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BCOM2014-1009 Geotechnical Investigation40WOH . Juouanea8 . ofpul . f4unoo afiueao / y -j s;slool000 pue sJOGUIBU3 gyros JNIUDDNIJND NDCJ(3U1S � a wo� nBe wt4n�a V.Ullna rn Ao AID ti�oz o s enc y>� 1t h GEOTECHNICAL INVESTIGATION PROPOSED RENOVATION AND REMODEL THE CHATEAU AT LAKE LA QUINTA 78-120 CALEO BAY LA QUINTA, CALIFORNIA -Prepared By- Sladden Engineering 45-090 Golf Center Parkway, Suite F Indio, California 92201 (760) 863-0713 Sladden Engineering Sladden Engineering g g 1 45-090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite A, 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, Suite 200, Hemet. CA 92543 (951) 766-8777 Fax (951) 766-8778 Tt July 2, 2014 Project No. 544-14139 14-06-252 LLQ Partners, LLC 801 South Rampart ' Las Vegas, Nevada 89145 Attn: Mr. John Legarza ' Subject: Geotechnical Investigation Project: Proposed Renovation and Addition ' The Chateau at Lake La Quinta 78-120 Caleo Bay La Quinta, California Sladden Engineering is pleased to present the results of our geotechnical investigation for the renovation and addition proposed for the existing Chateau at Lake La Quinta complex located at 78-120 Caleo Bay in the City of La Quinta, California. Our services were completed in accordance with our revised proposal for geotechnical engineering services dated June 5, 2014 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 into design and carried out through construction. fl�-AN� We appreciate the opportunity to provide service to you on this pi� any questions regarding this report, please contact the undersigned. 045389 ryr, Respectfully submitted, SLADDEN ENGINEERIN �'v' • tthew J. u' Matthew J. Cohrt • Cohrt • Principal Geologist tlN� No. 8567 Q OF CPQ-�ames�nor III Staff Geologist SER/jm Copies: 4/Addressee CIVIL Brett L. Anderson Principal Engineer Clmrlrinn Gnninnnrinn GEOTECHNICAL INVESTIGATION PROPOSED RENOVATION AND REMODEL THE CHATEAU AT LAKE LA[UINTA 78-12UCAL8OBAY L&QlDNTA,CALIFORNIA July 2, 2014 TABLE CFCONTENTS INTRODUCTION -----------'----'-----.-_.—''---'--_---�--.l PROJECT DESCRIPTION ----------------------..---------------.—..l SCOPEOFSERVICES ............................................................................................................................. 2 SITE CONDITIONS —'—_.-------''---.--''------_--._—.—'-----..2 GEOLOGICSE717NG............................................................................................................................ 3 SUBSURFACE CONDITIONS ................................................................................................................ - SEISMICITY AND FAULTING .............................................................................................................. 4 CBC DESIGN PARAMETERS ---------------.—.----------.-----.-----5 GEOLOGICHAZARDS ........................................................................................................................... 5 CONCLUSIONS............'...'............................................'......................'..............................''.........'~ ANDGRADING .......................................................................................................... 8 Stripping........................................................................................................................................... ~ Preparation of Building Areas ........................................................................................................ 8 Compaction --'------.---'-----_---_--_---'—_------'—''9 Shrinkageand Subsidence .............................................................................................................. 9 FOUNDATIONS: CONVENTIONAL SHALLOW SPREAD FOOTINGS ...................................... 10 _--'--'—''--'--_----''—.---_----_'_—'—_---1O SOLUBLESULFATES ............................................................................................................................. 11 UTILITY TRENCH BACKFILL ............................................................................................................. 1l EXTERIOR CONCRETE FLATWO}D{................................................................................................. 11 DRAINAGE........................................................... .................................................................................. 1l LIMITATIONS _''--.'--'--''--_.----_-----'---'''--''._'--_-'12 ADDMONAL SERVICES -------------------..|--.—.-----------.----.12 REFERENCES —''---.--''-----.---''—'''-----.-----'''.---'''---'13 FlGlJRES- Site Location Map Regional Geologic Map Borehole Location Photograph APPENDIX A- Field Exploration APPENDIX B - APPENDIX [- 2013 Seismic Design Map and Report Vs30Gradient Map PSH Deaggregation Output APPENDIX D- Seismic Settlement Analysis APPENDIX E- Static Settlement Analysis Hydro -Collapse Analysis Sladden Engineering • 4uly 2, 2014 -1- INTRODUCTION Project No. 544-1.4139 14-06-252 This report presents the results of the geotechnical investigation performed by Sladden Engineering (Sladden) for the renovation and remodel project proposed for the existing Chateau at Lake La Quinta facility located at 78-120 Caleo Bay within the City of La Quinta, California. The site is located at ' approximately 33.7034 degrees north latitude and 116.2935 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 foundation area preparation, foundation design and the design of retaining/basement walls. This study also includes a review of published and unpublished geotechnical and geological literature regarding seismicity at and near the subject sites. ' PROJECT DESCRIPTION Based on our discussions, it is our understanding that the proposed project will consist of renovating and ' remodeling the existing Chateau at Lake La Quinta hotel complex. We anticipate that the proposed project will also include underground utilities, concrete flatwork and various associated site improvements. For our analyses we expect that the proposed addition will consist of a lightweight two- story wood -frame structure supported on conventional shallow spread footings and concrete 'slabs -on - grade. Sladden anticipates that grading will be limited to minor cuts and fills in order to accomplish the desired pad elevation and to provide adequate gradients for site drainage. This does not include the removal and re -compaction of the primary foundation bearing soil within the building envelope. Upon completion of precise grading plans, Sladden should be retained in order to verify that the recommendations presented within in this report are properly incorporated into the design of the proposed project. Structural foundation loads were not available at the time of this report. Based on our experience with relatively lightweight wood -frame structures, we expect that isolated column loads will be less than 30 kips and continuous wall loads will be less than 3.0 kips per linear foot. If these assumed loads vary significantly from the actual loads, we should be consulted to verify the applicability of the recommendations provided. Sladden Enaineerina July 2, 2014 - 2 - Project No. 544-14139 14-06-252 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 was achieved by drilling one (1) exploratory borehole to a depth of approximately 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 one (1) exploratory borehole to a depth of approximately 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 the 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 at 78-120 Caleo Bay within the City of La Quinta, California. The site is currently occupied by the Chateau at Lake La Quinta hotel complex, paved parking and landscaped areas. The site is bounded by Lake La Quinta to the east and north, residential structures to the south and Caleo Bay to the east. Based on our review of the USGS La Quinta Quadrangle (2012), the site is situated at an approximate elevation of 54 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 June 19, 2014. Site drainage appears to be controlled via sheet flow and surface infiltration. Regional drainage is provided by the Whitewater River that is located approximately 1.5 kilometers north of the subject site. Sladdpn Fnninaarinn . July 2, 2014 - 3 - Project No. 544-14139 14-06-252 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 +3(Ymsl). Between about 300AD and 1600 AD (to 1700 ?) the Salton Trough has been inundated by the River's water, forming ancient Lake Cahuilla (max. elevation +58' msl). Since that time the floor of the Trough has been repeatedly flooded with other "fresh" water lakes (1849, 1861, and 1891), the most recent and historically long lived being the current Salton Sea (1905). The sole outlet for these waters is evaporation, leaving behind vast amounts of terrestrial sediment materials and evaporite minerals. The site has been mapped by Rogers (1965) to be immediately underlain by Quaternary -age sand (Qs). 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 one (1) exploratory borehole to a depth of 51 feet bgs in order to evaluate the subsurface soil conditions. The approximate location of the borehole is illustrated on the Borehole Location Photograph (Figure 3). The borehole was advanced using a truck mounted B-61 Mobile drill -rig equipped with 8 inch outside diameter (O.D.) hollow -stem augers. A representative of Sladden was on-site to log the materials encountered and retrieve samples for laboratory testing and engineering analysis. During our field investigation approximately two (2) feet of artificial fill/disturbed soil was encountered within our exploratory bore. Underlying the fill soil and extending to the maximum depths explored, native soil was encountered. The artificial fill and native soil consists primarily of sandy silt (ML), silty sand (SM) and sand (SP). Generally, the native earth materials appeared grayish brown to olive brown in in-situ color and slightly moist. The cohesive soil appeared to exhibit characteristics indicative of low plasticity soil and the granular materials appeared fine-grained. Detailed descriptions of the subsurface materials encountered are included in Appendix A of this report. ' Groundwater was not encountered at the maximum explored depth of 51.5 feet bgs during our field investigation. Based upon the depth to groundwater in the project vicinity (CVCWD, 1975), it is our opinion that groundwater should not be a factor in the design or construction of the proposed project. Sladden Enaineerina July 2, 2014 -4- SEISMICITY AND FAULTING Project No. 544-14139 14-06-252 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 projects. 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 project site 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), M7.1 Hector Mine (1999) and M7.2 Baja California (2010). Table 1 lists the closest known potentially active faults that was generated in part using the EQFAULT computer program (Blake, 2000), as modified using the fault parameters from The Revised 2002 California Probabilistic Seismic Hazard Maps (Cao et al, 2003). This table does not identify the probability of reactivation or the on-site effects from earthquakes occurring on any of the other faults in the region. TABLE 1 CLOSEST KNOWN ACTIVE FAULTS Fault Name Distance (Km) Maximum Event San Andreas - Coachella 9.8 **7.2 San Andreas - Southern 9.8 *7.2 Burnt Mountain 28.0 6.5 Eureka Peak 29.6 6.4 San Jacinto - Anza 33.3 7.2 San Jacinto - Coyote Creek 33.8 6.8 San Bernardino- San Bernardino 39.8 **7.5 Pinto Mountain 48.3 7.2 Emerson So — Copper Mountain 51.5 7.0 **8.2 for multiple segment rupture. Sladdpn Fnninpprinn July 2, 2014 t - 5 - Project No. 544-14139 14-06-252 2013 CBC SEISMIC DESIGN PARAMETERS Sladden has reviewed the 2013 California Building Code (CBC) and summarized the current seismic design parameters for the proposed structure. The seismic design category for a structure may be determined in accordance with Section 1613 of the 2013 CBC or ASCE7. According to the 2013 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2013 CBC Seismic Design Parameters are summarized below. The project Design Map Reports are included within Appendix C. Risk Category (Table 1.5-1): I/I= Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1):1.511g S1 (Figure 1613.3.1): 0.7048 Fa (Table 1613.3.3(1)):1.0 Fv (Table 1613.5.3(2)):1.5 Sms (Equation 16-37 (Fa X Ss)):1.511g Sm1(Equation 16-38 (Fv X Si)): 1.057g SDs (Equation 16-39 (2/3 X Sms)):1.007g SD1 (Equation 16-40 (2/3 X Smi)): 0.704g 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 sites are discussed below. I. Surface Rupture. Surface rupture is expected to occur along preexisting, known active fault traces. However, surface rupture could potentially splay or step from known active faults or rupture along unidentified traces. Based on our review of Rogers (1965) Jennings (1994) and CDOC (2014) known active faults are not mapped on or projecting towards the site. Signs of active surface faulting were not observed during our review of non -stereo digitized photographs of the site and site vicinity (Google, 2014; 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'. II. 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 (am.) 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, 2014a), the site could be subjected to ground motions on the order of 0.528 (USGS, 2014b). 