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Home My WebLink AboutParcel Map 30177 Geotechnical InvestigationGEOTECHNICAL INVESTIGATION VAIL RANCH TOWN SQUARE TEMECULA, CALIFORNIA PREPARED FOR SQUARE ONE DEVELOPMENT LA JOLLA, CALIFORNIA AUGUST 31, 2001 l GEOCON INCORPORATED GEOTECHNICAL Project No. 20079-42-01 August 31, 2001 Square One Development ' 4275 Executive Square, Suite 1020 La Jolla, California 92037 I 1 [1 Attention: Mr. Michael P. Cafagna Subject: VAIL RANCH TOWN SQUARE TEMECULA, CALIFORNIA GEOTECHNICAL INVESTIGATION Gentlemen: CONSULTANTS V� In accordance with your authorization of our proposal (No. LG -01301) dated June 13, 2001, we have performed a geotechnical investigation for the subject project. The accompanying report presents the findings of our study and our recommendations relative to the geotechnical aspects of developing the property as presently proposed. Should you have questions regarding this report,_ or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED 9 G ames L. Brown 'Ali Askew Dale Hamelehle GE 2176 RCE 56418 CEG 1760 KPA:DH:JLB:dlj Q� MESSIOry� QQROFESS10' �G,RED G;FO (6/del) Addressee O 54 4, <y S� S F DALEM O �Z� y �w0 NAfdELEHLE C v� mN0. 1760 A S) 40 p02178 U N0. C 05018 m * CERTIFIED �,6(3p105v * Exp. 6130105 a ENGINEERING * 120-31-02 T STAT �TEG4�OQ 9TFnCM cO��P 9�.._ 6960 Flanders Drive ■ San Diego, California 92121-2974 ■ Telephone (858) 558-6900 ■ Fax (858) 55E-6159 2 TABLE OF CONTENTS 1. PURPOSE AND SCOPE.................................................................................................................1 2. PREVIOUS SITE DEVELOPMENT..............................................................................................2 3. SITE AND PROJECT DESCRIPTION...........................................................................................3 4. SOIL AND GEOLOGIC CONDITIONS.........................................................................................3 4.1 Compacted Fill(Qcf).............................................................................................................4 4.2 Alluvium(Qal).......................................................................................................................4 5. GROUNDWATER...........................................................................................................................5 6. GEOLOGIC STRUCTURE.............................................................................................................6 7. GEOLOGIC HAZARDS..................................................................................................................6 7.1 Faulting and Seismicity.........................................................................................................6 7.2 Probabilistic Seismic Hazard Analysis..................................................................................7 7.3 Liquefaction...........................................................................................................................8 7.4 Effects of Liquefaction..........................................................................................................8 7.5 Mitigation of Liquefaction..................................................................................................10 7.6 Seismic Design Criteria.......................................................................................................10 8. CONCLUSIONS AND RECOMMENDATIONS.........................................................................12 8.1 General.................................................................................................................................12 8.2 Soil and Excavation Characteristics....................................................................................12 8.3 Grading................................................................................................................................13 8.4 Settlement Considerations...................................................................................................14 8.5 Foundations.........................................................................................................................15 8.6 Concrete Slabs-on-Grade.....................................................................................................16 8.7 Retaining Walls and Lateral Loads.....................................................................................17 8.8 Flexible Pavement Design...................................................................................................18 8.9 Rigid Pavement Design.......................................................................................................19 8.10 Drainage and Maintenance..................................................................................................20 8.11 Plan Review.........................................................................................................................20 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map (Map Pocket) Figure 3, Slope Stability Analysis (Liquefied Conditions) APPENDIX A FIELD INVESTIGATION Figures A -1—A-15, Logs of Borings GEOTECHNICAL INVESTIGATION ' 1. PURPOSE AND SCOPE This report presents the results of a geotechnical investigation for the proposed Vail Ranch Town ' Square located in Temecula, California (see Vicinity Map, Figure 1). The purpose of the investigation was to evaluate subsurface soil and geologic conditions at the site, and to identify ' geotechnical constraints, if any, that may impact proposed development. Provided herein are recommendations pertaining to the geotechnical engineering aspects of developing the project as proposed based on the conditions encountered during this investigation and during previous development. Specifically, recommendations are included for re -grading of the site, foundation design criteria for the buildings, and structural pavement sections for the parking lot areas and ' driveways. The scope of the investigation included the following: • Reviewing published geologic literature, aerial photographs, and previous geotechnical studies performed on the property. • Performing a field investigation consisting of excavating 8 small -diameter exploratory borings to observe and sample the subsurface soils, perform Standard Penetration Tests to determine in situ density, and measuring current groundwater levels. • Performing laboratory tests on selected soil samples to determine in-situ density, shear strength, consolidation, gradation, and water-soluble sulfate content of the prevailing soil conditions encountered. • Performing engineering analysis to determine site seismic design parameters, consolidation characteristics, and liquefaction potential to assist in providing the recommendations herein. The field investigation was performed on July 10 and 11, 2001. A detailed discussion of the field ' investigation and the boring logs are presented in Appendix A. Laboratory tests were performed on soil samples obtained from the exploratory borings to evaluate subsurface soil and geologic conditions and pertinent physical soil properties. A summary of the laboratory testing and test results are presented in Appendix B. The base map used to plot approximate boring locations, existing geology and proposed site development consists of a copy of the project Site Plan prepared by Trans Pacific Consultants (See Figure 2, Map Pocket). Project No. 20079-42-01 - 1 - August 31, 2001 AN, ' 3. SITE AND PROJECT DESCRIPTION ' The proposed Vail Ranch Town Square encompasses a portion of the previously sheet -graded Vail Ranch Commercial Site, a commercial property located in Temecula, California. Highway 79 bounds the site to the north, Mahlon Vail Road to the east, Wolf Store Road to the south, and commercial ' property to the west. The approximate location of the site is shown on the Vicinity Map (Figure 1). In general, the property is relatively flat with elevations ranging from approximately 1088 feet above Mean Sea Level (MSL) at the southwestern portion of the site to approximately 1098 feet MSL at the northeast comer of the site. Surface drainage is directed to earthen brow ditches and 2 to 3 -foot high ' embankments designed to direct the water into a catch basin that empties into Temecula Creek. Site vegetation consists predominately of weeds and grass. I Proposed development includes grading the site to construct building pads for one 3 -story office building (Pad A), one single -story restaurant (Pad B), and 6 single -story commercial buildings (Pads C through H). The remainder of the site will consist of driveways, parking areas, surface improvements and landscape. Grading to construct the building pacts will consist of maximum cuts and fills of approximately 4 feet and 2 feet, respectively. New cut and fill slopes or significant changes to existing slopes are not planned. The 3 -story office building is anticipated to consist of a steel frame structure with a glass exterior supported by conventional continuous and isolated spread footings. A braced frame and elevator shaft are also anticipated. Maximum column and strip loads are anticipated to be on the order of 100 kips and 3 kips per linear foot, respectively. One-story structures are anticipated to consist of lightly loaded concrete tilt -up structures supported on conventional foundation systems. The above locations and descriptions are based on a site reconnaissance and review of the referenced tentative map. If final development plans differ significantly from those described herein, Geocon Incorporated should be contacted for review and possible revisions to this report. 4. SOIL AND GEOLOGIC CONDITIONS The entire site is underlain by compacted fill soils that are in tarn underlain by recent alluvial deposits over 100 feet thick. Previous studies indicated that recent alluvium is underlain by older alluvium that rests upon sedimentary bedrock of the Pleistocene -age Pauba Formation (see List of References). The soil types encountered during the investigation are discussed below in order of increasing age. Project No. 20079-42-01 .3- August 31, 2001 I I [1 1] 4.1 Compacted Fill (Qct) Compacted fill was encountered in each of the exploratory borings and typically consist, of dense, dark brown, silty, fine- to medium -grained sands. Fill thickness varied from 6 to 13 feet as encountered in Boring Nos. B-1 through B-8 (see boring logs, Appendix A). Field Standard Penetration Tests, as well as laboratory testing of the samples obtained on the borings indicated that the fill generally has uniform density and moisture -content. hi general, the upper portions of the fill consist of granular soil with a very low to low expansion potential. The fill is considered suitable for support of the planned development in its present condition. Prior to placing additional fill, the existing compacted fill surface should be moisture conditioned to near optimum moisture content, and recompacted. ' 4.2 Alluvium (Qal) ' Alluvial soils underlie the above-described compacted fill and consist of loose to medium -dense, light olive to gray, silty fine- to coarse-grained sands with occasional layers of micaceous silts and coarse sand. Each boring (except Boring No. 8) encountered alluvial soils to the maximum depth ' explored (51 feet). Previous studies indicated the alluvium extends to depths on the order of 100 to 150 feet (see List of References). ' Standard Penetration Test blow counts recorded during drilling and laboratory test results indicate that the alluvium is generally in a medium dense condition and has zones that are subject to liquefaction during a strong seismic event. Liquefaction is discussed in greater detail in Sections 7.3, 7.4 and 7.5 of this report. Consolidation testing on representative samples of the alluvium indicates ' that the alluvium should not experience significant volume change due to loading provided that grades are not significantly raised. In addition, the alluvium should not experience significant volume change upon increases in soil moisture content. Results of the consolidation tests are shown graphically in Appendix B. Each of the samples was saturated at pressures near their in situ overburden and the consolidation curves indicate low compressibility beyond the saturation loads. ' Review of the referenced Petra Geotechnical Inc. geotechnical investigation (Petra, April 30, 2001) ' indicated that a 2 to 5 -foot layer identified as peat was encountered in their Boring No. 7. This boring is within proposed Building Pad H at the southwest corner of the site. During our investigation, we advanced two borings (B-3 and B-8) relatively near Petra's Boring No. 7 to ' evaluate if the peat consisted of a continuous stratum or was localized. Peat or concentrations of organic matter were not encountered in our borings. Additionally, 13-2 south of Building Pad H did not encounter peat matter. Based on our borings, the peat encountered by Petra is isolated and is at a depth that should not adversely impact the proposed building. ' Project No. 20079-42-01 - 4 - August 31, 2001 A u L L I 1 I �r J 5. GROUNDWATER Groundwater was measured in each of our exploratory borings at depths varying from approximately 30 to 39 feet below the existing ground surface. This corresponds to elevations of approximately 1057 feet to 1060 feet MSL. Groundwater is not anticipated to adversely impact the grading and/or construction of the proposed improvements. Review of previous reports prepared by Geocon Incorporated, responses to County of Riverside review comments and recent discussions with the County of Riverside geologist indicate that historic high groundwater elevations should be considered for liquefaction analyses. Petra Geotechnical in their liquefaction analysis imposed a groundwater table at the proposed finish grade surface. In our opinion, this is overly conservative, as Temecula Creek directly south of the project will control groundwater elevations. To determine historic high groundwater elevations, we have reviewed nearby well data obtained from the Southern California Department of Water Resources and the following: • Response to County of Riverside Review, Tentative Tract 23172, Vail Ranch Commercial Site, Temecula, California prepared by Geocon Incorporated dated March 9, 1993. • DRAFT.- Geohydrologic Study, EMWD Percolation Pond, Task 1 Report, prepared for Eastern Municipal Water District, prepared by Geoscienee Support Services Incorporated, Ground Water Resources Development dated December 3, 1992. Review of the above referenced information indicates that groundwater levels encountered in our 1992 report were either at or very near historic high groundwater elevations. Groundwater depths at that time varied from approximately 9.5 feet adjacent to Highway "79 to approximately 23 feet at the southern end of the site. At that time, higher groundwater encountered adjacent to Highway 79 was a direct result of the influence of percolation ponds associated with Eastern Municipal Water District (EMWD operations. Since then the use of the ponds has ceased and significant differences in groundwater elevations between the north and south ends of the property have essentially been eliminated. This is evident from groundwater elevations determined from our recent borings (1057 feet to 1060 feet MSL). In addition, fill soils have been placed above the elevations at the rime of our 1992 borings. Based on the 1992 borings, historic high groundwater elevations were estimated to vary from approximately 1040 to 1070 feet MSL across the overall Tract 23172 property. Review of the Site Plan for the property indicates that elevations at the bottom of Temecula Creek vary from approximately 1079 at the east end of the site to approximately 1075 feet at the west end. These elevations are relatively close to estimated historic high groundwater and are reasonable as the improved creek channel elevations control groundwater. With respect to liquefaction analyses, we have used creek channel elevations, which result in a rise in the current groundwater table anywhere Project No. 20079-42-01 - 5 - August 31, 2001 1 ' from approximately 13 to 20 feet. In our opinion, use of the creek channel elevations essentially represents and/or controls historic high groundwater elevations and is a conservative elevation for use in liquefaction analyses. I6. GEOLOGIC STRUCTURE Regionally, the site is located within a fault -basin known as the Temecula -Elsinore Basin (Larsen, ' 1948). This is a combined structural/topographic basin within the Peninsular Ranges of southern California. This northwest- to southeast -trending structural basin is bounded on the west by the ' Elsinore Fault Zone and on the east by the Aguanga and Lancaster faults. The Elsinore Fault Zone includes several "active" faults, whereas the Aguanga and Lancaster faults are considered to be "potentially" active faults (Jennings, 1994). Bedding in the alluvium units is horizontal, or nearly ' horizontal, with depths estimated on the order of 600 feet. ' 7. GEOLOGIC HAZARDS ' 7.1 Faulting and Seismicity Based on the site reconnaissance, evidence obtained from previous grading operations, review of ' previous geotechnical reports associated with the property, and published geologic maps and reports, the site does not lie in an Alquist-Priolo Earthquake Fault Zone, meaning no active faults have been ' mapped within the site. The nearest active fault is the Elsinore Fault (Temecula Strand) located approximately 2%2 miles ' from the site. To estimate peak site accelerations a deterministic analysis using EQFAULT (Blake, 2000) was performed. Attenuation relationships by Sadigh et al. (1997) were used in the analysis. The results of the study indicate that the Elsinore Fault is considered capable of generating a maximum credible earthquake event of Magnitude 6.8 with a corresponding maximum credible peak site acceleration estimated to be 0.44g. Presented in the following table are other nearby faults that ' can potentially produce earthquake events and site accelerations that can subject the site to ground shaking. tJ I I IProject No. 20079-42-01 - 6 - August 31, 2001 Vs I 1 1 I I TABLE 7.1 DETERMINISTIC SITE PARAMETERS FOR SELECTED ACTIVE FAULTS Fault Name Distance From Site (miles) Maximum Credible Magnitude Maximum Credible Site Accelerations (g) Elsinore—Temecula 2Y: 6.8 0.44 Elsinore—Julian 8'/� _ 7.1 0.2€ Elsinore- Glen Ivy 18'/z _ 6.8 0.13 San Jacinto- Anza 20 _ 7.2 0.15 San Jacinto- San Jacinto Valley 1 20 _ 1 6.9 1 0.13 The site could be subjected to significant shaking in the event of a major earthquake on the Elsinore Fault or other nearby regional fault. Structures for the site should be constructed in accordance with current UBC seismic codes and local ordinances. 