.00 3.02 31.90 0.28 0.39 0.72* 3.02 0.00 3.02 31.95 0.28 0.39 0.72* 3.01 0.00 3.01 32.00 0.28 0.39 0.72* 3.00 0.00 3.00 32.05 0.28 0.39 0.72* 3.00 0.00 3.00 32.10 0.28 0.39 0.72* 2.99 0.00 2.99 32.15 0.28 0.39 0.72* 2.98 0.00 2.98 32.20 0.28 0.39 0.72* 2.98 0.00 2.98 32.25 0.28 0.39 0.73* 2.97 0.00 2.97 32.30 0.29 0.39 0.73* 2.96 0.00 2.96. 32.35 0.29 0.39 0.73* 2.96 0.00 2.96 32.40 0.29 0.39 0.73* 2.95 0.00 2.95 32.45 0.29 0.39 0.73* 2.94 0.00 2.94 32.50 0.29 0.39 0.73* 2.94 0.00 2.94 32.55 0.29 0.39 0.73* 2.93 0.00 2.93 32.60 0.29 0.39 0.73* 2.92 0.00 2.92 32.65 0.29 0.39 0.73* 2.92 0.00 2.92 32.70 0.29 0.39 0.73* 2.91 0.00 2.91 32.75 0.29 0.39 0.73* 2.90 0.00 2.90 32.80 0.29 0.39 0.73* 2.90 0.00 2.90 32.85 0.29 0.39 0.73* 2.89 0.00 2.89 32.90 0.29 0.39 0.74* 2.88 0.00 2.88 32.95 0.29 0.39' 0.74* 2.88 0.00 2.88 33.00 0.29 0.39 0.74* 2.87 0.00 2.87 33.05 0.29 0.39 0.74* 2.86 0.00 2.86 33.10 0.29 0.39 0.74* 2.86 0.00 2.86 33.15 0.29 0.39 0.74* 2.85 0.00 2.85 33.20 0.29 0.39 0.74* 2.85 0.00 2.85 33.25 0.29 0.39 0.74* 2.84 0.00 2.84 33.30 0.29 0.39 0.74* 2.83 0.00 2.83 33.35 0.29 0.39 0.74* 2.83 0.00 2.83 33.40 0.29 0.39 0.74* 2.82 0.00 2.82 33.45 0.29 0.39 0.74* 2.81 0.00 2.81 33.50 0.29 0.39 0.75* 2.81 0.00 2.81 33.55 0.29 0.39 0.75* 2.80 0.00 2.80 33.60 0.29 0.39 0.75* 2.79 0.00 2.79 33.65 0.30 0.39 0.75* 2.79 0.00 2.79 33.70 0.30 0.39 0.75* 2.78 0.00 2.78 33.75 0.30 0.39 0.75* 2.77 0.00 2.77 33.80 0.30 0.39 0.75* 2.77 0.00 2.77 33.85 0.30 0.39 0.75* 2.76 0.00 2.76 33.90 0.30 0.39 0.75* 2.76 0.00 2.76 33.95 0.30 0.40 0.75* 2.75 0.00 2.75 34.00 0.30 0.40 0.75* 2.74 0.00 2.74 Page 12 Liquefy.sum 34.05 0.30 0.40 0.75* 2.74 0.00 2.74 34.10 0.30 0.40 0.76* 2.73 0.00 2.73 34.15 0.30 0.40 0.76* 2.72 0.00 2.72 34.20 0.30 0.40 0.76* 2.72 0.00 2.72 34.25 0.30 0.40 0.76* 2.71 0.00 2.71 34.30 0.30 0.40 0.76* 2.71 0.00 2.71 34.35 0.30 0.40 0.76* 2.70 0.00 2.70 34.40 0.30 0.40 0.76* 2.69 0.00 2.69 34.45 0.30 0.40 0.76* 2.69 0.00 2.69 34.50 0.30 0.40 0.76* 2.68 0.00 2.'68 34.55 0.30 0.40 0.76* 2.67 0.00 2.67 34.60 0.30 0.40 0.77* 2.67 0.00 2.67 34.65 0.30 0.40 0.77* 2.66 0.00 2.66 34.70 0.30 0.40 0.77* 2.66 0.00 2.66 34.75 0.30 0.40 0.77* 2.65 0.00 2.65 34.80 0.30 0.40 0.77* 2.64 0.00 2.64 34.85 0.30 0.40 0.77* 2.64 0.00 2.64 34.90 0.31 0.40 0.77* 2.63 0.00 2.63 34.95 0.31 0.40 0.77* 2.63 0.00 2.63 35.00 0.31 0.40 0.77* 2.62 0.00 2.62 35.05 0.31 0.40 0.77* 2.61 0.00 2.61 35.10 0.31 0.40 0.77* 2.61 0.00. 2.61 35.15 0.30 0.40 0.77* 2.60 0.00 2.60 35.20 0.30 0.40 0.77* 2.59 0.00 2.59 35.25 0.30 0.40 0.77* 2.59 0.00 2.59 35.30 0.30 0.40 0.77* 2.58 0.00 2.58 35.35 0.30 0.40 0.76* 2.58 0.00 2.58 35.40 0.30 0.40 0.76* 2.57 0.00 2.57 35.45 0.30 0.40 0.76* 2.56 0.00 2.56 35.50 0.30 0.40 0.76* 2.56 0.00 2.56 35.55 0.30 0.40 0.76* 2.55 0.00 2.55 35.60 0.30 0.40 0.76* 2.55 0.00 2.55 35.65 0.30 0.40 0.76* 2.54 0.00 2.54 35.70 0.30 0.40 0.75* 2.53 0.00 2.53 35.75 0.30 0.40 0.75* 2.53 0.00 2.53 35.80 0.30 0.40 0.75* 2.52 0.00 2.52 35.85 0.30 0.40 0.75* 2.51 0.00 2.51 35.90 0.30 0.40 0.75* 2.51 0.00 2.51 35.95 0.30 0.40 0.75* 2.50 0.00 2.50 36.00 0.30 0.40 0.75* 2.50 0.00 2.50 36.05 0.30 0.40 0.75* 2.49 0.00 2.49 36.10 0.30 0.40 0.74* 2.48 0.00 2.48 36.15 0.29 0.40 0.74* 2.48 0.00 2.48 36.20 0.29 0.40 0.74* 2.47 0.00 2.47 36.25 0.29 0.40 0.74* 2.46 0.00 2.46 36.30 0.29 0.40 0.74* 2.46 0.00 2.46 36.35 0.29 0.40 0.74* 2.45 0.00 2.45 36.40 0.29 0.40 0.74* 2.45 0.00 2.45 36.45 0.29 0.40 0.74* 2.44 0.00 2.44 36.50 0.29 0.40 0.73* 2.43 0.00 2.43 36.55 0.29 0.40 0.73* 2.43 0.00 2.43 36.60 0.29 0.40 0.73* 2.42 0.00 2.42 36.65 0.29 0.40 0.73* 2.41 0.00 2.41 36.70 0.29 0.40 0.73* 2.41 0.00 2.41 36.75 0.29 0.40 0.73* 2.40 0.00 2.40 36.80 0.29 0.40 0.73* 2.39 0.00 2.39 36.85 0.29 0.40 0.73* 2.39 0.00 2.39 36.90 0.29 0.40 0.72* 2.38 0.00 2.38 36.95 0.29 0.40 0.72* 2.38 0.00 2.38 37.00 0.29 0.40 0.72* 2.37 0.00 2.37 37.05 0.29 0.40 0.72* 2.36 0.00 2.36 37.10 0.29 0.40 0.72* 2.36 0.00 2.36 37.15 0.29 0.40 0.72* 2.35 0.00 2.35 Page 13 Liyuefy.sum 37.20 0.28 0.40 0.72* 2.34 0.00 2.34 37.25 0.28 0.40 0.72* 2.34 0.00 2.34 37.30 0.28 0.40 0.72* 2.33 0.00 2.33 37.35 0.28 0.40 0.71* 2.32 0.00 2.32 37.40 0.28 0.40 0.71* 2.32 0.00 2.32 37.45 0.28 0.40 0.71* 2.31 0.00 2.31 37.50 0.28 0.40 0.71* 2.30 A.00 2.30 37.55 0.28 0.40 0.71* 2.30 0.00 2.30 37.60 0.28 0.40 0.71* 2.29 0.00 2.29 37.65 0.28 0.40 0.71* 2.28 0.00 2.28 37.70 0.28 0.40 0.71* 2.28 0.00 2.28 37.75 0.28 0.40 0.71* 2.27 0.00 2.27 37.80 0.28 0.40 0.70* 2.26 0.00 2.26 37.85 0.28 0.40 0.70* 2.26 0.00 2.26 37.90 0.28 0.40 0.70* 2.25 0.00 2.25 37.95 0.28 0.40 0.70* 2.24 0.00 2.24 38.00 0.28 0.40 0.70* 2.24 0.00 2.24 38.05 0.28 0.40 0.70* 2.23 0.00 2.23 38.10 0.28 0.40 0.70* 2.22 0.00 2.22 38.15 0.28 0.40 0.70* 2.22 0.00 2.22 38.20 0.28 0.40 0.70* 2.21 0.00 2.21 38.25 0.28 0.40 0.69* 2.20 0.00 2.20 38.30 0.28 0.40 0.69* 2.20 0.00 2.20 38.35 0.27 0.40 0.69* 2.19 0.00 2.19 38.40 0.27 0.40 0.69* 2.18 0.00 2.18 38.45 0.27 0.40 0.69* 2.18 0.00 2.18 38.50 0.27 0.40 0.69* 2.17 0.00 2.17 38.55 0.27 0.40 0.69* 2.16 0.00 2.16 38.60 0.27 0.40 0.69* 2.16 0.00 2.16 38.65 0.27 0.40 0.69* 2.15 0.00 2.15 38.70 0.27 0.40 0.69* 2.14 0.00 2.14 38.75 0.27 0.40 0.68* 2.14 0.00 2.14 38.90 0.27 0.40 0.68* 2.13 0.00 2.13 38.85 0.27 0.40 0.68* 2.12 0.00 2.12 38.90 0.27 0.40 0.68* 2.12 0.00 2.12 38.95 0.27 0.40 0.68* 2.11 0.00 2.11 39.00 0.27 0.40 0.68* 2.10 0.00 2.10 39.05 0.27 0.40 0.68* 2.10 0.00 2.10 39.10 0.27 0.40 0.68* 2.09 0.00 2.09 39.15 0.27 0.40 0.68* 2.08 0.00 2.08 39.20 0.27 0.40 0.68* 2.08 0.00 2.08 39.25 0.27 0.40 0.67* 2.07 0.00 2.07 39.30 0.27 0.40 0.67* 2.06 0.00 2.06 39.35 0.27 0.40 0.67* 2.06 0.00 2.06 39.40 0.27 0.40 0.67* 2.05 0.00 2.05 39.45 0.27 0.40 0.67* 2.04 0.00 2.04 39.50 0.27 0.40 0.67* 2.04 0.00 2.04 39.5S 0.26 0.40 0.67* 2.03 0.00 2.03 39.60 0.26 0.40 0.67* 2.02 0.00 2.02 39.65 0.26 0.40 0.67* 2.02 0.00 2.02 39.70 0.26 0.40 0.67* 2.01 0.00 2.01 39.75 0.26 0.40 0.66* 2.00 0.00 2.00 39.80 0.26 0.40 0.66* 1.99 0.00 1.99 39.85 0.26 0.40 0.66* 1.99 0.00 1.99 39.90 0.26 0.40 0.66* 1.98 0.00 1.98 39.95 0.26 0.40 0.66* 1.97 0.00 1.97 40.00 0.26 0.40 0.66* 1.97 0.00 1.97 40.05 0.26 0.40 0.66* 1.96 0.00 1.96 40.10 0.26 0.40 0.65* 1.95 0.00 1.95 40.15 0.26 0.40 0.65* 1.95 0.00 1.95 40.20 0.26 0.40 0.65* 1.94 0.00 1.94 40.25 0.26 0.40 0.65* 1.93 0.00 1.93 40.30 0.25 0.40 0.64* 1.92 0.00 1.92 Page 14 Liquefy.sum 40.35 0.25 0.40 0.64* 1.92 0.00 1.92 40.40 0.25 0.40 0.64* 1.91 0.00 1.91 40.45 0.25 0.40 0.64* 1.90 0.00 1.90 40.50 0.25 0.40 0.63* 1.90 0.00 1.90 40.55 0.25 0.40 0.63* 1.89 0.00 1.89 40.60 0.25 0.40 0.63* 1.88 0.00 1.88 40.65 0.25 0.40 0.63* 1.87 0.00 1.87 40.70 0.25 0.40 0.62* 1.87 0.00 1.87 40.75 0.25 0.40 0.62* 1.86 0.00 1.86 40.80 0.24 0.40 0.62* 1.85 0.00 1.85 40.85 0.24 0.40 0.62* 1.84 0.00 1.84 40.90 0.24 0.40 0.61* 1.84 0.00 1.84 40.95 0.24 0.40 0.61* 1.83 0.00 1.83 41.00 0.24 0.40 0.61* 1.82 0.00 1.82 41.05 0.24 0.40 0.61* 1.81 0.00 1.81 41.10 0.24 0.40 0.60* 1.81 0.00 1.81 41.15 0.24 0.40 0.60* 1.80 0.00 1.80 41.20 0.24 0.40 0.60* 1.79 0.00 1.79 41.25 0.24 0.40 0.60* 1.78 0.00 1.78 41.30 0.23 0.40 0.59* 1.78 0.00 1.78 41.35 0.23 0.40 0.59* 1.77 0.00 1.77 41.40 0.23: 0.40 0.59* 1.76 0.00 1.76 41.45 0.23 0.40 0.59* 1.75 0.00 1.75 41.50 0.23 0.40 0.58* 1.75 0.00 1.75 41.55 0.23 0.40 0.58* 1.74 0.00 1.74 41.60 0.23 0.40 0.58* 1.73 0.00 1.73 41.65 0.23 0.40 0.58* 1.72 0.00 1.72 41.70 0.23 0.40 0.58* 1.71 0.00 1.71 41.75 0.23 0.40 0.57* 1.71 0.00 1.71 41.80 0.23 0.40 0.57* 1.70 0.00 1.70 41.85 0.22 0.40 0.57* 1.69 0.00 1.69 41.90 0.22 0.40 0.57* 1.68 0.00 1.68 41.95 0.22 0.40 0.56* 1.67 0.00 1.67 42.00 0.22 0.40 0.56* 1.67 0.00 1.67 42.05 0.22 0.40 0.56* 1.66 0.00 1.66 42.10 0.22 0.40 0.56* 1.65 0.00 1.65 42.15 0.22 0.39 0.56* 1.64 0.00 1.64 42.20 0.22 0.39 0.55* 1.63 0.00 1.63 42.25 0.22 0.39 0.55* 1.62 0.00 1.62 42.30 0.22 0.39 0.55* 1.62 0.00 1.62 42.35 0.22 0.39 0.55* 1.61 0.00 1.61 42.40 0.22 0.39 0.55* 1.60 0.00 1.60 42.45 0.21 0.39 0.54* 1.59 0.00 1.59 42.50 0.21 0.39 0.54* 1.58 0.00 1.58 42.55 0.21 0.39 0.54* 1.57 0.00. 