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. Sladden Enaineerina II July 2, 2014 - 6 - Project No. 544-14139 14-06-252 III. Liquefaction/Dry Sand Settlement. Liquefaction is the process in which loose, saturated granular soil Ioses 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. - Based on our review of groundwater maps of the site vicinity (>50 feet bgs; CVCWD,1975), and our experience in the project vicinity, risks associated with liquefaction and liquefaction related hazards should be considered "negligible". We have performed seismic settlement calculations (dry sand) utilizing a magnitude of 6.85 (USGS, 2008) and peak ground acceleration of 0.40g (CGS, 2011). Historic high and anticipated high groundwater depths were determined to be greater than 50 feet bgs (CVCWD, 1975). The seismic settlement calculations are included within Appendix D. Calculations indicate potential total seismic settlements of approximately 0.38 inches. Based on the similarities between bores, risks associated with seismic settlement should be considered "negligible". IV. Settlement/Hydro-Collapse. Settlement resulting from the anticipated foundation loads should be tolerable provided that the recommendations included in this report are considered in foundation design and construction. The estimated ultimate settlement is calculated to be less than 1- inch when using the recommended bearing pressures (Appendix E). As a practical matter, differential settlement between footings can be assumed as one-half of the total settlement. Potential hydro -collapse related settlement was evaluated based upon the results of consolidation/hydro-collapse testing. Our analyses indicate that the potential for hydro -collapse or hydro -consolidation related settlement is "low". Table 2 below provides a summary of our settlement analyses for this project. Our analyses ' are presented within the attached appendices. Based upon our investigation and analyses, differential settlement of up 0.91 inches over a horizontal distance of 100 feet should be accommodated in design. iTABLE 2 SETTLEMENT SUMMARY POTENTIAL SETTLEMENT TOTAL (in.) DIFFERENTIAL (in.) Static 0.125 0.06 Hydro -Collapse 1.32 0.66 Dry Sand (BH -1) 0.38 0.19 Liquefaction N/A N/A Sladden Engineering July 2, 2014 - 7 - Project No. 544-14139 14-06-252 V. 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 is considered negligible. VI. Slope Failure, Landsliding, Rock Falls. No signs of slope instability in the form of landslides, rock falls, earth flows or slumps were observed at or near the subject site. Based on our field observations of the site vicinity, risks associated with slope instability should be considered "negligible". VII. Expansive Soil. Generally, the site soil consists of silt and sand (ML/SM). Based on the results of our laboratory testing (EI=2), the materials underlying the site is considered to be have a "very low" expansive potential and the risk of structural damage caused by volumetric changes in the subgrade soil is considered "negligible". VIII. Subsidence. The site situated within a "Active" subsidence zone (RCLIS, 2014). 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. Recent published literature indicates that the Upper Coachella Valley region between 1996 and 2005 has been subjected to groundwater withdrawal related subsidence (USGS, 2007). Although recent investigations have documented significant subsidence within the Coachella Valley (USGS, 2007), no fissures or other surficial evidence of subsidence were observed at the subject site. With the exception of isolated tension zones typically manifested on the ground surface as fissures and/or ground cracks, subsidence related to groundwater depletion is generally areal in nature. ' The Coachella Valley Water District has publically acknowledged regional subsidence jthroughout 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. An analysis of site specific effects resulting from long term regional subsidence is beyond the scope of our investigation. ' IX. 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)(Boggs, 2001). Because the site is situated on relatively flat ground and not adjacent to any hills, risks associated with debris flows should be considered remote. X. Flooding and Erosion. No signs of flooding or erosion were observed during our field investigation. However, risks associated with flooding and erosion should be evaluated and mitigated by the project design Civil Engineer. Sladden Enaineerina July 2, 2014 - 8 - Project No. 544-14139 14-06-252 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 presented in this report are incorporated into design and carried out through construction. The main geotechnical concern in the construction of the proposed project is the presence of loose and potentially compressible near surface soil. Because of the presence of artificial fill soil and the loose and potentially compressible condition of some of the near surface soil, remedial compaction work is recommended for the proposed new building and foundation areas. We recommend that remedial grading within the proposed new building areas include over -excavation and 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 B or 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 existing and foundation elements, vegetation, associated root systems, and debris. All areas scheduled to receive fill should be cleared of old fills and any irreducible matter. The strippings should be removed off site, or stockpiled for later use in landscape areas. Voids left by obstructions should be properly backfilled in accordance with the compaction recommendations of this report.. b. Preparation of the Building Areas. In order to achieve a firm and uniform bearing conditions, we recommend over -excavation and re -compaction throughout the proposed building area. All native low density near surface soil should be removed to a depth of at least 3 feet below existing grade or 3 feet below the bottom of the footings, whichever is deeper. Remedial grading should extend laterally, a minimum of five feet beyond the building perimeter. The soil exposed during the over -excavation should then be scarified, moisture conditioned to within two percent of optimum moisture content, and compacted to at least 90 percent relative compaction. Testing of the native soil within the excavation bottoms should be performed during grading to verify adequacy of the underlying native soil. Sladden Enaineerina July 2, 2014 t Project No. 544-14139 14-06-252 C. Compaction. Soil to be used as engineered fill should be free of organic material, debris, and other deleterious substances, and should not contain irreducible matter greater than 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 Soil Passing #200 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 ensure proper placement of the fill materials. Table 3 provides a summary of the excavation and compaction recommendations. Table 3 SUMMARY OF RECOMMENDATIONS *Remedial Grading Excavation and recompaction within the building envelope and extending laterally for 5 feet beyond the building limits and to a minimum of 3 feet below existing grade or 3 feet below the bottom of the footings, whichever is deeper. Native / Import Engineered Fill Place in thin lifts not exceeding 6 inches in the loose state, compact to a minimum of 90 percent relative compaction within 2 percent of the optimum moisture content. Pavement Areas and Concrete Flatwork Compact the top 12 inches to at least 95 percent compaction within.2 percent of optimum moisture content. *Actual depth may vary. and should be determined by a representative of Sladden Engineering in the field during construction. d. Shrinkage and Subsidence. Volumetric shrinkage of the material that is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage should between 15 to 20 percent. Subsidence of the surfaces that are scarified and compacted should vary from 1 to 2 tenths of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. Sladden En_Wheerincr July 2, 2014 t -10- Project No. 544-14139 14-06-252 FOUNDATIONS: CONVENTIONAL SHALLOW SPREAD FOOTINGS Load bearing walls may be supported on continuous spread footings and interior columns may be supported on isolated pad footings. All footings should be founded upon properly compacted engineered fill soil and should have minimum embedment depths of 12 inches for single story structures and 18 inches for two-story structures, respectively as measured from the lowest adjacent finished grade. Continuous and isolated footings should have a minimum width of 12 inches and 24 inches, respectively. Continuous and isolated footings placed on such materials may be designed using an allowable (net) bearing pressures of 1500 and 1800 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 2,500 psf. The maximum bearing pressure applies to combined dead and sustained live loads. The allowable bearing pressure may be increased by one-third when considering transient live loads, including seismic and wind forces. All footings should be reinforced in accordance with the project structural engineer's recommendations. Based on the allowable bearing pressures recommended above, total settlement of the shallow footings are anticipated to be less than one -inch, provided foundation preparations conform to the recommendations described in this report. Differential settlement is anticipated to be approximately half the total settlement for similarly loaded footings spaced up to approximately 40 feet apart. Lateral load resistance for the spread footings will be developed by passive soil pressure against the sides of the footings below grade and by friction acting at the base of the concrete footings bearing on compacted fill. An allowable passive pressure of 250 psf per foot of depth may be used for design purposes. An allowable coefficient of friction 0.40 may be used for dead and sustained live loads to compute the frictional resistance of the footing placed directly on compacted fill. Under seismic and wind loading conditions, the passive pressure 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. Excavated soil generated from footing and/or utility trenches should not be stockpiled within the building envelope or in areas of exterior concrete flatwork. SLABS -ON -GRADE In order to reduce the risk of cracking and settlement, the concrete slabs -on -grade must be placed on properly compacted fill as outlined in the previous sections. The slab subgrade 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 and compacted to a minimum of 90 percent relative compaction. Slab thickness and reinforcement should be determined by the structural engineer. We recommend a minimum floor slab thickness of 4.0 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. Sladden Engineerina July 2, 2014 - 11 - Project No. 544-14139 14-06-252 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. SOLUBLE SULFATES Soluble sulfate concentrations were determined to be low by our laboratory testing (150 ppm). Based upon our preliminary testing the use of Type V and/or sulfate resistant mix design should not be necessary. However, the soil should to be retested for soluble sulfate concentration after grading and compaction work is completed. 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. UTILITY TRENCH BACKFILL t 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 their loose state, 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. II Q1,24fJon X:"";nnnrin" July 2, 2014 -12- Project No. 544-14139 ' 14-06-252 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. ADDITIONAL SERVICES Once completed, final project plans and specifications should be reviewed by us prior to construction to confirm that the full intent of the recommendations presented herein have been applied to design and construction. Following review of plans and specifications, observation should be performed by the Soil Engineer during construction to document that foundation elements are founded on/or penetrate into the recommended soil, and that suitable backfill soil is placed upon competent materials and properly compacted at the recommended moisture content. Tests and observations should be performed during grading by the Soil Engineer or his representative in order to verify that the grading is being performed in accordance with the project specifications. Field density testing shall be performed in accordance with acceptable ASTM test methods. The minimum acceptable degree of compaction should be 90 percent for subgrade soils and 95 percent for Class H aggregate base as obtained by the ASTM D1557-91 test method. Where testing indicates insufficient density, additional compactive effort shall -be applied until retesting indicates satisfactory compaction. Sladden Enaineerina July 2, 2014 -13- Project No. 544-14139 ' 14-06-252 REFERENCES Blake, T., 2000, EQFAULT and EQSEARCH, Computerg Programs for Deterministic and Probabilistic Prediction of Peak Horizontal Acceleration from Digitized California Faults. California BuildingCode (CBC), 2013, California Building Standards Commission. g ' California Department of Conservation (CDOC), 2014, Regulatory Maps; available at-: www.quake.ca.gov/gmaps/wh/regulatory maps.htm ' California Geological Survey, 2011, Note 48. ' 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 Coachella, California (CVCWD), 1975, Depth to Water Table ' Contour Map. ' GoogleEarth.com, 2014, 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 t Riverside County Land Information Systems (RCLIS), 2014, available at http://www.tlma.co.riverside.ca.us/gis/gisdevelop.html. 