7.2 Probabilistic Seismic Hazard Analysis The computer program FRISKSP (Blake, 2000) was used to perform a site-specific probabilistic seismic hazard analysis. The program models faults as lines to evaluate site-specific probabilities of exceedence of given horizontal accelerations for each line source. Geologic parameters not addressed in the deterministic analysis are included in this analysis. The program operates under the assumption that the occurrence rate of earthquakes on each mappable Quaternary fault is proportional to the fault's slip rate. Fault rupture length as a function of earthquake magnitude is accounted for, and site acceleration estimates are made using the earthquake magnitude and closest distance from the site to the rupture zone. Uncertainty in each of following are accounted for: (1) earthquake magnitude, (2) rupture length for a given magnitude, (3) location of the rupture zone, (4) maximum possible magnitude of a given earthquake, and (5) acceleration at the site from a given earthquake along each fault. By calculating the expected accelerations from all considered earthquake sources, the program calculates the total average annual expected number of occurrences of a site acceleration greater than a specified value. Attenuation relationships suggested by Sadigh et al. were utilized in the analysis. The results of the analysis indicate that for a 10 percent probability in 100 years, a mean site acceleration of 0.76g may be generated. This value corresponds to a return period of approximately 949 years. For a 10 percent probability in 50 years, or return period of approximately 475 years, a mean site acceleration of 0.638 may be generated. Graphical representations of the analysis are presented in Appendix C. Project No. 20079-42-01 - 7 - August 31, 2001 a �J I7.3 Liquefaction ' Liquefaction is a phenomenon in which loose, saturated, relatively cohesionless soil deposits lose shear strength during strong ground motions. Primary factors controlling liquefaction include intensity and duration of ground motion, gradation characteristics of the subsurface soils, in situ stress conditions and the depth to groundwater. Liquefaction is typified by a complete loss of shear strength in the liquefied layers due to rapid increases in pore water pressure generated by earthquake Iaccelerations Liquefaction potential for the site is likely given the makeup of the alluvium, in situ density and groundwater levels assumed. To evaluate liquefaction potential engineering analyses were performed using LIQUEFY2 (Blake, 1998), a computer program that calculates factors -of -safety against ' liquefaction using procedures suggested by Seed, et al., (1985). Quaternary alluvium in Borings B-1 through B-7 were used in the analyses. Standard Penetration Test (SPT)blow counts where recorded were used directly. Other blow counts were associated with a California Sampler and were corrected to correlate to SPT blow counts for the larger sampler diameter. A site acceleration of 0.63g, determined from the probabilistic seismic analysis was used in our analysis. This acceleration is based on a 10 percent probability in 50 -year occurrence in accordance with current State of California criteria for liquefaction analyses (DMG SP 117, August 1998). Our analysis used this acceleration combined with the information as described above and LIpUEFY2. The results of the analysis indicates that the majority of the material below the groundwater table to the depth explored (50 feet), with the exception of minor interbeds of denser sands and silts, could liquefy if the site is subjected to the intense levels of shaking assumed in the analysis. Computer output from the analyses are included in Appendix D 7.4 Effects of Liquefaction The analyses indicate that liquefaction could occur within an approximately 25 -foot zone for the intense levels of ground shaking assumed in the analysis. Adverse impacts associated with liquefaction include ground rupture and/or sand boils, lateral spreading and settlement of the ' liquefiable layers I I I Lateral spreading occurs when liquefiable soils are in the immediate vicinity of a free face such as slopes. Factors controlling lateral displacement include earthquake magnitude, distance from the earthquake epicenter, thickness of liquefiable soil layer, grain size characteristics, fines contents of the soil and SPT blow counts. Bartlett and Youd (Journal of Geotechnical Engineering, Vol 121) have concluded that lateral spreading is restricted to sediments with corrected SPT blowcounts between 1 and 15 for earthquake magnitudes less than or equal to 8.0. Review of the boring logs Project No. 2007942-01 - 8 - August 31, 2001 �o I I I I I I I 11 I I I indicate that the majority of the sands below the assumed water table have blow counts in excess of 15; lower blow counts were associated with silts and clayey silts. Based on these criteria, lateral spreading should not occur. To further evaluate the potential for lateral spreading, a slope stability analysis was conducted for the slope above Temecula Creek using residual shear strength values for the layers identified as liquefiable. The residual values were extracted from Figure 6.7 of DMG SPI 17 based on corrected SPT blowcounts. The analysis resulted in a calculated factor of safety against failure of 1.3 assuming that liquefaction occurs. Results of the analysis are presented on Figure 3. Based on Bartlett and Youd's criteria, and the results of the slope stability analysis assuming liquefied soil conditions, lateral spreading should not occur and is not considered an adverse impact to the proposed development. Surface manifestation due to liquefaction may consist of surface rupture and/or sand boils, and surface settlement. Sand boils occur where liquefiable soil is extruded upward through the soil deposit to the ground surface. This happens when the pore pressures in the liquefiable soil layer exceed the overburden pressure. Providing an increase in overburden pressure and a compacted fill mat can mitigate surface manifestation. Research presented by Ishihara (1985) indicates that the presence of a non -liquefiable surface layer may prevent the effects of at -depth liquefaction from reaching the surface. Subsequent research by Youd and Garris (Journal of Geotechnical Engineering, Vol. 121, November 1995) indicates that Ishihara's criteria may not be valid for certain conditions. In addition, modifications to Ishihara's chart have been made to include higher ground accelerations (Ishihara's 1985 chart was based on a 0.25 ground acceleration). Youd and Garris concluded that Ishihara's criteria is valid for sites where lateral spreading will not occur. As discussed above, lateral spreading should not occur and therefore, Ishihara's criteria are valid. However, the modified curves provided by Youd and Garris do not account for accelerations higher than 0.5 g. Based on Youd's modified curves and the thickness of the non -liquefiable soil layer (layer above the assumed groundwater table), surface manifestation cannot be ruled out, however, it is our opinion that the potential is low. I Seismic induced settlement will occur within the liquefied soil layer and/or layers after seismic shaking stops due to rearrangement of the sand particles. An estimate of seismic induced settlement due to liquefaction was performed using procedures suggested by Tokimatsu and Seed. The estimated settlement is determined using relationships between cyclic stress ratios, corrected N values (blowcounts) and volumetric strain. For our estimates, we have used boring B-1 as a worst case potential where the liquefaction analyses indicate a liquefiable layer up to 25 feet in thickness. Settlement estimates have been calculated using charts and curves developed by Tokimatsu and Seed. Based on these charts we estimate a volumetric strain varying from 1.6 to 2.2 percent. Settlement is calculated as approximately equal to 0.01 times the volumetric strain (%) times the thickness of the liquefiable surface layer. This calculation results in a total estimated settlement, 1 Project No. 20079-42-01 .9. August 31, 2001 t, considering all the borings, varying from 2'/z to 5 inches. DMG SP 117 recommends that differential settlement equal '/2 of the total settlement. However, DMG SP 117 also. states that case histories of I ground settlement occurring without lateral spreading have not been widely reported and that if deep alluvium exists and the soil stratigraphy is relatively uniform across the site, the use of/2 of the total ' settlement is extremely conservative. It was concluded that differential settlements at.leve:l ground sites with natural soils are expected to be small even if the total settlement is large (fraction of the total settlement). Such is the case for this site and based on liquefaction analyses the site subsurface ' conditions are considered relatively uniform. Based upon these criteria, we estimate maximum differential settlements on the order of 1 to 2 inches. 7.5 Mitigation of Liquefaction ' Mitigation of liquefaction can be accomplished by soil improvement methods (i.e., deep dynamic compaction, stone columns, vibro-replacement, increase of overburden pressures) or structural methods. Structural methods are acceptable (Youd, SP1 17) for lightly loaded structures where lateral displacements are small or do not occur. With respect to this site, recommendations for mitigation ' include the following: I . Removal and recompaction of the soils to construct a 5 -foot compacted fill mat (compacted to at least 93 percent relative compaction) beneath Building Pads B through H and 8 feet in Building Pad A. ' • Limiting the allowable soil bearing pressure to 2,000 psf so that the structures will remain essentially lightly loaded buildings. • Interconnection of isolated spread footings to each other and to perimeter footings and incorporating heavier steel reinforcement. Given that the site conditions should result in relatively uniform settlement, it is our opinion that implementation of the above recommendations will effectively mitigate liquefaction potential. 7.6 Seismic Design Criteria The following table summarizes site-specific seismic design criteria obtained from the 1997 Uniform Building Code (UBC). The values listed in Table 7.6 are for the Elsinore Fault zone that is classified Ias a Type B fault. I \2 IProject No. 20079-42-01 -]0- August St, Guul TABLE 7.6 SEISMIC DESIGN PARAMETERS Parameter Value UBC Reference Seismic Zone Factor, Z 0.40 Table 16-I Soil Profile Type So Table 16-7 Seismic Coefficient, C. 0.49 Table 16-Q Seismic Coefficient, C„ 0.87 Table 16-R Near Source Factor, Na 1.1 Table 16-S Near Source Factor, N, 1.4 Table 16-T Control Period, Ts 0.704 --- Control Period, To 0.141 Seismic Source B I Table 16-U \3 Project No. 2007942-01 - 11 - August 31, 2001 11 1 8. CONCLUSIONS AND RECOMMENDATIONS 8.1 General 8.1.1 The results of this investigation indicate that the site is suitable for the development as presently planned, provided the recommendations of this report are followed. 8.1.2 The primary geotechnical constraint to the project is the potential for liquefaction of the site subsoils. Our liquefaction analysis indicates that the alluvium beneath the assumed ' groundwater table could liquefy for the intense levels of ground shaking (0.63g, 10 percent probability in 50 year occurrence) used in the analysis. Based on in situ soil strength conditions, lateral spreading should not occur. Seismic induced settlements of 2% to 5 inches total settlement and 1 to 2 inches of differential settlement are estimated. I \bk IProject No. 20079-42-01 - 12- August 31, 2001 8.1.3 Mitigation for the site liquefaction potential should consist of remedial grading to construct densified compacted fill mats combined with interconnecting isolated footings with grade beams. 8.1.4 The site is underlain by compacted fill soil with a thickness ranging from approximately 6 rto 13 feet placed upon alluvial deposits with a thickness that extends to depths on the order ■ of 100 to 150 feet. In general the fill is considered suitable for support of additional fill and/or structural loading in its present condition, with the exception of remedial grading required to mitigate liquefaction. The alluvium is medium dense and based on the planned grading will not require remedial grading. 8.2 Soil and Excavation Characteristics 8.2.1 Based on the results of our field investigation, review of the previous geotechnical investigation, and experience with grading on the overall Tract 23172 project, it is anticipated that the on-site soils can be excavated with light to moderate effort using conventional heavy-duty grading equipment. 8.2.2 Based on laboratory test results, and our experience with the site, the on-site soils possess a "very low" to "low" expansion potential as defined by the Uniform Building Code 1997 ' (UBC) Table 18 -I -B. Laboratory expansion index results are presented in Table B-H. It is recommended that additional testing for expansion potential be performed for each rbuilding pad once final grade is achieved to verify that low -expansive soils are present. I \bk IProject No. 20079-42-01 - 12- August 31, 2001 1 8.2.3 Laboratory testing was performed on soils to determine the water-soluble sulfate content. Results from the laboratory soluble sulfate tests are presented in Table B -III and indicate ' that concrete structures exposed to soils at the locations tested vary from "negligible" to "moderate" sulfate exposure as defined by UBC Table 19-A-4. UBC guidelines should be followed in determining the type of concrete to be used. Additional testing should be conducted on finish grade soil samples to determine the sulfate content prior to placing concrete. 8.3 Grading 8.3.1 All grading should be performed in accordance with the Recommended Grading Specifications contained in Appendix E and the County of Riverside Grading Ordinance. Where the recommendations of Appendix E conflict: with those of this section, the recommendations of this section take precedence. ' 8.3.2 Prior to commencing grading, a preconstruction conference should be held at the site with the owner or developer, appropriate County of Riverside personnel, grading contractor, civil engineer, and geotechnical engineer in attendance. Special soil handling and/or the grading plans can be discussed at that time. 8.3.3 Site preparation should begin with the removal of all deleterious material, debris, and vegetation. The depth of removal should be such that material exposed in cut areas or soils to be used as fill are relatively free of organic matter. Material generated during stripping and/or site demolition should be exported from the site. 8.3.4 For Building Pads B through H, grading should be performed to construct a minimum of 5 feet of compacted fill soils below proposed finish grade. The 5 -foot compacted fill mat should be compacted to a minimum relative compaction of at least 93 percent. The soils should be moisture conditioned as necessary to achieve near optimum moisture, content. Removals should extend laterally a distance of 15 feet beyond the building footprint. i8.3.5 Grading for Building Pad A should be performed such that a minimum of 8 feet of fill compacted to at least 93 percent relative compaction exists below proposed finish grade elevations. Overexcavations to achieve this depth should extend 15 feet horizontally beyond the building footprint. 