1.57 42.60 0.21 0.39 0.54* 1.57 0.00 1.57 42.65 0.21 0.39 0.54* 1.56 0.00 1.56 42.70 0.21 0.39 0.53* 1.55 0.00 1.55 42.75 0.21 0.39 0.53* 1.54 0.00 1.54 42.80 0.21 0.39 0.53* 1.53 0.00 1.53' 42.85 0.211 0.39 0.53* 1.52 0.00 1.52 42.90 0.21 0.39 0.53* 1.52 0.00 1.52 42.95 0.21 0.39 0.52* 1.51 0.00 1.51 43.00 0.21 0.39 0.52* 1.50 0.00 1.50 43.05 0.20 0.39 0.52* 1.49 0.00 1.49 43.10 0.20 0.39 0.52* 1.48 0.00 1.48 43.15 0.20 0.39 0.52* 1.47 0.00 1.47 43.20 0.20 0.39 0.51* 1.46 0.00 1.46 43.25 0.20 0.39 0.51* 1.45 0.00 1.45 43.30 0.20 0.39 0.51* 1.45 0.00 1.45 43.35 0.20 0.39 0.51* 1.44 0.00 1.44 43.40 0.20 0.39 0.51* 1.43 0.00 1.43 43.45 0.20 0.39 0.51* 1.42 0.00 1.42 Page 15 Liquefy.sum 43.50 0.20 0.39 0.50* 1.41 0.00 1.41 43.55 0.20 0.39 0.50* 1.40 0.00 1.40 43.60 0.20 0.39 0.50* 1.39 0.00 1.39 43.65 0.20 0.39 0.50* 1.38 0.00 1.38 43.70 0.20 0.39 0.50* 1.37 0.00 1.37 43.75 0.19 0.39 0.50* 1.36 0.00 1.36 43.80 0.19 0.39. 0.49* 1.36 0.00 1.36 43.85 0.19 0.39 0.49* 1.35 0.00 1.35 43.90 0.19 0.39 0.49* 1.34 0.00 1.34 43.95 0.19 0.39 0.49* 1.33 0.00 1.33 44.00 0.19 0.39 0.49* 1.32 0.00 1.32 44.05 0.19 0.39 0.49* 1.31 0.00 1.31 44.10 0.19 0.39 0.48* 1.30 0.00 1.30 44.15 0.19 0.39 0.48* 1.29 0.00 1.29 44.20 0.19 0.39 0.48* 1.28 0.00 1.28 44.25 0.19 0.39 0.48* 1.27 0.00 1.27 44.30 0.19 0.39 0.48* 1.26 0.00 1.26 44.35 0.19 0.39 0.48* 1.25 0.00 1.25 44.40 0.19 0.39 0.47* 1.24 0.00 1.24 44.45 0.19 0.39 0.47* 1.23 0.00 1.23 44.50 0.19 0.39 0.47* 1.22 0.00 1.22 44.55 0.18 0.39 0.47* 1.22 0.00 1.22 44.60 0.18 0.39 0.47* 1.21 0.00 1.21 44.65 0.18 0.39 0.47* 1.20 0.00 1.20 44.70 0.18 0.39 0.46* 1.19 0.00 1.19 44.75 0.18 0.39 0.46* 1.18 0.00 1.18 44.80 0.18 0.39 0.46* 1.17 0.00 1.17 44.85 0.18 0.39 0.46* 1.16 0.00 1.16 44.90 0.18 0.39 0.46* 1.15 0.00 1.15 44.95 0.18 0.39 0.46* 1.14 0.00 1.14 45.00 0.18 0.39 0.45* 1.13 0.00 1.13 45.05 0.18 0.39 0.46* 1.12 0.00 1.12 45.10 0.18 0.39 0.46* 1.11 0.00 1.11 45.15 0.18 0.39 0.46* 1.10 0.00 1.10 45.20 0.18 0.39 0.46* 1.09 0.00 1.09 45.25 0.18 0.39 0.46* 1.08 0.00 1.08 45.30 0.18 0.39 0.46* 1.07 0.00 1.07 45.35 0.18 0.39 0.46* 1.06 0.00 1.06 45.40 0.18 0.39 0.46* 1.05 0.00 1.05 45.4S 0.18 0.39 0.46* 1.04 0.00 1.04 45.50 0.18 0.39 0.46* 1.03 0.00 1.03 45.55 0.18 0.39 0.47* 1.02 0.00 1.02 45.60 0.18 0.39 0.47* 1.01 0.00 1.01 45.65 0.18 0.39 0.47* 1.00 0.00 1.00 45.70 0.18 0.39 0.47* 0.99 0.00 0.99 45.75 0.18 0.39 0.47* 0.98 0.00 0.98 45.80 0.18 0.39 0.47* 0.97 0.00 0.97 45.85 0.18 0.39 0.47* 0.96 0.00 0.96 45.90 0.18 0.39 0.47* 0.95 0.00 0.95 45.95 0.19 0.39 0.47* 0.94 0.00 0.94 46.00 0.19 0.39 0.48* 0.93 0.00 0.93 46.05 0.19 0.39 0.48* 0.92 0.00 0.92 46.10 0.19 0.39 0.48* 0.91 0.00 0.91 46.15 0.19 0.39 0.48* 0.90 0.00 0.90 46.20 0.19 0.39 0.48* 0.90 0.00 0.90 46.25 0.19 0.39 0.48* 0.89 0.00 0.89 46.30 0.19 0.39 0.48* 0.88 0.00 0.88 46.35 0.19 0.39 0.48* 0.87 0.00 0.87 46.40 0.19 0.39 0.48* 0.86 0.00 0.86 46.45 0.19 0.39 0.49* 0.85 0.00 0.85 46.50 0.19 0.39 0.49* 0.84 0.00 0.84 46.55 0.19 0.39 0.49* 0.83 0.00 0.83 46.60 0.19 0.39 0.49* 0.92 0.00 0.82 Page 16 Liquefy. sum 46.65 0.19 0.39 0.49* 0.81 0.00 0.81 46.70 0.19 0.39 0.49* 0.80 0.00 0.80 46.75 0.19 0.39 0.49* 0.79 0.00 0.79 46.80 0.19 0.39 0.49* 0.78 0.00 0.78 46.85 0.19 0.39 0.49* 0.77 0.00 0.77 46.90 0.19 0.39 0.50* 0.77 0.00 0.77 46.95 0.19 0.39 0.50* 0.76 0.00 0.76 47.00 0.19 0.39 0.50* 0.75 0.00 0.75 47.05 0.19 0.39 0.50* 0.74 0.00 0.74 47.10 0.19 0.39 0.50* 0.73 0.00 0.73 47.15 0.19 0.39 0.50* 0.72 0.00 0.72 47.20 0.20 0.39 0.50* 0.71 0.00 0.71 47.25 0.20 0.39 0.50* 0.70 0.00 0.70 47.30 0.20 0.39 0.50* 0.69 0.00 0.69 47.35 0.20 0.39 0.51* 0.68 0.00 0.68 47.40 0.20 0.39 0.51* 0.68 0.00 0.68 47.45 0.20 0.39 0.51* 0.67 0.00 0.67 47.50 0.20 0.39 0.51* 0.66 0.00 0.66 47.55 0.20 0.39 0.51* 0.65 0.00 0.65 47.60 0.20 0.39 0.51* 0.64 0.00 0.64 47.65 0.20 0.39 0.51* 0.63 0.00 0.63 47.70 0.20 0.39 0.51* 0.62 0.00 0.62 47.75 0.20 0.39 0.52* 0.61 0.00 0.61 47.80 0.20 0.39 0.52* 0.60 0.00 0.60 47.85 0.20 0.39 0.52* 0.60 0.00 0.60 47.90 0.20 0.39 0.52* 0.59 0.00 0.59 47.95 0.20 0.39 0.52* 0.58 0.00 0.58 48.00 0.20 0.39 0.52* 0.57 0.00 0.57 48.05 0.20 0.39 0.52* 0.56 0.00 0.56 48.10 0.20 0.39 0.52* 0.55 0.00 0.55 48.15 0.20 0.39 0.53* 0.54 0.00 0.54 48.20 0.20 0.39 0.53* 0.54 0.00 0.54 48.25 0.20 0.39 0.53* 0.53 0.00 0.53 48.30 0.20 0.39 0.53* 0.52 0.00 0.52 48.35 0.21 0.39 0.53* 0.51 0.00 0.51 48.40 0.21 0.39 0.53* 0.50 0.00 0.50 48.45 0.21 0.39 0.53* 0.49 0.00 0.49 48.50 0.21 0.39 0.53* 0.48 0.00 0.48 48.55 0.21 0.39 0.54* 0.48 0.00 0.48 48.60 0.21 0.39 0.54* 0.47 0.00 0.47 48.65 0.21 0.39 0.54* 0.46 0.00 0.46 48.70 0.21 0.39 0'.54* 0.45 0.00 0.45 48.75 0.21 0.39 0.54* 0.44 0.00 0.44 48.80 0.21 0.39 0.54* 0.43 0.00 0.43 48.85 0.21 0.39 0.54* 0.42 0.00 0.42 48.90 0.21 0.39 0.55* 0.42 0.00 0.42 48.95 0.21 0.39 0.55* 0.41 0.00 0.41 49.00 0.21 0.38 0.55* 0.40 0.00 0.40 49.05 0.21 0.38 0.55* 0.39 0.00 0.39 49.10 0.21 0.38 0.55* 0.38 0.00 0.38 49.15 0.21 0.38 0.55* 0.37 0.00 0.37 49.20 0.21 0.38 0.55* 0.37 0.00 0.37 49.25 0.21 0.38 0.56* 0.36 0.00 0.36 49.30 0.21 0.38 0.56* 0.35 0.00 0.35 49.35 0.21 0.38 0.56* 0.34 0.00 0.34 49.40 0.21 0.38 0.56* 0.33 0.00 0.33 49.45 0..22 0.38 0.56* 0.33 0.00 0.33 49.50 0.22 0.38 0.56* 0.32 0.00 0.32 49.55 0.22 0.38 0.56* 0.31 0.00 0.31 49.60 0.22 0.38 0.57* 0.30 0.00 0.30 49.65 0.22 0.38 0.57* 0.29 0.00 0.29 49.70 0.22 0.38 0.57* 0.29 0.00 0.29 49.75 0.22 0.38 0.57* 0.28 0.00 0.28 Page 17 Liquefy.sum 49.80 0.22 0.38 0.57* 0.27 0.00 0.27 49.85 0.22 0.38 0.57* 0.26 0.00 0.26 49.90 0.22 0.38 0.57* 0.25 0.00 0.25 49.95 0.22 0.38 0.58* 0.25 0.00 0.25 50.00 0.22 0.38 0.58* 0.24 0.00 0.24 50.05 0.22 0.38 0.58* 0.23 0.00 0.23 50.10 0.22 0.38 0.58* 0.22 0.00 0.22 50.15 0.22 0.38 0.58* 0.21 0.00 0.21 50.20 0.22 0.38 0.58* 0.21 0.00 0.21 50.25 0.22 0.38 0.58* 0.20 0.00 0.20 50.30 0.22 0.38 0.58* 0.19 0.00 0.19 50.35 0.22 0.38 0.58* 0.18 0.00 0.18 50.40 0.22 0.38 0.58* 0.17 0.00 0.17 50.45 0.22 0.38 0.58* 0.17 0.00 0.17 50.50 0.22 0.38 0.58* 0.16 0.00 0.16 50.55 0.22 0.38 0.58* 0.15 0.00 0.15 50.60 0.22 0.38 0.58* 0.14 0.00 0.14 50.65 0.22 0.38 0.58* 0.13 0.00 0.13 50.70 0.22 0.38 0.58* 0.13 0.00 0.13 50.75 0.22 0.38 0.58* 0.12 0.00 0.12 50.80 0.22 0.38 0.58* 0.11 0.00 0.11 50.85 0.22 0.38 0.58* 0.10 0.00 0.10 50.90 0.22 0.38 0.58*' 0.09 0.00 0.09 50.95 0.22 0.38 0.58* 0.09 0.00 0.09 51.00 0.22 0.38 0.58* 0.08 0.00 0.08 51.05 0.22 0.38 0.58* 0.07 0.00 0.07 51.10 0.22 0.39 0.58* 0.06 0.00 0.06 51.15 0.22 0.38 0.58* 0.06 0.00 0.06 51.20 0.22 0.38 0.58* 0.05 0.00 0.05 51.25 0.22 0.38 0.58* 0.04 0.00 0.04 51.30 0.22 0.38 0.58* 0.03 0.00 0.03 51.35 0.22 0.39 0.58* 0.02 0.00 0.02 51.40 0.22 0.38 0.58* 0.02 0.00 0.02 51.45 0.22 0.38 0.58* 0.01 0.00 0.01 51.50 0.22 0.38 0.58* 0.00 0.00 0.00 * F.S.