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 ' United States Geological Survey (USGS), 2007, "Detection and Measurement of Land Subsidence Using Global Positioning System and Interferometric Synthetic Aperture Radar, Coachella Valley, California, 1996-2005", Scientific Investigations Report 2007-5251. 1 United States Geological Survey (USGS), 2008, Interactive Deaggregations; available at: https:Hgeohazards.usgs.gov/deaggint/2008/ United States Geological Survey (USGS), 2012, La Quinta 7.5 Minute Quadrangle Map, 1:24000. United State Geological Survey (USGS), 2014a, Custom Vs30 Mapping; available at: http://earthquake.usgs.gov/hazards/apps/vs30/custom.php United State Geological Survey (USGS), 2014b, U.S. Seismic Design Maps; available at: http://earthquake.usgs.gov/desigrLmaps/us/application.php Sladden Enaineerina tFIGURES SITE LOCATION MAP ' REGIONAL GEOLOGIC MAP BOREHOLE LOCATION PHOTOGRAPH F L 71 L i I ISladden Engineering APPENDIX A FIELD EXPLORATION Sladden Engineering 1 R> ............ k. SITE SITE LOCATION A Project Number: 544-14139 Re art Number: 14-06-252 Sladden Engineering Date: July 2, 2014 ]FIGURE 1 74 IV If" A elt" 7 Alp '4.. 1 __Pal'll "'les'ef J"e Vo ei vt' N" 4q oat 7't "Ll 0 EXPLANATION OF SITE UNITS ;Ff A_ coo V L 0 6 Rogers W�0`1) o 4 Sladden Enginee REGIONAL GEOLOGIC T\/lAP ect Number: ort Number: Date: 544-14139 14-06-252 July 2, 2014 FIGURE BOREHOLE LOCATION PHOTOGRAPH FIGURE Pr-> ect Nwiiber: 544-14139 n RE cr-- Number: 14-06-252 3 Sladden Engineering Late July 2, 2014 ' APPENDIX A FIELD EXPLORATION For our field investigation one (1) exploratory borings was excavated utilizing a truck mounted hollow ' stem auger rig (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 bores 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. 11 Sladden Engineering UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS TYPICAL NAMES GW WELL GRADED GRAVEL -SAND MIXTURES [� GRAVELS CLEAN GRAVELS WITH POORLY GRADED GRAVELS, GRAVEL -SAND w LITTLE OR NO FINES I= GP MIXTURES 0 SILTY GRAVELS, POORLY -GRADED GRAVEL - z MORE THAN HALF Q COARSE FRACTION IS GM SAND -SILT MIXTURES x LARGER THAN No.4 SIEVE GRAVELS WITH OVER CLAYEY GRAVELS, POORLY GRADED GRAVEL - U) F_ SIZE 12% FINES z GC SAND -CLAY MIXTURES w ,.., SW WELL GRADED SANDS, GRAVELLY SANDS c� SANDS CLEAN SANDS WITH d LITTLE OR NO FINES SP POORLY GRADED SANDS, GRAVELLY SANDS z x w MORE THAN HALF COARSE SILTY SANDS, POORLY GRADED SAND SILT FRACTION IS SMALLER SM MIXTURES THAN No.4 SIEVE SIZE SANDS WITH OVER 12% FINES SC CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES Q INORGANIC SILTS & VERY FINE SANDS, ROCK ML FLOUR, SILTY OR CLAYEY FINE SANDS, OR o z CLAYEY SILTS WITH SLIGHT PLASTICITY z SILTS AND CLAYS INORGANIC CLAYS OF LOW TO MEDIUM CL PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, LIQUID LIMIT LESS THAN 50 SILTY CLAYS, CLEAN CLAYS "a 0L ORGANIC CLAYS AND ORGANIC SILTY CLAYS z(� OF LOW PLASTICITY 4 8 INORGANIC SILTS, MICACEOUS OR r� MH DIATOMACIOUS FINE SANDY OR SILTY SOILS, 2 ELASTIC SILTS CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT w SILTS AND CLAYS: LIQUID LIMIT GREATER THAN 50 CLAYS F OH ORGANIC CLAYS OF MEDIUM TO HIGH O �E PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS - Pt PEAT AND OTHER HIGHLY ORGANIC SOILS EXPLANATION OF BORE LOG SYMBOLS ®California Split -spoon Sample ®Unrecovered Sample mStandard Penetration Test Sample Note: The stratification lines on the borelogs represent the approximate Groundwater depth boundaries between the soil types; the transitions may be gradational. A-1 BORE LOG SLADDEN ENGINEERING Drill Rig: MobilB-61 Date Drilled: 6/19/2014 Elevation: 55 Ft (MSL) Boring No: BH -1 x C0:4' (U UDescription a. U) z :j W cA 0 w :3 go X W _80 0-* Silty Sand (SM); light yellowish brown, slightly moist, fine-grained 2 1 2 4 - 8/19/21 34.8 5.0 115.4 6 Silty Sand (SM); light olive brown, slightly moist, medium dense, fine-grained, micaceous; (Qs). 8 5/6/8 93.3 7.6 10 12- Sandy Silt (ML); pale grayish brown, slightly moist, stiff, low plasticity (Qs). -14- 10/13/14 11.8 1.1 105.5 16 Sand (SP); pale grayish brown, slightly moist, medium dense, fine- grained, micaceous (Qs). 18 5/7/7 11.0 1.6 20 - 22 Sand (SP); pale grayish brown, slightly moist, medium dense, fine - grained, micaceous (Qs). 24 - 11/11/12 41.9 4.6 103.0 26 Silty Sand (SM); grayish brown, slightly moist, medium dense, fine- grained (Qs) 28 5/10/11 65.1 7.2 3 32- Sandy Silt (ML); grayish brown, slightly moist, very stiff, low plasticity (Qs). 34- 10/12/17 8.9 1.3 106.0 36-:::::::::::: Sand (SP); light olive brown, slightly moist, medium dense, fine- grained (Qs). 38 9/11/12 11.5 2.3 40 . 42 ..... Sand (SP); light olive brown, slightly moist, medium dense, fine - grained (Qs). 44- 9/10/14 9.4 2.3 104.346 - Sand (SP); light olive brown, slightly moist, medium dense, fine- grained (Qs). 48 - 9/15/17 9/15/17 1 1 126.01 7.4 1 01 Silty Sand (SM); light olive brown, slightly moist, dense, fine - wined Qs). Completion Notes: THE CHATEAU AT LAKE LA QUINTA Terminated at - 51.5 Feet bgs. 78-120 CALEO BAY, LA QUINTA, CALIFORNIA Project No: 544-14139 Page 1 No Bedrock Encountered. lReport No: 14-06-252 No Groundwater Encountered. APPENDIX B LABORATORY TESTING Sladden Engineering APPENDIX B LABORATORY TESTING ' Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to determine the compaction of the existing ' natural soil and the general engineering classifications of the 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. The results of this testing are presented graphically in this appendix. The maximum densities are compared to the field densities of the soil in order to determine the existing relative compaction to the soil. Classification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses. This provides information for developing classifications for the soil in accordance with the Unified Soil Classification System which is presented in the preceding appendix. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing is very useful in detecting variations in the soil and in selecting samples for further testing. SOIL MECHANIC'S TESTING Expansion Testing: 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 EnciinPPrinn Consolidation/ Hydrocollapse: Five (5) relatively undisturbed samples were selected for consolidation / hydrocollapse 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. 4Warit4an Fnivinunrinn Sladden Engineering 450 Egan Avenue, Beaumont CA 92223 (951) 845-7743 Fax (951) 845-8863 Maximum Density/Optimum Moisture ASTM D698/D1557 Project Number: 544-14139 June 27, 2014 Project Name: 78-120 Caleo Bay Lab ID Number: LN6-142969 ASTM D-1 557 A Sample Location: BH -1 Bulk 1 @ 0-5' Rammer Type: Machine Description: Brown Silty Sand (SM) Maximum Density: 116 pcf Optimum Moisture: 12.5% 145 140 135 130 AR 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 20 25 Moisture Content, % Buena Park • Palm Desert • Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Expansion Index ASTM D 4829 Job Number: 544-14139 Job Name: 78-120 Caleo Bay Lab ID Number: LN6-142969 Sample ID: BH -l. Bulk 1 @ 0-5' Soil Description: Brown Silty Sand (SM) Wt of Soil + Ring: 565.8 Weight of Ring: 195.1 Wt of Wet Soil: 370.7 Percent Moisture: 10.5% Sample Height, in 0.95 Wet Density, pcf: 118.3 Dry Denstiy, pcf: 107.0 Saturation: 1 49.3 Expansion Rack # 4 Date/Time 6/25/2014 1 2:10 PM Initial Reading 0.0000 Final Reading 0.0024 Expansion Index (Final - Initial) x 1000 P Buena Park - Palm Desert • Hemet June 27, 2014 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: 544-14139 Job Name 78-120 Caleo Bay Lab ID No. LN6-142969 Sample ID BH -1 Bulk 1@ 0-5' Classification Brown Silty Sand (SM) Sample Type Remolded @ 90% of Maximum Density June 27, 2014 Initial Dry Density: 104.2 pcf Initial Mosture Content: 12.5 % Peak Friction Angle (0): 32° Cohesion (c): 0 psf Test Results 1 2. 3 4 Average Moisture Content, % 20.9 20.9 20.9 20.9 20.9 Saturation, % 91.5 91.5 91.5 91.5 91.5 Normal Stress, kps 0.739 1.479 1 2.958 1 5.916 Peak Stress, kps 0.538 0.903 1 1.785 1 3.764 • Peak Stress Linear (Peak Stress) 6.0 5.0 c 4.0 x y w 3.0 L R 2.0 U) 1.0 0.0 0 1 2 3 4 5 6 Normal Stress, kps Buena Park • Palm Desert • Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM C117&C136 Project Number: 544-14139 Project Name: 78-120 Caleo Bay Lab ID Number: LN6-142969 Sample ID: BH -1 Bulk 1@ 0-5' Soil Classification: SM 100.0 90.0 80.0 70.0 oA 60.0 c 50.0 a 0 40.0 30.0 20.0 10.0 0.0 100.000 Sieve Sieve Percent Size, in Size, nun Passing 2" 50.8 100.0 1 1/2" 38.1 100.0 1 " 25.4 99.7 3/4" 19.1 99.6 1/211 .12.7 99.6 3/8" 9.53 99.6 #4 4.75 99.5 #8 2.36 99.3 #16 1.18 98.9 #30 0.60 97.0 #50 0.30 90.5 #100 0.15 69.5 #200 0.075 41.5 June 27, 2014 10.000 1.000 0.100 Sieve Size, mm Buena Park • Palm Desert • Hemet 0.010 0.001 . Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM C117 & C136 Project Number: 544-14139 Project Name: 78-120 Caleo Bay Lab ID Number: LN6-142969 June 27, 2014 Sample ID: BH -1 R-3 @ 15' Soil Classification: SP -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 99.7 #8 2.36 99.6 416 1.18 98.2 #30 0.60 94.0 #50 0.30 81.2 #100 0.15 40.7 #200 0.074 11.8 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: 544-14139 Project Name: 78-120 Caleo Bay Lab ID Number: LN6-142969 Sample ID: BH -1 R-7 @ 35' June 27, 2014 Soil Classification: SP -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 1.18 100.0 #30 0.60 99.6 #50 0.30 82.7 #100 0.15 31.7 #200 0.074 8.9 Buena Park - Palm Desert - Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Project Number: Project Name: Lab ID Number: Sample ID: Gradation ASTM C1 17 & C1 36 544-14139 78-120 Caleo Bay LN6-142969 BH -1 S-10@50' 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 99.4 #30 0.60 96.0 #50 0.30 83.3 #100 0.15 46.3 #200 0.074 26.0 June 27, 2014 Buena Park • Palm Desert • Hemet Sladden Engineering ' 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 ' One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544-14139 Job Name: 78-120 Caleo Bay Lab ID Number: LN6-142969 Initial, Dry Density, pcf: Sample ID: BH -1 R-1 @ 5' Initial Moisture, %: Soil Description: Brown Silty Sand (SM) Initial Void Ratio: ' Specific Gravity: ' % Change in Height vs Normal Presssure Dia g g ram g ' --e—Before Saturation —6 After Saturation 9 Rebound —f—Hydro Consolidation ' 0.1 1.0 10.0 Normal Load (ksf) ' Buena Park • Palm Desert • Hemet June 27, 2014 112.9 5.0 0.476 2.67 100.0 I 0 -1 -2 -3 w s an x -4 o r U -6 ' -7 ' -8 ' -9 -10 ' 0.1 1.0 10.0 Normal Load (ksf) ' Buena Park • Palm Desert • Hemet June 27, 2014 112.9 5.0 0.476 2.67 100.0 Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Collapse Potential ASTM D5333 ' Job Number: 544-14139 July 2, 2014 a -2 0 -6 1.0 Normal Load (ksf) 10.0 Buena Park • Palm Desert • Hemet 105.5 1.1 0.581 2.67 100.0 Job Name: 78-1.20 Calco Bay I Lab ID Number: LN6-14296 Initial Dry Density, pcf: Sample ID: BH -1 R-3 @ 15' Initial Moisture, %: Soil Description: Gray Brown Sand w/Silt (SP -SM) Initial Void Ratio: Specific Gravity: Hydrocollapse: 0.3% @ 4.000 ksf ' % ram Change in Height vs Normal Presssure Dia g g g ' —0 Before Saturation --A After Saturation —9 Rebound —W -Hydro Consolidation ' 1 a -2 0 -6 1.0 Normal Load (ksf) 10.0 Buena Park • Palm Desert • Hemet 105.5 1.1 0.581 2.67 100.0 Sladden Engineering ' 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 ' Collapse Potential ASTM D5333 ' Job Number: 544-14139 Job Name: 78-120 Calco Bay July 2, 2014 ' Lab ID Number: LN6-14296 Initial Dry Density, pcf: Sample ID: BH -1 R-5 @ 25' Initial Moisture, %: Soil Description: Gray Brown Silty Sand (SM) Initial Void Ratio: ' Specific Gravity: Hydrocollapse: 0.2% @ 4.000 ksf % Change in Height vs Normal Presssure Diagram g g g ' --0 Before Saturation -6 After Saturation 9 Rebound --W—Hydro Consolidation 111.4 4.6 0.497 2.67 ' 0.1 1.0 10.0 100.0 Normal Load (ksf) ' Buena Park • Palm Desert • Hemet 1 0 -1 -2 ' -3 w r au e -4 R -5 U 0 -6 -7 ' -9 -10 111.4 4.6 0.497 2.67 ' 0.1 1.0 10.0 100.0 Normal Load (ksf) ' Buena Park • Palm Desert • Hemet Sladden Engineering ' 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 ' Collapse Potential ASTM D5333 ' Job Number: 544-14139 Job Name: 78-120 Calco Bay July 2, 2014 ' Lab ID Number: LN6-14296 Initial Dry Density, pcf: Sample ID: BH -1 R-7 @ 35' Initial Moisture, %: Soil Description: Gray Brown Sand w/Silt (SP -SM) Initial Void Ratio: tSpecific Gravity: Hydrocollapse: 0.2% @ 4.000 ksf ' % Change in Height vs Normal Presssure Diagram ' —0 Before Saturation —After Saturation 9 Rebound —Hydro Consolidation 1 -2 -3 0 -6 1.0 Normal Load (ksf) 10.0 Buena Park • Palm Desert • Hemet 102.8 1.3 0.622 2.67 100.0 1 ' 0 -2 -3 0 -6 1.0 Normal Load (ksf) 10.0 Buena Park • Palm Desert • Hemet 102.8 1.3 0.622 2.67 100.0 Sladden Engineering i450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 ' Collapse Potential ASTM D5333 Job Number: 544-14139 Job Name: 78-120 Calco Bay July 2, 2014 ' Lab ID Number: LN6-14296 Initial Dry Density, pcf: Sample ID: BH -1 R-9 @ 45' Initial Moisture, %: Soil Description: Gray Brown Sand w/Silt (SP -SM) Initial Void Ratio: ' Specific Gravity: Hydrocollapse: 0.4% @ 4.000 ksf o /o Change in Height vs Normal Presssure Diagram ' — 0 Before Saturation - 6 After Saturation —) Rebound —0 Hydro Consolidation -2 -3 0 -6 1.0 Normal Load (ksf) 10.0 Buena Park - Palm Desert • Hemet 101.7 2.3 0.639 2.67 100.0 1 ' 0 -2 -3 0 -6 1.0 Normal Load (ksf) 10.0 Buena Park - Palm Desert • Hemet 101.7 2.3 0.639 2.67 100.0 Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 45090 Golf Center Pkwy, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Date: June 27, 2014 Account No.: 544-14139 Customer: LLQ Partners, LLC Location: 78-120 Caleo Bay, La Quinta Analytical Report Corrosion Series pH Soluble Sulfates per CA 643 per CA 417 ppm BH -1 @ 0-5' 8.5 150 Soluble Chloride Min. Resistivity per CA 422 per CA 643 ppm ohm -cm 80 2800 C Rpt 544-14139 062714 APPENDIX C 2013 SEISMIC DESIGN MAP AND REPORT VS30 GRADIENT MAP PSH DEAGGREGATION OUPUT Sladden Engineering Design Maps Summary Report USGS Design Maps Summary Report User -Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.70340N, 116.29349DW Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Page 1 of 2 USGS-Provided Output SS = 1.511 g S,.s = 1.511 g SDs = 1.007 g S, = 0.704 g 5,., = 1.057 g SD, = 0.704 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.76 1.60 1.44 1.28 1.12 In MCER Response Spectrum 0.80- 0.64- 0.48-- 0.32-- 0.16-- 0.00- 0.00 .800.64 0.480.320.160.000.00 0.20 0.40 0.60 D.