8.3.6 Within proposed fill areas in parking and driveway areas test pits should be excavated to evaluate the depth of scarification or overexcavation required to achieve uniform moisture Project No. 20079-42-01 - 13 - August 31, 2001 \15 I content prior to placing fill. Recommendations can be provided at that time dependent upon soil conditions exposed in the test pits. We estimate maximum overexcavations of 2 feet in these areas. [1 \6 IProject No. 20079-42-01 - 14 - August 31, 2001 8.3.7 The site should then be brought to final subgrade elevations with structural fill compacted in layers. In general, soils native to the site are suitable for use as fill if free from vegetation, debris and other deleterious material. Layers of fill should be no thicker than will allow for adequate bonding and compaction. All fill, including trench and wall backfill and scarified ground surfaces, should be compacted to the required relative compaction (93 percent for Building Pads, and 90 percent elsewhere) as determined in accordance with ASTM Test Procedure D 1557-91. Fill materials placed below optimum moisture content or fill excessively above optimum will require additional moisture conditioning prior to placing additional fill. 8.4 Settlement Considerations 8.4.1 A settlement -monitoring program was established at the: conclusion of the mass grading operations for Tract 23172 in 1992. The program consisted of installation of 17 settlement monuments across the property and surveying of the monuments between June and September 1994. Results of the survey readings were summarized in our report entitled Consultation: Settlement Monitoring Results for Vail Ranch Commercial Site, Tentative Tract No. 23172, Temecula, California dated December 5, 1997. The results of the monitoring indicated a maximum settlement of 0.04 feet (0.48 inches). The monitoring was conducted until the last 2 to 3 readings indicated little to no movement. Based on the survey results it was concluded that settlement of the underlying alluvium due to fill loads was essentially complete and the lots considered suitable for continued development. As an additional 4 years has elapsed, it is our opinion that settlement of the alluvium from the fill is complete. 8.4.2 Additional grading will consist of cuts and fills on the order of 4 feet or less. As such, no significant increase in loading to the underlying alluvium should occur. Therefore, settlement for the new development is not considered an adverse impact and should be within tolerable limits for the types of structures imposed. 8.4.3 Seismic induced settlement has been previously discussed and mitigation has been provided in the form of removal and recompaction combined with increased structural considerations. [1 \6 IProject No. 20079-42-01 - 14 - August 31, 2001 8.5 Foundations 8.5.1 The project is suitable for the use of continuous strip footings and isolated spread footings. Continuous strip footings should be at least 18 inches wide and extend a minimum of 24 inches below the lowest adjacent grade. Isolated spread footings should be a minimum of 24 inches square and extend a minimum of 24 inches below the lowest adjacent grade. 8.5.2 Isolated spread footings should be structurally tied to each other and to continuous strip perimeter footings with grade beams to minimize the effects of settlement in the event of ' liquefaction. 8.5.3 Minimum reinforcement of continuous strip footings should consist of four No. 5 steel bars placed horizontally in the footings, two near the top and two near the bottom. The project structural engineer should design the steel reinforcement for grade beams and spread footings. 8.5.4 A maximum allowable bearing pressure of 2000 psf (pounds per square foot) is recommended for foundations designed as discussed above. This value is for dead plus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces. ' Project No. 20079-42-01 - 15- August 31, 2001 \1 8.5.5 Footing excavations should be observed by a representative of Geocon Incorporated prior t to placing reinforcing steel or concrete to verify that the excavations are in compliance with recommendations and the soil conditions are as anticipated. 8.5.6 A passive pressure equivalent to that generated by a fluid weighing 300 pcf may be used in the design to resist lateral loads. If the ground surface is not covered with concrete or asphalt, the upper 12 inches of the soil profile should not be included in the calculation of passive pressure. A coefficient of 0.35 may also be used to calculate the resistance to sliding along the concrete/soil interface. 8.5.7 The above foundation dimensions and minimum reinforcement recommendations are based upon soil conditions only and are not intended to be used in lieu of those required for structural purposes. 8.5.8 Footings should not be located within 7 feet of the tops of slopes. Footings that must be located within this zone should be deepened such that the outer bottom edge of the footing is at least 7 feet from the face of the finished slope. ' Project No. 20079-42-01 - 15- August 31, 2001 \1 8.5.9 No special subgrade presaturation is deemed necessary prior to placement of concrete. However, the slab and foundation subgrade should be sprinkled as necessary, to maintain a ' moist condition as would be expected in any such concrete placement. 8.6 Concrete Slabs -on -Grade 8.6.1 Building interior floor slabs not anticipated to be subjected to forklift loads should be at ' least 5 inches thick and be reinforced with No. 3 reinforcing bars placed 18 inches on center, in both directions. The reinforcing bars should be placed on chairs at the slab mid- point. 8.6.2 Interior slabs which are anticipated to receive moisture -sensitive floor covering, or that ' will be used to store moisture -sensitive materials, or where migration of moisture through the slab is undesirable should be underlain by at least 3 inches of clean sand and a suitable ' vapor barrier placed at the mid -point of the sand layer. The sand should be compacted by rolling with a smooth drum roller or similar equipment so that it is not in a loose condition prior to the placement of concrete. 8.6.3 Exterior slabs (not subject to traffic loads) should be at least 4 inches in thickness and reinforced with 6x6-10/10 welded wire mesh. The mesh should be positioned within the upper one-third of the slab. Proper mesh positioning is critical to future performance of the ' slabs. It has been our experience that the mesh must be physically pulled up into the slab during concrete placement. The contractor should take extra measures to provide for proper mesh positioning. ' 8.6.4 All concrete slabs should be provided with adequate construction joints and/or expansion ' joints to control unsightly shrinkage cracking. The project structural engineer based upon the intended slab usage, thickness and reinforcement should determine the spacing. The structural engineer should take into consideration criteria of the American Concrete Institute when establishing crack control spacing patterns ' 8.6.5 The recommendations of this report are intended to reduce, not prevent, the potential for cracking of concrete slabs and foundations. Even with the incorporation of the ' recommendations of this report, foundations, stucco, and at -grade concrete slabs may still exhibit cracking due to shrinkage of the concrete during curing. The occurrence of shrinkage cracks is independent of the supporting soil characteristics. Limiting the slump ' of the concrete, proper placement and curing of the concrete, and the construction of d �d ' Project No. 20079-42-01 - 16 - August 31, 2001 crack -control joints for shrinkage cracks should reduce the potential for unsightly shrinkage cracking. 8.7 Retaining Walls and Lateral Loads ' 8.7.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2.0:1.0 (horizontal:vertical), an active soil pressure of 45 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index of less than 50. For those lots with finish grade soils having an Expansion Index greater than 50 ' and/or where backfill materials do not conform to the above criteria, Geocon Incorporated should be consulted for additional recommendations. ' 8.7.2 Unrestrained walls are those that are allowed to rotate more than 0.001H (where H equals ' the height of the retaining portion of the wall in feet) at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf should be added to the above active soil pressure. 8.7.3 All retaining walls should be provided with a drainage system adequate to prevent the ' buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not ' recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired; Geocon Incorporated should be ' contacted for additional recommendations. 8.7.4 In general, wall foundations having a minimum depth and width of one foot may be ' designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 4 feet below the base of the wall has an Expansion Index of less than 50. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is ' anticipated. Project No. 20079-42-01 - 17- August 31, 2001 `0� 11 I LI 8.7.5 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending away from the base of the wall at least 5 feet or three times the height of the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. An allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads. 8.7.6 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of walls are planned, such as crib -type walls, Geocon Incorporated should be consulted for additional recommendations. ' 8.8 Flexible Pavement Design I 8.8.1 The following pavement sections are preliminary. Actual pavement sections should be determined once subgrade elevations have been attained and R -Value testing on subgrade soils is performed. Pavement thicknesses were determined using procedures outlined in the California Highway Design Manual (Caltrans). Summarized below are the recommended preliminary pavements sections for automobile and truck traffic areas. TABLE 8.8 PRELIMINARY PAVEMENT DESIGN SECTIONS Location Estimated Traffic Index (TI) Asphalt Concrete (inches) Class 2 Base (inches) Parking Areas 4.5 3.0 5.0 Driveways 5 _ 3.0 7.0 Truck Traffic Areas 7 _ 4.0 8.0 8.8.2 Asphalt Concrete should conform to Section 203-6 of the Standard Specifications for Public Works Construction (Green Book). Class 2 aggregate base materials should ' conform to Section 26-1.02A of the Standard Specifications of the State of California Department of Transportation (Caltrans). ' Project No. 20079-42-01 - 18 - August 31, 2001 2° I 1] I 1 [1 I 1 �J 1 8.8.3 Prior to placing base material, the subgrade should be scarified to a depth of at least 12 inches, moisture conditioned and compacted to a minimum of 95 percent relative compaction as determined by ASTM D1997-91. The base material should also be compacted to at least 95 percent relative compaction as determined by ASTM D1557-91. Asphalt concrete should be compacted to a minimum of 95 percent of the Hveem density. 8.8.4 Loading aprons such as trash bin enclosures or loading docks should utilize Portland Cement concrete. The pavement should consist of a minimum 7 -inch concrete section reinforced with No. 3 steel reinforcing bars spaced 24 inches on center in both directions placed at the slab midpoint. The concrete should extend. out from the trash bin such that both the front and rear wheels of the trash truck will be located on reinforced concrete pavement when loading and unloading. 8.8.5 The performance of pavements is highly dependent upon providing positive; surface drainage away from the edge of pavements. Ponding of water on or adjacent to the pavement will likely result in saturation of the subgrade materials and subsequent pavement distress. 8.9 Rigid Pavement Design 8.9.1 The following recommendations are for Portland cement concrete (PCC) pavement, if desired for an alternative, and are based on methods suggested by the American concrete Institute Guide for Design and Construction of Concrete Parking Lots (ACI 330R-92). Traffic loads are anticipated to consist predominately of automobile loads with periodic truck loading for trash collection. The recommendations are based on a modulus of subgrade reaction, k, of 200 pounds per cubic inch (pci). • Based on the assumed parameters, the concrete pavement section should be at least 5%2 inches thick within drive aisles and 4%2 inches thick in parking areas. Reinforcing steel will not be required from a geotechnical standpoint but the structural engineer should be consulted for further requirements. • A thickened edge or integral curb should be constructed on the outside of concrete slabs subjected to wheel loads. The thickened edge should be 1.2 times the slab thickness at the slab edge and taper to the recommended slab thickness 3 feet behind the face of the slab (e.g., a 5 -inch -thick slab would have a 6 -inch - thick edge). • Subgrade soils in the PCC paved areas should be properly moisture conditioned and compacted to at least 95 percent relative compaction (as determined by ASTM D1557-91) to a depth of at least 12 inches below finish subgrade elevation. Project No. 2007942-01 -19- August 31, 2001 7�\ ' 8.10 Drainage and Maintenance 8.10.1 Establishing proper drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Positive measures should be taken to properly finish grade the building pads after the structures and other improvements are it, place, so ' that the drainage water from the lots and adjacent properties are directed off the lots and to the street away from foundations and the top of the slopes. Experience has shown that even ' with these provisions, a shallow groundwater or subsurface water condition can and may develop in areas where no such water conditions existed prior to the site development; this is particularly true where a substantial increase in surface water infiltration results from an increase in landscape irrigation. 1 8.11 Plan Review ' 8.11.1 A review of the grading and foundation plans should be performed prior to finalization to verify their compliance with the recommendations of this report and determine the need for additional comments, recommendations and/or analysis. ' Project No. 20079-42-01 -20- August 31, 2001 To control the location and spread of concrete shrinkage cracks, it is recommended that crack control joints be included in the design of the concrete pavement slab. Crack control joint spacing should not exceed, in feet, twice the recommended ' slab thickness in inches (e.g., 10 by 10 feet for a 5 -inch -thick slab). The crack control joints should be created while the concrete is still fresh using a grooving tool, or shortly thereafter using saw cuts. The joint should extend into the slab a ' minimum of one-fourth of the slab thickness. • Expansion joints should be provided at the interface between areas of concrete ' placed at different times during construction. A system to transfer loading across joints should also be provided. Recommendations for load transfer should be provided by the project structural engineer. • Consideration should be given to the use of a crack control joint and expansion joint filler or sealer to aid in preventing migration of water into subgrade and base materials. Appropriate fillers or sealers are discussed in section 2.4 of the ' referenced ACI guide. ' 8.10 Drainage and Maintenance 8.10.1 Establishing proper drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Positive measures should be taken to properly finish grade the building pads after the structures and other improvements are it, place, so ' that the drainage water from the lots and adjacent properties are directed off the lots and to the street away from foundations and the top of the slopes. Experience has shown that even ' with these provisions, a shallow groundwater or subsurface water condition can and may develop in areas where no such water conditions existed prior to the site development; this is particularly true where a substantial increase in surface water infiltration results from an increase in landscape irrigation. 1 8.11 Plan Review ' 8.11.1 A review of the grading and foundation plans should be performed prior to finalization to verify their compliance with the recommendations of this report and determine the need for additional comments, recommendations and/or analysis. ' Project No. 20079-42-01 -20- August 31, 2001 3 1 LIMITATIONS AND UNIFORMITY OF CONDITIONS The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 20079-42-01 August 31, 2001 Z3 2. 3 1 LIMITATIONS AND UNIFORMITY OF CONDITIONS The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 20079-42-01 August 31, 2001 Z3 VICINITY � E z 11 iv' P t LLE: Wed, . ]Z6Po ,^ t N i _ P/T•Y U. y �v. - $6 FfGL1 CRIER � �. ��\ �OO 1 . WK, .. p � OU` 0.S K m..flt ,'$P 7 vv `? \ Tn r / J29G0 o a TEMFCULA .. . p\ Mf0■ I$ ' W _ 5 �' / ofit� 4rp � P� •�.P t�4,<<f 'pfr T � r �,� �' '1� iL�C � 1�� eFvl° " CI � •fv Si p3 .. S� fV➢4 t R 9 S VP1 FREESIA MY p0 c �.