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BCPR2019-0003 2019 Code Update - Geotechnical InvestigationGEOTECHNICAL INVESTIGATION SILVER ROCK RESORT COMPLEX SWC AVENUE 52 & JEFFERSON STREET LA QUINTA, CALIFORNIA -Prepared By- Sladden Engineering 45090 Golf Center Parkway, Suite F Indio, California 92201 (760) 7 r 2.3893 waaaen cngmutm my www.SladdenEngineering.com Sladden Engineering 45M Golf Center Parkway, Suite F, Indio, California 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 10, 2017 Project No. 544-14059 17-01-011 The Robert Green Company c/o Michael Baker International 74130 Country Club Drive, Suite 201 Palm Desert, California 92260 Subject: Geotechnical Investigation Project: Silver Rock Resort Complex SWC Avenue 52 and Jefferson Street La Quinta, California Sladden Engineering is pleased to present the results of the geotechnical investigation performed for the proposed Silver Rock Resort complex located on the southwest comer of Avenue 52 and Jefferson Street in the City of La Quinta, California. Our services were completed in accordance with our proposal for geotechnical engineering services dated March 25, 2016 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. 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 proposed project should be feasible from a geotechnical perspective provided that the recommendations presented in this report are implemented in design and carried out through construction. We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this report, please contact the undersigned. fti Respectfully submitted, SLADTWN-ENGJNEET Principal Geologist SER/ab Copies: 4/Addressee Brett L. Anderson Principal Engineer Sladden Engineering www.SladdenEngineering.com GEOTECHNICAL INVESTIGATION SILVER ROCK RESORT COMPLEX SWC AVENUE 52 & JEFFERSON STREET LA QUINTA, CALIFORNIA February 10, 2017 TABLE OF CONTENTS INTRODUCTION....................................... ........................................................................................................................ I PROJECTDESCRIPTION.................................................................................................................................................. 1 SCOPEOF SERVICES........................................................................................................................................................ 2 SITECONDTTIONS............................................................................................................................................................ 2 GEOLOGICSETTING ............................ ._........................................................................................................ ................. 3 SUBSURFACECONDITIONS............................................................................................................................................ 3 SEISMICITYAND FAULTING...........................................................................................................................................4 CBCDESIGN PARAMETERS.............................................................................................................................................5 GEOLOGICHAZARDS......................................................................................................................................._..............5 CONCLUSIONS.......................................................... .............. .................................. .............................................. I........ 8 EARTHWORK AND GRADING............................................................................._.....................................................-- 8 Stripping..................................................................................................................................................................... 8 Preparation of Hotel and Golf Clubhouse Areas................................................................................................... 8 Preparationof Residential Areas.............................................................................................................................. 9 FillPlacement and Compaction ............................................................................................................................... 9 Shrinkageand Subsidence.........................................................................................................................................10 CONVENTIONAL SHALLOW SPREAD FOOTINGS..................................................................................................10 POST -TENSIONED SLABS...............................................................................................................................................10 SLABS-ON-GRADE..................................................................I................_................................»......................................1 l RETAININGWALLS .........................................................................................................................................................12 PRELIMINARY PAVEMENT DESIGN...........................................................................................................................12 CORROSIONSERIES.......................................................... ............................. .................................................................. 13 UTILITYTRENCH BACKFILL........................................................................................................................................13 EXTERIORCONCRETE FLATWORK.... ......................................................................................................................... 13 DRAINAGE.........................................................................................................................................................................13 LIMITATIONS....................................................................................................................................................................13 ADDITIONALSERVICES...................................................................................................................................I.............14 REFERENCES...........................................................................................................................................I..........................15 FIGURES - Site Location Map Regional Geologic Map Borehole Location Plan Subsidence Contour Map Ground Fissures APPENDIX A - Field Exploration APPENDIX B - Laboratory Testing APPENDIX C - 2016 Seismic Design Map and Report Vs30 Gradient Map PSH Deaggregation Output APPENDIX D- Seismic Settlement Analysis Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 1 - Project No. 544-14059 17-01-011 INTRODUCTION This report presents the results of the geotechnical investigation performed by Sladden Engineering (Sladden) for the proposed Silver Rock Resort complex located on the southwest corner of Avenue 52 and Jefferson Street in the City of La Quinta, California. The site is located at approximately 33.6674 degrees north latitude and 116.2773 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 subsurface materials, to evaluate their in -situ characteristics, and to provide engineering recommendations and design criteria for site preparation, foundation design and the design of various site improvements. This study also includes a review of published and unpublished geotechnical and geological literature regarding seismicity at and near the subject site. PROJECT DESCRIPTION Based on the preliminary site plan, (The Robert Green Company, 2016), it is our understanding that the proposed project will consist of constructing new residential developments to the northwest and east of the existing Coachella Canal, mixed -use commercial buildings, hotels, a conference/shared service facility and a new golf clubhouse. Sladden anticipates that the proposed project will also include the extension of Silver Rock Way traversing the project site, a pedestrian bridge across the existing Coachella Canal, paved roadways and parking areas, new golf courses, landscaping and various associated site improvements. Grading plans were not available at the time of this report. However, based on the relatively level nature of the site, Sladden expects that grading will consist primarily of remedial over -excavation and re - compaction along with the placement of engineered fill soil to attain the design grades. Upon completion of the project plans, Sladden should be retained in order to ensure 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 -framed, reinforced masonry and steel -framed structures, we expect that isolated column loads will be less than 20 kips and continuous wall loads will be less than 2.0 kips per linear foot for residential structures. Column loads of up to 50 kips and wall loads of up to 4.0 kips per linear foot are expected for the hotel building and golf clubhouse If these assumed loads vary significantly from the actual loads, we should be consulted to verify the applicability of the recommendations provided. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 2 - Project No. 544-14059 17-01-011 SCOPE OF SERVICES The purpose of our investigation was to determine specific engineering characteristics of the surface and near surface soil in order to develop foundation design criteria and recommendations for site preparation. Exploration of the site was achieved by drilling seven (7) exploratory boreholes to depths of approximately 21.5 and 51.5 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 seven (7) exploratory boreholes to depths of approximately 21.5 and 51.5 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. • Performing laboratory testing on selected samples to evaluate their engineering characteristics. • Reviewing geologic literature and discussing geologic hazards. • Performing 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 site is located on the southwest comer of Avenue 52 and Jefferson Street within the Silver Rock Resort development in the City of La Quinta, California. At the time of our investigation, the site was occupied by the existing portions of the Silver Rock Resort golf course and vacant land covered in scattered vegetation in the north, east, and southern portions of the property. Generally, the site is bounded by Avenue 52 to the north, Avenue 54 to the south, Jefferson Street to the east and by the existing Silver Rock Resort golf course to the west. Based on our review of the La Quinta Quadrangle (USES, 2012), the site ranges in elevation from 10 feet to 38 feet above mean sea level (MSL). No natural ponding of water or surface seeps were observed at or near the site during our investigation conducted on December 16, 2016. Site drainage appears to be controlled by sheet flow and surface infiltration. Regional drainage is provided by the Whitewater River that is located approximately 3.0 miles north of the project site. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 3 - Project No. 544-14059 17-01-011 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 (lake) 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 evaporate minerals. The site has been mapped by Rogers (1965) to be immediately underlain by undifferentiated Quaternary - age alluvial and lake deposits (Q]-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 seven (7) exploratory boreholes to depths of approximately 21.5 and 51.5 feet bgs. The approximate locations of the boreholes are illustrated on the Borehole Location Plan (Figure 3). The boreholes were advanced using a truck -mounted Mobile B- 61 drill -rig equipped with 8-inch outside diameter hollow stem augers. A representative of Sladden was on -site to log the materials encountered. During our field investigation, a thin mantel of artificial fill soil was encountered to depths between approximately two (2) and five (5) feet bgs. Underlying the fill soil and extending to the maximum depths explored, native alluvium was encountered. The native soil throughout the site consists primarily of fine - to coarse -grained silty sand (SM) and sandy silt (ML). The native soil was found to be dry to moist, loose to medium dense and dark to grayish brown in in -situ color. Cohesive soils were found to be medium stiff to hard and exhibited low plasticity characteristics. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 4 - Project No. 544-14059 17-01-011 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/or variable across the site. Groundwater was not encountered to a maximum explored depth of 51 feet bgs during our field investigation. As such, it is our opinion that groundwater should not be a factor during construction of the proposed project. SEISMICITY AND FAULTING The southwestern United States is a tectonically active and structurally complex region, dominated by northwest trending dextral faults. The faults of the region are often part of complex fault systems, composed of numerous subparallel faults which 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. We consider the most significant geologic hazard to the project to be the potential for moderate to strong seismic shaking that is likely to occur during the design life of the project. The proposed project is located 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). As previously stated, the site has been subjected to strong seismic shaking related to active faults that traverse through the region. Some of the more significant seismic events near the subject site within recent times include: M6.0 North Palm Springs (1986), M6.1 Joshua Tree (1992), M7.3 Landers (1992), M6.2 Big Bear (1992) and M7.1 Hector Mine (1999). 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 at, 2003). This table does not identify the probability of reactivation or the on -site effects from earthquakes occurring on any of the other faults in the region. TABLE 1 CLOSEST KNOWN ACTIVE FAULTS Fault Name Distance (Km) Maximum Event San Andreas - Coachella 11.4 *7.2 San Andreas - Southern 11.4 *7.2 San Jacinto - Anza 30.8 7.2 San Jacinto - Coyote Creek 31.8 6.8 Burnt Mountain 32.3 6.5 Eureka Peak 33.8 6.4 San Andreas — San Bernardino 34.1 *7.5 San Jacinto - Borrego 52.5 6.6 * 8.1 for multiple segment rupture Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 5 - Project No. 544-14059 17-01-011 2016 CBC SEISMIC DESIGN PARAMETERS Sladden has reviewed the 2016 California Building Code (CBC) and summarized the current seismic design parameters for the proposed structures. 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 structure. The 2016 CBC Seismic Design Parameters are summarized below. The project Design Map Reports are included within Appendix C. Risk Category (Table 1.5-1):1/11/111 Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1): 1.500g S1 (Figure 1613.3.1): 0.6459 Fa (Table 1613.3.3(1)):1.0 Fv (Table 1613.5.3(2)):1.5 Sms (Equation 16-37 (Fa X Ss)): 1.500g Smi (Equation 16-38 (Fv X Si I): 0.968g Sams (Equation 16-39 12/3 X Smsl):1.000g SDI (Equation 16-40 (2/3 X Smi)): 0.645g Seismic Design Category: D 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. 1. 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 Rogers (1965), Jennings (1994), CDOC (2017) and RCPR (2017), 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, 2017; Terra Server 2002). 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". Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 6 - Project No. 544-14059 17-01-011 H. Ground Shakine. 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 (a.) that could be experienced at the site. Based on the USGS Interactive Deaggregation (USGS, 2008) and shear wave velocity (Vs30) of 300 m/s (USGS, 2017a), the site could be subjected to ground motions on the order of 0.49g (USGS, 2017b). 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. M. 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 6.87 (USGS, 2008) and peak ground acceleration of 0.562g (PGAm). Historic high and anticipated high groundwater depths were determined to be approximately 35 feet bgs (CVCWD,1975). The seismic settlement calculations are included within Appendix D. Calculations indicate potential total seismic settlements of up to 0.83 inches for BH-1 and 2.21 inches for BH-4. The potential seismically related differential settlements are expected to be approximately 1 inch. 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. IV. Tsunamis and Seiches. Because the site is situated at an inland location, and is not immediately adjacent to any impounded bodies of water, risk associated with tsunamis and seiches are considered negligible. V. Slope Failure, Landsliding, Rock Falls. No signs of slope instability in the form of landslides, rock falls, earthflows or slumps were observed at or near the subject site. The site is situated on relatively flat ground and not immediately adjacent to any slopes or hillsides. As such, risks associated with slope instability should be considered negligible. V1. Expansive Soil. Generally, the site soil consists of silty sand (SM) and sandy silt (ML). Based on the results of our laboratory testing (EI=3), the materials underlying the site are considered to have a "very low" expansion potential. However, the expansion potential of the surface soil should be reevaluated after remedial grading. VII. Settlement. 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 estimated ultimate settlement is calculated to be approximately one -inch when using the recommended bearing pressures. As a practical matter, differential settlement between footings can be assumed as one-half of the total settlement. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 7 - Project No. 544-14059 17-01-011 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. Sneed and Brandt (USGS, 2007) have reported significant land subsidence measurements within the area of La Quinta as measured between 1996 and 2005. According to the aforementioned authors, the subject site is part of the broader "La Quinta subsidence area". This northwest -southeast trending subsidence zone is generally defined as an elongated subsidence bowl bounded by the westward extension of Avenue 48 to the north, Avenue 60 to the south, the Santa Rosa Mountains to the west and varying streets from Jefferson Street to Monroe Street to the East (Figure 4). Measurements of the northern portion of this subsidence zone from May 7, 2003 and September 25, 2005 have indicated subsidence of approximately 0.52 feet. The Coachella Valley Water District has publically acknowledged regional subsidence throughout the southern portion of the Coachella Valley and has indicated a commitment to groundwater replenishment programs that are intended to limit future subsidence. At this time, subsidence is considered a regional problem requiring regional mitigation not specific to the project vicinity. Recent investigations have documented significant subsidence within the Coachella Valley area (USGS, 2007) including the area of the project site. In addition, fissures and other surficial evidence of subsidence have been previously observed at the subject site. In our opinion, the documented subsidence warrant structural integrity within the vicinity of the previously documented ground fissures. The use of post -tensioned slabs is recommended for subsidence areas. 1X. Ground Fissures. No surface features indicative of ground fissuring were identified on the site during our field investigation. However, ground fissures have been previously encountered on the site and within the site vicinity (Figure 5). The on -site fissures were encountered within the northern portion of the Silver Rock Resort parking lot. Accordingly, risks associated with ground fissuring should be considered in design. 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). Based on the flat nature of the site and the composition of the surface soil, we judge that risks associated with debris flows should be considered remote. X1. Flooding and Erosion. No signs of flooding or erosion were observed during our field investigation. However, flooding and erosion should be evaluated and mitigated by the project design Civil Engineer. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 8 - Project No. 544-14059 17-01-011 CONCLUSIONS Based on the results of our investigation, it is our professional opinion that the project should be feasible from a geotechnical perspective provided that the recommendations provided in this report are incorporated into design and carried out through construction. The main geotechnical concerns are the presence of loose native surface soil throughout the subject site and potential seismic and subsidence related settlements. We recommend that remedial grading within all proposed building areas include over -excavation and re - compaction of the primary foundation bearing soil. Specific recommendations for site preparation are presented in the Earthwork and Grading section of this report. 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 C. Soil conditions should be verified in the field by a "Competent person" employed by the Contractor. The following 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, backfill 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 any vegetation, associated root systems, and debris. All areas scheduled to receive fill should be cleared of old fill and any irreducible matter. The strippings should be removed off site, or stockpiled for later use in landscape areas. Voids left by obstructions should be properly backfilled in accordance with the compaction recommendations of this report. b. Preparation of Hotel and Golf Clubhouse Areas: All undocumented artificial fill and low density native surface soil should be removed and re -compacted. In order to provide for firm and uniform foundation bearing conditions and to mitigate potential seismic and subsidence related settlements, the primary foundation bearing soil should be overexcavated and recompacted. Over -excavation should extend to a minimum depth of 5 feet below existing grade or 5 feet below the bottom of the footings, whichever is deeper. Once adequate removals have been verified, the exposed native soil should be moisture conditioned to within two percent of optimum moisture content and compacted to at least 90 percent relative compaction. The previously removed material may then be placed as compacted engineered fill as outlined below. Removals should extend at least 5 feet laterally beyond the footing limits. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 9 - Project No. 544-14059 17-01-011 Preparation of Residential Areas: All undocumented artificial fill and low density native surface soil should be removed and re -compacted. In order to provide for firm and uniform foundation bearing conditions and to mitigate potential seismic and subsidence related settlements, the primary foundation bearing soil should be over -excavated and re -compacted. Over -excavation should extend to a minimum depth of 4 feet below existing grade or 3 feet below the bottom of the footings, whichever is deeper. Once adequate removals have been verified, the exposed native soil should be moisture conditioned to within two percent of optimum moisture content and compacted to at least 90 percent relative compaction. The previously removed material may then be placed as compacted engineered fill as outlined below. Removals should extend at least 5 feet laterally beyond the footing limits. d. Fill Placement and 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 three 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 low to non -expansive nature and should meet the following criteria: Plastic Index Less than 12 Liquid Limit Less than 35 Percent Soil Passing 9200 Sieve Between 15% and 35% Maximum Aggregate Size 3 inches The subgrade and all fill 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 *Remedial Grading Excavation and recompaction within the building envelope and extending laterally for 5 feet beyond the building limits. Minimum of 4 feet (Residential) and 5 feet (Hotel/Clubhouse) below existing grade or 3 feet (Residential) and 5 feet (Hotel/Clubhouse) below bottom of footings, whichever is deeper. Native / Import Engineered Fill Place in thin lifts not exceeding 6 inches in a loose condition and compact to a minimum of 90 percent relative compaction within 2 percent of the optimum moisture content. *Actual depth may vary and should be determined by a representative of Sladden Engineering in the field during construction. Sladden Engineering www.SladdenEngineering.com February 10, 2017 -10 - Project No. 544-14059 17-01-011 e. Shrinkage and Subsidence. Volumetric shrinkage of the material that is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage should be between 15 and 25 percent. Subsidence of the surface soil that is scarified and compacted is expected to range from 1 tenth to 3 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. CONVENTIONAL SHALLOW SPREAD FOOTINGS Conventional spread footings are expected to provide adequate support for the proposed residential, hotel, and clubhouse structures. All footings should be founded upon properly compacted engineered fill and should have a minimum embedment depth of 12 inches measured from the lowest adjacent finished grade. Continuous and isolated footings should have minimum widths of 12 inches and 24 inches, respectively. Continuous and isolated footings supported upon properly compacted 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 3000 psf. The allowable bearing pressure applies to combined dead and sustained live loads. The allowable bearing pressures 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 recommended allowable bearing pressures, the total static settlement of the shallow footings is anticipated to be less than one -inch, provided foundation preparations conform to the recommendations described in this report. Static differential settlement is anticipated to be approximately one-half of the total settlement for similarly loaded footings spaced up to approximately 50 feet apart. Lateral load resistance for the spread footings will be developed by passive pressure against the sides of the footings below grade and by friction acting at the base of the footings. 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 and 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. POST -TENSIONED SLABS Post -tensioned slabs are recommended for the residential structures within potential subsidence areas in order to mitigate potential seismic and subsidence related settlements within potential subsidence areas. 