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum 1.1D 0.99 . 0.88 0.77-- M D.66 tm 0.55- 0.44- 0.33 .550.440.33 0.22 0.11 O.OD 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) For PGAr, T,, C,s, and CR, values, please view the detailed report. httD://eho3-earthquake.wr.usgs.ec)v/de-,ignmanc/llc/crlmmary nhn?te.mnlatP=minimalRrnmr% 1�011/?fl141 Design Maps Detailed Report &USGS Design Maps Detailed Report ASCE 7-10 Standard (33.70340N, 116.29349°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 Ell From Figure 22-2 `2J Ss = 1.511 g S, = 0.704 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Page 1 of 6 Table 20.3-1 Site Classification Site Class v5 N or 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 w2: 40%, and • Undrained shear strength s. < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m2 http://ehp3-earthquake.wr.uses.eov/desienmans/us/renorr.nhn?tPmniara=m;n;mn]R7mmr%•lof; 4/110 A 1 n Design Maps Detailed Report Page 2 of 6 Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F, Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period SS :5 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS >: 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and SS = 1.511 g, F. = 1.000 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period For Site Class = D and S, = 0.704 g, F„ = 1.500 AtM //ahn2_Parthrntalrvurrnerve 4/72/7(11A S, -5 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >: 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0• 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.704 g, F„ = 1.500 AtM //ahn2_Parthrntalrvurrnerve 4/72/7(11A Design Maps Detailed Report Equation (11.4-1): Equation (11.4-2): S,,s = FaSS = 1.000 x 1.511 = 1.511 g Sr„ = F,S, = 1.500 x 0.704 = 1.057 g Section 11.4.4 — Design Spectral, Acceleration Parameters Equation (11.4-3): SOS = % SMs — 3 x 1.511 = 1.007 g Equation (11.4-4): SM = 3 SM, = 3 x 1.057 = 0.704 g Section 11.4.5 — Design Response Spectrum From Figure 22-12E" T, = 8 seconds Figure 11.4-1: Design Response Spectrum T'<To.:S,- Sb. (OA;0.6T/Ta) ToST5Te:S.=.Sm m 1 1 TS<T.STi:S.=S,31/T rn c ; T>T,:S,=STL/T2 , 1 6 1 I d Ste='0.704 ------ =----=-i------ V V (v 1 I C1 I 0 I I CL ' H I ly 1 1 I ` 1 J.1 1 1 1 a I 1 1 I I I I I 1 I 1 1 I 1 ! 1 I 1 1 i To = 0.140 T5 = 0.699 1.000 Period, 7 (sec) Page 3 of 6 hm, //Phr,�_Parrhrn,akP wr iicoc ur,v/c1P.qicnmanshis/renort.nhn?template=minimal&amp:lati... 6/23/2014 Design Maps Detailed Report Page 4 of 6 Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. s,5 = 1.511 o+ V) V) C 0 1.057 d V V Q AL1 ; a y To = 0.140 T5 = 0.700 1.000. Period, T (sec) httr, //Phn�-ParrhrniakP wr.iicuc.onv/cie¢if.ynmans/us/renort.nhn?template=minimal&amD:lati... 6/23/2014 Design Maps Detailed Report Page 5 of 6 Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 14 ' PGA = 0.606 Equation (11.8-1): PGA,, = FPGAPGA = 1.000 x 0.606 = 0.606 g For Site Class = D and PGA = 0.606 g, FPC,, = 1.000 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 E5' From Figure 22-18 [6' Cas = 1.038 CR, = 1.001 httn://ehn3-carthouake.wr.uses. gov/desienmar)s/us/reDort.Dhi)?template=minimal&lati... 6/23/2014 Table 11.8-1: Site Coefficient Fc, Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA 5 PGA = PGA = PGA = PGA > 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.606 g, FPC,, = 1.000 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 E5' From Figure 22-18 [6' Cas = 1.038 CR, = 1.001 httn://ehn3-carthouake.wr.uses. gov/desienmar)s/us/reDort.Dhi)?template=minimal&lati... 6/23/2014 1 1 Design Maps Detailed Report Page 6 of 6 Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Cateqory Based on Short Period Response Acceleration Parameter VALUE OF SDs RISK CATEGORY I or II III IV SDs < 0.167g A A A 0.167g 5 SDs < 0.339 B B C 0.338 5 SDs < 0.50g C C D 0.509 5 SDs D D D For Risk Category = I and Sus = 1.007 g, Seismic Design Category = D Table 11.6-2 Seismic Desian Cateaory Based on 1-S Period Response Acceleration Parameter VALUE OF SDI RISK CATEGORY I or II III IV SDI < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.1339 5 SDI < 0.20g C C D 0.20g 5 SDI D D D For Risk Category = I and SPI = 0.704 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category =– "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References ' 1. Figure 22-1 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.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22- 12. pdf 4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_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 ASCE-7_Figure_22- 18.pdf 1 httn•//`l,n'3-e.arthnimke wr.iicna.onv/clesignmans/us/report.nhn?temnlate=minimal&ami);lati... 6/23/2014 VS30 (m,'Sec) SL2, rj- 7 S 0 2 3 E, Ci -490 3 C, C�- 3 5 n. smom -116.320831 33.729168 363 -116.312500 33.729168 329 -116.304169 33.729168 335 -116.295830 33.729168 310 -116.287498 33.729168 282 -116.279167 33.729168 292 -116.270836 33..729168 296 -116.262497 33.729168 267 -116.320831 33.720833 382 -116.312500 33.720833 268 -116.304169 33.720833 257 -116.295830 33.720833 241 -116.287498 33.720833 266 -116.279167 33.720833 285 -116.270836 33.720833 286 -116.262497 33.720833 292 -116.320831 33.712502 717 -116.312500 33.712502 617 -116.304169 33.712502 379 -116.295830 33.712502 289 -116.287498 33.712502 304 -116.279167 33.712502 242 -116.270836 33.712502 243 -116.262497 33.712502 263 -116.320831 33.704166 760 -116.312500 33.704166 627 -116.304169 33.704166 661 -116.295830 33.704166 406 -116.287498 33.704166 327 -116.279167 33.704166 227 -116.270836 33.704166 238 -116.262497 33.704166 212 -116.320831 33.695835 614 -116.312500 33.695835 665 -116.304169 33.695835 4.56 -116.295830 33.695835 319 -116.287498 33.695835 236 -116.279167 33.695835 231 -116.270836 33.695835 243 -116.262497 33.695835 263 -116.320831 33.687500 565 -116.312500 33.687500 486 -116.304169 33.687500 252 -116.295830 33.687500 242 -116.287498 33.687500 243 -116.279167 33.687500 228 -116.270836 33.687500 246 -116.262497 33.687500 221 -116.320831 33.679165 498 -116.312500 33.679165 435 -116.304169 33.679165 238 -116.295830 33.679165 197 1 9 I. ca PSH Deaggregation on NEHRP D soil Lake La—Quinta 116.2930 W, 33.703 N. Peak IForiz. Ground Accel.>=0.5243 g Ann. Excecdance Rate .207E-02. Mean Return Time 475 years Mean (R,M,F-0) 11.6 km, 6.84, 0.90 Modal (R,M,FO) = 9.6 km, 6.85, 0.98 (from peak R,M bin) Modal (R,M,F-*) = 9.7 km, 6.85, 1 to 2 sigma (from peak R,M,E bin) Binning: DeltaR 10. km, deltaM=0.2, DeltaE=1.0 Prob. SA, PGA <median(R,M) }median < -2 0 < C, < 0. -2 < Fo < -1 x0.5<F-0<1 -I <E0<-0.5 1 <F-0<2 -0.5 < o < 0 2 < e() < 3 200910 UPDATE c go l�p wig 2014 J 27 16:43:0� Distance (R), magnitude (M), epsilon (EO,E) deaggregation for a site on soil with average vs= 300. m/s top 30 m. USGS CGHT PSHA2008 UPDATE Bins with It 0.05% contrib. omitted im 1 un - 1-1- -0-3 _j -116.287498 33.679165 262 -116.279167 33.679165 244 -116.270836 33.679165 241 -116.262497 33.679165 259 -116.320831 33.670834 566 -116.312500 33.670834 483 -116.304169 33.670834 267 -116.295830 33.670834 284 -116.287498 33.670834 414 -116.279167 33.670834 361 -116.270836 33.670834 206 -116.262497 33.670834 244 2 1 *** 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: Lake_La_Quinta long: 116.293 W., lat: 33.703 N. ' Vs30(m/s)= 300.0 (some WUS atten. models use Site Class not Vs30) . NSHMP 2007-08 See USGS OFR 2008-112'8. dM=0.2 below Return period: 475 yrs. Exceedance PGA =0.5243 g. Weight Computed_ Rate_ Ex 0.207E-02 #Pr[at least one eq with median motion>=PGA in 50 yrs]=0.00545 ' #This deaggregation corresponds to Mean Hazard w/all GMPEs DIST(KM) MAG(MW) ALL -EPS EPSILON>2 1<EPS<2 0<EPS<l-1<EPS<0 -2 <EPS< -1 EPS< -2 6.0 5.05 1.655 0.472 0.947 0.236 0.000 ' 0.000 0.000 13.2 5.05 0.174 0.174 0.000 0.000 0.000 0.000 0.000 6.1 5.20 3.234 0.828 1.881 0.525 0.000 0.000 0.000 13.3 5.20 0.446 0.443 0.003 0.000 0.000 0.000 0.000 6.3 5.40 3.044 0.682 1.681 0.680 0.000 0.000 0.000 13.5 5.40 0.590 0.551 0.039 0.000 0.000 ' 0.000 0.000 6.5 5.60 2.700 0.493 1.410 0.797 0.000 0.000 0.000 ' 13.7 5.60 0.701 0.607 0.093 0.000 0.000 0.000 0.000 6.6 5.80 2.283 0.348 1.147 0.758 0.031 0.000 0.000 13.9 5.80 0.750 0.560 0.190 0.000 0.000 0.000 0.000 23..0 5.81 0.082 0.082 0.000 0.000 0.000 ' 0.000 0.000 6.9 6.01 2.424 0.331 1.332 0.734 0.027 0.000 0.000 14.2 6.01 0.891 0.555 0.336 0.000 0.000 ' 0.000 0.000 23.4 6.00 0.128 0.128 0.000 0.000 0.000 0.000 7.3 0.000 6.20 2.883 0.353 1.658 0.851 0.022 0.000 0.000 14.5 6.20 1.090 0.564 0.526 0.000 0.000 ' 0.000 0.000 24.4 6.21 0.184 0.181 0.003 0.000 0.000 0.000 0.000 7.5 6.40 2.817 0.282 1.484 1.013 0.038 ' 0.000 0.000 15.1 6.39 1.125 0.507 0.600 0.019 0.000 ' 1 0.000 0.000 26.0 6.42 0.289 0.277 0.012 0.000 0.000 0.000 0.000 34.0 6.41 0.058 0.058 0.000 0.000 0.000 0.000 0.000 8.8 6.65 3.382 0.608 2.184 0.547 0.044 0.000 0.000 15.7 6.60 0.401 0.213 0.185 A.003 0.000 0.000 0.000 25.1 6.58 0.229 0.209 0.020 0.000 0.000 0.000 0.000 9.6 6.85 13.763 2.403 9.465 1.858 0.038 0.000 0.000 14.6 6.80 0.592 0.224 0.354 0.013 0.000 0.000 0.000 24.6 6.79 0.233 0.191 0.042 0.000 0.000 0.000 0.000 34.3 6.80 0.097 0.094 0.004 0.000 0.000 0.000 0.000 9.7 7.00 9.497 1.433 6.127 1.921 0.016 0.000 0.000 12.0 7.02 1.727 0.370 1.116 0.242 0.000 0.000 0.000 25.5 6.99 0.132 0.092 0.039 0.000 0.000 0.000 0.000 34.2 6.99 0.198 0.167 0.031 0.000 0.000 0.000 0.000 55.8 7.01 0.104 0.104 0.000 0.000 0.000 0.000 0.000 9.8 7.16 8.550 1.117' 4.888 2.545 0.000 0.000 0.000 10.9 7.24 2.954 0.448 1.802 0.704 0.000 0.000 0.000 24.1 7.21 0.151 0.080 0.071 0.000 0.000 0.000 0.000 33.8 7.21 0.678 0.464 0.214 0.000 0.000 0.000 0.000 47.4 7.18 0.070 0.067 0.004 0.000 0.000 0.000 0.000 55.8 7.22 0.127 0.127 0.000 0.000 0.000 0.000 0.000 9.8 7.42 5.247 0.601 2.708 1.894 0.044 0.000 0.000 11.4 7.43 2.711 0.386 1.530 0.795 0.000 0.000 0.000 24.0 7.40 0.084 0.037 0.047 0.001 0.000 0.000 0.000 32.1 7.39 1.192 0.660 0.531 0.000 0.000 0.000 0.000 47.2 7.36 0.057 0.049 0.008 0.000 0.000 0.000 0.000 55.0 7.38 0.104 0.098 0.006 0.000 0.000 2 0.000 0.000 9.8 7.64 4.062 0.439 1.894 1.640 0.089 0.000 0.000 11.6 7.59 1.307 0.172 0.701 0.432 0.001 0.000 0.000 24.2 7.57 0.052 0.018 0.032 0.002 0.000 0.000 0.000 31.4 7.58 2.630 1.190 1.440 0.000 0.000 0.000 0.000 55.9 7.58 0.148 0.123 0.025 0.000 0.000 0.000 0.000 9.8 7.80 2.406 0.233 1.038 1.052 0.083 0.000 0.000 10.6 7.77 1.913 0.198 0.891 0.799 0.025 0.000 0.000 31.3 7.79 1.229 0.480 0.736 0.014 0.000 0.000 0.000 9.8 7.98 3.652 0.329 1.482 1.661 0.179 0.000 0.000 10.8 7.96 0.956 0.097 0.449 0.396 0.014 0.000 0.000 31.7 7.98 0.118 0.041 0.072 0.005 0.000 0.000 0.000 56.3 7.98 0.080 0.058 0.023 0.000 0.000 0.000 0.000 1 9.8 8.19 0.782 0.065 0.294 0.372 0.050 0.000 0.000, 10.4 8.16 0.268 0.025 0.104 0.126 0.013 0.000 0.000 Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: Contribution from this GMPE(%): 100.0 Mean src-site R= 11.6 km; M= 6.84; eps0= 0.90. Mean calculated for all sources. Modal src-site R= 9.6 km; M= 6.85; eps0= 0.98 from peak (R,M) bin MODE R*= 9.7km; M*= 6.85; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 9.465 Principal sources (faults, subduction, random seismicity having > 3% contribution) Source Category: % contr. R(km) M epsilon0 (mean values). California A-faults 64.69 12.4 7.28 0.83 CA Compr. crustal gridded 29.67 8.8 5.84 0.98 San Gorgonio Zone gridded 4.45 14.3 7.08 1.09 Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID % contr. Rcd(km) M epsilon0 Site-to-src azimuth(d-) S. S.Andr.;CO aPriori 6.72 9.8 6.97 0.88 3 44.4 site: Lake_La_Quinta long: 116.293 W., lat: S. S.Andr.;SSB+BG aPriori 2.88 10.4 7.31 0.74 24.8 300.0 (some WUS atten. models use S. S.Andr.;BG+CO aPriori 2.57 9.8 7.36 0.62 44.7 NSHMP 2007-08 S. San Andreas;CO MoBal 23.52 9.8 6.94 0.91 44.4 Return period: 475 yrs. Exceedance PGA =0.5243 S. San Andreas Unsegmented A-flt 3.86 11.1 7.70 0.55 37.2 #Pr[at least #*********End of deaggregation corresponding to Mean Hazard wall GMPEs *********# Boore-Atkinson 2008 DIST(KM) MAG(MW) PSHA Deaggregation. %contributions. site: Lake_La_Quinta long: 116.293 W., lat: 33.703 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 =0.5243 g. Weight Computed_ Rate 0.902E-03 #Pr[at least -Ex one eq with median motion>=PGA in 50 yrs]=0.00369 #This