^ / °12E0 49'P �c jje0� 41 ,� E AVIA ��` 8r iii♦ qtx;{ LAS LnE uwn Eb k� ez roxrpr ay T MECULA, / uu[ H� '9. 'SNS w` '" 1 f ; Y 4 PKN� PENH :� oo,Ux,o, -ff-� / n�L / ': g 4 ermvs,}} �'•P��LW�tA\ 91 ty,'/ E 'R@r . N l JP LcNlt� t� 2 W Y, MM �. 'a — 23 Allxxx 6.u� It I �w.. j Y 6f _� ♦' P t S PEOtI �.. Atttf -kl �, I �` pr� -- n • ; k -'.y �¢`• PECHANG4 26: INJMN - 4P: 27 T > — INDIAN RESERVATI x: \ RESERVATION 2.9 SOURCE: 1999 THOMAS BROTHERS MAP SAN DIEGO COUNTY, CALIFORNIA REPRODUCED WITH PERMISSION GRANTED BY THOMAS BROTHERS MMS. , I THIS MM IS COPYRIGHTED BY THOMAS BROS. MMS. IT i IS UNLAWFUL TO COPY OR REPRODUCE ALL OR ANY PART THEREOF, WHETHER FOR PERSONAL USE OR RESALE, WITHOUT PERMISSION NO SCALE GE O C ONQW) VICINITY MAP VAIL RANCH TOWN SQUARE INCORPORATED GEOTECHNICAL CONSULTANTS 43280 BUSINESS PARK DRIVE, SUITE 108-TEMFCULA, CA. 92590 TEMECULACALIFORNIA PHONE 909587-8169 - FAX 909676-9860 , KA/AML DSK/E0000 DATE 08-31-2001 1 PROJECT NO. 20079-42-01 1 FIG.1 VICINITY Project No. 20079-42-01 VAIL RANCH TOWNE SQUARE 1.04 1.04 Soil Type Unit Weight (psf) Friction Angle (degrees) Cohesion (psf) Qcf 130 32 200 Qal 130 30 200 Qal (liquefiable 1) 1 130 0 500 Qal (liquefiable 2) 1130 0 1000 • 1.332, 1.10 1.09 • ; . Qcf 1.09 o_ X 1.08 Qal 1.08 .-. o a 1.07 MVQaroiquefiable 1 ,.07 X ,.os 1.os Qal (liquefiable 2), 1.05 - 1.05 w Qal i 1.04 1.04 Soil Type Unit Weight (psf) Friction Angle (degrees) Cohesion (psf) Qcf 130 32 200 Qal 130 30 200 Qal (liquefiable 1) 1 130 0 500 Qal (liquefiable 2) 1130 0 1000 File Name: Vail Ranch \ AA1.slp N� Figure 3 1 _ i APPENDIX t= i .1 t �L -1 TI 1� �1. r_ 2� f �"wY—�i?3 aC��" � 'i Y��Y�! • �w�ic�"T�.�r'�s'rv�.'TA �41�i 's Fl`~:Y"l'ek�dw"'i ...,.. lu [-+� �a a ..-i+nF F .. di�f�..., � T.?Y. ... APPENDIX A FIELD INVESTIGATION Our field investigation was performed on July 10 and 11, 2001 and consisted of a site reconnaissance and excavation of 8 small diameter rotary -wash borings. Exploratory borings were drilled to a maximum depth of approximately 51 feet using a Mayhew 1000, Rotary Wash drill rig. During drilling, relatively undisturbed samples were obtained by driving a 3 -inch O.D., split tube sampler ' 12 inches into the undisturbed soil mass with blows from a 300 -pound hammer falling a distance of 18 inches. The sampler was equipped with 1 -inch by 2 3/8 -inch diameter brass rings to facilitate laboratory testing. Samples were also obtained by driving a Standard Penetration Test (SPT) sampler a distance of 18 -inches into the undisturbed soil mass with blows from a 140 -pound hammer falling a distance of 30 -inches. I The soil conditions encountered in the investigation were visually examined, classified, and logged in general accordance with American Society for Testing and Materials (ASTM) practice for Description and Identification of Soils (Visual -Manual Procedure D2488). Logs of the borings are presented on Figures A-1 through A-15. The logs depict the general soil and geologic conditions encountered and the depth at which samples were obtained. The approximate locations of the boring excavations are shown on the Geologic Map, Figure 2. I I I I I I I -P% IProject No. 20079-42-01 August 31, 2001 PROJECT NO. 20079-42-01 Figure A- 1, Log of Boring -B 1 VRBP FSAMPLE SYMBOLS ❑ ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) 99 ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE. I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 24' ' W BORING B 1 Z w„ > DEPTH (D 1 I- 3 SOIL o F-1zLL H” x Q" IN SAMPLE NO. O O CLASS ELEV. 1092 DATE COMPLETED 7/10/01 <C Z� LU OF FEET H o (USCS) �H3 LU 0 HW J L9 EQUIPMENT ROTARY WASH wwm Ld to �a Eo o o MATERIAL DESCRIPTION 0 — COMPACTED FELL _ i -r Very dense, moist, brown, Silty, fine to medium 2 SAND - Bl -1 :� SM 73 4 f' - 6 B1-2 :{ 1. ' �' �.hl -Becomes medium dense, gray, Silty, fine SAND 26 114.0 13.2 - 8 �.� — ALLUVIUM _ Medium dense to dense, moist, gray, Silty, fine to 10 { medium SAND B1 3 SM 42 104.6 10.5 12-} - " -Lense of coarse-grained sand at 12 feet, _ approximately V thick 14 �- B1-0 , 15 16 -Medium dense, moist, gray with orange staining, 18- iti SP/SM fine to medium SAND with silt 20 -------------------------------------- 8 BI-5 ML Firm to stiff, moist, dark gray, SILT 22 - 24 - BI -6 -------------------------------------- i- 9 26 . Loose, moist, dark gray, Silty, fine SAND _ SM 28 Figure A- 1, Log of Boring -B 1 VRBP FSAMPLE SYMBOLS ❑ ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) 99 ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE. I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 24' II PROJECT NO. 20079-42-01 Figure A- 2, Log of Boring -B 1 VRBP SAMPLE SYMBOLS ❑ ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) 99 ... DISTURBED OR BAG SAMPLE D ... CHUNK SAMPLE t ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. W BORING B 1 _J zW„ r DEPTH SAMPLE 0 3 C3 SOIL �ZLL N^ U) Wv �F- IN N0' =o CLASS ELEV. (MSL.) 1092 DATE COMPLETED 7/10/01 F -¢U �inH 0U U) FEET F- (USCS) :K LHIA D EQUIPMENT ROTARY WASH z _j �a ro a 0 C) MATERIAL DESCRIPTION 30 B1-7 24 Medium dense, moist, gray, fine to coarse SAND with - SW/SM silt 32 - 1 _ — -Groundwater encountered at 33 feet 34 - Bl -8 24 36 - 38 - -Gravel encountered at 39 feet 40 B1-9 75 Very dense, very moist, gray, fine to medium SAND 42 with trace of coarse SAND; few gravel; sampler may have been against small cobble 44 - B1-10 30 46 -Becomes medium dense to dense, moist, fine to - medium SAND 48 - 50 B1-11 35 BORING TERMINATED AT 51.5 FEET Figure A- 2, Log of Boring -B 1 VRBP SAMPLE SYMBOLS ❑ ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) 99 ... DISTURBED OR BAG SAMPLE D ... CHUNK SAMPLE t ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECT NO. 20079-42-01 VRBP SAMPLE SYMBOLS El ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE D ... CHUNK SAMPLE t ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. BORING B 2 OJ Z , W" DEPTH SAMPLE O 5 O SOIL HUH ¢¢ LL I..I^ ZU- OF IN NO. o CLASS ELEV. (MSL.) 1089 DATE COMPLETED 7/10/01 (n wow FEET H J <uscs) M Ho HW LUD EQUIPMENT ROTARY WASH LZpWm >-WU)a 0:o ate' o u MATERIAL DESCRIPTION 0 — { { -� COMPACTED FILL } { Very dense, moist, grayish -brown, Silty, fine to 2 { medium SAND B2-1 _ .� SM 76 . 136.5 5.4 4- { 132-2 1. -I 42 116.3 10.2 6 -Becomes dense, gray, Silty, fine SAND - 8 10 ALLUVIUM _ B2-3 Medium dense, moist, grayish -brown, fine to medium 20 94.7 12.4 SAND with some silt - 12 B2-4 SP 19 94.9 7.5 14 B2-5 -Becomes very moist 23 109.1 11.5 16 - -Becomes gray, fine to coarse SAND with silt and _ B2-6 trace gravel 20 112.4 12.9 18 -Becomes grayish -brown, fine to medium SAND with silt 20 B2-7 16 22 - 24 - B2-8 6 26 _{. { - Loose, very moist, dark gray, Silty, fine SAND _ I -r � SM B2-9 { { 14 Figure A- 3 Log of Boring -B 2 VRBP SAMPLE SYMBOLS El ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE D ... CHUNK SAMPLE t ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECT NO. 20079-42-01 Figure A- 4, Log of Boring -B 2 VRBP SAMPLE SYMBOLS ❑ ... SAMPLING UNSUCCESSFUL 10 ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE. _ ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. wBORING B 2 Zw^ r LUX DEPTH SAMPLE 1 O 3 O SOIL 1-I ZF- I""Ir. ZU; IH N0 CLASS ELEV. (MSL.) 1089 DATE COMPLETED 7/10/01 <C FH3 w F - U) FEET H J o SD (uses) HF - C EQUIPMENT ROTARY WASH wwm �>-a. o D -m' o (+ MATERIAL DESCRIPTION 30 B2-10 �- 31 .1. {' a}E= 32 _ { �' _ -Water encountered at 32 feet 34-h - -Gravel layer encountered at 34 feet B2-11 -------------------------- 16 36 Medium dense, very moist, dark gray, fine to medium SP SAND - - -Thin Silty CLAY lense at 35 feet 38 - - 40 -------------------------------------- — 2 B2-12 ML -Soft, very moist, dark gray, Clayey SILT to Silty - CLAY, few small roots 42 - 40 B2-13 Dense, very moist, light gray, fine to medium SAND, SP trace coarse sand. (Clay lense at top of sample) 44 - B2-14 34 46 - 48 - 50 -------------------------------------- SM 34 B2-15 Medium dense, very moist, light gray, fine SAND with some silt _ BORING TERMINATED AT 51.5 FEET Figure A- 4, Log of Boring -B 2 VRBP SAMPLE SYMBOLS ❑ ... SAMPLING UNSUCCESSFUL 10 ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE. _ ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 20079-42-01 Figure A- 5, Log of Boring -B 3 VRBP SAMPLE SYMBOLS ❑ ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE: Z ... WATER TABLE OR SEEPAGE ! NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 3v W BORING B 3 O ¢ O U.-. DEPTH IN SAMPLE J O 3 0 SOIL ZH ¢ ¢LL H ZLL :3 FEET NO. F- CLASS ELEV. 1091 DATE COMPLETED 7/10/01 �H3 0U J o (USCS) Hw c�0 EQUIPMENT ROTARY WASH wWm �aWcf)o Eo C, o U MATERIAL DESCRIPTION 0 1 — { - COMPACTED FILL h Dense, moist, grayish -brown, Silty, fine to medium 2 { SAND 133-1 : .� 74 4 { �} SM 113-2 55 6 {.. {}� L :{� L 10 133-3 ML ALLUVIUM I 12 96.5 12.9 Loose to medium dense, moist, dark brown, fine - Sandy SILT 12 - r L 83-4 9 96.5 10.6 14 - 16 B3-5 - -------------------------------------- Medium dense, moist, grayish -brown, Silty, fine to j. �- 21 111.5 5.6 SM medium SAND 18 ---------------------------- - 31 104.1 11.5 133-6 Medium dense, moist,grayish-brown, fine to medium 133-7 SAND 32 20 - SP 22 - 24 - B3-8 -------------------------------------- 8 26 Loose, moist, dark gray, fine Sandy SILT - ML 28 - -------------------------------- - Figure A- 5, Log of Boring -B 3 VRBP SAMPLE SYMBOLS ❑ ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE: Z ... WATER TABLE OR SEEPAGE ! NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 3v I PROJECT NO. 20079-42-01 I Figure A- 6, Log of Boring -B 3 VRBP SAMPLE SYMBOLS 11 ... SAMPLING UNSUCCESSFUL 10 ... STANDARD PENETRATION TEST 0 ... DRIVE SAMPLE (UNDISTURBED) 10 ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE i NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ' 3� W BORING B 3 0 DEPTH O_j 3 SOIL FZUL y^ tr` IN SAMPLE NO. O F' ❑ ❑ ELEV. (MSL.) 1091 DATE COMPLETED 7/10/01 < �N3 Z4' UdOL) F_ �W FEET F-1 0(uscs> F-1 LLd LD EQUIPMENT ROTARY WASH Eno wWm xa Eo aw, ❑ u MATERIAL DESCRIPTION 30 B3-9 j.. -- 14 _� Medium dense, moist, dark gray, Silty fine SAND 32 34{ f — 1 -Groundwater encountered at 34 feet - 133-10 1_ {= - SM 14 36 - 38 �I� a { - - 40 133-11 -r -------------------------------------- 32 Medium dense, moist, dark gray, fine SAND _ 42 SP 44 - B3-12 31 46 - , - -Becomes gray, fine to medium SAND - 48 - 50 133-13 35 BORING TERMINATED AT 51.5 FEET I Figure A- 6, Log of Boring -B 3 VRBP SAMPLE SYMBOLS 11 ... SAMPLING UNSUCCESSFUL 10 ... STANDARD PENETRATION TEST 0 ... DRIVE SAMPLE (UNDISTURBED) 10 ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE i NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ' 3� PROIRCT NO. 2007942-01 ❑ ... SAMPLING UNSUCCESSFUL 10 ... STANDARD PENETRATION TEST ... BORING B 4 SAMPLE SYMBOLS 0 , F ® ... DISTURBED OR BAG SAMPLE O ... (C t ... WATER TABLE OR SEEPAGE HUH z0 Wv m DEPTH IN SAMPLE NO Jo = o z SOIL CLASS ELEV. (MSL.) 1089 DATE COMPLETED 7/10/01 Mytcn (n w, Hz FEET H p (USCS) WHO Da OLJ ~ EQUIPMENT ROTARY WASH wWm � �o MATERIAL DESCRIPTION 0 COMPACTED FELL } Dense, moist, grayish -brown, fine to medium Silty 2 134-1 : { SM SAND 44 - 4 B4-2 1 is i_ 56 126.7 7.5 6 - 8 ALLUVIUM - ML Medium dense, moist, dark gray, fine Sandy SILT ----------------------- -- -------------------------------------- 10 10 B4-3 1. { -1 Loose, moist, dark gray, Silty fine SAND 11 92.7 8.2 12 1. L I. SM - 14- 1-r I - B4-4 :1{1- { 21 109.2 9.7 16 . -Becomes medium dense, grayish -brown, Silty, fine - { -T to medium SAND - 18 --I. {.h 20 B4-5 --------------- ------ ----------- 28 Medium dense, moist, brownish -gray, fine to medium SAND 22 SP 24 - B4-6 - -- - - - - - - - - - - - - - - - - ------------- 9 93.2 29.8 26 Loose, moist, dark gray, Silty fine SAND/Sandy SILT 134-7 11 SM/ML 28 FiLyure A- 7. Loe of Boring -B 4 VRBP ❑ ... SAMPLING UNSUCCESSFUL 10 ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS ® ... DISTURBED OR BAG SAMPLE O ... CHUNK SAMPLE t ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. R& PROJECT NO. 20079-42-01 Figure A- 8, Log of Boring -B 4 VRBP [SAMPLE SYMBOLS El ... SAMPLING UNSUCCESSFUL ❑ ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) 0 ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE: t ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 35 W BORING B 4 DEPTH 1 3 SOIL Z w^ ❑ �"iZF > !- �."�.. LU" IN SAMPLE NO. o ❑ CLASS ELEV. (MSL.) 1089 DATE COMPLETED 7/10!01 ~¢¢\ z . oE- FEET H =o (uscs) HH3 0� iN.,lw J 0 EQUIPMENT ROTARY WASH Wwm >_a Eo D. ❑ u MATERIAL DESCRIPTION 30 B4-8 - at 30 feet 23 --Groundwater-encountered Medium dense, moist, gray, fine to medium SAND 32 with silt SP/SM 34 36Medium B4-9 -------------------------------------- dense, moist, grayish -brown, Silty, fine to 15 J, -� SM medium SAND L Dense, moist, brownish -gray, fine to medium SAND 40 84-10 SP 39 42 44 _ L B4-11 = I 36 46 -Becomes fine to coarse SAND 48 50 B4-12 31 BORING TERMINATED AT S1.5 FEET Figure A- 8, Log of Boring -B 4 VRBP [SAMPLE SYMBOLS El ... SAMPLING UNSUCCESSFUL ❑ ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) 0 ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE: t ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 35 ' PROJECT NO. 20079-42-01 Figure A 9, Log of Boring -B 5 VRBP SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE D ... CHUNK SAMPLE t ... WATER TABLE OR SEEPAGE ' NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 3� BORING B 5 0 CCSOIL ZLD 0 W U } LU X DEPTH SAMPLE 30 ~¢LL N� ?" [N FEET N0. CLASS ELEV. (MSL.) 1098 DATE COMPLETED 7/11/01 ¢ \ W H3 Z LU H - H o (uscs> Hw J LLD EQUIPMENT ROTARY WASH wwm >a so MATERIAL DESCRIPTION 0 1 — - COMPACTED FILL ` { } Dense, moist, grayish -brown, Silty SAND 2 { B5-1 - I1 1 36 SM I 4 135-2 t: (. 37 _.�- 6 A� ALLUVIUM L - h Medium dense, moist, dark brown, Silty, fine to 8 ' - �. medium SAND 10 I.I. 135-3 { �.I. 34 110.7 9.1 12 SM 14- B5-4 { f 10 16 18 {.f 20 { - B5-5 } -------------------------------------- 21 - 22 Medium dense, moist, grayish -brown, fine to coarse SAND with silt and gravel SW/SM 24 - B5-6 33 26 - 28 - Figure A 9, Log of Boring -B 5 VRBP SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE D ... CHUNK SAMPLE t ... WATER TABLE OR SEEPAGE ' NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 3� PROJECT NO. 20079-42-01 ' Figure A- 10, Log of Boring -B 5 VRBP SAMPLE SYMBOLS El ... SAMPLING UNSUCCESSFUL I0 ... STANDARD PENETRATION TEST 0 ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE L ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE ' NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 31 BORING B 5LD 0 OJ 3 HZH H" DEPTH IN SAMPLE NO. O = O Z SOIL CLASS ELEV. 1098 DATE COMPLETED 7/11/01 �. chI_ w� yz FEET H 70 (USCS) W H O H OF- _jo cWD EQUIPMENT ROTARY WASH LLuuwv Wa L 0 u MATERIAL DESCRIPTION 30 BS 711 Medium dense, moist, dark gray, SILT with trace _ sand 32 ML 34 --------------------------------------- - ------------ ------------ - 135-8 B5-8 Medium dense, moist, grayish -brown, fine to medium 31 36 SAND with silt 38 1 -Groundwater encountered at 38 feet 40 B5-9 SP 21 42 - 44 - B5-10 33 46 - -Becomes dense, fine to coarse SAND 48 - 50 B5-11 41 BORING TERMINATED AT 51.5 FEET ' Figure A- 10, Log of Boring -B 5 VRBP SAMPLE SYMBOLS El ... SAMPLING UNSUCCESSFUL I0 ... STANDARD PENETRATION TEST 0 ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE L ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE ' NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 31 ' PROJECT NO. 2007942-01 Figure A- 11, Log of Boring -B 6 VRBP SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) W ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE. Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. BORING B 6 LD W Z Lu'-. LUX DEPTH SAMPLE J O 3 0 SOIL F"�ZF- ¢¢LL I"��. ZLL OF IN FEET NO. F- Q CLASS ELEV. (MSL.) 1096 DATE COMPLETED 7/11/01 X U) ate' - N W J (USCS> LSD EQUIPMENT ROTARY WASH —_ Wwm >_a �o am, 0 cD MATERIAL DESCRIPTION 0 — :�_ { . COMPACTED FILL Medium dense to dense, moist, brown, Silty, fine to 2 { medium SAND B6-1 SM 36 125.5 11.1 4 {�I B6-2 �I 62 6 { { .I -Becomes dense, moist, light gray -brown, Silty, fine { I- to coarse SAND 8- I}I 10 B6-3 -Becomes Silty, fine to medium SAND 41 12 ALLUVIUM _ SP Loose, moist, light gray -brown, fine to medium SAND 14-------------------------------------- - 136-4 I 8 16 :� { Loose, moist, dark gray, Silty, fine to medium SAND SM 18 {. 20 B6-5 {. : . 9 22 24 B6-6 --------------------------------------- SP 41 26 Dense, moist, medium to dark gray, fine to coarse _ SAND 28 - -Drilling becomes easier at 29 feet Figure A- 11, Log of Boring -B 6 VRBP SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) W ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE. Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 20079-42-01 ' ) VRBP F 1PLE SYMBOLS 1:1... SAMPLING UNSUCCESSFUL ❑ ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 2 J� W BORING B 6 J 3 Z W HZF- DEPTH 1N SAMPLE O SOIL CLASS ¢¢� IH ZLL ��X-' 7r FEET NO. H Z a (USCS> ELEV. 1096 DATE COMPLETED 7/11/01 FHU) 0U J S Ld fnD Hw C EQUIPMENT ROTARY WASH wwm W, Wa =o CL o U MATERIAL DESCRIPTION 30 B6 7 10 WL/SM Loose to medium dense, moist, dark gray, fine to medium Sandy SILT to Silty SAND 32 34 36 B6 8 ------------------------------- Medium dense, moist, dark gray, Silty, fine to _� { - 29 -� medium SAND 38 1-{ I s -Groundwater encountered at 39 feet 40 66-9 �- �: �. SM -Becomes Silty, fine to coarse SAND with trace clay 13 42 {{- - 44 { - Coarse sand layer at 44 feet 136-10 {: i- 39 46 { j .f -Becomes dense, gray to light tan -brown, Silty, fine r to coarse SAND - _ { t -Large 2mm diameter quartz and feldspar minerals 48 50 136-11 { .� I _l I -Becomes medium dense, gray -brown to brown 20 - BORING TERMINATED AT 51.5 FEET Figure A- 12 Log of Boring -B 6 ' ) VRBP F 1PLE SYMBOLS 1:1... SAMPLING UNSUCCESSFUL ❑ ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 2 J� PROJECT NO. 20079-42-01 Figure A- 13, Log of Boring -B 7 VRBP SAMPLE SYMBOLS ❑ ... SAMPLING UNSUCCESSFUL U... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. AP W BORING B 7 Y Z DEPTH 3 SOIL W HZH �-"�� K" IH SAMPLE NO. O O CLASS ELEV.(MSL.) 1096 DATECOMPLF,TED 7/11/01 �Cc ZLL OF FEET H o (uscs) �H3 oL? Hw LLD EQUIPMENT ROTARY WASH Wwm �a Eo a�� a U MATERIAL DESCRIPTION 0 �'II -- COMPACTED FELL- { i Dense, moist, grayish -brown, Silty, fine to medium 2 137-1 { SAND - 57 4 137-2 1. - SM 18 107.1 21.1 6 } -Becomes medium dense _ 8 { {� - 10 { .� -Rock prohibited sampling at 10 feet B7-3 Dense, moist, gray to dark gray, Silty, fine to coarse 1-00/10" {' SAND 12 , 14 ALLUVIUM _ - Medium dense, moist, dark gray to gray, fine to medium Sandy SILT B7-4 ML 15 93.5 15.9 16 - 18 - 20 -------------------------------- SM 18 137-5 { -I Medium dense, moist, light gray to light gray -brown, - fine to medium SAND with silt, some 22Silty, ' lineations/banding visible 24 I =} I - B7-6 _ 37 26 -Becomes dense 28 { t- 1. - Figure A- 13, Log of Boring -B 7 VRBP SAMPLE SYMBOLS ❑ ... SAMPLING UNSUCCESSFUL U... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. AP ' PROJECT NO. 20079-42-01 1 VRB SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST 0 ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. W BORING B 7 J 3 Z W HU~ } H^ %Lv DEPTH ]N SAMPLE p ❑ SOIL CLASS F -CLL Cn 0_ ❑F NO. o ELEV. (MSL.) 1096 DATE COMPLETED 7/11/01 ¢¢" �H3 Z� 0� - FEET H J (USCS> (n LU w EQUIPMENT ROTARY WASH Wwm >_a 0o o- p u _ MATERIAL DESCRIPTION 30 B7-7 13 Medium dense, moist, gray to dark gray, fine to WL/SM medium Sandy SILT 32 -Grades to Silty, fine to coarse SAND at 31 feet 34 -Clean sand grades to gravel at 34 feet 36 B7-8 - - - - - - Medium dense, moist, gray to dark gray, Silty, fine to --A . . SM 18 _ �. 4 r coarse SAND, with trace clay 38 -Groundwater encountered at 39 feet 40 { � — B7-9 �.'. _ -Becomes light gray to gray, Silty, fine to medium 27 I SAND 42"h 44 B7-10 { { I 38 46 {fI {{I - 48 l. I - 50 137-11 - { { . -Becomes dense to very dense, light gray with some 55 :j brown, Silty, fine to coarse SAND _ -Some partial discoloration of sand at 51 feet BORING TERMINATED AT 51.5 FEET Figure A- 14 Log of Boring -B 7 1 VRB SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST 0 ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ' PROJECT NO. 20079-42-01 7 VRB SAMPLE SYMBOLS � ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE D ... CHUNK SAMPLE 1 ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. W BORING B 8 CD O ¢ ZUL1, OU ~� WX DEPTH SAMPLE J O 3 O SOIL HiZH- ¢¢LL U) ZU_ 7F IN FEET N0' CLASS ELEV. 1090 DATE COMPL1iTED 7/11/01 �H3 o H o (Uscs> Hw J (DD EQUIPMENT ROTARY WASH Wwm >-, �o O -W, o u MATERIAL DESCRIPTION 0 COMPACTED FELL SM Dense, moist, dark gray -brown, Silty, fine to medium 2 _ { SAND 4 { -{ 6 I' -h1 I 88-1 I 45 8 �: 1 10 ALLUVIUM 138-2 { -} SM Dense, moist, dark gray -brown to dark brown, Silty, 31 { fine to medium SAND 12 _1 I 138-3 f I -Becomes loose to medium dense 11 87.0 25.8 14 138-4 {:{ -Dark brown, Silty lense with some organics at 15 120.0 10.6 16 feet B8 5 { f -Becomes gray to dark gray, Silty, fine to coarse 9 127.8 38.7 j. SAND - 18 T_. 20 ML 9 95.9 19.6 B8-6 Loose, moist, dark brown, fine to medium Sandy SILT Grades to light gray and tan coarse sand at 20.5 feet BORING TERMINATED AT 21 FEET Figure A- 15 Log of Boring -B 8 7 VRB SAMPLE SYMBOLS � ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE D ... CHUNK SAMPLE 1 ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I IJ I I I I 11 r L I I I I APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected soil samples were analyzed for shear strength characteristics, expansion potential, water-soluble sulfate content, consolidation potential, and gradation characteristics. The results of the laboratory tests are presented in Tables B -I through B -III, and Figures B-1 through B-11. TABLE B -I SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS ASTM D 3080-98 TABLE B -II SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829-95 Sample No. Moisture Content Dry Density (pef) Expansion Index Angle Shear Sample P Dry Density Moisture Unit. Cohesion Resistance No. (Pct) Content (%) (Psf) (degrees) B1-2 114.0 13.2 Very Low 37 B6-1 125.5 11.1 _300 400 TABLE B -II SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829-95 Sample No. Moisture Content Dry Density (pef) Expansion Index Classification Before Test (%) After Test (%) B1-1 8.1 15.9 117.2 0 Very Low 135-1 8.2 18.1 117.1 5 Very Low TABLE B -III SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST 417 Sample No. Soluble Sulfate (%) Sulfate Rating* B3-1 0.133 Moderate 336-2 0.015 Negligible *Reference: Table 19-A-4, 1997 Uniform Building Code. ' Project No. 2007942-01 August 31, 2001 1 1 I I I 1 t 1 t 1 1 PROJECT NO. 20079-42-01 SAMPLE NO. 133-3 -4 -2 0 Z O 2- F-1 H O H 0 O U) 0 4 U H Z W U w 6 a a 10 12 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (ef) 96.5 Initial Saturation Initial Water Content (%) 12.9 1 Sample Saturated at (ksf) 2.0 CONSOLIDATION CURVE VAI, RANCH TOWN SQUARE TEMECULA, CALIFORNIA VRBP Figure B-1 46 PROJECT NO. 20079-42-01 SAMPLE NO. 134-3 -4 -2 0 z 0 2 H f- O H 0 O En z 4 O V z Z W m w 6- 8- 0.1 a e 10 0 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (cf) 92.7 Initial Saturation (%) 27.5 Initial Water Content (%) I Sample Saturated at (ksf) 2.0 CONSOLIDATION CURVE VAIL RANCH TOWN SQUARE TEMECULA, CALIFORNIA VRBP Figure B-2 MAS PROJECT NO. 20079-42-01 SAMPLE NO. 137-4 -4 -2 0 z O 2 H F- O H J O z 4 O U F Z W U Tit W 6 a 8 10 10.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (cl) 93.5Initial Saturation (%) 54.7 Initial Water Content (%) 15.91 Sample Saturated at (ksf) 2.0 CONSOLIDATION CURVE VAIL RANCH TOWN SQUARE TEMECULA, CALIFORNIA VRBP Figure B-3 A;% PROJECT NO. 2007942-01 SAMPLE NO. 138-4 -4 -2 0 2 4 z 6 O H J B O Loz Z O U 10 z w U w 12 w a 14 61620 is- Is - 20 20.1 1 10 100 APPLIED PRESSURE (ksi) Initial Dry Density (ct) 120.07 Initial Saturation (%) 99.6 Initial Water Content (%) 10.6 Sample Saturated at (kst) 2.0 CONSOLIDATION CURVE VAIL RANCH TOWN SQUARE TEMECULA, CALIFORNIA VRBP Figure B-4 PROJECT NO. 20079-42-01 VRBP Figure B-5 Depth Depth (ft) SAND B15 Bl -4 OR CLAY SILT OR CLAY COARSE FINE OARSE MEDIUM GRAVEL 30.0 300 SMD SILT [OPRSE FINE ppR ryE0S1111 FIFE BONN 1 111111 n111111111111111110111 .111110 11111MINE 11111GRADATION �I1 CURVE GRAVEL Depth Depth (ft) SAND B15 Bl -4 OR CLAY SILT OR CLAY COARSE FINE OARSE MEDIUM FINE SAMPLE SAMPLE Depth Depth (ft) CLASSRICATION NAT WC LL PL P[ CLASSIFICATION AT WC LL PL PI B15 Bl -4 150 15.0 (SP -SM) �o medium SAND with silk (SP -SM) Fine [o medium SAND with silt Bl -6 BI -6 350 25.0 (SM)Sil SAND (SM) Silty SAND BI-] Bl -7 30.0 300 (SW -SM) Fine to coazse SAND with silt (SW -SM) coarse SAND with silt PROJECT NO. 20079-42-01 GRAVEL SAND SILT OR CLAY COARSE FINE OARS MEDIUM _ FINE 7.5 B2-6 17.0 e SAND with silt and gra el (SW -SM) Fine to coarsGRADATION 12.9 B2-7 20.0 (SP -SM) Fine to medium SAND with silt 1.1 I DW W VA IIIII��llllll��liiiilll■ 1111111■I Illlle■ 1111111■Illllle■ :.Illlle■11111911■Illlllle .Illlle■IIIIIIII■Illlllii 1111111■Illllle■ 11111111■I Illlle■ ;Illlle■IIIIIIII\IIIIIIII Illlllle■I Illlle■ ,Illlle■IIIIIIII IIIIIIII IIIIIIII■I Illlle■ . ,Illlle■11111111■i�llllle► Ia11111■I Illlle■ ' ,Illlle■11111111■III!��i\! Id11111■I Illlle■ ,Illlle■Illlllle■Illllle\ Illlle■Illlllle■Illlllle��lllle■I Illlle■ .Illlle■IIIIIl11■Illlllle i�11111■Illllle■ I �. GRAVEL SAND SILT OR CLAY COARSE FINE OARS MEDIUM _ FINE SAMPLE CURVE Depth (ft) CLASSIFICATION AT WC LL PL PI B2-4 12.0 (SP -SM) Fine to medium SAND with silt 7.5 B2-6 17.0 e SAND with silt and gra el (SW -SM) Fine to coarsGRADATION 12.9 B2-7 20.0 (SP -SM) Fine to medium SAND with silt VRBP Figure B-6 150 PROJECT NO. 20079-42-01 GRAVEL MINIMUM SAND SILT OR CLAY COARSE FINE OARS MEDIUM _ FINE B3-8 25.0 (ML) fine Sandy SILT B4-6 25.0 nd SILT (ML) Fine SaGRADATION 29.8 1.1 r rME11111 P HIM111111 MINEiiiiiisililillimilillill I A I� I I 1 r IRANCH TOWN SQUARE CALIFORNIA GRAVEL MINIMUM SAND SILT OR CLAY COARSE FINE OARS MEDIUM _ FINE SAMPLE CURVE Depth (ft) CLASSIFICATION AT WC LL PL PI B2-8 25.0 (SM) Silty SAND B3-8 25.0 (ML) fine Sandy SILT B4-6 25.0 nd SILT (ML) Fine SaGRADATION 29.8 P I A I� SAMPLE CURVE Depth (ft) CLASSIFICATION AT WC LL PL PI B2-8 25.0 (SM) Silty SAND B3-8 25.0 (ML) fine Sandy SILT B4-6 25.0 nd SILT (ML) Fine SaGRADATION 29.8 VRBP Figure B-7 PROJECT NO. 20079-42-01 GRADATION ', CURVE GRAVEL Depth (ft) SAND B4-7 SILT OR CLAY COARSE FINE OARS MEDIUM _ FINE (SP -SM) Fine to medium SAND with silt B5-4 15.0 (SM) Silty, fine to medium SAND 1�1 INMI 1 -111111111 11111ilillimillillilmilillkill lllMMlIIlllMMIIlllM 11111 1111111111iiiiiisill 1111111111111 11,1111101111111llillimillillimill I lllllMMIlll • I I I I I . .VAIL RANCH TOWN SQUARETEMECULA, CALIFORNIA GRAVEL Depth (ft) SAND B4-7 SILT OR CLAY COARSE FINE OARS MEDIUM _ FINE SAMPLE Depth (ft) CLASSIFICATION AT WC LLL PL PI B4-7 26.0 (ML) Fine to medium Sandy SILT B4-8 30.0 (SP -SM) Fine to medium SAND with silt B5-4 15.0 (SM) Silty, fine to medium SAND 1 -111111111 lllMMlIIlllMMIIlllM 11111 SAMPLE Depth (ft) CLASSIFICATION AT WC LLL PL PI B4-7 26.0 (ML) Fine to medium Sandy SILT B4-8 30.0 (SP -SM) Fine to medium SAND with silt B5-4 15.0 (SM) Silty, fine to medium SAND VRBP Figure B-8 45P 1 1 1 1 i 1 1 1 1 i 1 1 1 1 1 PROJECT NO. 2007942-01 GRAVEL GRAVEL Depth Depth (ft) SAND SAND BS -5 BS -5 �T �R CLAY SILT OR CLAY _ CQYtSE FINE OPRS lIEpIUM FINE COARSE FINE OARS MEDIUM FINE BS -9 BS -9 <00 40.0 (SM) Fine �o medium SAND with silt (SM) Fine to medium SAND with silt B6-0 B6-4 150 15.0 _ SM)511 Silty, SAND (SM) Silty, fine to medium SAND 11111101111110%.1111111 W��11111 E:30 11111111111111 11111111 ONE 111 1 INS 111111111111 iiiiiisillillilmlillil 111111 111 1 INEI 11111 I yl� IGRADATION CURVE GRAVEL GRAVEL Depth Depth (ft) SAND SAND BS -5 BS -5 �T �R CLAY SILT OR CLAY _ CQYtSE FINE OPRS lIEpIUM FINE COARSE FINE OARS MEDIUM FINE SAMPLE SAMPLE Depth Depth (ft) CLASSIYlCAT10N AT WC LL PL PI CLASSIFICATION AT WC LL PL PI BS -5 BS -5 EU.O 20.0 (SW --SM) �o coarse SAND with silt acl (SW -SM) Fine to coarse SAND with silt and gra el BS -9 BS -9 <00 40.0 (SM) Fine �o medium SAND with silt (SM) Fine to medium SAND with silt B6-0 B6-4 150 15.0 _ SM)511 Silty, SAND (SM) Silty, fine to medium SAND VRBP Figure B-9 63 PROJECT NO. 20079-42-01 GRAVEL GRAVEL SAND SAND SILT OR CLAY SILT OR CLAY COARSE FINE CORRSE FINE RS MEDIUM FINE OARS MEDIUM FINE (SM) fine SAND (SM) Silty fine SAND B6-9 B6-9 40.0 a00 (SW�SM)SI Silty, SAND (SW -SM) Silty, fine to coarse SAND_ B]-5 B7-5 20.0 200 (SP -SM) Fine to medium SAND with silt (SP -SM) Fine SAND with ROME 1111111iiiiiisililillimillilil' MINIMUM111111101111111111111111111111 1111111011111111111111111111111iiiiilmiiiiiiilmiiiiilkis lI'llllllmI GRADATION CURVE VAIL RANCH TOWN SQUARETEMECULA, CALIFORNIA GRAVEL GRAVEL SAND SAND SILT OR CLAY SILT OR CLAY COARSE FINE CORRSE FINE RS MEDIUM FINE OARS MEDIUM FINE SAMPLE SAMPLE Depth (ft) De (ft) CWSS6IGTION AT WC LL PL PI CLASSIFICATION AT WC LL PL PI B6-0 B6-7 300 30.0 (SM) fine SAND (SM) Silty fine SAND B6-9 B6-9 40.0 a00 (SW�SM)SI Silty, SAND (SW -SM) Silty, fine to coarse SAND_ B]-5 B7-5 20.0 200 (SP -SM) Fine to medium SAND with silt (SP -SM) Fine SAND with VRBP Figure B-10 N ROJECT NO. 20079-42-01 GRAVEL SAND _ SILT OR CLAY COARSE FINE OARS MEDIUM FINE B7-7 30.0 (SM) Silty SAND __ 1•'1 IDaLTA OMNI16 3U 5u90 80 60—f 40 i i 10 0.1 0.01 0. c •I I I IGRADATION CURVE IRANCH TOWN SQUARE 1 I O' GRAVEL SAND _ SILT OR CLAY COARSE FINE OARS MEDIUM FINE 3" 1-1I2" 314" 3/8" 4 10 20 40 60 190 200 AT WC LL PL PI B7-7 30.0 (SM) Silty SAND __ 80 60—f 40 i i 10 0.1 0.01 0. SAMPLE Depth (ft) CLASSIFICATION AT WC LL PL PI B7-7 30.0 (SM) Silty SAND __ v2sr Figure B-11 APPENDIX C PROBABILISTIC SEISMIC HAZARD ANALYSES FOR VAIL RANCH TOWN SQUARE SAN DIEGO COUNTY, CALIFORNIA PROJECT NO. 20079-42-01 51A i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PROBABILITY OF EXCEEDANCE SADIGH ET AL. (1997) DEEP SOIL 1 25 yrs 50 yrs 100 m 80 ON 0 lft-�, 70 Q 60 ° 50 a 40 30 X 20 w 10 181 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (g) m m m m m m m m m s m m m m m m m m m RETURN PERIOD vs. ACCELERATION SADIGH ET AL. (1997) DEEP SOIL 1 L 0 1000 .L N C N 100 0 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (q) *********************** * E Q F A U L T * * Version 3.00 * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 20079-42-01 DATE: 07-19-2001 JOB NAME: Vail Ranch Business Park CALCULATION NAME: Test Run Analysis FAULT -DATA -FILE NAME: CDMGGI.DAT SITE COORDINATES: SITE LATITUDE: 33.4830 SITE LONGITUDE: 117.0870 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 20) Sadigh et al. (1997) Horiz. - Soil UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: clodis SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT -DATA FILE USED: CDMGGI.DAT MINIMUM DEPTH VALUE (km): 0.0 .Z 11 1 1 1 EQFAULT-SUMMARY 1 DETERMINISTIC -SITE -PARAMETERS 1 Page 1 ----------- J ]ESTIMATED MAX. EARTHQUAKE EVENT ] APPROXIMATE I-------------------------------- 1 ABBREVIATED I DISTANCE I MAXIMUM I PEAK SITE JEST. SITE (INTENSITY FAULT NAME I mi (km) JEARTHQUAKEI 1 MAG.(Mw) I ACCEL. g JMOD.MERC. ELSINORE-TEMECULA 1 2.4( 3.8)1 6.8 ] 0.440 1 X ELSINORE-JULIAN 1 8.5( 13.6)] 7.1 I 0.279 I IX ELSINORE-GLEN IVY 1 18.6( 30.0)1 6.8 I 0.129 1 VIII 1 SAN JACINTO-ANZA 19.9( 32.1)1 7.2 I 6.9 1 0.151 0.126 I VIII I VIII SAN JACINTO-SAN JACINTO VALLEY i 20.3( 32.6)1 NEWPORT-INGLEWOOD (Offshore) I 29.5( 47.5)1 6.9 1 0.083 I VII RCFZ I 31.2( 50.2)1 6.9 1 0.078 I VII 1 SAN JACINTO-COYOTE CREEK I 33.4( 53.8)1 6.8 1 0.067 I VI EARTHQUAKE VALLEY I 35.8( 57.6.)1 6.5 I 0.049 I VI CHINO -CENTRAL AVE. (Elsinore) 1 36.5( 58.8)1 6.7 1 0.072 I VI SAN JACINTO-SAN BERNARDINO 1 37.9( 38.2( 61.0)1 61.5)1 6.7 1 7.4 1 0.053 0.087 1 VI 1 VII SAN ANDREAS - Southern 1 SAN ANDREAS - San Bernardino 1 38.2( 61.5)1 7.3 1 0.081 1 VII WHITTIER I 40.8( 65.6)1 E5.8 1 0.052 1 VI 1 PINTO MOUNTAIN I 44.9( 72.3)1 7.0 1 0.054 1 VI CORONADO BANK 1 46.7( 75.1)1 7.4 1 0.069 1 VI SAN ANDREAS - Coachella 1 46.8( 75.3)1 7.1 1 0.055 1 VI NEWPORT-INGLEWOOD (L.A.Basin) 1 49.0( 78.9)1 6.9 1 0.044 1 VI ' PALOS VERDES 1 51.0( 82.1)1 "1.1 1 0.049 1 VI BURNT MTN. I 51.9( 83.6)] 6.4 1 0.027 1 V CUCAMONGA I 52.4( 84.4)1 .1.0 1 0.056 1 VI NORTH FRONTAL FAULT ZONE (West) 1 52.9( 85.2)1 7.0 6.7 1 0.056 1 0.042 1 VI 1 VI NORTH FRONTAL FAULT ZONE (East) 1 54.1( 87.1)1 ELYSIAN PARK THRUST 1 54.4( 87.5)1 6.7 1 0.042 1 VI EUREKA PEAK 1 54.7( 88.1)1 6.4 1 0.025 1 V ELSINORE-COYOTE MOUNTAIN 1 55.0( 88.5)1 6.8 1 0.035 1 V SAN JACINTO - BORREGO 1 55.1( 88.6)1 6.6 0.030 I V CLEGHORN I 55.6( 89.4)1 6.5 I 0.027 I V ' SAN JOSE 55.7( 89.6)1 6.5 6.8 0.035 I 0.044 1 V 1 VI COMPTON THRUST I 55.9( 89.9)1 SIERRA MADRE I 58.0( 93.4)1 7.0 I 0.049 1 VI LAND ERS ] 60.8( 97.9)1 7.3 1 0.045 1 VI �O4 I L (e2 HELENDALE - S. LOCKHARDT ---1-62..-6-( 1-00..-7-)-I 7:1 -- SAN ANDREAS - Mojave 1 62.6( 100.8)1 7.1 1 0.037 1 V SAN ANDREAS - 1857 Rupture 1 62.6( 100.8)1 7.8 1 0.064 1 VI LENWOOD-LOCKHART-OLD WOMAN SPRGSI 65.6( 105.5)1 7.3 6.5 1 0.041 1 0.026 1 V 1 V CLAMSHELL-SAWPIT 1 68.2( 109.7)1 JOHNSON VALLEY (Northern) 1 68.5( 110.2)1 6.7 1 0.024 1 IV EMERSON So. - COPPER MTN. 1 69.5( 111.8)1 6.9 1 0.027 1 V ' RAYMOND 1 71.0( 114.2)1 6.5 1 0.024 1 V ------------------------------ DETERMINISTIC SITE PARAMET177RS Page 2 ___ ___ __ __ _ _ ------------------------------------------- IESTIMNTED MAX. EARTHQUAKE EVENT I APPROXIMATE 1----'------ ------------------ ABBREVIATED I DISTANCE I MAXIMUM I PEAK JEST. SITE FAULT NAME I mi (km) JEARTHQUAKEI SITE JINTENSITY ' I J MAG.(Mw) I ACCEL. g IMOD.MERC. SUPERSTITION MTN. (San Jacinto) 1 75.2( 121.0)1 6.6 1 0.019 1 IV VERDUGO 1 76.1( 122.4)1 6.7 1 0.026 1 V PISGAH-BULLION MTN.