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: Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 11 - Project No. 544-14059 17-01-011 Table 3 Post -Tensioned Foundation DesignRecommendations Design Criteria Category I Very Low to Low Expansion Potential (EI 0-50 Center Lift hm center 9.0 sm center 0.46 Ern edge 4.8 Edge Lift Ym edge 1.03 Seismic Settlement (inches) 1.25 Angular Distortion 1:960 Perimeter Footing Depth 12 (inches) Allowable Bearing Capacity 2,000 ( sf) Resistance to lateral loads may be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient of friction of 0.40 between soil and concrete may be used with consideration to dead load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may be used for the sides of footings that are placed against properly compacted native or approved import soil. Passive earth pressure should be ignored within the upper 1 foot except where confined (such as beneath a floor slab). SLABS -ON -GRADE In order to provide uniform and adequate support, concrete slabs -on -grade must be placed on properly compacted engineered fill 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, slab subgrade should be firm and unyielding. Disturbed soil should be removed and replaced with engineered fill soil compacted to a minimum of 90 percent relative compaction. Slab thickness and reinforcement should be determined by the Project Structural Engineer. We recommend a minimum floor slab thickness of 5.0 inches and minimum reinforcement of #3 bars at 24 inches on center in both directions. All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is placed at slab mid -height. Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a polyvinyl chloride 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. Sladden Engineering www. SladdenEngineering. corn February 10, 2017 -12- Project No. 544-14059 17-01-011 RETAINING WALLS Retaining walls/wing walls may be required to accomplish the proposed construction. Cantilever retaining walls may be designed using "active" pressures. Active pressures may be estimated using an equivalent fluid weight of 35 pcf for native backfill soil with level free -draining backfill conditions. "At Rest" pressures should be utilized for restrained walls. At rest pressures may be estimated using an equivalent fluid weight of 55 pcf for native backfill soil with level drained backfill conditions. PRELIMINARY PAVEMENT DESIGN Asphalt concrete pavements should be designed in accordance with the Caltrans Highway Design Manual based on R-Value and Traffic Index. The R-Value of the near surface soil is expected to exceed 50. On -site soil and any imported soil should be tested for R-Value prior to establishing final pavement design sections. For preliminary pavement design, Traffic Indices (TI) of 6.0 and 7.5 were used for the light duty and heavy duty pavements, respectively. We assumed Asphalt Concrete (AC) over Class II Aggregate Base (AB). The preliminary flexible pavement layer thickness is as follows: RECOMMENDED ASPHALT PAVEMENT SECTION LAYER THICKNESS Pavement Material Recommended Thickness TI=6.0 TI=7.5 Asphalt Concrete Surface Course 3.0 inches 4.0 inches Class II Aggregate Base Course 45 inches 6.0 inches Compacted Subgrade Soil 12 inches 12 inches Asphalt concrete should conform to the latest edition of the Standard Specifications for Public Works Construction or Caltrans. Aggregate base should conform to Section 26 of the Caltrans Standard Specifications or Greenbook, 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 400 parts per million (ppm). The soil is considered to have a "negligible" corrosion potential with respect to concrete. The use of Type V cement and special sulfate resistant concrete mixes may be necessary. Soluble sulfate content of the surface soil should be reevaluated after grading and appropriate concrete mix designs should be established based upon post -grading test results. The pH level of the surface soil was 8.4. Based on soluble chloride concentration testing (150 ppm) the soil is considered to have "moderate" corrosive with respect to normal grade steel. The minimum resistivity of the surface soil was found to be 1030 ohm -cm, which suggests the site soil is considered to have a "very severe" corrosion potential with respect to ferrous metal installations. A corrosion expert should be consulted regarding appropriate corrosion protection measures. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 13 - Project No. 544-14059 17-01-011 UTILITY TRENCH BACKFILL All utility trench backfill should be compacted to a minimum relative compaction of 90 percent. Trench backfill materials should be placed in lifts no greater than six inches in a loose 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 soil engineer 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 concrete placement. 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. LIMITATIONS 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 www.SladdenEngineering.com February 10, 2017 -14 - Project No. 544-14059 17-01-011 ADDITIONAL SERVICES Once completed, final project plans and specifications should be reviewed by use prior to construction to confirm that the full intent of the recommendations presented herein have been applied to design and construction. Following 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 engineered fil soil and 95 percent for Class II 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 www.SladdenEngineering.com February 10, 2017 - 1 - Project No. 544-14059 17-01-011 REFERENCES Blake, T., 2000, EQFAULT and EQSEARCH, Computer Programs for Deterministic and Probabilistic Prediction of Peak Horizontal Acceleration from Digitized California Faults. Califomia Building Code (CBC), 2016, California Building Standards Commission. California Department of Conservation (CDOC), 2017, Regulatory Maps; available at: www.quake.ca.gov/gmaps/Wh/regulatory maps.htm. Cao T., Bryant, W.A., Rowshandel B., Branum D., Wills C.J., 2003, "The Revised 2002 California Probabilistic Seismic Hazard Maps". Coachella Valley County Water District (CVCWD), 1975, Depth to Groundwater measurements. Earth Consultants International, Inc (ECI), 2010, Technical Background Report to the Safety Element of the La Quinta 2035 General Plan Update, Seismic Hazards, Geologic Hazards, Flooding Hazards; Revised September 7, 2010, June 2010. GoogleEarth.com, 2017, 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), 2017, available at http://www.tlma.co.riverside.ca.us/gis/gisdevelop.htm]. 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. TerraServer, Inc., 2002, Aerial Photographs and Topographic Maps at Various Scales. Available at www.terraserve.com Tyley, S.J., 1974, Analog Model Study of the Ground -Water Basin of the Upper Coachella Valley, California, Geological Survey Water -Supply Paper 2027. United States Geological Survey (USGS), 2012, La Quinta 7.5 Minute Quadrangle Map, 1:24000. United States Geological Survey (USGS), 2008, Interactive Deaggregations; available at: https://geohazards.usgs.gov/deaggint/2008/ United States Geological Survey (USGS), Sneed, M., Brandt, J.T., 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. United State Geological Survey (USGS), 2017a, Custom Vs30 Mapping; available at: http://earthquake.usgs.gov/hazards/apps/vs30/custom.php Sladden Engineering www.SladdenEngineering.com February 10, 2017 -16 - Project No. 544-14059 17-01-011 United State Geological Survey (USGS), 2017b, U.S. Seismic Design Maps; available at: http-Hearthquake.usgs.gov/designmaps/us/application.php Sladden Engineering www.SladdenEngineering.com FIGURES SITE LOCATION MAP REGIONAL GEOLOGIC MAP BOREHOLE LOCATION PLAN SUBSIDENCE CONTOUR MAP GROUND FISSURES Sladden Engineering www.SladdenEngineering.com �r SITE �5 � ii �1�#.iiili L ..� ,�: ' `- .:.a - . ,: �. �► until IN iN b. 1 USGS 2012 SITE LOCATION MAP FIGURE Pro ect Number: 544-14059 Report Number. 17-01-011 Sladden Engineering Date_ February 10, 2017 9 +1 -- Pa I (YIS CPA,. -�v � 4 _ G F!e -s�+c .:� -'a.•� ' � _-.s... _ems_ _ :� � _'y�r' vy1 � 1� � i i �i p ' . �_ fire. U"ttt y 1 ` `9 y . • P •�, pi 5: r - �r f , N C r J�g}�l , r„ ',�' Q � * . -1 SITE Radio -Q, R 4 OI p! Cos hell . R 8 oaf - aeeARus U AEP T5 •-- if - ;•_ `�� Vt��/� ��.,� ` 1 � l � ,f�i '�� 1, ,� • '.,, 1,~ �, c,,�j� )f ,.c� � t -;� �� c,r \ i >� p l IC r t� �t r :-1, :; s : ! HIG SH0 1-LIN AN N�KK CO�i U� EXPLANATION OF SITE UNITS 6tCs ` Ct_Gtt CAL.AREC US FA DaiG ",0 T Alluvium +-• � �L - A C IV, S7t L)1:E + ? ? eif n Inke t}t-^nv"t4 '`r '` �._� ret; IN f DJA N SERV Rogers 1965 �_ . ►1- 4'..7 f flrt! l7►. yam. 1 REGIONAL GEOLOGIC MAP FIGURE Project Number: 544-14059 2 Report Number: 17-01-011 Sladden Engineering Date: February 10, 2017 LEGEND f �,U BH-7 Borehole Location ' kwh�►. , ,• L POTF\7IM. FIIIIM I.44'ZIMA Wtf-L GOLF OUK L COR(I0\ OF Pi 11) *- F RFER\ E, L18t.Ii LIT I kKI=LL.S GOLF CLUBI iOUSH LIFL-IILE BR \VhD — - - KL�IDFNTI:1L DF\ H OPINIFV _v I'IF 4t 1K-L RA 3 LU\UKI BK \NDED .' ,�j RL IDLt I ! 1L DL\'EL�� If 1`, i .ti l t i - 7- t I\ 1 H t � .( LKl � IF.. -I .. RN 2 � � f K" TI I I \L. • FlllllRt (,;��LI .r. LLMIM WILL iOURaf i u, - P=\ II KLAPIVI•IPUBLIC; G`YF COUR f USE i \KC[! \ ILL\C.F \h t \ I I^4 t u i Eh" P\ a \ 1 PR \1F1\D!- \tI\l D it l t 11\D Ll.+ LI,tiirl• AR) W\ttil'fh+lli. A05 1411 II', �t * I� ��• I � Il1CJnIlR-,'�DI.L`AG`:lGC.t'T7,r LRB..i,4�p w�. 1! � f� I ! ! ..3.sxlxc i\Fa7nain: �a1:,3,n 's RL�`I(I KIADI_`IIAI,. , ,til:Ilk B#nSXXDMAXIM ILMl..IMTr VJ H! 1ILLaCE ML1k \.riE WJD %t ' 714-u-r >Rr., I ns wo 1 t I .,,l ilmi` 1"r,w .vo�cn�:nu.uu rdtir ,u f H-7 1'. \ I(1f3 1 ! •a R711r�rtLL \tu �:.�lr�Jll�a-ie ;a �'. t/ V0IF\I1\LIUTLIRF • �,�• sr 1 J [,.�tic..`E.IR�t ttirklat: III IM f!- I LEI I?.\Ft 1 t - ' 1''t ice' uc K , T'he Robert Green Lompimy (2016) BOREHOLE LOCATION PLAN4t hlr�ulzt Project Number: a44-14059 Report Number: 17-01-011 Sladden Engineering Late: February. 10, 2017 7 Zo r 50 MAGF Palm Desert Area 1 d� vd eft �0 'tf 0 DEEP «eUs (Area 2 k Sd� d USGS 2007 *04 Subsidence Contour -Interval 10 mm La Qainta (Aria Consolidated Roc k or Partly Consolidated Deposits ©COTID CGPS station and identifier ®OSDO GPS station and identifier 0 2 Miles 0 2 Kilometers Sr Rock Yt r� AP FIGUKF. 4 201 AiI .6 00 ,��. irviY� "� �' rss�!s'• ty�,�i�.M!'h4f� ``,�,�.,•.rr � ,-� Ground Fissures Observed i oe on ' ,i}� .`. R�« t eirM fir"" � -��` ��,�� y E � _ � i 3 � • WOW — IL vow — Alto q�. G �, ti J 1y, I 4'J• Aft NO �►� a •. -9. X� die r wk r _ r 1�" • �r ^71Fissures (FC y11Si + i on �yt Y' c �.lr�'��ys'•;, �y ._t�� •i1�1;�r1`, 't�`,1A+ ;A� . �'K.� i • - v4 r`Ii1�" ,!"9-R M1 fir' SN" s� ._` M }t • 1•r ��' .;dP ..�inaK�'#` `!+' aMslw70 �7EP. ` � � ,E` ' :_1 ''.� •»v,`.! l .. APPENDIX A FIELD EXPLORATION Sladden Engineering www.SladdenEngineering.com APPENDIX A FIELD EXPLORATION For our field investigation, seven (7) exploratory bores were excavated utilizing a truck -mounted drill rig equipped with 8 inch (O.D.) hollow -stem augers (Mobile B-61). 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 www.SladdenEngineering.com UNIFIED SOIL CLASSIFICATION SYSTEM MANOR DIVISIONS TYPICAL NAMES GW WELL GRADED GRAVEL -SAND MIXTURES GRAVELS CLEAN GRAVELS WITH POORLY GRADED GRAVELS, GRAVEL -SAND LITTLE OR NO FINES c GP MIXTURES c N SILTY GRAVELS, POORLY -GRADED GRAVEL- z MORE THAN HALF z COARSE FRACTION IS GM SAND -SILT MIXTURES LARGER THAN No.4 SIEVE GRAVELS WITH OVER = SIZE 12% FINES CLAYEY GRAVELS, POORLY GRADED GRAVEL- z GC SAND -CLAY MIXTURES SW WELL GRADED SANDS, GRAVELLY SANDS SANDS CLEAN SANDS WITH ¢ ¢ LITTLE OR NO FINES o x SP POORLY GRADED SANDS, GRAVELLY SANDS z SILTY SANDS, POORLY GRADED SAND -SILT Fx MORE THAN HALF COARSE rz FRACTION IS SMALLER SM MIXTURES p THAN No.4 SIEVE SIZE SANDS WITH OVER 12% SC CLAYEY SANDS, POORLY GRADED SAND -CLAY FINES MIXTURES INORGANIC SILTS & VERY FINE SANDS, ROCK c ML FLOUR, SILTY OR CLAYEY FINE SANDS, OR z CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM SILTS AND CLAYS CL PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, ✓� E a x LIQUID LIMIT LESS THAN 50 SILTY CLAYS, CLEAN CLAYS ORGANIC CLAYS AND ORGANIC SILTY CLAYS ✓0� w OL OF LOW PLASTICITY z En> x 012 INORGANIC SILTS, MICACEOUS OR MIDI DIATOMACIOUS FINE SANDY OR SILTY SOILS, z ELASTIC SILTS z SILTS AND CLAYS: LIQUID LIMIT GREATER THAN CH INORGANIC CLAYS OF HIGH PL.ASTICCTTY. FAT x 50 CLAYS E- OH ORGANIC CLAYS OF MEDIUM TO HIGH 0 PLASTICITY, ORGANIC SILTS z HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS EXPLANATION OF BORE LOG SYMBOLS _California Split -spoon Sample ®Unrecovered Sample m Standard 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 BORE LOG ® SLADDEN ENGINEERING Drill Rig: Mobile B-61 Date Drilled: 12/16/2016 Elevation: 25 Ft (MSL) Boring No: 3171-1 o S S o y cv Description U d m m w o o a7 C) Silty Sand (SM); slightly moist, dark brown, fine -to -coarse grained 10/21/23 1 3 63.8 5.6 109.4 2 w/ gravel and trace of clay (Fill). Sandy Silt (ML); slightly moist, dark brown, very stiff, low plasticity 4 w/ clay (QI-Qal). 16/I7/19 63.4 10.7 114.8 6 Sandy Silt (ML); slightly moist, dark brown, very stiff, low plasticity w/ clay (Ql-Qal). 8 13/16/16 61.1 9.0 ]o 12 Sandy Silt (ML); slightly moist, dark brown, hard, low plasticity w/ clay (QI-Qal). ]4 7/12/14 55.1 7.4 101.7 16 Sandy Silt (ML); slightly moist, dark brown, very stiff, low plasticity w/ clay (QI-Qal). 18 4/5/6 72.1 9.2 20 22 Sandy Silt (ML); slightly moist, dark brown, stiff, low plasticity w/ clay (QI-Qal). 24 717/8 812 8.6 85.2 Silty Clay (CL); slightly moist, grayish brown, stiff, low to medium 26 plasticity (Ql-Qa1). 28 617/9 85.5 6.2 30 32 Silty Clay (CL); slightly moist, grayish brown, stiff, low to medium plasticity (Ql-Qal). 34 7112/15 882 10.5 95.1 36 Silty Clay (CL); slightly moist, grayish brown, very stiff, low to medium plasticity (Ql-Qal), 38 5/7/7 85A 16.8 � 42 Silty Clay (CL); moist, grayish brown, stiff, low to medium plasticity (Q]-Qal). 44 7/11/12 84.6 19.1 99.1 46 Silty Clay (CL); wet, grayish brown, stiff, low to medium plasticity (QI-Qal). 48 5/7/8 1 1 1 81.0 23.4 50 Silty Clay (CL); wet, grayish brown, stiff, low to medium plasticity QI-Qal. Completion Notes: SILVER ROCK RESORT COMPLEX Terminated @ 51.5 Feet bgs. NWC JEFFERSON STREET & AVENUE 54, LA QUINTA Project No: 544-14059 Page 1 No Groundwater or Seepage Encountered. Report No: 17-01-017 No Bedrock Encountered. BORE LOGDrill SLADDEN ENGINEERING �J Rig: MobileB-67 Date Drilled: 12/16/2016 Elevation: 25 Ft (MSL) Boring No: BH-2 x o £ = w Description C+ a E U o kn a o Q R m w U s Silty Sand (SM); slightly moist, dark brown, fine -to -coarse grained 2 w/ ravel and trace of clay (Fill). 10/14/14 47.2 6.4 4 '': Silty Sand (SM); slightly moist, dark brown, medium dense, fine -to - 6 coarse grained w/ clay (Ql-Qal). 8 16/26/31 69.5 12.5 124.1 ]0 Sandy Silt (NIL); moist, dark brown, hard, low plasticity w/ day (Ql- 12 Qal). 13! 1 61.7 7.6 14 16 Sandy Silt (ML); slightly moist, dark brown, medium stiff, low plasticity w/ clay (Ql-Qai). is „5 30.7 3.4 92.4 20 Silty Sand (SM); dry, grayish brown, loose, fine -to -coarse grained w/ .;_ day (QI-Qal). 41i; lii 84.9 19.2 24 26 Silty Clay (CL); wet, grayish brown, very stiff, low to medium plasticity (QI-Qal). 28 7110/15 91.7 29.9 88.6 30 Silty Clay (CL); wet, grayish brown, very stiff, low to medium 32 plasticity (QI-Qal). Terminated @ 31.5 Feet bgs. No Groundwater or Seepage Encountered. 36 No Bedrock Encountered. 38 40 42 44 46 48 101 Completion Notes: SILVER ROCK RESORT COMPLEX NWC JEFFERSON STREET & AVENUE 54, LA QUINTA Project No: 544-140,59 Page 2 Report No: 17-01-01 ] BORELOG ® SLADDEN ENGINEERING Drill Rig: Mobile B-61 Date Drilled: 12/16/2016 Elevation: 25 Ft (MSL) Boring No: BH-3 a, o Z u o w —� Description 5 �0�r cn O oo cc w C] C] U 2 Silty Sand (SM); slightly moist, dark brown, fine -to -coarse grained w/ gravel and trace of clay (Fill). 4 11/18/22 58.9 8.7 116.9 6 Sandy Silt (ML); slightly moist, dark brown, very stiff, low plasticity w/ clay (QI-Qal). 8 7/12/12 80.8 14.4 10 12 Sandy Silt (ML); moist, dark brown, very stiff, low plasticity w/ clay (QI-Qal). l4 6/7/8 65.9 7.6 87.8 16 Sandy Silt (ML); slightly moist, dark brown, stiff, low plasticity w/ clay (Ql-Qal). t8 8/11/12 11.5 1.1 20 22 . Sand (SP-SM); dry, grayish brown, medium dense, fine -to -coarse grained w/ trace of silt (Ql-Qal). 24 8/12/12 62.5 3.7 94.0 26 Sandy Silt (ML); dry, grayish brown, stiff, low plasticity w/ trace of clay (Q]-Qal). z8 7/7/8 76.3 2.5 30 32 Sandy Silt (ML); dry, grayish brown, stiff, low plasticity w/ trace of clay (Ql-Qal). 34 Terminated G 31.5 Feet bgs. No Groundwater or Seepage Encountered. 36 No Bedrock Encountered. 3e 40 42 44 46 98 50 Completion Notes: SILVER ROCK RESORT COMPLEX NWC JEFFERSON STREET & AVENUE 54, LA QUINTA Project No: 544-14059 Page 3 Report No: 17-01-011 BORE LOG �� SLADDEN ENGINEERING Drill Rig: MobileB-6I Date Drilled: 12/1612016 Elevation: 25 Ft (MSL) Boring No: N 1 4 Description x Uj 8_1 Silty Sand (SM); slightly moist, dark brown, fine -to -coarse grained 2 w/ gravel and trace of day (Fill). 8/13/13 8.4 4 6 - Sandy Silt (ML); slightly moist dark brown, very stiff, low plasticity wl gravel and clay (Q]-Qal). 8/11/15 443 2.1 98.9 M- Silty Sand (SM); dry, dark brown, medium dense, fine -to -coarse -- 12 grained w/ gravel and clay (QI-Qal). 14 6/9/6 12.8 1.9 - 16- Silty Sand (SM); dry, dark brown, medium dense, fine -to -coarse grained w/ gravel and clay (QI-W). -18- 7/9/15 35.2 2.9 100.2 20-!' Silty Sand (SM), dry, dark brown, medium dense, fine -to -coarse 22-:::. grained w/ gravel and clay (QI-Qal). 3/9/12 65.3 14.0 24-: -26- Sandy Silt (ML); moist, grayish brown, very stiff, low plasticity wl clay (Q]-Qal). -28- 15/IS/17 17.1 2.5 101.9 30-- - - i � . Silty Sand (SM); dry, grayish brown, medium dense, fine-to-coar'w -32-. grained w/ clay (Q]-Qal). 4/7/7 44.6 9.4 -34- -36- Silty Sand (SM); slightly moist, grayish brown, medium dense, fine - to -coarse grained w/ clay (QI-Qal). -38- 89.1 163 95.9 40 Silty Clay (CL); moist, grayish brown, stiff, low to medium plasticity -42 (QI-Qal)- 10111/11 30.0 4-1 -44 46 Silty Sand (SM); dry, grayish brown, medium dense, fine -to --coarse grained w/ day (QI-Qal). -48- 50 - Silty Clay (CL); wet, grayish brown, stiff, low to medium plasticity 7/9/12 1 188.1119.51 88.2 F (Q]-Qal). Completion Notes: SILVER ROCK RESORT COMPLEX Terminated @ 51.5 Feet bgs. NWC JEFFERSON STREET & AVENUE 54, LA QUINTA No Groundwater or Seepage Encountered. Project No: 544-14059 Page 4 Report No: 17-01-011 1 No Bedrock Encountered. 1 BORE LOG SLADDEN ENGINEERING Drill Pig: Mobile B-6EL Date Drilled: 12/16/2016 Elevation: 25 Ft (h4SL) Boring No: BH-5 x Q) B, 0 E 0 Description CL 0 0 —Ps x LU fu Silty Sand (SM); slightly moist, dark brown, fine -to -coarse grained 2 - W/ gravel and trace of clay (Fill). 4 7/18/18 64.1 8.2 113.7 Sandy Silt (ML); slightly moist, darkbrown, very stiff, low plasticity 6 - - wl clay (QI-Qal). 8 - 9/10/15 53.7 5.0 10- 12- Sandy Silt (N-11); slightly moist, dark brown, very stiff, low plasticity w/ clay (QI-Qal). 14- 10/14/16 31.5 1.1 103.0 Silty Sand (SM); dry, grayish brown, medium dense, fine -to -coarse 16- grained wl trace of clay (QI-Qal). 18- 4/7/6 87.6 9.5 20 -22 Silty Clay (CL), slightly moist, grayish brown, stiff, low -to -medium plasticity (QI-Qal). -24 11/12/17 61.7 2.2 98.0 Sandy Silt (UL); dry, grayish brown, very stiff, low plasticity w/ day 26- (QI-Qal). -28- 6110/10 34.4 3.1 30 - 32- L Silty Sand (SM); dry, grayish brown, medium stiff, fine -to -coarse grained w/ clay (Q]-Qal), Terminated @ 31.5 Feet bgs. -34- No Groundwater or Seepage Encountered. -36- No Bedrock Encountered_ -38- -40- -42- -44- -46- -48- 50- Completion Notes: SILVER ROCK RESORT COMPLEX NWC JEFFERSON STREET & AVENUE 54, LA QUINTA Project No: 544-14059 Page 1 5 lReport No: 17-01-011 BORE LOG SLADDEN ENGINEERING �J Drill Rig: MobileB-61 Date Drilled: 12/16/2016 Elevation: 25 Ft (MSL) Boring No: BH-6 uxi o g ell o 6 0 v , u Description .2 it U o A x v a v ar a cn m ado w e 3' 0 u Q U Silty Sand (SM); slightly moist, dark brown, fine -to -coarse grained 2 - w/ gravel and trace of clay (Fill). 7/12/15 20.2 1.2 4 6 Silty Sand (SM); dry, grayish brown, medium dense, fine -to -coarse grained w/ trace of clay (QI-Qal). 8 . 11/12/18 40.7 3.6 105.1 10 Silty Sand (SM); dry, grayish brown, medium dense, fine -to -coarse 12 grained w/ trace of clay (Ql-Qal). 8/8/8 41.5 2.8 14 Silty Sand (SM); drv, grayish brown, medium dense, fine -to -coarse t6 grained w/ trace of clay (Ql-Qal). 18 12/20/29 7.1 0.8 118.2 20 Gravelly Sand (SP); dry, grayish brown, dense, fine -to -coarse 22 rained w/ trace of clay (QI-Qal). 24 Terminated @ 21.5 Feet bgs. No Groundwater or Seepage Encountered. 26 No Bedrock Encountered. 28 30 32 34 36 38 40 42 44 46 48 50 Completion Notes: SILVER ROCK RESORT COMPLEX NWC JEFFERSON STREET & AVENUE 54, LA QUINTA Project No: 544-14059 Page 6 Report No: 17-01-011 BORE LOG ® SLADGEN ENGINEERING Drill Rig: Mobile B-61 Date Drilled: 12/16/2016 Elevation: 25 Ft (MSL) Boring_ No: BH-7 x � 00 o o Description A y J 3 C oIL o E cn m xx w o 0 �. 0 U Silty Sand (SM); slightly moist, grayish brown, fine -to -coarse 2 grained w/ ravel and trace of clay(Fill). 4 8/10/17 58.3 1.5 99.6 Sandy Silt (ML); dry, grayish brown, very stiff, low plasticity w/ 6 trace of clay (QI-Qal). 8 4/4/5 16.2 1.6 10 12 Silty Sand (SM); dry, grayish brown, loose, fine -to -coarse grained w/ trace of clay (Ql-Qal). 14 5/'9/11 39.8 4.5 99.2 Silty Sand (SM); dry, grayish brown, medium dense, fine -to -coarse 16 grained w/ trace of clay (Ql -Qal). 18 4/4/4 71.0 7.8 20 - 22 Et Sandy Silt (ML); slightly moist, grayish brown, medium stiff, low plasticityw/ trace of clayQl-Qal . Terminated @ 21.5 Feet bgs. 24 No Groundwater or Seepage Encountered. No Bedrock Encountered. 26 28 30 32 34 36 38 40 42 44 46 48 50 Completion Notes: SILVER ROCK RESORT COMPLEX NWC JEFFERSON STREET & AVENUE 54, LA QUINTA Project No: 541-14059 Page % Report No: 17-01-011 APPENDIX B LABORATORY TESTING Sladden Engineering www.SladdenEngineering.com 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 soils 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. Graphic representations of the results of this testing are presented 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: One (1) bulk sample was 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 Testing: One (1) bulk sample was 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 www.SladdenEngineering.com Consolidation/Hydro-Collapse Testing: Two (2) relatively undisturbed samples were selected for consolidation testing. For this test, a one -inch thick test specimen was subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at each load increment was recorded prior to placement of each subsequent load. 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 www.SladdenEngineering.com Sladden Engineering 450 Egan Avenue, Beaumont CA 92223 (951) 845-7743 Fax (951) 845-8863 Maximum Density/Optimum Moisture ASTM D698/D1557 Project Number: 544-14059 Project Name: Silver Rock Resort Lab ID Number: LN6-16057 Sample Location: BH-1 Bulk 1 @ 0-5' Description: Dark Brown Silty Sand (SM) Maximum Density: 118 pef Optimum Moisture: 12.5% 145 140 135 130 a 125 .N c A 120 a.. A 115 110 105 100 0 Sieve Size % Retained 3/4" 3/8" #4 0.5 <----- Zero Air Voids Lines, sg =2.65, 2.70, 2.75 5 10 15 Moisture Content, % January 9, 2017 ASTM D-1557 A Rammer Type: Machine 20 25 Buena Park • Palm Desert • Hemet 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 544-14059 Silver Rock Resort LN6-16057 BH-1 Bulk 1 (aJ 0-5' Dark Brown Silty Sand (SM) W t of Soil + Ring: 562.6 %Veieht of Rinu: 191.1 Wt of Wet Soil: 371.5 herCeTlt A'lOislure: 10.5% Sample Height. in 0.95 Wet Density, ef: 118.5 Dry Denstiy, pcf: 1 107.2 Saturation: 1 49.6 Expansion Rack # 4 Date/1 ittle 1/5/2017 1 3:10 PM Initial Readin&' 0.0000 Final Reacting 0.0046 Expansion Index (Final - Initial) x 1000 5 January 9, 2017 Buena Park - Palm Desert - Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Direct Shear ASTM D 3080-04 (modified for unconsolidated condition) Job Number: 544-14059 Job Name Silver Rock Resort Lab ID No. LN6-16057 Sample ID BH-1 Bulk 1 ( 0-5' Classification Dark Brown Silty Sand (SM) Sample Type Remolded @ 90% of Maximum Density January 9, 2017 Initial Dry Density: 105.9 pcf Initial Mosture Content: 12.7 % Peak Friction Angle (0): 30' Cohesion (c): 60 psf Test Results 1 2 3 4 Average Moisture Content, % 20.3 20.3 20.3 20.3 20.3 Saturation, % 92.8 92.8 92.8 92.8 92.8 Normal Stress, kps 1 0.739 1 1.479 1 2.958 5.916 Peak Stress, kps 1 0.468 1 0.881 1 1.778 3.405 • Peak Stress l .incar (Peak Stress) 6.0 5.0 -- a 4.0 3.0 zn - 1.0 L 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) 845-7743 Fax (951) 845-8863 Gradation ASTM C117 & C136 Project Number: 544-14059 Project Name: Silver Rock Resort Lab ID Number: LN6-16057 Sample ID: BH-1 Bulk I @ 0-5' January 9, 2017 Soil Classification: SM Sieve Sieve Percent Size, in Size, mm Passing 2" 50.8 100.0 1 1/2" 38.1 100.0 1" 25.4 100.0 3/4" 19.1 100.0 1 /2" 12.7 99.9 3/8" 9.53 99.8 #4 4.75 99.5 #8 2.36 99.3 #16 1.18 97.0 #30 0.60 96.1 #50 0.30 93.4 # 100 0.15 73.9 #200 0.075 41.5 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 R C136 Project Number: 544-14059 Project Name: Silver Rock Resort Lab ID Number: LN6-16057 Sample 1D: BH-2 R-4 @ 20' Soil Classification: SM 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 4.75 100.0 #8 2.36 100.0 #16 1.18 99.9 #30 0.60 99.7 450 0.30 97.2 9100 0.15 77.8 9200 0.074 36.6 January 9, 2017 ;' 'IIII■■r�rilll�■r�llll��s■IIIII■■■■IIIII■�■� IIII■■■■IIIII■■■■IIIII■■\�■IIIII■■■■IIIII■■■ IIIII■■■IIIII■■■■IIIII■■��IIIII■■■■IIIII■■■■ 1111�■■■IIIII■■�11111�■■\�11 1 ■■■IIIII■■■■ .' 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Resistivity per CA 417 per CA 422 per CA 643 ppm ppm ohm -cm 400 150 1030 C Rpt 544-14059 010917 APPENDIX C 2016 SEISMIC DESIGN MAP AND REPORT VS30 GRADIENT MAP PSH DEAGGREGATION OUPUT Sadden Engineering www.SladdenEngineering.com 1/9i2017 Design Maps Summary Report W. USGS Design Maps Summary Report User -Specified Input Report Title 544-14059 Mon January 9, 2017 19:14:08 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.667370N, 116.27725°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/1I/III '. A7tPrlt - Mirage Palm Deserter Indio r '.coachetla- -' la Quints ,F 4. +I queg1c3f.C?:h1:4,1 kgnlAifvort - O 4, - - - r,.Mecca USGS-Provided Output SS = 1.500 g SMS = 1.500 g Sps = 1.000 g Si = 0.645 g SN1 = 0.968 g SD1 = 0.645 g For information on how the SS and Sl 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. MCEa Response Spectrum 1.65 1.su t.25 1.20 1.05 Oi 0.50 H 0.?5 0.6o 0.45 0.20 0.15 0.00 0.00 0.20 0.40 0.60 0.30 1.00 1.20 1.40 1.60 1.20 2.00 Period T (sec) Design Response Spectrum 1.10 0.99 0.88 0.7i Q� 0.66 y 0.55 0.44 0.32 0.22 0.11 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) For PGAMr T„ CRs, and Ca, values, please vow the detailed report. Although this information Is a product of the U.S. Geological Survey, we provice 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. httpJ/earthquake.usgs.gov/designmaps/uslsummary.php?templato=minimal&latitude=33.6673688longitude--116-Y"252&sitedass=3&riskcategory=0&editioa-- . 