<1, Liquefaction Potential Zone (F.S. is limited to•5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of safety against liquefaction, F.S.=CRRm/CSRsf S_sat settlement from saturated sands s_dry Settlement from Unsaturated sands Sall Total settlement from saturated and unsaturated sands NoLiq No -Liquefy soils Page 18 SEISMIC SETTLEMENT ANALYSIS Andalusia - Remaining Phases Hole No.=BH--3 Water Depth=20 ft Surface Elev.=-57 Magnitude=7.34 Acceleration=0.524g Shear Stress Ratio Factor of Safety Settlement (ft)0 0 1 0 1 5 0 (in.) 10 10 20 r0i 40 50 60 Shaded Zone has liquefaction Potential oaluraiuu -- Unsaturat. — Sladden Engineering 544-18139 Plate A-1 Liquefy.sum LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech software www.civiltech.com Font: Courier New, Regular, size 8 is recommended for this report. Licensed to , 9/6/2018 6:05:38 PM Input File Name: E:\Liquefy5\544-18139 Andalusia Remaining Phases BH-3.liq Title: Andalusia - Remaining Phases Subtitle: 544-18139 surface Elev.=-57 Hole No.=BH-3 Depth of Hole= 51.50 ft water Table during Earthquake= 20.00 ft water Table during In -Situ Testing= 42.50 ft Max. Acceleration= 0.52 g Earthquake Magnitude= 7.34 Input Data: Surface Eiev.=-57 Hole No.=BH-3 Depth of Hole=51.S0 ft water Table during Earthquake= 20.00 ft water Table during In -situ Testing= 42.50 ft Max. Acceleration=0.52 g Earthquake Magnitude=7.34 No -Liquefiable soils: Based on Analysis 1. SPT or BPT Calculation. 2. settlement Analysis Method: Tokimatsu, M-correction 3. Fines correction for Liquefaction: Modify stark/Olson 4. Fine correction for settlement: During Liquefaction* 5. settlement Calculation in: All zones* 6. Hammer Energy Ratio, 7. Borehole Diameter, 8. Sampling Method, 9. user request factor of safety (apply to CSR) user= Plot one CSR curve (fs1=1) 10. use Curve smoothing: Yes'* * Recommended options In --Situ Test Data: Depth SPT gamma Fines ft pcf % 0.00 34.00 137.50 45.90 5.00 34.00 137.50 45.90 10.00 36.60 137.50 63.90 15.00 30.00 137.50 65.10 20.00 19.30 114.60 36.50 25.00 11.00 114.60 50.90 30.00 21.30 108.40 29.20 35.00 12.00 108.40 27.60 40.00 12.60. 120.80 68.30 45.00 16.00 120.80 87.70 50.00 9.30 120.90 79.70 Page 1 Ce = 1.25 cb= 1 Cs= 1 1.0 Uiquefy.sum Output Results: settlement of Saturated Sands=3.85 in. Settlement of Unsaturated sands=0.06 in. Total settlement of Saturated and Unsaturated sands=3.91 in. Differential Settlement=1.955 to 2.581 in. Depth CRRm CSRfs F.S. S_sat. S_dry s_all ft in. in. in. 0.00 0.53 0.34 5.00 3.85 0.06 3.91 0.05 0.53 0.34 5.00 3.85 0.06 3.91 0.10 0.53 0.34 5.00 3.85 0.06 3.91 0.15 0.53 0.34 5.00 3.85 0.06 3.91 0.20 0.S3 0.34 5.00 3.85 0.06 3.91 0.25 0.53 0.34 5.00 3.85 0.06 3.91 0.30 0.53 0.34 5.00 3.85 0.06 3.91 0.35 0.53 0.34 5.00 3.8S 0.06 3.91 0.40 0.53 0.34 5.00 3.85 0.06 3.91 0.45 0.53 0.34 5.00 3.85 0.06 3.91 0.50 0.53 0.34 5.00 3.85 0.06 3.91 0.55 0.53 0.34 5.00 3.85 0.06 3.91 0.60 0.53 0.34 5.00 3.85 0.06 3.91 0.65 0.53 0.34 5.00 3.85 0.06 3.91 0.70 0.53 0.34 5.00 3.85 0.06 3.91 0.7S 0.53 0.34 5.00 3.85 0.06 3.91 0.80 0.53 0.34 5.00 3.85 0.06 3.91 0.85 0.53 0.34 5.00 3.85 0.06 3.91 0.90 0.53 0.34 5.00 3.85 0.06 3.91 0.95 0.53 0.34 5.00 3.8S 0.06 3.91 1.00 0.53 0.34 5.00 3.85 0.06 3.91 1.05 0.53 0.34 5.00 3.85 0.06 3.91 1.10 0.53 0.34 5.00 3.85 0.06 3.91 1.15 0.53 0.34 5.00 3.85 0.06 3.91 1.20 0.53 0.34 5.00 3.85 0.06 3.91 1.25 0.53 0.34 5.00 3.85 0.06 3.91 1.30 0.53 0.34 5.00 3.85 0.06 3.91 1.35 0.53 0.34 5.00 3.85 0.06 3.91 1.40 0.53 0.34 5.00 3.85 0.06 3.91 1.45 0.53 0.34 5.00 3.85 0.06 3.91 1.50 0.53 0.34 5.00 3.85 0.06 3.91 1.55 0.53 0.34 5.00 3.85 0.06 3.91 1.60 0.53 0.34 5.00 3.85 0.06 3.91 1.65 0.53 0.34 5.00 3.85 0.06 3.91 1.70 0.53 0.34 5.00 3.85 0.06 3.91 1.75 0.53 0.34 5.00 3.85 0.06 3.91 1.80 0.S3 0.34 5.00 3.85 M6 3.91 1.85 0.53 0.34 5.00 3.85 0.06 3.91 1.90 0.53 0.34 S.00 3.85 0.06 3.91 1.95 0.53 0.34 5.00 3.85 0.06 3.91 2.00 0.53 0.34 5.00 3.85 0.06 3.91 2.0S 0.53 0.34 5.00 3.85 0.06 3.91 2.10 0.53 0.34 5.00 3.85 0.06 3.91 2.15 0-.53 0.34 5.00 3.85 0.06 3.91 2.20 0.53 0.34 5.00 3.85 0.06 3.91 2.25 0.53 0.34 5.00 3.85 0.06 3.91 2.30 0.53 0.34 5.00 3.85 0.06 3.91 2.35 0.53 0.34 5.00 3.85 0.06 3.91 2.40 0.53 0.34 5.00 3.85 0.06 3.91 2.45 0.53 0.34 5.00 3.85 0.06 3.91 2.50 0.53 0.34 5.00 3.85 0.06 3.91 2.55 0.53 0.34 5.00 3.85 0.06 3.91 Page 2 Liquefy.sum 2.60 0.53 0.34 5.00 3.85 0.06 3.91 2.65 0.53 0.34 5.00 3.85 0.06 3.91 2.70 0.53 0.34 5.00 3.85 0.06 3.91 2.75 0.53 0.34 5.00 3.85 0.06 3.91 2.80 0.53 0.34 5.00 3.85 0.06 3.91 2.85 .0.53 0.34 5.00 3.85 0.06 3.91 2.90 0.53 0.34 5.00 3.95 0.06 3.91 2.95 0.53 0.34 S.00 3.95 0.06 3.91 3.00 0.53 0.34 5.00 3.85 0.06 3.91 3.05 0.53 0.34 5.00 3.85 0.06 3.91 3.10 0.53 0.34 5.00 3.85 0.06 3.91 3.15 0.53 0.34 5.00 3.85 0.06 3.91 3.20 0.53 0.34 5.00 3.85 0.06 3.91 3.25 0.53 0.34 5.00 3.85 0.06 3.91 3.30 0.53 0.34 5.00 3.85 0.06 3.91 3.35 0.53 0.34 5.00 3.85 0.06 3.91 3.40 0.53 0.34 5.00 3.85 0.06 3.91 3.45 0.53 0.34 5.00 3.85 0.06 3.91 3.50 0.53 0.34 5.00 3.85 0.06 3.91 3.55 0.53 0.34 5.00 3.85 0.06 3.91 3.60 0.53 0.34 5.00 3.85 0.06 3.91 3.65 0.53 0.34 5.00 3.85 0.06 3.91 3.70 0.53 0.34 5.00 3.85 0.06 3.91 3.75 0.53 0.34 5.00 3.85 0.06 3.91 3.80 0.53 0.34 5.00 3.85 0.06 3.91 3.85 0.53 0.34 5.00 3.85 0.06 3.91 3.90 0.53 0.34 5.00 3.85 0.06 3.91 3.95 0.53 0.34 5.00 3.85 0.06 3.91 4.00 0.53 0.34 5.00 3.85 0.06 3.91 4.05 0.53 0.34 5.00 3.85 0.06 3.91 4.10 0.53 0.34 5.00 3.85 0.06 3.91 4.15 0.53 0.34 5.00 3.85 0.06 3.91 4.20 0.53 0.34 5.00 3.85 0.06 3.91 4.25 0.53 0.34 5.00 3.85 0.06 3.91 4.30 0.53 0.34 5.00 3.85 0.06 3.91 4.35 0.53 0.34 5.00 3.85 0.06 3.91 4.40 0.53 0.34 5.00 3.85 0.06 3.91 4.45 0.S3 0.34 5.00 3.85 0.06 3.91 4.50 0.53 0.34 5.00 3.95 0.06 3.91 4.55 0.53 0.34 5.00 3.85 0.06 3.91 4.60 0.53 0.34 5.00 3.85 0.06 3.91 4.65 0.53 0.34 5.00 3.85 0.06 3.91 4.70 0.53 0.34 5.00 3.85 0.06 3.91 4.75 0.53 0.34 5.00 3.85 0.06 3.91 4.80 0.53 0.34 5.00 3.85 0.06 3.90 4.85 0.53 0.34 5.00 3.85 0.06 3.90 4.90 0.53 0.34 5.00 3.85 0.06 3.90 4.95 0.53 0.34 5.00 3.85 0.06 3.90 5.00 0.53 0.34 5.00 3.85 0.06 3.90 5.05 0.53 0.34 S.00 3.85 0.06 3.90 5.10 0.53 0.34 5.00 3.85 0.06 3.90 5.15 0.53 0.34 5.00 3.85 0.06 3.90 5.20 0.53 0.34 5.00 3.85 0.06 3.90 5.25 0.53 0.34 5.00 3.85 0.06 3.90 5.30 0.53 0'.34 5.00 3.85 0.06 3.90 5.35 0.53 0.34 5.00 3.85 0.06 3.90 5.40 0.53 0.34 5.00 3.85 0.06 3.90 5.45 0.53 0.34 5.00 3.85 0.06 3.90 5.50 0.53 0.34 5.00 3.85 0.06 3.90 5.55 0.53 0.34 5.00 3.85 0.06 3.90 5.60 0.53 0.34 5.00 3.8S 0.06 3.90 5.65 0.53 0.34 5.00 3.85 0.06 3.90 5.70 0.53 0.34 5.00 3.8S 0.06 3.90 Page 3 Liquery.sum 5.75 0.53 0.34 5.00 3.85 0.06 3.90 5.80 0.53 0.34 5.00 3.85 0.06 3.90 5.85 0.53 0.34 5.00 3.85 0.06 3.90 5.90 0.53 0.34 5.00 3.85 0.06 3.90 5.95 0.53 0.34 5.00 3.85 0.06 3.90 6.00 0.53 0.34 5.00 3.85 0.06 3.90 6.05 0.53 0.34 5.00 3.85 0.06 3.90 6.10 0.53 0.34 5.00 3.85 0.06 3.90 6.15 0.53 0.34 5.00 3.85 0.06 3.90 6.20 0.53 0.34 5.00 3.95 0.06 3.90 6.25 0.53 0.34 5.00 3.85 0.06 3.90 6.30 0.53 0.34 5.00 3.85 0.06 3.90 6.35 0.53 0.34 5.00 3.85 0.06 3.90 6.40 0.53 0.34 5.00 3.85 0.06 3.90 6.45 0.53 0.34 5.00 3.85 0.06 3.90 6.50 0.53 0.34 5.00 3.85 0.06 3.90 6.55 0.53 0.34 5.00 3.85 0.06 3.90 6.60 0.53 0.34 5.00 3.85 0.05 3.90 6.65 0.53 0.34 5.00 3.85 0.05 3.90 6.70 0.53 0.34 5.00 3.85 0.05 3.90 6.75 0.53 0.34 5.00 3.85 0.05 3.90 6.80 0.53 0.34 5.00 3.85 0.05 3.90 6.85 0.53 