-MESQUITE LK 1 76.6( 123.3)1 7.1 1 0.028 1 V CALICO - HIDALGO 1 76.9( 123.7)1 7.1 1 0.028 1 V ELMORE RANCH 1 77.6( 124.9)1 6.6 1 0.018 1 IV SUPERSTITION HILLS (San Jacinto)I 79.0( 127.1)1 6.6 1 0.018 1 IV HOLLYWOOD 1 79.2( 127.5)1 6.4 1 0.019 1 IV BRAWLEY SEISMIC ZONE 1 80.1( 128.9)1 E.4 1 0.014 1 IV SANTA MONICA 1 86.7( 139.5)1 6.6 1 0.020 1 IV LAGUNA SALADA 1 87.0( 140.0)1 7.0 1 0.022 1 IV SIERRA MADRE (San Fernando) 1 88.6( 142.6)1 6.7 1 0.021 1 IV SAN GABRIEL 1 89.7( 144.4)1 7.0 1 0.021 1 IV ' MALIBU COAST 1 91.5( 147.3)1 150.6)1 Ei.7 6.9 1 0.020 1 0.023 1 IV 1 IV NORTHRIDGE (E. Oak Ridge) 1 93.6( IMPERIAL 1 96.0( 154.5)1 7.0 1 0.019 1 IV GRAVEL HILLS - HARPER LAKE 1 96.5( 155.3)1 6.9 1 0.017 1 IV ANACAPA-DUME 1 98.9( 159.2)1 7.3 1 0.030 1 V SANTA susANA 1 99.8 ( 160.6)1 6.6 1 0.016 1 IV -END OF SEARCH- 58 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ELSINORE-TEMECULA FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 2.4 MILES (3.8 km) AWAY. LARGEST MAXIMUM -EARTHQUAKE SITE ACCELERATION: 0.4404 g L (e2 D I I 1] * * * U B C S E I S * * Version 1.00 * *********************** COMPUTATION OF 1997 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS JOB NUMBER: 20079-42-01 JOB NAME: Vail Business FAULT -DATA -FILE NAME: CDMGUBCR.DAT SITE COORDINATES: SITE LATITUDE: 33.4830 SITE LONGITUDE: 117.0870 UBC SEISMIC ZONE: 0.4 UBC SOIL PROFILE TYPE: SD NEAREST TYPE A FAULT: NAME: ELSINORE-JULIAN DISTANCE: 13.6 km NEAREST TYPE B FAULT: NAME: ELSINORE-TEMECULA DISTANCE: 3.8 km DATE: 07-19-2001 ' NEAREST TYPE C FAULT: NAME: DISTANCE: 99999.0 km SELECTED UBC SEISMIC COEFFICIENTS: Na: 1.1 Nv: 1.4 Ca: 0.49 Cv: 0.87 Ts: 0.704 To: 0.141 * CAUTION: The digitized data points used to model faults are * limited in number and have been digitized from small- scale maps (e.g., 1:750,000 scale). Consequently, * the estimated fault -site -distances may be in error by * several kilometers. Therefore, it is important that * the distances be carefully checked for: accuracy and * adjusted as needed, before they are used in design. SUMMARY OF FAULT PARAMETERS ---------------------------- Page 1 ------------- ------------------------------ 1 APPROX.ISOURCE I MAX. I SLIP 1 FAULT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE FAULT NAME I (Ian) I(A, B, C)I (Mw) I (rmn/Yr) I(SS, DS, BT) ELSINORE-TEMECULA�'iiOminan% I 3.8 1 B 1 6.8 1 5.00 1 SS ELSINORE-JULIAN - 1 13.6 1 A 1 7.1 1 5.00 1 SS ELSINORE-GLEN IVY I 30.0 1 B 1 6.8 1 5.00 1 SS SAN JACINTO-ANZA I 32.1 1 A 1 7.2 1 12.00 1 SS SAN JACINTO-SAN JACINTO VALLEY I 32.6 1 B 1 6.9 1 12.00 1 SS NEWPORT-INGLEWOOD (Offshore) I 47.5 1 B 1 6.9 1 1.50 1 SS ROSE CANYON I 50.2 1 B 1 6.9 1 1.50 1 SS SAN JACINTO-COYOTE CREEK I 53.8 1 B 1 6.8 1 4.00 1 SS EARTHQUAKE VALLEY 1 57.6 1 B 1 6.5 1 2.00 1 SS CHINO-CENTRAL AVE. (Elsinore) I 58.8 1 B 1 6.7 1 1.00 1 DS SAN JACINTO-SAN BERNARDINO I 61.0 1 B 1 6.7 1 12.00 1 SS SS SAN ANDREAS - Southern I 61.5 1 A 1 7.4 1 24.00 1 ELSINORE-WHITTIER I 65.6 1 B 1 6.8 1 2.50 1 SS PINTO MOUNTAIN I 72.3 1 B 1 7.0 1 2.50 1 SS CORONADO BANK I 75.1 I B 1 7.4 1 3.00 1 SS NEWPORT-INGLEWOOD (L.A.Basin) I 78.7 I B 1 6.9 1 1.00 1 SS PALOS VERDES I 81.9 I B 1 7.1 I 3.00 I SS ' BURNT MTN. I 83.6 I B 1 A 1 6.5 I 7.0 1 0.60 5.00 I SS I DS CUCAMONGA I 84.4 1 NORTH FRONTAL FAULT ZONE (West) I 86.1 1 B I 7.0 1 1.00 I DS EUREKA PEAK 88.1 1 B I 6.5 1 0.60 1 SS ELSINORE-COYOTE MOUNTAIN I 88.5 1 B I 6.8 4.00 1 SS SAN JACINTO - BORREGO I 88.6 1 B I 6.6 I 4.00 1 SS NORTH FRONTAL FAULT ZONE (East) I 88.8 1 B 1 6.7 I 0.50 1 DS ' CLEGHORN I 89.4 89.6 1 B 1 1 B 6.5 I 1 6.5 I 3.00 0.50 1 SS 1 DS SAN JOSE I SIERRA MADRE (Central) I 93.4 1 B 1 7.0 1 3.00 1 DS LANDERS I 97.9 1 B 1 7.3 1 0.60 1 SS HELENDALE - S. LOCKHARDT 1 100.7 1 B 1 7.1 1 0.60 1 SS SAN ANDREAS - 1857 Rupture 1 100.8 1 A I 7.8 I 34.00 1 SS LENWOOD-LOCKHART-OLD WOMAN SPRGS I 105.5 1 B I 7.3 I 0.60 1 SS CLAMSHELL-SAWPIT I 109.7 1 B I 6.5 I 0.50 1 DS JOHNSON VALLEY (Northern) I 110.2 1 B I 6.7 I 0.60 1 SS EMERSON So. - COPPER MTN. 111.6 1 B I 6.9 1 0.60 1 SS RAYMOND I 114.2 1 B I 6.5 1 0.50 1 DS SUPERSTITION MTN. (San Jacinto) I 121.0 1 B 6.6 6.7 1 5.00 1 0.50 1 SS 1 DS VERDUGO I 122.4 1 B 1 PISGAH-BULLION MTN.-MESQUITE LK I 123.3 I B 1 7.1 1 0.60 1 SS CALICO - HIDALGO I 123.7 I B 1 -7.1 1 0.60 1 SS ELMORE RANCH 1 124.9 I B 1 6.6 1 1.00 1 SS SUPERSTITION HILLS (San Jacinto) I 127.1 1 B 1 6.6 1 4.00 1 SS HOLLYWOOD 1 127.5 1 B 1 6.5 1 1.00 1 DS ' BRAWLEY SEISMIC ZONE I 128.9 139.5 1 B 1 B 1 06.5 1 6.6 1 25.00 1 1.00 1 SS 1 DS SANTA MONICA I ELSINORE-LAGUNA SALADA I 140.0 1 B 1 7.0 1 3.50 1 SS SIERRA MADRE (San Fernando) I 142.6 1 B 1 6.7 1 2.00 1 DS I SUMMARY OF FAULT PARAMETERS --------------------------- 1 I I L 1] I 1 Page 2 -------------------------------------------------------------------------------- I APPROX.ISOURCE I MAX. I SLIP I FAULT ABBREVIATED IDISTANCEI TYPE MAG. I RATE TYPE FAULT NAME I (km) I(A,B,C)I (Mw) I (nm/yr) I(SS,DS,BT) SAN GABRIEL 1 144.4 B I 7.0 ( 1.00 I SS MALIBU COAST I 147.3 I B' I 6.7 I 0.30 I DS IMPERIAL I 154.2 I A 1 7.0 1 20.00 1 SS GRAVEL HILLS - HARPER LAKE 1 155.3 I B I 6.9 I 0.60 SS ANACAPA-DUME I 159.2 I B I 7.3 I 3.00 I DS SANTA SUSANA I 160.6 I B I 6.6 I 5.00 I DS 1 I I L 1] I 1 APPENDIX D LIQUEFACTION ANALYSIS 1 Included herewith are the results of the liquefaction analysis performed for the project. The analysis was performed using LIQUEFY2 (Blake, 1989) a computer program that calculates factors -of -safety against liquefaction using procedures suggested by Seed et al., standard penetration blow counts recorded during drilling and gradation characteristics determined from laboratory testing. I I 11 J [1 ' Project No. 20079-42-01 August 31, 2001 M L7 * * L I Q U E F Y 2 EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL tOB NUMBER: 20079-42-01 DATE: Tuesday, July 24, 2001 B NAME: VAIL RANCH BUSINESS PARK LIQUEFACTION CALCULATION NAME: BORING 1 OIL -PROFILE NAME: BORING 1 rOUND WATER DEPTH: 15.0 ft DESIGN EARTHQUAKE MAGNITUDE: 6.80 tTE PEAK GROUND ACCELERATION: 0.630 g K sigma BOUND: M tBOUND: M 1460 CORRECTION: 1.00 tELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS 1 UE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). 1 I I I I teed and Others [1985] Method PAGE 1 ----------------------------- CALC.1 TOTAL ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- teed and Others [1985] Method PAGE 1 ----------------------------- r in CALC.1 TOTAL EFF. IFIELD IEst.D I I CORR.ILIQUE.1 11NDUC.ILIQUE. OILI DEPTHISTRESSISTRESSI N I rI C (N1)601STRESSI r ISTRESSISAFETY N0.1 (ft) I (tsf)1 (tsf)I(B/ft)1 (%)I N 1(B/ft)I RATIOI d I RATIOIFACTOR 1 1 0.251 0.0181 0.0181 62 1 1 @ I @ I @ I @ I @ I @ @ 1 1 0.751 0.0531 0.0531 62 1 -1 @ I @ I @ I C- I @ I @ @ 1 1 1.251 0.0881 0.0881 62 1 "1 @ I @ I @ I @'I @ I @ @ 1 1 1.751 0.1231 0.1231 62 1 "1 @ @ @ I @ @ I @ @ 1 1 2.251 0.1581 0.1581 62 1"1 @ I @ I @ I @'I @ I @ @ 1 1 2.751 0.1931 0.1931 62 1" @ I @ I @ I C, @ I @ @ 1 1 3.251 0.2281 0.2281 62 1" @ I @ I @ I @ I @ I @ @ 1 1 3.751 0.2631 0.2631 62 1"1 @ I @ I @ I @ I @ I @ @ 2 2 1 4.251 1 4.751 0.2961 0.3281 0.2961 0.3281 22 22 1" 1" @ @ I @ I @ I @ I @ I @ I @ I @ I @ I @ @ I @ @ 2 1 5.251 0.3611 0.3611 22 1" @ I @ I @ I @ I @ I @ @ 2 1 5.751 0.3931 0.3931 22 1" @ I @ I @ I @ I @ I @ @ 2 1 6.251 0.4251 0.4251 22 1" @ I @ I @ I @ I @ I @ @ 2 1 6.751 0.4571 0.4571 22 1" @ I @ I @ I @ I @ I @ @ 2 1 7.251 0.4901 0.4901 22 1"1 @ I @ I @ I @ I @ I @ @ 2 1 7.751 0.5221 0.5221 22 1"1 @ I @ I @ I @ I @ I @ @ 3 1 8.251 0.5531 0.5531 36 1" @ I @ @ I @ @ I @ @ 3 1 8.751 0.5811 0.5811 36 11 @ I @ I @ I @ I @ I @ @ 3 1 9.251 0.6101 0.6101 36 1 - I @ I @ I @ I @ I @ I @ @ 3 1 9.751 0.6391 0.6391 36 1 " I @ I @ I @ 1 C' 1 @ I @ @ '3 1 10.251 0.6681 0.6681 36 1 " I @ I @ I @ @ @ I @ @ 3 1 10.751 0.6971 0.6971 36 1 " I @ I @ I @ I @ I @ I @ @ 3 1 11.251 0.7261 0.7261 36 1 " I @ I @ I @ 1 C' 1 @ I @ @ 3 4 1 11.751 1 12.251 0.7551 0.7841 0.7551 0.7841 36 15 1 - 1 58 @ 1 @ I @ I @ I @ I @ I @ 1 9, @ I @ I @ @ I @ @ 4 1 12.751 0.8121 0.8121 15 1 58 1 @ I @ I @ 1 C' 1 @ I @ @ 4 1 13.251 0.8411 0.8411 15 1 58 1 @ I @ I @ I @ I @ I @ @ 4 1 13.751 0.8701 0.8701 15 1 58 1 @ I @ I @ I @ 1. @ I @ @ 4 1 14.251 0.8991 0.8991 15 1 58 1 @ @ @ @ @ I @ @ 4 1 14.751 0.9271 0.9271 15 1 58 1 @ I @ I @ I @ I @ I @ @ 4 1 15.251 0.9561 0.9481 15 1 58 11.0221 15.3 1 0.21710.9681 0.4001 0.54 4 1 15.751 0.9851 0.9611 15 1 58 11.0221 15.3 1 0.21710.9671 0.4061 0.54 4 1 16.251 1.0141 0.9751 15 1 58 11.0221 15.3 1 0.21710.9661 0.4111 0.53 4 1 16.751 1.0421 0.9881 15 1 58 11.0221 15.3 1 0.21710.9651 0.4171 0.52 4 1 17.251 1.0711 1.0011 15 1 58 11.0221 15.3 1 0.21710.9641 0.4221 0.51 4 1 17.751 1.1001 1.0141 15 1 58 11.0221 15.3 1 0.21710.9631 0.4281 0.51 4 1 18.251 1.1291 1.0271 15 1 58 11.0221 15.3 1 0.21710.9611 0.4331 0.50 4 1 18.751 1.1571 1.0401 15 1 58 11.0221 15.3 1 0.21710.9601 0.4371 0.50 1 19.251 1.1871 1.0541 15 1 55 10.9051 13.6 1 0.26010.9591 0.4421 0.59 '5 S 1 19.751 1.2171 1.0691 15 1 55 10.9051 13.6 1 0.26010.9581 0.4471 0.58 5 1 20.251 1.2471 1.0831 15 1 55 10.9051 13.6 1 0.25910.9571 0.4511 0.58 5 1 20.751 1.2771 1.0971 15 1 55 10.9051 13.6 1 0.25910.9551 0.4551 0.57 1 21.251 1.3071 1.1121 15 1 55 10.9051 13.6 1 0.25910.9541 0.4591 0.56 I5 5 1 21.751 1.3371 1.1261 15 1 55 10.9051 13.6 1 0.25910.9521 0.4631 0.56 5 1 22.251 1.3671 1.1411 15 1 55 10.9051 13.6 1 0.25910.9511 0.4661 0.55 5 1 22.751 1.3971 1.1551 15 1 55 10.9051 13.6 1 0.25810.9491 0.4701 0.55 r in I---------------------------- Seed and Others [1985] Method PAGE 2 ----------------------------- I `w I CALC.1 TOTALI EFF. IFIELD 1Est.D 1 I CORR.ILIQUE.1 IINDUC.ILIQUE. 0ILI DEPTHISTRESSISTRESSI N 1 r) C I(N1)601STRESSI x ISTRESSISAFETY N0.1 (ft) 1 (tsf)I (tsf)I(B/ft)I (%) 1 N I(B/ft)I RATIOI d I RATIOIFACTOR ---+------+------+ 5 1 23.251 1.4271 -----+------+------+-----+------+------+-----+------+ 1.1691 15 1 55 10.9051 13.6 1 0.25810.9471 0.4731 - ---- 0.55 5 1 23.751 1.4571 1.1841 15 1 55 10.9051 13.6 1 0.25810.9461 0.4771 0.54 5 1 24.251 1.4871 1.1981 15 1 55 10.9051 13.6 1 0.25810.9441 0.4801 0.54 5 1 24.751 1.5171 1.2131 15 1 55 10.9051 13.6 1 0.25810.9431 0.4831 0.53 5 1 25.251 1.5471 1.2271 15 1 55 10.9051 13.6 1 0.25810.9411 0.4861 0.53 5 1 25.751 1.5771 1.2411 15 1 55 10.9051 13.6 1 0.25810.9391 0.488{ 0.53 5 1 26.251 1.6071 1.2561 15 1 55 10.9051 13.6 1 0.25810.9371 0.4911 0.53 5 1 26.751 1.6371 1.2701 15 1 55 10.9051 13.6 1 0.25710.9341 0.4931 0.52 5 1 5 1 27.251 1 27.751 1.6671 1.6971 1.2851 1.2991 15 15 55 1 55 10.9051 10.9051 13.6 13.6 1 0.25710.9321 1 0.25710.9301 0.4951 0.4971 0.52 0.52 5 1 28.251 1.7271 1.3131 15 1 55 10.9051 13.6 1 0.25710.9281 0.5001 0.52 5 1 28.751 1.7571 1.3281 15 1 55 10.9051 13.6 1 0.25710.9261 0.5021 0.51 1 29.251 1.7871 1.3421 15 1 55 10.9051 13.6 1 0.25710.9231 0.5031 0.51 i5 5 1 29.751 1.8171 1.3571 15 1 55 10.9051 13.6 1 0.25710.9211 0.5051 0.51 6 1 30.251 1.8461 1.3701 24 1 66 10.8481 20.3 1 0.28710.9191 0.5071 0.57 6 1 30.751 1.8751 1.3831 24 1 66 10.8481 20.3 1 0.28710.9161 0.5081 0.56 6 1 31.251 1.9041 1.3971 24 1 66 10.8481 20.3 1 0:28710.9131 0.5101 0.56 6 1 31.751 1.9321 1.4101 24 1 66 10.8461 20.3 1 0.28710.9101 0.5111 0.56 6 1 32.251 1.9611 1.4231 24 1 66 10.8481 20.3 1 0.28610.9071 0.5121 0.56 6 6 1 32.751 1 33.251 1.9901 2.0191 1.4361 1.4491 24 24 1 66 1 66 10.8461 10.8481 20.3 20.3 1 0.28610.9041 1 0.28610.9021 0.5131 0.5141 0.56 0.56 6 1 33.751 2.0471 1.4621 24 1 66 10.8481 20.3 1 0.28610.8991 0.5151 0.56 6 1 34.251 2.0761 1.4761 24 1 66 10.8481 20.3 1 0.28610.8961 0.5161 0.55 6 1 34.751 2.1051 1.4891 24 1 66 10.8481 20.3 1 0.28610.8931 0.5171 0.55 6 1 35.251 2.1341 1.5021 24 1 66 10.8481 20.3 1 0.28510.8901 0.5181 0.55 6 1 35.751 2.1621 1.5151 24 1 66 10.8481 20.3 1 0.28510.8861 0.5181 0.55 6 1 36.251 2.1911 1.5281 24 1 66 10.8481 20.3 1 0.28510.8821 0.5181 0.55 6 1 36.751 2.2201 1.5411 24 1 66 10.8481 20.3 1 0.28510.8781 0.5181 0.55 6 1 37.251 2.2491 1.5541 24 1 66 10.8481 20.3 1 0.28410.8741 0.5181 0.55 6 1 37.751 2 .277 1 1.5681 24 1 66 10.8481 20.3 1 0.28410.8701 0.5181 0.55 6 1 38.251 2.3061 1.5811 24 1 66 10.8481 20.3 1 0.28410.8661 0.5181 0.55 6 1 38.751 2.3351 1.5941 24 1 66 10.8481 20.3 1 0.28410.8621 0.5171 0.55 7 1 39.251 2.3641 1.6071 46 1 87 10.7881 36.3 11nfin 10.8581 0.51711nfin 7 1 39.751 2.3921 1.6201 46 1 87 10.7881 36.3 11nfin 10.8551 0.51711nfin 7 7 1 40.251 1 40.751 2.4211 2.4501 1.6331 1.6461 46 46 1 87 1 87 10.7881 10.7881 36.3 36.3 11nfin IInfin 10.8501 10.8451 0.51611nfin 0.51511nfin 7 1 41.251 2.4791 1.6601 46 1 87 10.7881 36.3 IInfin 10.8401 0.51411nfin 7 1 41.751 2.5071 1.6731 46 1 87 10.7881 36.3 11nfin 10.8361 0.513IInfin 7 1 42.251 2.5361 1.6861 46 1 87 10.7881 36.3 11nfin 10.8311 0.51211nfin 7 1 42.751 2.5651 1.6991 46 1 87 10.7881 36.3 IInfin 10.8261 0.511IInfin 7 1 43.251 2.5941 1.7121 46 1 87 10.7881 36.3 IInfin 10.8211 0.509IInfin 7 1 43.751 2.6221 1.7251 46 1 87 10.7881 36.3 IInfin 10.8161 0.50811nfin 7 1 44.251 2.6511 1.7391 46 1 87 10.7881 36.3 12nfin 10.8111 0.50711nfin 7 1 44.751 2.6801 1.7521 46 1 87 10.7881 36.3 11nfin 10.8061 0.505IInfin 7 1 45.251 2.7091 1.7651 46 1 87 10.7881 36.3 11nfin 10.8011 0.50411nfin 7 1 45.751 2.7371 1.7781 46 1 87 10.7881 36.3 IInfin 10.7961 0.50211nfin 7 1 46.251 2.7661 1.7911 46 1 87 10.7881 36.3 IInfin 10.7911 0.50011nfin 7 1 46.751 2.7951 1.8041 46 1 87 10.7881 36.3 IInfin 10.7861 0.49911nfin 7 1 47.251 2.8241 1.8171 46 1 87 10.7881 36.3 11nfin 10.7811 0.49711nfin 7 1 47.751 2.8521 1.8311 46 1 87 10.7881 36.3 IInfin 10.7761 0.495IInfin 7 1 48.251 2.8811 1.8441 46 1 87 10.7881 36.3 IInfin 10.7711 0.49311nfin 7 1 48.751 2.9101 1.8571 46 1 87 10.7881 36.3 IInfin 10.7651 0.49111nfin 7 1 49.251 2.9391 1.8701 46 1 87 10.7881 36.3 IInfin 10.7601 0.48911nfin I `w I---------------------------- Seed and Others (1985) Method ---------------------------- PAGE ------------------- PAGE 3 CALC.1 TOTALI EFF. IFIELD lEst.D I I CORR.ILIQUE.1 JINDUC.ILIQUE. OILI DEPTHISTRESSISTRESSI N I rl C I(N1)601STRESSI r ISTRESSISAFETY NO.1 (ft) I (tsf)l (tsf)I(B/ft)l ($)I N l(B/ft)l RATIO d I RATIOIFACTOR ----+------+------+------+------+------+-----+------+------+----+---- — +------ 7 1 49.751 2.9671 1.8831 46 1 87 10.7881 36.3 1nfin 10.755 0.487IInfin 7 1 50.251 2.9961 1.8961 46 1 87 10.7881 36.3 lInfin 10.7501 0.485IInfin 7 1 50.751 3.0251 1.9091 46 1 87 10.7881 36.3 lInfin 10.1451 0.484IInfin 7 1 51.251 3.0541 1.9231 46 1 87 10.7881 36.3 lInfin 10.7411 0.482IInfin 1 I H, 1 u I I I I 1� U * * L I Q U E F Y 2 II * * L EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL B NUMBER: 20079-42-01 DATE: Tuesday, July 24, 2001 OB NAME: VAIL RANCH BUSINESS PARK LIQUEFACTION CALCULATION NAME: BORING 2 SOIL -PROFILE NAME: BORING 2 1ROUND WATER DEPTH: 17.0 ft DESIGN EARTHQUAKE MAGNITUDE: 6.80 LITE PEAK GROUND ACCELERATION: 0.630 g K sigma BOUND: M IBOUND: M N60 CORRECTION: 1.00 IIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS 1 TOTE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). i I 1 1 Q 1 '1Z ----------------------------- ' LIQUEFACTION ANALYSIS SUMMARY ----------------- ----------- L7 --------- Seed and Others [1965] Method PAGE 1 Seed -------------------------- ----------------------------- I CALC.1 TOTAL EFF. IFIELD 1Est.D I I CORR.ILIQUE.1 11NDUC.ILIQUE OIL1 DEPTHISTRESSISTRESSI N I r1 C (N1)601STRESSI r ISTRESSISAFETY NO.1 (ft) I (tsf)1 (tsf)1(B/ft)1 M I N 1(B/ft)1 RATIOI d I RATIOIFACTOR. ------ - ----------------+-- -------------- -+----------- ---"------- - -------- 1 1 0.251 0.0181 0.0181 65 1 _ @ I @ I @ I @ I @ 1 @ @ 1 1 0.751 0.0541 0.0541 65 1 - I @ I @ 1 @ 1 C' 1 @ 1 @ @ 1 1 1.251 0.0901 0.0901 65 1 - @ I @ 1 @ I@ 1 @ 1 @ @ 1 1 1.751 0.1261 0.1261 65 @ 1 @ I @ I@I @ I @ @ 1 2.251 0.1621 0.1621 65 _ I _ @ @ 1 @ @ .