deaggregation corresponds to Boore-Atkinson 2008 DIST(KM) MAG(MW) ALL EPSILON>2 1<EPS<2 0<EPS<1 -1<EPS<0 -2 <EPS< -1 EPS< -2 -EPS 5.2 5.05 0.562 0.243 0.319 0.000 0.000 0.000 0.000 5.3 5.20 1.071 0..412 0.660 0.000 0.000 0.000 0.000 5.4 5.40 0.976 0.338 0.638 0.000 0.000 0.000 0.000 13.1 5.41 0.039 0.039 0.000 0.000 0.000 0.000 0.000 5.6 5.60 0.862 0.277 0.561 0.023 0.000 0.000 0.000 13.7 5.61 0.078 0.078 0.000 0.000 0.000 0.000 0.000 5.8 5.80 0.743 0.224 0.481 0.038 0.000 0.000 0.000 14.0 5.80 0.120 0.120 0.000 0.000 0.000 0.000 0.000 6.3 6.01 0.731 0.263 0.439 0.030 0.000 0.000 0.000 14.5 6.01 0.185 0.185 0.000 0.000 0.000 0.000 0.000 23.8 6.01 0.044 0.044 0.000 0.000 0.000 0.000 0.000 6.8 6.20 0.795 0.319 0.455 0.021 0.000 0.000 0.000 15.0 6.20 0.268 0.256 0.012 0.000 0.000, 0.000 0.000 25.0 6.22 0.081 0.081 0.000 0.000 0.000 0.000 0.000 7.1 6.40 0.757 0.273 0.458 0.027 0.000 n 0.000 0.000 15.6 6.39 0.311 0.288 0.023 0.000 0.000 0.000 0.000 26.6 6.42 0.170 0.168 0.002 0.000 0.000 0.000 0.000 34.3 6.41 0.042 0.042 0.000 0.000 0.000 0.000 0.000 9.1 6.66 1.395 0.340 0.952 0.104 0.000 0.000 0.000 16.1 6.61 0.187 0.155 0.031 0.000 0.000 0.000 0.000 25.6 6.58 0.176 0.170 0.006 0.000 0..000 0.000 0.000 34.3 6.62 0.045 0.045 0.000 0.000 0.000 0.000 0.000 9.7 6.85 6.425 1.064 4.646 0.715 0.000 0.000 0.000 14.8 6.80 0.288 0.188 0.095 0.005 0.000 0.000 0.000 25.1 6.79 0.172 0.154 0.018 0.000 0.000 0.000 0.000 34.3 6.80 0.092 0.089 0.004 0.000 0.000 0.000 0.000 45.5 6.81 0.029 0.029 0.000 0.000 0.000 0.000 0.000 55.6 6.78 0.027 0.027 0.000 0.000 0.000 0.000 0.000 9.7 7.00 4.344 0.627 2.943 0.773 0.000 0.000 0.000 12.0 7.02 0.839 0.244 0.493 0.102 0.000 0.000 0.000 25.8 6.99 0.094 0.077 0.017 0.000 0.000 0.000 0.000 34.2 6.98 0.186 0.155 0.031 0.000 0.000 0.000 0.000 46.7 7.01 0.044 0.044 0.000 0.000 0.000 0.000 0.000 55.8 7.01 0.104 0.104 0.000 0.000 0.000 0.000 0.000 9.8 7.16 3.773 0.480 2.301 0.993 0.000 0.000 0.000 10.9 7.24 1.384 0.235 0.851 0.298 0.000 0.000 0.000 24.3 7.21 0.096 0.069 0.027 0.000 0.000 0.000 0.000 33.8 7.21 0.599 0.390 0.209 0.000 0.000 0.000 0.000 47.4 7.18 0.068 0.064 0.004 0.000 0.000 0.000 0.000 55.8 7.22 0.127 0.127 0.000 0.000 0.000 0.000 0.000 9.8 7.42 2.388 0.270 1.306 0.812 0.000 5 0.000 0.000 11.4 7.43 1.260 0.216 0.713 0.331 0.000 0.000 0.000 24.1 7.40 0.051 0.033 0.018 0.000 0.000 0.000 0.000 32.1 7.39 0.961 0.481 0.481 0.000 0.000 0.000 0.000 47.3 7.35 0.053 0.045 0.007 0.000 0.000 0.000 0.000 55.0 7.38 0.098 0.092 0.006 0.000 0.000 0.000 0.000 9.8 7.63 1.785 0.186 0.897 0.701 0.000 0.000 0.000 11.6 7.59 0.599 0.100 0.328 0.171 0.000 0.000 0.000 24.3 7.57 0.031 0.016 0.014 0.001 0.000 0.000 0.000 31.4 7.58 1.999 0.758 1.241 0.000 0.000 0.000 0.000 55.9 7.58 0.138 0.113 0.025 0.000 0.000 0.000 0.000 67.9 7.58 0.030 0.030 0.000 0.000 0.000 0.000 0.000 9.8 7.80 1.104 0.094 0.503 0.500 0.008 0.000 0.000 10.6 7.77 0.874 0.080 0.428 0.366 0.000 0.000 0.000 31.3 7.79 0.864 0.261 0.590 0.014 0.000 0.000 0.000 56.3 7.79 0.031 0.023' 0.008 0.000 0.000• 0.000 0.000 68.0 7.77 0.035 0.033 0.002 0.000 0.000 0.000 0.000 9.8 7.98 1.640 0.130 0.708 0.762 0.041 0.000 0.000 10.9 7.94 0.404 0.037 0.202 0.165 0.000 0.000 0.000 24.6 7.95 0.023 0.004 0.015 0.004 0.000 0.000 0.000 31.7 7.98 0.081 0.023 0.053 0.005 0.000 0.000 0.000 56.3 7.97 0.064 0.042 0.022 0.000 0.000 0.000 0.000 9.8 8.19 0.355 0.026 0.142 0.171 0.015 0.000 0.000 10.4 8.14 0.156 0.012 0.067 0.074 0.003 0.000 0.000 Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: Contribution from this GMPE(%): 43.6 Mean src-site R= 13.4 km; M= 6.99; eps0= 0.92. Mean N calculated for all sources. Modal src-site R= 9.7 km; (R,M) bin MODE R*= 9.7km; M*= 6.85; CONTRIB.= 4.646 M= 6.85; eps0= 0.97 from peak EPS.INTERVAL: 1 to 2 sigma % Principal sources (faults, subduction, random seismicity having > 3% contribution) 33.703 N. Vs30(m/s)= 300.0 Source Category: % contr. R(km) M epsilon0 (mean values). NSHMP 2007-08 See USGS OFR 2008-1128. dM=0.2 California A -faults 32.15 14.0 7.29 0.88 CA Compr. crustal gridded 8.50 8.2 5.84 0.90 Individual fault hazard details if its contribution to mean 50 yrs]=0.00000 hazard > 2%: corresponds to Campbell-Bozorgnia 2008 DIST(KM) MAG(MW) Fault ID % contr. Rcd(km) M epsilon0 Site-to-src azimuth(d) 6.1 - 5.05 0.264 0.195 0.069 S. S.Andr.;CO aPriori 3.14 9.8 6.97 0.88 44.4 0.012 0.012 0.000 0.000 0.000 0.000 0.000 S. S.Andr.;SSB+BG aPriori 1.35 10.4 7.31 0.73 24.8 0.000 0.000 0.000 0.000 S. S.Andr.;BG+CO aPriori 1.16 9.8 7.36 0.63 44.7 6.6 5.40 S. San Andreas;CO MoBal 11.02 9.8 6.94 0.90 44.4 13.2 5.41 0.121 0.121 0.000 S. San Andreas Unsegmented A-flt 1.87 .11.7 7.68 0.61 37.2 #*********End of deaggregation corresponding to Boore-Atkinson 2008 *********# PSHA Deaggregation. %contributions. site: Lake_La_Quinta long: 116.293 W., lat: 33.703 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 =0.5243 g. Weight Computed 0.206E-03 _Rate -Ex #Pr[at least one eq with median motion>=PGA in 50 yrs]=0.00000 #This deaggregation corresponds to Campbell-Bozorgnia 2008 DIST(KM) MAG(MW) ALL EPSILON>2 1<EPS<2 0<EPS<1 -l<EPS<0 -2 <EPS< -1 EPS< -2 -EPS 6.1 - 5.05 0.264 0.195 0.069 0.000 0.000 0.000 0.000 12.3 5.05 0.012 0.012 0.000 0.000 0.000 0.000 0.000 6.3 5.20 0.601 0.437 0.165 0.000 0.000 0.000 0.000 12.7 5.21 0.055 0.055 0.000 0.000 0.000 0.000 0.000 6.6 5.40 0.682 0.400 0.282 0.000 0.000 0.000 0.000 13.2 5.41 0.121 0.121 0.000 0.000 0.000 . 0.000 0.000 7 6.8 5.60 0.647 0.320 0.328 0.000 0.000 0.000 0.000 13.5 5.60 0.166 0.166 0.000 0.000 0.000 0.000 0.000 22.4 5.61 0.005 0.005' 0.000 0.000 0.000, 0.000 0.000 6.9 5.80 0.530 0.245 0.285 0.000 0.000 0.000 0.000 13.7 5.80 0.169 0.169 0.000 0.000 0.000 0.000 0.000 22.6 5.81 0.010 0.010 0.000 0.000 0.000 0.000 0.000 7.1 6.01 0.557 0.277 0.280 0.000 0.000 0.000 0.000 14.0 6.01 0.192 0.187 0.005 0.000 0.000 0.000 0.000 22.9. 6.00 0.017 0.017 0.000 0.000 0.000 0.000 0.000 7.4 6.20 0.698 0.325 0.374 0.000 0.000 0.000 0.000 14.2 6.20 0.232 0.213 0.020 0.000 0.000 0.000 0.000 23.7 6.21 0.024 0.024 0.000 0.000 0.000 0.000 0.000 7.5 6.40 0.730 0.272 0.454 0.004 0.000 0.000 0.000 14.8 6.39 0.239 0.215 0.024 0.000 0.000 0.000 0.000 25.0 6.41 0.030 0.030 0.000 0.000 0.000 0.000 0.000 7.3 6.62 0.427 0.216 0.200 0.012 0.000 0.000 0.000 15.4 6.60 0.080 0.072 0.008 0.000 0.000 0.000 0.000 22.9 6.59 0.019 0.019 0.000 0.000 0.000 0.000 0.000 8.7 6.83 0.735 0.490 0.236 0.008 0.000 0.000 0.000 15.1 6.80 0.089 0.081 0.008 0.000 0.000 0.000 0.000 22.7 6.80 0.020 0.020 0.000 0.000 0.000 0.000 0.000 9.2 7.00 0.547 0.296 0.247 0.003 0.000 0.000 0.000 13.4 7.01 0.143 0.109 0.034 0.000 0.000 0.000 0.000 24.6 7.00 0.011 0.011 0.000 0.000 0.000 0.000 0.000 9.8 7.17 0.494 0.231 0.263 0.000 0.000 0.000 0.000 11.7 7.23 0..185 0.111 0.074 0.000 0.000 0.000 0.000 E:3 23.8 7.21 0.015 0.015 0.000 0.000 0.000 0.000 0.000 9.7 7.41 0.325 0.150 0.174 0.000 0.000 0.000 0.000 12.5 7.43 0.161 0.099 0.062 0.000 0.000 0.000 0.000 23.9 7.40 0.007 0.007 0.000 0.000 0.000 0.000 0.000 32.0 7.39 0.006 0.006 0.000 0.000 0.000 0.000 0.000 9.8 7.63 0.206 0.095 0.111 0.000 0.000 0.000 0.000 12.7 7.58 0.080 0.049 0.031 0.000 0.000 0.000 0.000 31.6 7.58 0.011 0.011 0.000 0.000 0.000 0.000 0.000 9.8 7.80 0.095 0.047 0.049 0.000 0.000 0.000 0.000 10.4 7.77 0.079 0.038 0.041 0.000 0.000 0.000 0.000 31.2 7.79 0.006 0.006 0.000 0.000 0.000 0.000 0.000 9.8 7.97 0.138 0.069 0.070 0.000 0.000 0.000 0.000 10.5 7.95 0.026 0.016 0.010 0.000 0.000 0.000 0.000 9.8 8.21 0.023 0.014 0.010 0.000 0.000 0.000 0.000 10.4 8.15 0.014 0.007 0.007 0:000 0.000 0.000 0.000 Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: Contribution from this GMPE M : 9.9 Mean src-site R= 9.3 km; M= 6.34; eps0= 1.34. Mean calculated for all sources. Modal src-site R= 8.7 km; M= 6.83; eps0= 1.57 from peak (R,M) bin MODE R*= 9.4.km; M*= 6.84; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 0.490 Principal sources (faults, subduction, random seismicity having > 3% contribution) Source Category: % contr. R(km) M epsilon0 (mean values). CA Compr. crustal gridded 6.58 8'.5 5.89 1.17 Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID % contr. Rcd(km) M epsilon0 Site-to-src azimuth(d) S. S.Andr.;CO aPriori 0.3.0 9.8 6.99 1.82 44.4 01 S. S.Andr.;SSB+BG aPriori 0.13 10.4 7.31 1.72 24.8 S. S.Andr.;BG+CO aPriori 0.13 9.8 7.36 1.57 44.7 Vs30) . S. San Andreas;CO MoBal 1.02 9.8 6.96 1.85 44.4 2008-1128. dM=0.2 below Return period: S. San Andreas Unsegmented A-flt 0.05 10.0 7.69 2.22 37.2 Rate_ Ex 0.963E-03 #*********End of deaggregation corresponding to Campbell- eq with median motion>=PGA in Bozorgnia 2008 *********# #This deaggregation corresponds to Chiou-Youngs PSHA Deaggregation. %contributions. site: Lake_La_Quinta long: 116.293 W., lat: 33.703 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 =0.5243 g. Weight Computed_ Rate_ Ex 0.963E-03 #Pr[at least one eq with median motion>=PGA in 50 yrs]=0.01342 #This deaggregation corresponds to Chiou-Youngs 2008 DIST(KM) MAG(MW) ALL EPSILON>2 1<EPS<2 0<EPS<l -1<EPS<0 -2 <EPS< -1 EPS< -2 -EPS 6.5 5.05 0.830 0.445 0.386 0.000 0.000 0.000 0.000 13.2 5.05 0.161 0.161 0.000 0.000 0.000 0.000 0.000 6.6 5.20 1.562 0.761 0.800 0.000 0.000 0.000 0.000 13.4 5.20 0.379 0.379 0.000 0.000 0.000 0.000 0.000 6.8 5.40 1.386 0.613 0.773 0.000 0.000 0.000 0.000 13.6 5.40 0.431 0.429 0.002 0.000 0.000 0.000 0.000 7.0 5.60 1.191 0.478 0.696 0.017 0.000 0.000 0.000 13.8 5.60 0.457 0.440 0.017 0.000 0.000 0.000 0.000 22.6 5.61 0.033 0.033 0.000 0.000 0.000 0.000 0.000 7.1 5.80 1.009 0.343 0.632 0.034 0.000 0.000 0.000 13.9 5.80 0.460 0.426 0.035 0.000 0.000 0.000 0.000 23.0 5.80 0.053 0.053 0.000 0.000 0.000 0.000 0.000 7.3 6.01 1.136 0.328 0.781 0.027 0.000 0.000 0.000 i4.2 6.01 0.514 0.430 0.085 0.000 0.000 0.000 0.000 23.3 6.00 0.068 0.068 0.000 0.000 0.000 0.000 0.000 10 7.6 6.20 1.390 0.353 1.016 0.021 0.000 0.000 0.000 14.4 6.20 0.590 0.430 0.161 0.000 0.000 0.000 0.000 24.0 6.21 0.079 0.079 0.000 0.000 0.000 0.000 0.000 7.7 6.40 1.329 0.282 1.001 0.046 0.000 0.000 0.000 15.0 6.39 0.575 0.393 0.183 0.000 0.000 0.000 0.000 25.3 6.41 0.089 0.089 0.000 0.000 0.000 0.000 0.000 8.9 6.66 1.560 0.342 1.065 0.154 0.000 0.000 0.000 15.3 6.60 0.135 0.111 0.024 0.000 0.000 0.000 0.000 23.6 6.59 0.034 0.034 0.000 0.000 0.000 0.000 0.000 9.6 6.85 6.603 1.063 4.661 0.879 0.000 0.000 0.000 14.3 6.80 0.209 0.137 0.068 0.004 0.000 0.000 0.000 23.4 6.80 0.041 0.041 0.000 0.000 0.000 0.000 0.000 9.7 7.00 4.606 0.627 2.983 0.996 0.000 0.000 0.000 11.7 7.02 0.750 0.216 0.424 0.110 0.000 0.000 0.000 24.9 7.00 0.026 0.025 0.001 0.000 0.000 0.000 0.000 9.8 7.16 4.122 0.479 2.288 1.355 0.000 0.000 0.000 10.8 7.24 1.384 0.229 0.815 0.340 0.000 0.000 0.000 23.8 7.21 0.041 0.034 0.006 0.000 0.000 0.000 0.000 34.1 7.22 0.077 0.077 0.000 0.000 0.000 0.000 0.000 9.8 7.42 2.695 0.270 1.317 1.064 0.044 0.000 0.000 11.2 7.44 1.290 0.207 0.680 0.402 0.000 0.000 0.000 23.8 7.40 0.026 0.019 0.007 0.000 0.000 0.000 0.000 31.8 7.39 0.225 0.182 0.043 0.000 0.000 0.000 0.000 9.8 7.64 2.047 0.187 0.902 0.869 0.089 0.000 0.000 11.4 7.59 0.628 0.098 0.317 0.212 0.001 0.000 0.000 31.3 7.59 0.620 0.425 0.195 0.000 0.000 0.000 0.000 11 9.8 7.80 1.230 0.093 0.493 0.569 0.075 0.000 0.000 10.6 7.77 0.960 0.080 0:422 0.434 0.025 0.000 0.000 31.2 7.80 0.359 0.213 0.146 0.000 0.000 0.000 0.000 9.8 7.98 1.873 0.130 0.705 0.899 0.139 0.000 0.000 10.8 7.95 0.469 0.039 0.210 0.207 0.013 0.000 0.000 31.5 7.98 0.037 0.017 0.020 0.000 0.000 0.000 0.000 9.8 8.19 0.404 0.026 0.142 0.201 0.035 0.000 0.000 10.4 8.16 0.151 0.010 0.056 0.074 0.011 0.000 0.000 Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: Contribution from this GMPE M : 46.5 Mean src-site R= 10.5 km; M= 6.81; eps0= 0.79. Mean calculated for all sources. Modal src-site R= 9.6 km; M= 6.85; eps0= 0.92 from peak (R,M) bin MODE R*= 9.6km; M*= 6.85; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 4.661 Principal sources (faults, subduction; random seismicity having > 3% -contribution) Source Category: % contr. R(km) M epsilon0 (mean values). California A -faults 30.03 10.9 7.28 0.70 CA Compr. crustal gridded 14.59 9.3 5.81 0.95 Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID % contr. Rcd(km) M epsilon0 Site-to-src azimuth(d) S. S.Andr.;CO aPriori 3.29 9.8 6.97 0.81 44.4 S. S.Andr.;SSB+BG aPriori 1.40 10.4 7.32 0.66 24.8 S. S.Andr.;BG+CO aPriori 1.28 9.8 7.36 0.50 44.7 S. San Andreas;CO MoBal 11.48 9.8 6.95 0.83 44.4 S. San Andreas Unsegmented A-flt 1.94 10.6 7.71 0.44 37.2 #*********End of deaggregation corresponding to Chiou-Youngs 2008 *********# ******************** Southern California **************************************** 12 APPENDIX D SEISMIC SETTLEMENT ANALYSIS Sladden Engineering SEISMIC SETTLEMENT ANALYSIS Caleo Bay Hole No.=BH-1 Water Depth=52 ft Surface Elev.=55 Shear Stress Ratio O 0 —10 —20 —30 Shaded Zone has Liquefaction Potential Magnitude=6.85 Acceleration=0.408 Factor of Safety Settlement 1 0 1 5 0 (in.) 1 aawrareu — Unsaturat. — CivilTech Corporation 544-14139 Plate A-1 Li uef .sum q Y LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software www.civiltech.com Font: Courier New, Regular, size 8 is recommended for this report. Licensed to 7/1/2014 9:19:02 AM ' Input File Name: C:\Liquefy5\Caleo Bay.liq Title: caleo Bay subtitle: 544-14139 1 surface Elev.=55 Hole No.=BH-1 Depth of Hole= 51.50 ft water Table during Earthquake= 52.00 ft water Table during in -Situ Testing= 52.00 ft Max. Acceleration= 0.4 g Earthquake Magnitude= 6.85 Input Data: surface Elev.