1/1 1i9;2017 Design Maps Detailed Report -1622.USGS Design Maps Detailed Report ASCE 7-10 Standard (33.667370N, 116.277251W) Site Class D - "Stiff Soil", Risk Category 1/II/111 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 S.) and 1.3 (to obtain S,). 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 t�1 From Figure 22-212) Section 11.4.2 — Site Class SS = 1.500 g Sl = 0.645 g 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 orN,, S. A. Hard Rock >5,000 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 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: Plasticity index PI > 20, • Moisture content w ? 40%, and • Undrained shear strength s. < 500 psf y 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 llb/ft2 = 0.0479 kN/m2 http://earthquake.usgs.gavfdesignmaps/us/reporLphpAemplate=minimal&latitude=33.667368&longitude=-116.277252&sitedass=3&riskcategory=Mod hon=asc... 1/6 VM017 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCEF) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE K Spectral Response Acceleration Parameter at Short Period SS :- 0.25 S5 = 0.50 S, - 0.75 S�, = 1.00 S5 ? 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 S, For Site Class = D and SS = 1.500 g, Fe = 1.000 Table 11.4-2: Site Coefficient F Site Class Mapped MCE Spectral Response Acceleration Parameter at 1-s Period S150.10 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, = 0.645 g, F = 1.500 http://earttiquake.usgs.gov/clesignrn apsluslreport.php?template= minim al&latitude=33,667368&1 ongi lude=-116.277252&siteclass=3&riskcategory- 0&edition--asc. 2r6 1/9/2017 Design Maps Detailed Report Equation (11.4-1): Sr,s = F,,Ss = 1.000 x 1.500 = 1.500 g Equation (11.4-2): Sr,t = F S, = 1.500 x 0.645 = 0.968 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SoS = % SMS = 2/ x 1.500 = 1.000 g Equation (11.4-4): S,, = 1/, SN1, = 2/, x 0.968 = 0.645 g Section 11.4.5 — Design Response Spectrum From Figure 22-12 t31 T, = 8 seconds r Figure 11.4-1: Design Response Spectrum T<Ts: S.=Sm(0.4+0.6T/To) ToSTSTr.: S.=SOB S.x = 1.000 - - TS<TST,;So=SmJT T>T,:S,=SmT,1T2 S:n = 0.64 T, = 0.129 T, = 0.645 LOGO Period, T (sec) hdpl/earthquake.usW.gov/designmaps/uslreportphp?template=m inimai&latitude=33.667368&longitude---116.277252&siteclass=3&riskcategory=08 edition=asc.. 3/6 1/9/2017 Design Maps Detailed Rep3rt Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCE, Response Spectrum is determined by multiplying the design response spectrum above by 1.5. S,.; = 1.500 A rn c 0 �a a sr, = 0 968 v u Q tV u r 0 a v cc ff m n T; = 0.129 T, = 0.645 1.000 Period, T (sec) http://earthquake.usgs.govidasignrn aps/us/repnrt.ptip7ternptate=minimal&latitude= 33.667368&longitude`-116.2T7252&si tedass=3&nskcategory=0&edition=asc.. 4/b 1)e;2017 Design Maps Detailed Repnrt Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Fi ure 22-7 tat PGA = 0.562 Equation (11.8-1): PGA, = FPc,PGA = 1.000 x 0.562 = 0.562 g Table 11.8-1: Site Coefficient F,,, Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA 5 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA >_ 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 fog intermediate values of PGA For Site Class = D and PGA = 0.562 g, FPr;p = 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 = 1.051 From Figure 22-1801 C,, = 1.016 http //earthquake.usgs.gov/designm aps/us/re-port,php?template-m inimal&latitude=33.567368&longitude=-116.277252&sl tac1a99=3&rrskcategory=0&edi Oon=asc.. 516 V11/2017 Design Maps Detaled Report Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Desian Catecory Based on Short Period Resoonse Acceleration Parameter VALUE OF Sos RISK CATEGORY I or II III IV S, < 0.167g A A 6 A 0.167g <_ Sps < 0.339 B C 0.33g 5 Sos < 0.50g C C D 0.50g 5 S" D D D For Risk Category = I and Sus = 1.000 g, Seismic Design Category = D Table 11.6-2 Seismic Desiqn Category Based on 1-S Period Resoonse Acceleration Parameter VALUE OF Sol RISK CATEGORY I or II TIT IV Sp, < 0.067g A A A 0.067g 5 SDI < 0.1339 B B C 0.133g <_ S,„ < 0.20g C C D 0.20g <_ SDI D D D For Risk Category = I and Sp, = 0.645 g, Seismic Design Category = D Note: When S, is greater than or equal to O.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: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs-/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: http://earthquake.tisgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figiire_22-12.pdf 4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfsJ2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCF-7_Figure_22-18.pdf http://eathgLjake.usgs.gw/designmaps/us/report.ptip?template=minimal&latitude=33.6673688.longitude=-116.277252&siteclass=3&riskcategory=08editicn=asc, . 66 EM a017.�in 919:t58 -116.279167 33.687500 254 -116.270836 33.687500 241 -116.262497 33.687500 236 -116.254166 33.687500 239 -116.279167 33.679165 253 -116.270836 33.679165 241 -116.262497 33.679165 237 -116.254166 33.679165 239 -116.279167 33.670834 451 -116.270836 33.670834 244 -116.262497 33.670834 251 -116.254166 33.670834 254 -116.279167 33.662498 633 -116.270836 33.662498 425 -116.262497 33.662498 242 -116.254166 33.662498 248 -116.279167 33.654167 513 -116.270836 33.654167 449 -116.262497 33.654167 207 -116.254166 33.654167 206 Vs30 544-14059 Page 1 0�. 60 h0 ss w cl - Q � o o `Q' o N V N r, 0 V w V V w V "T c? V Wn V V VO A ■ � O V o N Q c w c° v SS 6 V V V kn c c T N a` v ■ . .0 0 PCvezey of uQgnqujuoo % a d z E 0 a 0 0 3 m 1192017 1)t4ps1'geohazards.usgs.govldeaggintl20D8/auU544-14059_2017.01.09_19.19.48.txt *** Deaggregation of Seismic Hazard at One Period of Spectral Accel. *** *** Data from U.S.G.S. National Seismic Hazards Mapping Project, 2008 version *"* PSHA Deaggregation. %contributions. site: 544-14059 long: 116.277 W., lat: 33.667 N. Vs30(m/s)= 300.0 (some WUS atten. models use Site Class not Vs30). NSHMP 2007-08 See USGS OFR 2008-1128. dM=0.2 below Return period: 475 yrs. Exceedance PGA-0.4883 g. Weight * Computed_Rate_Ex 0.211E-02 #Pr[at least one eq with median motion>=PGA in 50 yrs]=e.00356 #This deaggregation corresponds to Mean Hazard w/all GMPEs DIST(KM) MAG(MW) ALL_FPS EPSILON>2 1<FPS<2 O<EPS<1-1<EPS<O-2<EPS<-1 EPS<-2 7.9 5.05 1.203 0.569 0.634 0.000 0.000 0.000 0.000 13.3 5.05 0.237 0.237 0.000 0.000 0.000 0.000 0.000 7.9 5.20 2.497 0.968 1.412 0.116 0.000 0.000 0.000 13.5 5.20 0.608 0.589 0.021 0.000 0.000 0.000 0.000 8.0 5.4e 2.526 0.708 1.587 0.232 0.000 0.000 0.000 13.8 S.40 0.801 0.715 0.087 0.000 0.000 0.000 0.000 8.0 5.60 2.365 0.504 1.523 0.339 0.000 0.000 0.000 14.1 5.60 0.949 0.744 0.205 0.000 0.000 0.000 0.000 22.7 5.61 0.058 0.058 0.000 0.000 0.000 0.000 0.000 8.1 S.80 2.072 0.360 1.299 0.413 0.000 0.000 0.000 14.4 5.80 1.013 0.691 0.322 0.000 0.000 0.000 0.000 23.3 S.81 0.106 0.106 0.000 0.000 0.000 0.000 0.000 7.5 6.01 2.574 0.332 1.514 0.728 0.000 0.000 0.000 14.7 6.01 1.176 0.676 0.501 0.000 0.000 0.000 0.000 24.2 6.01 0.170 0.170 0.000 0.000 0.000 0.000 0.000 7.5 6.20 3.333 0.358 1.841 1.128 0.006 0.000 0.000 14.9 6.20 1.267 0.574 0.684 0.009 0.000 0.000 0.000 24.2 6.21 0.327 0.311 0.016 0.000 0.000 0.00e 0.000 33.9 6.22 0.053 0.053 0.000 0.000 0.000 0.000 0.000 7.6 6.40 3.080 0.266 1.496 1.292 0.027 0.000 0.000 14.7 6.40 1.376 0.442 0.900 0.034 0.000 0.000 0.000 23.9 6.41 0.440 0.37S 0.064 0.000 0.000 0.000 0.000 33.5 6.42 0.162 0.161 0.e01 0.000 0.000 0.000 0.000 5.4 6.60 0.818 0.054 0.317 0.418 0.029 0.000 0.000 12.1 6.66 2.706 0.65e 1.886 0.170 0.000 0.000 0.000 23.9 6.61 0.256 0.218 0.039 0.000 0.000 0.000 0.000 32.9 6.59 0.143 0.138 0.006 0.000 0.000 0.000 0.000 S.5 6.80 0.627 0.038 0.222 0.335 0.032 0.000 0.000 11.8 6.85 11.308 2.235 7.896 1.177 0.000 0.000 0.000 23.4 6.80 0.330 0.234 0.097 0.000 0.000 0.000 0.000 33.3 6.80 0.206 0.184 0.022 0.000 0.000 0.000 0.000 53.0 6.82 0.110 0.110 0.000 0.000 0.000 0.000 0.000 5.5 6.95 0.248 0.014 0.084 0.136 0.014 0.000 0.000 12.0 7.00 11.773 1.987 8.011 1.774 0.000 0.000 0.000 25.4 6.99 0.203 0.117 0.086 0.000 0.000 0.000 0.000 33.0 6.99 0.302 0.231 0.071 0.000 0.000 0.000 0.000 54.5 7.02 0.142 0.141 0.001 0.000 0.000 0.000 0.000 12.2 7.18 9.025 1.347 5.431 2.247 0.000 0.000 0.000 27.9 7.23 0.363 0.147 0.215 0.001 0.000 0.000 0.000 32.8 7.21 0.890 0.502 0.388 0.000 0.000 0.000 0.000 56.4 7.19 0.201 0.194 0.007 0.000 0.000 0.000 0.000 12.S 7.41 7.774 1.001 4.294 2.478 0.000 0.000 0.000 28.3 7.41 2.196 0.935 1.211 0.050 0.000 0.000 0.000 32.9 7.42 0.429 0.206 0.223 0.000 0.000 0.000 0.000 56.7 7.37 0.174 0.154 0.020 0.000 0.000 0.000 0.000 12.4 7.62 4.725 0.573 2.443 1.67S 0.034 0.000 0.000 28.8 7.59 3.853 1.181 2.389 0.282 0.000 0.000 0.000 58.9 7.58 0.170 0.137 0.033 0.000 0.000 0.000 0.000 12.3 7.78 4.246 0.417 1.907 1.876 0.046 0.000 0.000 28.9 7.79 1.941 0.525 1.218 0.198 0.000 0.000 0.000 65.8 7.77 0.068 0.055 0.013 0.000 0.000 0.000 0.000 12.1 7.98 4.596 0.431 1.954 2.076 0.135 0.000 0.000 27.9 7.98 0.205 0.043 0.129 0.033 0.000 0.000 0.000 59.7 7.98 0.093 0.066 0.027 0.000 0.000 0.000 0.000 11.9 8.19 0.913 0.076 0.352 0.439 0.045 0.000 0.000 httpsJlgeohatards.usgs.qov/cleagginV2008/out/544-14059 2017.01.09 19.19.48.tx1 1/5 1/9/2017 hllps-//geohazards.usgs.govldeagginU200&'ouU544-14059 2017.01.09_19.19.48.txt Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: Contribution from this GMPE(%): 100.0 Mean src-site R= 14.1 km; M= 6.86; epsO= 0.98. Mean calculated for all sources. Modal src-site R= 12.0 km; M= 7.00; epsO= 0.94 from peak (R,M) bin MODE R*= 12.0km; M*= 7.00; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 8.011 Principal sources (faults, subduction, random seismicity having > 3% contribution) Source Category: % contr. R(km) M epsilon@ (mean values). California A -faults 64.18 15.3 7.30 0.90 CA Compr. crustal gridded 30.99 10.3 5.91 1.09 San Gorgonio Zone gridded 3.59 18.1 7.1.0 1.20 Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID % contr. Rcd(km) M epsilon@ Site-to-src azimuth(d) San lacinto;A+C aPriori 2.64 28.9 7.50 1.36 -144.0 S. S.Andr.;CO aPriori 6.23 11.6 6.97 0.93 44.4 S. S.Andr.;SSB+BG aPriori 2.38 13.7 7.32 0.84 12.1 S. S.Andr.;BG+CO aPriori 2.43 11.6 7.36 0.67 44.7 S. San Andreas;CO MoBal 21.79 11.6 6.95 0.96 44.4 S. San Andreas Unsegmented A-fl 3.69 13.2 7.70 0.59 36.7 #*********End of deaggregation corresponding to Mean Hazard w/all GMPEs *********tt PSHA Deaggregation. %contributions. site: 544-14059 long: 116.277 W., lat: 33.667 N. Vs30(m/s)= 300.0 (some WUS atten. models use Site Class not V00). NSHMP 2007-08 See USGS OFR 2008-1128. dM=0.2 below Return period: 475 yrs. Exceedance PGA=0.4883 g. Weight * Computed_Rate_Ex 0.906E-03 #Pr[at least one eq with median motion>=PGA in 50 yrs]=0.00258 #This deaggregation corresponds to Boore-Atkinson 2008 DIST(KM) MAG(Mk) ALL_EPS EPSILON>2 1<EPS<2 O<EPS<l-1<EPS<O-2<EPS<-1 EPS<-2 7.5 5.05 0.122 0.120 0.002 0.000 0.000 0.000 0.000 7.7 5.20 0.295 0.263 0.032 0.000 0.000 0.000 0.000 12.6 5.21 0.024 0.024 0.000 0.000 0.000 0.000 0.000 7.8 5.40 0.348 0.291 0.057 0.000 0.000 0.000 0.000 13.4 5.41 0.063 0.063 0.000 0.000 0.000 0.000 0.000 7.9 5.60 0.381 0.287 0.094 0.000 0.000 0.000 0.000 14.2 5.61 0.116 0.116 0.000 0.000 0.000 0.000 0.000 7.9 5.80 0.393 0.245 0.147 0.000 0.000 0.000 0.000 14.7 5.80 0.175 0.175 0.000 0.000 0.000 0.000 0.000 23.5 5.81 0.027 0.027 0.000 0.000 0.000 0.000 0.000 7.3 6.02 0.589 0.290 0.299 0.000 0.000 0.000 0.000 15.0 6.01 0.256 0.252 0.004 0.000 0.000 0.000 0.000 24.6 6.01 0.062 0.062 0.000 0.000 0.000 0.000 0.000 7.3 6.20 0.813 0.341 0.472 0.000 0.000 0.000 0.000 15.1 6.20 0.314 0.297 0.017 0.000 0.000 0.000 0.000 24.5 6.21 0.133 0.133 0.000 0.000 0.000 0.000 0.000 34.1 6.23 0.038 0.038 0.000 0.000 0.000 0.000 0.000 7.5 6.40 0.765 0.262 0.499 0.005 0.000 0.000 0.000 14.9 6.40 0.367 0.314 0.053 0.000 0.000 0.000 0.000 24.2 6.41 0.187 0.187 0.000 0.000 0.000 0.000 0.000 33.4 6.42 0.129 0.129 0.001 0.000 0.000 0.000 0.000 5.3 6.60 0.199 0.054 0.142 0.002 0.000 0.000 0.000 12.0 6.67 1.284 0.369 0.832 0.084 0.000 0.000 0.000 24.1 6.61 0.172 0.167 0.005 0.000 0.000 0.000 0.000 32.9 6.59 0.133 0.127 0.006 0.000 0.000 0.000 0.000 5.4 6.80 0.161 0.038 0.120 0.003 0.000 0.000 0.000 11.8 6.85 5.641 1.021 4.037 0.583 0.000 0.000 0.000 23.8 6.80 0.225 0.194 0.031 0.000 0.000 0.000 0.000 33.3 6.80 0.192 0.171 0.021 0.000 0.000 0.000 0.000 44.2 6.79 0.029 0.029 0.000 0.000 0.000 0.000 0.000 53.0 6.82 0.110 0.110 0.000 0.000 0.000 0.000 0.000 5.4 6.95 0.064 0.014 0.049 0.001 0.000 0.000 0.000 12.0 6.99 5.452 0.895 3.745 0.812 0.000 0.000 0.000 26.0 6.99 0.147 0.100 0.047 0.000 0.000 0.0e0 0.000 33.1 6.99 0.262 0.195 0.066 0.000 0.000 0.000 0.000 44.7 6.99 0.027 0.027 0.000 0.000 0.000 0.000 0.000 hUps,79eohazards_usgs.govldeaggintf20M'ouU544-14059 2017.01.09_19.19.48.txt 2/5 1i912017 https,ligeohazards.usgs.gov/ceagginU2008/ouV544-14059 2017.01.09_19.19.48.bd 54.6 7.02 0.142 0.140 0.001 0.000 0.000 0.000 0.000 12.2 7.17 4.580 0.660 2.867 1.052 0.000 0.000 0.000 28.0 7.22 0.248 0.103 0.144 0.001 0.000 0.000 0.000 32.8 7.21 0.751 0.389 0.362 0.000 0.000 0.000 0.000 44.1 7.19 0.023 0.023 0.000 0.000 0.000 0.000 0.000 56.4 7.19 0.197 0.190 0.007 0.000 0.000 0.000 0.000 12.6 7.41 3.792 0.476 2.159 1.158 0.000 0.000 0.000 28.5 7.42 1.749 0.597 1.109 0.043 0.000 0.000 0.000 32.9 7.41 0.336 0.144 0.193 0.000 0.000 0.000 0.000 44.0 7.40 0.032 0.030 0.003 0.000 0.000 0.000 0.000 56.7 7.36 0.166 0.146 0.020 0.000 0.000 0.000 0.000 12.5 7.63 2.280 0.264 1.197 0.819 0.000 0.000 0.000 28.9 7.59 2.502 0.608 1.618 0.276 0.000 0.000 0.000 34.0 7.57 0.031 0.016 0.014 0.000 0.000 0.000 0.000 58.9 7.58 0.158 0.125 0.033 0.000 0.000 0.000 0.000 65.7 7.58 0.043 0.039 0.004 0.000 0.000 0.000 0.000 12.3 7.78 1.911 0.168 0.909 0.834 0.000 0.000 0.000 28.9 7.79 1.264 0.270 0.809 0.194 0.000 0.000 0.000 59.0 7.79 0.036 0.025 0.010 0.000 0.000 0.000 0.000 65.8 7.76 0.063 0.050 0.013 0.000 0.000 0.000 0.000 12.1 7.98 2.104 0.170 0.940 0.971 0.024 0.000 0.000 28.0 7.98 0.125 0.022 0.081 0.023 0.000 0.000 0.000 59.7 7.98 0.076 0.050 0.026 0.000 0.000 0.000 0.000 11.9 8.19 0.422 0.030 0.171 0.208 0.014 0.000 0.000 Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: Contribution from this GMPE(%): 43.0 Mean src-site R= 16.6 km; M= 7.11; epsO= 1.01. Mean calculated for all sources. Modal src-site R= 11.8 km; M= 6.85; epsO= 1.01 from peak (R,M) bin MODE R*= 11.7km; M*= 6.85; EPS.INTFRVAL: 1 to 2 sigma % CONTRIB.= 4.037 Principal sources (faults, subduction, random seismicity having > 3% contribution) Source Category: % contr. R(km) M epsilon@ (mean values). California A -faults 33.85 16.8 7.30 0.91 CA Compr. crustal gridded 6.40 11.4 6.08 1.33 Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID % contr. Rcd(km) M epsilon@ Site-to-src azimuth(d) San 3acinto;A+C aPriori 1.87 28.9 7.49 1.25 -144.0 S. S.Andr.;CO aPriori 3.06 11.6 6.97 0.89 44.4 S. S.Andr.;SSB+BG aPriori 1.21 13.7 7.31 0.79 12.1 S. S.Andr.;BG+CO aPriori 1.14 11.6 7.36 0.66 44.7 S. San Andreas;CO MoBal 10.74 11.6 6.94 0.91 44.4 S. San Andreas Unsegmented A-flt 1.85 13.9 7.69 0.63 36.7 #*********End of deaggregation corresponding to Boore-Atkinson 2008 *********# PSHA Deaggregation. %contributions. site: 544-14059 long: 116.277 W., lat: 33.667 N. Vs30(m/s)= 300.0 (some WUS atten. models use Site Class not Vs30). NSHMP 2007-08 See USGS OFR 2008-1128. dM=0.2 below Return period: 475 yrs. Exceedance PGA=0.4883 g. Weight * Computed_Rate_Ex 0.228E-03 #Pr[at least one eq with median motion>=PGA in 50 yrs]=0.00048 #This deaggregation corresponds to Campbell-Bozorgnia 2008 DIST(KM) MAG(MW) ALL_EPS EPSILON>2 1<EPS<2 O<EPS<l-1<EPS<0-2<EPS<-1 EPS<-2 7.8 5.05 0.264 0.222 0.042 0.000 0.000 0.000 0.000 12.4 5.05 0.023 0.023 0.000 0.000 0.000 0.000 0.000 7.9 5.20 0.625 0.471 0.154 0.000 0.000 0.000 0.000 12.8 5.21 0.090 0.090 0.000 0.000 0.000 0.000 0.000 8.0 5.40 0.737 0.469 0.268 0.000 0.000 0.000 0.000 13.5 5.41 0.180 0.180 0.000 0.000 0.000 0.000 0.000 8.1 5.60 0.714 0.391 0.323 0.000 0.000 0.000 0.000 13.9 5.60 0.241 0.240 0.000 0.000 0.000 0.000 0.000 22.4 5.61 0.009 0.009 0.000 0.000 0.000 0.000 0.000 8.1 5.80 0.591 0.301 0.299 0.000 0.000 0.000 0.000 14.2 5.80 0.242 0.236 0.006 0.000 0.000 0.000 0.000 22.9 5.81 0.017 0.017 0.000 0.000 0.000 0.000 0.000 7.6 6.01 0.678 0.305 0.374 0.00e 0.000 0.000 0.000 https:Ugechazards.usgs.govide:lggni/20081oW544-14059 2017.01.09_19.19.48.txt 3/5 119d2017 httpsJ/geot.azards.usgs.gcrv.'deaggi ntr"81ouV574-14059_2017.01.09_19.19.48.W 14.5 6.01 0.268 0.253 0.015 0.000 0.000 0.000 0.000 23.8 6.01 0.025 0.025 0.000 0.000 0.000 0.000 0.000 7.5 6.20 0.881 0.344 0.537 0.000 0.000 0.000 0.000 14.7 6.20 0.286 0.262 0.024 0.000 0.000 0.000 0.000 23.8 6.21 0.052 0.052 0.000 0.000 0.000 0.000 0.000 7.6 6.40 0.854 0.262 0.586 0.006 0.000 0.000 0.000 14.5 6.40 0.314 0.263 0.050 0.000 0.000 0.000 0.000 23.6 6.41 0.074 0.074 0.000 0.000 0.000 0.000 0.000 33.6 6.41 0.008 0.008 0.000 0.000 0.000 0.000 0.000 5.4 6.60 0.274 0.054 0.205 0.015 0.000 0.000 0.000 12.8 6.63 0.244 0.202 0.043 0.000 0.000 0.000 0.000 23.5 6.60 0.034 0.034 0.000 0.000 0.000 0.000 0.000 5.4 6.80 0.196 0.038 0.147 0.011 0.000 0.000 0.000 12.1 6.84 0.594 0.484 0.110 0.000 0.000 0.000 0.000 22.5 6.80 0.038 0.038 0.000 0.000 0.000 0.000 0.000 5.5 6.95 0.076 0.014 0.057 0.004 0.000 0.000 6.000 12.6 7.01 0.524 0.353 0.171 0.000 0.000 0.000 0.000 23.4 6.98 0.017 0.017 0.000 0.000 0.000 0.000 0.000 12.6 7.18 0.528 0.297 0.231 0.000 0.000 0.000 0.000 25.8 7.21 0.013 0.013 0.000 0.000 0.000 0.000 0.000 32.8 7.20 0.007 0.007 0.000 0.000 0.000 0.000 0.000 12.7 7.41 0.391 0.225 0.165 0.000 0.000 0.000 0.000 25.5 7.40 0.040 0.039 0.001 0.000 0.000 0.000 0.000 12.8 7.62 0.231 0.128 0.103 0.000 0.000 0.000 0.000 27.9 7.57 0.051 0.a50 0.001 0.000 0.000 0.000 0.000 12.1 7.78 0.144 0.078 0.066 0.000 0.000 0.000 0.000 28.9 7.79 0.021 0.021 0.000 0.000 0.000 0.000 0.000 12.1 7.97 0.162 0.089 0.073 0.000 0.000 0.000 0.000 12.0 8.21 0.027 0.016 0.011 0.000 0.000 0.000 0.000 Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: Contribution from this GMPE(%): 10.8 Mean src-site R= 10.6 km; M= 6.26; epsO= 1.33. Mean calculated for all sources. Modal src-site R= 7.5 km; M- 6.20; epsO= 0.81 from peak (R,M) bin MODE R*= 7.6km; M*= 6.40; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 0.58G Principal sources (faults, subduction, random seismicity having > 3% contribution) Source Category: % contr. R(km) M epsilenO (mean values). CA Compr. crustal gridded 7.94 9.6 5.92 1.17 Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID % contr. Rcd(km) M epsilonO Site-to-src azimuth(d) San Jacinto;A+C aPriori 0.03 28.9 7.50 2.41 -144.0 S. S.Andr.;CO aPriori 0.26 11.6 6.99 1.90 44.4 S. S.Andr.;SSB+BG aPriori 0.09 13.7 7.31 1.83 12.1 S. S.Andr.;BG+CO aPriori 0.11 11.6 7.36 1.67 44.7 S. San Andreas;CO Modal 0.90 11.6 6.96 1.93 44.4 S. San Andreas Unsegmented A-flt 0.05 11.9 7.70 2.21 36.7 #*********End of deaggregation corresponding to Campbell-Bozorgnia 2008 ******** # PSHA Deaggregation. %contributions. site: 544-14059 long: 116.277 W., lat: 33.667 N. Vs30(m/s)= 300.0 (some WUS atten. models use Site Class not Vs30). NSHMP 2007-08 See USGS OFR 2008-1128. dM=0.2 below Return period: 475 yrs. Exceedance PGA=0.4883 g. Weight * Computed_Rate_Ex 0.974E-03 #Pr[at least one eq with median motion> -PGA in 50 yrs]=0.00992 #This deaggregation corresponds to Chiou-Youngs 2008 DIST(KM) MAG(MW) ALL_EPS EPSILON>2 1<FPS<2 O<EPS<l-1<EPS<e-2<EPS<-1 EPS<-2 8.0 5.05 0.816 0.518 0.298 0.000 0.000 0.000 0.000 13.4 5.05 0.210 0.210 0.000 0.000 0.000 0.000 0.000 8.0 5.20 1.577 0.902 0.675 0.000 0.000 0.000 0.000 13.7 5.20 0.494 0.494 0.000 0.000 0.000 0.000 0.000 8.1 5.40 1.441 0.693 0.748 0.000 0.000 0.000 0.000 14.0 5.40 0.559 0.546 0.013 0.000 0.000 0.000 0.000 22.3 5.41 0.024 0.024 0.000 0.000 0.000 0.000 0.600 8.1 5.60 1.270 0.495 0.776 0.000 0.000 0.000 0.000 14.2 5.60 0.592 0.555 0.036 0.000 0.000 0.000 0.000 hays rJcleohazards.usgs.govldoagrynt/2008/ouV543-14059_2017.01.09_19.19.48.txt 415 1;9/2017 https://gedwards.usgs.gov/deaggint/20aBout/544-14059 2017.01.09 19.19.48.txt 22.8 5.61 0.042 0.042 0.000 0.000 0.000 0.000 0.000 8.1 5.80 1.088 0.350 0.725 0.013 0.000 0.000 0.000 14.4 5.80 0.596 0.520 0.076 0.000 0.000 0.000 0.000 23.2 5.80 0.063 0.063 0.000 0.000 0.000 0.000 0.000 7.6 6.01 1.307 0.328 0.954 0.025 0.000 0.000 0.000 14.7 6.01 0.653 0.515 0.138 0.000 0.000 0.000 0.000 24.1 6.00 0.084 0.084 0.000 0.000 0.000 0.000 0.000 7.6 6.20 1.639 0.358 1.240 0.040 0.000 0.000 0.000 14.8 6.20 0.668 0.476 0.192 0.000 6.000 0.000 0.000 24.0 6.20 0.142 0.142 0.000 0.000 0.000 0.000 0.000 7.7 6.40 1.461 0.266 1.119 0.076 0.000 0.000 0.000 14.6 6.39 0.695 0.400 0.294 0.000 0.000 0.000 0.000 23.7 6.40 0.179 0.178 0.001 0.000 0.000 0.000 0.000 33.5 6.41 0.025 0.025 0.000 0.000 0.000 0.000 0.000 5.4 6.60 0.346 0.054 0.252 0.039 0.000 0.000 0.000 12.0 6.67 1.178 0.358 0.745 0.074 0.000 0.000 0.000 23.4 6.61 0.050 0.050 0.000 0.000 0.000 0.000 0.000 S.5 6.80 0.270 0.038 0.191 0.041 0.000 0.000 0.000 11.7 6.85 5.072 0.981 3.542 0.549 0.000 0.000 0.000 22.6 6.80 0.068 0.068 0.000 0.000 0.000 0.000 0.000 5.5 6.95 0.109 0.014 0.075 0.019 0.000 0.000 0.000 11.9 7.00 5.775 0.971 3.904 0.900 0.000 0.000 0.000 24.1 6.98 0.039 0.037 0.002 0.000 0.000 0.000 0.000 32.8 7.01 0.036 0.036 0.000 0.000 0.000 0.000 0.000 12.2 7.19 3.940 0.578 2.269 1.093 0.000 0.000 0.000 27.4 7.22 0.071 0.049 0.022 0.000 0.000 0.000 0.000 32.7 7.23 0.132 0.115 0.016 0.000 0.000 0.000 0.000 12.5 7.41 3.608 0.453 1.948 1.20/ 0.000 0.000 0.000 28.2 7.42 0.S97 0.420 0.177 0.000 0.000 0.000 0.000 32.8 7.42 0.088 0.065 0.023 0.000 0.000 0.000 0.000 12.3 7.63 2.430 0.260 1.178 0.958 0.034 0.000 0.000 28.8 7.60 1.140 0.515 0.625 0.001 0.000 0.000 0.000 12.3 7.78 1.959 0.165 0.874 0.874 0.046 0.000 0.000 28.8 7.79 0.657 0.234 0.409 0.014 0.000 0.000 0.000 12.1 7.97 2.275 0.168 0.914 1.083 0.111 0.000 0.000 27.7 7.98 0.077 0.019 0.048 0.010 0.000 0.000 0.000 12.1 8.18 0.517 0.034 0.197 0.255 0.032 0.000 0.000 Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: Contribution from this GMPF(%): 46.2 Mean src-site R= 12.5 km; M= 6.77; epsO= 0.87. Mean calculated for all sources. Modal src-site R= 11.9 km; M= 7.00; epsO= 0.91 from peak (R,M) bin MODE R*= 11.9km; M*= 7.00; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 3.904 Principal sources (faults, subduction, random seismicity having > 3% contribution) Source Category: % contr. R(km) M epsilon0 (mean values). California A -faults 28.10 13.7 7.30 0.81 CA Compr. crustal gridded 16.66 10.2 5.84 0.96 Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID % contr. Rcd(km) M epsilonO Site-to-src azimuth(d) San Jacinto;A+C aPriori 0.74 28.9 7.51 1.60 -144.0 S. S.Andr.;CO aPriori 2.91 11.6 6.97 0.89 44.4 S. S.Andr.;SSB+BG aPriori 1.07 13.7 7.32 0.82 12.1 S. S.Andr.;BG+CO aPriori 1.18 11.6 7.36 0.59 44.7 S. San Andreas;CO MoBal 10.16 11.6 6.95 0.91 44.4 S. San Andreas Unsegmented A-flt 1.80 12.6 7.72 0.49 36.7 #*********End of deaggregation corresponding to Chiou-Youngs 2008 *********# Southern California https-,I/geahazafds.Lisgs.gov/deaggint/200&out/544-14059 2017.0U919.19.48.txt 5/5 APPENDIX D SEISMIC SETTLEMENT ANALYSIS Sladden Engineering www.SladdenEngineering.com 10 _30 [:� �-- 50 SEISMIC SETTLEMENT ANALYSIS 544-14059 Hole No.=BH-1 Water Depth=35 ft Surface Elev.=25 Ft Shear Stress Ratio 0 Shaded Zone has Liquefaction Potential © Sladden Engineering Silver Rock Resort Magnitude= 7.0 Acceleration=0.562g `actor o' Safety Settlement 1 0 1 5 0 (in.) 1 i S-0.83in. Saturated Unsaturat. Plate A-1 BH-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 , 1/10/2017 7:5 5:54 AM Input File Name: F:\Liquefy5\Silver Rock Resort BH-l.liq Title: 544-14059 Subtitle: Silver Rock Resort Surface Elev.=25 Ft Hole No.=BH-1 Depth of Hole= S 1.00 ft Water Table during Earthquake= 35.00 ft Water Table during In -Situ Testing= 52.00 ft Max. Acceleration= O.56 g Earthquake Magnitude= 7.00 Input Data: Surface Elev.=25 Ft Hole No.