@ I @ @ 1 1 '1 2.751 0.1981 0.1981 65 1 1 @ I @ 1 @ 1 @ 1 @ I @ @ 1 1 3.251 0.2341 0.2341 65 1 - 1 @ 1 @ 1 @ 1 @ 1 @ 1 @ @ 1 1 3.751 0.2701 0.2701 65 1 @ 1 @ I @ I @ 1 @ 1 @ @ 2 1 4.251 0.3041 0.3041 36 1 - I @ 1 @ I @ I @ I @ I @ @ 2 1 4.751 0.3361 0.3361 36 1 - 1 @ I @ I @ I @ I @ I @ @ 2 1 5.251 0.3681 0.3681 36 1 - 1 @ I @ I @ I @ I @ I @ @ 2 1 5.751 0.4001 0.4001 36 @ I @ I @ 1 C? I @ I @ @ 2 1 6.251 0.4321 0.4321 36 1 - I @ I @ 1 @ I @ I @ 1 @ @ 2 1 6.751 0.4641 0.4641 36 1 - I @ I @ I @ I @ I @ I @ @ 2 1 7.251 0.4961 0.4961 36 1 _ 1 @ 1 @ I @ I @ I @ I @ @ 2 1 7.751 0.5281 0.5281 36 1 - 1 @ I @ I @ 1 @ I @ I @ @ '2 1 8.251 0.5601 0.5601 36 1 @ @ @ 1 CO 1 @ I @ @ 2 1 8.751 0.5921 0.5921 36 _ @ I @ I @ I @ 1 @ 1 @ @ 3 1 9.251 0.6211 0.6211 16 1 63 1 @ 1 @ I @ I@I @ I @ @ 3 3 1 9.751 1 10.251 0.6471 0.6731 0.6471 0.6731 16 16 1 63 1 63 1 @ 1 @ 1 @ I @ I @ I @ I@I I @ @ I @ I @ @ I @ @ 3 1 10.751 0.7001 0.7001 16 1 63 1 @ I @ 1 @ I @ I @ I @ @ 3 1 11.251 0.7261 0.7261 16 1 63 1 @ I @ 1 @ 1 @ 1 @ I @ @ 1 11.75 0.7521 0.7521 16 1 63 1 @ I @ 1 @ I @ I @ I @ @ '3 3 1 12.25 0.7781 0.7781 16 1 63 I @ I @ I @ I @ I @ I @ @ 3 1 12.751 0.8041 0.8041 16 1 63 1 @ I @ I @ I 6'� 1 @ I @ @ 3 1 13.251 0.8301 0.8301 16 1 63 1 @ 1 @ I @ I @ 1 @ I @ @ 3 1 13.751 0.8561 0.8561 16 1 63 1 @ I @ I @ I @ I @ I @ @ 3 1 14.251 0.8821 0.8821 16 1 63 1 @ I @ 1 @ I @ I @ I @ @ 3 1 14.75 0.9081 0.9081 16 1 63 1 @ I @ I @ 1 @ I @ I @ @ 4 4 1 15.25 1 15.751 0.9361 0.9681 0.9361 0.9681 16 16 1 59 1 59 1 @ 1 @ 1 @ 1 @ I @ I @ I @ I @ I @ I @ I @ @ I @ @ 4 1 16.251 0.9991 0.9991 16 1 59 1 @ 1 @ I @ I @ 1 @ I @ @ 4 1 16.751 1.0301 1.0301 16 1 59 1 @ I @ I @ I CD 1 @ I @ @ 4 1 17.251 1.0611 1.0531 16 1 59 10.9781 15.6 1 0.24310.9641 0.3981 0.61 4 1 17.751 1.0921 1.0681 16 1 59 10.9781 15.6 1 0.24310.9631 0.4031 0.60 4 1 18.251 1.1231 1.0841 16 1 59 10.9781 15.6 1 0.24310.9611 0.4081 0.60 4 1 18.751 1.1541 1.0991 16 1 59 10.9781 15.6 1 0.24310.9601 0.4131 0.59 4 1 19.251 1.1851 1.1151 16 1 59 10.9781 15.6 1 0.24310.0591 0.4181 0.58 4 1 19.751 1.2161 1.1301 16 1 59 10.9781 15.6 1 0.24210.9581 0.4221 0.57 4 1 20.251 1.2471 1.1461 16 1 59 10.9781 15.6 1 0.24210.9571 0.4271 0.57 4 1 20.751 1.2781 1.1611 16 1 59 10.9781 15.6 1 0.24210.9551 0.4311 0.56 4 1 21.251 1.3091 1.1771 16 1 59 10.9761 15.6 1 0.24210.9541 0.4351 0.56 4 1 21.751 1.3401 1.1921 16 1 59 10.9781 15.6 1 0.24210.9521 0.4381 0.55 5 1 22.251 1.3711 1.2071 6 1 34 10.8761 5.3 1 0.12410.9511 0.4421 0.26. ' 5 1 22.751 1.4011 1.2221 6 1 34 10.8761 5.3 1 0.12410.9491 0.4461 0.28 1*5 1 - Seed and Others [1985] Method ----------------------------- PAGE 2 1A CALC.1 TOTALS EFF. AFIELD lEst.D CORR.ILIQUE.1 JINDUC.ILIQUE. OILI DEPTHISTRESSISTRESSI N 1 r1 C I(N1)601STRESSI r 1STRESSISAFETY NO.1 (ft) 1 (tsf)1 (tsf)1(B/ft)1 M i N 1(B/ft)1 RATIO d I RATIOIFACTOR ---+------+------+------+---------------------------------- 5 1 23.251 1.4311 1.2361 6 1 34 10.8761 5.3 1 0.12410.9471 ------------------- 0.4491 0.28 5 1 23.751 1.4611 1.2501 6 34 10.8761 5.3 1 0.12410.9461 0.4531 0.27 5 1 24.251 1.4911 1.2651 6 1 34 10.8761 5.3 10.12410.9441 0.4561 0.27 5 1 24.751 1.5211 1.2791 6 1 34 10.8761 5.3 1 0.12410.9431 0.4591 0.27 5 1 25.251 1.5511 1.2941 6 1 34 10.8761 5.3 1 0.12410.9411 0.4621 0.27 5 1 25.751 1.5811 1.3081 6 1 34 10.6761 5.3 1 0.12410.9391 0.4651 0.27 5 1 26.251 1.6111 1.3221 6 1 34 10.8761 5.3 1 0.12410.9371 0.4671 0.26 5 126.751 1.6411 1.3371 6 1 34 10.8761 5.3 1 0.12310.9341 0.4701 0.26 5 1 5 1 27.251 27.751 1.6711 1.7011 1.3511 1.3661 6 6 1 34 1 34 10.8761 10.8761 5.3 5.3 1 0.12310.9321 1 0.12310.9301 0.4721 0.4741 0.26 0.26 5 1 28.251 1.7311 1.3801 6 1 34 10.8761 5.3 1 0.12310.9281 0.4771 0.26 5 1 28.751 1.7611 1.3941 6 1 34 10.8761 5.3 1 0.12310.9261 0.4791 0.26 1 29.251 1.7911 1.4091 6 1 34 10.8761 5.3 1 0.12310.9231 0.4811 0.26 '5 5 1 29.751 1.6211 1.4231 6 1 34 10.8761 5.3 1 0.12310.9211 0.4831 0.26 6 1 30.251 1.8501 1.4371 16 1 53 10.7941 12.7 1 0.21510.9191 0.4841 0.45 6 1 30.751 1.8791 1.4501 16 1 53 10.7941 12.7 1 0.21510.9161 0.4861 0.44 '6 1 31.251 1.9081 1.4631 16 1 53 10.7941 12.7 1 0.21510.9131 0.4871 0.44 6 1 31.751 1.9371 1.4761 16 1 53 10.7941 12.7 1 0.21510.9101 0.4891 0.44 6 1 32.251 1.9651 1.4901 16 1 53 10.7941 12.7 1 0.21510.9071 0.4901 0.44 6 6 1 32.751 1 33.251 1.9941 2.0231 1.5031 1.5161 16 16 1 53 1 53 10.7941 10.7941 12.7 12.7 1 0.21510.9041 1 0.21510.9021 0.4911 0.4931 0.44 0.44 6 1 33.751 2.0521 1.5291 16 1 53 10.7941 12.7 1 0.21510.8991 0.4941 0.43 6 1 34.251 2.0801 1.5421 16 1 53 10.7941 12.7 1 0.21410.8961 0.4951 0.43 1 34.751 2.1091 1.5551 16 1 53 10.7941 12.7 1 0.21410.8931 0.4961 0.43 '6 6 1 35.251 2.1381 1.5681 16 1 53 10.7941 12.7 1 0.21410.8901 0.4971 0.43 6 1 35.751 2.1671 1.5821 16 1 53 10.7941 12.7 1 0.21410.8861 0.4971 0.43 6 1 36.251 2.1951 1.5951 16 1 53 10.7941 12.7 1 0.21410.8821 0.4971 0.43 6 1 36.751 2.2241 1.6061 16 1 53 10.7941 12.7 1 0.21310.8781 0.4971 0.43 7 1 37.251 2.2531 1.6221 9 1 39 10.7531 6.8 1 0.15310.8741 0.4971 0.31 7 1 37.751 2.2831 1.6361 9 1 39 10.7531 6.8 1 0.15310.8701 0.4971 0.31 7 1 38.251 2.3131 1.6501 9 1 39 10.7531 6.8 1 0.15310.8661 0.4971 0.31 '7 1 38.751 2.3431 1.6651 9 1 39 10.7531 6.8 1 0.15310.8621 0.4971 0.31 7 1 39.251 2.3731 1.6791 9 1 39 10.7531 6.8 1 0.15310.8581 0.4971 0.31 7 1 39.751 2.4031 1.6941 9 1 39 10.7531 6.8 1 0.152 10.8551 0.4971 0.31 7 7 1 40.251 1 40.751 2.4331 2.4631 1.7081 1.7221 9 9 1 39 1 39 10.7531 10.7531 6.8 6.8 1 0.15210.8501 1 0.15210.8451 0.4961 0.4951 0.31 0.31 7 1 41.251 2.4931 1.7371 9 1 39 10.7531 6.8 1 0.15210.8401 0.4941 0.31 7 1 41.751 2.5231 1.7511 9 1 39 10.7531 6.8 1 0.15210.8361 0.4931 0.31 8 1 42.251 2.5531 1.7651 34 1 74 10.7701 26.2 1nfin 10.8311 0.49211nfin 8 1 42.751 2.5821 1.7781 34 1 74 10.7701 26.2 1nfin 10.8261 0.49111nfin 8 1 43.251 2.6101 1.7911 34 1 74 10.7701 26.2 11nfin 10.8211 0.49011nfin 8 43.751 2.6391 1.8051 34 74 10.7701 26.2 11nfin 10.8161 0.48911nfin 8 '1 1 44.251 2.6681 1.8181 34 1 74 10.7701 26.2 11nfin 10.8111 0.48811nfin 8 1 44.751 2.6971 1.8311 34 1 74 10.7701 26.2 11nfin 10.8061 0.48611nfin 8 1 45.251 2.7251 1.8441 34 1 74 10.7701 26.2 1nfin 10.8011 0.48511nfin 8 1 45.751 2.7541 1.8571 34 1 74 10.7701 26.2 11nfin 10.7961 0.464IInfin 8 1 46.251 2.7831 1.6701 34 1 74 10.7701 26.2 11nfin 10.7911 0.48212nfin 8 1 46.751 2.8121 1.6831 34 1 74 10.7701 26.2 11nfin 10.7861 0.48112nfin 8 1 47.251 2.8401 1.6971 34 1 74 10.7701 26.2 11nfin 10.7811 0.47911nfin 1 47.751 2.8691 1.9101 34 1 74 10.7701 26.2 11nfin 10.7761 0.47711nfin '8 8 1 48.251 2.8981 1.9231 34 1 74 10.7701 26.2 11nfin 10.7711 0.47611nfin 8 1 48.751 2.9271 1.9361 34 1 74 10.7701 26.2 11nfin 10.7651 0.47411nfin 8 1 49.251 2.9551 1.9491 34 1 74 10.7701 26.2 11nfin 10.7601 0.47211nfin 1A --------------- Seed and Others [1985] Method ----------------------------- [_l I PAGE 3 I CALCI TOTAL EFF. IFIELD 1Est.D I I CORR.ILIQUE.1 IINDUC.ILIQUE. OILI DEPTHISTRESSISTRESSI N I r1 C I(N1)601STRESSI r ISTRESSISAFETY NO.1 (ft) I (tsf)I (tsf)I(B/ft)I (%)I N I(B/ft)I RATIOI d I RATIOIFACTOR ---+-------------+--- — -+-- — ---------+-----+---- — ---- — ---'-----------+------ 8 1 49.751 2.9841 1.9621 34 1 74 10.7701 26.2 11nfin 10.7551 0.470IInfin 8 1 50.251 3.0131 1.9751 34 1 74 10.7701 26.2 11nfin 10.7501 0.469IInfin 8 1 50.751 3.0421 1.9891 34 1 74 10.7701 26.2 IInfin 10.7451 0.46711nfin 8 1 51.251 3.0701 2.0021 34 1 74 10.7701 26.2 IInfin 10.7411 0.465IInfin I� * * * L I Q U E F Y 2 EMPIRICAL PREDICTION OF ' EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 20079-42-01 DATE: Tuesday, July 24, 2001 1OB NAME: VAIL RANCH BUSINESS PARK LIQUEFACTION CALCULATION NAME: BORING 3 OIL -PROFILE NAME: BORING 3 IROUND WATER DEPTH: 17.5 ft ESIGN EARTHQUAKE MAGNITUDE: 6.80 1ITE PEAK GROUND ACCELERATION: 0.630 g K sigma BOUND: M IBOUND: M N60 CORRECTION: 1.00 IIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS 11 LOTE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). 1(p ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- ------------------------ eed and Others [1985] Method PAGE 1 1 CALC.1 TOTALI EFF. 1FIELD 1Est.D I 1 CORR.ILIQUE.1 11NDUC.ILIQUE. OIL1 DEPTHISTRESSISTRES51 N I r1 C (N1)601STRESSI r 1STRESSISAFETY NO.1 (ft) I (tsf)1 (tsf)I(B/ft)1 (%) 1 N 1(B/ft)1 RATIOI d 1 RATIOIFACTOR ----------+- 1 1 0.251 ----+------+------+------+-----+------+---- 0.0181 0.0181 47 1 - 1 @ I @ 1 - +---------- @ I @ - +------ I @ I @ @ 1 1 0.751 0.0531 0.0531 47 1 - I @ I @ 1 @ 1 @ I @ I @ @ 1 1 1.251 0.0881 0.0881 47 1 - I @ I @ 1 @ 1 @I @ I @ @ 1 1 1.751 0.1231 0.1231 47 @ I @ 1 @ I @ I @ I @ @ 1 1 2.251 0.1581 0.1581 47 1 - I @ I @ 1 @ I @ I @ 1 @ @ 1 2.751 0.1931 0.1931 47 1 - I @ I @ 1 @ I @ I @ 1 @ @ '1 1 I 3.251 0.2281 0.2281 47 1 - I @ I @ I @ I@I @ 1 @ @ 1 1 3.751 0.2631 0.2631 47 1 - I @ I @ I @ I@I @ 1 @ @ 1 1 1 1 4.251 4.751 0.2981 0.3331 0.2981 0.3331 47 47 - - @ 1 @ 1 @ @ @ @ @ @ @ @ I @ @ I @ @ 1 15.251 0.3681 0.3681 47 @ 1 @ I @ I C) I @ I @ @ 1 1 5.751 0.4031 0.4031 47 I @ I @ I @ I @ I @ I @ @ 1 6.251 0.4381 0.4381 47 1 _ @ I @ I @ 1 @ 1 @ I @ @ '1 1 1 6.751 0.4731 0.4731 47 1 - I @ I @ 1 @ 1 @ 1 @ I @ @ 2 1 7.251 0.5041 0.5041 71 - @ @ @ 1 @ 1 @ I @ @ 2 1 7.751 0.5301 0.5301 7 1 _ @ I @ I @ 1 @ I @ I @ @ 2 1 8.251 0.5571 0.5571 7 1 @ I @ I @ I @ I @ I @ @ 2 1 8.751 0.5841 0.5841 7 1 -@ I @ I @ I @ I @ i @ @ 2 1 9.251 0.6111 0.6111 7 1 _ 1 @ 1 @ I @ I @ I @ 1 @ @ 2 1 9.751 0.6381 0.6381 7 1 @ 1 @ I @ I @ 1 @ I @ @ 2 1 10.251 0.6651 0.6651 7 @ I @ I @ I @ I @ I @ @ 2 1 10.751 0.6921 0.6921 7 @ I @ I @ I @ I @ 1 @ @ 2 1 11.251 0.7191 0.7191 7 1 @ I @ I @ I C) I @ 1 @ @ 2 2 1 11.751 1 12.251 0.7461 0.7731 0.7461 0.7731 7 71 1 - - I @ @ I @ @ 1 @ @ I @ C) I @ 1 @ 1 @ @ 1 @ @ 2 1 12.751 0.8001 0.8001 7 1_ I@ I @ I @ 1@ I @ 1@@ 2 1 13.251 0.8271 0.8271 7 1 - I @ I @ I @ 1 @ 1 @ I @ @ 2 1 13.751 0.8541 0.8541 7 1 @ I @ I @ I@I @ 1 @ @ 2 1 14.251 0.8811 0.8811 7 1 - I @ 1 @ I @ I@I @ 1 @ @ 2 1 14.751 0.9081 0.9081 7- I @ I @ 1 @ 1 CO 1 @ 1 @ @ 3 1 15.251 0.9361 0.9361 18 1 64 1 @ I @ I @ I @ I @ 1 @ @ 1 15.751 0.9651 0.9651 18 1 64 1 @ I @ I @ 1 @ 1 @ I @ @ '3 3 1 16.251 0.9951 0.9951 18 1 64 1 @ I @ I @ 1 @ I @ 1 @ @ 3 1 16.751 1.0241 1.0241 18 1 64 1 @ I @ I @ 1 @ 1 @ I @ @ 3 1 17.251 1.0541 1.0541 18 1 64 1 @ I @ 1 @ I @ I @ I @ @ 3 1 17.751 1.0831 1.0751 18 1 64 11.0201 18.4 1 0.26210.9631 0.3971 0.66 3 1 18.251 1.1131 1.0891 18 1 64 11.0201 18.4 1 0.26210.9611 0.4021 0.65 3 1 18.751 1.1421 1.1031 18 1 64 11.0201 18.4 1 0.26210.9601 0.4071 0.64 4 1 19.251 1.1711 1.1171 32 1 81 10.9481 30.4 11nfin 10.9591 0.412IInfin 4 1 19.751 1.2001 1.1301 32 1 81 10.9481 30.4 11nfin 10.9581 0.41711nfin 4 1 20.251 1.2291 1.1431 32 1 81 10.9481 30.4 11nfin 10.9571 0.42111nfin 4 1 20.751 1.2581 1.1571 32 1 81 10.9481 30.4 1nfin 10.9551 0.42511nfin 1 21.251 1.2871 1.1701 32 1 81 10.9481 30.4 1nfin 10.9541 0.43011nfin '4 4 1 21.751 1.3161 1.1841 32 1 81 10.9481 30.4 1nfin 10.9521 0.43411nfin 4 1 22.251 1.3451 1.1971 32 1 81 10.9481 30.4 1nfin 10.9511 0.43711nfin. 4 1 22.751 1.3741 1.2111 32 1 81 10.9481 30.4 11nfin 10.9491 0.44111nfin -Al I---------------------------- Seed and Others [1985] Method PAGE 2 ---------------------------- I CALC.1 TOTAL EFF. IFIELD IEst.D I i CORR.ILIQUE.1 IINDUC.ILIQUE DEPTHISTRESSISTRESSI N I r1 C I(N1)601STRESSI r ISTRESSISAFETY �OILI NO.1 (ft) I (tsf)1 (tsf)I(B/ft)1 I N I(B/ft)1 RATIO d I RATIOIFACTOR ----+- ----+------+------+------+------+-----+------+------+ -----+------------- 5 1 23.251 1.4031 1.2241 15 1 54 10.8871 13.3 0.25310.9471 0.4451 0.57 1 23.751 1.4321 1.2371 15 1 54 10.8871 13.3 1 0.25310.9461 0.4481 0.56 '5 5 1 24.251 1.4611 1.2501 15 1 54 10.8871 13.3 1 0.25310.9441 0.4521 0.56 5 1 24.751 1.4891 1.2631 15 1 54 10.8871 13.3 1 0.25310.9431 0.4551 0.56 '5 1 5 1 25.251 25.751 1.5181 1.5471 1.2761 1.2901 15 1 15 54 10.6871 54 10.8871 13.3 1 13.3 1 0.25310.9411 0.25210.9391 0.4581 0.4611 0.55 0.55 5 1 26.251 1.5761 1.3031 15 1 54 10.8871 13.3 1 0.25210.9371 0.4641 0.54 5 1 26.751 1.6041 1.3161 15 1 54 10.8671 13.3 1 0.25210.9341 0.4671 0.54 5 1 27.251 1.6331 1.3291 15 1 54 10.8871 13.3 1 0.25210.9321 0.4691 0.54 5 1 27.751 1.6621 1.3421 15 1 54 10.8871 13.3 1 0.25210.9301 0.4721 0.53 5 1 28.251 1.6911 1.3551 15 1 54 10.8871 13.3 1 0.25210.9281 0.4741 0.53 5 1 28.751 1.7191 1.3661 15 1 54 10.8871 13.3 1 0.25210.9261 0.4761 0.53 1 29.251 1.7481 1.3821 15 1 54 10.6871 13.3 1 0.25210.9231 0.4781 0.53 '5 5 1 29.751 1.7771 1.3951 15 1 54 10.6871 13.3 1 0.25110.9211 0.4811 0.52 6 1 30.251 1.8061 1.4091 14 1 51 10.8391 11.6 1 0.20210.9191 0.4821 0.42 1 30.751 1.8361 1.4231 14 1 51 10.8391 11.8 1 0.20210.9161 0.4841 0.42 6 '6 1 31.251 1.8661 1.4371 14 1 51 10.8391 11.8 1 0.20210.9131 0.4851 0.42 6 1 31.751 1.8961 1.4521 14 1 51 10.8391 11.8 1 0.20210.9101 0.4871 0.41 6 1 32.251 1.9261 1.4661 14 1 51 10.8391 11.8 1 0.20110.9071 0.4881 0.41 1 32.751 1.9561 1.4811 14 1 51 10.8391 11.8 1 0.20110.9041 0.4891 0.41 '6 6 1 33.251 1.9861 1.4951 14 1 51 10.8391 11.8 1 0.20110.9021 0.4911 0.41 6 1 33.751 2.0161 1.5091 14 1 51 10.8391 11.8 1 0.20110.8991 0.4921 0.41 6 1 34.251 2.0461 1.5241 14 1 51 10.8391 11.8 1 0.20110.8961 0.4931 0.41 1 34.751 2.0761 1.5381 14 1 51 10.8391 11.8 1 0.20110.8931 0.4941 0.41 '6 6 1 35.251 2.1061 1.5531 14 1 51 10.8391 11.8 1 0.20010.6901 0.4941 0.41 6 1 35.751 2.1361 1.5671 14 1 51 10.8391 11.8 1 0.20010.6861 0.4951 0.41 6 1 36.251 2.1661 1.5811 14 1 51 10.8391 11.8 1 0.20010.6821 0.4951 0.40 6 1 36.751 2.1961 1.5961 14 1 51 10.8391 11.8 1 0.20010.6781 0.4951 0.40 6 1 37.251 2.2261 1.6101 14 1 51 10.8391 11.8 1 0.20010.8741 0.4951 0.40 6 1 37.751 2.2561 1.6251 14 1 51 10.8391 11.8 1 0.20010.8701 0.4951 0.40 7 '7 1 38.251 1 38.751 2.2861 2.3161 1.6391 1.6531 32 32 1 72 1 72 10.7741 10.7741 24.8 24.8 1nfin 11nfin 10.8661 10.8621 0.495IInfin 0.49511nfin 7 1 39.251 2.3461 1.6681 32 1 72 10.7741 24.8 1nfin 10.8581 0.49511nfin 7 1 39.751 2.3761 1.6821 32 1 72 10.7741 24.8 IInfin 10.6551 0.49411nfin 7 1 40.251 2.4061 1.6971 32 1 72 (0.7741 24.8 IInfin 10.8501 0.49411nfin 7 1 40.751 2.4361 1.711'1 32 1 72 10.7741 24.8 IInfin 10.8451 0.49311nfin 7 1 41.251 2.4661 1.7251 32 1 72 10.7741 24.8 1nfin 10.8401 0.492IInfin 7 1 41.751 2.4961 1.7401 32 1 72 10.7741 24.8 11nfin 10.6361 0.491IInfin 7 1 42.251 2.5261 1.7541 32 1 72 10.7741 24.8 11nfin 10.6311 0.490IInfin 7 1 42.751 2.5561 1.7691 32 1 72 10.7741 24.8 IInfin 10.6261 0.48911nfin 7 1 43.251 2.5861 1.7831 32 1 72 10.7741 24.8 1nfin 10.6211 0.48812nfin 7 1 43.751 2.6161 1.7971 32 1 72 10.7741 24.8 IInfin 10.8161 0.48711nfin '7 1 44.251 2.6461 1.8121 32 1 72 10.7741 24.8 11nfin 10.6111 0.485IInfin 7 1 44.751 2.6761 1.8261 32 1 72 10.7741 24.8 IInfin 10.8061 0.48412nfin 7 1 45.251 2.7061 1.8411 32 1 72 10.7741 24.8 11nfin 10.6011 0.48311nfin 7 '7 1 45.751 1 46.251 2.7361 2.7661 1.8551 1.8691 32 32 1 72 1 72 10.7741 10.7741 24.8 24.8 11nfin 1nfin 10.7961 10.7911 0.481IInfin 0.479IInfin 7 1 46.751 2.7961 1.8841 32 1 72 10.7741 24.8 11nfin 10.7861 0.478IInfin 7 1 47.251 2.6261 1.8981 32 1 72 10.7741 24.8 11nfin 10.7811 0.47611nfin 1 47.751 2.8561 1.9131 32 1 72 10.7741 24.8 11nfin 10.7761 0.47411nfin '7 7 1 48.251 2.8861 1.9271 32 1 72 10.7741 24.8 11nfin 10.7711 0.473IInfin 7 1 48.751 2.9161 1.9411 32 1 72 10.7741 24.8 11nfin 10.7651 0.471IInfin 7 1 49.251 2.9461 1.9561 32 1 72 10.7741 24.8 11nfin 10.7601 0.46912nfin -------------------- Seed and Others [1985] Method ------------------' - PAGE 3 I CALC.1 TOTAL EFF. IFIELD jEst.D I I CORR.ILIQUE.1 11NDUC.ILIQUE. fOILI DEPTHISTRESSISTRESSI N I r1 C I(N1)601STRESSI r ISTRESSISAFETY N0.1 (ft) I (tsf)1 (tsf)I(B/ft)I (%) I N 1(E/ft)1 RATIOI d I RATIOIFACTOR — --+------+------+------+------+------+-----+------+------+-----+------+------ 7 1 49.751 2.9761 1.9701 32 1 72 10.7741 24.8 11nfin 10.7551 0.46711nfin 7 1 50.251 3.0061 1.9851 32 1 72 10.7741 24.8 11nfin 10.7501 0.4651Infin 7 1 50.751 3.0361 1.9991 32 1 72 10.7741 24.8 11nfin 10.7451 0.46411nfin 7 1 51.251 3.0661 2.0131 32 1 72 10.7741 24.8 11nfin 10.7411 0.46211nfin ______________________.._____________.,-_______________________...________..____---- [1 LJ u 'IA I xxxxxxxxxxxxxxxxxxx x x * L I Q U E F Y 2 ' x x xxxxxxxxxxxxxxxxxxx EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL �OB NUMBER: 20079-42-01 DATE: Tuesday, July 24, 2001 OB NAME: VAIL RANCH BUSINESS PARK $IQUEFACTION CALCULATION NAME: BORING 4 OIL -PROFILE NAME: BORING 4 ROUND WATER DEPTH: 17.5 ft ESIGN EARTHQUAKE MAGNITUDE: 6.80 ,ITE PEAK GROUND ACCELERATION: 0.630 g K sigma BOUND: M Id BOUND: M N60 CORRECTION: 1.00 IIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS TOTE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- (---- Seed and Others [1985] Method PAGE 1 ----------------------------- 1 CALC.1 TOTALI EFF. IFIFLD 1Est.D I I CORR.ILIQUE.1 IINDUC.ILIQUE.. DEPTHISTRESSISTRESSI N 1 rI C 1(N1)601STRESSI r 1STRESSISAFETY tILI 0.1 (ft) I (tsf)1 (tsf)1(B/ft)1 M i N 1(B/ft)1 RATIO d 1 RATIOIFACTOR. --+------+------+------+------+------+-----+------+------+-----+------+------- 1 1 0.251 0.0171 0.0171 37 @ 1 @ I @ 1 @ I @ 1 @ @ 1 1 0.751 0.0511 0.0511 37 1 1 @ I @ I @ 1 @ I @ 1 @ @ 1 1 1.251 0.0851 0.0651 37 1 - I @ I @ 1 @ I @ 1 @ I @ @ 1 1 1.751 0.1191 0.1191 37 @ 1 @ I @ I @ I @ I @ @ 1 1 2.251 0.1531 0.153 37 1 - 1 @ 1 @ I @ 1 @ I @ 1 @ @ 1 1 2.751 0.1871 0.1871 37 - 1 @ I @ I @ 1 @ I @ 1 @ I @ 1 @ 1 @ 1 @ I @ @ @ @ 1 1 3.251 0.2211 0.2211 37 1 I 1 1 3.751 0.2551 0.2551 37 1 - I @ 1 @ I @ I @ I @ I @ @ 1 1 4.251 0.2891 0.2891 37 1 1 @ I @ I @ 1 @ I @ 1 @ @ '1 1 4.751 0.3241 0.3241 37 1 - I @ I @ 1 @ 1 @ I @ 1 @ @ 1 1 5.251 0.3581 0.3581 37 1 _ @ I @ I @ I @ 1 @ I @ @ 1 1 5.751 0.3921 0.3921 37 1 @ 1 @ I @ I @ 1 @ I @ @ 1 1 6.251 0.4261 0.4261 37 1 - 1 @ 1 @ 1 @ I @ I @ I @ @ 1 1 6.751 0.4601 0.4601 37- 1 @ @ 1 @ @ @ I @ @ 2 1 7.251 0.4891 0.4891 9 _ @ @ @ @ 1 @ I @ @ 2 1 7.751 0.5141 0.5141 9 _ @ 1 @ I @ 1 @ 1 @ 1 @ @ 2 1 8.251 0.5391 0.5391 9 1 _ 1 @ 1 @ I @ I @ i @ 1 @ @ 2 1 8.751 0.5651 0.5651 91 - @ @ @ 1 @ @ I @ @ 2 1 9.251 0.5901 0.5901 9 _ @ @ 1 @ 1 @ @ I @ @ 2 2 1 9.751 1 10.251 0.6151 0.6401 0.6151 0.6401 9 9 _ _ @ @ @ @ @ @ @ @ 1 @ @ 1 @ @ 1 @ @ 2 1 10.751 0.6651 0.6651 9 1 _ @ I @ I @ I @ 1 @ 1 @ @ 2 1 11.251 0.6901 0.6901 91 - 1 @ 1 @ @ @ i @ 1 @ @ 2 1 11.751 0.7151 0.7151 9 _ 1 @ 1 @ 1 @ I @ I @ I @ @ 2 1 12.251 0.7401 0.7401 9- @ @ 1 @ 1 @ @ I @ @ 2 1 12.751 0.7651 0.7651 9 1 _ @ I @ I @ i @ I @ I @ @ 2 1 13.251 0.7901 0.7901 9 1 1 @ 1 @ I @ I @ I @ I @ @ 2 1 13.751 0.8151 0.8151 9 1 _ 1 @ I @ I @ I @ 1 @ I @ @ 2 1 14.251 0.8401 0.8401 9- @ @ @ @' @ 1 @ @ 2 1 14.751 0.8651 0.6651 9 _ @ I @ 1 @ 1 9 1 @ I @ @ 3 1 15.251 0.8931 0.6931 18 1 64 1 @ I @ 1 @ 1 9 1 @ I @ @ 3 1 15.751 0.9231 0.9231 18 1 64 64 1 @ @ 1 @ I @ I @ I @ 1 @ 1 9' I @ 1 @ I @ @ I @ @ 3 1 16.251 0.9531 0.9531 18 1 1 3 1 16.751 0.9831 0.9831 18 1 64 1 @ I @ I @ 1 @' 1 @ 1 @ @ 3 1 17.251 1.0131 1.0131 18 1 64 1 @ I @ 1 @ 1 