0.34 5.00 3.85 0.05 3.90 6.90 0.53 0.34 5.00 3.85 0.05 3.90 6.95 0.53 0.34 5.00 3.85 0.05 3.90 7.00 0.53 0.34 5.00 3.85 0.05 3.9.0 7.05 0.53 0.34 5.00 3.85 0.05 3.90 7.10 0.53 0.33 5.00 3.85 0.05 3.90 7.15 0.53 0.33 5.00 3.85 0.05 3.90 7.20 0.53 0.33 5.00 3.85 0.05 3.90 7.25 0.53 0.33 5.00 3.85 0.05 3,90 7.30 0.53 0.33 5.00 3.85 0.05 3.90 7.35 0.53 0.33 5.00 3.85 0.05 3.90 7.40 0.53 0.33 5.00 3.85 0.05 3.90 7.45 0.53 0.33 5.00 3.85 0.05 3.90 7.50 0.53 0.33 5.00 3.85 0.05 3.90 7.55 0.53 0.33 5.00 3.85 0.05 3.90 7.60 0.53 0.33 5.00 3.85 0.05 3.90 7.65 0.53 0.33 5.00 3.85 0.05 3.90 7.70 0.53 0.33 5.00 3.85 0.05 3.90 7.75 0.53 0.33 5.00 3.85 0.05 3.90 7.80 0.53 0.33 5.00 3.85 0.05 3.90 7.85 0.53 0.33 5.00 3.85 0.05 3.90 7.90 0.53 0.33 5.00 3.85 0.05 3.90 7.95 0.53 0.33 5.00 3.85 0.05 3.90 8.00 0.53 0.33 5.00 3.85 0.05 3.90 8.05 0.53 0.33 5.00 3.85 0.05 3.90 8.10 0.53 0.33 5.00 3.85 0.05 3.90 8.15 0.53 0.33 5.00 3.85 0.05 3.90 8.20 0.53 0.33 5.00 3.85 0.05 3.90 8.25 0.53 0.33 5.00 3.85 0.05 3.90 8.30 0.53 0.33 5.00 3.85 0.05 3.90 8.35 0.53 0.33 5.00 3.85 0.05 3.90 8.40 0.53 0.33 5.00 3.85 0.05 3.90 8.45 0.53 0.33 5.00 3.85 0.05 3.90 8.50 0.53 0.33 5.00 3.85 0.05 3.90 8.55 0.53 0.33 5.00 3.85 0.05 3.90 8.60 0.53 0.33 5.00 3.85 0.05 3.90 8.65 0.53 0.33 5.00 3.85 0.05 3.90 8.70 0.53 0.33 5.00 3.85 0.05 3.90 8.75 0.53 0.33 5.00 3.85 0.05 3.90 8.80 0.53 0.33 5.00 3.85 0.05 3.90 8.85 0.53 0.33 5.00 3.85 0.05 3.90 Page 4 Liquefy.sum 8.90 0.53 0.33 5.00 3.85 0.05 3.90 8.95 0.53 0.33 .5.00 3.85 0.05 3.90 9.00 0.53 0.33 5.00 3.85 0.05 3.90 9.05 0.53 0.33 5.00 3.85 0.05 3.90 9.10 0.53 0.33 5.00 3.85 0.05 3.90 9.15 0.53 0.33 5.00 3.85 0.05 3.90 9.20 0.53 0.33 5.00 3.85 0.05 3.90 9.25 0.53 0.33 5.00 3.85 0.05 3.90 9.30 0.53 0.33 5.00 3.85 0.05 3.90 9.35 0.53 0.33 5.00 3.8S 0.05 3.90 9.40 0.53 0.33 5.00 3.85 0.05 3.90 9.45 O.S3 0.33 5.00 3.85 0.05 3.90 9.50 0.53 0.33 5.00 3.85 0.05 3.90 9.55 0.53 0.33 5.00 3.85 0.05 3.89 9.60 0.53 0.33 5.00 3.85 0.05 3.89 9.65 0.53 0.33 5.00 3.85 0.05 3.89 9.70 0.53 0.33 5.00 3.85 0.05 3.89 9.75 0.53 0.33 5.00 3.85 0.05 3.89 9.80 0.53 0.33. 5.00 3.8S 0.05 3.89 9.85 0.53 0.33 5.00 3.85 0.05 3.89 9.90 0.53 0.33 5.00 3.85 0.05 3.89 9.95 0.53 0.33 5.00 3.85 0.05 3.89 10.00 0.53 0.33 5.00 3.85 0.05 3.89 10.05 0.53 0.33 5.00 3.85 0.05 3.89 10.10 0.53 0.33 5.00 3.85 0.05 3.89 10.15 0.53 0.33 5.00 3.8S 0.05 3.89 10.20 0.53 0.33 5.00 3.85 0.05 3.89 10.25 0.53 0.33 5.00 3.85 0.05 3.89 10.30 0.53 0.33 5.00 3.85 0.05 3.89 10.35 0.53 0.33 5.00 3.85 0.05 3.89 10.40 0.53 0.33 5.00 3.85 0.05 3.89 10.45 0.53 0.33 5.00 3.85 0.05 3.89 10.50 0.53 0.33 5.00 3.85 0.05 3.89 10.55 0.53 0.33 5.00 3.85 0.05 3.89 10.60 0.53 0.33 5.00 3.85 0.05 3.89 10.65 0.53 0.33 5.00 3.85 0.05 3.89 10.70 0.53 0.33 5.00 3.8S 0.05 3.89 10.75 0.53 0.33 5.00 3.85 0.05 3:89 10.80 0.53 0.33 5.00 3.85 0.05 3.89 10.85 0.53 0.33 5.00 3.85 0.05 3.89 10.90 0.53 0.33 5.00 3.85 0.05 3.89 10.95 0.53 0.33 5.00 3.85 0.04 3.89 11.00 0.53 0.33 5.00 3.85 0.04 3.89 11.05 0.53 0.33 5.00 3.85 0.04 3.89 11.10 0.53 0.33 5.00 3.85 0.04 3.89 11.15 0.53 0.33 SAO 3.85 0.04 3.89 11.20 0.53 0.33 5.00 3.95 0.04 3.99 11.25 0.53 0.33 5.00 3.85 0.04 3.89 11.30 0.53 0.33 5.00 3.85 0.04 3.89 11.35 0.53 0.33 5.00 3.85 0.04 3.89 11.40 0.53 0.33 5.00 3.85 0.04 3.89 11.45 0.53 0.33 S.00 3.85 0.04 3.89 11.50 0.53 0.33 5.00 3.85 0.04 3.89 11.55 0.53 0.33 5.00 3.85 0.04 3.89 11.60 0.S3 0.33 5.00 3.85 0.04 3.89 11.65 0.53 0.33 5.00 3.85 0.04 3.89 11.70 0.53 0.33 5.00 3.85 0.04 3.89 11.75 0.53 0.33 5.00 3.85 0.04 3.89 11.80 0.53 0.33 5.00 3.85 0.04 3.89 11.85 0.53 0.33 5.00 3.85 0.04 3.89 11.90 0.53 0.33 5.00 3.85 0.04 3.89 11.95 O.S3 0.33 5.00 3.85 0.04 3.89 12.00 0.53 0.33 5.00 3.85 0.04 3.99 Page 5 Liquefy.sum 12.05 0.53 0.33 5.00 3.85 0.04 3.89 12.10 0.53 0.33 5.00 3.85 0.04 3.89 12.15 0.53 0.33 5.00 3.85 0.04 3.89 12.20 0.53 0.33 5.00 3.85 0.04 3.89 12.25 0.53 0.33 5.00 3.85 0.04 3.89 12.30 0.53 0.33 5.00 3.85 0.04 3.89 12.35 0.53 0.33 5.00 3.85 0.04 3.89 12.40 0.53 0.33 5.00 3.85 0.04 3.89 12.45 0.53 0.33 5.00 3.85 0.04 3.89 12.50 0.53 0.33 5.00 3.85 0.04 3.89 12.55 0.53 0.33 5.00 3.85 0.04 3.89 12.60 0.53 0.33 5.00 3.85 0.04 3.89 12.65 0.53 0.33 5.00 3.85 0.04 3.89 12.70 0.53 0.33 5.00 3.85 0.04 3.89 12.75 0.53 0.33 5.00 3.85 0.04 3.89 12.80 0.53 0.33 5.00 3.85 0.04 3.99 12.85 0.53 0.33 5.00 3.85 0.04 3.89 12.90 0.53 0.33 5.00 3.85 0.04 3.89 12.95 0.53 0.33 5.00 3.85 0.04 3.89 13.00 0.53 0.33 5.00 3.85 0.04 3.89 13.05 0.53 0.33 5.00 3.85 0.04 3.89 13.10 0.53 0.33 5.00 3.85 0.04 3.89 13.15 0.53 0.33 5.00 3.85 0.04 3.89 13.20 0.53 0.33 5.00 3.85 0.04 3.89 13.25 0.53 0.33 5.00 3.85 0.04 3.88 13.30 0'.53 0.33 5.00 3.85 0.04 3.88 13.35 0.53 0.33 5.00 3.85 0.04 3.88 13.40 0.53 0.33 5.00 3.85 0.04 3.88 13.45 0.53. 0.33 5.00 3.85 0.04 3.88 13.50 0.53 0.33 5.00 3.85 0.04 3.88 13.55 0.53 0.33 5.00 3.85 0.04 3.88 13.60 0.53 0.33 5.00 3.85 0.04 3.98 13.65 0.53 0.33 5.00 3.85 0.04 3.88 13.70 0.53 0.33 5.00 3.85 0.04 3.88 13.75 0.53 0.33 5.00 3.85 0.04 3.88 13.80 0.53 0.33 5.00 3.85 0.04 3.88 13.85 0.53 0.33 5.00 3.85 0.04 3.88 13.90 0.53 0.33 5.00 3.85 0.04 3.88 13.95 0.53 0.33 5.00 3.85 0.04 3.88 14.00 0.53 0.33 5.00 3.85 0.04 3.98 14.05 0.53 0.33 5.00 3.85 0.04 3.88 14.10 0.53 0.33 5.00 3.85 0.04 3.88 14.15 0.53 0.33 5.00 3.85 0.04 3.88 14.20 0.53 0.33 5.00 3.85 0.03 3.88 14.25 0.53 0.33 5.00 3.85 0.03 3.88 14.30 0.53 0.33 5.00 3.85 0.03 3.88 14.3S 0.53 0.33 5.00 3.85 0.03 3.88 14.40 O.S3 0.33 5.00 3.85 0.03 3.88 14.45 0.S3 0.33 5.00 3.85 0.03 3.89 14.50 0.53 0.33 5.00 3.85 0.03 3.88 14.55 0.53 0.33 5.00 3.95 0.03 3.88 14.60 0.53 0.33 5.00 3.85 0.03 3.98 14.65 0.53 0.33 5.00 3.85 0.03 3.88 14.70 0.53 0.33 5.00 3.85 0.03 3.88 14.75 0.53 0.33 5.00 3.85 0.03 3.88 14.80 0.53 0.33 5.00 3.85 0.03 3.88 14.85 0.53 0.33 5.00 3.8S 0.03 3.88 14.90 0.53 0.33 5.00 3.85 0.03 3.88 14.95 0.53 0.33 5.00 3.85 0.03 3.88 15.00 0.53 0.33 5.00 3.85 0.03 3.88 15.05 0.53 0.33 5.00 3.85 0.03 3.88 15.10 0.53 0.33 5.00 3.85 0.03 3.88 15.15 0.53 0.33 5.00 3.85 0.03 3.88 Page 6 Liquefy sum 15.20 0.53 0.33 5.00 3.85 0.03 3.89 15.25 0.53 0.33 5.00 3.85 0.03 3.98 15.30 0.53 0.33 5.00 3.85 0.03 3.88 15.35 0.53 0.33 5.00 3.85 0.03 3.88 15.40 0.53 0.33 5.00 3.85 0.03 3.88 15.45 0.53 0.33 5.00 3.85 0.03 3.88 15.50 0.53 0.33 5.00 3.85 0.03 3.88 15.55 0.53 0.33 5.00 3.85 0.03 3.88 15.60 O.S3 0.33 5.00 3.85 0.03 3.88 15.65 0.53 0.33 5.00 3.85 0.03 3.88 15.70 0.53 0.33 5.00 3.85 0.03 3.88 15.75 0.53 0.33 5.00 3.85 0.03 3.88 15.80 0.53 0.33 5.00 3.85 0.03 3.89 15.85 0.53 0.33 5.00 3.85 0.03 3.88 15.90 0.53 0.33 5.00 3.85 0.03 3.87 15.95 0.53 0.33 5.00 3.85 0.03 3.87 16.00 0.53 0.33 5.00 3.8S 0.03 3.87 16.05 0.53 0.33 5.00 3.85 0.03 3.87 16.10 0.53 0.33 5.00 3.85 0.03 3.97 16.15 0.53 0.33 5.00 3.85 0.03 3.87 16.20 0.53 0.33 5.00 3.85 0.03 3.87 16.25 0.53 0.33 5.00 3.85 0.03 3.87 16.30 0.53 0.33 5.00 3.85 0.03 3.87 16.35 0.53 0.33 5.00 3.85 0.03 3.87 16.40 0.53 0.33 5.00 3.85 0.03 3.97 16.45 0.53 0.33 5.00 3.85 0.03 3.97 16.50 0.53 0.33 5.00 3.85 0.03 3.87 16.55 0.53 0.33 5.00 3.85 0.03 3.87 16.60 0.53 0.33 5.00 3.85 0.02 3.87 16.65 0.53 0.33 5.00 3.85 0.02 3.87 16.70 0.53 0.33 5.00 3.85 0.02 3.87 16.75 0.53 0.33 5.00 3.85 0.02 3.87 16.80 0.53 0.33 5.00 3.85 0.02 3.87 16.85 0.53 0.33 5.00 3.85 0.02 3.87 16.90 0.53 0.33 5.00 3.85 0.02 3.87 16.95 0.53 0.33 5.00 3.85 0.02 3.87 17.00 0.53 0.33 5.00 3.85 0.02 3.87 17.05 0.53 0.33 5.00 3.85 0.02 3.87 17.10 0.53 0.33 5.00 3.85 0.02 3.87 17.15 0.53 0.33 5.00 3.85 0.02 3.87 17.20 0.53 0.33 5.00 3.85 0.02 3.87 17.25 0.53 0.33 5.00 3.85 0.02 3.87 17.30 0.53 0.33 5.00 3.85 0.02 3.87 17.35 0.53 0.33 5.00 3.85 0.02 3.87 17.40 0.53 0.33 5.00 3.85 0.02 3.87 17.45 0.53 0.33 5.00 3.85 0.02 3.87 17.50 0.53 0.33. 