=55 Hole No.=BH-1 Depth of Hole=51.50 ft water Table during Earthquake= 52.00 ft water Table during In-situ Testing= 52.00 ft Max. Acceleration=0.4 g Earthquake Magnitude=6.85 No -Liquefiable soils: CL, OL are Non-Liq. soil ' 1. SPT or BPT Calculation. 2. settlement Analysis Method: Tokimatsu, M -correction 3. Fines correction for Liquefaction: idriss/Seed 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=1) 10. use Curve Smoothing: Yes* * Recommended options In -Situ Test Data: Depth SPT gamma Fines ft pcf % 0.00 33.00 121.20 34.80 2.00 33.00 121.20 34.80 5.00 33.00 121:20 34.80 10.00 14.00 121.20 93.30 15.00 41.00 106.70 11.80 ' 20.00 14.00 106.70 11.00 25.00 15.00 107.70 41.90 30.00 21.00 107.70 65.10 35.00 23.00 107.30 8.90 ' 40.00 23.00 107.30 11.50 45.00 16.00 106.70 9.40 Page 1 I Liquefy.sum 50.00 32.00 106.70 26.00 ' Output Results: settlement of saturated sands=0.00 in. settlement of unsaturated Sands=0.38 in. ' Total settlement of saturated and unsaturated sands=0.38 in. Differential Settlement=0.188 to 0.248 in. Depth CRRm CSRfs F.S. S_sat. S_dry s_all ft in. in. in. 0.00 0.63 0.26 5.00 0.00 0.38 0.38 0.05 0.63 0.26 5.00 0.00 0.38 0.38 ' 0.10 0.63 0.26 5.00_ 0.00 0.38 0.38 0.15 0.63 0.26 5.00 0.00 0.38 0.38 0.20 0.63 0.26 5.00 0.00 0.38 0.38 0.25 0.63 0.26 5.00 0.00 0.38 0.38 ' 0.30 0.63 0.26 5.00 0.00 0.38 0.38 0.35 0.63 0.26 5.00 0.00 0.38 0.38 0.40 0.63 0.26 5.00 0.00 0.38 0.38 0.45 0.63 0.26 5.00 0.00 0.38 0.38 0.50 0.63 0.26 5.00 0.00 0.38 0.38 0.55 0.63 0.26 5.00 0.00 0.38 0.38 0.60 0.63 0.26 5.00 0.00 0.38 0.38 0.65 0.63 0.26 5.00 0.00 0.38 0.38 ' 0.70 0.63 0.26 5.00 0.00 0.38 0.38 0.75 0.63 0.26 5.00 0.00 0.38 0.38 0.80 0.63 0.26 5.00 0.00 0.38 0.38 0.85 0.63 0.26 5.00 0.00 0.38 0.38 0.90 0.63 0.26 5.00 0.00 0.38 0.38 0.95 0.63 0.26 5.00 0.00 0.38 0.38 1.00 0.63 0.26 5.00 0.00 0.38 0.38 1.05 0.63 0.26 5.00 0.00 0.38 0.38 ' 1.10 0.63 0.26 5.00 0.00 0.38 0.38 1.15 0.63 0.26 5.00 0.00 0.38 0.38 1.20 0.63 0.26 5.00 0.00 0.38 0.38 1.25 0.63 0.26 5.00 0.00 0.38 0.38 ' 1.30 0.63 0.26 5.00 0.00 0.38 0.38 1.35 0.63 0.26 5.00 0.00 0.38 0.38 1.40 0.63 0.26 5.00 0.00 0.38 0.38 1.45 0.63 0.26 5.00 0.00 0.38 0.38 1.50 0.63 0.26 5.00 0.00 0.38 0.38 1.55 0.63 0.26 5.00 0.00 0.38 0.38 1.60 0.63 0.26 5.00 0.00 0.38 0.38 1.65 0.63 .0.26 5.00 0.00 0.38 0.38 1.70 0.63 0.26 5.00 0.00 0.38 0.38 1.75 0.63 0.26 5.00 0.00 0.38 0.38 1.80 0.63 0.26 5.00 0.00 0.38 0.38 1.85 0.63 0.26 5.00 0.00 0.38 0.38 ' 1.90 0.63 0.26 5.00 0.00 0.38 0.38 1.95 0.63 0.26 5.00 0.00 0.38 0.38 2.00 0.63 0.26 5.00 0.00 0.37 0.37 2.05 0.63 0.26 5.00 0.00 0.37 0.37 2.10 0.63 0.26 5.00 0.00 0.37 0.37 2.15 0.63 0.26 5.00 0.00 0.37 0.37 2.20 0.63 0.26 5.00 0.00 0.37 0.37 -2.25 0.63 0.26 5.00 0.00 0.37 0.37 ' 2.30 0.63 0.26 5.00 0.00 0.37 0.37 2.35 0.63 0.26 5.00 0.00 0.37 0.37 2.40 0.63 0.26 5.00 0.00 0.37 0.37 2.45 0.63 0.26 5.00 0.00 0.37 0.37 ' 2.50 0.63 0.26 5.00 0.00 0.37 0.37 Page 2 I Liquefy.sum 2.55 0.63 0.26 5.00 0.00 0.37 0.37 2.60 0.63 0.26 5.00 0.00 0.37 0.37 2.65 0.63 0.26 5.00 0.00 0.37 0.37 2.70 0.63 0.26 5.00 0.00 0.37 0.37 2.75 0.63 0.26 5.00 0.00 0.37 0.37 2.80 0.63 0.26 5.00 0.00 0.37 0.37 2.85 0.63 0.26 5.00 0.00 0.37 0.37 2.90 0.63 0.26 5.00 0.00 0.37 0.37 2.95 0.63 0.26 5.00 0.00 0.37 0.37 3.00 0.63 0.26 5.00 0.00 0.37 0.37 3.05 0.63 0.26 5.00 0.00 0.37 0.37 3.10 0.63 0.26 5.00 0.00 0.37 0.37 3.15 0.63 0.26 5.00 0.00 0.37 0.37 3.20 0.63 0.26 5.00 0.00 0.37 0.37 3.25 0.63 0.26 5.00 0.00 0.37 0.37 3.30 0.63 0.26 5.00 0.00 0.37 0.37 3.35 0.63 0.26 5.00 0.00 0.37 0.37 3.40 0.63 0.26 5.00 0.00 0.37 0.37 3.45 0.63 0.26 5.00 0.00 0.37 0.37 3.50 0.63 0.26 5.00 0.00 0.37 0.37 3.55 0.63 0.26 5.00 0.00 0.37 0.37 3.60 0.63 0.26 5.00 0.00 0.37 0.37 3.65 0.63 0.26 5.00 0.00 0.37 0.37 3.70 0.63 0.26 5.00 0.00 0.37 0.37 3.75 0.63 0.26 .5.00 0.00 0.37 0.37 3.80 0.63 0.26 5.00 0.00 0.37 0.37 3.85 0.63 0.26 5.00 0.00 0.37 0.37 3.90 0.63 0.26 5.00 0.00 0.37 0.37 3.95 0.63 0.26 5.00 0.00 0.37 0.37 4.00 0.63 0.26 5.00 0.00 0.37 0.37 4.05 0.63 0.26 5.00 0.00 0.37 0.37 4.10 0.63 0.26 5.00 0.00 0.37 0.37 4.15 0.63 0.26 5.00 0.00 0.37 0.37 4.20 0.63 0.26 5.00 0.00 0.37 0.37 4.25 0.63 0.26 5.00 0.00 0.37 0.37 4.30 0.63 0.26 5.00 0.00 0.37 0.37 4.35 0.63 0.26 5.00 0.00 0.37 0.37 4.40 0.63 0.26 5.00 0.00 0.37 0.37 4.45 0.63 0.26 5.00 0.00 0.37 0.37 4.50 0.63 0.26 5.00 0.00 0.37 0.37 4.55 0.63 0.26 5.00 0.00 0.37 0.37 4.60 0.63 0.26 5.00 0.00 0.37 0.37 4.65 0.63 0.26 5.00 0.00 0.37 0.37 4.70 0.63 0.26 5.00 0.00 0.37 0.37 4.75 0.63 0.26 5.00 0.00 0.37 0.37 4.80 0.63 0.26 5.00 0.00 0.37 0.37 4.85 0.63 0.26 5.00 0.00 0.37 0.37 4.90 0.63 0.26 5.00 0.00 0.37 0.37 4.95 0.63 0.26 5.00 0.00 0.37 0.37 5.00 0.63 0.26 5.00 0.00 0.37 0.37 5.05 0.63 0.26 5.00 0.00 0.37 0.37 5.10 0.63 0:26 5.00 0.00 0.37 0.37 5.15 0.63 0.26 5.00 0.00 0.37 0.37 5.20 0.63 0.26 5.00 0.00 0.37 0.37 5.25 0.63 0.26 5.00 0.00 0.37 0.37 5.30 0.63 0.26 5.00 0.00 0.37 0.37 5.35 0.63 0.26 5.00 0.00 0.37 0.37 5.40 0.63 0.26 5.00 0.00 0.37 0.37 5.45 0.63 0.26 5.00 0.00 0.37 0.37 5.50 0.63 0.26 5.00 0.00 0.37 0.37 5.55 0.63 0.26 5.00 0.00 0.37 0.37 5.60 0.63 0.26 5.00 0.00 0.37 0.37 5.65 0.63 0.26 5.00 0.00 0.37 0.37 Page 3 Liquefy.sum 5.70 0.63 0.26 5.00 0.00 0.37 0.37 5.75 0.63 0.26 5.00 0.00 0.37 0.37 5.80 0.63 0.26 5.00 0.00 0.37 0.37 5.85 0.63 0.26 5.00 0.00 0.37 0.37 5.90 0.63 0.26 5.00 0.00 0.37 0.37 5.95 0.63 0.26 5.00 0.00 0.37 0.37 6.00 0.63 0.26 5.00 0.00 0.37 0.37 6.05 0.63 0.26 5.00 0.00 0.37 0.37 6.10 0.63 0.26 5.00 0.00 0.37 0.37 6.15 0.63 0.26 5.00 0.00 0.37 0.37 6.20 0.63 0.26 5.00 0.00 0.37 0.37 6.25 0.63 0.26 5.00 0.00 0.37 0.37 6.30 0.63 0.26 5.00 0.00 0.37 0.37 6.35 0.63 0.26 5.00 0.00. 0.37 0.37 6.40 0.63 0.26 5.00 0.00 0.37 0.37 6.45 0.63 0.26 5.00 0.00 0.37 0.37 6.50 0.63 0.26 5.00 0.00 0.37 0.37 6.55 0.63 0.26 5.00 0.00 0.37 0.37 6.60 0.63 0.26 5.00 0.00 0.37 0.37 6.65 0.63 0.26 5.00 0.00 0.37 0.37 6.70 0.63 0.26 5.00 0.00 0.37 0.37 6.75 0.63 0.26 5.00 0.00 0.37 0.37 6.80 0.63 0.26 5.00 0.00 0.37 0.37 6.85 0.63 0.26 5.00 0.00 0.37 0.37 6.90 0.63 0.26 5.00 0.00 0.37 0.37 6.95 0.63 0.26 5.00 0.00 0.37 0.37 7.00 0.63 0.26 5.00 0.00 0.37 0.37 7.05 0.63 0.26 5.00 0.00 0.37 0.37 7.10 0.63 0.26 5.00 0.00 0.37 0.37 7.15 0.63 0.26 5.00 0.00 0.37 0.37 7.20 0.63 0.26 5.00 0.00 0.37 0.37 7.25 0.63 0.26 5.00 0.00 0.37 0.37 7.30 0:63 0.26 5.00 0.00 0.37 0.37 7.35 0.63 0.26 5.00 0.00 0.37 0.37 7.40 0.63 0.26 5.00 0.00 0.37 0.37 7.45 0.63 0.26 5.00 0.00 0.37 0.37 7.50 0.63 0.26 5.00 0.00 0.37 0.37 7.55 0.63 0.26 5.00 0.00 0.37 0.37 7.60 0.63 0.26 5.00 0.00 0.37 0.37 7.65 0.63 0.26 5.00 0.00 0.37 0.37 7.70 0.63 0.26 5.00 0.00 0.37 0.37 7.75 0.63 0.26 5.00 0.00 0.37 0.37 7.80 '0.63 0.26 5.00 0.00 -0.37 0.37 7.85 0.63 0.26 5.00 0.00 0.37 0.37 7.90 0.63 0.26 5.00 0.00 0.37 0.37 7.95 0.63 0.26 5.00 0.00 0.37 0.37 8.00 0.63 0.26 5.00 0.00 0.37 0.37 8.05 0.63 0.26 5.00 0.00 0.37 0.37 8.10 0.63 0.26 5.00 0.00 0.37 0.37 8.15 0.63 0.26 5.00 0.00 0.37 0.37 8.20 0.63 0.26 5.00 0.00 0.37 0.37 8.25 0.63 0.25 5.00 0.00 0.37 0.37 8.30 0.63 0.25 5.00 0.00 0.37 0.37 8.35 0.63 0.25 5.00 0.00 0.37 0.37 8.40 0.63 0.25 5.00 0.00 0.37 0.37 8.45 0.63 0.25 5.00 0.00 0.37 0.37 8.50 0.63 0.25 5.00 0.00 0.37 0.37 8.55 0.63 0.25 5.00 0.00 0.37 0.37 8.60 0.63 0.25 5.00 0.00 0.37 0.37 8.65 0.63 0.25 5.00 0.00 0.37 0.37 8.70 0.63 0.25 5.00 0.00 0.37 0.37 8.75 0.63 0.25 5.00 0.00 0.37 0.37 8.80 0.63 0.25 5.00 0.00 0.37 0.37 Page 4 Liquefy.sum 8.85 0.63 0.25 5.00 0.00 0.37 0.37 8.90 0.63 0.25 5.00 0.00 0.37 0.37 8.95 0.63 0.25 5.00 0.00 0.37 0.37 9.00 0.63 0.25 5.00 0.00 0.37 0.37 9.05 0.63 0'.25 5.00 0.00 0.37 0.37 9.10 0.63 0.25 5.00 0.00 0.37 0.37 9.15 0.63 0.25 5.00 0.00 0.37 0.37 9.20 0.63 0.25 5.00 0.00 0.37 0.37 9.25 0.63 0.25 5.00 0.00 0.37 0.37 9.30 0.63 0.25 5.00 0.00 0.37 0.37 9.35 0.63 0.25 5.00 0.00 0.37 0.37 9.40 0.63 0.25 5.00 0.00 0.37 0.37 9.45 0.63 0.25 5.00 0.00 0.37 0.37 9.50 0.63 0.25 5.00 0.00 0.37 0.37 9.55 0.63 0.25 5.00 0.00 0.37 0.37 9.60 0.63 0.25 5.00 0.00 0.37 0.37 9.65 0.63 0.25 5.00 0.00 0.37 0.37 9.70 0.63 0.25 5.00 0.00 0.36 0.36 9.75 0.63 0.25 5.00 0.00 0.36 0.36 9.80 0.62 0.25 5.00 0.00 0.36 0.36 9.85 0.53 0.25 5.00 0.00 0.36 0.36 9.90 0.49 0.25 5.00 0.00 0.36 0.36 9.95 0.47 0.25 5.00 0.00 0.36 0.36 10.00 0.45 0.25 5.00 0.00 0.36 0.36 10.05 0.47 0.25 5.00 0.00 0.36 0.36 10.10 0.49 0.25 5.00 0.00 0.36 0.36 10.15 0.53 0.25 5.00 0.00 0.36 0.36 10.20 0.63 0.25 5.00 0.00 0.36 0.36 10.25 0.63 0.25 5.00 0.00 0.36 0.36 10.30 0.63 0.25, 5.00 0.00 0.36 0.36 10.35 0.63 0.25 5.00 0.00 0.36 0.36 10.40 0.63 0.25 5.00 0.00 0.36 0.36 10.45 0.63 0.25 5.00 0.00 0.36 0.36 10.50 0.63 0.25 5.00 0.00 0.36 0.36 10.55 0.63 0.25 5.00 0.00 0.36 0.36 10.60 0.63 0.25 5.00 0.00 0.36 0.36 10.65 0.63 0.25 5.00 0.00 0.36 0.36 10.70 0.63 0.25 5.00 0.00 0.36 0.36 10.75 0.63 0.25 5.00 0.00 0.36 0.36 10.80 0.63 0.25 5.00 0.00 0.36 0.36 10.85 0.63 0.25 5.00 0.00 0.36 0.36 10.90 0.63 0.25 5.00 0.00 0.36 0.36 10.95 0.63 0.25 5.00 0.00 0.36 0.36 11.00 0.63 0.25 5.00 0.00 0.36 0.36 11.05 0.63 0.25 5.00 0.00 0.36 0.36 11.10 0.63 0.25 5.00 0.00 0.36 0.36 11.15 0.63 0.25 5.00 0.00 0.36 0.36 11.20 0.63 0.25 5.00 0.00 0.36 0.36 11.25 0.63 0.25 5.00 0.00 0.36 0.36 11.30 0.63 0.25 5.00 0.00 0.36 0.36 11.35 0.63 0.25 5.00 0.00 0.36 0.36 11.40 0.63 0.25 5.00 0.00 0.36 0.36 11.45 0.63 0.25 5.00 0.00 0.36 0.36 11.50 0.63 0.25 5.00 0.00 0.36 0.36 11.55 0.63 0.25 5.00 0.00 0.36 0.36 11.60 0.63 0.25 5.00 0.00 0.36 0.36 11.65 0.63 0.25 5.00 0.00 0.36 0.36 11.70 0.63 0.25 5.00 0.00 0.36 0.36 11.75 0.63 0.25 5.00 0.00 0.36 0.36 11.80 0.63 0.25 5.00 0.00 0.36 0.36 11.85 0.63 0.25 5.00 0.00 0.36 0.36 11.90 0.63 0.25 5.00 0.00 0.36 0.36 11.95 0.63 0.25 5.00 0.00 0.36 0.36 Page 5 . Liquefy.sum 12.00 0.63 0.25 5.00 0.00 0.36 0.36 12.05 0.63 0.25 5.00 0.00 0.36 0.36 12.10 0.63 0.25 5.00 0.00 0.36 0.36 12.15 0.63 0.25 5.00 0.00 0.36 0.36 12.20 0.63 0.25 5.00 0.00 0.36 0.36 12.25 0.63 0.25 5.00 0.00 0.36 0.36 12.30 0.63 0.25 5.00 0.00 0.36 0.36 12.35 0.63 0.25 5.00 0.00 0.36 0.36 12.40 0.63 0.25 5.00 0.00 0.36 0.36 12.45 0.63 0.25 5.00 0.00 0.36 0.36 12.50 0.63 0.25 5.00 0.00 0.36 0.36 12.55 0.63 0.25 5.00 0.00 0.36 0.36 12.60 0.63 0.25 5.00 0.00 0.36 0.36 12.65 0.63 0.25 5.00 0.00 0.36 0.36 12.70 0.63 0.25 5.00 0.00 0.36 0.36 12.75 0.63 0.25 5.00 0.00 0.36 0.36 12.80 0.63 0.25 5.00 0.00 0.36 0.36 12.85 0.63 0.25 5.00 0.00 0.36 0.36 12.90 0.63 0.25 5.00 0.00 0.36 0.36 12.95 0.63 0.25 5.00 0.00 0.36 0.36 13.00 0.63 0.25 5.00 0.00 0.36 0.36 13.05 0.63 0.25 5.00 0.00 0.36 0.36 13.10 0.63 0.25 5.00 0.00 0.36 0.36 13.15 0.63 0.25 5.00 0.00 0.36 0.36 13.20 0.63 0.25 5.00 0.00 0.36 0.36 13.25 0.63 0.25 5.00 0.00 0.36 0.36 13.30 0.63 0.25 5.00 0.00 0.36 0.36 13.35 0.63 0.25 5.00 0.00 0.36 0.36 13.40 0.63 0.25 5.00 0.00 0.36 0.36 13.45 0.63 0.25 5.00 0.00 0.36 0.36 13.50 0.63 0.25 5.00 0.00 0.36 0.36 13.55' 0.63 0.25 5.00 0.00 0.36 0.36 13.60 0.63 0.25 5.00 0.00 0.36 0.36 13.65 0.63 0:25 5.00 0.00 0.36 0.36 1330 0.63 0.25 5.00 0.00 0.36 0.36 13.75 0.63 0.25 5.00 0.00 0.36 0.36 13.80 0.63 0.25 5.00 0.00 0.36 0.36 13.85 0.63 0.25 5.00 0.00 0.36 0.36 13.90 0.63 0.25 5.00 0.00 0.36 0.36 13.95 0.63 0.25 5.00 0.00 0.36 0.36 14.00 0.63 0.25 5.00 0.00 0.36 0.36 14.05 0.63 0.25 5.00 '0.00 0.36 0.36 14.10 0.63 0.25 5.00 0.00 0.36 0.36 14.15 0.63 0.25 5.00 0.00 0.36 0.36 14.20 0.63 0.25 5.00 0.00 0.36 0.36 14.25 0.63 0.25 5.00 0.00 0.36 0.36 14.30 0.63 0.25 5.00 0.00 0.36 0.36 14.35 0.63 0.25 5.00 0.00 0.36 0.36 14.40 0.63 0.25 5.00 0.00 0.36 0.36 14.45 0.63 0.25 5.00 0.00 0.36 0.36 14.50 0.63 0.25 5.00 0.00 0.36 0.36 14.55 0.63 0.25 5.00 0.00 0.36 0.36 14.60 0.63 0.25 5.00 0.00 0.36 0.36 14.65 0.63 0.25 5.00 0.00 0.35 0.35 14.70 0.63 0.25 5.00 0.00 0.35 0.35 14.75 0.63 0.25 5.00 0.00 0.35 0.35 14.80 0.63 0.25 5.00 0.00 0.35 0.35 14.85 0.63 0.25 5.00 0.00 0.35 0.35 14.90 0.63 0.25 5.00 0.00 0.35 0.35 14.95 0.63 0.25 5.00 0.00 0.35 0.35 15.00 0.63 0.25 5.00 0.00 0.35 0.35 15.05 0.63 0.25 5.00 0.00' 0.35 0.35 15.10 0.63 0.25 5.00 0.00 0.35 0.35 Page 6 ' Liquefy.sum 15.15 0.63 0.25 5.00 0.00 0.35 0.35 15.20 0.63 0.25 5.00 0.00 0.35 0.35 ' 15.25 0.63 0.25 5.00 0.00 0.35 0.35 15.30 0.63 0.25 5.00 0.00 0.35 0.35 15.35 0.63 0.25 5.00 0.00 0.35 0.35 15.40 0.63 0.25 5.00 0.00 0.35 0.35 ' 15.45 0.63 0.25 5.00 0.00 0.35 0.35 15.50 0.63 0.25 5.00 0.00 0.35 0.35 15.55 0.63 0.25 5.00 0.00 0.35 0.35 15.60 0.63 0.25 5.00 0.00 0.35 0.35 ' 15.65 0.63 0.25 5.00 0.00 0.35 0.35 15.70 0.63 0.25 5..00 0.00 0.35 0.35 15.75 0.63 0.25 5.00 0.00 0.35 0.35 15.80 0.63 0.25 5.00 0.00 0.35 0.35 ' 15.85 0.63 0.25 5.00 0.00 0.35 0.35 15.90 0.63 0.25 5.00 0.00 0.35 0.35 15.95 0.63 0.25 5.00 0.00 0.35 0.35 16.00 0.63 0.25 5.00 0.00 0.35 0.35 16.05 0.63 0.25 5.00 0.00 0.35 0.35 16.10 0.63 0.25 5.00 0.00 0.35 0.35 16.15 0.63 0.25 5.00 0.00 0:35 0.35 16.20 0.63 .0.25 5.00 0.00_ 0.35 0.35 ' 16.25 0.63 0.25 5.00 0.00 0.35 0.35 16.30 0.63 0.25 5.00 0.00 0.35 0.35 16.35 0.63 0.25 5.00 0.00 0.35 0.35 16.40 0.63 0.25 .5.00 0.00 0.35 0.35 ' 16.45 0.63 0.25 5.00 0.00 0.35 0.35 16.50 0.63 0.25 5.00 0.00 0.35 0.35 16.55 0.63 0.25 5.00 0.00 0.35 0.35 16.60 0.63 0.25 5.00 0.00 0.35 0.35 ' 16.65 0.63 0.25 5.00 0.00 0.35 0.35 16.70 0.63 0.25 5.00 0.00 0.35 0.35 16.75 0.63 0.25 5.00 0.00 0.35 0.35 16.80 0.63 0.25 5.00 0.00 0.35 0.35 ' 16.85 0.63 0.25 5.00 0.00 0.35 0.35 16.90 0.63 0.25 5.00 0.00 0.35 0.35 16.95 0.63 0.25 5.00 0.00 0.35 0.35 17.00 0.63 0.25 5.00 0.00 0.35 0.35 17.05 0.63 0.25 5.00 0.00 0.35 0.35 17.10 0.63 0.25 5.00 0.00 0.35 0.35 17.15 0.63 0.25 5.00 0.00 0.35 0.35 17.20 0.63 0.25 5.00 0.00 0.35 0.35 ' ` 17.25 0.63 0.25 5.00 0.00 0.35 0.35 17.30 0.63 0.25 5.00 0.00 0.35 0.35 17.35 0.63 0.25 5.00 0.00 0.35 0.35 17.40 0.63 0.25 5.00 0.00 0':35 0.35 ' 17.45 0.63 0.25 5.00 0.00 0.35 0.35 17.50 0.63 0.25 5.00 0.00 0.35 0.35 17.55 0.63 0.25 5.00 0.00 0.35 0.35 17.60 0.63 0.25 5.00 0.00 0.35 0.35 ' 17.65 0.63 0.25 5.00 0.00 0.35 0.35 17.70 0.63 0.25 5.00 0.00 0.35 0.35 17.75 0.63 0.25 5.00 0.00 0.35 0.35 17.80 0.63 0.25 5.00 0.00 0.35 0.35 ' 17.85 0.63 0.25 5.00 0.00 0.35 0.35 17.90 0.63 0.25 5.00 0.00 0.35 0.35 17.95 0.63 0.25 5.00 0.00 0.35 0.35 18.00 0.63 0.25 5.00 0.00 0.35 0.35 18.05 0.63 0.25 5.00 0.00 0.35 0.35 18.10 0.63 0.25 5.00 0.00 0.35 0.35 18.15 0.63 0.25 5.00 0.00 0.35 0.35 18.20 0.63 0.25 5.00 0.00 0.35 0.35 18.25 0.54 0.25 5.00 0.00 0.35 0.35 Page 7 Liquefy.sum 18.30 0.50 0.25 5.00 0.00 0.35 0.35 18.35 0.48 0.25 5.00 0.00 0.35 0.35 18.40 0.46 0.25 5.00 0.00 0.35 0.35 18.45 0.45 0.25 5.00 0.00 0.35 0.35 18.50 0.43 0.2S 5.00 0.00 0.34 0.34 18.55 0.42 0.25 5.00 0.00 0.34 0.34 18.60 0.41 0.2S 5.00 0.00 0.34 0.34 18.65 0.40 0.25 5.00 0.00 0.34 0.34 18.70 0.39 0.25 5.00 0.00 0.34 0.34 18.75 0.38 0.25 5.00 0.00 0.34 0.34 18.80 0.37 0.25 5.00 0.00 0.34 0.34 18.85 0.37 0.25 5:00 0.00 0.34 0.34 18.90 0.36 0.25 5.00 0.00 0.34 0.34 18.95 0.35 0.25 5.00 0.00 0.34 0.34 19.00 0.34 0.25 5.00 0.00 0.34 0.34 19.05 0.34 0.25 5.00 0.00 0.34 0.34 19.10 0.33 0.25 5.00 0.00 0.34 0.34 19.15 0.33 0.25 5.00 0.00 0.34 0.34 19.20 0.32 0.25 5.00 0.00 0.34 0.34 19.25 0.31 0.25 5.00 0.00 0.34 0.34 19.30 0.31 0.2S 5.00 0.00 0.34 0.34 19.35 0.30 0.25 5.00 0.00 0.34 0.34 19.40 0.30 0.25 5.00 0.00 0.34 0.34 19.45 0.29 0.25 5.00 0.00 0.34 0.34 19.50 0.29 0.25 5.00 0.00 0.34 0.34 19.55 0.28 0.25 5.00 0.00 0.34 0.34 19.60 0.28 0.25 5.00 0.00 0.34 0.34 19.65 0.27 0.25 5.00 0.00 0.34 0.34 19.70 0.27. 