=BH-1 Depth of Hole=S1.00 ft Water Table during Earthquake= 35.00 ft Water Table during In -Situ Testing= 52.00 ft Max. Acceleration=0.56 g Earthquake Magnitude=7.00 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 Plot one CSR curve (fsl=User) 10. Use Curve Smoothing: Yes* * Recommended Options In -Situ Test Data: Depth SPT gamma Fines ft pcf % ----------------------------------- 0.00 29.33 115.50 63.80 2.00 29.33 115.50 63.80 5.00 24.00 127.20 63.40 10.00 32.00 127.20 61.10 Page 1 BH-1 Liquefy.sum 15.00 17.33 109.20 55.10 20.00 11.00 109.20 72.10 25.00 10.00 92.50 81.20 30.00 16.00 92.50 85.50 35.00 18.00 105.10 88.20 40.00 14.00 105.10 85.40 45.00 15.33 118.10 84.60 50.00 ------------------------------------ 15.00 118.10 81.00 Output Results: Settlement of Saturated Sands=0.25 in. Settlement of Unsaturated Sands=0.58 in. Total Settlement of Saturated and Unsaturated Sands=0.83 in. Differential Settlement=0.413 to 0.545 in. Depth CRRm CSRfs F.S. S-sat. S-dry S-all ft in. in. in. --- --------------------------------------------------- 0.00 0.60 0.47 5.00 0.25 0.58 0.83 0.05 0.60 0.47 5.00 0.25 0.58 0.83 0.10 0.60 0.47 5.00 0.25 0.58 0.83 0.15 0.60 0.47 5.00 0.25 0.58 0.83 0.20 0.60 0.47 5.00 0.2S O.S8 0.83 0.25 0.60 0.47 5.00 0.25 0.58 0.83 0.30 0.60 0.47 5.00 0.2S 0.58 0.83 0.35 0.60 0.47 5.00 0.25 0.58 0.83 0.40 0.60 0.47 5.00 0.2S 0.58 0.83 0.45 0.60 0.47 5.00 0.25 0.58 0.83 0.50 0.60 0.47 5.00 0.25 0.58 0.83 0.55 0.60 0.47 5.00 0.25 0.58 0.83 0.60 0.60 0.47 5.00 0.25 0.58 0.83 0.65 0.60 0.47 5.00 0.2S 0.58 0.83 0.70 0.60 0.47 5.00 0.25 0.58 0.83 0.75 0.60 0.47 5.00 0.25 0.58 0.83 0.80 0.60 0.47 5.00 0.25 0.58 0.83 0.85 0.60 0.47 5.00 0.25 0.58 0.83 0.90 0.60 0.47 5.00 0.25 0.58 0.83 0.95 0.60 0.47 5.00 0.25 0.58 0.83 1.00 0.60 0.47 5.00 0.25 0.S8 0.83 1.0S 0.60 0.47 5.00 0.25 0.58 0.83 1.10 0.60 0.47 5.00 0.25 0.58 0.83 1.15 0.60 0.47 5.00 0.25 0.58 0.83 1.20 0.60 0.47 5.00 0.25 0.58 0.83 1.25 0.60 0.47 5.00 0.25 0.58 0.83 1.30 0.60 0.47 5.00 0.25 0.58 0.82 1.35 0.60 0.47 5.00 0.25 0.58 0.82 1.40 0.60 0.47 5.00 0.25 0.58 0.82 1.45 0.60 0.47 5.00 0.25 0.58 0.82 1.50 0.60 0.47 5.00 0.25 0.58 0.82 1.55 0.60 0.47 5.00 0.25 0.58 0.82 1.60 0.60 0.47 5.00 0.25 0.58 0.82 1.65 0.60 0.47 5.00 0.25 0.58 0.82 1.70 0.60 0.47 5.00 0.25 0.58 0.82 1.75 0.60 0.47 5.00 0.25 0.58 0.82 Page 2 BH-1 Liquefy.sum 1.80 0.60 0.47 5.00 0.25 0.58 0.82 1.85 0.60 0.47 5.00 0.25 0.58 0.82 1.90 0.60 0.47 5.00 0.25 0.58 0.82 1.95 0.60 0.47 5.00 0.25 0.58 0.82 2.00 0.60 0.47 S.00 0.25 O.S8 0.82 2.05 0.60 0.47 5.00 0.25 0.58 0.82 2.10 0.60 0.47 5.00 0.25 0.58 0.82 2.15 0.60 0.47 5.00 0.25 0.58 0.82 2.20 0.60 0.47 5.00 0.25 0.58 0.82 2.25 0.60 0.47 S.00 0.25 0.58 0.82 2.30 0.60 0.47 5.00 0.25 0.58 0.82 2.35 0.60 0.47 S.00 0.25 0.58 0.82 2.40 0.60 0.47 5.00 0.25 0.S8 0.82 2.4S 0.60 0.47 S.00 0.25 0.58 0.82 2.50 0.60 0.47 5.00 0.25 0.58 0.82 2.55 0.60 0.47 5.00 0.25 0.58 0.82 2.60 0.60 0.47 5.00 0.25 0.58 0.82 2.65 0.60 0.47 5.00 0.25 0.58 0.82 2.70 0.60 0.47 5.00 0.25 0.58 0.82 2.75 0.60 0.47 5.00 0.25 0.58 0.82 2.80 0.60 0.47 5.00 0.25 0.58 0.82 2.8S 0.60 0.47 5.00 0.25 0.58 0.82 2.90 0.60 0.47 5.00 0.25 0.58 0.82 2.95 0.60 0.47 5.00 0.25 0.58 0.82 3.00 0.60 0.47 5.00 0.25 0.58 0.82 3.05 0.60 0.47 5.00 0.25 0.58 0.82 3.10 0.60 0.47 5.00 0.25 0.58 0.82 3.15 0.60 0.47 5.00 0.25 0.58 0.82 3.20 0.60 0.47 5.00 0.25 0.58 0.82 3.25 0.60 0.47 S.00 0.25 0.57 0.82 3.30 0.60 0.47 5.00 0.25 O.S7 0.82 3.35 0.60 0.47 5.00 0.25 0.57 0.82 3.40 0.60 0.47 S.00 0.25 O.S7 0.82 3.45 0.60 0.47 S.00 0.25 0.57 0.82 3.50 0.60 0.47 5.00 0.25 0.57 0.82 3.55 0.60 0.47 5.00 0.25 0.57 0.82 3.60 0.60 0.47 5.00 0.25 O.S7 0.82 3.65 0.60 0.47 5.00 0.25 0.57 0.82 3.70 0.60 0.47 S.00 0.25 0.S7 0.82 3.7S 0.60 0.47 5.00 0.2S 0.57 0.82 3.80 0.60 0.47 S.00 0.25 0.57 0.82 3.85 0.60 0.47 5.00 0.25 0.57 0.82 3.90 0.60 0.47 5.00 0.25 0.57 0.82 3.95 0.60 0.47 5.00 0.25 0.57 0.82 4.00 0.60 0.47 5.00 0.25 0.57 0.82 4.05 0.60 0.47 5.00 0.25 0.57 0.82 4.10 0.60 0.47 5.00 0.25 0.57 0.82 4.15 0.60 0.47 5.00 0.25 0.57 0.82 4.20 0.60 0.47 5.00 0.25 0.57 0.82 4.25 0.60 0.47 S.00 0.25 0.57 0.82 4.30 0.60 0.47 5.00 0.25 0.57 0.82 4.35 0.60 0.47 5.00 0.25 0.57 0.82 4.40 0.60 0.47 5.00 0.25 0.57 0.82 4.45 0.60 0.47 5.00 0.25 0.57 0.82 4.SO 0.60 0.47 S.00 0.25 0.57 0.82 Page 3 BH-1 Liquefy.sum 4.55 0.60 0.47 5.00 0.25 0.57 0.82 4.60 0.60 0.47 5.00 0.25 0.57 0.82 4.65 0.60 0.47 5.00 0.25 0.S7 0.82 4.70 0.60 0.47 5.00 0.2S 0.S7 0.82 4.75 0.60 0.47 S.00 0.25 O.S7 0.82 4.80 0.60 0.47 5.00 0.25 0.S7 0.82 4.85 0.60 0.47 S.00 0.25 0.S7 0.82 4.90 0.60 0.47 5.00 0.25 0.S7 0.82 4.95 0.60 0.47 S.00 0.25 0.57 0.82 5.00 0.60 0.47 5.00 0.2S 0.57 0.82 5.05 0.60 0.47 5.00 0.25 0.57 0.82 5.10 0.60 0.47 5.00 0.25 0.57 0.82 5.15 0.60 0.47 5.00 0.25 0.57 0.82 5.20 0.60 0.47 5.00 0.25 0.57 0.82 5.25 0.60 0.47 5.00 0.25 0.57 0.82 5.30 0.60 0.47 5.00 0.25 0.57 0.82 5.35 0.60 0.47 5.00 0.25 0.57 0.82 5.40 0.60 0.47 5.00 0.25 0.57 0.82 5.45 0.60 0.47 5.00 0.2S 0.57 0.82 5.50 0.60 0.47 S.00 0.25 0.57 0.82 5.55 0.60 0.47 S.00 0.25 O.S7 0.82 5.60 0.60 0.47 5.00 0.25 0.57 0.82 5.65 0.60 0.47 5.00 0.25 0.57 0.82 5.70 0.60 0.47 5.00 0.25 0.57 0.82 S.75 0.60 0.47 5.00 0.25 0.57 0.82 5.80 0.60 0.47 5.00 0.25 0.57 0.82 5.85 0.60 0.47 5.00 0.25 0.57 0.82 5.90 0.60 0.47 5.00 0.25 0.57 0.82 5.95 0.60 0.47 5.00 0.25 0.57 0.82 6.00 0.60 0.47 5.00 0.25 0.57 0.82 6.05 0.60 0.47 5.00 0.25 0.57 0.82 6.10 0.60 0.47 5.00 0.25 0.57 0.82 6.15 0.60 0.47 5.00 0.25 O.S7 0.81 6.20 0.60 0.47 5.00 0.25 0.57 0.81 6.25 0.60 0.47 5.00 0.25 0.57 0.81 6.30 0.60 0.47 5.00 0.25 0.57 0.81 6.35 0.60 0.47 5.00 0.25 0.57 0.81 6.40 0.60 0.47 5.00 0.25 0.57 0.81 6.45 0.60 0.47 5.00 0.25 0.S7 0.81 6.50 0.60 0.47 5.00 0.25 0.57 0.81 6.55 0.60 0.47 5.00 0.25 0.57 0.81 6.60 0.60 0.47 5.00 0.2S 0.57 0.81 6.65 0.60 0.47 5.00 0.25 0.57 0.81 6.70 0.60 0.47 5.00 0.25 0.57 0.81 6.75 0.60 0.47 5.00 0.25 0.57 0.81 6.80 0.60 0.47 5.00 0.25 O.S7 0.81 6.85 0.60 0.47 5.00 0.25 0.57 0.81 6.90 0.60 0.47 5.00 0.25 0.57 0.81 6.95 0.60 0.47 5.00 0.25 0.57 0.81 7.00 0.60 0.47 5.00 0.25 0.57 0.81 7.05 0.60 0.47 S.00 0.25 0.57 0.81 7.10 0.60 0.47 5.00 0.25 0.57 0.81 7.15 0.60 0.47 S.00 0.25 0.56 0.81 7.20 0.60 0.47 5.00 0.25 0.S6 0.81 7.25 0.60 0.47 5.00 0.25 0.56 0.81 Page 4 BH-1 Liquefy.sum 7.30 0.60 0.47 5.00 0.25 0.56 0.81 7.35 0.60 0.47 5.00 0.25 0.56 0.81 7.40 0.60 0.47 5.00 0.25 0.56 0.81 7.45 0.60 0.47 5.00 0.25 O.S6 0.81 7.50 0.60 0.47 5.00 0.25 0.56 0.81 7.55 0.60 0.47 5.00 0.25 0.56 0.81 7.60 0.60 0.47 5.00 0.25 0.56 0.81 7.65 0.60 0.47 5.00 0.25 0.56 0.81 7.70 0.60 0.47 5.00 0.25 0.56 0.81 7.75 0.60 0.47 5.00 0.25 0.56 0.81 7.80 0.60 0.47 5.00 0.25 0.56 0.81 7.85 0.60 0.47 5.00 0.25 0.56 0.81 7.90 0.60 0.47 5.00 0.25 0.56 0.81 7.95 0.60 0.47 5.00 0.2 S 0.56 0.81 8.00 0.60 0.47 5.00 0.25 0.56 0.81 8.05 0.60 0.47 5.00 0.25 0.56 0.81 8.10 0.60 0.47 5.00 0.25 0.56 0.81 8.15 0.60 0.47 5.00 0.25 0.56 0.81 8.20 0.60 0.47 5.00 0.25 0.56 0.81 8.25 0.60 0.47 5.00 0.25 0.56 0.81 8.30 0.60 0.47 5.00 0.25 0.56 0.81 8.35 0.60 0.47 5.00 0.25 0.56 0.81 8.40 0.60 0.47 5.00 0.25 0.56 0.81 8.45 0.60 0.47 5.00 0.25 0.56 0.81 8.50 0.60 0.47 5.00 0.25 0.56 0.81 8.55 0.60 0.47 5.00 0.25 0.56 0.81 8.60 0.60 0.47 5.00 0.25 0.56 0.81 8.65 0.60 0.47 5.00 0.25 0.56 0.81 8.70 0.60 0.47 5.00 0.25 0.56 0.81 8.75 0.60 0.47 5.00 0.25 0.56 0.81 8.80 0.60 0.47 5.00 0.25 0.56 0.81 8.85 0.60 0.47 5.00 0.25 0.56 0.81 8.90 0.60 0.47 S.00 0.25 0.56 0.81 8.95 0.60 0.46 5.00 0.25 0.56 0.81 9.00 0.60 0.46 5.00 0.25 0.56 0.80 9.05 0.60 0.46 5.00 0.25 0.56 0.80 9.10 0.60 0.46 5.00 0.25 0.56 0.80 9.15 0.60 0.46 5.00 0.25 0.56 0.80 9.20 0.60 0.46 5.00 0.25 0.56 0.80 9.25 0.60 0.46 5.00 0.25 0.56 0.80 9.30 0.60 0.46 5.00 0.25 0.56 0.80 9.35 0.60 0.46 5.00 0.25 0.56 0.80 9.40 0.60 0.46 5.00 0.25 0.56 0.80 9.45 0.60 0.46 5.00 0.25 0.56 0.80 9.50 0.60 0.46 5.00 0.25 0.56 0.80 9.55 0.60 0.46 5.00 0.25 0.56 0.80 9.60 0.60 0.46 5.00 0.25 0.56 0.80 9.65 0.60 0.46 5.00 0.25 0.S6 0.80 9.70 0.60 0.46 5.00 0.2S 0.56 0.80 9.75 0.60 0.46 5.00 0.25 0.55 0.80 9.80 0.60 0.46 5.00 0.25 0.55 0.80 9.8 S 0.60 0.46 5.00 0.25 0.55 0.80 9.90 0.60 0.46 5.00 0.2 S 0. S S 0.80 9.95 0.60 0.46 5.00 0.25 0.55 0.80 10.00 0.60 0.46 5.00 0.2 5 0.55 0.80 Page 5 BH-1 Liquefy.sum 10.05 0.60 0.46 5.00 0.25 0.55 0.80 10.10 0.60 0.46 5.00 0.25 0.55 0.80 10.15 0.60 0.46 5.00 0.25 0.55 0.80 10.20 0.60 0.46 5.00 0.25 0.55 0.80 10.25 0.60 0.46 5.00 0.25 0.55 0.80 10.30 0.60 0.46 5.00 0.25 0.55 0.80 10.35 0.60 0.46 S.00 0.2S 0.5 5 0.80 10.40 0.60 0.46 S.00 0.2S O.SS 0.80 10.45 0.60 0.46 5.00 0.25 0.55 0.80 10.50 0.60 0.46 S.00 0.25 0.55 0.80 10.55 0.60 0.46 5.00 0.25 0. S 5 0.80 10.60 0.60 0.46 5.00 0.25 O.SS 0.80 10.65 0.60 0.46 5.00 0.25 0.55 0.80 10.70 0.60 0.46 5.00 0.2S 0.55 0.80 10.7S 0.60 0.46 S.00 0.2S 0.S5 0.80 10.80 0.60 0.46 S.00 0.25 0.55 0.80 10.85 0.60 0.46 5.00 0.2S 0.5 5 0.80 10.90 0.60 0.46 5.00 0.25 0.55 0.80 10.95 0.60 0.46 S.00 0.2S 0.55 0.80 11.00 0.60 0.46 5.00 0.25 0.55 0.80 11.05 0.60 0.46 S.00 0.25 0.55 0.80 11.10 0.60 0.46 5.00 0.25 0.55 0.80 11.15 0.60 0.46 5.00 0.25 0. S 5 0.80 11.20 0.60 0.46 5.00 0.25 O.SS 0.80 11.25 0.60 0.46 5.00 0.25 0.55 0.80 11.30 0.60 0.46 5.00 0.25 0.55 0.80 11.35 0.60 0.46 5.00 0.25 0.55 0.79 11.40 0.60 0.46 5.00 0.25 0.5 5 0.79 11.45 0.60 0.46 5.00 0.25 0.55 0.79 11.50 0.60 0.46 S.00 0.2S 0.55 0.79 11.55 0.60 0.46 5.00 0.2S 0.55 0.79 11.60 0.60 0.46 5.00 0.25 0.5 S 0.79 11.65 0.60 0.46 5.00 0.25 0.55 0.79 11.70 0.60 0.46 S.00 0.25 0.55 0.79 11.7S 0.60 0.46 5.00 0.2S 0.55 0.79 11.80 0.60 0.46 5.00 0.25 0.55 0.79 11.85 0.60 0.46 5.00 0.25 0.55 0.79 11.90 0.60 0.46 S.00 0.25 0.54 0.79 11.95 0.60 0.46 S.00 0.2S 0.54 0.79 12.00 0.60 0.46 5.00 0.25 0.54 0.79 12.05 0.60 0.46 5.00 0.25 0.54 0.79 12.10 0.60 0.46 5.00 0.25 0.S4 0.79 12.15 0.60 0.46 5.00 0.25 0.54 0.79 12.20 0.60 0.46 5.00 0.25 0.54 0.79 12.2 S 0.60 0.46 5.00 0.2S 0.54 0.79 12.30 0.60 0.46 5.00 0.2S 0.54 0.79 12.35 0.60 0.46 5.00 0.2S 0.54 0.79 12.40 0.60 0.46 S.00 0.25 0.54 0.79 12.45 0.60 0.46 S.00 0.25 0.54 0.79 12.50 0.60 0.46 5.00 0.25 0.54 0.79 12.55 0.60 0.46 5.00 0.25 0.54 0.79 12.60 0.60 0.46 5.00 0.25 0.54 0.79 12.65 0.60 0.46 5.00 0.25 0.54 0.79 12.70 0.60 0.46 5.00 0.25 0.S4 0.79 12.75 0.60 0.46 S.00 0.25 0.54 0.79 Page 6 BH-1 Liquefy.sum 12.80 0.60 0.46 S.00 0.25 0.54 0.79 12.85 0.60 0.46 5.00 0.25 0.54 0.79 12.90 0.60 0.46 5.00 0.25 0.54 0.79 12.95 0.60 0.46 5.00 0.25 0.54 0.78 13.00 0.60 0.46 5.00 0.2S 0.54 0.78 13.05 0.60 0.46 5.00 0.25 0.54 0.78 13.10 0.60 0.46 5.00 0.2S 0.54 0.78 13.15 0.60 0.46 5.00 0.25 0.54 0.78 13.20 0.60 0.46 5.00 0.25 0.54 0.78 13.25 0.60 0.46 5.00 0.25 0.54 0.78 13.30 0.60 0.46 5.00 0.25 0.53 0.78 13.3 5 0.60 0.46 5.00 0.25 0.53 0.78 13.40 0.60 0.46 5.00 0.25 0.53 0.78 13.45 0.60 0.46 5.00 0.25 0.53 0.78 13.50 0.60 0.46 5.00 0.25 0.53 0.78 13.5 S 0.60 0.46 5.00 0.25 0.53 0.78 13.60 0.60 0.46 5.00 0.25 0.S3 0.78 13.65 0.60 0.46 5.00 0.25 0.53 0.78 13.70 0.60 0.46 5.00 0.25 0.53 0.78 13.7S 0.60 0.46 5.00 0.25 0.53 0.78 13.80 0.60 0.46 5.00 0.25 0.53 0.78 13.85 0-60 0.46 5.00 0.25 0.53 0.78 13.90 0.60 0.46 5.00 0.25 0.53 0.78 13.95 0.60 0.46 5.00 0.25 0.53 0.77 14.00 0.60 0.46 5.00 0.25 0.53 0.77 14.05 0.60 0.46 5.00 0.25 0.53 0.77 14.10 0.60 0.46 5.00 0.25 0.53 0.77 14.15 0.60 0.46 5.00 0.25 0.53 0.77 14.20 0.60 0.46 5.00 0.2S 0.S2 0.77 14.25 0.60 0.46 5.00 0.25 0.52 0.77 14.30 0.60 0.46 5.00 0.25 0.52 0.77 14.35 0.60 0.46 5.00 0.25 0.52 0.77 14.40 0.60 0.46 5.00 0.2S 0.52 0.77 14.45 0.60 0.46 5.00 0.25 0.52 0.77 14.50 0.60 0.46 5.00 0.25 0.52 0.77 14.S5 0.60 0.46 5.00 0.25 0.52 0.77 14.60 0.60 0.46 5.00 0.25 0.52 0.76 14.65 0.60 0.46 5.00 0.25 0.52 0.76 14.70 0.60 0.46 5.00 0.25 0.52 0.76 14.75 0.60 0.46 5.00 0.25 0.52 0.76 14.80 0.60 0.46 5.00 0.25 0.51 0.76 14.8S 0.60 0.46 5.00 0.25 0.51 0.76 14.90 0.60 0.46 5.00 0.25 0.51 0.76 14.9 S 0.60 0.46 5.00 0.2S 0.51 0.76 15.00 0.60 0.46 5.00 0.25 0.51 0.76 15.05 0.60 0.46 5.00 0.25 0.51 0.76 15.10 0.60 0.46 5.00 0.25 0.51 0.76 15.15 0.60 0.46 5.00 0.25 0.51 0.75 15.20 0.60 0.46 5.00 0.25 0.51 0.7S 1S.25 0.60 0.46 5.00 0.25 0.51 0.75 1S.30 0.60 0.46 5.00 0.25 0.50 0.75 1S.3S 0.60 0.46 5.00 0.25 0.50 0.75 15.40 0.60 0.46 S.00 0.25 0.S0 0.75 15.45 0.60 0.46 S.00 0.25 O.SO 0.7S 15.50 0.60 0.46 5.00 0.25 O.SO 0.75 Page 7 BH-1 Liquefy.sum 1S.55 0.60 0.46 5.00 0.25 0.50 0.75 15.60 0.60 0.46 5.00 0.25 0.50 0.75 15.65 0.60 0.46 5.00 0.25 0.50 0.74 15.70 0.60 0.46 5.00 0.25 0.50 0.74 15.75 0.60 0.46 5.00 0.25 0.50 0.74 15.80 0.60 0.46 5.00 0.25 0.49 0.74 15.85 0.60 0.46 5.00 0.25 0.49 0.74 15.90 0.60 0.46 5.00 0.25 0.49 0.74 15.95 0.60 0.46 5.00 0.25 0.49 0.74 16.00 0.60 0.46 5.00 0.25 0.49 0.74 16.05 0.60 0.46 5.00 0.25 0.49 0.74 16.10 0.60 0.46 5.00 0.25 0.49 0.73 16.15 0.60 0.46 5.00 0.25 0.49 0.73 16.20 0.60 0.46 5.00 0.25 0.48 0.73 16.25 0.60 0.46 5.00 0.25 0.48 0.73 16.30 0.60 0.46 5.00 0.25 0.48 0.73 16.3 S 0.60 0.46 5.00 0.25 0.48 0.73 16.40 0.60 0.46 5.00 0.25 0.48 0.73 16.45 0.60 0.46 5.00 0.25 0.48 0.73 16.50 0.60 0.46 S.00 0.25 0.48 0.72 16.5S 0.60 0.46 5.00 0.25 0.48 0.72 16.60 0.60 0.46 5.00 0.2S 0.47 0.72 16.65 0.60 0.46 5.00 0.25 0.47 0.72 16.70 0.60 0.46 5.00 0.25 0.47 0.72 16.7S 0.60 0.46 5.00 0.25 0.47 0.72 16.80 0.60 0.46 5.00 0.25 0.47 0.72 16.85 0.60 0.46 5.00 0.2S 0.47 0.71 16.90 0.60 0.46 5.00 0.25 0.47 0.71 16.95 0.60 0.46 S.00 0.25 0.46 0.71 17.00 0.60 0.46 S.00 0.25 0.46 0.71 17.OS 0.60 0.46 5.00 0.2S 0.46 0.71 17.10 0.60 0.46 5.00 0.2S 0.46 0.71 17.15 0.60 0.46 5.00 0.2S 0.46 0.71 17.20 0.60 0.46 5.00 0.2S 0.46 0.70 17.25 0.60 0.46 5.00 0.2S 0.46 0.70 17.30 0.60 0.46 5.00 0.25 OAS 0.70 17.35 0.60 0.46 5.00 0.25 0.45 0.70 17.40 0.60 0.46 5.00 0.2S 0.45 0.70 17.45 0.60 0.46 5.00 0.25 0.45 0.70 17.50 0.60 0.46 5.00 0.25 0.45 0.69 17.55 0.60 0.46 5.00 0.25 0.45 0.69 17.60 0.60 0.46 5.00 0.2S 0.44 0.69 17.65 0.60 0.46 5.00 0.25 0.44 0.69 17.70 0.60 0.46 5.00 0.25 0.44 0.69 17.7S 0.60 0.46 5.00 0.25 0.44 0.69 17.80 0.60 0.46 S.00 0.25 0.44 0.68 17.85 0.60 0.46 S.00 0.25 0.43 0.68 17.90 0.60 0.46 5.00 0.25 0.43 0.68 17.95 0.60 0.46 5.00 0.25 0.43 0.68 18.00 0.60 0.45 5.00 0.25 0.43 0.68 18.05 0.60 0.45 5.00 0.25 0.43 0.67 18.10 0.60 OAS 5.00 0.2S 0.42 0.67 18.15 0.60 0.45 5.00 0.25 0.42 0.67 18.20 0.60 0.45 5.00 0.25 0.42 0.67 18.25 0.60 0.45 5.00 0.25 0.42 0.67 Page 8 BH-1 Liquefy.sum 18.30 0.58 0.45 5.00 0.25 0.42 0.66 18.35 0.56 0.45 5.00 0.25 0.41 0.66 18.40 0.54 0.45 5.00 0.25 0.41 0.66 18.45 0.53 0.45 5.00 0.25 0.41 0.66 18.50 0.52 0.45 5.00 0.25 0.41 0.66 18.55 0.51 0.45 5.00 0.25 0.41 0.65 18.60 0.S1 0.45 5.00 0.25 0.40 0.65 18.6S 0.50 OAS 5.00 0.25 0.40 0.65 18.70 0.49 0.45 5.00 0.25 0.40 0.65 18.75 0.49 OAS 5.00 0.25 0.40 0.64 18.80 0.48 0.45 5.00 0.25 0.40 0.64 18.85 0.48 OAS 5.00 0.25 0.39 0.64 18.90 0.48 OAS S.00 0.2S 0.39 0.64 18.95 0.47 0.45 5.00 0.25 0.39 0.63 19.00 0.47 0.45 5.00 0.25 0.39 0.63 19.05 0.47 0.45 5.00 0.25 0.38 0.63 19.10 0.46 OAS 5.00 0.25 0.38 0.63 19.15 0.46 0.45 5.00 0.25 0.38 0.63 19.20 0.46 0.45 5.00 0.25 0.38 0.62 19.25 0.45 0.45 5.00 0.25 0.37 0.62 19.30 0.45 0.45 5.00 0.25 0.37 0.62 19.35 OAS 0.45 5.00 0.25 0.37 0.61 19.40 0.45 0.45 5.00 0.25 0.37 0.61 19.45 0.44 0.45 5.00 0.25 0.36 0.61 19.50 0.44 0.45 5.00 0.25 0.36 0.61 19.55 0.44 0.45 5.00 0.25 0.36 0.60 19.60 0.44 OAS 5.00 0.25 0.35 0.60 19.65 0.44 0.45 5.00 0.25 0.35 0.60 19.70 0.43 0.45 5.00 0.25 0.35 0.60 19.75 0.43 0.45 5.00 0.25 0.35 0.59 19.80 0.43 OAS 5.00 0.25 0.34 0.59 19.85 0.43 OAS 5.00 0.25 0.34 0.59 19.90 0.43 OAS 5.00 0.25 0.34 0.58 19.95 0.43 0.45 5.00 0.25 0.33 0.58 20.00 0.42 0.45 5.00 0.25 0.33 O.S8 20.OS 0.42 OAS 5.00 0.25 0.33 0.S8 20.10 0.42 0.45 5.00 0.25 0.33 0.57 20.15 0.42 OAS 5.00 0.2S 0.32 0.57 20.20 0.42 0.45 5.00 0.25 0.32 0.57 20.25 0.42 0.45 5.00 0.2S 0.32 O.S6 20.30 0.42 0.45 5.00 0.25 0.31 0.56 20.35 0.42 0.45 S.00 0.25 0.31 0.S6 20.40 0.42 0.45 5.00 0.25 0.31 0.55 20.45 0.42 0.45 5.00 0.25 0.30 0.55 20.50 0.42 OAS 5.00 0.2S 0.30 0.55 20.55 0.42 0.45 5.00 0.25 0.30 0.54 20.60 0.42 0.45 5.00 0.25 0.29 0.54 20.65 0.42 0.45 5.00 0.25 0.29 0.54 20.70 0.42 0.45 S.00 0.25 0.29 0.53 20.7S 0.42 OAS 5.00 0.25 0.29 0.53 20.80 0.42 OAS 5.00 0.25 0.29 O.S3 20.8S 0.42 OAS 5.00 0.25 0.28 0.53 20.90 0.42 OAS 5.00 0.25 0.28 0.53 20.95 0.42 0.45 5.00 0.25 0.28 0.53 21.00 0.42 0.45 5.00 0.25 0.28 0.53 Page 9 BH-1 Liquefy.sum 21.05 0.42 0.45 5.00 0.2S 0.28 0.53 21.10 0.42 0.45 5.00 0.25 0.28 0.53 21.15 0.42 0.45 5.00 0.25 0.28 0.52 21.20 0.42 0.45 5.00 0.25 0.28 0.S2 21.2S 0.42 0.45 5.00 0.25 0.28 0.52 21.30 0.42 OAS 5.00 0.25 0.27 0.52 21.35 0.42 0.45 5.00 0.25 0.27 0.52 21.40 0.42 0.45 5.00 0.25 0.27 O.S2 21.45 0.42 0.45 5.00 0.25 0.27 0.52 21.50 0.42 OAS 5.00 0.25 0.27 0.S2 21.SS 0.42 0.45 5.00 0.25 0.27 0.52 21.60 0.42 0.45 S.00 0.25 0.27 0.52 21.65 0.42 OAS S.00 0.25 0.27 0.51 21.70 0.42 0.45 5.00 0.25 0.27 0.51 21.75 0.42 0.45 S.00 0.25 0.27 0.51 21.80 0.42 0.45 5.00 0.25 0.26 0.51 21.8S 0.42 0.45 5.00 0.2S 0.26 0.51 21.90 0.42 0.45 5.00 0.25 0.26 0.51 21.95 0.42 0.45 5.00 0.25 0.26 0.51 22.00 0.42 OAS 5.00 0.25 0.26 0.51 22.05 0.42 0.45 5.00 0.25 0.26 0.51 22.10 0.42 OAS 5.00 0.2S 0.26 0.50 22.15 0.42 0.45 5.00 0.25 0.26 0.50 22.20 0.42 0.45 5.00 0.2S 0.26 0.50 22.25 0.42 0.45 S.00 0.25 0.25 0.50 22.30 0.42 OAS 5.00 0.2S 0.25 0.50 22.35 0.42 0.45 5.00 0.25 0.25 0.50 22.40 0.42 OAS S.00 0.25 0.25 0.50 22.45 0.42 0.45 5.00 0.25 0.2S 0.50 22.50 0.42 0.45 S.00 0.25 0.2S 0.S0 22.SS 0.42 OAS 5.00 0.25 0.25 0.49 22.60 0.42 0.45 S.00 0.25 0.2S 0.49 22.65 0.42 OAS 5.00 0.25 0.25 0.49 22.70 0.42 0.45 5.00 0.25 0.24 0.49 22.75 0.42 OAS S.00 0.25 0.24 0.49 22.80 0.42 OAS 5.00 0.25 0.24 0.49 22.85 0.42 0.45 5.00 0.25 0.24 0.49 22.90 0.42 0.45 5.00 0.2S 0.24 0.49 22.95 0.42 0.45 5.00 0.25 0.24 0.49 23.00 0.42 OAS 5.00 0.25 0.24 0.48 23.05 0.42 0.45 5.00 0.25 0.24 0.48 23.10 0.42 0.45 5.00 0.25 0.24 0.48 23.15 0.42 0.45 5.00 0.25 0.23 0.48 23.20 0.42 OAS 5.00 0.25 0.23 0.48 23.25 0.42 0.45 5.00 0.25 0.23 0.48 23.30 0.42 0.45 5.00 0.25 0.23 0.48 23.35 0.42 0.45 5.00 0.25 0.23 0.48 23.40 0.42 0.45 5.00 0.25 0.23 0.47 23.45 0.42 OAS 5.00 0.25 0.23 0.47 23.50 0.42 0.45 5.00 0.2S 0.23 0.47 23.55 0.42 OAS 5.00 0.25 0.22 0.47 23.60 0.42 0.45 5.00 0.25 0.22 0.47 23.65 0.42 OAS 5.00 0.25 0.22 0.47 23.70 0.42 0.45 5.00 0.25 0.22 0.47 23.75 0.42 0.45 5.00 0.25 0.22 0.47 Page 10 BH-1 Liquefy. sum 23.80 0.42 0.45 5.00 0.25 0.22 0.47 23.85 0.42 0.45 5.00 0.25 0.22 0.46 23.90 0.42 0.45 5.00 0.25 0.22 0.46 23.95 0.42 0.45 5.00 0.25 0.21 0.46 24.00 0.42 0.45 5.00 0.2S 0.21 0.46 24.05 0.42 0.45 5.00 0.25 0.21 0.46 24.10 0.42 0.45 5.00 0.25 0.21 0.46 24.15 0.42 0.45 5.00 0.25 0.21 0.46 24.20 0.42 0.45 5.00 0.25 0.21 0.46 24.25 0.42 0.45 5.00 0.25 0.21 0.45 24.30 0.42 0.45 5.00 0.25 0.21 0.45 24.35 0.42 0.45 5.00 0.25 0.21 0.45 24.40 0.42 0.45 5.00 0.25 0.20 0.45 24.45 0.42 0.45 5.00 0.25 0.20 0.45 24.50 0.42 0.45 5.00 0.25 0.20 0.45 24.55 0.42 0.45 5.00 0.25 0.20 0.45 24.60 0.42 0.45 5.00 0.25 0.20 0.4S 24.65 0.42 0.45 5.00 0.25 0.20 0.44 24.70 0.42 0.45 5.00 0.25 0.20 0.44 24.7S 0.42 0.45 5.00 0.25 0.20 0.44 24.80 0.42 0.45 5.00 0.25 0.19 0.44 24.85 0.43 0.45 5.00 0.25 0.19 0.44 24.90 0.43 0.45 5.00 0.25 0.19 0.44 24.95 0.43 0.45 5.00 0.25 0.19 0.44 25.00 0.43 0.45 5.00 0.25 0.19 0.44 25.05 0.43 0.45 5.00 0.25 0.19 0.43 25.10 0.43 0.4S 5.00 0.25 0.19 0.43 25.15 0.43 0.45 5.00 0.2S 0.19 0.43 2S.20 0.44 0.45 5.00 0.25 0.18 0.43 25.25 0.44 0.45 5.00 0.25 0.18 0.43 25.30 0.44 0.45 S.00 0.25 0.18 0.43 25.35 0.44 0.45 5.00 0.25 0.18 0.43 25.40 0.45 0.45 5.00 0.25 0.18 0.43 25.45 0.45 0.45 5.00 0.25 0.18 0.42 25.50 0.45 0.45 5.00 0.25 0.18 0.42 2S.55 0.46 0.45 5.00 0.25 0.18 0.42 25.60 0.46 0.4S 5.00 0.25 0.17 0.42 25.65 0.46 0.45 5.00 0.25 0.17 0.42 25.70 0.47 0.45 5.00 0.25 0.17 0.42 25.75 0.47 0.4S 5.00 0.2S 0.17 0.42 25.80 0.48 0.45 5.00 0.2S 0.17 0.42 25.85 0.48 0.45 5.00 0.2S 0.17 0.42 25.90 0.49 0.45 5.00 0.25 0.17 0.41 2S.95 0.49 0.45 5.00 0.25 0.17 0.41 26.00 0.50 0.45 5.00 0.2S 0.16 0.41 26.05 0.51 0.45 5.00 0.25 0.16 0.41 26.1.0 0.52 0.45 5.00 0.25 0.16 0.41 26.15 0.53 0.45 S.00 0.25 0.16 0.41 26.20 0.54 0.45 5.00 0.2S 0.16 0.41 26.25 0.56 0.45 5.00 0.25 0.16 0.41 26.30 0.58 0.45 5.00 0.25 0.16 0.40 26.35 0.60 0.4S 5.00 0.25 0.16 0.40 26.40 0.60 0.45 S.00 0.25 0.16 0.40 26.45 0.60 0.45 5.00 0.25 0.15 0.40 26.50 0.60 0.45 5.00 0.25 0.15 0.40 Page 11 BH-1 Liquefy.sum 26.55 0.60 0.45 S.00 0.25 0.15 0.40 26.60 0.60 0.45 5.00 0.25 0.15 0.40 26.65 0.60 0.45 5.00 0.25 0.15 0.40 26.70 0.60 0.45 5.00 0.25 0.15 0.40 26.75 0.60 0.45 5.00 0.25 0.15 0.39 26.80 0.60 0.45 5.00 0.25 0.15 0.39 26.85 0.60 0.45 5.00 0.2S 0.15 0.39 26.90 0.60 0.45 5.00 0.25 0.14 0.39 26.95 0.60 0.45 5.00 0.25 0.14 0.39 27.00 0.60 0.44 5.00 0.25 0.14 0.39 27.05 0.60 0.44 5.00 0.25 0.14 0.39 27.10 0.60 0.44 5.00 0.25 0.14 0.39 27.15 0.60 0.44 5.00 0.2S 0.14 0.39 27.20 0.60 0.44 5.00 0.25 0.14 0.38 27.25 0.60 0.44 5.00 0.25 0.14 0.38 27.30 0.60 0.44 5.00 0.25 0.14 0.38 27.35 0.60 0.44 5.00 0.25 0.13 0.38 27.40 0.60 0.44 5.00 0.25 0.13 0.38 27.45 0.60 0.44 5.00 0.25 0.13 0.38 27.S0 0.60 0.44 5.00 0.25 0.13 0.38 27.55 0.60 0.44 5.00 0.25 0.13 0.38 27.60 0.60 0.44 5.00 0.25 0.13 0.38 27.6S 0.60 0.44 5.00 0.25 0.13 0.37 27.70 0.60 0.44 5.00 0.25 0.13 0.37 27.75 0.60 0.44 5.00 0.25 0.13 0.37 27.80 0.60 0.44 S.00 0.25 0.12 0.37 27.85 0.60 0.44 5.00 0.25 0.12 0.37 27.90 0.60 0.44 5.00 0.25 0.12 0.37 27.95 0.60 0.44 5.00 0.25 0.12 0.37 28.00 0.60 0.44 5.00 0.25 0.12 0.37 28.05 0.60 0.44 5.00 0.25 0.12 0.37 28.10 0.60 0.44 5.00 0.25 0.12 0.37 28.15 0.60 0.44 5.00 0.2S 0.12 0.36 28.20 0.60 0.44 5.00 0.25 0.12 0.36 28.25 0.60 0.44 5.00 0.2S 0.12 0.36 28.30 0.60 0.44 S.00 0.25 0.11 0.36 28.35 0.60 0.44 5.00 0.2S 0.11 0.36 28.40 0.60 0.44 5.00 0.2S 0.11 0.36 28.45 0.60 0.44 5.00 0.25 0.11 0.36 28.S0 0.60 0.44 5.00 0.25 0.11 0.36 28.55 0.60 0.44 5.00 0.25 0.11 0.36 28.60 0.60 0.44 5.00 0.25 0.11 0.36 28.65 0.60 0.44 5.00 0.25 0.11 0.36 28.70 0.60 0.44 5.00 0.2S 0.11 0.35 28.75 0.60 0.44 5.00 0.25 0.11 0.35 28.80 0.60 0.44 5.00 0.25 0.11 0.35 28.85 0.60 0.44 S.00 0.25 0.10 0.35 28.90 0.60 0.44 S.00 0.25 0.10 0.35 28.95 0.60 0.44 5.00 0.25 0.10 0.35 29.00 0.60 0.44 5.00 0.2S 0.10 0.35 29.05 0.60 0.44 5.00 0.25 0.10 0.35 29.10 0.60 0.44 5.00 0.25 0.10 0.35 29.15 0.60 0.44 5.00 0.25 0.10 0.35 29.20 0.60 0.44 5.00 0.25 0.10 0.34 29.25 0.60 0.44 5.00 0.25 0.10 0.34 Page 12 BH-1 Liquefy.sum 29.30 0.60 0.44 5.00 0.25 0.10 0.34 29.35 0.60 0.44 5.00 0.25 0.10 0.34 29.40 0.60 0.44 5.00 0.2S 0.09 0.34 29.45 0.60 0.44 5.00 0.2S 0.09 0.34 29.50 0.60 0.44 5.00 0.25 0.09 0.34 29.5 S 0.60 0.44 5.00 0.25 0.09 0.34 29.60 0.60 0.44 5.00 0.2S 0.09 0.34 29.6 S 0.60 0.44 5.00 0.25 0.09 0.34 29.70 0.60 0.44 5.00 0.25 0.09 0.34 29.75 0.60 0.44 5.00 0.25 0.09 0.34 29.80 0.60 0.44 5.00 0.25 0.09 0.33 29.85 0.60 0.44 5.00 0.25 0.09 0.33 29.90 0.60 0.44 5.00 0.25 0.09 0.33 29.95 0.60 0.44 5.00 0.25 0.08 0.33 30.00 0.60 0.44 5.00 0.25 0.08 0.33 30.05 0.60 0.44 5.00 0.25 0.08 0.33 30.10 0.60 0.44 5.00 0.2S 0.08 0.33 30.15 0.60 0.44 5.00 0.25 0.08 0.33 30.20 0.60 0.44 5.00 0.2S 0.08 0.33 30.25 0.60 0.44 5.00 0.25 0.08 0.33 30.30 0.60 0.44 5.00 0.25 0.08 0.33 30.3S 0.60 0.44 5.00 0.25 0.08 0.32 30.40 0.60 0.44 5.00 0.25 0.08 0.32 30.45 0.60 0.44 5.00 0.2S 0.08 0.32 30.50 0.60 0.44 5.00 0.25 0.08 0.32 30.5S 0.60 0.44 5.00 0.25 0.07 0.32 30.60 0.60 0.44 5.00 0.25 0.07 0.32 30.65 0.60 0.44 5.00 0.2S 0.07 0.32 30.70 0.60 0.44 5.00 0.25 0.07 0.32 30.75 0.60 0.44 5.00 0.25 0.07 0.32 30.80 0.60 0.44 S.00 0.25 0.07 0.32 30.85 0.60 0.44 5.00 0.25 0.07 0.32 30.90 0.60 0.44 5.00 0.25 0.07 0.32 30.9S 0.60 0.44 5.00 0.25 0.07 0.31 31.00 0.60 0.44 5.00 0.2S 0.07 0.31 31.0S 0.59 0.44 5.00 0.2S 0.07 0.31 31.10 0.59 0.44 5.00 0.25 0.07 0.31 31.15 0.59 0.44 5.00 0.25 0.06 0.31 31.20 0.59 0.44 5.00 0.25 0.06 0.31 31.25 0.59 0.44 S.00 0.25 0.06 0.31 31.30 0.59 0.44 S.00 0.25 0.06 0.31 31.3S 0.59 0.44 S.00 0.25 0.06 0.31 31.40 0.59 0.44 5.00 0.25 0.06 0.31 31.45 0.59 0.44 5.00 0.2S 0.06 0.31 31.50 0.59 0.44 5.00 0.25 0.06 0.31 31.55 0.59 0.44 S.00 0.25 0.06 0.30 31.60 0.59 0.44 S.00 0.25 0.06 0.30 31.65 0.59 0.44 5.00 0.2S 0.06 0.30 31.70 0.59 0.44 5.00 0.25 0.06 0.30 31.7S 0.59 0.43 5.00 0.25 0.05 0.30 31.80 0.59 0.43 S.00 0.25 0.05 0.30 31.8S 0.59 0.43 5.00 0.25 0.05 0.30 31.90 0.59 0.43 5.00 0.25 0.05 0.30 31.95 0.59 0.43 5.00 0.2S 0.05 0.30 32.00 0.59 0.43 5.00 0.25 0.05 0.30 Page 13 BH-1 Liquefy.sum 32.05 0.59 0.43 5.00 0.25 0.05 0.30 32.10 0.59 0.43 5.00 0.25 0.05 0.30 32.15 0.59 0.43 S.00 0.25 0.05 0.29 32.20 0.S9 0.43 5.00 0.25 0.05 0.29 32.25 0.S9 0.43 S.00 0.25 0.05 0.29 32.30 O.S9 0.43 5.00 0.25 0.05 0.29 32.35 0.59 0.43 5.00 0.25 0.04 0.29 32.40 O.S9 0.43 5.00 0.2S 0.04 0.29 32.45 0.59 0.43 S.00 0.25 0.04 0.29 32.50 0.59 0.43 5.00 0.25 0.04 0.29 32.55 0.59 0.43 5.00 0.25 0.04 0.29 32.60 0.59 0.43 5.00 0.25 0.04 0.29 32.6S 0.59 0.43 S.00 0.25 0.04 0.29 32.70 0.59 0.43 S.00 0.25 0.04 0.29 32.75 0.59 0.43 5.00 0.25 0.04 0.28 32.80 0.59 0.43 S.00 0.25 0.04 0.28 32.85 0.59 0.43 5.00 0.25 0.04 0.28 32.90 0.59 0.43 5.00 0.25 0.04 0.28 32.95 0.59 0.43 5.00 0.25 0.03 0.28 33.00 0.S9 0.43 5.00 0.25 0.03 0.28 33.05 0.59 0.43 5.00 0.25 0.03 0.28 33.10 0.59 0.43 5.00 0.25 0.03 0.28 33AS 0.59 0.43 5.00 0.25 0.03 0.28 33.20 0.59 0.43 5.00 0.25 0.03 0.28 33.25 0.59 0.43 5.00 0.25 0.03 0.28 33.30 0.59 0.43 S.00 0.25 0.03 0.28 33.3S 0.59 0.43 5.00 0.25 0.03 0.27 33.40 0.59 0.43 5.00 0.25 0.03 0.27 33.45 0.59 0.43 5.00 0.2S 0.03 0.27 33.50 0.59 0.43 5.00 0.25 0.03 0.27 33.S5 0.59 0.43 5.00 0.25 0.02 0.27 33.60 0.59 0.43 5.00 0.25 0.02 0.27 33.65 0.59 0.43 5.00 0.25 0.02 0.27 33.70 O.S9 0.43 5.00 0.25 0.02 0.27 33.75 0.59 0.43 S.00 0.25 0.02 0.27 33.80 0.59 0.43 5.00 0.25 0.02 0.27 33.85 0.59 0.43 5.00 0.25 0.02 0.27 33.90 0.59 0.43 5.00 0.2S 0.02 0.27 33.95 0.59 0.43 5.00 0.25 0.02 0.26 34.00 0.59 0.43 S.00 0.25 0.02 0.26 34.05 0.59 0.43 5.00 0.25 0.02 0.26 34.10 0.59 0.43 S.00 0.25 0.02 0.26 34.15 0.59 0.43 5.00 0.25 0.01 0.26 34.20 0.59 0.43 S.00 0.25 0.01 0.26 34.2S 0.59 0.43 S.00 0.25 0.01 0.26 34.30 0.S9 0.42 5.00 0.2S 0.01 0.26 34.3S 0.59 0.42 5.00 0.25 0.01 0.26 34.40 0.59 0.42 5.00 0.25 0.01 0.26 34.45 0.59 0.42 5.00 0.25 0.01 0.26 34.50 0.59 0.42 5.00 0.25 0.01 0.26 34.55 0.59 0.42 5.00 0.25 0.01 0.26 34.60 0.58 0.42 5.00 0.25 0.01 0.25 34.65 0.58 0.42 5.00 0.2S 0.01 0.25 34.70 0.58 0.42 5.00 0.25 0.01 0.25 34.75 0.58 0.42 5.00 0.25 0.00 0.25 Page 14 BH-1 Liquefy.sum 34.80 0.58 0.42 5.00 0.2S 0.00 0.25 34.85 0.58 0.42 5.00 0.25 0.00 0.25 34.90 0.58 0.42 S.00 0.25 0.00 0.25 34.95 0.58 0.42 5.00 0.25 0.00 0.25 35.00 0.58 0.42 S.00 0.25 0.00 0.25 35.05 0.58 0.42 1.38 0.2S 0.00 0.25 35.10 0.58 0.42 1.38 0.25 0.00 0.25 35.15 0.58 0.42 1.38 0.25 0.00 0.25 35.20 0.58 0.42 1.38 0.25 0.00 0.25 35.25 0.58 0.42 1.38 0.25 0.00 0.25 35.30 0.58 0.42 1.38 0.25 0.00 0.25 35.35 0.58 0.42 1.38 0.25 0.00 0.25 35.40 0.58 0.42 1.38 0.25 0.00 0.25 35.45 0.58 0.42 1.38 0.25 0.00 0.25 35.50 0.58 0.42 1.38 0.25 0.00 0.25 35.55 0.58 0.42 1.37 0.25 0.00 0.2S 35.60 0.58 0.42 1.37 0.25 0.00 0.25 35.65 0.58 0.42 1.37 0.25 0.00 0.25 35.70 0.58 0.42 1.37 0.25 0.00 0.25 35.75 0.58 0.42 1.37 0.25 0.00 0.25 35.80 0.58 0.42 1.37 0.25 0.00 0.25 35.8S 0.58 0.42 1.37 0.25 0.00 0.25 35.90 0.58 0.42 1.37 0.25 0.00 0.25 35.95 0.58 0.42 1.37 0.25 0.00 0.25 36.00 0.58 0.42 1.37 0.25 0.00 0.25 36.05 0.S8 0.42 1.37 0.25 0.00 0.25 36.10 0.58 0.43 1.37 0.2S 0.00 0.25 36.15 0.58 0.43 1.37 0.25 0.00 0.25 36.20 0.58 0.43 1.36 0.25 0.00 0.25 36.25 0.58 0.43 1.36 0.25 0.00 0.25 36.30 0.58 0.43 1.36 0.25 0.00 0.25 36.35 0.58 0.43 1.36 0.25 0.00 0.25 36.40 0.58 0.43 1.36 0.25 0.00 0.25 36.45 0.58 0.43 1.36 0.25 0.00 0.25 36.50 0.58 0.43 1.36 0.25 0.00 0.2S 36.55 0.58 0.43 1.36 0.25 0.00 0.25 36.60 0.58 0.43 1.36 0.25 0.00 0.2S 36.65 0.58 0.43 1.36 0.25 0.00 0.25 36.70 0.58 0.43 1.36 0.25 0.00 0.25 36.75 0.58 0.43 1.36 0.25 0.00 0.2S 36.80 0.58 0.43 1.36 0.25 0.00 0.25 36.85 0.58 0.43 1.35 0.25 0.00 0.25 36.90 0.58 0.43 1.35 0.25 0.00 0.25 36.95 0.58 0.43 1.35 0.25 0.00 0.25 37.00 0.58 0.43 1.35 0.2S 0.00 0.25 37.05 0.58 0.43 1.35 0.25 0.00 0.25 37.10 0.58 0.43 1.3S 0.2S 0.00 0.25 37.15 0.58 0.43 1.35 0.25 0.00 0.25 37.20 0.58 0.43 1.35 0.2S 0.00 0.2S 37.25 0.58 0.43 1.35 0.25 0.00 0.25 37.30 0.58 0.43 1.35 0.25 0.00 0.25 37.35 0.58 0.43 1.3S 0.25 0.00 0.25 37.40 0.58 0.43 1.35 0.25 0.00 0.25 37.45 0.S8 0.43 1.3S 0.25 0.00 0.25 37.50 0.58 0.43 1.35 0.25 0.00 0.25 Page 15 BH-1 Liquefy.sum 37.55 0.58 0.43 1.34 0.25 0.00 0.25 37.60 0.58 0.43 1.34 0.25 0.00 0.25 37.65 0.58 0.43 1.34 0.25 0.00 0.25 37.70 0.58 0.43 1.34 0.25 0.00 0.25 37.75 0.58 0.43 1.34 0.25 0.00 0.25 37.80 O.S8 0.43 1.34 0.25 0.00 0.25 37.85 0.58 0.43 1.34 0.25 0.00 0.25 37.90 0.58 0.43 1.34 0.25 0.00 0.25 37.95 0.58 0.43 1.34 0.25 0.00 0.25 38.00 0.58 0.43 1.34 0.25 0.00 0.25 38.05 0.58 0.43 1.34 0.25 0.00 0.25 38.10 0.57 0.43 1.34 0.25 0.00 0.25 38.15 0.57 0.43 1.34 0.25 0.00 0.25 38.20 0.S7 0.43 1.34 0.25 0.00 0.25 38.25 0.57 0.43 1.34 0.2S 0.00 0.25 38.30 0.57 0.43 1.33 0.25 0.00 0.25 38.35 0.57 0.43 1.33 0.25 0.00 0.2S 38.40 0.57 0.43 1.33 0.25 0.00 0.25 38.45 0.57 0.43 1.33 0.25 0.00 0.25 38.50 0.57 0.43 1.33 0.25 0.00 0.25 38.55 0.57 0.43 1.33 0.25 0.00 0.25 38.60 0.57 0.43 1.33 0.25 0.00 0.25 38.65 0.57 0.43 1.33 0.25 0.00 0.25 38.70 0.57 0.43 1.33 0.25 0.00 0.2S 38.75 0.57 0.43 1.33 0.25 0.00 0.25 38.80 0.S7 0.43 1.33 0.25 0.00 0.25 38.85 0.57 0.43 1.33 0.25 0.00 0.25 38.90 0.57 0.43 1.33 0.25 0.00 0.25 38.95 0.57 0.43 1.33 0.2S 0.00 0.25 39.00 0.57 0.43 1.33 0.25 0.00 0.25 39.05 0.57 0.43 1.32 0.2S 0.00 0.2S 39.10 0.57 0.43 1.32 0.25 0.00 0.2S 39.15 0.57 0.43 1.32 0.25 0.00 0.25 39.20 0.57 0.43 1.32 0.25 0.00 0.25 39.25 0.57 0.43 1.32 0.25 0.00 0.25 39.30 0.57 