5.00 3.85 0.02 3.87 17.55 0.53 0.33 5.00 3.85 0.02 3.97 17.60 0.53 0.33 5.00 3.85 0.02 3.87 17.65 0.53 0.33 5.00 3.85 0.02 3.87 17.70 0.53 0.33 5.00 3.85 0.02 3.97 17.75 0.53 0.33 5.00 3.85 0.02 3.86 17.80 0.53 0.33 5.00 3.85 0.02 3.86 17.95 0.53 0.33 5.00 3.85 0.02 3.86 17.90 0.53 0.33 5.00 3.85 0.02 3.86 17.95 0.53 0.33 5.00 3.85 0.02 3.86 18.00 0.53 0.33 5.00 3.85 0.02 3.86 18.05 0.53 0.33 5.00 3.85 0.02 3.86 18.10 0.53 0.33 5.00 3.85 0.02 3.86 18.15 0.53 0.33 5.00 3.85 0.02 3.86 18.20 0.53 0.33 5.00 3.85 0.02 3.86 18.25 0.53 0.33 5.00 3.85 0.02 3.86 18.30 0.53 0.33 5.00 3.85 0.01 3.86 Page 7 Liquefy.sum 18.3S 0.53 0.33 5.00 3.85 0.01 3.86 18.40 0.53 0.33 5.00 3.85 0.01 3.86 18.45 0.53 0.33 5.00 3.85 0.01 3.86 18.50 0.53 0.33 5.00 3.85 0.01 3.86 18.55 0.53 0.33 5.00 3.85 0.01 3.86 18.60 0.53 0.33 5.00 3.85 0.01 3.86 18.65 0.53 0.33 5.00 3.85 0.01 3.86 18.70 0.S3 0.33 5.00 3.85 0.01 3.86 18.75 0.53 0.33 5.00 3.85 0.01 3.86 18.80 0.53 0.33 5.00 3.85 0.01 3.86 18.85 0.53 0.33 5.00 3.85 0.01 3.86 18.90 0.53 0.33 5.00 3.85 0.01 3.86 18.9S 0.53 0.33 5.00 3.85 0.01 3.86 19.00 0.53 0.33 5.00 3.85 0.01 3.86 19.05 0.53 0.33 5.00 3.85 0.01 3.86 19.10 O.S3 0.33 5.00 3.8S 0.01 3.86 19.15 0.53 0.33 5.00 3.85 0.01 3.86 19.20 0.53 0.33 5.00 3.85 0.01 3.86 19.25 0.53 0.33 5.00 3.85 0.01 3.85 19.30 0.53 0.33 5.00 3.85 0.01 3.85 19.35 0.53 0.33 5.00 3.85 0.01 3.85 19.40 0.53 0.33 5.00 3.85 0.01 3.85 19.4S 0.53 0.33 5.00 3.85 0.01 3.85 19.50 0.47 0.33 5.00 3.85 0.01 3.85 19.55 0.44 0.33 5.00 3.85 0.01 3.85 19.60 0.42 0.33' 5.00 3.85 0.00 3.85 19.65 0.41 0.32 5.00 3.85 0.00 3.85 19.70 0.40 0.32 5.00 3.85 0.00 3.85 19.75 0.39 0.32 5.00 3.85 0.00 3.85 19.80 0.38 0.32 5.00 3.85 0.00 3.85 19.85 0.38 0.32 5.00 3.85 0.00 3.85 19.90 0.37 0.32 5.00 3.85 0.00 3.85 19.95 0.36 0.32 5.00 3.85 0.00 3.85 20.00 0.36 0.32 5.00 3.85 0.00 3.85 20.05 0.36 0.32 1.10 3.85 0.00 3.85 20.10 0.35 0.33 1.09 3.95 0.00 3.85 20.15 0.35 0.33 1.09 3.84 0.00 3.84 20.20 0.35 0.33 1.08 3.84 0.00 3.84 20.25 0.35 0.33 1.07 3.84 0.00 3.84 20.30 0.35 0.33 1.07 3.84 0.00 3.84 20.35 0.35 0.33 1.06 3.84 0.00 3.84 20.40 0.34 0.33 1.05 3.84 0.00 3.84 20.45 0.34 0.33 1.05 3.84 0.00 3.84 20.50 0.34 0.33 1.04 3.84 0.00 3.84 20.55 0.34 0.33 1.03 3.84 0.00 3.84 20.60 0.34 0.33 1.03 3.83 0.00 3.83 20.65 0.34 0.33 1.02 3.83 0.00 3.83 20.70 0.33 0.33 1.02 3.83 0.00 3.83 20.7S 0.33 0.33 1.01 3.83 0.00 3.83 20.80 0.33 0.33 1.01 3.83 0.00 3.83 20.85 0.33 0.33 1.00* 3.82 0.00 3.82 20.90 0.33 0.33 0.99* 3.82 0.00 3.82 20.95 0.33 0.33 0.99* 3.82 0.00 3.82 21.00 0.33 0.33 0.98* 3.81 0.00 3.81 21.05 0.32 0.33 0.98* 3.81 0.00 3.81 21.10 0.32 0.33 0.97* 3.81 0.00 3.81 21.15 0.32 0.33 0.97* 3.80 0.00 3.80 21.20 0.32 0.33 0.96* 3.80 0.00 3.80 21.25 0.32 0.33 0.96* 3.80 0.00 3.80 21.30 0.32 0.33 0.95* 3.79 0.00 3.79 21.35 0.32 0.33 0.95* 3.79 0.00 3.79 21.40 0.31 0.33 0.94* 3.78 0.00 3.78 21.45 0.31 0.33 0.94* 3.78 0.00 3.78 Page 8 Liquefy.sum 21.50 0.31 0.33 0.93* 3.78 0.00 3.78 21.55 -0.31 0.33 0.93* 3.77 0.00 3.77 21.60 0.31 0.33 0.92* 3.77 0.00 3.77 21.65 0.31 0.34 0.92* 3.76 0.00 3.76 21.70 0.31 0.34 0.92* 3.76 0.00 3.76 21.75 0.31 0.34 0.91* 3.75 0.00 3.75 21.80 0.30 0.34 0.91* 3.74 0.00 3.74 21.85 0.30 0.34 0.90* 3.74 0.00 3.74 21.90 0.30 0.34 0.90* 3.73 0.00 3.73 21.95 0.30 0.34 0.89* 3.73 0.00 3.73 22.00 0.30 0.34 0.89* 3.72 0.00 3.72 22.05 0.30 0.34 0.89* 3.71 0.00 3.71 22.10 0.30 0.34 0.88* 3.71 0.00 3.71 22.15 0.30 0.34 0.88* 3.70 0.00 3.70 22.20 0.30 0.34 0.87* 3.70 0.00 3.70 22.25 0.29 0.34 0.87* 3.69 0.00 3.69 22.30 0.29 0.34 0.87* 3.68 0.00 3.68 22.35 0.29 0.34 0.86* 3.68 0.00 3.68 22.40 0.29 0.34 0.86* 3.67 0.00 3.67 22.45 0.29 0.34 0.85* 3.66 0.00 3.66 22.50 0.29 0.34 0.85* 3.66 0.00 3.66 22.55 0.29 0.34 0.85* 3.65 0.00 3.65 22.60 0.29 0.34 0.84* 3.65 0.00 3.65 22.6S 0.29 0.34 0.84* 3.64 0.00 3.64 22.70 0.29 0.34 0.84* 3.63 0.00 3.63 22.75 0.28 0.34 0.83* 3.63 0.00 3.63 22.80 0.28 0.34 0.83* 3.62 0.00 3.62 22.85 0.28 0.34 0.83* 3.61 0.00 3.61 22.90 0.28 0.34 .0.82* 3.61 0.00 3.61 22.95 .0.28 0.34 0.82* 3.60 0.00 3.60 23.00 0.28 0.34 0.81* 3.59 0.00 3.59 23.05 0.28 0.34 0.81* 3.59 0.00 3.59 23.10 0.28 0.34 0.81* 3.58 0.00 3.58 23.15 0.28 0.34 0.80* 3.57 0.00 3.57 23.20 0.28 0.34 0.80* 3.57 0.00 3.57 23.25 0.28 0.34 0.80* 3.56 0.00 3.56 23.30 0.27 0.34 0.80* 3.55 0.00 3.55 23.35 0.27 0.35 0.79* 3.54 0.00 3.54 23.40 0.27 0.35 0.79* 3.54 0.00 3.54 23.45 0.27 0.35 0.79* 3.53 0.00 3.53 23.50 0.27 0.35 0.78* 3.52 0.00 3.52 23.55 0.27 0.35 0.78* 3.52 0.00 3.52 23.60 0.27 0.35 0.78* 3.51 0.00 3.51 23.65 0.27 0.35 0.77* 3.50 0.00 3.50 23.70 0.27 0.35 0.77* 3.50 0.00 3.50 23.75 0.27 0.35 0.77* 3.49 0.00 3.49 23.80 0.27 0.35 0.76* 3.48 0.00 3.48 23.85 0.26 0.35 0.76* 3.47 0.00 3.47 23.90 0.26 0.35 0.76* 3.47 0.00 3.47 23.95 0.26 0.35 0.76* 3.46 0.00 3.46 24.00 0.26 0.35 0.75* 3.45 0.00 3.45 24.05 0.26 0.35 0.75* 3.44 0.00 3.44 24.10 0.26 0.35 0.75* 3.44 0.00 3.44 24.15 0.26 0.35 0.74* 3.43 0.00 3.43 24.20 0.26 0.35 0.74* 3.42 0.00 3.42 24.25 0.26 0.35 0.74* 3.41 0.00 3.41 24.30 0.26 0.35 0.74* 3.41 0.00 3.41 24.35 0.26 0:35 0.73* 3.40 0.00 3.40 24.40 0.26 0.35 0.73* 3.39 0.00 3.39 24.45 0.26 0.35 0.73* 3.38 0.00 3.38 24.50 0.25 0.35 0.72* 3.38 0.00 3.38 24.55 0.25 0.35 0.72* 3.37 0.00 3.37 24.60 0.25 0.35 0.72* 3.36 0.00 3.36 Page 9 Liquefy.sum 24.65 0.25 0.35 0.72* 3.35 0.00 3.35 24.70 0.25 0.35 0.71* 3.35 0.00 3.35 24.75 0.25 0.35 0.71* 3.34 0.00 3.34 24.80 0.25 0.35 0.71* 3.33 0.00 3.33 24.85 0.25 0.35 0.71* 3.32 0.00 3.32 24.90 0.25 0.35 0.70* 3.31 0.00 3.31 24.95 0.25 0.35 0.71* 3.31 0.00 3.31 25.00 0.25 0.35 0.70* 3.30 0.00 3.30 25.05 0.25 0.35 0.70* 3.29 0.00 3.29 2S.10 0.25 0.35 0.70* 3.28 0.00 3.28 25.15 0.25 0.36 0.70* 3.27 0.00 3.27 25.20 0.25 036 0.71* 3.27 0.00 3.27 25.25 0.25 0.36 0.71* 3.26 0.00 3.26 25.30 0.25 0.36 0.71* 3.25 0.00 3.25 25.35 0.25 0.36 0.71* 3.24 0.00 3.24 25.40 0.25 0.36 0.71* 3.23 0.00 3.23 25.45 0.25 0.36 0.71* 3.23 0.00 3.23 2S.50 0.25 0.36 0.71* 3.22 0.00 3.22 25.55 0.25 0.36 0.71* 3.21 0.00 3.21 25.60 0.25 0.36 0.71* 3.20 0.00 3.20 25.65 0.25 0.36 0.71* 3.20 0.00 3.20 25.70 0.25 0.36 0.71* 3.19 0.00 3.19 25.7S 0.25 0.36 0.71* 3.18 0.00 3.18 25.80 0.26 0.36 0.71* 3.17 0.00 3.17 25.85 0.26 0.36 0.71* 3.16 0.00 3.16 25.90 0.26 0.36 0.71* 3.16 0.00 3.16 25.95 0.26 0.36 0.71* 3.15 0.00 3.15 26.00 0.26 0.36 0.71* 3.14 0.00 3.14 26.05 0.26 0.36 0.72* 3.13 0.00 3.13 26.10 0.26 0.36 0.72* 3.13 0.00 3.13 26.15 0.26 0.36 0.72* 3.12 0.00 3.12 26.20 0.26 0.36 0.72* 3.11 0.00 3.11 26.25 0.26 0.36 0.72* 3.10 0.00 3.10 26.30 0.26 0.36 0.72* 3.10 0.00 3.10 26.35 0.26 0.36 0.72* 3.09 0.00 3.09 26.40 .0.26 0.36 0.72* 3.08 0.00 3.08 26.45 0.26 0.36 0.72* 3.07 0.00 3.07 26.50 0.26 0.36 0.72* 3.06 0.00 3.06 26.55 0.26 0.36 0.72* 3.06 0.00 3.06 26.60 0.26 0.36 0.72* 3.05 0.00 3.05 26.65 0.26 0.36 0.72* 3.04 0.00 3.04 26.70 0.26 0.36 0.72* 3.03 0.00 3.03 26.75 0.26 0.36 0.72* 3.03 0.00 3.03 26.80 0.26 0.36 0.72* 3.02 0.00 3.02 26.85 0.26 0.36 0.72* 3.01 0.00 3.01 26.90 0.26 0.36 0.73* 3.00 0.00 3.00 26.95 0.26 0.36 0.73* 3.00 0.00 3.00 