0.25 5.00 0.00 0.33 0.33 19.75 0.26 0.25 5.00 0.00 0.33 0.33 19.80 0.26 0.25 5.00 0.00 0.33 0.33 19.85 0.25 0.25 5.00 0.00 0.33 0.33 19.90 0.25 0.25 5.00 0.00 0.33 0.33 19.95 0.24 0.25 5.00 0.00 0.33 0.33 20.00 0.24 0.25 5.00 0.00 0.33 0.33 20.05 0.24 0.25 5.00 0.00 0.33 0.33 20.10 0.24 0.25 5.00 0.00 0.33 0.33 20.15 0.24 0.25 5.00 0.00 0.33 0.33 20.20 0.25 0.25 5.00 0.00 0.33 0.33 20.25 0.25 0.25 S.00 0.00 0.33 0.33 20.30 0.25 0.25 5.00 0.00 0.33 0.33 20.35 0.25 0.25 5.00 0.00 0.32 0.32 20.40 0.25 '0.25 5.00 0.00 0.32 0.32 20.45 0:25 0.25 5.00 0.00- 0.32 0.32 20.50 0.25 0.25 5.00 0.00 0.32 0.32 20.55 0.26 0.25 5.00 0.00 0.32 0.32 20.60 0.26 0.25 5.00 0.00 0.32 0.32 20.65 0.26 0.25 5.00 0.00 0.32 0.32 20.70 0.26 0.25 5.00 0.00 0.32 0.32 20.75 0.26 0.25 S.00 0.00 0.32 0.32 20.80 0.26 0.25 5.00 0.00 0.32 0.32 20.85 0.27 0.25 5.00 0.00 0.32 0.32 20.90 0.27 0.25 5.00 0.00 0.32 0.32 20.95 0.27 0.25 5.00 0.00 0.32 0.32 21.00 0.27 0.25 5.00 0.00 0.31 0.31 21.05 0.27 0.25 5.00 0.00 0.31 0.31 21.10 0.27 0.25 5.00 0.00• 0.31 0.31 21.15 0.27 0.25 5.00 0.00 0.31 0.31 21.20 0.27 0.25 5.00 0.00 0.31 0.31 21.25 0.28 0.25 5.00 0.00 0.31 0.31 21.30 0.28 0.25 5.00 0.00 0.31 0.31 21.35 0.28 0.25 5.00 0.00 0.31 0.31 21.40 0.28 0.25 5.00 0.00 0.31 0.31 Page 8 Liquefy.sum 21.45 0.28 0.25 5.00 0.00 0.31 0.31 21.50 0.28 0.25 5.00 0.00 0.31 0.31 21.55 0.28, 0.25 5.00 0.00 0.31 0.31 21.60 0.28 0.25 5.00 0.00 0.31 0.31 21.65 0.29 0.25 5.00 0.00 0.31 0.31 21.70 0.29 0.25 5.00 0.00 0.31 0.31 21.75 0.29 0.25 5.00 0.00 0.31 0.31 21.80 0.29 0.25 5.00 0.00 0.31 0.31 21.85 0.29 0.25 5.00 0.00 0.31 0.31 21.90 0.29 0.25 5.00 0.00 0.31 0.31 21.95 0.29 0.25 5.00 0.00 0.30 0.30 22.00 0.29 0.25 5.00 0.00 0.30 0.30 22.05 0.29 0.25 5.00 0.00 0.30 0.30 22.10 0.29 0.25 5.00 0.00 0.30 0.30 22.15 0.30 0.25 5.00 0.00 0.30 0.30 22.20 0.30 0.25 5.00 0.00 0.30 0.30 22.25 0.30 0.25 5.00 0.00 0.30 0.30 22.30 0.30 0.25 5.00 0.00 0.30 0.30 22.35 0.30 0.25 5.00 0.00 0.30 0.30 22.40 0.30 0.25 5.00 0.00 0.30 0.30 22.45 0.30 0.25 5.00 0.00 0.30 0.30 22.50 0.30 0.25 5.00 0.00 0.30 0.30 22.55 0.30 0.25 5.00 0.00 0.30 0.30 22.60 0.30 0.25 5.00 0.00 0.30 0.30 22.65 0.31 0.25 5.00 0.00 0.30 0.30 22.70 0.31 0.25 5.00 0.00 0.30 0.30 22.75 0.31 0.25 5.00 0.00 0.30 0.30 22.80 0.31 0.25 5.00 0.00 0.30 0.30 22.85 0.31 0.25 5.00 0.00 0.30 0.30 22.90 0.31 0.25 5.00 0.00 0.30 0.30 22.95 0.31 0.25 5.00 0.00 0.30 0.30 23.00 0.31 0.25 5.00 0.00 0.30 0.30 23.05 0.31 0.25 5.00 0.00 0.30 0.30 23.10 0.31 0.25 5.00 0.00 0.29 0.29 23.15 0.31 0.25 5.00 0.00 0.29 0.29 23.20 0.32 0.25 5.00 0.00 0.29 0.29 23.25 0.32 0.25 5.00 0.00 0.29 0.29 23.30 0.32 0.25 5.00 0.00 0.29 0.29 23.35 0.32 0.25 5.00 0.00 0.29 0.29 23.40 0.32 0.25 5.00 0.00 0.29 0.29 23.45 0.32 0.25 5.00 0.00 0.29 0.29 23.50 0.32 0.25 5.00 0.00 0.29 0.29 23.55 0.32 0.25 5.00 0.00 0.29 0.29 23.60 0.32 0.25 5.00 0.00 0.29 0.29 23.65 0.32 0.25 5.00 0.00 0.29 0.29 23.70 0.32 0.25 5.00 0.00 0.29 0.29 23.75 0.32 0.25 5.00 0.00 0.29 0.29 23.80 0.33 0.25 5.00 0.00 0.29 0.29 23.85 0.33 0.25 5.00 0.00 0.29 0.29 23.90 0.33 0.25 5.00 0.00 0.29 0.29 23.95 0.33 0.25 5.00 0.00 0.29 0.29 24.00 0.33 0.25 5.00 0.00 0.29 0.29 24.05 0.33 0.25 5.00 0.00 0.29 0.29 24.10 0.33 0.25 5.00 0.00 0.29 0.29 24.15 0.33 0.25 5.00 0.00 0.29 0.29 24.20 0.33 0.25 5.00 0.00 0.29 0.29 24.25 0.33 0.25 5.00 0.00 0.29 0.29 24.30 0.33 0.25 5.00 0.00 0.29 0.29 24.35 0.33 0.25 5.00 0.00 0.28 0.28 24.40 0.33 0.25 5.00 0.00 0.28 0.28 24.45 0.33 0.25 5.00 0.00 0.28 0.28 24.50 0.33 0.25 5.00 0.00 0.28 0.28 24.55 0.33 0.25 5.00 0.00 0.28 0.28 Page 9 Liquefy.sum 24.60 0.33 0.25 5.00 0.00 0.28 0.28 24.65 0.33 0.25 5.00 0.00 0.28 0.28 24.70 0.33 0.25 5.00 0.00 0.28 0.28 24.75 0.33 0.24 5.00 0.00 0.28 0.28 24.80 0.33 0.24 5.00 0.00 0.28 0.28 24.85 0.33 0.24 5.00 0.00 0.28 0.28 24.90 0.33 0.24 5.00 0.00 0.28 0.28 24.95 0..33 0.24 5.00 0.00 0.28 0.28 25.00 0.33 0.24 5.00 0.00 0.28 0.28 25.05 0.33 0.24 5.00 0.00 0.28 0.28 25.10 0.33 0.24 .5.00 0.00 0.28 0.28 25.15 0.33 0.24 5.00 0.00 0.28 0.28 25.20 0.33 0.24 5.00 0.00 0.28 0.28 25.25 0.33 0.24 5.00 0.00 0.28 0.28 25.30 0.33 0.24 5.00 0.00 0.28 0.28 25.35 0.33 0.24 5.00 0.00 0.28 0.28 25.40 0.33 0.24 5.00 0.00 0.28 0.28 25.45 0.34 0.24 5.00 0.00 0.28 0.28 25.50 0.34 0.24 5.00 0.00 0.28 0.28 25.55 0.34 0.24 5.00 0.00 0.27 0.27 25.60 0.34 0.24 5.00 0.00 0.27 0.27 25.65 0.34 0.24 5.00 0.00 0.27 0.27 25.70 0.34 0.24 5.00 0.00 0.27 0.27 25.75 0.34 0.24 5.00 0.00 0.27 0.27 25.80 0.34 0.24 5.00 0.00 0.27 0.27 25.85 0.34 0.24 5.00 0.00 0.27 0.27 25.90 0.34 0.24 5.00 0.00 0.27 0.27 25.95 0.35 0.24 5.00 0.00 0.27 0.27 26.00 0.35 0.24 5.00. 0.00 0.27 0.27 26.05 0.35 0.24 5.00 0.00 0.27 0.27 26.10 0.35 0.24 5.00 0.00 0.27 0.27 26.15 0.35 0.24 5.00 0.00 0.27 0.27 26.20 0.35 0.24 5.00 0.00 0.27 0.27 26.25 0.35 0.24 5.00 0.00 0.27 0.27 26.30 0.35 0.24 5.00 0.00 0.27 0.27 26.35 0.35 0.24 5.00 0.00 0.27 0.27 26.40 0.36 0.24 5.00 0.00 0.27 0.27 26.45 0.36 0.24 5.00 0.00 0.27 0.27 26.50 0.36 0.24 5.00 0.00 0.27 0.27 26.55 0.36 0.24 5.00 0.00 0.27 0.27 26.60 0.36 0.24 5.00 0.00 0.27 0.27 26.65 0.36 0.24 5.00 0.00 0.27 0.27 26.70 0.36 0.24_ 5.00 0.00 0.27 0.27 26.75 0.36 0.24 5.00 0.00 0.27 0.27 26.80 0.36 0.24 5.00 0.00 0.26 0.26 26.85 0.37 0.24 5.00 0.00 0.26 0.26 26.90 0.37 0.24 5.00 0.00 0.26 0.26 26.95 0.37 0.24 5.00 0.00 0.26 0.26 27.00 0.37 0.24 5.00 0.00 0.26 0.26 27.05 0.37 0.24 5.00 0.00 0.26 0.26 27.10 0.37 0.24 5.00 0.00 0.26 0.26 27.15 0.37 0.24 5.00 0.00 0.26 0.26 27.20 0.37 0.24 5.00 0.00 0.26 0.26 27.25 0.37 0.24 5.00 0.00 0.26 0.26 27.30 0.38 0.24 5.00 0.00 0.26 0.26 27.35 0.38 0.24 5.00 0.00 0.26 0.26 27.40 0.38 0.24 5.00 0.00 0.26 0.26 27.45 0.38 0.24 5.00 0.00 0.26 0.26 27.50 0.38 0.24 5.00 0.00 0.26 0.26 27.55 0.38 0.24 5.00 0.00 0.26 0.26 27.60 0.38 0.24 5.00 0.00 0.26 0.26 27.65 0.38 0.24 5.00 0.00 0.26 0.26 27.70 0.39 0.24 5.00 0.00 0.26 0.26 Page 10' Liquefy.sum 27.75 0.39 0.24 5.00 0.00 0.26 0.26 27.80 0.39 0.24 5.00 0.00 0.26 0.26 27.85 0.39 0.24 5.00 0.00 0.26 0.26 27.90 0.42 0.24 5.00 0.00 0.26 0.26 27.95 0.42 0.24 5.00 0.00 0.26 0.26 28.00 0.43 0.24 5.00 0.00 0.26 0.26 28.05 0.43 0.24 5.00 0.00 0.26 0.26 28.10 0.43 0.24 5.00 0.00 0.26 0.26 28.15 0.43 0.24 5.00 0.00 0.26 0.26 28.20 0.43 0.24 5.00 0.00 0.25 0.25 28.25 0.43 0.24 5.00 0.00 0.25 0.25 28.30 0.44 0.24 5.00 0.00 0.25 0.25 28.35 0.44 0.24 5.00 0.00 0.25 0.25 28.40 0.44 0.24 5.00 0.00 0.25 0.25 28.45 -0.44 0.24 5.00 0.00 0.25 0.25 28.50 0.44 0.24 5.00 0.00 0.25 0.25 28.55 0.45 0.24 5.00 0.00 0.25 0.25 28.60 0.45 0.24 5.00 0.00 0.25 0.25 28.65 0.45 0.24 5.00 0.00 0.25 0.25 28.70 0.45 0.24 5.00 0.00 0.25 0.25 28.75 0.45 0.24 5.00 0.00 0.25 0.25 28.80 0.46 0.24 5.00 0.00 0.25 0.25 28.85 0.46 0.24 5.00 0.00 0.25 0.25 28.90 0.46 0.24 5.00 0.00 .0.25 0.25 28.95 0.47 0.24 5.00 0.00 0.25 0.25 29.00 0.47 0.24 5.00 0.00 0.25 0.25 29.05 0.47 0.24 5.00 0.00 0.25 0.25 29.10 0.47 0.24 5.00 0.00 0.25 0.25 29.15 0.47 0.24 5.00 0.00 0.25 0.25 29.20 0.48 0.24 5.00 0.00 0.25 0.25 29.25 0.48 0.24 5.00 0.00 0.25 0.25 29.30 0.48 0.24 5.00 0.00 0.25 0.25 29.35 0.49 0.24 5.00 0.00 0.25 0.25 29.40 0.49 0.24 5.00 0.00 0.25 0.25 29.45 0.49 0.24 5.00 0.00 0.25 0.25 29.50 0.50 0.24 5.00 0.00 0.25 0.25 29.55 0.50 0.24 5.00 0.00 0.25 0.25 29.60 0.50 0.24 5.00 0.00 0.25 0.25 29.65 0.51 0.24 5.00 0.00 0.25 0.25 29.70 0.51 0.24 5.00 0.00 0.25 0.25 29.75 0.52 0.24 5.00 0.00 0.25 0.25 29.80 0.52 0.24 5.00 0.00 0.24 0.24 29.85 0.53 0.24 5.00 0.00 0.24 0.24 29.90 0.54 0.24 5.00 0.00 0.24 0.24 29.95 0.54 0.24 5.00 0.00 0.24 0.24 30.00 0.55 0.24 5.00 0.00 0.24 0.24 30.05 0.55 0.24 5.00 0.00 0.24 0.24 30.10 0.55 0.24 5.00 0.00 0.24 0.24 30.15 0.55 0.24 5.00 0.00 0.24 0.24 30.20 0.55 0.24 5.00 0.00 0.24 0.24 30.25 0.56 0.24 5.00 0.00 0.24 0.24 30.30 0.56 0.24 5.00 0.00 0.24 0.24 30.35 0.56 0.24 5.00 0.00 0.24 0.24 30.40 0.56 0.24 5.00 0.00 0.24 0.24 30.45 0.56 0.24 5.00 0.00 0.24 0.24 30.50 0.56 0.24 5.00 0.00 0.24 0.24 30.55 0.56 0.24 5.00 0.00 0.24 0.24 30.60 0.56 0.24 5.00 0.00 0.24 0.24 30.65 0.56 0.24 5.00 0.00 0.24 0.24 30.70 0.56 0.24 5.00 0.00 0.24 0.24 30.75 0.56 0.24 5.00 0.00 0.24 0.24 30.80 0.56 0.24 5.00 0.00 0.24 0.24 30.85 0.56 0.24 5.00 0.00 0.24 0.24 Page 11 Liquefy.sum 30.90 0.56 0.24 5.00 0.00 0.24 0.24 30.95 0.57 0.24 5.00 0.00 0.24 0.24 31.00 0.57 0.24 5.00 0.00 0.24 0.24 31.05 0.57 0.24 5.00 0.00 0.24 0.24 31.10 0.57 0.24 5.00 0.00 0.24 0.24 31.15 0.57 0.24 5.00 0.00 0.24 0.24 31.20 0.57 0.24 5.00 0.00 0.24 0.24 31.25 0.57 0.24 5.00 0.00 0.24 0.24 31.30 0.57 0.24 5.00 0.00 0.24 0.24 31.35 0.57 0.24 5.00 0.00 0.24 0.24 31.40 0.57 0.24 5.00 0.00 0.24 0.24 31.45 0.58 0.24 5.00 0.00 0.24 0.24 31.50 0.58 0.24 5.00 0.00 0.23 0.23 31.55 0.58 0.24 5.00 0.00 0.23 0.23 31.60 0.58 0.24 5.00 0.00 0.23 0.23 31.65 0.58 0.24 5.00 0.00 0.23 0.23 31.70 0.58 0.24 5.00 0.00 0.23 0.23 31.75 0.58 0.24 5.00 0.00 0.23 0.23 31.80 0.58 0.24 5.00 0.00 0.23 0.23 31.85 0.58 0.24 5.00 0.00 0.23 0.23 31.90 0.59 0.24 5.00 0.00 0.23 0.23 31.95 0.59 0.24 5.00 0.00 0.23 0.23 32.00 0.59 0.24 5.00 0.00 0.23 0.23 32.05 0.59 0.24 5.00 0.00 0.23 0.23 32.10 0.59 0.24 5.00 0.00 0.23 0.23 32.15 0.59 0.24 5.00 0.00 0.23 0.23 32.20 0.59 0.24 5.00 0.00 0.23 0.23 32.25 0.60 0.24 5.00 0.00 0.23 0.23 32.30 0.60 0.24 5.00 0.00 0.23 0.23 32.35 0.60 0.24 5.00 0.00 0.23 0.23 32.40 0.60 0.24 5.00 0.00 0.23 0.23 32.45 0.60 0.24 5.00 0.00 0.23 0.23 32.50 0.61 0.24 5.00 0.00 0.23 0.23 32.55 0.61 0.24 5.00 0.00 0.23 0.23 32.60 0.61 0.24 5.00 0.00 0.23 0.23 32.65 0.61 0.24 5.00 0.00 0.23 0.23 32.70 0.56 0.24 5.00 0.00 0.23 0.23 32.75 0.54 0.24 5.00 0.00 0.23 0.23 32.80 0.52 0.24 5.00 0.00 0.23 0.23 32.85 0.51 0.24 5.00 0.00 0.23 0.23 32.90 0.49 0.24 5.00 0.00 0.23 0.23 32.95 0.49 0.24 5.00 0.00 0.23 0.23 33.00 0.48 0.24 5.00 0.00 0.23 0.23 33.05 0.47 0.24 5.00 0.00 0.23 0.23 33.10 0.46 0.24 5.00 0.00 0.23 0.23 33.15 0.46 0.24 5.00 0.00 0.22 0.22 33.20 0.45 0.23 5.00 0.00 0.22 0.22 33.25 0.45 0.23 5.00 0.00 0.22 0.22 33.30 0.44 0.23 5.00 0.00 0.22 0.22 33.35 0.44 0.23 5.00 0.00 0.22 0.22 33.40 0.43 0.23 5.00 0.00 0.22 0.22 33.45 0.43 0.23 5.00 0.00 0.22 0.22 33.50 0.42 0.23 5.00 0.00 0.22 0.22 33.55 0.42 0.23 5.00 0.00 0.22 0.22 33.60 0.41 0.23 5.00 0.00 0.22 0.22 33.65 0.41 0.23 5.00 0.00 0.22 0.22 33.70 0.40 0.23 5.00 0.00 0.22 0.22 33.75 0.40 0.23 5.00 0.00 0.22 0.22 33.80 0.39 0.23 5.00 0.00 0.22 0.22 33.85 0.39 0.23 5.00 0.00 0.22 0.22 33.90 0.39 0.23 5.00 0.00 0.22 0.22 33.95 0.38 0.23 5.00 0.00 0.22 0.22 34.00 0.38 0.23 5.00 0.00 0.22 0.22 Page 12 1 Liquefy.sum 34.05 0.37 0.23 5.00 0.00 0.22 0.22 34.10 0.37 0.23 5.00 0.00 0.22 0.22 34.15 0.37 0.23 5.00 0.00 0.22 0.22 34.20 0.36 0.23 5.00 0.00 0.22 0.22 34.25 0.36 0.23 5.00 0.00 0.22 0.22 34.30 0.35 0.23 5.00 0.00 0.22 0.22 34.35 0.35 0.23 5.00 0.00 0.22 0.22 34.40 0.34 0.23 5.00 0.00 0.22 0.22 34.45 0.34 0.23 5.00 0.00 0.21 0.21 34.50 0.34 0.23 5.00 0.00 0.21 0.21 34.55 0.33 0.23 5.00 0.00 0.21 0.21 34.60 0.33 0.23 5.00 0.00 0.21 0.21 34.65 0.32 0.23 5.00 0.00 0.21 0.21 34.70 0.32 0.23 5.00 0.00 .0.21 0.21 34.75 0.31 0.23 5.00 0.00 0.21 0.21 34.80 0.31 0.23 5.00 0.00 0.21 0.21 34.85. 0.31 0.23 5.00 0.00 0.21 0.21 34.90 0.30 0.23 5.00 0.00 0.21 0.21 34.95 0.30 0.23 5.00 0.00 0.21 0.21 35.00 0.29 0.23 5.00 0.00 0.21 0.21 35.05 0.29 0.23 5.00 0.00 0.21 0.21 35.10 0.29 0.23 5.00 0.00 0.21 0.21 35.15 0.29 0.23 5.00 0.00 0.21 0.21 35.20. 0.29 0.23 5.00 0.00 0.21 0.21 35.25 0.29 0.23 5.00 0.00 0.21 0.21 35.30 0.29 0.23 5.00 0.00 0.21 0.21 35.35 0.29 0.23 5.00 0.00 0.21 0.21 35.40 0.29 0.23 5.00 0.00 0.20 0.20 35.45 0.29 0.23 5.00 0.00 0.20 0.20 35.50 0.29 0.23 5.00 0.00 0.20 0.20 35.55 0.29 0.23 5.00 0.00 0.20 0.20 35.60 0.29 0.23 5.00 0.00 0.20 0.20 35.65 0.29 0.23 5.00 0.00 0.20 0.20 35.70 0'.29 0.23 5.00 0.00 0.20 0.20 35.75 0.29 0.23 5.00 0.00 0.20 0.20 35.80 0.29 0.23 5.00 0.00 0.20 0.20 35.85 0.29 0.23 5.00 0.00 0.20 0.20 35.90 0.29 0.23 5.00 0.00 0.20 0.20 35.95 0.29 0.23 5.00 0.00 0.20 0.20 36.00 '0.29 0.23 5.00 0.00 0.20 0.20 36.05. 