0.43 1.32 0.25 0.00 0.25 39.35 0.57 0.43 1.32 0.25 0.00 0.25 39.40 0.57 0.43 1.32 0.24 0.00 0.24 39.45 0.57 0.43 1.32 0.24 0.00 0.24 39_50 0.S7 0.43 1.32 0.24 0.00 0.24 39.55 0.57 0.43 1.32 0.24 0.00 0.24 39.60 0.57 0.43 1.32 0.24 0.00 0.24 39.65 0.57 0.43 1.32 0.24 0.00 0.24 39.70 0.57 0.43 1.32 0.24 0.00 0.24 39.7S 0.57 0.43 1.32 0.24 0.00 0.24 39.80 O.S7 0.43 1.32 0.24 0.00 0.24 39.85 0.57 0.43 1.32 0.24 0.00 0.24 39.90 0.57 0.43 1.31 0.24 0.00 0.24 39.95 0.57 0.43 1.31 0.24 0.00 0.24 40.00 0.57 0.43 1.31 0.24 0.00 0.24 40.05 0.57 0.43 1.31 0.23 0.00 0.23 40.10 0.57 0.43 1.31 0.23 0.00 0.23 40.15 0.57 0.43 1.31 0.23 0.00 0.23 40.20 0.57 0.43 1.31 0.23 0.00 0.23 40.25 0.57 0.43 1.31 0.23 0.00 0.23 Page 16 BH-1 Liquefy.sum 40.30 0.57 0.43 1.31 0.23 0.00 0.23 40.35 0.57 0.43 1.31 0.23 0.00 0.23 40.40 0.57 0.43 1.31 0.23 0.00 0.23 40.45 O.S7 0.43 1.31 0.23 0.00 0.23 40.SO O.S7 0.43 1.31 0.23 0.00 0.23 40.55 0.57 0.43 1.31 0.23 0.00 0.23 40.60 0.57 0.43 1.31 0.23 0.00 0.23 40.65 0.57 0.43 1.31 0.22 0.00 0.22 40.70 0.57 0.43 1.31 0.22 0.00 0.22 40.75 0.57 0.43 1.31 0.22 0.00 0.22 40.80 0.57 0.44 1.30 0.22 0.00 0.22 40.8S 0.57 0.44 1.30 0.22 0.00 0.22 40.90 0.57 0.44 1.30 0.22 0.00 0.22 40.95 0.57 0.44 1.30 0.22 0.00 0.22 41.00 0.57 0.44 1.30 0.22 0.00 0.22 41.05 0.57 0.44 1.30 0.22 0.00 0.22 41.10 0.57 0.44 1.30 0.22 0.00 0.22 41.15 0.57 0.44 1.30 0.22 0.00 0.22 41.20 0.57 0.44 1.30 0.22 0.00 0.22 41.2S 0.57 0.44 1.30 0.21 0.00 0.21 41.30 0.57 0.44 1.30 0.21 0.00 0.21 41.35 0.S7 0.44 1.30 0.21 0.00 0.21 41.40 0.57 0.44 1.30 0.21 0.00 0.21 41.45 0.S7 0.44 1.30 0.21 0.00 0.21 41.50 0.57 0.44 1.30 0.21 0.00 0.21 41.55 0.57 0.44 1.30 0.21 0.00 0.21 41.60 0.57 0.44 1.30 0.21 0.00 0.21 41.65 0.57 0.44 1.30 0.21 0.00 0.21 41.70 0.56 0.44 1.30 0.21 0.00 0.21 41.75 0.56 0.44 1.29 0.21 0.00 0.21 41.80 0.56 0.44 1.29 0.21 0.00 0.21 41.85 0.56 0.44 1.29 0.20 0.00 0.20 41.90 0.56 0.44 1.29 0.20 0.00 0.20 41.95 0.56 0.44 1.29 0.20 0.00 0.20 42.00 0.56 0.44 1.29 0.20 0.00 0.20 42.05 0.56 0.44 1.29 0.20 0.00 0.20 42.10 0.56 0.44 1.29 0.20 0.00 0.20 42.15 0.56 0.44 1.29 0.20 0.00 0.20 42.20 0.56 0.44 1.29 0.20 0.00 0.20 42.25 0.56 0.44 1.29 0.20 0.00 0.20 42.30 0.56 0.44 1.29 0.20 0.00 0.20 42.3S 0.56 0.44 1.29 0.20 0.00 0.20 42.40 0.56 0.44 1.29 0.20 0.00 0.20 42.45 0.56 0.44 1.29 0.19 0.00 0.19 42.50 0.56 0.44 1.29 0.19 0.00 0.19 42.55 0.56 0.44 1.29 0.19 0.00 0.19 42.60 0.56 0.44 1.29 0.19 0.00 0.19 42.65 0.56 0.44 1.29 0.19 0.00 0.19 42.70 O.S6 0.44 1.29 0.19 0.00 0.19 42.75 0.56 0.44 1.28 0.19 0.00 0.19 42.80 0.56 0.44 1.28 0.19 0.00 0.19 42.85 0.56 0.44 1.28 0.19 0.00 0.19 42.90 0.56 0.44 1.28 0.19 0.00 0.19 42.95 O.S6 0.44 1.28 0.19 0.00 0.19 43.00 0.56 0.44 1.28 0.19 0.00 0.19 Page 17 BH-1 Liquefy.sum 43.05 O.S6 0.44 1.28 0.19 0.00 0.19 43.10 0.56 0.44 1.28 0.18 0.00 0.18 43.15 O.S6 0.44 1.28 0.18 0.00 0.18 43.20 0.56 0.44 1.28 0.18 0.00 0.18 43.25 0.56 0.44 1.28 0.18 0.00 0.18 43.30 0.56 0.44 1.28 0.18 0.00 0.18 43.35 0.56 0.44 1.28 0.18 0.00 0.18 43.40 O.S6 0.44 1.28 0.18 0.00 0.18 43.45 0.56 0.44 1.28 0.18 0.00 0.18 43.50 0.S6 0.44 1.28 0.18 0.00 0.18 43.SS O.S6 0.44 1.28 0.18 0.00 0.18 43.60 0.56 0.44 1.28 0.18 0.00 0.18 43.65 0.56 0.44 1.28 0.18 0.00 0.18 43.70 0.56 0.44 1.28 0.17 0.00 0.17 43.75 0.56 0.44 1.28 0.17 0.00 0.17 43.80 0.56 0.44 1.28 0.17 0.00 0.17 43.85 0.56 0.44 1.27 0.17 0.00 0.17 43.90 0.56 0.44 1.27 0.17 0.00 0.17 43.95 0.56 0.44 1.27 0.17 0.00 0.17 44.00 0.56 0.44 1.27 0.17 0.00 0.17 44.05 0.56 0.44 1.27 0.17 0.00 0.17 44.10 0.56 0.44 1.27 0.17 0.00 0.17 44.15 0.56 0.44 1.27 0.17 0.00 0.17 44.20 0.56 0.44 1.27 0.17 0.00 0.17 44.25 0.56 0.44 1.27 0.17 0.00 0.17 44.30 0.56 0.44 1.27 0.16 0.00 0.16 44.35 0.56 0.44 1.27 0.16 0.00 0.16 44.40 0.56 0.44 1.27 0.16 0.00 0.16 44.45 0.56 0.44 1.27 0.16 0.00 0.16 44.50 0.56 0.44 1.27 0.16 0.00 0.16 44.55 0.56 0.44 1.27 0.16 0.00 0.16 44.60 0.56 0.44 1.27 0.16 0.00 0.16 44.6S 0.56 0.44 1.27 0.16 0.00 0.16 44.70 0.56 0.44 1.27 0.16 0.00 0.16 44.75 0.56 0.44 1.27 0.16 0.00 0.16 44.80 0.56 0.44 1.27 0.16 0.00 0.16 44.85 0.56 0.44 1.27 0.16 0.00 0.16 44.90 0.56 0.44 1.27 0.15 0.00 0.15 44.95 0.56 0.44 1.27 0.15 0.00 0.15 45.00 0.56 0.44 1.27 0.15 0.00 0.15 45.05 0.56 0.44 1.26 0.15 0.00 0.15 4S.10 0.56 0.44 1.26 0.15 0.00 0.15 4S.15 0.56 0.44 1.26 0.15 0.00 0.15 45.20 0.56 0.44 1.26 0.15 0.00 0.15 45.2S 0.55 0.44 1.26 0.15 0.00 0.15 45.30 0.55 0.44 1.26 0.15 0.00 OAS 45.35 0.55 0.44 1.26 0.15 0.00 OAS 45.40 0.55 0.44 1.26 0.15 0.00 0.15 45.45 0.55 0.44 1.26 0.15 0.00 OAS 45.50 0.55 0.44 1.26 0.14 0.00 0.14 45.55 0.55 0.44 1.26 0.14 0.00 0.14 45.60 0.55 0.44 1.26 0.14 0.00 0.14 45.65 0.55 0.44 1.26 0.14 0.00 0.14 45.70 0.55 0.44 1.26 0.14 0.00 0.14 45.75 0.55 0.44 1.26 0.14 0.00 0.14 Page 18 BH-1 Liquefy.sum 45.80 0.55 0.44 1.26 0.14 0.00 0.14 45.85 0.55 0.44 1.26 0.14 0.00 0.14 4S.90 0.55 0.44 1.26 0.14 0.00 0.14 4S.95 0.5S 0.44 1.26 0.14 0.00 0.14 46.00 0.55 0.44 1.26 0.14 0.00 0.14 46.05 0.55 0.44 1.26 0.13 0.00 0.13 46.10 0.55 0.44 1.26 0.13 0.00 0.13 46.1S 0.55 0.44 1.26 0.13 0.00 0.13 46.20 0.55 0.44 1.26 0.13 0.00 0.13 46.25 0.S5 0.44 1.26 0.13 0.00 0.13 46.30 0.5S 0.44 1.26 0.13 0.00 0.13 46.35 0.S5 0.44 1.26 0.13 0.00 0.13 46.40 0.55 0.44 1.26 0.13 0.00 0.13 46.45 0.55 0.44 1.2S 0.13 0.00 0.13 46.50 0.55 0.44 1.25 0.13 0.00 0.13 46.5S 0.55 0.44 1.25 0.12 0.00 0.12 46.60 0.55 0.44 1.25 0.12 0.00 0.12 46.65 O.SS 0.44 1.25 0.12 0.00 0.12 46.70 0.5 S 0.44 1.2S 0.12 0.00 0.12 46.7S 0.55 0.44 1.25 0.12 0.00 0.12 46.80 0.55 0.44 1.25 0.12 0.00 0.12 46.8 S 0.55 0.44 1.25 0.12 0.00 0.12 46.90 0.55 0.44 1.25 0.12 0.00 0.12 46.95 0.55 0.44 1.25 0.12 0.00 0.12 47.00 0.55 0.44 1.25 0.12 0.00 0.12 47.OS 0.55 0.44 1.25 0.11 0.00 0.11 47.10 0.55 0.44 1.25 0.11 0.00 0.11 47.15 0.55 0.44 1.25 0.11 0.00 0.11 47.20 0.55 0.44 1.25 0.11 0.00 0.11 47.25 0.55 0.44 1.25 0.11 0.00 0.11 47.30 O.SS 0.44 1.25 0.11 0.00 0.11 47.35 0.55 0.44 1.25 0.11 0.00 0.11 47.40 0.55 0.44 1.25 0.11 0.00 0.11 47.45 0.55 0.44 1.25 0.11 0.00 0.11 47.50 0.55 0.44 1.25 0.11 0.00 0.11 47.55 0.5S 0.44 1.25 0.10 0.00 0.10 47.60 0.55 0.44 1.25 0.10 0.00 0.10 47.65 0.55 0.44 1.2S 0.10 0.00 0.10 47.70 0.55 0.44 1.25 0.10 0.00 0.10 47.7S O.SS 0.44 1.25 0.10 0.00 0.10 47.80 0.55 0.44 1.25 0.10 0.00 0.10 47.85 O.SS 0.44 1.25 0.10 0.00 0.10 47.90 O.SS 0.44 1.25 0.10 0.00 0.10 47.9S 0.55 0.44 1.25 0.10 0.00 0.10 48.00 0.55 0.44 1.24 0.09 0.00 0.09 48.05 0.55 0.44 1.24 0.09 0.00 0.09 48.10 0.55 0.44 1.24 0.09 0.00 0.09 48.15 0.55 0.44 1.24 0.09 0.00 0.09 48.20 0. S 5 0.44 1.24 0.09 0.00 0.09 48.25 0. S 5 0.44 1.24 0.09 0.00 0.09 48.30 0.55 0.44 1.24 0.09 0.00 0.09 48.35 0.5 5 0.44 1.24 0.09 0.00 0.09 48.40 0.55 0.44 1.24 0.09 0.00 0.09 48.45 0.55 0.44 1.24 0.08 0.00 0.08 48.50 0.55 0.44 1.24 0.08 0.00 0.08 Page 19 BH-1 Liquefy.sum 48.55 0.55 0.44 1.24 0.08 0.00 0.08 48.60 0.55 0.44 1.24 0.08 0.00 0.08 48.65 0.55 0.44 1.24 0.08 0.00 0.08 48.70 0.55 0.44 1.24 0.08 0.00 0.08 48.75 0.55 0.44 1.24 0.08 0.00 0.08 48.80 0.54 0.44 1.24 0.08 0.00 0.08 48.85 0.54 0.44 1.24 0.07 0.00 0.07 48.90 0.54 0.44 1.24 0.07 0.00 0.07 48.95 0.54 0.44 1.24 0.07 0.00 0.07 49.00 0.54 0.44 1.24 0.07 0.00 0.07 49.0S 0.54 0.44 1.24 0.07 0.00 0.07 49.10 0.54 0.44 1.24 0.07 0.00 0.07 49.15 0.54 0.44 1.24 0.07 0.00 0.07 49.20 0.54 0.44 1.24 0.07 0.00 0.07 49.25 0.54 0.44 1.24 0.06 0.00 0.06 49.30 0.54 0.44 1.22 0.06 0.00 0.06 49.35 0.53 0.44 1.20 0.06 0.00 0.06 49.40 0.52 0.44 1.19 0.06 0.00 0.06 49.45 0.52 0.44 1.17 0.06 0.00 0.06 49.50 0. S 1 0.44 1.16 0.06 0.00 0.06 49.SS 0.50 0.44 1.15 0.06 0.00 0.06 49.60 0.50 0.44 1.14 0.05 0.00 0.05 49.65 0.50 0.44 1.13 0.05 0.00 0.05 49.70 0.49 0.44 1.12 0.05 0.00 0.05 49.75 0.49 0.44 1.11 0.05 0.00 0.05 49.80 0.48 0.44 1.10 0.05 0.00 0.05 49.85 0.48 0.44 1.10 0.05 0.00 0.05 49.90 0.48 0.44 1.09 0.04 0.00 0.04 49.95 0.47 0.44 1.08 0.04 0.00 0.04 50.00 0.47 0.44 1.07 0.04 0.00 0.04 50.05 0.47 0.44 1.07 0.04 0.00 0.04 50.10 0.47 0.44 1.07 0.04 0.00 0.04 50.15 0.47 0.44 1.07 0.03 0.00 0.03 50.20 0.47 0.44 1.07 0.03 0.00 0.03 50.25 0.47 0.44 1.06 0.03 0.00 0.03 50.30 0.47 0.44 1.06 0.03 0.00 0.03 50.35 0.46 0.44 1.06 0.03 0.00 0.03 50.40 0.46 0.44 1.06 0.02 0.00 0.02 50.45 0.46 0.44 1.05 0.02 0.00 0.02 50.S0 0.46 0.44 1.05 0.02 0.00 0.02 50.55 0.46 0.44 1.05 0.02 0.00 0.02 50.60 0.46 0.44 1.05 0.02 0.00 0.02 50.65 0.46 0.44 1.05 0.01 0.00 0.01 50.70 0.46 0.44 1.05 0.01 0.00 0.01 50.75 0.46 0.44 1.04 0.01 0.00 0.01 S0.80 0.46 0.44 1.04 0.01 0.00 0.01 S0.85 0.46 0.44 1.04 0.01 0.00 0.01 50.90 0.45 0.44 1.04 0.00 0.00 0.00 50.95 0.45 0.44 1.04 0.00 0.00 0.00 51.00 0.45 0.44 1.03 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; Page 20 BH-1 Liquefy.sum Settlement = in. --------------------------- -------------------------------------------------- I 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 21 SEISMIC SETTLEMENT ANALYSIS 544-14059 Hole No.-BH-4 Water Depth-35 ft Surface Elev.=25 Ft Shear Stress Ratio rnt 0 0 I I A 20 `„ - 50 1 fs1=1.30 o _ CRR CSR fsi L Shaded Zone has Liquefaction Potential U3 _ 3 3 Magnitude-7.0 Acceleration-0.562g Factor of Safety Settlement 1 0 1 5 0 (in.) 10 S = 2.21 in. Sahirntati Unsaturat. 0 Sladden Engineering Silver Rock Resort Plate A-1 BH-4 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 , 1/10/2017 8:03:21 AM Input File Name: F:\Liquefy5\Silver Rock Resort BH-4.liq Title: 544-14059 Subtitle: Silver Rock Resort Surface Elev.=25 Ft Hole No.=BH-4 Depth of Hole= 51.00 ft Water Table during Earthquake= 35.00 ft Water Table during In -Situ Testing= 52.00 ft Max. Acceleration= 0.56 g Earthquake Magnitude= 7.00 Input Data: Surface Elev.=25 Ft Hole No.=BH-4 Depth of Hole=51.00 ft Water Table during Earthquake= 35.00 ft Water Table during In -Situ Testing= 52.00 ft Max. Acceleration=0.56 g Earthquake Magnitude=7.00 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= 1.3 Plot one CSR curve (fsl=User) 10. Use Curve Smoothing: Yes* * Recommended Options In -Situ Test Data: Depth SPT gamma Fines ft pcf % ------------------------------------ 0.00 26.00 101.00 NoLiq 5.00 26.00 101.00 NoLiq 10.00 17.33 101.00 44.30 15.00 15.00 101.00 12.80 Page 1 BH-4 Liquefy.sum 20.00 16.00 103.00 35.20 25.00 21.00 103.00 NoLiq 30.00 21.33 104.40 17.10 35.00 14.00 104.40 4.60 40.00 14.67 111.50 NoLiq 45.00 22.00 111.50 30.00 50.00 ---------------------------- 14.00 105.50 NoLiq ------- Output Results: Settlement of Saturated Sands=1.16 in. Settlement of Unsaturated Sands=1.05 in. Total Settlement of Saturated and Unsaturated Sands=2.21 in. Differential Settlement=1.103 to 1.457 in. Depth CRRm CSRfs F.S. S-sat. S-dry S-all ft in. in. in. --- -------------------------------------------------- 0.00 2.00 0.47 5.00 1.16 1.05 2.21 0.05 2.00 0.47 5.00 1.16 1.05 2.21 0.10 2.00 0.47 5.00 1.16 1.05 2.21 0.15 2.00 0.47 5.00 1.16 1.05 2.21 0.20 2.00 0.47 5.00 1.16 1.05 2.21 0.25 2.00 0.47 5.00 1.16 1.05 2.21 0.30 2.00 0.47 5.00 1.16 1.05 2.21 0.35 2.00 0.47 5.00 1.16 1.05 2.21 0.40 2.00 0.47 5.00 1.16 1.05 2.21 0.45 2.00 0.47 5.00 1.16 1.05 2.21 0.50 2.00 0.47 5_00 1.16 1.05 2.21 0.55 2.00 0.47 5.00 1.16 1.05 2.21 0.60 2.00 0.47 5.00 1.16 1.05 2.21 0.65 2.00 0.47 5.00 1.16 1.05 2.21 0.70 2.00 0.47 5.00 1.16 1.05 2.21 0.75 2.00 0.47 5.00 1.16 1.05 2.21 0.80 2.00 0.47 5.00 1.16 1.05 2.21 0.85 2.00 0.47 5.00 1.16 1.05 2.21 0.90 2.00 0.47 5.00 1.16 1.05 2.21 0.95 2.00 0.47 5.00 1.16 1.05 2.21 1.00 2.00 0.47 5.00 1.16 1.05 2.21 1.05 2.00 0.47 5.00 1.16 1.05 2.21 1.10 2.00 0.47 5.00 1.16 1.05 2.21 1.15 2.00 0.47 5.00 1.16 1.05 2.21 1.20 2.00 0.47 5.00 1.16 1.05 2.21 1.25 2.00 0.47 5.00 1.16 1.05 2.21 1.30 2.00 0.47 5.00 1.16 LOS 2.21 1.35 2.00 0.47 5.00 1.16 1.05 2.21 1.40 2.00 0.47 5.00 1.16 LOS 2.21 1.45 2.00 0.47 5.00 1.16 1.05 2.21 1.50 2.00 0.47 5.00 1.16 1.05 2.21 1.55 2.00 0.47 5.00 1.16 1.05 2.21 1.60 2.00 0.47 5.00 1.16 1.05 2.21 1.65 2.00 0.47 5.00 1.16 1.05 2.21 1.70 2.00 0.47 5.00 1.16 1.05 2.21 1.75 2.00 0.47 5.00 1.16 1.05 2.21 1.80 2.00 0.47 5.00 1.16 1.05 2.21 Page 2 BH-4 Liquefy.sum 1.85 2.00 0.47 5.00 1.16 LOS 2.21 1.90 2.00 0.47 5.00 1.16 1.05 2.21 1.95 2.00 0.47 S.00 1.16 1.05 2.21 2.00 2.00 0.47 5.00 1.16 LOS 2.21 2.05 2.00 0.47 5.00 1.16 LOS 2.21 2.10 2.00 0.47 5.00 1.16 1.05 2.21 2.15 2.00 0.47 5.00 1.16 1.05 2.21 2.20 2.00 0.47 5.00 1.16 1.05 2.21 2.25 2.00 0.47 5.00 1.16 1.05 2.21 2.30 2.00 0.47 5.00 1.16 1.05 2.21 2.35 2.00 0.47 5.00 1.16 1.05 2.21 2.40 2.00 0.47 5.00 1.16 LOS 2.21 2.45 2.00 0.47 5.00 1.16 1.05 2.21 2.50 2.00 0.47 5.00 1.16 1.05 2.21 2.55 2.00 0.47 5.00 1.16 LOS 2.21 2.60 2.00 0.47 5.00 1.16 1.05 2.21 2.65 2.00 0.47 5.00 1.16 1.05 2.21 2.70 2.00 0.47 5.00 1.16 1.05 2.21 2.75 2.00 0.47 5.00 1.16 LOS 2.21 2.80 2.00 0.47 5.00 1.16 1.05 2.21 2.85 2.00 0.47 5.00 1.16 1.05 2.21 2.90 2.00 0.47 S.00 1.16 LOS 2.21 2.95 2.00 0.47 5.00 1.16 1.05 2.21 3.00 2.00 0.47 5.00 1.16 1.05 2.21 3.05 2.00 0.47 5.00 1.16 LOS 2.21 3.10 2.00 0.47 S.00 1.16 1.05 2.21 3.15 2.00 0.47 5.00 1.16 1.05 2.21 3.20 2.00 0.47 5.00 1.16 1.05 2.21 3.25 2.00 0.47 S.00 1.16 1.05 2.21 3.30 2.00 0.47 5.00 1.16 1.05 2.21 3.35 2.00 0.47 5.00 1.16 1.05 2.21 3.40 2.00 0.47 5.00 1.16 LOS 2.21 3.4S 2.00 0.47 5.00 1.16 1.05 2.21 3.50 2.00 0.47 5.00 1.16 1.05 2.21 3.55 2.00 0.47 S.00 1.16 1.05 2.21 3.60 2.00 0.47 5.00 1.16 1.05 2.21 3.65 2.00 0.47 5.00 1.16 1.05 2.21 3.70 2.00 0.47 5.00 1.16 LOS 2.21 3.75 2.00 0.47 5.00 1.16 1.05 2.21 3.80 2.00 0.47 5.00 1.16 LOS 2.21 3.8S 2.00 0.47 5.00 1.16 1.05 2.21 3.90 2.00 0.47 5.00 1.16 1.05 2.21 3.95 2.00 0.47 5.00 1.16 1.05 2.21 4.00 2.00 0.47 5.00 1.16 LOS 2.21 4.OS 2.00 0.47 S.00 1.16 1.05 2.21 4.10 2.00 0.47 5.00 1.16 LOS 2.21 4.1 S 2.00 0.47 5.00 1.16 1.05 2.21 4.20 2.00 0.47 5.00 1.16 1.05 2.21 4.25 2.00 0.47 5.00 1.16 1.05 2.21 4.30 2.00 0.47 5.00 1.16 1.05 2.21 4.35 2.00 0.47 5.00 1.16 1.05 2.21 4.40 2.00 0.47 5.00 1.16 1.05 2.21 4.45 2.00 0.47 5.00 1.16 LOS 2.21 4.50 2.00 0.47 5.00 1.16 1.05 2.21 4.55 2.00 0.47 5.00 1.16 1.05 2.21 Page 3 BH-4 Liquefy.sum 4.60 2.00 0.47 5.00 1.16 1.05 2.21 4.65 2.00 0.47 5.00 1.16 1.05 2.21 4.70 2.00 0.47 5.00 1.16 LOS 2.21 4.75 2.00 0.47 5.00 1.16 1.05 2.21 4.80 2.00 0.47 5.00 1.16 LOS 2.21 4.85 2.00 0.47 5.00 1.16 LOS 2.21 4.90 2.00 0.47 5.00 1.16 1.05 2.21 4.9S 2.00 0.47 5.00 1.16 1.05 2.21 5.00 0.60 0.47 5.00 1.16 1.05 2.21 5.05 0.60 0.47 S.00 1.16 1.05 2.21 5.10 0.60 0.47 5.00 1.16 1.05 2.21 5.15 0.60 0.47 5.00 1.16 LOS 2.21 S.20 0.60 0.47 S.00 1.16 1.05 2.21 S.25 0.60 0.47 S.00 1.16 LOS 2.21 5.30 0.60 0.47 S.00 1.16 1.05 2.21 S.35 0.60 0.47 5.00 1.16 LOS 2.21 SAO 0.60 0.47 5.00 1.16 1.05 2.21 SAS 0.60 0.47 S.00 1.16 1.05 2.21 S.50 0.60 0.47 5.00 1.16 1.05 2.21 S.55 0.60 0.47 S.00 1.16 1.05 2.21 5.60 0.60 0.47 5.00 1.16 1.05 2.21 5.65 0.60 0.47 5.00 1.16 LOS 2.21 S.70 0.60 0.47 5.00 1.16 1.05 2.21 S.7S 0.60 0.47 5.00 1.16 LOS 2.21 5.80 0.60 0.47 5.00 1.16 1.05 2.21 5.85 0.60 0.47 5.00 1.16 1.04 2.21 5.90 0.60 0.47 5.00 1.16 1.04 2.21 5.95 0.60 0.47 5.00 1.16 1.04 2.21 6.00 0.60 0.47 5.00 1.16 1.04 2.20 6.05 0.60 0.47 5.00 1.16 1.04 2.20 6.10 0.60 0.47 5.00 1.16 1.04 2.20 6.15 0.60 0.47 5.00 1.16 1.04 2.20 6.20 0.60 0.47 S.00 1.16 1.04 2.20 6.25 0.60 0.47 5.00 1.16 1.04 2.20 6.30 0.60 0.47 5.00 1.16 1.04 2.20 6.35 0.60 0.47 S.00 1.16 1.04 2.20 6.40 0.60 0.47 S.00 1.16 1.04 2.20 6.4S 0.60 0.47 S.00 1.16 1.04 2.20 6.50 0.60 0.47 5.00 1.16 1.04 2.20 6.5S 0.60 0.47 5.00 1.16 1.04 2.20 6.60 0.60 0.47 5.00 1.16 1.04 2.20 6.65 0.60 0.47 5.00 1.16 1.04 2.20 6.70 0.60 0.47 5.00 1.16 1.04 2.20 6.75 0.60 0.47 S.00 1.16 1.04 2.20 6.80 0.60 0.47 5.00 1.16 1.04 2.20 6.85 0.60 0.47 5.00 1.16 1.04 2.20 6.90 0.60 0.47 5.00 1.16 1.04 2.20 6.95 0.60 0.47 5.00 1.16 1.04 2.20 7.00 0.60 0.47 S.00 1.16 1.04 2.20 7.OS 0.60 0.47 5.00 1.16 1.04 2.20 7.10 0.60 0.47 5.00 1.16 1.04 2.20 7.15 0.60 0.47 S.00 1.16 1.04 2.20 7.20 0.60 0.47 5.00 1.16 1.04 2.20 7.25 0.60 0.47 S.00 1.16 1.04 2.20 7.30 0.60 0.47 5.00 1.16 1.04 2.20 Page 4 BH-4 Liquefy.sum 7.35 0.60 0.47 5.00 1.16 1.04 2.20 7.40 0.60 0.47 5.00 1.16 1.04 2.20 7.4S 0.60 0.47 5.00 1.16 1.04 2.20 7.50 0.60 0.47 5.00 1.16 1.04 2.20 7.55 0.60 0.47 5.00 1.16 1.04 2.20 7.60 0.60 0.47 5.00 1.16 1.04 2.20 7.65 0.60 0.47 5.00 1.16 1.04 2.20 7.70 0.60 0.47 5.00 1.16 1.04 2.20 7.75 0.60 0.47 5.00 1.16 1.04 2.20 7.80 0.60 0.47 S.00 1.16 1.04 2.20 7.85 0.60 0.47 5.00 1.16 1.04 2.20 7.90 0.60 0.47 5.00 1.16 1.04 2.20 7.95 0.60 0.47 5.00 1.16 1.04 2.20 8.00 0.60 0.47 5.00 1.16 1.04 2.20 8.05 0.60 0.47 S.00 1.16 1.04 2.20 8.10 0.60 0.47 5.00 1.16 1.04 2.20 8.15 0.60 0.47 5.00 1.16 1.04 2.20 8.20 0.60 0.47 5.00 1.16 1.04 2.20 8.25 0.60 0.47 5.00 1.16 1.04 2.20 8.30 0.60 0.47 5.00 1.16 1.04 2.20 8.35 0.60 0.47 5.00 1.16 1.04 2.20 8.40 0.60 0.47 S.00 1.16 1.04 2.20 8.45 0.60 0.47 5.00 1.16 1.04 2.20 8.50 0.60 0.47 5.00 1.16 1.04 2.20 8.55 0.60 0.47 5.00 1.16 1.04 2.20 8.60 0.60 0.47 5.00 1.16 1.04 2.20 8.6S 0.60 0.47 S.00 1.16 1.04 2.20 8.70 0.60 0.47 S.00 1.16 1.04 2.20 8.75 0.60 0.47 S.00 1.16 1.04 2.20 8.80 0.60 0.47 5.00 1.16 1.04 2.20 8.85 0.60 0.47 5.00 1.16 1.04 2.20 8.90 0.60 0.47 5.00 1.16 1.04 2.20 8.95 0.60 0.46 S.00 1.16 1.04 2.20 9.00 0.60 0.46 5.00 1.16 1.04 2.20 9.05 0.60 0.46 5.00 1.16 1.04 2.20 9.10 0.60 0.46 5.00 1.16 1.03 2.20 9.15 0.60 0.46 5.00 1.16 1.03 2.20 9.20 0.60 0.46 5.00 1.16 1.03 2.19 9.25 0.60 0.46 5.00 1.16 1.03 2.19 9.30 0.60 0.46 5.00 1.16 1.03 2.19 9.3 S 0.60 0.46 5.00 1.16 1.03 2.19 9.40 0.60 0.46 5.00 1.16 1.03 2.19 9.45 0.60 0.46 S.00 1.16 1.03 2.19 9.50 0.60 0.46 S.00 1.16 1.03 2.19 9.55 0.60 0.46 5.00 1.16 1.03 2.19 9.60 0.60 0.46 5.00 1.16 1.03 2.19 9.65 0.60 0.46 S.00 1.16 1.03 2.19 9.70 0.60 0.46 5.00 1.16 1.03 2.19 9.75 0.60 0.46 5.00 1.16 1.03 2.19 9.80 0.60 0.46 5.00 1.16 1.03 2.19 9.85 0.60 0.46 5.00 1.16 1.03 2.19 9.90 0.60 0.46 5.00 1.16 1.03 2.19 9.95 0.60 0.46 5.00 1.16 1.03 2.19 10.00 0.60 0.46 5.00 1.16 1.03 2.19 10.05 0.60 0.46 5.00 1.16 1.03 2.19 Page 5 BH-4 Liquefy.sum 10.10 0.60 0.46 5.00 1.16 1.03 2.19 10.15 0.60 0.46 5.00 1.16 1.03 2.19 10.20 0.60 0.46 S.00 1.16 1.03 2.19 10.25 0.60 0.46 5.00 1.16 1.03 2.19 10.30 0.60 0.46 5.00 1.16 1.03 2.19 10.35 0.60 0.46 5.00 1.16 1.02 2.18 10.40 0.60 0.46 5.00 1.16 1.02 2.18 10.45 0.60 0.46 5.00 1.16 1.02 2.18 10.50 0.60 0.46 5.00 1.16 1.02 2.18 10.5 5 0.60 0.46 5.00 1.16 1.02 2.18 10.60 0.60 0.46 5.00 1.16 1.02 2.18 10.6 S 0.60 0.46 5.00 1.16 1.02 2.18 10.70 0.60 0.46 5.00 1.16 1.02 2.18 10.75 0.60 0.46 5.00 1.16 1.02 2.18 10.80 0.60 0.46 5.00 1.16 1.02 2.18 10.85 0.60 0.46 5.00 1.16 1.02 2.18 10.90 0.60 0.46 5.00 1.16 1.01 2.17 10.95 0.60 0.46 5.00 1.16 1.01 2.17 11.00 0.60 0.46 S.00 1.16 1.01 2.17 11.05 0.60 0.46 5.00 1.16 1.01 2.17 11.10 0.60 0.46 S.00 1.16 1.01 2.17 11.15 0.60 0.46 5.00 1.16 1.01 2.17 11.20 0.60 0.46 5.00 1.16 1.01 2.17 11.25 0.60 0.46 5.00 1.16 1.00 2.16 11.30 0.60 0.46 5.00 1.16 1.00 2.16 11.35 0.60 0.46 5.00 1.16 1.00 2.16 11.40 0.60 0.46 5.00 1.16 1.00 2.16 11.45 0.60 0.46 S.00 1.16 1.00 2.16 11.50 0.60 0.46 5.00 1.16 1.00 2.16 11.55 0.60 0.46 5.00 1.16 1.00 2.16 11.60 0.60 0.46 S.00 1.16 1.00 2.16 11.65 0.60 0.46 5.00 1.16 1.00 2.16 11.70 0.60 0.46 S.00 1.16 1.00 2.16 11.75 0.60 0.46 5.00 1.16 1.00 2.16 11.80 0.57 0.46 5.00 1.16 1.00 2.16 11.85 0.52 0.46 5.00 1.16 1.00 2.16 11.90 0.S0 0.46 5.00 1.16 1.00 2.16 11.95 0.48 0.46 5.00 1.16 0.99 2.15 12.00 0.47 0.46 5.00 1.16 0.99 2.15 12.05 0.46 0.46 S.00 1.16 0.99 2.1 S 12.10 0.45 0.46 5.00 1.16 0.99 2.15 12.15 0.45 0.46 S.00 1.16 0.99 2.15 12.20 0.44 0.46 5.00 1.16 0.99 2.15 12.2 S 0.43 0.46 5.00 1.16 0.99 2.15 12.30 0.43 0.46 5.00 1.16 0.99 2.1 S 12.35 0.42 0.46 5.00 1.16 0.99 2.15 12.40 0.42 0.46 5.00 1.16 0.99 2.15 12.45 0.41 0.46 5.00 1.16 0.99 2.15 12.50 0.41 0.46 5.00 1.16 0.99 2.1 S 12.55 0.40 0.46 5.00 1.16 0.99 2.15 12.60 0.40 0.46 5.00 1.16 0.98 2.15 12.6S 0.39 0.46 5.00 1.16 0.98 2.14 12.70 0.39 0.46 5.00 1.16 0.98 2.14 12.75 0.38 0.46 5.00 1.16 0.98 2.14 12.80 0.38 0.46 5.00 1.16 0.98 2.14 Page 6 BH-4 Liquefy.sum 12.85 0.38 0.46 5.00 1.16 0.98 2.14 12.90 0.37 0.46 5.00 1.16 0.98 2.14 12.95 0.37 0.46 5.00 1.16 0.98 2.14 13.00 0.37 0.46 5.00 1.16 0.98 2.14 13.05 0.36 0.46 5.00 1.16 0.98 2.14 13.10 0.36 0.46 5.00 1.16 0.98 2.14 13.15 0.36 0.46 5.00 1.16 0.97 2.13 13.20 0.3 S 0.46 5.00 1.16 0.97 2.13 13.25 0.35 0.46 5.00 1.16 0.97 2.13 13.30 0.35 0.46 5.00 1.16 0.97 2.13 13.3 S 0.34 0.46 5.00 1.16 0.97 2.13 13.40 0.34 0.46 5.00 1.16 0.97 2.13 13.45 0.34 0.46 5.00 1.16 0.97 2.13 13.50 0.34 0.46 5.00 1.16 0.97 2.13 13.55 0.33 0.46 5.00 1.16 0.96 2.13 13.60 0.33 0.46 5.00 1.16 0.96 2.12 13.6S 0.33 0.46 5.00 1.16 0.96 2.12 13.70 0.32 0.46 5.00 1.16 0.96 2.12 13.75 0.32 0.46 5.00 1.16 0.96 2.12 13.80 0.32 0.46 S.00 1.16 0.96 2.12 13.85 0.32 0.46 5.00 1.16 0.96 2.12 13.90 0.31 0.46 5.00 1.16 0.95 2.12 13.95 0.31 0.46 5.00 1.16 0.95 2.11 14.00 0.31 0.46 5.00 1.16 0.95 2.11 14.05 0.31 0.46 5.00 1.16 0.95 2.11 14.10 0.31 0.46 5.00 1.16 0.95 2.11 14.15 0.30 0.46 S.00 1.16 0.95 2.11 14.20 0.30 0.46 5.00 1.16 0.95 2.11 14.25 0.30 0.46 5.00 1.16 0.94 2.10 14.30 0.30 0.46 5.00 1.16 0.94 2.10 14.3 S 0.29 0.46 5.00 1.16 0.94 2.10 14.40 0.29 0.46 5.00 1.16 0.94 2.10 14.45 0.29 0.46 5.00 1.16 0.94 2.10 14.S0 0.29 0.46 5.00 1.16 0.93 2.09 14.55 0.29 0.46 5.00 1.16 0.93 2.09 14.60 0.28 0.46 5.00 1.16 0.93 2.09 14.65 0.28 0.46 5.00 1.16 0.93 2.09 14.70 0.28 0.46 5.00 1.16 0.93 2.09 14.75 0.28 0.46 5.00 1.16 0.92 2.08 14.80 0.31 0.46 5.00 1.16 0.92 2.08 14.85 0.31 0.46 5.00 1.16 0.92 2.08 14.90 0.31 0.46 5.00 1.16 0.92 2.08 14.9S 0.30 0.46 5.00 1.16 0.91 2.08 15.00 0.30 0.46 5.00 1.16 0.91 2.07 15.05 0.30 0.46 5.00 1.16 0.91 2.07 15.10 0.30 0.46 5.00 1.16 0.91 2.07 15.15 0.30 0.46 5.00 1.16 0.91 2.07 15.20 0.30 0.46 S.00 1.16 0.90 2.07 15.25 0.30 0.46 5.00 1.16 0.90 2.06 1 S.30 0.30 0.46 5.00 1.16 0.90 2.06 15.35 0.30 0.46 5.00 1.16 0.90 2.06 15.40 0.31 0.46 5.00 1.16 0.90 2.06 15.45 0.31 0.46 5.00 1.16 0.89 2.06 15.50 0.31 0.46 5.00 1.16 0.89 2.05 15.55 0.31 0.46 5.00 1.16 0.89 2.05 Page 7 BH-4 Liquefy.sum 15.60 0.31 0.46 5.00 1.16 0.89 2.05 15.65 0.31 0.46 5.00 1.16 0.89 2.05 15.70 0.31 0.46 5.00 1.16 0.88 2.04 15.75 0.31 0.46 S.00 1.16 0.88 2.04 15.80 0.31 0.46 5.00 1.16 0.88 2.04 15.85 0.31 0.46 5.00 1.16 0.88 2.04 15.90 0.31 0.46 5.00 1.16 0.88 2.04 15.95 0.31 0.46 5.00 1.16 0.87 2.03 16.00 0.31 0.46 5.00 1.16 0.87 2.03 16.05 0.31 0.46 5.00 1.16 0.87 2.03 16.10 0.31 0.46 5.00 1.16 0.87 2.03 16.15 0.31 0.46 5.00 1.16 0.87 2.03 16.20 0.31 0.46 5.00 1.16 0.86 2.02 16.2S 0.31 0.46 5.00 1.16 0.86 2.02 16.30 0.32 0.46 5.00 1.16 0.86 2.02 16.35 0.32 0.46 S.00 1.16 0.86 2.02 16.40 0.32 0.46 5.00 1.16 0.85 2.02 16.45 0.32 0.46 5.00 1.16 0.85 2.01 16.S0 0.32 0.46 S.00 1.16 0.85 2.01 16.55 0.32 0.46 5.00 1.16 0.85 2.01 16.60 0.32 0.46 5.00 1.16 0.85 2.01 16.65 0.32 0.46 S.00 1.16 0.84 2.00 16.70 0.32 0.46 5.00 1.16 0.84 2.00 16.75 0.32 0.46 5.00 1.16 0.84 2.00 16.80 0.32 0.46 S.00 1.16 0.84 2.00 16.85 0.32 0.46 5.00 1.16 0.84 2.00 16.90 0.32 0.46 5.00 1.16 0.83 1.99 16.95 0.32 0.46 5.00 1.16 0.83 1.99 17.00 0.32 0.46 5.00 1.16 0.83 1.99 17.OS 0.33 0.46 5.00 1.16 0.83 1.99 17.10 0.33 0.46 5.00 1.16 0.82 1.98 17.15 0.33 0.46 5.00 1.16 0.82 1.98 17.20 0.33 0.46 5.00 1.16 0.82 1.98 17.25 0.33 0.46 5.00 1.16 0.82 1.98 17.30 0.33 0.46 5.00 1.16 0.82 1.98 17.35 0.33 0.46 5.00 1.16 0.81 1.97 17.40 0.33 0.46 S.00 1.16 0.81 1.97 17.45 0.33 0.46 S.00 1.16 0.81 1.97 17.50 0.33 0.46 5.00 1.16 0.81 1.97 17.55 0.33 0.46 5.00 1.16 0.80 1.96 17.60 0.33 0.46 5.00 1.16 0.80 1.96 17.65 0.33 0.46 5.00 1.16 0.80 1.96 17.70 0.33 0.46 5.00 1.16 0.80 1.96 17.75 0.33 0.46 S.00 1.16 0.79 1.96 17.80 0.34 0.46 5.00 1.16 0.79 1.95 17.85 0.34 0.46 5.00 1.16 0.79 1.95 17.90 0.34 0.46 S.00 1.16 0.79 1.95 17.95 0.34 0.46 5.00 1.16 0.79 1.95 18.00 0.34 0.4S 5.00 1.16 0.78 1.94 18.05 0.34 0.45 5.00 1.16 0.78 1.94 18.10 0.34 0.45 S.00 1.16 0.78 1.94 MIS 0.34 0.45 5.00 1.16 0.78 1.94 18.20 0.34 0.4S 5.00 1.16 0.77 1.93 18.25 0.34 0.4S 5.00 1.16 0.77 1.93 18.30 0.34 0.45 5.00 1.16 0.77 1.93 Page 8 BH-4 Liquefy.sum 18.35 0.34 0.4S 5.00 1.16 0.77 1.93 18.40 0.34 0.45 5.00 1.16 0.76 1.93 18.45 0.3S 0.45 5.00 1.16 0.76 1.92 18.50 0.35 0.45 5.00 1.16 0.76 1.92 18.55 0.35 0.45 5.00 1.16 0.76 1.92 18.60 0.35 0.45 S.00 1.16 0.76 1.92 18.65 0.35 0.45 S.00 1.16 0.7S 1.91 18.70 0.35 0.45 5.00 1.16 0.75 1.91 18.75 0.35 0.45 5.00 1.16 0.75 1.91 18.80 0.35 0.4S 5.00 1.16 0.7S 1.91 18.85 0.35 0.45 5.00 1.16 0.74 1.90 18.90 0.35 0.45 5.00 1.16 0.74 1.90 18.9S 0.35 0.4S 5.00 1.16 0.74 1.90 19.00 0.35 0.45 5.00 1.16 0.74 1.90 19.05 0.36 0.4S 5.00 1.16 0.73 1.89 19.10 0.36 0.45 5.00 1.16 0.73 1.89 19.15 0.36 0.45 S.00 1.16 0.73 1.89 19.20 0.36 0.45 5.00 1.16 0.73 1.89 19.25 0.36 OAS 5.00 1.16 0.72 1.89 19.30 0.36 OAS 5.00 1.16 0.72 1.88 19.35 0.36 0.45 5.00 1.16 0.72 1.88 19.40 0.36 0.4S 5.00 1.16 0.72 1.88 19.45 0.36 0.4S 5.00 1.16 0.72 1.88 19.50 0.36 0.45 5.00 1.16 0.71 1.87 19.55 0.36 0.45 5.00 1.16 0.71 1.87 19.60 0.37 0.45 S.00 1.16 0.71 1.87 19.65 0.37 OAS S.00 1.16 0.71 1.87 19.70 0.37 0.4S S.00 1.16 0.70 1.86 19.7S 0.37 0.45 S.00 1.16 0.70 1.86 19.80 0.37 0.45 S.00 1.16 0.70 1.86 19.85 0.37 0.45 5.00 1.16 0.70 1.86 19.90 0.37 0.45 5.00 1.16 0.69 1.8S 19.95 0.37 0.45 5.00 1.16 0.69 1.85 20.00 0.37 0.45 5.00 1.16 0.69 1.85 20.05 0.38 0.45 S.00 1.16 0.69 1.85 20.10 0.38 0.45 5.00 1.16 0.68 1.84 20.15 0.39 0.45 5.00 1.16 0.68 1.84 20.20 0.39 0.45 5.00 1.16 0.68 1.84 20.25 0.40 0.4S 5.00 1.16 0.68 1.84 20.30 0.40 0.45 5.00 1.16 0.67 1.83 20.35 0.41 0.45 5.00 1.16 0.67 1.83 20.40 0.42 0.45 5.00 1.16 0.67 1.83 20.4S 0.42 0.45 5.00 1.16 0.67 1.83 20.50 0.43 0.45 5.00 1.16 0.67 1.83 20.S5 0.44 0.45 5.00 1.16 0.66 1.82 20.60 0.4S 0.4S 5.00 1.16 0.66 1.82 20.6S 0.46 0.45 5.00 1.16 0.66 1.82 20.70 0.47 0.45 5.00 1.16 0.66 1.82 20.75 0.48 0.45 5.00 1.16 0.66 1.82 20.80 0.50 0.45 5.00 1.16 0.65 1.81 20.8S 0.54 0.45 5.00 1.16 0.65 1.81 20.90 0.60 0.45 S.00 1.16 0.65 1.81 20.95 0.60 0.45 5.00 1.16 0.65 1.81 21.00 0.60 0.4S 5.00 1.16 0.65 1.81 21.05 0.60 0.45 5.00 1.16 0.64 1.80 Page 9 BH-4 Liquefy.sum 21.10 0.60 0.45 S.00 1.16 0.64 1.80 21.15 0.60 0.45 5.00 1.16 0.64 1.80 21.20 0.60 0.45 5.00 1.16 0.64 1.80 21.25 0.60 0.45 5.00 1.16 0.64 1.80 21.30 0.60 0.45 5.00 1.16 0.64 1.80 21.35 0.60 0.45 5.00 1.16 0.63 1.79 21.40 0.60 0.45 5.00 1.16 0.63 1.79 21.45 0.60 OAS 5.00 1.16 0.63 1.79 21.50 0.60 0.45 5.00 1.16 0.63 1.79 21.55 0.60 0.45 5.00 1.16 0.63 1.79 21.60 0.60 0.45 5.00 1.16 0.63 1.79 21.65 0.60 OAS 5.00 1.16 0.62 1.79 21.70 0.60 0.45 5.00 1.16 0.62 1.78 21.75 0.60 0.45 5.00 1.16 0.62 1.78 21.80 0.60 0.45 5.00 1.16 0.62 1.78 21.85 0.60 OAS 5.00 1.16 0.62 1.78 21.90 0.60 OAS 5.00 1.16 0.62 1.78 21.95 0.60 0.45 5.00 1.16 0.62 1.78 22.00 0.60 0.45 5.00 1.16 0.61 1.78 22.05 0.60 OAS 5.00 1.16 0.61 1.77 22.10 0.60 0.45 5.00 1.16 0.61 1.77 22.15 0.60 OAS S.00 1.16 0.61 1.77 22.20 0.60 0.45 5.00 1.16 0.61 1.77 22.25 0.60 OAS 5.00 1.16 0.61 1.77 22.30 0.60 0.45 5.00 1.16 0.61 1.77 22.3S 0.60 0.45 5.00 1.16 0.61 1.77 22.40 0.60 0.45 5.00 1.16 0.60 1.77 22.45 0.60 0.45 S.00 1.16 0.60 1.76 22.SO 0.60 0.45 5.00 1.16 0.60 1.76 22.55 0.60 0.45 5.00 1.16 0.60 1.76 22.60 0.60 0.45 5.00 1.16 0.60 1.76 22.65 0.60 0.45 S.00 1.16 0.60 1.76 22.70 0.60 0.45 