27.00 0.26 0.36 0.73* 2.99 0.00 2.99 27.05 0.27 0.36 0.73* 2.98 0.00 2.98 27.10 0.27 0.36 0.73* 2.97 0.00 2.97 27.15 0.27 0.37 0.73* 2.97 0.00 2.97 27.20 0.27 0.37 0.73* 2.96 0.00 2.96 27.25 0.27 0.37 0.73* 2.95 0.00 2.95 27.30 0.27 0.37, 0.73* 2.95 0.00 2.95 27.35 0.27 0.37 0.73* 2.94 0.00 2.94 27.40 0.27 0.37 0.73* 2.93 0.00 2.93 27.45 0.27 0.37 0.73* 2.92 0.00 2.92 27.50 0.27 0.37 0.73* 2.92 0.00 2.92 27.55 0.27 0.37 0.73* 2.91 0.00 2.91 27.60 0.27 0.37 0.73* 2.90 0.00 2.90 27.65 0.27 0.37 0.73* 2.89 0.00 2.89 27.70 0.27 0.37 0.73* 2.89 0.00 2.89 27.75 0.27 0.37 0.73* 2.88 0.00 2.88 Page 10 Liquefy.sum 27.80 0.27 0.37 0.73* 2.87 0.00 2.87 27.85 0.27 0.37 0.74* 2.86 0.00 2.86 27.90 0.28 0.37 0.77* 2.86 0.00 2.86 27.95 0.28 0.37 0.77* 2.85 0.00 2.85 28.00 0.28 0.37 0.77* 2.94 0.00 2.84 28.05 0.29 0.37 0.77* 2.84 0.00 2.84 28.10 0.29 0.37 0.77* 2.83 0.00 2.83 28.15 0.29 0.37 0.77* 2.82 0.00 2.82 28.20 0.29 0.37 0.77* 2.82 0.00 2.82 28.25 0.29 0.37 0.77* 2.81 0.00 2.81 28.30 0.29 0.37 0.78* 2.80 0.00 2.80 28.35 0.29 0.37 0.78* 2.80 0.00 2.80 28.40 0.29 0.37 0.78* 2.79 0.00 2.79 28.45 0.29 0.37 0.78* 2.78 0.00 2.78 28.50 0.29 0.37 0.78* 2.78 0.00 2.78 28.55 0.29 0.37 0.78* 2.77 0.00 2.77 28.60 0.29 0.37 0.78* 2.76 0.00 2.76 28.65 0.29 0.37 0.78* 2.76 0.00 2.76 28.70 0.29 0.37 0.78* 2.75 0.00 2.75 28.75 0.29 0.37 0.78* 2.74 0.00 2.74 28.80 0.29 0.37 0.78* 2.74 0.00 2.74 28.85 0.29 0.37 0.78* 2.73 0.00 2.73 28.90 0.29 0.37 0.78* 2.72 0.00 2.72 28.95 0.29 0.37 0.79* 2.72 0.00 2.72 29.00 0.29 0.37 0.79* 2.71 0.00 2.71 29.05 0.29 0.37 0.79* 2.70 0.00 2.70 29.10 0.29 0.37 0.79* 2.70 0.00 2.70 .29.15 0.30 0.37 0.79* 2.69 0.00 2.69 29.20 0.30 0.37 0.79* 2.68 0.00 2.68 29.25 0.30 0.37 0.79* 2.68 0.00 2.68 29.30 0.30 0.38 0.79* 2.67 0.00 2.67 29.35 0.30 0.38 0.79* 2.66 0.00 2.66 29.40 0.30 0.38 0.79* 2.66 0.00 2.66 29.45 0.30 0.38 0.79* 2.65 0:00 2.65 29.50 0.30 0.38 0.79* 2.64 0.00 2.64 29.55 0.30 0.38 0.79* 2.64 0.00 2.64 29.60 0.30 0.38 0.80* 2.63 0.00 2.63 29.65 0.30 0.38 0.80* 2.63 0.00 2.63 29.70 0.30 0.38 0.80* 2.62 0.00 -2.62 29.75 0.30 0.38 0.80* 2.61 0.00 2.61 29.80 0.30 0.38 0.80* 2.61 0.00 2.61 29.85 0.30 0.38 0.80* 2.60 0.00 2.60 29.90 0.30 0.38 0.80* 2.59 0.00 2.59 29.95 0.30 0.38 0.80* 2.59 0.00 2.59 30.00 0.30 0.38 0.80* 2.58 0.00 2.58 30.05 0.30 0.38 0.80* 2.57 0.00 2.57 30.10 0.30 0.38 0.79* 2.57 0.00 2.57 30.15 0.30 0.38 0.79* 2.56 0.00 2.56 30.20 0.30 0.38 0.78* 2.55 0.00 2.55 30.25 0.29 0.38 0.78* 2.55 0.00 2.55 30.30 0.29 0.38 0.77* 2.54 0.00 2.54 30.35 0.29 0.38 0.77* 2.54 0.00 2.54 30.40 0.29 0.38 0.76* 2.53 0.00 2.53 30.45 0.29 0.38 0.76* 2.52 0.00 2.52 30.50 0.28 0.38 0.75* 2.52 0.00 2.52 30.55 0.28 0.38 0.75* 2.51 0.00 2.51 30.60 0.28 0.38 0.74* 2.50 0.00 2.50 30.65 0.28 0.38 0.74* 2.49 0.00 2.49 30.70 0.28 0.38 0.73* 2.49 0.00 2.49 30.75 0.28 0.38 0.73* 2.48 0.00 2.48 30.80 0.27 0.38 0.72* 2.47 0.00 2.47 30.85 0.27 0.38 0.72* 2.47 0.00 2.47 30.90 0.27 0.38 0.71* 2.46 0.00 2.46 Page 11 Liquefy.sum 30.95 0.27 .0.38 0.71* 2.45 0.00 2.45 31.00 0.27 0.38 0.71* 2.44 0.00 2.44 31.05 0.27 0.38 0.70* 2.44 0.00 2.44 31.10 0.27 0.38 0.70* 2.43 0.00 2A3 31.15 0.26 0.38 0.69* 2.42 0.00 2.42 31.20 0.26 0.38 0.69*. 2.42 0.00 2.42 31.25 0.26 0.38 0.69* 2.41 0.00 2.41 31.30 0.26 0.38 0.68* 2.40 0.00 2.40 31.35 0.26 0.38 0.68* 2.39 0.00 2.39 31.40 0.26 0.38 0.67* 2.39 0.00 2.39 31.45 0.26 0.38 0.67* 2.38 0.00 2.38 31.50 0.25 0.38 0.67* 2.37 0.00 2.37 31.55 0.25 0.38 0.66* 2.36 0.00 2.36 31.60 0.25 0.38 0.66* 2.35 0.00 2.35 31.65 0.25 0.38 0.65* 2.35 0.00 2.35 31.70 0.25 0.38 0.65* 2.34 0.00 2.34 31.75 0.25 0.38 0.65* 2.33 0.00 2.33 31.80 0.25 0.38 0.64* 2.32 0.00 2.32 31.85 0.24 0.38 0.64* 2.32 0.00 2.32 31.90 0.24 0.38 0.64* 2.31 0.00 2.31 31.95 0.24 0.38 0.63* 2.30 0.00 2.30 32.00 0.24 0.38 0.63* 2.29 0.00 2.29 32.05 0.24 0.38 0.63* 2.28 0.00 2.28 32.10 0.24 0.38 0.62* 2.27 0.00 2.27 32.15 0.24 0.38 0.62* 2.27 0.00 2.27 32.20 0.24 0.38 0.62* .2.26 0.00 2.26 32.25 0.23 0.38 0.61* 2.25 0.00 2.25 32.30 0.23 0.39 0.61* 2.24 0.00 2.24 32.35 0.23 0.38 0.61* 2.23 0.00 2.23 32.40 0.23 0.38 0.60* 2.22 0.00 2.22 32.45 0.23 0.38 0.60* 2.22 0.00 2.22 32.50 0.23 0.38 0.60* 2.21 0.00 2.21 32.55 .0.23 0.38 0.59* 2.20 0.00 2.20 32.60 0.23 0.38 0.59* 2.19 0.00 2.19 32.65 0.22 0.38 0.59* 2.18 0.00 2.18 32.70 0.22 0.38 0.58* 2.17 0.00 2.17 32.7S 0.22 0.38 0.58* 2.16 0.00 2.16 32.80 0.22 0.38 0.58* 2.16 0.00 2.16 32.85 0.22 0.38 0.57* 2.15 0.00 2.15 32.9O 0.22 0.38 0.57* 2.14 0.00 2.14 32.95 0.22 0.38 0.57* 2.13 0.00 2.13 33.00 0.22 0.38 0.56* 2.12 0.00 2.12 33.05 0.21 0.38 0.56* 2.11 0.00 2.11 33.10 0.21 0.38 0.56* 2.10 0.00 2.10 33.15 0.21 0.38 0.55* 2.09 0.00 2.09 33.20 0.21 0.38 0.55* 2.08 0.00 2.08 33.25 0.21 0.38 0.55* 2.07 0.00 2.07 33.30 0.21 0.38 0.55* 2.06 0.00 2.06 33.35 0.21 0.38 0.54* 2.06 0.00 2.06 33.40 0.21 0.38 0.54* 2.05 0.00 2.05 33.45 0.21 0.38 0.54* 2.04 0.00 2.04 33.50 0.20 0.38 0.53* 2.03 0.00 2.03 33.55 0.20 0.38 0.53* 2.02 0.00 2.02 33.60, 0.20 0.38 0.53* 2.01 0.00 2.01 33.65 0.20 0.38 0.52* 2.00 0.00 2.00 33.70 0.20 0.38 0.52* 1.99 0.00 1.99 33.75 0.20 0.38 0.52* 1.98 0.00 1.98 33.80 0.20 0.38 0.52* 1.97 0.00 1.97 33.85 0.20 0.38 0.51* 1.96 0.00 1.96 33.90 0.20 0.38 0.51* 1.95 0.00 1.95 33.95 0.19 0.38 0.51* 1.94 0.00 1.94 34.00 0.19 0.38 0.50* 1.93 0.00 1.93 34.05 0.19 0.38 0.50* 1.92 0.00 1.92 Page 12 Liquefy.sum 34.10 0.19 0.38 0.50* 1.91 0.00 1.91 34.15 0.19 0.38 0.50* 1.90 0.00 1.90 34.20 0.19 0.38 0.49* 1.89 0.00 1.89 34.25 0.19 0.38 0.49* 1.88 0.00 1.88 34.30 0.19 0.38 0.49* 1.87 0.00 1.87 34.35 0.19 0.38 0.48* 1.86 0.00 1.86 34.40 0.19 0.38 9.48* 1.95 0.00 1.85 34.45 0.18 0.38 0.48* 1.84 0.00 1.84 34.50 0.18 0.38 0.48* 1.83 0.00 1.83 34.55 0.18 0.38 0.47* 1.82 0.00 1.82 34.60 0.18 0.38 0.47* 1.81 0.00 1.81 34.65 0.18 0.38 0.47* 1.80 0.00 1.80 34.70 0.18 0.39 0.47* 1.78 0.00 1.78 34.75 0.18 0.38 0.46* 1.77 0.00 1.77 34.80 0.18 0.38 0.46* 1.76 0.00 1.76 34.85 0.18 0.39 0.46* 1.75 0.00 1.75 34.90 0.17 0.39 0.45* 1.74 0.00 1.74 34.95 0.17 0.39 0.45* 1.73 0.00 1.73 35.00 0.17 0.39 0.45* 1.72 0.00 1.72 35.05 0.17 0.39 0.45* 1.71 0.00 1.71 35.10 0.17 0.39 0.45* 1.70 0.00 1.70 35.15 0.18 0.39 0.46* 1.69 0.00 1.69 35.20 0.18 0.39 0.46* 1.68 0.00 1.68 35.25 0.18 0.39 0.46* 1.66 0.00 1.66 35.30 0.18 0.39 0.46* 1.65 0.00 1.65 35.35 0.18 0.39 0.47* 1.64 0.00 1.64 35.40 0.18 0.39 0.47* 1.63 0.00 1.63 35.45 0.18 0.39 0.47* 1.62 0.00 1.62 35.50 0.18 0.39 0.47* 1.61 0.00 1.61 35.55 0.18 0.39 0.48* 1.60 0.00 1.60 35.60 0.18 0.39 0.48* 1.59 0.00 1.59 35.65 0.19 0.39 0.48* 1.58 0.00 1.58 35.70 0.19 0.39 0.48* 1.57 0.00 1.57 35.75 0.19 0.39 0.49* 1.56 0.00 1.56 35.80 0.19 0.39 0.49* 1.55 0.00 1.55 35.85 0.19 0.39 0.49* 1.54 0.00 1.54 35.90 0.19 0.39 0.49* 1'53 0.00 1.53 35.95 0.19 0.39 0.50* 1.52 0.00 1.52 36.00 0.19 0.39 0.50* 1.51 0.00 1.51 36.05 0.19 0.39 0.50* 1.50 0.00 1.50 36.10 0.19 0.39 0.50* 1.49 0.00 1.49 36.15 0.20 0.39 0.51* 1.48 0.00 1.48 36.20 0.20 0.39 0.51* 1.47 0.00 1.47 36.25 0.20 0.39 0.51* 1.46 0.00 1.46 36.30 0.20 0.39 0.51* 1.45 0.00 1.45 36.35 0.20 0.39 0.52* 1.44 0.00 1.44 36.40 0.20 0.39 0.52* 1.43 0.00 1.43 36.45 0.20 0.39 0.52* 1.42 0.00 1.42 36.50 0.20 0.39 0.52* 1.41 0.00 1.41 36.55 0.20 0.39 0.53* 1.40 0.00 1.40 36.60 0.20 0.39 0.53* 1.39 0.00. 