0.29 0.23 5.00 0.00 0.20 0.20 36.10 0.29 0.23 5.00 0.00 0.20 0.20 36.15 0.29 0.23 5.00 0.00 0.20 0.20 36.20 0.29 0.23 5.00 0.00 0.20 0.20 36.25 0.29 0.23 5.00 0.00 0.19 0.19 36.30 0.29 0.23 5.00 0.00 0.19 0.19 36.35 0.29 0.23 .5.00 0.00 0.19 0.19 36.40 0.29 0.23 5.00 0.00 0.19 0.19 36.45 0.29 0.23 5.00 0.00 0.19 0.19 36.50 0.29 0.23 5.00 0.00 0.19 0.19 36.55 0.29 0.23 5.00 0.00 0.19 0.19 36.60 0.29' 0.23 5.00 0.00 0.19 0.19 36.65 0.29 0.23 5.00 0.00 0.19 0.19 36.70 0.29 0.23 5.00 0.00 0.19 0.19 36.75 0.29 0.23 5.00 0.00 0.19 0.19 36.80 0.29 0.23 5.00 0.00 0.19 0.19 36.85 0.29 0.23 5.00 0.00 0.19 0.19 36.90 0.29 0.23 5.00 0.00 0.19 0.19 36.95 0.29 0.23 5.00 0.00 0.19 0.19 37.00 0.29 0.23 5.00 0.00 0.19 0.19 37.05 0.29 0.23 5.00 0.00 0.18 0.18 37.10 0.29 0.23 5.00 0.00 0.18 0.18 37.15 0.29 0.23 5.00 0.00 0.18 0.18 Page 13 Liquefy.sum 37.20 0.29 0.23 5.00 0.00 0.18 0.18 37.25 0.29 0.23 5.00 0.00 0.18 0.18 37.30 0.29 0.23 5.00 0.00 0.18 0.18 37.35 0.29 0.23 5.00 0.00 0.18 0.18 37.40 0.29 0.23 5.00 0.00 0.18 0.18 37.45 0.29 0.23 5.00 0.00 0.18 0.18 37.50 0.29 0.23 5.00 0.00 0.18 0.18 37.55 0.29 0.23 5.00 0.00 0.18 0.18 37.60 0.29 0.23 5.00 0.00 0.18 0.18 37.65 0.29 0.23 5.00 0.00 0.18 0.18 37.70 0.29 0.23 5.00 0.00 0.18 0.18 37.75 0.29 0.23 5.00 0.00 0.18 0.18 37.80 0.29 0.23 5.00 0.00 0.18 0.18 37.85 0.29 0.23 5.00 0.00 0.18 0.18 37.90 0.29 0.23 5.00 0.00 0.17 0.17 37.95 0.29 0.22 5.00 0.00 0.17 0.17 38.00 0.29 0.22 5.00 0.00 0.17 0.17 38.05 0.29 0.22 5.00 0.00 0.17 0.17 38.10 0.29 0.22 5.00 0.00 0.17 0.17 38.15 0.29 0.22 5.00 0.00 0.17 0.17 38.20 0.29 0.22 5.00 0.00 0.17 0.17 38.25 0.29 0.22 5.00 0.00 0.17 0.17 38.30 0.29 0.22 5.00 0.00 0.17 0.17 38.35 0.29 0.22 5.00 0.00 .0.17 0.17 38.40 0.29 0.22 5.00 0.00 0.17 0.17 38.45 0.29 0.22 5.00 0.00 0.17 0.17 38.50 0.29 0.22 5.00 0.00 0.17 0.17 38.55 0.29 0.22 5.00 0.00 0.17 0.17 38.60 0.29 0.22 5.00 0.00 0.17 0.17 38.65 0.29 0.22 5.00 0.00 0.17 0.17 38.70 0.29 0.22 5:00 0.00 0.16 0.16 38.75 0.29 0.22 5.00 0.00 0.16 0.16 38.80 0.29 0.22 5.00 0.00 0.16 0.16 38.85 0.29 0.22 5.00 0.00 0.16 0.16 38.90 0.29 0.22 5.00 0.00 0.16 0.16 38.95 0.29 0.22 5.00 0.00 0.16 0.16 39.00 0.29 0.22 5.00 0.00 0.16 0.16 39.05 0.29 0.22 5.00 0.00 0.16 0.16 39.10 0.29 0.22 5.00 0.00 0.16 0.16 39.15 0.29 0.22 5.00 0.00 0.16 0.16 39.20 0.29 0.22 5.00 0.00 0.16. 0.16 39.25 0.29 0.22 5.00 0.00 0.16 0.16 39.30 0.29 0.22 5.00 0.00 0.16 0.16 39.35 0.29 0.22 5.00 0.00 0.16 0.16 39..40 0.28 0.22 5.00 0.00 0.16 0.16 39.45 0.28 0..22 5.00 0.00 0.16 0.16 39.50 0.28 0.22 5.00 0.00 0.16 0.16 39.55 0.28 0.22 5.00 0.00 0.15 0.15 39.60 0.28 0.22 5.00 0.00 0.15 0.15 39.65 0.28 0.22 5.00 0.00 0.15 0.15 39.70 0.28 0.22 5.00 0.00 0.15 0.15 39.75 0.28 0.22 5.00 0.00- 0.15 0.15 39.80 0.28 0.22 5.00 0.00 0.15 0.15 39.85 0.28 0.22 5.00 0.00 0.15 0.15 39.90 0.28 0.22 5.00 0.00 0.15 0.15 39.95 0.28 0.22 5.00 0.00 0.15 0.15 40.00 0.28 0.22 5.00 0.00 0.15 0.15 40.05 0.28 0.22 5.00 0.00 0.15 0.15 40.10 0.28 0.22 5.00 0.00 0.15 0.15 40.15 0.28 0.22 5.00 0.00 0.15 0.15 40.20 0.28 0.22 5.00 0.00 0.15 0.15 40.25 0.28 0.22 5.00 0.00 0.15 0.15 40.30 0.28 0.22 5.00 0.00 0.15 0.15 Page 14 .• t, Liquefy.sum 40.35 0.27 0.22 5.00 0.00 0.14 0.14 40.40 0.27 0.22 5.00 0.00 0.14 0.14 40.45 0.27 0.22 5.00 0.00 0.14 0.14 40.50 0.27 0.22 5.00 0.00 0.14 0.14 40.55 0.27 0.22 5.00 0.00 0.14 0.14 40.60 0.27 0.22 5.00 0.00 0.14 0.14 40.65 0.27 0.22 5.00 0.00 0.14 0.14 40.70 0.27 0.22 5.00 0.00 0.14 0.14 40.75 0.27 0.22 5.00 0.00 0.14 0.14 40.80 0.26 0.22 5.00 0.00 0.14 0.14 40.85 0.26 0.22 5.00 0.00 0.14 0.14 40.90 0.26 0.22 5.00 0.00 0.14 0.14 40.95 0.26 0.22 5.00 0.00 0.14 0.14 41.00 0.26 0.22 5.00 0.00 0.14 0.14 41.05 0.26 0.22 5.00 0.00 0.13 0.13 41.10 0.26 0.22 5.00 0.00 0.13 0.13 41.15 0.26 0.22 5.00 0.00 0.13 0.13 41.20 0-.25 0.22 5.00 0.00 0.13 0.13 41.25 0.25 0.22 5.00 0.00 0.13 0.13 41.30 0.25 0.22 5.00 0.00 0.13 0.13 41.35 0.25 0.22 5.00 0.00 0.13 0.13 41.40 0.25 0.22 5.00 0.00 0.13 0.13 41.45 0.25 0.22 5.00 0.00 0.13 0.13 41.50 0.25 0.22 5.00 0.00 0.13 0.13 41.55 0.25 0.22 5.00 0.00 0.13 0.13 41.60 0.25 0.22 5.00 0.00 0.13 0.13 41.65 0.24 0.22 5.00 0.00 0.13 0.13 41.70 0.24 0.22 5.00 0.00 0.12 0.12 41.75 0.24 0.22 5.00 0.00 0:12 0.12 41.80 0.24 0.22 5.00 0.00 0.12 0.12 41.85 0.24 0.22 5.00 0.00 0.12 0.12 41.90 0.24 0.22 5.00 0.00 0.12 0.12 41.95 0.24 0.22 5.00 0.00 0.12 0.12 42.00 0.24 0.22 5.00 0.00 0.12 .0.12 42.05 0.24 0.22 5.00 0.00 0.12 0.12 42.10 0.23 0.22 5.00 0.00 0.12 0.12 42.15 0.23 0.22 5.00 0.00 0.12 0.12 42.20 0.23 0.22 5.00 0.00 0.12 0.12 42.25 '0.23 0.22 5.00 0.00 0.12 0.12 42.30 0.23 0.22 5.00 0.00 0.11 0.11 42.35 0.23 0.22 5.00 0.00 0.11 0.11 42.40 0.23 0.22 5.00 0.00 0.11 0.11 42.45 0.23 0.22 5.00 0.00 0.11 0.11 42.50 0.23 0.22 5.00 0.00 0.11 0.11 42.55 0.23 0.22 5.00 0.00 0.11 0.11 42.60 0.22 0.22 5.00 0.00 0.11 0.11 42.65 0.22 0.22 5.00 0.00 0.11 0.11 42.70 0.22 0.21 5.00 0.00 0.11 0.11 42.75 0.22 0.21 5.00 0.00 0.11 0.11 42.80 0.22 0.21 5.00 0.00 0.10 0.10 42.85 0.22 0.21 5.00 0.00 0.10 0.10 42.90 0.22 0.21 5.00 0.00 0.10 0.10 42.95 0.22 0.21 5.00 0.00 0.10 0.10 43.00 0.22 0.21 5.00 0.00 0.10 0.10 43.05 0.21 0.21 5.00 0.00 0.10 0.10 43.10 0.21 0.21 5.00 0.00 0.10 0.10 43.15 0.21 0.21 5.00 0.00 0.10 0.10 43.20 0.21 0.21 5.00 0.00 0.10 0.10 43.25 0.21 0.21 5.00 0.00 0.10 0.10 43.30 0.21 0.21 5.00 0.00 0.09 0.09 43.35 0.21 0.21 5.00 0.00 0.09 0.09 43.40 0.21 0.21 5.00 0.00 0.09 0.09 43.45 0.21 0.21 5.00 0.00 0.09 0.09 Page 15 Liquefy.sum 43.50 0.21 0.21 5.00 0.00 0.09 0.09 43.55 0.20 0.21 5.00 0.00 0.09 0.09 43.60 0.20 0.21 5.00 0.00 0.09 0.09 43.65 0.20 0.21 5.00 0.00 0.09 0.09 43.70 0.20 0.21 5.00 0.00 0.09 0.09 43.75 0.20 0.21 5.00 0.00 0.08 0.08 43.80 0.20 0.21 5.00 0.00 0.08 0.08 43.85 0.20 0.21 5.00 0.00 0.08 0.08 43.90 0.20 0.21 5.00 0.00 0.08 0.08 43.95 0.20 0.21 5.00 0.00 0.08 0.08 44.00 0.20 0.21 5.00 0.00 0.08 0.08 44.05 0.19 0.21 5.00 0.00 0.08 0.08 44.10 0.19 0.21 5.00 0.00 0.08 0.08 44.15 0.19 0.21 5.00 0.00 0.08 0.08 44.20 0.19 0.21 5.00 0.00 0.07 0.07 44.25 0.19. 0.21 5.00 0.00 0.07 0.07 44.30 0.19 0.21 5.00 0.00 0.07 0.07 44.35 0.19 0.21 5.00 0.00 0.07 0.07 44.40 0.19 0.21 5.00 0.00 0.07 0.07 44.45 0.19 0.21 5.00 0.00 0.07 0.07 44.50 0.19 0.21 5.00 0.00 0.07 0.07 44.55 0.19 0.21 5.00 0.00 0.07 0.07 44.60 0.18 0.21 5.00 0.00 0.07 0.07 44.65 0.18 0.21 5.00 0.00 0.07 0.07 44.70 0.18 0.21 5.00 0.00 0.06 0.06 44.75 0.18 0.21 5.00 0.00 0.06 0.06 44.80 0.18 0.21 5.00 0.00 0.06 0.06 44.85 0.18 0.21 5.00 0.00 0.06 0.06 44.90 0.18 0.21 5.00 0.00 0.06 0.06 44.95 0.18 0.21 5.00 0.00 0.06 0.06 45.00 0.18 0.21 5.00 0.00 0.06 0.06 45.05 0.18 0.21 5.00 0.00 0.06 0.06 45.10 0.18 0.21 5.00 0.00 0.06 0.06 45.15 0.18 0.21 5.00 0.00 0.05 0.05 45.20 0.19 0.21 5.00 0.00_ 0.05 0.05 45.25 0.19 0.21 5.00 0.00 0.05 0.05 45.30 0.19 0.21 5.00 0.00 0.05 0.05 45.35 0.19 0.21 5.00 0.00 0.05 0.05 45.40 0.20 0.21 5.00 0.00 0.05 0.05 45.45 0.20 0.21 5.00 0.00 0.05 0.05 45.50 0.20 0.21 5.00 0.00 0.05 0.05 45.55 0.20 0.21 5.00 0.00 0.05 0.05 45.60 0.20 0.21 5.00 0.00 0.05 0.05 45.65 0.21 0.21 5.00 0.00 0.04 0.04 45.70 0.21 0.21 5.00 0.00 0.04 0.04 45.75 0.21 0.21 5.00 0.00 0.04 0.04 45.80 0.21 0.21 5.00 0.00 0.04 0.04 45.85 0.22 0.21 5.00 0.00 0.04 0.04 45.90 0.22 0.21 5.00 0.00 0.04 0.04 45.95 0.22 0.21 5.00 0.00 0.04 0.04 46.00 0.22 0.21 5.00 0.00 0.04 0.04 46.05 0.23 0.21 5.00 0.00 0.04 0.04 46.10 0.23 0.21 5.00 0.00 0.04 0.04 46.15 0.23 0.21 5.00 0.00 0.04 0.04 46.20 0.23 0.21 5.00 0.00 0.04 0.04 46.25 0.24 0.21 5.00 0.00 0.04 0.04 46.30 0.24 0.21 5.00 0.00 0.04 0.04 46.35 0.24 0.21 5.00 0.00 0.03 0.03 46.40 0.24 0.21 5.00 0.00 0.03 0.03 46.45 0.25 0.21 5.00 0.00 0.03 0.03 46.50 0.25 0.21 5.00 0.00 0.03 0.03 46.55 0.25 0.21 5.00 0.00 0.03 0.03 46.60 0.25 0.21 5.00 0.00 0.03 0.03 Page 16 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Liquefy.sum 46.65 0.25 0.21 5.00 0.00 0.03 0.03 46.70 0.26 0.21 5.00 0.00 0.03 0.03 46.75 0.26 0.21 5.00 0.00 0.03 0.03 46.80 0.26 0.21 5.00 0.00 0.03 0.03 46.85 0.26 0.21 5.00 0.00 0.03 0.03 46.90 0.27 0.21 5.00 0.00, 0.03 0.03 46.95 0.27 0.21 5..00 0.00 0.03 0.03 47.00 0.27 0.21 5.00 0.00 0.03 0.03 47.05 0.27 0.21 5.00 0.00 0.03 0.03 47.10 0.28. 0.21 5.00 0.00 0.03 0.03 47.15 0.28 0.21 5.00 0.00 0.03 0.03 47.20 0.28 0.21 5.00 0.00 0.03 0.03 47.25 0.29 0.21 5.00 0.00 0.03 0.03 47.30 0.29 0.21 5.00 0.00 0.02 0.02 47.35 0.29 0.21 5.00 0.00 0.02 0.02 47.40 0.29 0.20 5.00 0.00 0.02 0.02 47.45 0.30 0.20 5.00 0.00 0.02 0.02 47.50 0.30 0.20 5.00 0.00 0.02 0.02 47.55 0.30 0.20 5.00 0.00 0.02 0.02 47.60 0.31 0.20 5.00 0.00 0.02 0.02 47.65 0.31 0.20 5.00 0.00 0.02 0.02 47.70 0.31 0.20 .5.00 0.00 0.02 0.02 47.75 0.31 0.20 5.00 0.00 0.02 0.02 47.80 0.32 0.20 5.00 0.00 0.02 0.02 47.85 0.32 0.20 5.00 0.00 0.02 0.02 47.90 0.32 0.20 5.00 0.00 0.02 0.02 47.95 0.33 0.20 5.00 0.00 0.02 0.02 48.00 0.33 0.20 5.00 0.00 0.02 0.02 48.05 0.33 0.20 5.00 0.00 0.02 0.02 48.10 0.34 0.20 5.00 0.00 0.02 0.02 48.15 0.34 0.20 5.00 0.00 0.02 0.02 48.20 0.34 0.20 5.00 0.00 0.02 0.02 48.25 0.35 0.20 5.00 0.00 0.02 0.02 48.30 0.35 0.20 5.00 0.00 0.02 0.02 48.35 0.35 0.20 5.00 0.00 0.02 0.02 48.40 0.36 0.20 5.00 0.00 0.02 0.02 48.45 0.36 0.20 5.00 0.00 0.02 0.02 48.50 0.37 0.20 5.00 0.00 0.02 0.02 48.55 0.37 0.20 5.00 0.00 0.01 0.01 48.60 0.38 0.20 5.00 0.00 0.01 0.01 48.65 0.38 0.20 5.00 0.00 0.01 0.01 48.70 0.38 0.20 5.00 0.00 0.01 0.01 48.75 0.39 0.20 5.00 0.00 0.01 0.01 48.80 0.39 0.20 5.00 0.00 0.01 0.01 48.85 0.40 0.20 5.00 0.00 0.01 0.01 48.90 0.41 0.20 5.00 0.00 0.01 0.01 48.95 0.41 0.20 5.00 0.00 0.01 0.01 49.00 0.42 0.20 S.00 0.00 0.01 0.01 49.05 0.42 0.20 5.00 0.00 0.01 0.01 49.10 0.43 0.20 5.00 0.00 0.01 0.01 49.15 0.44 0.20 5.00 0.00 0.01 0.01 49.20 0.45 0.20 5.00 0.00 0.01 0.01 49.25 0.46 0.20 5.00 0.00 0.01 0.01 49.30 0.48 0.20 S.00 0.00 0.01 0.01 49..35 0.51 0.20 S.00 0.00 0.01 0.01 49.40 0.55 0.20 5.00 0.00 0.01 0.01 49.45 0.57 0.20 S.00 0.00 0.01 0.01 49.50 0.57 0.20 S.00 0.00 0.01 0.01 49.55 0.57 0.20 5.00 0.00 0.01 0.01 49.60 0.57 0.20 51.00 0.00 0.01 0.01 49.65 0.57 0.20 5.00 0.00 0.01 0.01 49.70 0.57 0.20 5.00 0.00 0.01 0.01 49.75 0.57 0.20 5.00 0.00 0.01 0.01 Page 17 11 r * F.S.<1, Liquefaction Potential zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) units: unit: qc, fs, Stress or Pressure = atm (1.0581tsf); unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of safety against liquefaction, F.S.=CRRm/CSRsf S_sat settlement from saturated sands S_dry Settlement from unsaturated Sands Sall Total settlement from saturated.and unsaturated sands NOLiq No -Liquefy Soils Page 18 Liquefy.sum 49.80 0.57 0.20 5.00 0.00 0.01 0.01' 49.85 0.57 0.20 5.00 0.00 0.01 0.01 49.90 0.57 0.20 5.00 0.00 0.01 0.01 49.95 0.57 0.20 5.00 0.00 0.01 0.01 50.00 0.57 0.20 5.00 0.00 0.01 0.01 50.05 0.57 0.20 5.00 0.00 0.01 0.01 50.10 0.57 0.20 5.00 0.00 0.01 0.01 50.15 0.57 0.20 5.00 0.00 0.01 0.01 50.20 0.57 0.20 5.00 0.00 0.01 0.01 50.25 0.57 0.20 5.00 0.00 0.01 0.01 50.30 0.57 0.20 5.00 0.00 0.01 0.01 50.35 0.57 0.20 5.00 0.00 0.01 0.01 50.40 0.57 0.20 5.00 0.00 0.01 0.01 50.45 0.57 0.20 5.00 0.00 0.00 0.00 50.50 0.57 0.20 5.00 0.00 0.00 0.00 50.55 0.57 0.20 5.00 0.00 0.00 0.00 50.60 0.57 0.20 5.00 0.00 0.00 0.00 50.65 0.57 0.20 5.00 0.00 0.00 0.00 50.70 0.57 0.20 5.00 0.00 0.00 0.00 50.75 0.57 0.20 5.00 0.00 0.00 0.00 50.80 0.57 0.20 5.00 0.00 0.00 0.00 50.85 0.57 0.20 5.00 0.00 0.00 0.00 50.90 0.57 0.20 5.00 0.00 0.00 0.00 50.95 0.57 0.20 5.00 0.00 0.00 0.00 51.00 0.57 0.20 5.00 0.00 0.00 0.00 51.05 0.57 0.20 5.00 0.00 0.00 0.00 51.10 0.57 0.20 5.00 0.00 0.00 0.00 51.15 0.57 0.20 5.00 0.00 0.00 0.00 51.20 0.57 0.20 5.00 0.00 0.00 0.00 51.25 0.57 0.20 5.00 0.00 0.00 0.00 51.30 0.57 0.20 5.00 0.00 0.00 0.00 51.35 0.57 0.20 5:00 0.00 0.00 0.00 51.40 0.57 0.20 5.00 0.00 0.00 0.00 51.45 0.57 0.20 5.00 0.00 0.00 0.00 51.50 0.57 0.20 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. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of safety against liquefaction, F.S.=CRRm/CSRsf S_sat settlement from saturated sands S_dry Settlement from unsaturated Sands Sall Total settlement from saturated.and unsaturated sands NOLiq No -Liquefy Soils Page 18 r , APPENDIX E HYDRO -COLLAPSE ANALYSIS STATIC SETTLEMENT ANALYSIS Sladden Engineering CALEO BAY, 544-14139 HYDRO -COLLAPSE RELATED SETTLEMENT CALCULATIONS BORE #1 Depth (ft.) 0-5* 5-15 15-25 25-35 35-50 In Place Density (pcO 116.0 105.5 111.4 102.8 101.7 In Place Moisture (%) 12.5 1.1 4.6 1.3 2.3 Thickness of Layer (ft.) 5 10 10 10 10 Collapse Potential 0.0 0.3 0.2 0.2 0.4 Settlement (in) 0.00 0.36 0.24 0.24 0.48 Cumulative Settlement (in.) 0.00 0.36 0.60 0.84 1.32 *Compacted. Fill Material - 90% Plus 8i9ttlement Analysis-Schmertmann Meth.'0'0. �L.0.0' in 16 78420'Calob-'say.; -u ..., Cawomia It A. pltjmh boad .41 &7 7.74 Dcipthlt. .41-187: '001to: 0epih It. Offset SPIT E,-0si*- AV0--EP$l 04 Depth,...'M U'. .25: .4-,l 6.7 2447: 41i, !0-.03 5: 5; 2,500 6 10': 2--.333 3250-. 300 24.17 26 14 23W 2-;500- -21. 2417 -2333 ..225' 44. .2,,838 2-25�Q :2-6: 18 7. :20-7- 26 .2 :3,500 D51ta 0A 0 I�idi yer.bur,6n §,"ss--ne is less-ttia : v.i§� :9 -....D6& pls %� 'I`l 0"'of'.6ertiurden,:sir«seilecf L044mf r -Tp -4-0-1 Widt A 'r -72 ---JD ih,.�ft*.: De aagthilt ft. QW40", SP.T. It -psi, Av'ekp,�§i Deltd-.-lj'l:. A0 7 It 75 .41 &7 7.74 .41-187: ZQ4 04 U'. 2447: 41i, !0-.03 5; 2,500 24.17 26 14 23W -21. -2333 ..225' 44. .2,,838 :2-6: :20-7- 21. :3,500 -....D6& pls %� 'I`l 0"'of'.6ertiurden,:sir«seilecf