5.00 1.16 0.60 1.76 22.75 0.60 0.45 5.00 1.16 0.60 1.76 22.80 0.60 0.45 5.00 1.16 0.60 1.76 22.85 0.60 OAS 5.00 1.16 0.59 1.76 22.90 0.60 0.45 5.00 1.16 0.59 1.75 22.95 0.60 0.45 5.00 1.16 0.59 1.75 23.00 0.60 0.45 5.00 1.16 0.59 1.75 23.OS 0.60 OAS 5.00 1.16 0.59 1.75 23.10 0.60 0.45 5.00 1.16 0.S9 1.75 23.15 0.60 0.45 5.00 1.16 0.59 1.75 23.20 0.60 0.45 5.00 1.16 0.59 1.75 23.25 0.60 0.45 5.00 1.16 0.59 1.75 23.30 0.60 0.45 5.00 1.16 0.59 1.75 23.35 0.60 0.45 5.00 1.16 0.59 1.75 23.40 0.60 0.45 5.00 1.16 0.58 1.74 23.45 0.60 0.45 5.00 1.16 0.58 1.74 23.50 0.60 0.45 5.00 1.16 O.S8 1.74 23.55 0.60 0.45 5.00 1.16 0.58 1.74 23.60 0.60 OAS S.00 1.16 0.58 1.74 23.65 0.60 0.45 5.00 1.16 0.58 1.74 23.70 0.60 OAS 5.00 1.16 0.58 1.74 23.75 0.60 OAS 5.00 1.16 0.58 1.74 23.80 0.60 OAS 5.00 1.16 0.58 1.74 Page 10 BH-4 Liquefy.sum 23.8S 0.60 0.45 5.00 1.16 0.58 1.74 23.90 0.60 0.45 5.00 1.16 0.58 1.74 23.95 0.60 0.45 5.00 1.16 0.58 1.74 24.00 0.60 OAS 5.00 1.16 O.S7 1.73 24.OS 0.60 0.45 5.00 1.16 0.57 1.73 24.10 0.60 0.45 5.00 1.16 0.57 1.73 24.15 0.60 0.45 5.00 1.16 0.57 1.73 24.20 0.60 0.45 5.00 1.16 0.57 1.73 24.25 0.60 0.45 5.00 1.16 0.57 1.73 24.30 0.60 0.45 5.00 1.16 0.57 1.73 24.35 0.60 0.45 5.00 1.16 0.57 1.73 24.40 0.60 0.45 5.00 1.16 0.57 1.73 24.45 0.60 0.45 S.00 1.16 0.57 1.73 24.50 0.60 0.45 S.00 1.16 0.57 1.73 24.5 S 0.60 0.45 5.00 1.16 O.S7 1.73 24.60 0.60 0.45 5.00 1.16 0.57 1.73 24.65 0.60 0.45 5.00 1.16 0.57 1.73 24.70 0.60 0.45 5.00 1.16 0.57 1.73 24.7S 0.60 0.45 5.00 1.16 O.S7 1.73 24.80 0.60 0.45 5.00 1.16 0.S7 1.73 24.85 0.60 0.45 S.00 1.16 0.57 1.73 24.90 0.60 OAS 5.00 1.16 0.57 1.73 24.95 0.60 0.45 5.00 1.16 0.57 1.73 25.00 0.60 OAS 5.00 1.16 0.57 1.73 25.05 0.60 OAS S.00 1.16 0.57 1.73 25.10 0.60 OAS S.00 1.16 0.57 1.73 25.15 0.60 0.45 5.00 1.16 0.57 1.73 25.20 0.60 0.45 5.00 1.16 0.57 1.73 25.25 0.60 OAS 5.00 1.16 0.S7 1.73 25.30 0.60 0.45 5.00 1.16 0.57 1.73 25.35 0.60 OAS 5.00 1.16 0.57 1.73 25.40 0.60 0.45 5.00 1.16 0.57 1.73 25.45 0.60 0.45 5.00 1.16 0.56 1.73 25.50 0.60 0.45 5.00 1.16 0.56 1.72 2S.55 0.60 0.45 S.00 1.16 0.56 1..72 25.60 0.60 OAS 5.00 1.16 0.56 1.72 25.65 0.60 OAS 5.00 1.16 0.56 1.72 25.70 0.60 0.45 5.00 1.16 0.56 1.72 25.75 0.60 0.45 5.00 1.16 0.56 1.72 25.80 0.60 OAS 5.00 1.16 0.56 1.72 25.85 0.60 0.45 5.00 1.16 0.56 1.72 25.90 0.60 OAS 5.00 1.16 0.56 1.72 25.95 0.60 0.45 5.00 1.16 0.56 1.72 26.00 0.60 0.45 5.00 1.16 0.56 1.72 26.05 0.60 0.45 5.00 1.16 0.S6 1.72 26.10 0.60 0.45 5.00 1.16 0.56 1.72 26.15 0.60 0.45 5.00 1.16 0.56 1.72 26.20 0.60 0.45 5.00 1.16 0.56 1.72 26.25 0.60 0.45 5.00 1.16 0.56 1.72 26.30 0.60 0.45 5.00 1.16 0.56 1.72 26.35 0.60 OAS 5.00 1.16 0.56 1.72 26.40 0.60 0.45 5.00 1.16 0.56 1.72 26.4S 0.60 0.45 5.00 1.16 0.56 1.72 26.50 0.60 0.45 5.00 1.16 0.56 1.72 26.55 0.60 OAS 5.00 1.16 0.56 1.72 Page 11 BH-4 Liquefy.sum 26.60 0.60 OAS 5.00 1.16 0.56 1.72 26.65 0.60 0.45 5.00 1.16 0.55 1.72 26.70 0.60 0.45 S.00 1.16 0.55 1.71 26.7S 0.60 0.45 5.00 1.16 0.55 1.71 26.80 0.60 0.45 5.00 1.16 0.55 1.71 26.8S 0.60 0.45 5.00 1.16 0.55 1.71 26.90 0.60 0.45 5.00 1.16 0.55 1.71 26.95 0.60 0.45 5.00 1.16 0.55 1.71 27.00 0.60 0.44 5.00 1.16 0.55 1.71 27.05 0.60 0.44 5.00 1.16 0.55 1.71 27.10 0.60 0.44 5.00 1.16 0.55 1.71 27.1S 0.60 0.44 S.00 1.16 O.SS 1.71 27.20 0.60 0.44 5.00 1.16 0.55 1.71 27.25 0.60 0.44 5.00 1.16 0.55 1.71 27.30 0.60 0.44 S.00 1.16 0.5S 1.71 27.35 0.60 0.44 5.00 1.16 0.55 1.71 27.40 0.60 0.44 5.00 1.16 0.5 S 1.71 27.45 0.60 0.44 S.00 1.16 0.55 1.71 27.50 0.60 0.44 5.00 1.16 0.5S 1.71 2 7.5 5 0.60 0.44 S.00 1.16 0.54 1.70 27.60 0.60 0.44 S.00 1.16 0.54 1.70 27.6S 0.60 0.44 S.00 1.16 0.54 1.70 27.70 0.60 0.44 5.00 1.16 0.54 1.70 27.75 0.60 0.44 S.00 1.16 0.54 1.70 27.80 0.60 0.44 5.00 1.16 0.54 1.70 27.8S 0.60 0.44 S.00 1.16 0.54 1.70 27.90 0.60 0.44 S.00 1.16 0.54 1.70 27.95 0.60 0.44 5.00 1.16 0.54 1.70 28.00 0.60 0.44 5.00 1.16 0.54 1.70 28.05 0.60 0.44 5.00 1.16 0.54 1.70 28.10 0.60 0.44 5.00 1.16 0.S4 1.70 28.15 0.60 0.44 S.00 1.16 0.54 1.70 28.20 0.60 0.44 S.00 1.16 0.53 1.69 28.25 0.60 0.44 5.00 1.16 0.53 1.69 28.30 0.60 0.44 S.00 1.16 0.53 1.69 28.35 0.60 0.44 5.00 1.16 0.53 1.69 28.40 0.60 0.44 5.00 1.16 0.53 1.69 28.45 0.60 0.44 5.00 1.16 0.53 1.69 28.50 0.60 0.44 5.00 1.16 0.53 1.69 28. S S 0.60 0.44 5.00 1.16 0.53 1.69 28.60 0.60 0.44 5.00 1.16 0.53 1.69 28.65 0.60 0.44 5.00 1.16 0.53 1.69 28.70 0.60 0.44 5.00 1.16 0.53 1.69 28.7S 0.60 0.44 5.00 1.16 0.52 1.68 28.80 0.60 0.44 5.00 1.16 0.52 1.68 28.85 O.S7 0.44 5.00 1.16 0.52 1.68 28.90 0.52 0.44 5.00 1.16 0.52 1.68 28.95 0.49 0.44 5.00 1.16 0.52 1.68 29.00 0.47 0.44 5.00 1.16 0.52 1.68 29.OS 0.46 0.44 5.00 1.16 0.52 1.68 29.10 OAS 0.44 5.00 1.16 0.52 1.68 29.15 0.44 0.44 5.00 1.16 0.52 1.68 29.20 0.43 0.44 5.00 1.16 0.51 1.67 29.25 0.42 0.44 5.00 1.16 0.51 1.67 29.30 0.41 0.44 5.00 1.16 0.51 1.67 Page 12 BH-4 Liquefy.sum 29.35 0.41 0.44 5.00 1.16 0.51 1.67 29.40 0.40 0.44 5.00 1.16 0.51 1.67 29.45 0.39 0.44 5.00 1.16 0.51 1.67 29.50 0.39 0.44 5.00 1.16 0.51 1.67 29.55 0.38 0.44 5.00 1.16 0.50 1.66 29.60 0.38 0.44 5.00 1.16 0.50 1.66 29.65 0.37 0.44 5.00 1.16 0.50 1.66 29.70 0.37 0.44 S.00 1.16 0.50 1.66 29.75 0.36 0.44 5.00 1.16 0.50 1.66 29.80 0.36 0.44 S.00 1.16 0.50 1.66 29.85 0.35 0.44 5.00 1.16 0.49 1.66 29.90 0.35 0.44 5.00 1.16 0.49 1.65 29.95 0.34 0.44 5.00 1.16 0.49 1.65 30.00 0.34 0.44 5.00 1.16 0.49 1.65 30.05 0.34 0.44 5.00 1.16 0.49 1.65 30.10 0.33 0.44 5.00 1.16 0.49 1.65 30.15 0.33 0.44 5.00 1.16 0.48 1.64 30.20 0.33 0.44 5.00 1.16 0.48 1.64 30.2S 0.33 0.44 5.00 1.16 0.48 1.64 30.30 0.32 0.44 S.00 1.16 0.48 1.64 30.3 S 0.32 0.44 5.00 1.16 0.48 1.64 30.40 0.32 0.44 5.00 1.16 0.47 1.63 30.45 0.32 0.44 5.00 1.16 0.47 1.63 30.50 0.32 0.44 S.00 1.16 0.47 1.63 30.55 0.31 0.44 5.00 1.16 0.47 1.63 30.60 0.31 0.44 S.00 1.16 0.47 1.63 30.65 0.31 0.44 5.00 1.16 0.46 1.62 30.70 0.31 0.44 5.00 1.16 0.46 1.62 30.75 0.31 0.44 S.00 1.16 0.46 1.62 30.80 0.30 0.44 5.00 1..16 0.46 1.62 30.85 0.30 0.44 5.00 1.16 0.45 1.62 30.90 0.30 0.44 5.00 1.16 0.45 1.61 30.95 0.30 0.44 5.00 1.16 0.45 1.61 31.00 0.30 0.44 5.00 1.16 0.45 1.61 31.05 0.29 0.44 5.00 1.16 0.45 1.61 31.10 0.29 0.44 5.00 1.16 0.44 1.60 31.1 S 0.29 0.44 5.00 1.16 0.44 1.60 31.20 0.29 0.44 5.00 1.16 0.44 1.60 31.2 S 0.29 0.44 5.00 1.16 0.43 1.60 31.30 0.28 0.44 5.00 1.16 0.43 1.59 31.35 0.28 0.44 5.00 1.16 0.43 1.59 31.40 0.28 0.44 S.00 1.16 0.43 1.S9 31.45 0.28 0.44 5.00 1.16 0.42 1.58 31.50 0.28 0.44 5.00 1.16 0.42 1.58 31.55 0.28 0.44 5.00 1.16 0.42 1.S8 31.60 0.27 0.44 5.00 1.16 0.42 1.58 31.65 0.27 0.44 5.00 1.16 0.41 1.S7 31.70 0.27 0.44 5.00 1.16 0.41 1.57 31.75 0.27 0.43 5.00 1.16 0.41 1.57 31.80 0.27 0.43 5.00 1.16 0.40 1.56 31.85 0.27 0.43 S.00 1.16 0.40 1.56 31.90 0.27 0.43 5.00 1.16 0.40 1.S6 31.95 0.26 0.43 5.00 1.16 0.39 1.55 32.00 0.26 0.43 5.00 1.16 0.39 1.55 32.05 0.26 0.43 S.00 1.16 0.39 1.55 Page 13 BH-4 Liquefy.sum 32.10 0.26 0.43 5.00 1.16 0.38 1.54 32.15 0.26 0.43 5.00 1.16 0.38 1.54 32.20 0.26 0.43 S.00 1.16 0.38 1.54 32.25 0.25 0.43 5.00 1.16 0.37 1.53 32.30 0.25 0.43 5.00 1.16 0.37 1.53 32.35 0.25 0.43 S.00 1.16 0.37 1.53 32.40 0.25 0.43 5.00 1.16 0.36 1.S2 32.4S 0.2S 0.43 S.00 1.16 0.36 1.52 32.50 0.2S 0.43 5.00 1.16 0.35 1.51 32.S5 0.24 0.43 5.00 1.16 0.35 1.S1 32.60 0.24 0.43 5.00 1.16 0.35 1.51 32.65 0.24 0.43 S.00 1.16 0.34 1.S0 32.70 0.24 0.43 5.00 1.16 0.34 1.50 32.75 0.24 0.43 S.00 1.16 0.33 1.49 32.80 0.24 0.43 5.00 1.16 0.33 1.49 32.85 0.23 0.43 5.00 1.16 0.32 1.48 32.90 0.23 0.43 5.00 1.16 0.32 1.48 32.95 0.23 0.43 5.00 1.16 0.32 1.48 33.00 0.23 0.43 5.00 1.16 0.31 1.47 33.05 0.23 0.43 5.00 1.16 0.31 1.47 33.10 0.23 0.43 5.00 1.16 0.30 1.46 33.15 0.23 0.43 5.00 1.16 0.30 1.46 33.20 0.22 0.43 S.00 1.16 0.29 1.45 33.2S 0.22 0.43 5.00 1.16 0.29 1.45 33.30 0.22 0.43 5.00 1.16 0.28 1.44 33.35 0.22 0.43 5.00 1.16 0.27 1.44 33.40 0.22 0.43 5.00 1.16 0.27 1.43 33.45 0.22 0.43 5.00 1.16 0.26 1.42 33.50 0.21 0.43 5.00 1.16 0.26 1.42 33.55 0.21 0.43 5.00 1.16 0.2S 1.41 33.60 0.21 0.43 5.00 1.16 0.2S 1.41 33.65 0.21 0.43 S.00 1.16 0.24 1.40 33.70 0.21 0.43 5.00 1.16 0.23 1.39 33.75 0.21 0.43 5.00 1.16 0.23 1.39 33.80 0.21 0.43 5.00 1.16 0.22 1.38 33.85 0.20 0.43 5.00 1.16 0.21 1.37 33.90 0.20 0.43 5.00 1.16 0.21 1.37 33.9S 0.20 0.43 5.00 1.16 0.20 1.36 34.00 0.20 0.43 5.00 1.16 0.19 1.35 34.05 0.20 0.43 5.00 1.16 0.19 1.35 34.10 0.20 0.43 5.00 1.16 0.18 1.34 34.15 0.20 0.43 5.00 1.16 0.17 1.33 34.20 0.19 0.43 5.00 1.16 0.16 1.32 34.2 S 0.19 0.43 5.00 1.16 0.16 1.32 34.30 0.19 0.42 5.00 1.16 0.15 1.31 34.3 5 0.19 0.42 5.00 1.16 0.14 1.30 34.40 0.19 0.42 S-00 1.16 0.13 1.29 34.4 S 0.19 0.42 5.00 1.16 0.12 1.28 34.50 0.19 0.42 S.00 1.16 0.11 1.27 34.55 0.18 0.42 5.00 1.16 0.10 1.26 34.60 0.18 0.42 5.00 1.16 0.09 1.26 34.6S 0.18 0.42 5.00 1.16 0.09 1.25 34.70 0.18 0.42 5.00 1.16 0.08 1.24 34.7S 0.18 0.42 S.00 1.16 0.07 1.23 34.80 0.18 0.42 5.00 1.16 0.06 1.22 Page 14 BH-4 Liquefy.sum 34.85 0.18 0.42 5.00 1.16 0.04 1.20 34.90 0.17 0.42 5.00 1.16 0.03 1.19 34.9 S 0.17 0.42 5.00 1.16 0.02 1.18 35.00 0.17 0.42 5.00 1.16 0.01 1.17 35.05 0.17 0.42 0.41* 1.16 0.00 1.16 35.10 0.18 0.42 0.42* 1.15 0.00 1.15 35.15 0.18 0.42 0.42* 1.14 0.00 1.14 35.20 0.18 0.42 0.43* 1.12 0.00 1.12 3 5.2 5 0.19 0.42 0.44* 1.11 0.00 1.11 35.30 0.19 0.42 0.44* 1.10 0.00 1.10 35.3S 0.19 0.42 0.45* 1.09 0.00 1.09 35.40 0.19 0.42 0.46* 1.08 0.00 1.08 3S.45 0.20 0.42 0.46* 1.07 0.00 1.07 35.50 0.20 0.42 0.47* LOS 0.00 1.05 35.55 0.20 0.42 0.48* 1.04 0.00 1.04 35.60 0.20 0.42 0.48* 1.03 0.00 1.03 35.65 0.21 0.42 0.49* 1.02 0.00 1.02 35.70 0.21 0.42 0.50* 1.01 0.00 1.01 35.75 0.21 0.42 O.SO* 1.00 0.00 1.00 35.80 0.22 0.42 0.51* 0.99 0.00 0.99 35.85 0.22 0.42 0.52* 0.98 0.00 0.98 35.90 0.22 0.42 0.52* 0.97 0.00 0.97 35.95 0.22 0.43 0.53* 0.96 0.00 0.96 36.00 0.23 0.43 0.53* 0.95 0.00 0.95 36.05 0.23 0.43 0.54* 0.94 0.00 0.94 36.10 0.23 0.43 0.55* 0.93 0.00 0.93 36.15 0.24 0.43 0.55* 0.92 0.00 0.92 36.20 0.24 0.43 0.56* 0.91 0.00 0.91 36.2S 0.24 0.43 0.57* 0.90 0.00 0.90 36.30 0.24 0.43 0.57* 0.89 0.00 0.89 36.35 0.25 0.43 0.58* 0.88 0.00 0.88 36.40 0.25 0.43 0.59* 0.87 0.00 0.87 36.45 0.25 0.43 0.59* 0.86 0.00 0.86 36.50 0.26 0.43 0.60* 0.85 0.00 0.85 36.55 0.26 0.43 0.61* 0.85 0.00 0.85 36.60 0.26 0.43 0.61* 0.84 0.00 0.84 36.65 0.27 0.43 0.62* 0.83 0.00 0.83 36.70 0.27 0.43 0.63* 0.82 0.00 0.82 36.75 0.27 0.43 0.64* 0.81 0.00 0.81 36.80 0.27 0.43 0.64* 0.80 0.00 0.80 36.85 0.28 0.43 0.65* 0.80 0.00 0.80 36.90 0.28 0.43 0.66* 0.79 0.00 0.79 36.95 0.28 0.43 0.66* 0.78 0.00 0.78 37.00 0.29 0.43 0.67* 0.77 0.00 0.77 37.05 0.29 0.43 0.68* 0.76 0.00 0.76 37.10 0.29 0.43 0.69* 0.76 0.00 0.76 37.15 0.30 0.43 0.70* 0.75 0.00 0.75 37.20 0.30 0.43 0.70* 0.74 0.00 0.74 37.25 0.31 0.43 0.71* 0.73 0.00 0.73 37.30 0.31 0.43 0.72* 0.73 0.00 0.73 37.35 0.31 0.43 0.73* 0.72 0.00 0.72 37.40 0.32 0.43 0.74* 0.71 0.00 0.71 37.45 0.32 0.43 0.75* 0.71 0.00 0.71 37.50 0.33 0.43 0.76-- 0.70 0.00 0.70 37.55 0.33 0.43 0.77* 0.69 0.00 0.69 Page 15 BH-4 Liquefy.sum 37.60 0.33 0.43 0.78* 0.69 0.00 0.69 37.65 0.34 0.43 0.79* 0.68 0.00 0.68 37.70 0.34 0.43 0.80* 0.67 0.00 0.67 37.75 0.35 0.43 0.81* 0.67 0.00 0.67 37.80 0.35 0.43 0.82* 0.66 0.00 0.66 37.85 0.36 0.43 0.83* 0.65 0.00 0.65 37.90 0.36 0.43 0.84* 0.65 0.00 0.65 37.95 0.37 0.43 0.85* 0.64 0.00 0.64 38.00 0.37 0.43 0.87* 0.64 0.00 0.64 38.05 0.38 0.43 0.88* 0.63 0.00 0.63 38.10 0.38 0.43 0.89* 0.63 0.00 0.63 38.15 0.39 0.43 0.91 * 0.62 0.00 0.62 38.20 0.40 0.43 0.92* 0.62 0.00 0.62 38.25 0.40 0.43 0.94* 0.61 0.00 0.61 38.30 0.41 0.43 0.95* 0.61 0.00 0.61 38.35 0.42 0.43 0.97* 0.60 0.00 0.60 38.40 0.43 0.43 0.99* 0.60 0.00 0.60 38.45 0.44 0.43 1.02 0.60 0.00 0.60 38.50 OAS 0.43 1.05 0.59 0.00 0.59 38.55 0.47 0.43 1.08 0.59 0.00 0.59 38.60 0.49 0.43 1.14 0.59 0.00 0.59 38.65 0.54 0.43 1.24 O.S9 0.00 0.59 38.70 0.58 0.43 1.34 0.59 0.00 0.59 38.7S 0.58 0.43 1.34 0.59 0.00 0.59 38.80 0.58 0.43 1.34 0.59 0.00 0.59 38.85 0.58 0.43 1.34 0.S8 0.00 0.58 38.90 0.S8 0.43 1.34 0.58 0.00 0.58 38.95 0.58 0.43 1.34 0.58 0.00 0.58 39.00 0.S8 0.43 1.34 0.58 0.00 0.58 39.05 0.S8 0.43 1.33 0.58 0.00 0.58 39.10 0.58 0.43 1.33 0.58 0.00 0.58 39.15 0.58 0.43 1.33 0.58 0.00 0.58 39.20 O.S8 0.43 1.33 0.58 0.00 O.S8 39.25 0.58 0.43 1.33 0.58 0.00 0.58 39.30 0.S8 0.43 1.33 0.58 0.00 O.S8 39.35 0.58 0.43 1.33 O.S8 0.00 0.58 39.40 0.58 0.43 1.33 0.58 0.00 0.58 39.45 0.58 0.43 1.33 0.58 0.00 0.58 39.50 0.58 0.43 1.33 0.58 0.00 0.58 39.S5 0.58 0.43 1.33 0.58 0.00 0.58 39.60 0.58 0.43 1.33 0.58 0.00 0.58 39.6S 0.58 0.43 1.33 0.S8 0.00 0.58 39.70 0.58 0.43 1.33 0.58 0.00 0.58 39.75 0.58 0.44 1.33 O.S8 0.00 0.58 39.80 0.58 0.44 1.32 0.S8 0.00 0.58 39.85 0.58 0.44 1.32 0.58 0.00 0.58 39.90 O.S8 0.44 1.32 0.58 0.00 0.58 39.95 0.58 0.44 1.32 0.58 0.00 0.58 40.00 0.S8 0.44 1.32 0.58 0.00 0.58 40.05 O.S8 0.44 1.32 0.58 0.00 O.S8 40.10 0.58 0.44 1.32 0.58 0.00 0.58 40.15 0.58 0.44 1.32 0.58 0.00 0.58 40.20 0.58 0.44 1.32 0.58 0.00 0.58 40.25 0.58 0.44 1.32 0.58 0.00 O.S8 40.30 O.S7 0.44 1.32 0.58 0.00 0.58 Page 16 BH-4 Liquefy.sum 40.35 0.57 0.44 1.32 0.58 0.00 O.S8 40.40 0.57 0.44 1.32 0.58 0.00 0.58 40.4S 0.S7 0.44 1.32 0.58 0.00 O.S8 40.50 0.S7 0.44 1.32 0.58 0.00 0.S8 40.S5 0.S7 0.44 1.32 0.58 0.00 0.58 40.60 0.S7 0.44 1.31 0.58 0.00 0.S8 40.65 0.57 0.44 1.31 0.58 0.00 0.58 40.70 0.57 0.44 1.31 0.58 0.00 0.58 40.75 0.57 0.44 1.31 0.58 0.00 0.S8 40.80 0.57 0.44 1.31 0.S8 0.00 0.58 40.85 0.57 0.44 1.31 0.58 0.00 0.58 40.90 0.57 0.44 1.31 0.58 0.00 0.58 40.95 0.57 0.44 1.31 0.58 0.00 0.58 41.00 0.57 0.44 1.31 0.58 0.00 O.S8 41.05 0.57 0.44 1.31 0.58 0.00 0.S8 41.10 0.57 0.44 1.31 0.58 0.00 0.S8 41.1. S 0.57 0.44 1.31 0.58 0.00 0.58 41.20 0.57 0.44 1.31 0.58 0.00 0.S8 41.25 O.S7 0.44 1.31 0.58 0.00 0.S8 41.30 0.57 0.44 1.31 0.58 0.00 0.58 41.35 0.57 0.44 1.31 0.58 0.00 0.58 41.40 0.57 0.44 1.30 0.58 0.00 0.58 41.4S 0.57 0.44 1.30 0.58 0.00 0.58 41.50 0.57 0.44 1.30 0.58 0.00 0.S8 41.55 0.57 0.44 1.30 0.58 0.00 0.58 41.60 0.57 0.44 1.30 0.58 0.00 0.58 41.65 0.57 0.44 1.30 0.58 0.00 0.58 41.70 0.57 0.44 1.30 0.58 0.00 0.58 41.75 O.S7 0.44 1.30 0.58 0.00 0.S8 41.80 0.57 0.44 1.30 0.S8 0.00 0.58 41.85 0.57 0.44 1.30 O.S8 0.00 0.58 41.90 0.57 0.44 1.30 0.57 0.00 0.57 41.9S 0.57 0.44 1.30 0.S7 0.00 O.S7 42.00 0.57 0.44 1.30 0.57 0.00 0.57 42.05 0.57 0.44 1.30 0.57 0.00 0.57 42.10 O.S7 0.44 1.30 0.57 0.00 0.57 42.15 0.S7 0.44 1.30 0.57 0.00 0.57 42.20 0.57 0.44 1.30 0.57 0.00 0.57 42.25 0.57 0.44 1.30 0.57 0.00 0.57 42.30 0.57 0.44 1.29 0.57 0.00 0.57 42.35 0.57 0.44 1.29 0.57 0.00 0.57 42.40 0.57 0.44 1.29 0.57 0.00 0.57 42.45 0.57 0.44 1.29 0.56 0.00 0.56 42.SO 0.57 0.44 1.29 0.56 0.00 0.56 42.55 0.S7 0.44 1.29 0.56 0.00 0.56 42.60 0.S7 0.44 1.29 O.S6 0.00 0.56 42.65 0.54 0.44 1.23 O.S6 0.00 0.56 42.70 0.51 0.44 1.16 0.56 0.00 0.56 42.7S 0.49 0.44 1.11 0.56 0.00 0.56 42.80 0.47 0.44 1.08 0.55 0.00 0.55 42.85 0.46 0.44 1.05 O.SS 0.00 0.55 42.90 0.45 0.44 1.03 0.55 0.00 0.5S 42.95 0.44 0.44 1.01 0.55 0.00 O.SS 43.00 0.44 0.44 0.99* 0.54 0.00 O.S4 43.05 0.43 0.44 0.98* 0.54 0.00 0.54 Page 17 BH-4 Liquefy.sum 43.10 0.43 0.44 0.97* 0.54 0.00 0.54 43.15 0.42 0.44 0.95* 0.53 0.00 0.53 43.20 0.42 0.44 0.94* 0.53 0.00 0.53 43.25 0.41 0.44 0.93* 0.53 0.00 0.53 43.30 0.41 0.44 0.92* 0.52 0.00 0.52 43.35 0.40 0.44 0.91* 0.52 0.00 0.52 43.40 0.40 0.44 0.90* 0.51 0.00 0.51 43.45 0.39 0.44 0.89* 0.51 0.00 0.51 43.50 0.39 0.44 0.88* 0.51 0.00 0.51 43.55 0.39 0.44 0.88* 0.50 0.00 0.50 43.60 0.38 0.44 0.87* 0.50 0.00 0.50 43.65 0.38 0.44 0.86* 0.49 0.00 0.49 43.70 0.38 0.44 0.85* 0.49 0.00 0.49 43.75 0.37 0.44 0.85* 0.48 0.00 0.48 43.80 0.37 0.44 0.84* 0.48 0.00 0.48 43.85 0.37 0.44 0.83* 0.47 0.00 0.47 43.90 0.36 0.44 0.82* 0.47 0.00 0.47 43.9S 0.36 0.44 0.82* 0.46 0.00 0.46 44.00 0.36 0.44 0.81 * 0.46 0.00 0.46 44.05 0.35 0.44 0.80* 0.45 0.00 0.45 44.10 0.3 S 0.44 0.80* 0.44 0.00 0.44 44.15 0.3 S 0.44 0.79* 0.44 0.00 0.44 44.20 0.35 0.44 0.78* 0.43 0.00 0.43 44.25 0.34 0.44 0.78* 0.43 0.00 0.43 44.30 0.34 0.44 0.77* 0.42 0.00 0.42 44.35 0.34 0.44 0.77* 0.41 0.00 0.41 44.40 0.34 0.44 0.76* 0.41 0.00 0.41 44.45 0.33 0.44 0.76* 0.40 0.00 0.40 44.50 0.33 0.44 0.7S* 0.39 0.00 0.39 44.55 0.33 0.44 0.74* 0.39 0.00 0.39 44.60 0.33 0.44 0.74* 0.38 0.00 0.38 44.65 0.32 0.44 0.73* 0.37 0.00 0.37 44.70 0.32 0.44 0.73* 0.37 0.00 0.37 44.75 0.32 0.44 0.72* 0.36 0.00 0.36 44.80 0.32 0.44 0.72* 0.35 0.00 0.35 44.85 0.32 0.44 0.71* 0.35 0.00 0.35 44.90 0.31 0.44 0.71* 0.34 0.00 0.34 44.95 0.31 0.44 0.70* 0.33 0.00 0.33 4S.00 0.31 0.44 0.70* 0.33 0.00 0.33 45.05 0.31 0.44 0.70* 0.32 0.00 0.32 45.10 0.31 0.44 0.70* 0.31 0.00 0.31 45.15 0.31 0.44 0.71* 0.31 0.00 0.31 45.20 0.31 0.44 0.71* 0.30 0.00 0.30 45.25 0.32 0.44 0.71* 0.29 0.00 0.29 45.30 0.32 0.44 0.72* 0.29 0.00 0.29 45.35 0.32 0.44 0.72* 0.28 0.00 0.28 45.40 0.32 0.44 0.73* 0.27 0.00 0.27 45.45 0.32 0.44 0.73* 0.27 0.00 0.27 45.50 0.32 0.44 0.73* 0.26 0.00 0.26 45.55 0.33 0.44 0.74* 0.25 0.00 0.25 45.60 0.33 0.44 0.74* 0.25 0.00 0.25 45.6 S 0.33 0.44 0.74* 0.24 0.00 0.24 45.70 0.33 0.44 0.75* 0.23 0.00 0.23 45.75 0.33 0.44 0.75* 0.23 0.00 0.23 45.80 0.33 0.44 0.76* 0.22 0.00 0.22 Page 18 BH-4 Liquefy.sum 45.85 0.34 0.44 0.76* 0.21 0.00 0.21 45.90 0.34 0.44 0.76* 0.21 0.00 0.21 45.95 0.34 0.44 0.77* 0.20 0.00 0.20 46.00 0.34 0.44 0.77* 0.20 0.00 0.20 46.05 0.34 0.44 0.78* 0.19 0.00 0.19 46.10 0.35 0.44 0.78* 0.18 0.00 0.18 46.15 0.35 0.44 0.79* 0.18 0.00 0.18 46.20 0.35 0.44 0.79* 0.17 0.00 0.17 46.25 0.35 0.44 0.80* 0.17 0.00 0.17 46.30 0.3 S 0.44 0.80* 0.16 0.00 0.16 46.35 0.36 0.44 0.81* 0.15 0.00 0.15 46.40 0.36 0.44 0.81* 0.15 0.00 0.15 46.45 0.36 0.44 0.82* 0.14 0.00 0.14 46.50 0.36 0.44 0.82* 0.14 0.00 0.14 46.55 0.37 0.44 0.83* 0.13 0.00 0.13 46.60 0.37 0.44 0.83* 0.13 0.00 0.13 46.65 0.37 0.44 0.84* 0.12 0.00 0.12 46.70 0.37 0.44 0.84* 0.12 0.00 0.12 46.75 0.38 0.44 0.85* 0.11 0.00 0.11 46.80 0.38 0.44 0.85-- 0.11 0.00 0.11 46.85 0.38 0.44 0.86* 0.10 0.00 0.10 46.90 0.38 0.44 0.87* 0.10 0.00 0.10 46.95 0.39 0.44 0.87* 0.09 0.00 0.09 47.00 0.39 0.44 0.88* 0.09 0.00 0.09 47.05 0.39 0.44 0.88* 0.08 0.00 0.08 47.10 0.40 0.44 0.89* 0.08 0.00 0.08 47.15 0.40 0.44 0.90* 0.08 0.00 0.08 47.20 0.40 0.44 0.91 * 0.07 0.00 0.07 47.25 0.41 0.44 0.91* 0.07 0.00 0.07 47.30 0.41 0.44 0.92* 0.06 0.00 0.06 47.35 0.41 0.44 0.93* 0.06 0.00 0.06 47.40 0.42 0.44 0.94* 0.06 0.00 0.06 47.4S 0.42 0.44 0.95* 0.05 0.00 0.05 47.50 0.43 0.44 0.96* 0.05 0.00 0.05 47.55 0.43 0.44 0.97* 0.05 0.00 0.05 47.60 0.44 0.44 0.99* 0.04 0.00 0.04 47.65 0.4S 0.44 1.00 0.04 0.00 0.04 47.70 0.45 0.44 1.02 0.04 0.00 0.04 47.75 0.46 0.44 1.04 0.04 0.00 0.04 47.80 0.47 0.44 1.07 0.03 0.00 0.03 47.85 0.49 0.44 1.10 0.03 0.00 0.03 47.90 0.51 0.44 1.15 0.03 0.00 0.03 47.95 0.54 0.44 1.22 0.03 0.00 0.03 48.00 0.55 0.44 1.2 5 0.02 0.00 0.02 48.05 0.55 0.44 1.25 0.02 0.00 0.02 48.10 0.55 0.44 1.2 S 0.02 0.00 0.02 48.15 0.55 0.44 1.25 0.02 0.00 0.02 48.20 0.55 0.44 1.25 0.02 0.00 0.02 48.2S 0.55 0.44 1.25 0.02 0.00 0.02 48.30 0.55 0.44 1.25 0.02 0.00 0.02 48.3S 0.5S 0.44 1.25 0.02 0.00 0.02 48.40 0.5 S 0.44 1.24 0.01 0.00 0.01 48.45 0.55 0.44 1.24 0.01 0.00 0.01 48.50 0.55 0.44 1.24 0.01 0.00 0.01 48.55 0.55 0.44 1.24 0.01 0.00 0.01 Page 19 BH-4 Liquefy.sum 48.60 0.55 0.44 1.24 0.01 0.00 0.01 48.65 0.55 0.44 1.24 0.01 0.00 0.01 48.70 0.55 0.44 1.24 0.01 0.00 0.01 48.75 0.55 0.44 1.24 0.01 0.00 0.01 48.80 0.5 S 0.44 1.24 0.01 0.00 0.01 48.85 0.55 0.44 1.24 0.01 0.00 0.01 48.90 0.55 0.44 1.24 0.01 0.00 0.01 48.95 0.55 0.44 1.24 0.00 0.00 0.00 49.00 0.55 0.44 1.24 0.00 0.00 0.00 49.05 0.55 0.44 1.24 0.00 0.00 0.00 49.10 0.55 0.44 1.24 0.00 0.00 0.00 49.15 0. S 5 0.44 1.24 0.00 0.00 0.00 49.20 0.55 0.44 1.24 0.00 0.00 0.00 49.25 0.55 0.44 1.24 0.00 0.00 0.00 49.30 0.55 0.44 1.24 0.00 0.00 0.00 49.3 S 0.5 5 0.44 1.24 0.00 0.00 0.00 49.40 0.55 0.44 1.24 0.00 0.00 0.00 49.4S 0.55 0.44 1.24 0.00 0.00 0.00 49.50 0.55 0.44 1.24 0.00 0.00 0.00 49.55 0.55 0.44 1.24 0.00 0.00 0.00 49.60 0.55 0.44 1.24 0.00 0.00 0.00 49.65 0.55 0.44 1.24 0.00 0.00 0.00 49.70 0.55 0.44 1.24 0.00 0.00 0.00 49.75 0.55 0.44 1.24 0.00 0.00 0.00 49.80 0.55 0.44 1.24 0.00 0.00 0.00 49.85 0. S S 0.44 1.24 0.00 0.00 0.00 49.90 0.55 0.44 1.24 0.00 0.00 0.00 49.95 0. S 5 0.44 1.24 0.00 0.00 0.00 50.00 0.55 0.44 1.24 0.00 0.00 0.00 50.05 2.00 0.44 5.00 0.00 0.00 0.00 50.10 2.00 0.44 5.00 0.00 0.00 0.00 50.15 2.00 0.44 5.00 0.00 0.00 0.00 50.20 2.00 0.44 5.00 0.00 0.00 0.00 50.25 2.00 0.44 5.00 0.00 0.00 0.00 50.30 2.00 0.44 5.00 0.00 0.00 0.00 50.35 2.00 0.44 5.00 0.00 0.00 0.00 50.40 2.00 0.44 5.00 0.00 0.00 0.00 50.45 2.00 0.44 5.00 0.00 0.00 0.00 50.50 2.00 0.44 5.00 0.00 0.00 0.00 50.55 2.00 0.44 5.00 0.00 0.00 0.00 50.60 2.00 0.44 5.00 0.00 0.00 0.00 50.65 2.00 0.44 5.00 0.00 0.00 0.00 50.70 2.00 0.44 5.00 0.00 0.00 0.00 50.75 2.00 0.44 5.00 0.00 0.00 0.00 50.80 2.00 0.44 5.00 0.00 0.00 0.00 50.85 2.00 0.44 5.00 0.00 0.00 0.00 50.90 2.00 0.44 5.00 0.00 0.00 0.00 S0.95 2.00 0.44 5.00 0.00 0.00 0.00 51.00 2.00 0.44 5.00 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. Page 20 BH-4 Liquefy.sum ----- -------------------------- --------------------------- ---------------- ------- 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 21 err. AV AV u 1;r% r+' September 4, 2019 Project 8227-04 The Robert Green Company 3551 Fortuna Ranch Road Encinitas, California 92024 Attention: Mr. Patrick Russell Subject: Supplemental Geotechnical Investigation Proposed Silver Rock Resort Southwest of Avenue 52 and Jefferson Street La Quinta, California References: See Appendix A Dear Mr. Russell: 1. INTRODUCTION a) In accordance with your request, we have conducted a supplemental geotechnical investigation for the proposed Silver Rock resort development to be located in La Quinta, California. b) We understand that the proposed resort will include hotels, residential units, a club house, a golf course and associated parking and driveways. c) A geotechnical investigation was conducted by Sladden Engineering in 2017. It included drilling seven borings along the northeast area of the project. The borings were drilled to depths between 21.5 and 51.5 feet. Two of the seven borings were drilled within the proposed development area. The investigation did not include the southwest area of the proposed resort. Our scope of services included drilling additional borings in the northeast area and in the southwest area to provide site -specific recommendations for the design and construction of the resort. d) Grading and structural plans are not available at this time. We understand that up to 8 feet of new fill will be placed. Also, we have assumed wall loads of 3 kip/ft, column load of 50 kips for the residential units and column loads up to 150 kips for the hotel. 3 Corporate Park, Suite 270, Irvine, California 92606 Office (949) 221-0900 Fax (949) 221-0091 e-mail: glo ;A(a,glohalgeo.net The Robert Green Company September 4, 2019 Project 8227-04 Page 2 e) This report is subject to the Terms and Conditions enclosed and incorporated herein by reference. 2. PURPOSE The purpose of our investigation was to obtain and analyze additional subsurface information in order to provide site -specific recommendations pertaining to: a) grading; b) processing of soils; c) foundation types; d) foundation depths; e) bearing capacity; f) expansivity; g) sulphate content and cement type; h) shrinkage factor; i) settlement; j) seismicity. 3. SCOPE The scope of services we provided was as follows: a) Preliminary planning and evaluations, and review of geotechnical reports related to the project site and nearby surrounding area (see References - Appendix A); b) Field exploration, consisting of drilling nine (9) exploratory borings to depths ranging from 25 to 50 feet below existing grade; c) Logging of the borings by our Engineering Geologist; d) Obtaining in -situ and bulk samples for classification and laboratory testing; e) Laboratory testing of selected samples considered representative of site conditions, in order to derive relevant engineering properties; The Robert Green Company September 4, 2019 Project 8227-04 Page 3 f) Geologic and engineering analyses of the field and laboratory data; g) Preparation of a report presenting our findings, conclusions and recommendations. 4. FIELD EXPLORATION The field exploration program is given in Appendix B, which includes the Logs of Borings. 5. LABORATORY TESTING The results of the laboratory testing are included in Appendix C. 6. SITE DESCRIPTION 6.1 Location a) The project site is located approximately 500 feet south/southwest of Avenue 52 and approximately 2,000 feet west of Jefferson Street in La Quinta, California. b) The approximate location is shown on the Location Map, Figure 1. 6.2 Surface Site Conditions a) The project site is separated into two parts. An active golf course exists in between the two parts of the site. A couple of gently rolling golf fairways surrounding a narrow, elongated lake exists within the southwestern part of the site. Golf cart storage structures and asphalt concrete paved parking areas are also present within the southwestern area of the project site. The northeastern part of the site is relatively level and void of any structures. b) Igneous bedrock outcrops are exposed in the area of the existing golf clubhouse, which is located near the west end of the southwestern part of the site. c) Surface drainage at the site consists of sheet flow runoff' of incident rainfall derived from within the property boundaries and surrounding upgradient areas. LOCATION MAP � I) AVENUE �i II II II 7 AVENUE w BASE MAP: USGS 7.5-Minute Topographic Map La Quinta Quadrangle, 1981 N O 2000 0 2000 4000 R T H SCALE I'I'1:1' Southwest Corner Avenue 52 and GLOBAL GEO-ENGINEERING, INC. Jefferson Street La Quinta, California GEOLOGIC AND SOILS ENGINEERING IRVINE, CALIFORNIA Date: September 2019 Figure No: Project No.: 8227-041 The Robert Green Company September 4, 2019 Project 8227-04 Page 4 6.3 Geology 6.3.1 Regional Geologic Setting a) The project site is located within the Colorado Desert Geomorphic Province in Southern California. The Salton Trough, which consists of a low-lying alluviated structural basin, is contained within the province. b) The Salton Trough structural basin is bounded by the San Andreas Fault to the east and the San Jacinto Fault to the west and is characterized generally low relief and internal drainage. c) Typical stratigraphy includes metasediments and clastic deposits, derived primarily by erosion of adjacent highlands, deltaic floodwaters of the Colorado Desert, and lacustrine (lake) and eolian (wind) depositional processes. 6.3.2 Local Geologic Setting In general, the northern Coachella Valley, where the site is located, is underlain by a thick sequence of Holocene -age alluvial deposits derived from the erosional processes from the nearby mountain ranges. The northeastern flanks of the San Jacinto Mountains are located to the southwest of the site. Artificial fill of different thicknesses generally covers the site area. 6.4 Subsurface Site Conditions 6.4.1 General The following paragraphs describe the subsurface conditions as encountered in our boring excavations. 