1.39 36.65 0.21 0.39 0.53* 1.38 0.00 1.38 36.70 0.21 0.39 0.53* 1.37 0.00 1.37 36.75 0.21 0.39 0.54* 1.36 0.00 1.36 36.80 0.21 0.39 0.54* 1.35 0.00 1.35 36.85 0.21 0.39 0.54* 1.35 0.00 1.35 36.90 0.21 0.39 0.55* 1.34 0.00 1.34 36.95 0.21 0.39 0.55* 1.33 0.00 1.33 37.00 0.21 0.39 0.55* 1.32 0.00 1.32 37.05 0.21 0.39 0.55* 1.31 0.00 1.31 37.10 0.21 0.39 0.56* 1.30 0.00 1.30 37.15 0.22 0.39 0.56* 1.29 0.00 1.29 37.20 0.22 0.39 0.56* 1.28 0.00 1.28 Page 13 Liquefy.sum 37.25 0.22 0.39 0.56* 1.27 0.00 1.27 37.30 0.22 0.39 0.57* 1.27 0.00 1.27 37.35 0.22 0.39 0.57* 1.26 0.00 1.26 37.40 0.22 0.39 0.57* 1.25 0.00 1.25 37.45 0.22 0.39 0.57* 1.24 0.00 1.24 37.50 0.22 0.39 0.58* 1.23 0.00 1.23 37.5S 0.22 0.39 0.58* 1.22 0.00 1.22 37.60 0.23 0.39 0.58* 1.21 0.00 1.21 37.65 0.23 0.39 0.59* 1.21 0.00 1.21 37.70 0.23 0.39 0.59* 1.20 0.00 1.20 37.75 0.23 0.39 0.59* 1.19 0.00 1.19 37.80 0.23 0.39 0.59* 1.18 0.00 1.18 37.85 0.23 0.39 0.60* 1.17 0.00 1.17 37.90 0.23 0.39 0.60* 1.16 0.00 1.16 37.95 0.23 0.39 0.60* 1.16 0.00 1.16 38.00 0.23 0.39 0.61* 1.15 0.00 1.15 38.05 0.24 0.39 0.61* 1.14 0.00 1.14 38.10 0.24 0.39 0.61* 1.13 0.00 1.13 38.15 0.24 0.39 0.61* 1.12 0.00 1.12 38.20 0.24 0.39 0.62* 1.11 0.00 1.11 38.2S 0.24 0.39 0.62* 1.11 0.00 1.11 38.30 0.24 0.39 0.62* 1.10 0.00 1.10 38.35 0.24 0.39 0.63* 1.09 0.00 1.09 38.40 0.24 0.39 0.63* 1.08 0.00 1.08 38.4S 0.24 0.39 0.63* 1.08 0.00 1.08 38.50 0.2S 0.39 0.64* 1.07 0.00 1.07 38.55 0.25 0.39 0.64* 1.06 0.00 1.06 38.60 0.25 0.39 0.64* 1.05 0.00 1.05 38.65 0.25 0.39 0.64* 1.04 0.00 1.04 38.70 0.25 0.39 0.65* 1.04 0.00 1.04 38.75 0.25 0.39 0.65* 1.03 0.00 1.03 39.80 0.25 0.39 0.65* 1.02 0.00 1.02 38.85 0.25 0.39 0:66* 1.01 0.00 1.01 38.90 0.26 039 0.66* 1.01 0.00 1.01 38.95 0.26 0.39 0.66* 1.00 0.00 1.00 39.00 0.26 0.39 0.67* 0.99 0.00 0.99 39.05 0.26 0.39 0.67* 0.98 0.00 0.98 39.10 0.26 0.39 0.67* 0.98 0.00 0.98 39.15 0.26 0.39 0.68* 0.97 0.00 0.97 39.20 0.26 0.39 0.68* 0.96 0.00 0.96 39.25 0.26 0.39 0.68* 0.96 0.00 0.96 39.30 0.27 0.39 0.69* 0.95 0.00 0.95 39.35 0.27 0.39 0.69* 0.94 0.00 0.94 39.40 0.27 0.39 0.69* 0.93 0.00 0.93 39.45 0.27 0.39 0.70* 0.93 0.00 0.93 39.50 0.27 0.39 0.70* 0.92 0.00 0.92 39.55 0.27 0.39 0.71* 0.91 0.00 0.91 39.60 0.27 0.39 0.71* 0.91 0.00 0.91 39.65 0.28 0.39 0.71* 0.90 0.00 0.90 39.70 0.28 0.39 0.72* 0.89 0.00 0.89 39.75 0.28 0.39 0.72* 0.89 0.00 0.89 39.80 0.28 0.39 0.72* 0.88 0.00 0.88 39.85 0.28 0.39 0.73* 0.87 0.00 0.87 39.90 0.28 0.39 0.73* 0.87 0.00 0.87 39.95 0.28 0.39 0.74* 0.86 0.00 0.86 40.00 0.29 0.39 0.74* 0.85 0.00 0.85 40.05 0.29 0.39 0.74* 0.85 0.00 0.85 40.10 0.29 0.39 0.75* 0.84 0.00 0.84 40.15 0.29 0.39 0.75* 0.83 0.00 0.83 40.20 0.29 0.39 0.75* 0.83 0.00 0.83 40.25 0.29 0.39 0.75* 0.82 0.00 0.82 40.30 0.29 0.39 0.76* 0.82 0.00 0.82 40.35 0.29 0.39 0.76* 0.81 0.00 0.81 Page 14 Liquefy.sum 40.40 0.29 0.39 0.76* 0.80 0.00 0.80 40.45 0.30 0.39 0.77* 0.80 0.00 0:80 40.50 0.30 0.39 0.77* 0.79 0.00 0.79 40.55 0.30 0.39 0.77* 0.78 0.00 0.78 40.60 0.30 0.39 0.78* 0.78 0.,00 0.78 40.65 0.30 0.39 0.78* 0.77 0.00 0.77 40.70 0.30 0.39 0.78* 0.77 0.00 0.77 40.75 0.30 0.39 0.79* 0.76 0.00 0.76 40.80 0.30 0.39 0.79* 0.75 0.00 0.75 40.85 0.31 0.39 0.79* 0.75 0.00 0.75 40.90 0.31 0.39 0.80* 0.74 0.00 0.74 40.95 0.31 0.39 0.80* 0.74 0.00 0.74 41.00 .0.31 0.39 0.80* 0.73 0.00 0.73 41.05 0.31 0.39 0.81* 0.72 0.00 0.72 41.10 0.31 0.39 0.81* 0.72 0.00 0.72 41.15 0.31 0.39 0.81* 0.71 0.00 0.71 41.20 0.31 0.39 0.82* 0.71 0.00 0.71 41.25 0.32 0.39 0.82* 0.70 0.00 0.70 41.30 0.32 0.39 0.82* 0.70 0.00 0.70 41.35 0.32 0.39 0.83* 0.69 0.00 0.69 41.40 0.32 0.39 0.83* 0.69 0.00 0.69 41.45 0.32 0.39 0.83* 0.68 0.00 0.68 41.50 0.32 0.39' 0.84* 0.68 0.00 0.68 41.55 0.32 0.39 0.84* 0.67 0.00 0.67 41.60 0.33 0.39 0.85* 0.67 0.00 0.67 41.65 0.33 0.39 0.85* 0.66 0.00 0.66 41.70 0.33 0.39 0.85* 0.66 0.00 0.66 41.75 0.33 0.39 0.86* 0.65 0.00 0.65 41.80 0.33 0.39 0.86* 0.65 0.00 0.65 41.85 0.33 0.39 0.87* 0.64 0.00 0.64 41.90 0.34 0.39 0.87* 0.64 0.00 0.64 41.95 0.34 0.39 0.88* 0.64 0.00 0.64 42.00 0.34 0.39 0.88* 0.63 O.OQ 0.63 42.05 0.34 0.39 0.88* 0.63 0.00 0.63 42.10 0.34 0.39 0.89* 0.62 0.00 0.62 42.15 0.34 0.39 0.89* 0.62 0.00 0.62 42.20 0.35 0.39 0.90* 0.62 0.00 0.62 42.25 0.35 0.39 0.90* 0.61 0.00 0.61 42.30 0.35 0.39 0.91* 0.61 0.00 0.61 42.35 0.35 0.39 0.92* 0.60 0.00 0.60 42.40 0.35 0.39 0.92* 0.60 0.00 0.60 42.45 0.36 0.39 0.93* 0.60 0.00 0.60 42.50 0.36 0.38 0.93* 0.59 0.00 0.59 42.55 0.36 0.38 0.94* 0.59 0.00 0.59 42.60 0.36 0.38 0.95* 0.59 0.00 0.59 42.65 0.37 0.38 0.95* 0.58 0.00 0.58 42.70 0.37 0.38 0.96* 0.59 0.00 0.58 42.75 0.37 0.38 0.97* 0.58 0.00 0.58 42.80 0.38 0.39 0.98* 0.58 0.00 0.58 42.85 0.38 0.38 0.99* 0.57 0.00 0.57 42.90 0.38 0.38 1.00* 0.57 0.00 0.57 42.95 0.39 0.38 1.01 0.57 0.00 0.57 43.00 0.39 0.38 1.02 0.57 0.00 0.57 43.05 0.40 0.38 1.04 0.56 0.00 0.56 43.10 0.40 0.38 1.05 0.56 0.00 0.56 43.15 0.41 0.38 1.07 0.56 0.00 0.56 43.20 0.42 0.38 1.09 0.56 0.00 0.56 43.25 0.43 0.38 1.12 0.56 0.00 0.56 43.30 0.44 0.39 1.16 0.56 0.00 0.56 43.35 0.46 0.38 1.20 0.55 0.00 0.55 43.40 0.48 0.38 1.26 0.55 0.00 0.55 43.45 0.48 0.38 1.26 0.55 0.00 0.55 43.50 0.48 0.38 1.26 0.55 0.00 0.55 Page 15 Liquefy.sum 43.55 0.48 0.38 1.26 0.55 0.00 0.55 43.60 0.48 0.38 1.26 0.55 0.00 0.55 43.65 0.48 0.38 1.26 0.55 0.00 0.55 43.70 0.48 0.38 1.26 0.55 0.00 0.55 43.75 0.48 0.38 1.26 0.54 0.00 0.54 43.80 0.48 0.38 1.26 0.54 0.00 0.54 43.85 0.48 0.38 1.26 0.54 0.00 0.54 43.90 0.48 0.38 1.26 0.54 0.00 0:54 43.95 0.48 0.38 1.26 0.54 0.00 0.54 44.00 0.48 0.38 1.26 0.54 0.00 0.54 44.05 0.48 0.38 1.26 0.54 0.00 0.54 44.10 0.48 0.38 1.26 0.54 0.00 0.54 44.15 0.48 0.38 1.26 0.54 0.00 0.54 44.20 0.48 0.38 1.26 0.54 0.00 0.54 44.25 0.48 0.38 1.26 0.54 0.00 0.54 44.30 0.48 0.38 1.26 0.53 0.00 0.53 44.35 0.48 0.38 1.26 0.53 0.00 0.53 44.40 0.48 0.38 1.26 0.53 0.00 0.53 44.45 0.48 0.38 1.26 0.53 0.00 0.53 44.50 0.48 0.38 1.26 0.53 0.00 0.53 44.55 0.48 0.38 1.26 0.53 0.00 0.53 44.60 0.48 0.38 1.26 0.S3 0.00 0.53 44.65 0.48 0.38 1.26 0.53 0.00 0.53 44.70 0.48 0.38 1.26 0.53 0.00 0.53 44.75 0.48 0.38 1.26 0.53 0.00 0.53 44.80 0.48 0.38 1.26 0.53 0.00 0.53 44.85 0.48 0.38 1.26 0.53 0.00 0.53 44.90 0.48 0.38 1.26 0.53 0.00 0.53 44.95 0.48 0.38 1.26 0.52 0.00 0.52 45.00 0.48 0.38 1.26 0.52 0.00 0.52 45.05 0.48 0.38 1.26 0.52 0.00 0.52 45.10 0.48 0.38 1.26 0.52 0.00 0.52 45.15 0.48 0.38 1.26 0.52 0.00 0.52 45.20 0.48 0.38 1.26 0.52 0.00 0.52 45.25 0.48 0.38 1.26 0.52 0.00 0.52 45.30 0.48 0.38 1.26 0.S2 0.00 0.52 45.35 0.48 0.38 1.26 0.52 0.00 0.52 4S.40 0.48 0.38 1.26 0.52 0.00 0.52 45.45 0.48 0.38 1.26 0.52 0.00 0.52 45.50 .0.48 0.38 1.26 0.52 0.00 0.52 45.55 0.48 0.38 1.26 0.52 0.00 0.52 45.60 0.48 0.38 1.26 0.52 0.00 0.52 45.65 0.48 0.38 1.26 0.52 0.00 0.52 45.70 0.48 0.38 1.26 0.52 0.00 0.52 45.75 0.48 0.38 1.26 0.52 0.00 0.52 45.80 0.48 0.38 1.26 0.51 0.00 0.51 45.85 0.48 0.38 1.26 0.51 0.00 0.51 45.90 0.48 0.38 1.26 0.51 0.00 0.51 45.95 0.48 0.38 1.26 0.51 0.00 0.51 46.00 0.48 0.38 1.26 0.51 0.00 0.51 46.05 0.48 0.38 1.26 0.51 0.00 0.51 46.10 0.48 0.38 1.26 0.51 0.00 0.51 46.15 0.48 0.38 1.26 0.51 0.00 0.51 46.20 0.48 0.38 1.26 0.51 0.00 0.51 46.25 0.48 0.38 1.26 0.51 0.00 0.51 46.30 0.48 0.38 1.26 0.50 0.00 0.50 46.35 0.48 0.38 1.26 0.50 0.00 0.50 46.40 0.48 0.38 1.26 0.50 0.00 0.50 46.45 0.48 0.38 1.26 0.50 0.00 0.50 46.50 0.48 0.38 1.26 0.50 0.00 0.50 46.55 0.46 0.38 1.20 0.50 0.00 0.50 46.60 0.44 0.38 1.15 0.50 0.00 0.50 46.65 0.43 0.38 1.12 0.50 0.00 0.50 Page 16 Liquefy.sum 46.70 0.41 0.39 1.09 0.50 0.00 0.50 46.75 0.41 0.38 1.07 0.49 0.00 0.49 46.80 0.40 0.38 1.05 0.49 0.00 0.49 46.85 0.39 0.38 1.03 0.49 0.00 0.49 46.90 0.39 0.38 1.02 0.49 0.00 0.49 46.95 0.38 0.38 1.01 0.49 0.00 0.49 47.00 0.38 0.38 0.99* 0.49 0.00 0.49 47.05 0.37 0.38 0.98* 0.48 0.00 0.48 47.10 0.37 0.38 0.97* 0.48 0.00 0.48 47.15 0.37 0.39 0.97* 0.48 0.00 0.48 47.20 0.36 0.38 0.96* 0.48 0.00 0.48 47.25 0.36 0.38 0.95* 0.47 0.00' 0.47 47.30 0.36 0.38 0.94* 0.47 0.00 0.47 47.35 0.36 0.38 0.94* 0.47 0.00 0.47 47.40 0.35 0.38 0.93* 0.47 0.00 0.47 47.45 0.35 0.38 0.92* 0.46 0.00 0.46 47.50 0.35 0.38 0.92* 0.46 0.00 0.46 47.55 0.35 0.38 0.91* 0.46 0.00 0.46 47.60 0.34 0.38 0.90* 0.45 0.00 0.45 47.65 0.34 0.38 0.90* 0.45 0.00 0.45 47.70 0.34 0.38 0.89* 0.45 0.00 0.45 47.75 0.34 0.38 0.89* 0.44 0.00 0.44 47.80 0.33 0.38 0.88* 0.44 0.00 0.44 47.85 0.33 0.38 0.88* 0.43 0.00 0.43 47.90 0.33 0.38 0.87* 0.43 0.00 0.43 47.95 0.33 0.38 0.87* 0.43 0.00 0.43 48.00 0.33 0.38 0.86* 0.42 0.00 0.42 48.05 0.32 0.38 0.86* 0.42 0.00 0.42 48.10 0.32 0.38 0.85* 0.41 0.00 0.41 48.15 0.32 0.38 0.85* 0.41 0.00 0.41 48.20 0.32 0.38 0.84* 0.40 0.00 0.40 48.25 0.32 0.38 0.84* 0.40 0.00 0.40 48.30 0.32 0.38 0.84* 0.40 0.00 0.40 48.35 0.31 0.38 0.83* 0.39 0.00 0.39 48.40 0.31 0.38 0.83* 0.39 0.00 0.39 48.4S 0.31 0.38 0.82* 0.38 0.00 0.38 48.50 0.31 0.38 0.82* 0.38 0.00 0.38 48.55 0.31 0.38 0.81* 0.37 0.00 0.37 48.60 0.31 0.38 0.81* 0.37 0.00 0.37 48.65 0.30 0.38 0.81* 0.36 0.00 0.36 48.70 0.30 0.38 0.80* 0.36 0.00 0.36 48.75 0.30 0.38 0.80* 0.35 0.00 0.35 48.80 0.30 0.38 0.80* 0.35 0.00 0.35 48.85 0.30 0.38 0.79* 0.34 0.00 0.34 48.90 0.30 0.38 0.79* 0.33 0.00 0.33 49.95 0.30 0.38 0.79* 0.33 0.00 0.33 49.00 0.29 0.38 0.78* 0.32 0.00 0.32 49.05 0.29 0.38 0.78* 0.32 0.00 0.32 49.10 0.29 0.38 0.77* 0.31 0.00 0.31 49.15 0.29 0.38 0.77* 0.30 0.00 0.30 49.20 0.29 0.38 0.77* 0.30 0.00 0.30 49.25 0.29 0.38 0.76* 0.29' 0.00 0.29 49.30 .0.29 0.38 0.76* 0.29 0.00 0.29 49.35 0.29 0.38 0.76* 0.28 0.00 0.28 49.40 0.28 0.38 0.75* 0.27 0.00 0.27 49.45 0.28 0.38 0.75* 0.27 0.00 0.27 49.50 0.28 0.38 0.75* 0.26 0.00 0.26 49.55 0.28 0.38 0.75* 0.26 0.00 0.26 49.60 0.28 0.38 0.74* 0.25 0.00 0.25 49.65 0.28 0.38 0.74* 0.24 0.00 0.24 49.70 0.28 0.38 0.74* 0.24 0.00 0.24 49.75 0.28 0.38 0.73* 0.23 0.00 0.23 49.80 0.27 0.38 0.73* 0.22 0.00 0.22 Page 17 Liquefy.sum 49.85 0.27 0.38 0.73* 0.22 0.00 0.22 49.90 0.27 0.38 0.72* 0.21 0.00 0.21 49.95 0.27 0.38 0.72* 0.20 0.00 0.20 50.00 0.27 0.38 0.72* 0.20 0.00 0.20 50.05 0.27 0.38 0.72* 0.19 0.00 0.19 50.10 0.27 0.38 0.72* 0.18 0.00 0.18 50.15 0.27 0.38 0.72* 0.18 0.00 0.18 50.20 0.27 0.38 0.72* 0.17 0.00 0.17 50.25 0.27 0.37 0.72* 0.16 0.00 0.16 50.30 0.27 0.37 0.72* 0.16 0.00 0.16 50.35 0.27 0.37 0.72* 0.15 0.00 0.15 50.40 0.27 0.37 0.72* 0.14 0.00 0.14 50.45 0.27 0.37 0.72* 0.14 0.00 0.14 50.50 0.27 0.37 0.72* 0.13 0.00 0.13 50.55 0.27 0.37 0.72* 0.13 0.00 0.13 50.60 0.27 0.37 0.72* 0.12 0.00 0.12 50.65 0.27 0.37 0.72* 0.11 0.00 0.11 50.70 0.27 0.37 0.72* 0.11 0.00 0.11 50.75 0.27 0.37 0.72* 0.10 0.00 0.10 50.80 0.27 0.37 0.72* 0.09 0.00 0.09 50.85 0.27 0.37 0.72* 0.09 0.00 0.09 50.90 0.27 0.37 0.72* 0.08 0.00 0.08 50.95 0.27 0.37 0.72* 0.07 0.00 0.07 51.00 0.27 0.37 0.72* 0.07 0.00 0.07 51.05 0.27 0.37 0.72* 0.06 0.00 0.06 51.10 0.27 0.37 0.72* 0.05 0.00 0.05 51.15 0.27 0.37 0.72* 0.05 0.00 0.05 51.20 0.27 0.37 0.72* 0.04 0.00 0.04 51.25 0.27 0.37 0.72* 0.03 0.00 0.03 51.30 0.27 0.37 0.72* 0.03 0.00 0.03 51.35 0.27 0.37 0.72* 0.02 0.00 0.02 51.40 0.27 0.37 0.72* 0.01 0.00 0.01 51.45 0.27 . 0.37 0.72* 0.01 0.00 0.01 51.50 0.27 0.37 0.72* 0.00 0.00 0.00 * F.S.<l, Liquefaction Potential zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, stress or Pressure = atm (1.0581tsf); unit weight = pcf; Depth = ft; settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRM Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of safety against liquefaction, F.S.=CRRm/CSRsf S_sat settlement from saturated sands s_dry settlement from Unsaturated sands s_all Total settlement from saturated and unsaturated sands NoLiq No -Liquefy soils Page 18 1' EREZ COLLABORATIVE RESPONSE LIST City / County LA QUINTA Plan Check 10980120 - 2019 - 09 - 27 Project Name CODE VIOLATION — 2 RECONSTRUCTED MANUFACTURE TRAILERS Client Name MORROW RESIDENCE Project Address 55075 MONROE ST Today's Date 11/07/19 1. OWNER FOLLOWED UP w/ SACRAMENTO TEAM (NANCY / SHIRLEY) AND PER YOUR REQUEST / DIRECTIONS, OWNER / WE RECEIVED FINAL "SERIAL NUMBERS" FOR BOTH TRAILERS. TRAILER "A" - HCDO0205134 TRAILER "B" - HCDO0205133 1. STRUCTURAL SHEET - Per comments structural team provided a new detail sheet w/ welding details (types and length) for each steel member connections (I-beam to front/rear crossmembers, outriggers to I -beams, center crossmembers to I -beams, etc. etc. etc.) 2. STRUCTURAL SHEET - Per comments structural team provided size of lag screws and location of lag screws from I-beam to floor joist. 3. STRUCTURAL SHEET - Per comments structural team provided detail of camber weld on I-beam and location. 4. STRUCTURAL SHEET - Per comments structural team provided a new detail for floor rim joist splices (i.e. gang nails, 2x block, 100% glue) 5. ALL SHEETS - Per our conversation / review on Oct. 30. I clarified and confirmed storage room area to be used to hold / store office equipment, papers, and files. Per your comments, "no worried, however state this on response letter and re -name area as, "office storage room". See all revised sheets. 6. STRUCTURAL SHEET - Per comments structural team provided a new detail for wall framing details and window / door header schedules (size / spans). 7. STRUCTURAL SHEET - Per comments structural team provided a new detail for all shear walls and locations. 8. B5.1- Per our conversation / review on Oct. 30. I stated and clarified, this plan view was provided on original set plans and located at CENTER / BOTTOM area of sheet. No other changes required / provided. "Putting your vision on paper is what we do" Perez Collaborative Drafting Consultants: Temporary Staffing Solutions P.O.BOX 1868, La Quinta, CA 92247 (760) 619-8752 Pcollaborative25@yahoo.com r EREZ COLLABORATIVE 9. TRAILER "B" — Per our conversation / review on Oct. 30, these trailers are to be used as, "TEMPRARY STAFF, OFFICE USE, AND NOT FOR PUBLIC". Thus, you stated, "no problem and it's OK, "AS IS". However, I am in need to state it w/in my response letter for reminding purposes. 10. STRUCTURAL SHEET - Per comments structural team provided approval stamp signature of new roof trusses. 1. OWNER PROVIDED ADDITIONAL / NEW PLAN CHECK FEE PAYMENT IN AMOUNT OF $203.00, PAID TO ORDER OF HCD. 2. RE -SUBMITTED (3) REVISED SETS OF PLANS ALONG w/ ORIGINAL COPIES OF PERMIT APPLICATION (HCD 50 or HCD 415) 3. RE -SUBMITTED (3) REVISED SETS OF PLANS PER HCD CORRECTIONS / COMMENTS END OF CORRECTION LIST NOTES: One (1) Comment List One (1) Response List Three (3) Revised Plan Sets (Architectural / Structural — 30x42) All revised sheets listed above are indicated and labeled with a DELTA 1 and CLOUDS. Revision date is also provided located at lower right hand corner of each Title Block sheet. Thank you, Juan G. Perez "Putting your vision on paper is what we do" Perez Collaborative Drafting Consultants: Temporary Staffing Solutions P.O.BOX 1868, La Quinta, CA 92247 (760) 619-8752 Pcollaborative25@yahoo.com