6.4.2 Fill a) Fill soils were encountered in all of the boring excavations, with the exception of Boring B-1. The depths of fill were found to range from approximately 3 feet below existing ground surface (Boring B-5) up to about 10 feet (Boring B-9). b) The fill soils were found to generally consist of fine grained, olive brown to olive gray, dry to moist and loose to medium dense Silty SAND and medium stiff to stiff Sandy SILT. The Robert Green Company September 4, 2019 Project 8227-04 Page 5 c) In the absence of any documentation, the fill is considered to be uncertified. 6.4.3 Alluvium a) Alluvial deposits, consisting of Silty SAND, SAND, and Sandy to Clayey SILT, were encountered in the borings to the maximum depths excavated. b) The Silty SAND and SAND sediments were generally observed to be fine grained, olive brown to olive gray, damp to moist and loose to medium dense. c) The Sandy to Clayey SILT deposits were found to be olive brown to olive gray, damp to moist and soft to medium stiff. 6.4.4 Bedrock a) Although not encountered in any of our boring excavations, outcrops of igneous bedrock, classified as Quartz Diorite, were observed to extend through the western end of the southwestern part of the site. b) The general location/configuration of the bedrock outcrops are shown on our Boring Location Plan, Plate 1. 7. GROUND WATER a) Water seepage was encountered at a depth of 18 feet below ground surface in Boring B-5. No seepage was encountered in any of the remaining explorations. No free groundwater was found exist in any other the borings. b) Groundwater monitoring well data within the site area was researched on the California Department of Water Resources internet website. The closest monitoring well was found to be located approximately 1.1 miles southeast of the subject property. c) Groundwater depths were measured in the well during the period from December 2011 to May 2019. Depths to groundwater during this period were reported to range from 100.3 feet below ground surface (March 2017) to 136.4 feet below ground surface (December 2011). The last recorded measurement was collected on May 7, 2019 indicating the ground water level to be 108.4 feet below ground surface. The Robert Green Company September 4, 2019 Project 8227-04 Page 6 8. POTENTIAL SEISMIC HAZARDS 8.1 General a) The property is located in the general proximity of several active and potentially active faults, which is typical for sites in the Southern California region. Earthquakes occurring on active faults within a 70-mile radius are capable of generating ground shaking of engineering significance to the proposed construction. b) In Southern California, most of the seismic damage to manmade structures results from ground shaking and, to a lesser degree, from liquefaction and ground rupture caused by earthquakes along active fault zones. In general, the greater the magnitude of the earthquake, greater will be the potential damage. 8.2 Ground Surface Rupture a) The subject property is not situated inside the boundary of an Earthquake Fault Zone (previously referred to as the Alquist-Priolo Special Studies Zone). The closest known active fault is the San Andreas Fault, located at a distance of about 7 miles northeast of the project site. b) Other nearby active faults include the San Jacinto Fault and the Pinto Mountain Fault, located at distances of about 14.2 miles and 32.6 miles, respectively, from the subject property. Due to the distance of the closest active fault to the site, ground rupture is not considered a significant hazard at the site. 8.3 Ground Shakina a) We utilized the California Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps internet program to calculate the peak ground acceleration (PGA) at the project site location. Using the ASCE 7-10 standard and Site Class D, the PGA at the subject property resulted to be 0.566g. b) Figure 2 shows the geographical relationships among the site locations, nearby faults and the epicenters of significant occurrences. From the seismic history of the region and proximity, the San Andreas Fault has the greatest potential for causing earthquake damage related to ground shaking at this site. told 90 loss lea i. — - — — - — - 3 A 111 -T 1 A A I -A am... .......... • N M2 U 7-16 V 9,0111 T Vi a A for *91 —V C, — df' I r , O�4- A N 9 1! L a lee PaaYliaa se. I tU lost re seal rie ANSCL. r 'N A -14 a IL MAJOR EARTHQUAKES AND RECENTLY ACT[VE FAULTS IN THE SOUTHERN CALIFORNIA REGION EXPLANATION v laid ACTIVE FAULTS isss EARTHQUAKE LOCATIONS 10,117- Approximate epicentral area of earthquakes that Total length of fault zone that breaks occurred 1769-1933. magnitudes not recorded by instruments prior to 1906 were estimated from Holocene deposits or the t has 6 had darrage reports assigned on Intensity VIII (Modified seismic activ!ty. hlercali scale) or greater; this Is roughly equivalent to C Richter M 6.0. 31 moderate —earthquakes, 7 major and one great earthquake (1857) were reported In the Fault segment with surface rupture164-year period 1769-1933. during an historic earthquake, or with 1952 &seismic fault creep 1417 \\0 Earthquake eploonism since 1933, plotted from Instrum nts. 33 moderate- and five major (Amboy, Pisgah, Cerro Prieto and Salton 0 Holocene volcanic activity oartnqu:k*s ware In the 66-year period 1933 to 1999. Buttes Code recommendations by the Structural Engl—ni Artsociatip� or CeItforma defIns agmat eiinhqiake as one that has a Richter Magnitude of -/, or greater, a r*or earthquake 7 to 7 %; I moderate *4rdnq,.ake 6 to 7. Compiled by liticho(di J. proctor mairly from published and -p-bItith.d ante of the Caffomi. D&IWon of Mines and Geology; CoirrionnJa Department of Water Resources Sul)edn 118.2 (1994); aolocbons from bulletins of the Goologhcal and Sltftmloglcal Sotisdoi of Amenks; from C.F. Richter, Dementary Sofa oioqy (1264): and the National Atlas, p, 66, and from Workirig Qroup on CaWorna EAMhquake ProbablOtles- SSA Bulletin V 05. 194 r 3 A N 0 seeds, flay 'go ............. ........ is,$ is SITE see" NA a-% Wide V Is A L 063 Wis L rare _ no Southwest Comer Avenue 52 and GLOBAL GEO-ENGINEERING., INC. Jefferson Street La Quinta. California GEOLOGIC AND SOILS E'NGINEERING Date: September 2019 Figure No: IRVINE, CALIFORNIA Project No: 8227-04 2 The Robert Green Company September 4, 2019 Project 8227-04 Page 7 9. CONCLUSIONS AND RECOMMENDATIONS 9.1 General a) It is our opinion that the site will be suitable for the proposed development from a geotechnical aspect, assuming that our recommendations are incorporated in the project plan designs and specifications, and are implemented during construction. b) We are of the opinion that the proposed structures may be supported on shallow footings founded on newly placed certified fill. c) Grading will be required as follows: i) Cuts and fills to achieve planned building pads and associated roadways; ii) Adequate foundation and slab subgrade conditioning including capping and overexcavation; iii) Achieving suitable surface gradients to preclude ponding anywhere on -site and control water run-off via paved/closed drainage devices. d) In our opinion, the proposed development will be safe against hazards from landslides settlement or slippage, provided the recommendations included in this report are implemented during the design and the construction. All grading and earthwork should be performed under the observation and testing firm to achieve proper subgrade preparation, selection of satisfactory materials, and placement and compaction of all structural fills. e) We consider that the grading will not adversely affect, nor be adversely affected by adjoining property, with these precautions being taken. f) The final grading plans and foundation plans/design loads should be reviewed by the Geotechnical Engineer. g) The design recommendations in the report should be reviewed during the grading phase when soil conditions in the excavations become exposed. The Robert Green Company September 4, 2019 Project 8227-04 Page 8 9.2 Grading 9.2.1 Processing of On -Site Soils a) Due to loose nature of the soils, the existing soils are considered to unsuitable to support without overexcavation The soils below the bottom of the proposed foundations should be overexcavated to a depth equal to twice the footing width, not exceeding 3 feet below the bottom of the residential footings and 5 feet below the bottom of the hotel and clubhouse footings. The overexcavation should extend laterally beyond the edges of the footings, a distance equal to the depth of the overexcavation below the bottom of the footings. b) Any fill soils exposed at the bottom of the overexcavation should be removed to competent native soils. This condition may not occur except in the vicinity of Boring B-9. c) The subgrade soils below the pavement should be overexcavated and replaced a compacted fill to a depth at least 12 inches, subject to review during the excavation. d) Prior to placing fill, if any, the subgrade soils should be scarified to a depth 6 to 8 inches or to the depth as recommended by the geotechnical engineer and thoroughly wetted down. The exposed bottom should be approved by a geotechnical engineer and tamped to at least 92 percent relative compaction. e) In the areas where additional fill soils will be placed to achieve the proposed grades, we recommend removing all the existing uncertified fill soils. if the no fill or less than three feet of fill is present, the native soils should be overexcavated at least three feet, subject to review during grading. f) Any loosening of reworked or native material, consequent to the passage of construction traffic, weathering, etc., should be made re -rolled to further construction. g) The depths of overexcavation, if any, should be reviewed by the Geotechnical Engineer during construction. h) Any surface or subsurface obstructions, or any variation of site materials or conditions encountered during grading should be brought immediately to the attention of the Geotechnical Engineer for proper exposure, removal or processing, as directed. The Robert Green Company September 4, 2019 Project 8227-04 Page 9 i) No underground obstructions or facilities should remain in any structural areas. Depressions and/or cavities created as a result of the removal of obstructions should be backfilled properly with suitable materials, and compacted. 9.2.2 Material Selection After the site has been stripped of any debris, vegetation and organic soils, excavated on -site soils are considered satisfactory for reuse in the construction of on -site fills, with the following provisions: a) No organic contents are permitted in the fill; b) Large size rocks or concrete pieces greater than 8 inches in diameter should not be incorporated in compacted fill; c) Rocks or concrete pieces greater than 4 inches in diameter should not be incorporated in compacted fill to within l foot of the underside of the footings and slabs. 9.2.3 Compaction Requirements a) Reworking/compaction shall include significant moisture conditioning as needed to bring the soils to slightly above the optimum moisture content. All reworked soils and structural fills should be densified to achieve at least 92 percent relative compaction with reference to laboratory compaction standard. The optimum moisture content and maximum dry density should be determined in the laboratory in accordance with ASTM Test Designation D1557. b) Fill should be compacted in lifts not exceeding 8 inches (loose). 9.2.4 Excavating Conditions a) Excavation of on -site materials may be accomplished with standard earthmoving or trenching equipment. b) Free groundwater was not encountered to the depths explored. Dewatering is not anticipated. The Robert Green Company September 4, 2019 Project 8227-04 Page 10 9.2.5 Shrinkaye For preliminary earthwork calculation, an average shrinkage factor of 15 percent is recommended for the soils in the southwest area and 7 percent in the northeast area (this does not include handling losses). 9.2.6 Expansion Potential a) Based upon visual observation, the expansivity of the site soils is considered to be low. b) The soil expansion potential for subgrade soils should be determined during the final stages of rough grading. 9.2.7 Sulphate Content a) The sulphate content of a representative sample of the subgrade soil was less than 0.1 percent. The sulphate exposure is considered negligible in accordance with the California Building Code. b) The fill materials should be tested for their sulphate content during the final stage of rough grading. 9.2.8 Utility Trenching a) The walls of temporary construction trenches in fill should stand nearly vertical, with only minor sloughing, provided the total depth does not exceed 3 feet (approximately). Shoring of excavation walls or flattening of slopes may be required, if greater depths are necessary. b) Trenches should be located so as not to impair the bearing capacity or to cause settlement under foundations. As a guide, trenches should be clear of a 45-degree plane, extending outward and downward from the edge of foundations. Shoring should comply with Cal -OSHA regulations. c) Existing soils may be utilized for trenching backfill, provided they are free of organic materials. d) All work associated with trench shoring must conform to the state and federal safety codes. The Robert Green Company September 4, 2019 Project 8227-04 Page 11 9.2.9 Construction Cut a) A maximum 8 feet high cut will be required for the recommended overexcavation. The construction cut may be made at a gradient of 1:1 (horizontal:vertical) with the lower 3 feet being vertical. The construction cut should be observed by a geotechnical engineer. b) Any adverse conditions exposed during the excavation will be evaluated by us and mitigating recommendations, if required, will be provided with due consideration given to the exposed geologic conditions including bedding and depth of the excavation. c) In the event, sufficient space is not available for the construction cut, shoring may be required. The cantilevered shoring should be used. The lateral force and the passive resistance required to design the shoring are provided in Section 9.5. The shoring caissons designed and installed using these parameters. The shoring installation should be observed by a geotechnical engineer. 9.2.10 Surface Drainage Provisions Positive surface gradients should be provided adjacent to the buildings to direct surface water run-off away from structural foundations and to suitable discharge facilities. In accordance with Section 1804.3, 2016 CBC, the ground adjacent to the foundation should be sloped away at gradient of 5 percent. If the ground adjacent to the residence is covered with impervious material, the area adjacent to the foundations may be sloped away at 2 percent gradient. 9.2.11 Grading Control a) All grading and earthwork should be performed under the observation of a Geotechnical Engineer in order to achieve proper subgrade preparation, selection of satisfactory materials, placement and compaction of structural fill. b) Sufficient notification prior to stripping and earthwork construction is essential to make certain that the work will be adequately observed and tested. The Robert Green Company September 4, 2019 Project 8227-04 Page 12 9.3 Slab -on -Grade a) Concrete floor slabs may be founded on the reworked existing soils or compacted fill. The subgrade should be proof -rolled just prior to construction to provide a firm, unyielding surface, especially if the surface has been loosened by the passage of construction traffic. b) The slab -on -grade should be underlain by 4-inch thick granular material as required by the 2016 California Building Code. A plastic vapor barrier is recommended to be placed at the mid -height of the SAND. However, the granular material may be eliminated if a heavy duty vapor barrier similar to Stego wrap or equivalent is used over the on -site sandy soils. c) Use a subgrade modulus of 100 Win3. Concrete pavement should be designed and constructed in accordance with the recommendations provided in Section 9.6. d) It is recommended that 43 bars on 18-inch center, both ways or equivalent be provided as minimum reinforcement in slabs -on -grade. Joints should be provided and slabs should be at least 4 inches thick. e) The FFL should be at least 6 inches above highest adjacent grade. f) The subgrade should be kept moist prior to the concrete pour. 9.4 Spread Foundations The proposed structures can be founded on shallow spread footings. The criteria presented below should be adopted: 9.4.1 Dimensions/Embedment Depths Minimum Width Minimum Embedment Footings (fit) Below Lowest Finished Surface ft I -story Wall Footings 1.0 1.5 — Perimeter 1.0 — Interior 2-story Wall Footings 1.25 2.0 — Perimeter 1.5 — Interior Column Footings (up to 50 kips) 2.0 2.0 Column Footings (51 to 150 2.5 2.5 kips) The Robert Green Company September 4, 2019 Project 8227-04 Page 13 9.4.2 Allowable Bearing Capacity The following allowable bearing capacity used a factor of safety of 3. Embedment Depth B Allowable Bearing Capacity Qb/ft2 1.0 2,000 (Notes: The allowable bearing capacity may be increased by 600 lb/1t2 for each additional foot increase in the depth and 200 lb/fie for each additional foot increase in the width. The maximum allowable bearing capacity should not exceed 4,500 lb/ft2; • These values may be increased by one-third in the case of short -duration loads, such as induced by wind or seismic forces; • In the event that footings are founded in structural fills consisting of imported materials, the allowable bearing capacities will depend on the type of these materials, and should be re-evaluated; • Planter areas should not be sited adjacent to walls; • Footing excavations should be observed by the Geotechnical Engineer; • Footing excavations should be kept moist prior top the concrete pour; • It should be insured that the embedment depths do not become reduced or adversely affected by erosion, softening, planting, digging, etc.) 9.4.3 Settlements Total and differential settlements under spread footings are expected to be within tolerable limits and are not expected to exceed 1 inch and % inches over horizontal span of 40 feet, respectively. The Robert Green Company September 4, 2019 Project 8227-04 Page 14 9.5 Lateral Pressures a) The following lateral pressures are recommended for the design of retaining structures. Pressure (lb/ft2/ft depth) Lateral Force Soil Profile Rigidly Supported Unrestrained Wall Wall Active Pressure Level 34 - At -Rest Pressure Levcl - 64 Passive Resistance Level 300 - (ignore upper 1.5 ft.) b) Friction coefficient: 0.35 (includes a Factor of Safety of 1.5). While combining friction with passive resistance, reduce passive by 1/3. c) These values apply to the existing soil, and to compacted backfill generated from in -situ material. Imported material should be evaluated separately. It is recommended that where feasible, imported granular backfill be utilized, for a width equal to approximately one -quarter the wall height, and not less than 1.5 feet. d) Backfill should be placed under engineering control. e) Subdrains comprised of 4-inch perforated (holes facing downward) Schedule-40 PVC pipe covered in a minimum of one cubic foot per linear foot of filter rock and wrapped in Mirafi 140N filter fabric should be provided behind retaining walls. The installation of all subdrains, including pipe connections, joints and finalized outlets, must be observed by the Geotechnical Engineer prior to backfill. 9.6 Pavement Desian 9.6.1 Asphalt Pavement Section a) Based on Traffic Indices (T.I) and on the anticipated "R" — Value of 50 of the subgrade, the following tentative structural pavement sections are recommended. An equivalent subgrade modulus is 100 lb/in'. The Robert Green Company September 4, 2019 Project 8227-04 Page 15 Location T.I. Concrete (inch) Aggregate Base inch Automobile Parking - 3.0 4.0 Drive Way (light 6.0 3.0 4.5 traffic) Drive Way (moderate 7.5 4.0 6.0 traffic) b) The subgrade soils should be tested for R-Value at the conclusion of rough grading and the pavement sections should be finalized then, if necessary. 9.6.2 Concrete Pavement Sections a) For the following Traffic Indexes and based on the "R"- Value 40, the following structural concrete pavement sections are recommended. Location T.I. Concrete (inch) Aggregate Base mch Automobile Parking - 3.0 4.0 Drive Way (light 6.0 3.0 4.0 traffic) Drive Way (moderate 7.5 5.0 4.0 traffic) b) The concrete pavement should be reinforced with at least # 3 bars on 18 inch center, bothways. c) The subgrade soils should be tested for R-Value at the conclusion of rough grading and the pavement sections should be finalized then, if necessary. 9.6.3 Subgrade Preparation a) All pavement areas shall be inspected, tested for compaction requirements, reworked where required and approved immediately prior to the placement of aggregate base. b) Subgrade soils within the upper 12 inches of finished grade shall be moisture -conditioned where necessary, shall be compacted to at least 90 percent relative compaction per ASTM D1557. The Robert Green Company September 4, 2019 Project 8227-04 Page 16 9.6.4 Base Preparation Unless otherwise specified, the base shall consist of Class II 3/4-inch aggregate base or approved Crushed Miscellaneous Base. The base shall be compacted to a minimum of 95 percent relative compaction in accordance with the procedures described in ASTM Test Method D1557. 9.7 Seismic Coefficients For seismic analysis of the proposed project in accordance with the provisions of ASCE 7-10: ITEM VALUE Site Latitude (Decimal -degrees) 33.6694 Site Longitude (Decimal-degrees) -116.2771 Site Class D Seismic Design Category D Mapped Spectral Response Acceleration -Short Period (0.2 Sec) - Ss 1.5 Mapped Spectral Response Acceleration-1 Second Period — S, 0.65 Short Period Site Coefficient-F, 1.0 Long Period Site Coefficient F 1.5 Adjusted Spectral Response Acceleration Q 0.2 Sec. Period (Sms) 1.5 Adjusted Spectral Response Acceleration cQ 1Sec.Period (S.1) 0.975 Design Spectral Response Acceleration Qa 0.2 Sec. Period (SD.) 1.0 Design Spectral Response Acceleration Q 1-Sec. Period (SD,) 0.65 9.8 Soil Corrosion Potential a) Soil Corrosion potential for metal and concrete was estimated by performing water-soluble sulfate, chloride, pH, and electrical resistivity tests during this investigation. b) Electrical resistivity is a measure of soil resistance to the flow of corrosion currents. Corrosion currents are generally high in low resistivity soils. The electrical resistivity of a soil decreases primarily with an increase in its chemical and moisture contents. A commonly accepted correlation between electrical resistivity and corrosivity for buried ferrous metals is presented below: The Robert Green Company September 4, 2019 Project 8227-04 Page 17 Electrical Resistivity, Ohm -cm Corrosion Potential Less than 1,000 Severe 1,000-2,000 Corrosive 2,000-10,000 Moderate Greater than 10,000 Mild c) Results of electrical resistivity tests indicate a minimum resistivity ranging from 356 to 2,525 ohm -cm. Based on this data, it is our opinion that, in general, on -site soils have a Severe corrosion potential. This potential should be considered in design of underground metal pipes. 10. LIMITATIONS a) Soils and bedrock over an area show variations in geological structure, type, strength and other properties from what can be observed sampled and tested from specimens extracted from necessarily limited exploratory borings. Therefore, there are natural limitations inherent in making geologic and soil engineering studies and analyses. Our findings, interpretations, analyses and recommendations are based on observation, laboratory data and our professional experience; and the projections we make are professional judgments conforming to the usual standards of the profession. No other warranty is herein expressed or implied. b) In the event, that during construction, conditions are exposed which is significantly different from those described in this report, they should be brought to the attention of the Geotechnical Engineer. c) The recommendations provided in this report are intended to minimize the potential of distress to the structures caused by the subgrade soils. However, it should be noted that certain amount of distress to the existing and proposed improvements of the slab is unavoidable and should be anticipated during the lifetime of the existing and the proposed structures. The Robert Green Company September 4, 2019 Project 8227-04 Page 18 The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, GLOBAL GEO-ENGINEERING, INC. Mohan B. Upasani Principal Geotechnical Engineer RGE 2301 (Exp. March 31, 2021) Enclosures: Location Map Seismicity Map Terms and Conditions References Field Exploration Unified Soils Classification System Logs of Borings Laboratory Testing Boring Location Plan Kevin B. Young Principal Engineering Geologist CEG 2253 (Exp. October 31, 2019) - Figure 1 - Figure 2 - Appendix A - Appendix B Figure B-1 Figures B-2 through B-10 - Appendix C - Plate 1 The Robert Green Company September 4, 2019 Project 8227-04 Page 19 TERMS AND CONDITIONS OF AUTIiORIZATION Consultant shall serve Client by providing professional counsel and technical advice regarding subsurface conditions consistent with the scope of scrnces agiceddo between the panics. Consultant vnll use his professional judgment and will perform his services using that degree of care and skill ordinarily exercised under similar circumstances, by reputable foundation engineers amdlar engineering geologists practicing in this or similar localities in assisting Client, the Consultant may include or rely on information and drawings prepared by others far die purpose of clarification, reference or bidding, bovwever, by including the same, the Consultant assumes no responsibility for the information shown thereon and Client agrees that Constiharu is not responsible for any defects in its services that result from reliance on the infomnation and drawings prepared by others Consultant shall not be liable for any incorrect advice; judgment or decision based on any inaccurate information furnished by the Client or any third party, and Client will indemnify Consultant against claims, demands, or liability arising out oC in contribute to, by such information. Unless. otherwise negotiated in writing. Client agrees to limit any and all liability, claim for damages, cost of defense, or expenses to be levied against Consultant on account of design defect. error, omission, or professional negligence to a sum not to exceed ten thousand dollars or charged fees whichever is less Further, Client agrees to notify any construction contractor or subcontractor who may perform work in connection with any design, report, or study prepared by Consultant of such limitation of liability for design defects, errors, omissions, or professional negligence, and require as a condition precedent to their performing the work a like limitation of liability on their par as against the Consultant In the event the Client fails to obtain a like limitation of liability provision as to design detects, on ors, omissions or professional negligence, any liability of the Client and Consultant to such contractor or subcontractor arising out of a negligence shalt be allocated between Client and Consultant in such a manner that the aggregate liability of Consultant for such design defects to all parties, including the Client shall not exceed ten thousand dollars or charged fees whichever is less. No warranty, expressed or implied of metchantability or fitness, is made of intended in connection wish the work to be performed by Consultant or by die proposal for constdting or other services or by the furnishing of oral or written reports or ftmdmgs made by Consultant. The Client agrees, to the fullest extent permitted by law, to indemnify, defend and hold harmless the Consultant, its officers, directors, employees, agents and subconsultams from and against all claims, damages, liabilities or costs, including reasonable attorney's fees and defense costs, of any nature whatsoever arising from or in connection wifli the project to the extent that said churns. damages, liabilities or costs anse out of the work, services, or conduct of Client or Chent's contractors, s ibconsakants, or other third party not under Consultant's control. Client further agrees that the duty to defend set forth herein arises immediately and is net contingent on a finding of fault against Client or Client's contractors, subconsultants, or other third panics Client shall not be obbgated under this provision to indemnify Consultant for Consultant's sole negligence or w liful misconduct Chord shall gent free access to the site for all necessary equipment and personnel and Client shall notify any and all possessors of the project site that Client has granted Consultant fire access to die project site at no charge to Consultant unless expressly agreed to otherwise in writing. YClient is not the property owner for the subject Pfoject, Client agrees that it will notify the property owner of the terms of this agreement and obtain said property owner's approval to tlx terms and conditions herein Should Client fail to obtain the property owner's agreement as required herein, Client agrees to be solely responsible to Connihant for all damages, liabilities, costs, including litigation fees and costs, arising from such failure that exceed that limitation of Consultant's liability herein Client shall locate for Consultant and shall assume responsibility, for the accuracy of his representations as to the locations of all underground utilities and installations. Consultant will not he responsible Inc damage to any such utilities or installation not so located. Client and Consultant agree to waive claims against each other for consequreittu d damages arising out of or relating to this agreement. Neither party to this agreement shall assign the contact without the express, written cortsent ofthe other party. • Consultant agrees to cover all open test holes and place a cover to carry a 200.pound bad on each hole prior to leaving project site unattended. Consultant agrees that all test holes will be backfilled upon completion of the job. However, Client may request test holes to remain upon after completion of Consultants work. In the event Client agrees to pay for all cost.st associated with covering and bac1cfilling said test holes at a later date, and Client shall indemnify, defend and hold harrrtless Comuhant for all claims, demands and liabilities arising from his request, except for the sole negligence of the Consultanv, to the extent permitted by law. • Consultant shall not be responsible for the general safety oil the job or for die work of Client, other oonfractons and third parries. • Consultant shall be excused fin any delay in curnpietion of the contract caused by acts of Clod acts of the Client or Client's agent andlor contractors, inclement weather, labor trouble, acts of public utilities, txiblic bodies, or inspectors, extra work, failure of Client to make payments promptly, or other contingencies unforeseen by Consultant and beyond reasonable control of the Consultant- • In the event that either party desires to terminate this contract prior to completion of the project wtitten notification of such intention to terminate must be tendered to the other party. In fie event Client notifies Consultant of such intention to terminate Consultant's services prior to completion of the contract, Consultant reserves the riot to complete such analysis and records as are necessary to place files in order, to dispose of samples, put equipment in order, and (where considered necessary to protect his profesvonal reputation) to complete a report on the work performed to date in the event that Consultant incurs cast in Client's termination of this Agreement, a termination charge to cover such cost shall be paid by Client. • If the Client i. a corpoiation, the individual or individuals who sign or initial this Contract, on bdWfof the Client, guarantee drat Client will txrturnt its duties undies this Contract The individual or individuals so signing or initialing this Contract warrant that they are duly authorized agents of the Client. • Any notice required or permitted under this Canso may be given by ordinary mail at the address contained in this Contact, but such address may be changed by written notice: given by one party to the other from time to time. Notice shall be deemed received in the ordinary course of the mail Ibis agreement shall be deemed to have been entered into the County of Orange, State of California. LIMITATIONS Our findings, interpretations, analyses, and recommendations are professional opinions, prepared and presented in accordance with generally accepted professional practices and are based on observation, laboratory data and our professional experience. Consultant does not assume responsibility for the proper execution of the work by others by undertaking the services being provided to Client under this agreement and shall in no way be responsible for the deficiencies or defects in fire work performed by others not under Consultant's direct control. No other warranty herein is expressed or implied Project 8227-04 APPENDIX A References 1. Blake, T. F., 2000, EQFAULT, A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized California Fault Users Manual and Program, 79pp; 2. California Department of Water Resources, Retrieved August 21, 2019 Water Data Library, Historical Data Map Interface (internet website); 3. California Division of Mines and Geology, 2000, Digital Images of Official Maps of Alquist-Priolo Earthquake Fault Zones, Southern Region; 4. California Office of Statewide Health Planning and Development, Seismic Design Maps Web Tool, ASCE 7-10 Standard; 5. Dibblee, Thomas W. and Minch, J.A., 2008, Geologic Map of the Palm Desert & Coachella 15-Minute Quadrangles, Riverside County, California, Dibblee Foundation Map DF-373; 6. Sladden Engineering, February 10, 2017, Geotechnical Investigation, Silver Rock Resort Complex, SWC Avenue 52 & Jefferson Street, La Quinta, California Project No. 544- 14059; 7. U.S. Geological Survey, 1959 photorevised 1980, 15-Minute Series Topographic Map, La Quinta, California Quadrangle. Project 8227-04 APPENDIX B Field Exploration a) The site was explored on August 6 and 7, 2019, utilizing a hollow stem drill rig to excavate nine borings to a maximum depth of 50 feet below the existing ground surface. The borings were subsequently backfilled. b) The soils encountered in the excavations were logged and sampled by our Engineering Geologist. The soils were classified in accordance with the Unified Soil Classification System described in Figure B-1. The Logs of Borings are presented as Figures B-2 through B-10. Approximate boring locations are shown on Boring Location Plan, Plate 1. The logs, as presented, are based on the field logs, modified as required from the results of the laboratory tests. Driven ring and bulk samples were obtained from the excavations for laboratory inspection and testing. The depths at which the samples were obtained are indicated on the logs. c) The number of blows of the driving weight during sampling was recorded, together with the depth of penetration, the driving weight and the height of fall. The blows required per foot of penetration for given samples was then calculated and shown on the logs. d) Water seepage was encountered at a depth of 18 feet below ground surface in Boring B-5. No free groundwater was encountered within any of the boring excavations. e) Caving occurred in the borings to the depths noted on the logs. UNIFIED SOILS CLASSIFICATION (ASTM D-2487) PRIMARY DIVISION GROUP SYMBOL SECONDARY DIVISIONS Clean GW Well graded gravels, gravel -sand mixture, little or no fines rn _ J d, � o� 07 w y `-° Gravels <5% fines Poorly graded gravels or gravel -sand mixtures, little or no lines GP l0 W , t ro tll o d 01 0 C. Gravel with GM Silty gravels, gravel -sand -sit mixture. Non -plastic fines. Z E ) 0 2 M Fillies o N ° GC Clayey gravels, gravel -sand -clay miodures. Plastic fines Q 0 L � � t Clean Sands SW Well -graded ravels, ravel -sand mixtures, little or no fines. g g g w L kn L , � -- m °, °, c °' (<5% fines) o ,e ,� o SP Poorly graded sands or gravelly sands, little or no fines. O , T < t-. U :� 6 2 E A Sands with SM Silty sands, sand -silt mixtures. Non -Plastic fines. U o 0 Fines Sc Clayey sands, sand -day mixtrxes. Plastic fees. F zd ML Inorganic silts and very fine sands, rock flour, silty or clayey fine ax Z � g = sands or clayey sifts, with slight plasticity. CL U) _co �' rail, } o rn i Inorganic days of low to medium plasticity, gravelly clays, sandy O °x a) g w days, silty days, lean clays. OL Organic silts and organic silty clays of low plasticity. ax E � `� D k) 0, o Z ° C4 or MH Inorganic sifts, micaceous or diatomaceous fine sandy or silty L;a 5 a soils, elastic silts. - CH < C9 @ } (n g o 6 Q Inorganic days of high plasticity, fat clays y Z _j0 '� C7�� u_ o m , N OH Organic days of medium to high plasticity, organic sills. E — - - Highly Organic Soils PT Peat and other highly organic soils. CLASSIFICATION BASED ON FIELD TESTS PENETRATION RESISTANCE (PR) Clays and Sifts 'Numbers of blows of 1401b hammer Sands and Gravels Consistency Blowslfoor Strength" falling 30 inches to drive a 2-inch O.D. (1 3,18 in I.D.) Split Barrel sampler (ASTM-1568 Standard Penetrabon Test) - Relative Density - Blows/foot Very Soft 0-2 2-4 0-'/2 y4__% Very loose DA _Soft Fran 4-8 '/r1 Loose 4-10 Medium Dense 8-15 16-30 1-2 -Unconfined Compressive strength in tonslsq. ft Read from pocket penetrometer 10-M Stiff Dense 30-M Very Stiff 2-4 Very Dense Over so Hall Over 30 AOver 4 CLASSIFICATION CRITERIA BASED ON LAB TESTS ho GW and SW - C = Dso/D,o greater than 4 for GW and 6 for SW; C. _ (D3o) `/D,°x Dw between 1 and 3 so k 1040 GP and SP - Clean gravel or sand not meeting requirement for GW and SW _-_-.30 V GM and SM - Atterberg limit below "A" line or P I. less than 4 zo a _ I0 GC and SC - Atterberg limit above 'A" line P.I. greater than 7 0 0 10 20 30 40 50 no 70 80 90 100 CLASSIFICATION OF EARTH MATERIAL IS BASED ON FIFI D INSPECTION u4uld Limit AND SHOULD NOT BE CONSTRUFD TO IMPLY LABORATORY ANALYSIS plasticity chart for laboratory UNLESS SO STATED. Classification of Fine-grained soils Fines (Silty or Clay) I Fine Sand Medium Sand I Coarse Sand L Fine Gravel I Coarse Gravel I Cobden Sieve Sizes 200 40 10 4 3" 10'Bouliiers Southwest Comer Avenue 52 an Jefferson Street CEO -ENGINEERING, INC La Ouinta. California Date: September 2019 Figure No.: inGLOBAL GEOLOGIC AND SOILS 04GMURING, IRVINE, CALIFORNIA I Project No.: 8227-04 BA Global Geo-Engineering, Inc Irvine, California Geologists and Geotechnical Engineers Southwest Corner Avenue 52 and Jefferson Street La Quinta, California Project 8227-04 Drilling Method Hollow Stem LOG OF BORING B-1 Sampling Method CalifornlaModified Hammer Weight (lbs) 140 Hammer Drop (in) 30 Date August 6, 2019 Logged By KBY Diameter of Boring 8" Drilling Company Cal Pac Drilling Rig Mobile B-53 Sample Type Water Levels c o U Ring _ Groundwater Encountered Bulk _ Seepage Encountered H 0 Standard Penetration Testing r� c al g w n U m > d - U T a a E° 3 INS U DESCRIPTION 0 u) iL o o m x c9 0 Sandy SILT: olive brown to brown, damp to slight moist, medium stiff 16.8 906 12 5 r�L ® 233 81 4 @5' soft to medium stiff, moist 10 a0 1013 14 1 Silty SAND: fine grained, olive gray, slightly moist, medium dense SM 15 ® 226 919 9 Sandy SILT: olive brown to olive gray, moist, medium stiff ML aI 2J® 33 1104,0 I 20 J 25 —i —I 9A I 89.7 I 18 30 35 40 SM Silty SAND: fine grained, olive gray, moist, medium dense Bottom of Boring at 25 feet Notes. 1. Caving to 20 feet after augers were removed 2. No groundwater or seepage encountered 3 Boring backfilled Figure B-2 ALLUVIUM Mettiod Drilling w Stem Global Geo-Engineering, Inc. LOG OF BORING B-2 gMeth Californiaio Sampling Method Carnia Modified Irvine, California IiammerWeight (lbs) :140 Geologists and Geotechnical Engineers Hammer Drop (in) 30 Date .August Logged By KSY 6, 2019 Southwest Corner Avenue 52 and Jefferson Street Diameter of Boring 8" La Quinta, California Drilling Company Cal Pac Drilling Rig Mobile B-53 Project 8227-04 Sample Type Water Levels ® Ring Groundwater Encountered U E® Bulk .V Seepage Encountered o� .d o v Standard Penetration Testing L N U > U = P U N V) 2 Q o E o DESCRIPTION rn ii o a in 0 Silty SAND: fine grained, olive gray, slighty moist, medium dense ® 8 2 100.5 17 SM 5 77 105.7 29 Sandy SILT: olive brown to olive gray, moist, medium stiff 1oi 110 I 98 r, 1 14 1 I I ML FILL 15 ® 18.5 84 4 1 f @14' with Silty SAND interbeds� MUSM SAND: fine grained, olive gray, slightly moist to moist, medium dense m 2.6 1008 21 c 20— SP J U f7 F- 25 ® 10 a 89.7 12 @24' with Sandy SILT interbeds SP/ML SM/ML l Silty SAND: fine grained, olive gray, moist, medium dense with SILT interbeds 30 12.1 104.e 18 Bottom of Boring at 29 feet: Notes: 1 L Caving to 23 feet after augers were removed 2. No groundwater or seepage encountered 3 Boring backfilled 35 40 0 N N o figure B-3 Drilling Method Hollow Stem Global Geo-En Ineerin Inc. 9� 9. LOG OF BORING B-3 Sampling Method .California ModifiedlSPT Irvine, Califoinla Hammer Weight (Ibs) 140 Geologists and Geotechnical Engineers — — Hammer Drop (in) 30 Date August 6, 2019 Southwest Corner Avenue 52 and Logged By KBY Jefferson Street Diameter of Boring 8" La Quinla, California Drilling Company Cal Pac Drilling Rig Mobile B-53 Project 8227-04 Sample Type Water Levels c ® Ring Groundwater Encountered u m r E ® Bulk Seepage Encountered w .� U Standard Penetration Testing rCJ i N � > d U DESCRIPTION c W E p LL o o 9 c U U in o 4 0 Silty SAND/Sandy SILT: fine grained, olive gray, Blighty moist, medium dense 55 100.1 29 SM/ML LonslFILL 5 Sandy SILT: olive brown to olive gray, moist, soft to medium stiff ® 251 72.2 B MIL rAND: fine grained, olive gray, moist,. medium dense 10 ® 40 95.0 14 SM ' 15— 34.8 89.8 7 SILT: olive brown, moist, soft MIL Silty SAND: fine grained, olive brown to olive gray, moist, loose to A I 20_I ®I 10.3 sz9 12 medium dense with Sandy SILT interbeds SMlML If I rr 25 30.9 914 14 Clayey SILT: olive brown to olive gray, moist, medium dense 5 z W 114 t 81 1 1 1 1 1 1 1 IIIIIIII 0 30— 1 N=11 — — — — — —D — — — — — — — — — r�30' with Silty SANinterbeds ALLUVIUM Bottom of Boring at 30.5 feet: e Notes: 1. Caving to 24 feet after augers were removed 2. No 35 groundwater or seepage encountered 3. Boring backfilled LL E 9.1 4Q rn 0 N Figure B-4 Global Geo-Engineering, Inc. LOG OF BORING B-4 Irvine, California Geologists and Geotechnical Engineers Date August 6, 2019 Southwest Comer Avenue 52 and Logged By KBY Jefferson Street Diameter of Boring all La Quinta, California Drilling Company Cal Pac Drilling Rig Mobile B-53 Proiect 8227-04 0 u m m L a _ lid U > c y 0 3 c V O N , J L Q O. E lT 0 p to LL o 0= ® 10.2 1034 18 SMWL 5- ® 12.0 86.2 17 ® 6.0 89.5 9 SM 10 0 n Y m m a' 20 �I 1 25 0 0 pN N 0 30 35 LL 'E, 40 U O, 0 N iV 7.7 1 100.3 1 13 3.8 1 100.7 1 20 77 1 93.6 1 12 N=10 26 8 1 92.6 1 13 SM/ML SM/ML/SP ML Drilling Method Hollow Stem Sampling Method California Mooified/SPT Hammer Weight (lbs) 140 Hammer Drop (in) 30 Sample Type Water Levels Ring T Groundwater Encountered ® Bulk _V Seepage Encountered Standard Penetration Testing DESCRIPTION Silty SAND/Sandy SILT: fine grained, olive gray, moist, medium dense f FILL Silty SAND: fine grained, olive brown to olive gray, slightly moist to j moist, medium dense -H-r@14' moist, mare S,l with Sandy SILT interbeds 19' with SAND interbeds Clayey SILT: olive brown to olive gray, moist, medium stiff @29' with interbeds of Silty SAND ML/SM 1 @34' more Sandy ALLUVIUM Bottom of Boring at 35 feet: T Notes: 1. Caving to 28 feet after augers were removed 2. No groundwater or seepage encountered 3. Boring backfilled Figure B-5 Drilling Method Hollow Stem :lobal Geo-Engineering, Inc. LOG OF BORING B-5 Sampling Method CaliforniaModlfred!SPT Irvine, California Hammer Weight (Ibs) 140 Geologists and Geotechnical Engineers - Hammer Drop (in) 30 Date August 6, 7019 Southwest Corner Avenue 52 and Logged By KBY Jefferson Street Diameter of Boring 8" La Quinta, California Drilling Company Cal Pac Drilling Rig Mobile B-53 Project 8227-04 Sample Type Water Levels U Ring _ Groundwater Encountered n ® Bulk 2 Seepage Encountered v v ar � o ar Standard Penetration Testing L - a ,T 47 C rn C U > O U N U _ a E cc O u. o_ 9m o a m 3:DESCRIPTION 0 SAND/Silty SAND: fine grained, olive gray, dry, loose to medium dense ®SP/SM 1,4 93.4 16 FILL — SAND: fine grained, olive gray, damp, loose to medium dense 5 2.6 97.1 15 SP Silty SAND: fine grained, olive brown, moist, loose ® 15.6 89.0 9 10 SM ® 4,3 15 R N �o 0 20— 29.2 ® 3U7 25 — _o .1 W 9 of 30� n M�'-_!� — — — — — — — — — — — — — — — — 91 6 16 @14' olive brown to olive gray, less Silty with SAND interbeds SMrSP Clayey SILT: olive brown to olive gray, moist to very moist, medium 93 7 17 stiff, seepage encountered 1 893 1 10 ML N=10 I I I I I I I I I I I @29' grades into Sandy SILT 1 R7 3 1 15 Bottom of Boring at 35 feet: Notes: 1. Caving to 29 feet after augers were removed 2. Seepage encountered at 18 feet 3. Boring backfilled ALLUVIUM Fgure B-6 Drilling Method Hollow Stern Global Geo-Engineering, Inc. LOG OF BORING B-6 Sampling Method CaliforniaModlfiedrSPT Irvine, California Hammer Weight (lbs) 140 Geologists and Geotechnical Engineers Hammer Drop (m) 30 Dale August 6, 2019 Southwest Corner Avenue 52 and Logged By KBY Jefferson Street Diameter of Boring B" La Quinta, California Drilling Company Cal Pac Drilling Rig Mobile B-53 Project 8227-04 r! Sample Type Water Levels g C5:;�o Ring V_ Groundwater Encountered y U n ® Bulk _ Seepage Encountered r -��- w ? U Standard Penetration Testing Y Q. d o rJ > cu J U 4 z� ° N V7 o � n p iL q a D m � � � 0 DESCRIPTION o Sandy SILTI/Silty SAND: olive brown to olive gray moist, medium stiff T to stiff ® 7.5 104A 17 MUSM 5 N leg 101.3 11 MIMMIRIMME 151®I 13.1 I 84.5 I 12 w m s 11 30 35 m 40 ►�4 = = E 23.4 1 90.0 1 16 ML SM SM/ML @5' medium stiff FILL Sandy SILT: olive brown, moist, medium stiff with caliche stringers Silty SAND: fine grained, olive gray, moist, loose to medium dense @14' with SILT interbeds Bottom of Boring at 25 feet: Notes: 1. Caving to 19 feet after augers were removed 2. No groundwater or seepage encountered 3. Boring backfilled N 0 Figure B-7 ALLUVIUM Global Geo-Engineering, Inc. Irvine, California Geologists and Geotechnical Engineers Southwest Corner Avenue 52 and Jefferson Street La Qwnla, California Project 8227-04 LOG OF BORING B-7 Date August 7. 2019 Logged By KBY Diameter of Boring 8" Drilling Company Cal Pac Drilling Rig Mobile B-53 C U rV y r a w ILL ! rn of 'm o U > C m O C U_ U a O U > J Z i N ❑ rn lL o ❑ a m w 0 ® 5 1 1084 21 ML 5 3,5 862 12 ® 11.7 724 11 10 ® 6.1 839 14 15 m m ® 1.2 901 17 0 20 J 35 899 22 25— a 0 0 w S ® 11.4 859 19 30 35—. N=14 E n d i` 40 83 1 832 1 18 ML _U a Drilling Method Hollow Stem Sampling Method California ModifiedlSPT Hammer Weight (lbs) : 140 I iammer Drop (in) 30 Sample Type Water Levels ® Ring Groundwater Encountered Bulk Q Seepage Encountered _ Standard Penetration Testing DESCRIPTION Sandy SILT: dark olive gray. slightly moist, medium stiff to stiff FILL Sandy SILT olive gray to yellow brown, slightly moist, medium stiff Silly SAND: fine grained, olive gray, slightly moist, medium dense with Sandy SILT interbeds SM/ML @24' yellow brown Sandy SILT yellow brown, slightly moist, medium stiff MIL I I I I I I 11 @34' olive gray to yellow brown Figure B-8 1 9 L Drilling Method Hollow Stem Global Geo-Enginee ring, Inc. LOG OF BORING B-7 Sampling Method CaliforniaModiriedlSPT Irvine, California Hammer Weigh, (!bs) 140 Geologists and Geotechnical Engineers Hammer Drop (in) 30 Date August 7. 2019 Dogged By KBY Southwest Corner Avenue 52 and Jefferson Street Diameter of Boring 8" La Quinta, California Drilling Company Cal Pac Drilling Rig Mobile B-53 Project 8227-04 C Sample Type Water Levels g � Ring Groundwater Encountered _ u E PJ� Bulk Seepage Encountered L a -� o or Standard Penetration Testing LL WE 7 N U 67 > J U r- Q Z 3 3 iv U U) d DESCRIPTION 0 t� o 0 L3 m C0 MIL 45 . N=113 @44' slightly more Sandy with Silty SAND interbeds MLISM 506.4 1 87.0 I zs 1 I I I I I I II I I 1 _ Bottom of Boring at 50 feet: Notes. 1. Caving to 29 feet after augers were removed 2. No groundwater or seepage encountered 55 3. Boring backfilled 80 a 0 N N o Figure B-8.2 ALLUVIUM Global Geo-Engineering, Inc. LOG OF BORING B-8 Drilling Method Hollow Stem Sampling Method Ca.Homia Modified/SPT Irvine, California Hammer Weight (lbs) 140 Geologists and Geotechnical Engineers Hammer Drop (in) 30 Dale August 7, 2019 Southwest Corner Avenue 52 and Logged By KBY Jefferson Street Diameter of Boring a" La Quinta, California Drilling Company Cal Pac Drilling Rig Mobile 5-53 Project 8227-04 Sample Type Water Levels o ® Ring Groundwater Encountered 5 n ® Bulk Seepage Encountered LL L N .� U— ) Standard Penetration Testing C N O C V 73 O U U7 J = a a m M °° U Z m ° > U N DESCRIPTION 0 Silty SAND: fine grained, dark olive brown, slightly moist to moist, dense ®medium 7.1 1022 16 SM 5 Q5' olive brown to olive gray 9.6 1001 24 FILL Silty SAND: fine grained, olive gray, damp to slightly moist, medium dense 10J®I 3.7 I 8e0 17 SM 15 j ® 1.6 1101.5 25 1 I I SP 20 � ®I 6.9 I 97.5 I 14 ML 25 30 35 1 40 s 0 9 SAND: fine grained, olive gray, slightly moist, medium dense SILT: olive brown to olive gray, moist, medium stiff 3 0 I NA I 28 I I SM I 1111111 j Silty AND: fine grained, olive gray, slightly moist to moist, medium denALLUVIUM Bottom of Boring at 25 feet: Notes: 1. Caving to 19 feet after augers were removed 2. No groundwater or seepage encountered 3. Boring backfilled Figure B-9 Global Geo-Engineering, Inc. LOG OF BORING B-9 Drilling Method Hollow Stem Sampling Method CairforniaModifed/SPT Irvine, California Hammer Weight (lbs) 140 Geologists and Geotechnical Engineers Hammer Drop (,n) 30 Date Logged By August; 2019 KBY Southwest Corner Avenue 52 and Jefferson Street Diameter of Boring 8" La Quinta, California Drilling Company Cal Pac Drilling Rig Mobile B-53 Project 8227-04 Sample Type Water Levels o ® Ring Groundwater Encountered T E ® Bulk Seepage Encountered t .� U Standard Penetration Testing iL (U a 3 U > > U S a DESCRIPTION 0 Silty SAND: fine grained, dark olive gray, moist, medium dense ® 69 110.4 19 SM 5 ® 20.0 1055 16 @5' with inclusions of SILT I SM/ML ® 74 1149 23 FILL 10 Silty SAND. fine grained, olive gray, moist, medium dense ® 5.7 92.2 21 SM 15- 0 m Silty CLAY: olive brown, very moist, soft 20 ® 355 824 5 CL o' J Silty SAND: fine grained, olive brown to olive gray, moist, medium dense SM ALLUVIUM 25 81 96,0 18 t Bottom of Boring at 25 feet: w Notes: 1. Caving to 19 feet after augers were removed 2. No groundwater or seepage encountered 30-1 3. Boring backfilled 0 35 E is IL K, 40 Figure B-10 Project 8227-04 APPENDIX C Laboratory Testing Program The laboratory -testing program was directed towards providing quantitative data relating to the relevant engineering properties of the soils. Samples considered representative of site conditions were tested as described below. a) Moisture -Density Moisture -density information usually provides a gross indication of soil consistency. Local variations at the time of the investigation can be delineated, and a correlation obtained between soils found on this site and nearby sites. The dry unit weights and field moisture contents were determined for selected samples. The results are shown on the Logs of Borings. b) Compaction Representative soil samples were tested in the laboratory to determine the maximum dry density and optimum moisture content, using the ASTM D1557 compaction test method. This test procedure requires 25 blows of a 10-pound hammer falling a height of 18 inches on each of five layers, in a 1/30 cubic foot cylinder. The results of the tests are presented below: Sample Depth Optimum Moisture Maximum Boring No. (ft) Soil Description Content Dry Density (%) (lb/ft' B-1 1-3 Sandy SILT 14.1 1152 B-5 1-3 SAND/Silty SAND 12.3 117.0 Appendix C Project 8227-04 Page 23 c) Direct Shear Direct shear tests were conducted on remolded samples, using a direct shear machine at a constant rate of strain in accordance with ASTM Test Method D3080. Variable normal or confining loads are applied vertically and the soil shear strengths are obtained at these loads. The angle of internal friction and the cohesion are then evaluated. The samples were tested at saturated moisture contents. The test results are shown in terms of the Coulomb shear strength parameters, as shown below: Sample Coulomb Angle of Boring No. Depth Soil Cohesion Internal Peak/ (ft) Description (lb/ft2) Friction Residual B-1 1-3 Sandy SILT 250 28 Peak 200 28 Residual d) Corrosivity Series Tests Corrosivity Tests were performed on a representative sample. Soluble sulphate was obtained in accordance with California State Standard Test No. 417A and minimum resistivity was obtained per California State Standard Test No. 643C. The results are given in the following table: Sample Soil Sulphate Soluble Minimum Boring No. Depth Description pH Content Chlorides Resistivity ft "fie % (ohm -cm B-1 1-3 Sandy SILT 8.1 0.2986 0.1234 356 B-5 1-3 2,525 SAND/Silty 8.4 0.0160 0.0056