9' 1 @ 1 @ @ 3 1 17.751 1.0431 1.0351 18 1 64 11.0441 18.8 1 0.27010.9631 0.3971 0.68 3 1 18.251 1.0731 1.0491 18 1 64 11.0441 18.8 1 0.27010.9611 0.4031 0.67 3 1 16.751 1.1031 1.0641 18 1 64 11.0441 18.8 1 0.27010.9601 0.4081 0.66 1 19.251 1.1321 1.0771 28 1 77 10.9581 26.8 IInfin 10.9591 0.41311nfin '4 4 1 19.751 1.1611 1.0901 28 1 77 10.9581 26.8 11nfin 10.9561 0.41811nfin 4 1 20.251 1.1891 1.1041 28 1 77 10.9581 26.8 11nfin 10.9571 0.42211nfin 4 1 20.751 1.2181 1.1171 28 1 77 10.9581 26.8 11nfin 10.9551 0.42711nfin 4 1 21.251 1.2471 1.1301 28 1 77 10.9581 26.8 11nfin 10.9541 0.43111nfin 4 1 21.751 1.2761 1.1431 28 1 77 10.9581 26.8 11nfin 10.9521 0.43511nfin 4 1 22.251 1.3041 1.1561 28 1 77 10.9581 26.8 11nfin 10.9511 0.43911nfin ' 4 1 22.751 1.3331 1.1691 28 1 77 10.9581 26.8 11nfin 10.9491 0.44311nfin i----------------- ---- Seed and Others [1965] Method ----------------------------- PAGE 2 1 CALC.1 TOTAL EFF. IFIELD 1Est.D I I CORR.ILIQUE.1 11NDUC.ILIQUE. DEPTHISTRESSISTRESSI N I rI C I(N1)601STRESSI r ISTRESSISAFETY 'OILI NO.1 (ft) I (tsf)1 (tsf)I(B/ft)1 (%) I N 1(B/ft)1 RATIOI d I RATIOIFACTOR ----+------+------+------+------+------+-----+------+------+-----+------+------ 4 1 23.251 1.3621 1.1831 28 1 77 10.9581 26.8 11nfin 10.9471 0.44711nfin 4 1 23.751 1.3911 1.1961 26 1 77 10.9581 26.8 IInfin 10.9461 0.451IInfin 5 1 24.251 1.4201 1.2101 14 1 53 10.8891 12.5 1 0.23910.9441 0.4541 0.53 5 1 24.751 1.4501 1.2241 14 1 53 10.8891 12.5 1 0.23910.9431 0.4571 0.52 5 1 25.251 1.4611 1.2391 14 1 53 10.8891 12.5 1 0.23910.9411 0.4611 0.52 5 1 25.751 1.5111 1.2541 14 1 53 10.8891 12.5 1 0.23810.9391 0.4631 0.52 5 1 26.251 1.5411 1.2681 14 1 53 10.8891 12.5 1 0.23810.9371 0.4661 0.51 5 1 26.751 1.5711 1.2831 14 1 53 10.8891 12.5 1 0.23810.9341 0.4691 0.51 5 1 5 27.251 1 27.751 1.6021 1.6321 1.2971 1.3121 14 14 1 53 10.8891 1 53 10.8891 12.5 12.5 1 0.23810.9321 1 0.23810.9301 0.4711 0.4741 0.51 0.50 5 1 28.251 1.6621 1.3271 14 1 53 10.8891 12.5 1 0.23810.9281 0.4761 0.50 5 1 28.751 1.6921 1.3411 14 1 53 10.8891 12.5 1 0.23810.9261 0.4781 0.50 5 1 29.251 1.7231 1.3561 14 1 53 10.8891 12.5 1 0.23810.9231 0.4601 0.50 5 1 29.751 1.7531 1.3711 14 1 53 10.6891 12.5 1 0.23710.9211 0.4821 0.49 6 1 30.251 1.7821 1.3851 23 1 66 10.8731 20.1 1 0.27110.9191 0.4641 0.56 6 30.751 1.8111 1.3981 23 66 10.8731 20.1 1 0.27110.9161 0.4861 0.56 6 '1 1 31.251 1.8401 1.4111 23 1 66 10.8731 20.1 1 0.27110.9131 0.4881 0.56 6 1 31.751 1.8691 1.4241 23 1 66 10.8731 20.1 1 0.27110.9101 0.4891 0.55 6 132.251 1.8971 1.4371 23 1 66 10.8731 20.1 1 0.27010.9071 0.4901 0.55 6 7 1 32.751 1 33.251 1.9261 1.9551 1.4501 1.4641 23 15 1 66 1 52 10.8731 10.8091 20.1 12.1 1 0.27010.9041 1 0.17210.9021 0.4921 0.4931 0.55 0.35 7 1 33.751 1.9841 1.4771 15 152 10.8091 12.1 1 0.17110.8991 0.4941 0.35 7 1 34.251 2.0121 1.4901 15 1 52 10.8091 12.1 1 0.17110.8961 0.4961 0.35 7 1 34.751 2.0411 1.5031 15 1 52 10.8091 12.1 1 0.17110.8931 0.4971 0.35 7 1 35.251 2.0701 1.5161 15 1 52 10.8091 12.1 1 0.17110.8901 0.4971 0.34 7 1 35.751 2.0991 1.5291 15 1 52 10.8091 12.1 1 0.17110.8861 0.4981 0.34 7 1 36.251 2.1271 1.5421 15 1 52 10.8091 12.1 1 0.17110.8821 0.4981 0.34 7 1 36.751 2.1561 1.5561 15 1 52 10.8091 12.1 1 0.17110.8781 0.4981 0.34 7 1 37.251 2.1851 1.5691 15 1 52 10.8091 12.1 1 0.17010.8741 0.4991 0.34 7 1 37.751 2.2141 1.5821 15 1 52 10.8091 12.1 1 0.17010.8701 0.4991 0.34 8 1 38.251 2.2431 1.5961 35 1 76 10.7801 27.3 IInfin 10.8661 0.49911nfin 8 1 38.751 2.2741 1.6111 35 1 76 10.7801 27.3 11nfin 10.8621 0.498IInfin 6 1 39.251 2.3051 1.6261 35 1 76 10.7801 27.3 11nfin 10.8581 0.498IInfin 8 1 39.751 2.3361 1.6411 35 1 76 10.7801 27.3 11nfin 10.8551 0.49811nfin 1 40.251 2.3661 1.6571 35 1 76 10.7801 27.3 1nfin 10.8501 0.497IInfin '8 8 1 40.751 2.3971 1.6721 35 1 76 10.7801 27.3 11nfin 10.8451 0.496IInfin 8 1 41.251 2.4281 1.6871 35 1 76 10.7801 27.3 11nfin 10.8401 0.495IInfin 8 1 41.751 2.4591 1.7021 35 1 76 10.7801 27.3 1nfin 10.8361 0.49411nfin 8 1 42.251 2.4891 1.7171 35 1 76 10.7801 27.3 11nfin 10.8311 0.49311nfin 8 1 42.751 2.5201 1.7321 35 1 76 10.7801 27.3 IInfin 10.8261 0.492IInfin 8 1 43.251 2.5511 1.7481 35 1 76 10.7801 27.3 11nfin 10.8211 0.491IInfin 8 43.751 2.5821 1.7631 35 76 10.7801 27.3 11nfin 10.8161 0.490IInfin 8 '1 1 44.251 2.6121 1.7781 35 1 76 10.7801 27.3 11nfin 10.6111 0.488IInfin 8 1 44.751 2.6431 1.7931 35 1 76 10.7801 27.3 IInfin 10.8061 0.487IInfin 8 1 45.251 2.6741 1.8081 35 1 76 10.7801 27.3 11nfin 10.8011 0.485IInfin 8 '8 1 45.751 1 46.251 2.7051 2.7351 1.8231 1.8381 35 35 1 76 1 76 10.7801 10.7801 27.3 27.3 IInfin 10.7961 11nfin 10.7911 0.484IInfin 0.48211nfin _ 8 1 46.751 2.7661 1.8541 35 1 76 10.7801 27.3 11nfin 10.7861 0.48012nfin 8 1 47.251 2.7971 1.8691 35 1 76 10.7801 27.3 11nfin 10.7811 0.47911nfin 1 47.751 2.8281 1.8841 35 1 76 10.7601 27.3 IInfin 10.7761 0.47711nfin '8 8 1 48.251 2.8581 1.8991 35 1 76 10.7801 27.3 11nfin 10.7711 0.475IInfin 8 1 48.751 2.8891 1.9141 35 1 76 10.7801 27.3 IInfin 10.7651 0.47311nfin 8 1 49.251 2.9201 1.9291 35 1 76 10.7801 27.3 11nfin 10.7601 0.47111nfin ' $w Reed and Others -[1-9-8- -5] Method PAGE 3 ------------------- CALC.1 TOTAL EFF. IFIELD 1Est.D I 1 CORR.ILIQUE.1 IINDUC.ILIQUE. OILI DEPTHISTRESSISTRESSI N I r1 C I(N1)60ISTRESSI x- ISTRESSISAFETY N0.1 (ft) I (tsf)I (tsf)I(B/ft)1 M I N 1(B/ft)1 RATIO d I RATIOIFACTOR ---+------+--------------------+------+-- — ---- — — -------+------------------- 8 1 49.751 2.9511 1.9441 35 1 76 10.7601 27.3 11nfin 10.7551 0.46911nfin 8 1 50.251 2.9811 1.9601 35 1 76 10.7601 27.3 IInfin 10.7501 0.46711nfin 8 1 50.751 3.0121 1.9751 35 1 76 10.7601 27.3 11nfin 10.7451 0.46611nfin 8 1 51.251 3.0431 1.9901 35 1 76 10.7801 27.3 11nfin 10.7411 0.46411nfin I I I L.1 11 IM, I * * * L I Q U E F Y 2 ******************* EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 20079-42-01 DATE: Tuesday, July 24, 2001 1OB NAME: VAIL RANCH BUSINESS PARK $IQUEFACTION CALCULATION NAME: BORING 5 OIL -PROFILE NAME: BORING 5 �ROUND WATER DEPTH: 16.0 ft ESIGN EARTHQUAKE MAGNITUDE: 6.80 LITE PEAK GROUND ACCELERATION: 0.630 g K sigma BOUND: M id BOUND: M N60 CORRECTION: 1.00 IIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS 11 [DTE: Relative density values.listed below are estimated using equations of Giuliani and Nicoll (1982). I r I a°N ----------------------------- LIQUEFACTION ANALYSIS SUMMARY -------------------------- - eed and Others [1985] Method PAGE 1 ----------------------------- CJ✓ CALC.1 TOTALS EFF. AFIELD lEst.D I I CORR.ILIQUE.1 JINDUC.ILIQUE. OIL1 DEPTHISTRESSISTRESSI N rI C 1(N1)601STRESSI r 1STRESSISAFETY NO.1 (ft) 1 (tsf)I (tsf)I(B/ft)I (%) 1 N 1(B/ft)1 RATIO d 1 RATIOIFACTOR -----------------+------+------+ - ----+ - ---+--- - ---------------------+------ 1 1 0.251 0.0181 0.0181 30 1 - I @ I @ I @ I C) I @ 1 @ @ 1 0.751 0.0531 0.0531 30 1 _ @ I @ 1 @ I C) I @ 1 @ @ '1 1 1 1.251 0.0881 0.0881 30 @ I @ I @ I Co I @ 1 @ @ 1 1 1.751 0.1231 0.1231 30 1 - I @ 1 @ I @ I C) I @ I @ @ 1 12.251 0.1581 0.1581 30 1 - I @ 1 @ I @ I @ I @ I @ @ 1 1 2.751 0.1931 0.1931 30 _ 1 @ 1 @ @ @ 1 @ I @ @ 1 1 3.251 0.2281 0.2281 30 1 @ @ @ @ 1 @ I @ @ 1 1 3.751 0.2631 0.2631 30 1 @ @ @ @ 1 @ I @ @ 1 1 4.251 0.2981 0.2981 30 1 -' @ @ @ C`) 1 @ I @ @ 1 1 4.751 0.3331 0.3331 30 1 @ @ 1 @ @ @ I @ @ 1 1 5.251 0.3681 0.3681 30 _ @ @ 1 @ @ @ I @ @ 1 1 5.751 0.4031 0.4031 30 - @ 1 @ @ C) @ 1 @ @ 1 1 1 6.251 1 6.751 0.4381 0.4731 0.4381 0.4731 30 1 30 1 _ 1 @ @ 1 @ 1 @ @ I @ @ I @ @ I @ 1 @ @ I @ @ 2 1 7.251 0.5051 0.5051 29 @ I @ I @ I @ I @ I @ @ 2 17.751 0.5351 0.5351 29 1 _ @ I @ I @ I @ 1 @ I @ @ 1 8.251 0.5661 0.5661 29 - @ @ 1 @ 1 @ 1 @ I @ @ '2 2 1 8.751 0.5961 0.5961 29 1 @ @ @ @ 1 @ I @ @ 2 1 9.251 0.6261 0.6261 29 1 @ 1 @ I @ I @ I @ I @ @ 2 1 9.751 0.6561 0.6561 29 1' _ 1 @ I @ @ @ @ I @ @ 2 1 10.251 0.6861 0.6861 29 1 1 @ 1 @ @ @ @ 1 @ @ 2 1 10.751 0.7171 0.7171 29 1 - @ 1 @ @ @ @ I @ @ 2 1 11.251 0.7471 0.7471 29 1 - I @ 1 @ I @ I @ I @ I @ @ 2 '2 1 11.751 1 12.251 0.7771 0.8071 0.7771 0.6071 29 29 1 1@ @ 1 @ 1 @ I @ I @ I @ I @ I @ I @ I @ @ I @ @ 2 1 12.751 0.8371 0.8371 29 1 _ 1 @ 1 @ @ @ @ I @ @ 3 1 13.251 0.8671 0.8671 10 47 1 @@ I @ I @ 1 @ I @ @ 3 1 13.751 0.8961 0.8961 10 1 47 1 @ 1 @ I @ I @ 1 @ I @ @ 3 1 14.251 0.9241 0.9241 10 1 47 1 @ 1 @ I @ I @ 1 @ I @ @ 3 1 14.751 0.9531 0.9531 10 1 47 1 @ 19 1 @ I @ 1 @ I @ @ 3 1 15.251 0.9821 0.9821 10 1 47 1 @ 1 @ I @ 1 C9 1 @ I @ @ 1 15.751 1.0111 1.0111 10 1 47 1 @ 1 @ I @ 1 @ 1 @ I @ @ '3 3 1 16.251 1.0391 1.0321 10 1 47 10.9961 10.0 1 0.19710.9661 0.3991 0.50 3 1 16.751 1.0681 1.0451 10 1 47 10.9961 10.0 1 0.19710.9651 0.4041 0.49 3 1 17.251 1.0971 1.0581 10 1 47 10.9961 10.0 1 0.19710.'_)641 0.4091 0.48 '3 1 17.751 1.1261 1.0711 10 1 47 10.9961 10.0 1 0.19710.9631 0.4141 0.48 3 1 18.251 1.1541 1.0841 10 1 47 10.9961 10.0 1 0.19610.9611 0.4191 0.47 3 1 18.751 1.1831 1.0971 10 1 47 10.9961 10.0 1 0.19610.9601 0.4241 0.46 4 '4 1 19.251 1 19.751 1.2131 1.2441 1.1121 1.1271 21 21 1 66 1 66 10.9431 10.9431 19.8 19.8 1 0.27910.9591 1 0.27910.9581 0.4291 0.4331 0.65 0.64 4 1 20.251 1.2761 1.1431 21 1 66 10.9431 19.8 1 0.27910.9571 0.4371 0.64 4 1 20.751 1.3071 1.1591 21 1 66 10.9431 19.8 1 0.27810.9551 0.4411 0.63 4 1 21.251 1.3381 1.1741 21 1 66 10.9431 19.8 1 0.27810.9541 0.4451 0.63 4 1 21.751 1.3691 1.1901 21 1 66 10.9431 19.8 1 0.27810.9521 0.4491 0.62 4 1 22.251 1.4011 1.2061 21 1 66 10.9431 19.8 1 0.27810.9511 0.4521 0.62 4 1 22.751 1.4321 1.2211 21 1 66 10.9431 19.8 1 0.27810.9491 0.4561 0.62. CJ✓ I---------------------------- Seed and Others [1985] Method PAGE 2 ----------------------------- I--------------------------- 1 CALC.1 TOTALS EFF. 1FIELD JEst.D 1 1 CORR.ILIQUE.1 11NDUC.ILIQUE. OILI DEPTHISTRESSISTRESSI N I rl C I(N1)60 STRESSI r ISTRESSISAFETY NO.1 (ft) 1 (tsf)l (tsf)1(B/ft)l N 1(B/ft)l RATIOI d I RATIOIFACTOR ---+- 4 1 ----+--------------------+---- 23.251 1.4631 1.2371 21 1 - + 66 10.9431 - ---+-------------+------------------- 19.8 1 0.27810.9471 0.4591 0.61 1 23.751 1.4941 1.2531 21 1 66 10.9431 19.8 1 0.27810.9461 0.4621 0.60 '4 S 1 24.251 1.5261 1.2681 33 1 80 10.8941 29.5 lInfin 10.9441 0.46511nfin 5 1 24.751 1.5571 1.2841 33 1 80 10.8941 29.5 lInfin 10.9431 0.46811nfin 5 1 25.251 1.5881 1.2991 33 1 80 10.8941 29.5 lInfin 10.9411 0.471IInfin 5 1 25.751 1.6191 1.3151 33 1 80 10.8941 29.5 lInfin 10.9391 0.47311nfin 5 1 26.251 1.6511 1.3311 33 1 80 10.8941 29.5 lInfin 10.9371 0.47611nfin 5 1 26.751 1.6821 1.3461 33 1 80 10.8941 29.5 lInfin 10.9341 0.478IInfin 5 1 '5 1 27.251 27.751 1.7131 1.7441 1.3621 1.3781 33 33 1 80 1 80 10.8941 10.8941 29.5 29.5 lInfin lInfin 10.9321 10.9301 0.480IInfin 0.482IInfin 5 1 28.251 1.7761 1.3931 33 1 80 10.8941 29.5 lInfin 10.9281 0.484IInfin 5 1 28.751 1.8071 1.4091 33 1 80 10.8941 29.5 lInfin 10.9261 0.486IInfin 6 1 29.251 1.8371 1.4241 18 1 57 10.8251 14.8 1 0.28110.923 0.4881 0.58 6 1 29.751 1.8671 1.4381 18 1 57 10.8251 14.8 1 0.28110.9211 0.4901 0.57 6 1 30.251 1.8971 1.4531 18 1 57 10.8251 14.8 1 0.28110.9191 0.4911 0.57 6 1 30.751 1.9271 1.4671 18 1 57 10.8251 14.8 1 0.28110.9161 0.4931 0.57 6 1 31.251 1.9571 1.4821 18 1 57 10.8251 14.8 1 0.28110.9131 0.4941 0.57 6 1 31.751 1.9871 1.4961 18 1 57 10.8251 14.8 1 0.28010.910 0.4951 0.57 6 1 32.251 2.0171 1.510 18 1 57 10.8251 14.8 1 0.28010.9071 0.4961 0.56 '6 6 1 32.751 1 33.251 2.0471 2.0771 1.5251 1.5391 18 18 57 57 10.8251 10.8251 14.8 14.8 1 0.28010.9041 1 0.28010.9021 0.4971 0.4981 0.56 0.56 6 1 33.751 2.1071 1.5541 18 1 57 10.8251 14.8 1 0.27910.8991 0.4991 0.56 7 1 34.251 2.1371 1.5671 26 1 66 10.7971 20.7 1 0.34710.8961 0.5001 0.69 1 34.751 2.1661 1.5811 26 1 66 10.7971 20.7 1 0.34610.8931 0.5011 0.69 '7 7 1 35.251 2.1941 1.5941 26 1 66 10.7971 20.7 1 0.34610.8901 0.5021 0.69 7 1 35.751 2.2231 1.6071 26 1 66 10.7971 20.7 1 0.34610.8861 0.5021 0.69 7 1 36.251 2.2521 1.6201 26 1 66 10.7971 20.7 1 0.34510.8821 0.5021 0.69 1 36.751 2.2811 1.6331 26 1 66 10.7971 20.7 1 0.34510.8781 0.5021 0.69 '7 7 1 37.251 2.3091 1.6461 26 1 66 10.7971 20.7 1 0.34510.8741 0.5021 0.69 7 1 37.751 2.3381 1.6591 26 1 66 10.7971 20.7 1 0.34510.8701 0.5021 0.69 7 1 38.251 2.3671 1.6731 26 1 66 10.7971 20.7 1 0.34410.8661 0.5021 0.69 7 1 38.751 2.3961 1.6861 26 1 66 10.7971 20.7 1 0.34410.8621 0.5021 0.69 7 1 39.251 2.4241 1.6991 26 1 66 10.7971 20.7 1 0.34410.8581 0.5021 0.69 7 1 39.751 2.4531 1.7121 26 1 66 10.7971 20.7 1 0.34410.8551 0.5011 0.69 7 1 40.251 2.4821 1.7251 26 1 66 10.7971 20.7 1 0.34410.8501 0.5011 0.69 7 1 40.751 2.5111 1.7381 26 1 66 10.7971 20.7 1 0.34310.8451 0.5001 0.69 7 1 41.251 2.5391 1.7521 26 1 66 10.7971 20.7 1 0.34310.8401 0.4991 0.69 7 1 41.751 2.5681 1.7651 26 1 66 10.7971 20.7 1 0.34310.8361 0.4981 0.69 1 42.251 2.5971 1.7781 26 1 66 10.7971 20.7 1 0.34210.8311 0.4971 0.69 '7 7 1 42.751 2.6261 1.7911 26 1 66 10.7971 20.7 1 0.34210.8261 0.4961 0.69 7 1 43.251 2.6541 1.8041 26 1 66 10.7971 20.7 1 0.34210.8211 0.4951 0.69 7 1 43.751 2.6831 1.8171 26 1 66 10.7971 20.7 1 0.34210.8161 0.4931 0.69 8 1 44.251 2.7131 1.8321 37 1 77 10.7661 28.4 (Infin 10.8111 0.49211nfin 8 1 44.751 2.7441 1.8471 37 1 77 10.7661 28.4 lInfin 10.8061 0.491IInfin 8 1 45.251 2.7761 1.8631 37 1 77 10.7661 28.4 11nfin 10.8011 0.489IInfin 8 t8 1 45.751 1 46.251 2.8071 2.8381 1.8791 1.8941 37 37 1 77 1 77 10.7661 10.7661 28.4 28.4 lInfin lInfin 10.7961 10.7911 0.48711nfin 0.4851infin 8 1 46.751 2.8691 1.9101 37 1 77 10.7661 28.4 lInfin 10.7861 0.48411nfin 8 1 47.251 2.9011 1.9261 37 1 77 10.7661 28.4 lInfin 10.7811 0.482IInfin 1 47.751 2.9321 1.9411 37 1 77 10.7661 28.4 lInfin 10.7761 0.48011nfin '8 8 1 48.251 2.9631 1.9571 37 1 77 10.7661 28.4 lInfin 10.7711 0.47811nfin 8 1 48.751 2.9941 1.9731 37 1 77 10.7661 28.4 lInfin 10.7651 0.47611nfin. 8 1 49.251 3.0261 1.9881 37 1 77 10.7661 28.4 lInfin 10.7601 0.47411nfin I---------------------------- Seed and Others [1985] Method ----------------------------- PAGE 3 CALC.1 TOTALS EFF. IFIELD 1Est.D I I CORR.ILIQUE.1 11NDUC.ILIQUE. OILI DEPTHISTRESSISTRESSI N I rI C I(N1)601STRESSI r ISTRESSISAFETY NO.1 (ft) I (tsf)I (tsf)I(B/ft)I ($)I N 1(B/ft)I RATIO1 d I RATIOIFACTOR ------ — ---------+---------- —-+---------------------------------------------- 8 --------------- 8 1 49.751 3.0571 2.0041 37 1 77 10.7661 28.4 IInfin 10.7551 0.47211nfin 8 1 50.251 3.0881 2.0191 37 1 77 10.7661 28.4 IInfin 10.7501 0.470IInfin 8 1 50.751 3.1191 2.0351 37 1 77 10.7661 28.4 11nfin 10.7451 0.468IInfin 8 1 51.251 3.1511 2.0511 37 1 77 10.7661 28.4 11nfin 10.7411 0.466IInfin _-----.._______________..____________-__----___________.,-----_______________.._--- 1 I 1 L� Il io I xxxxxxxxxxxxxxxxxxx x x * L I Q U E F Y 2 x x xxxxxxxxxxxxxxxxxxx EMPIRICAL PREDICTION OF ' EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 20079-42-01 DATE: Tuesday, July 24, 2001 1013 NAME: VAIL RANCH BUSINESS PARK LIQUEFACTION CALCULATION NAME: BORING 6 OIL -PROFILE NAME: BORING 6 ROUND WATER DEPTH: 18.0 ft ESIGN EARTHQUAKE MAGNITUDE: 6.80 LITE PEAK GROUND ACCELERATION: 0.630 g K sigma BOUND: M IBOUND: M N60 CORRECTION: 1.00 IIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS `OTE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). [1 1 1 % ----------------------------- LIQUEFACTION ANALYSIS SUMMARY ----------------------------- ------------------------ eed and Others [1985] Method PAGE 1 ------------------- I CALC.1 TOTALI EFF. IFIELD 1Est.D I I CORR.ILIQUE.1 11NDUC.ILIQUE. OILI DEPTHISTRESSISTRESSI N I rI C (N1)601STRESSI r ISTRESSISAFETY NO.1 (ft) I (tsf)1 (tsf)I(B/ft)1 (%) I N I(B/ft)1 RATIO1 d I RATIOIFACTOR ---+-------------+---------------- 1 1 0.251 0.0181 0.0181 30 - --+-- 1 - - ------ I @ - I @ +------+-----+------------- I @ I C? I @ I @ @ I 0.751 0.0531 0.0531 30 1 _ I @ I @ I @ C? I @ I @ @ '1 1 1 1.251 0.0881 0.0881 30 1 _ I @ I @ I @ I C? 1 1 1.751 0.1231 0.1231 30 1 _ I @ I @ I @ @ @ I @ @ 1 1 2.251 0.1581 0.1581 30 1 - I @ I @ I @ C? @ I @ @ 1 2.751 0.1931 0.1931 30 1 - @ I @ I @ I @ I @ I @ @ '1 1 1 3.251 0.2281 0.2281 30 1 - I @ I @ I @ @ @ I @ @ 1 1 3.75) 0.2631 0.2631 30 1 - @ I @ I @ I @ I @ I @ @ 1 1 4.251 0.2981 0.2981 30 1 _ @ I @ I @ @ @ I @ @ 1 1 4.751 0.3331 0.3331 30 1 _ @ I @ I @ C) I @ I @ @ 1 1 5.251 0.3681 0.3681 30 1 - I @ I @ I @ I @ I @ I @ @ 1 1 5.751 0.4031 0.4031 30 1 _ @ I @ I @ @ I @ I @ @ 1 1 1 6.251 I 6.751 0.4381 0.4731 0.4381 0.4731 30 30 1 _ 1 - I @ I @ I @ I @ I @ I @ I @ I @ I @ I @ I @ @ I @ @ 1 1 7.251 0.5081 0.5081 30 @ I @ I @ I C? I @ 1 9 @ 1 1 7.751 0.5431 0.5431 30 @ I @ I @ I C? 1 1 8.251 0.5781 0.5781 30 1 - I @ I @ I @ @ @ I @ @ 1 1 8.751 0.6131 0.6131 30 _ 1 @ I @ 1 @ C? I @ I @ @ 1 1 9.251 0.6481 0.6481 30 1 _ @ I @ I @ I @ I @ I @ @ 1 9.751 0.6831 0.6831 30 - @ @ @ @ I @ I @ @ 1 '1 1 10.251 0.7181 0.7181 30 @ I @ I @ I @ I @ I @ @ 1 1 10.751 0.7531 0.7531 30 1 _ @ I @ I @ I @ I @ I @ @ 2 1 11.251 0.7841 0.7841 8 1 42 1 @ I @ I @ I @ I @ I @ @ 2 2 1 11.751 1 12.251 0.8131 0.8421 0.8131 0.8421 8 8 1 42 1 42 1 @ 1 @ I @ I @ I @ I @ I @ I @ I @ I @ I @ @ I @ @ 2 1 12.751 0.8711 0.8711 6 1 42 1 @ I @ I @ I @ I @ I @ @ 2 1 13.251 0.8991 0.8991 8 1 42 1 @ I @ I @ I C! I @ I @ @ 2 1 13.751 0.9281 0.9281 8 1 42 1 @ I @ I @ @ I @ I @ @ 2 1 14.251 0.9571 0.9571 8 1 42 1 @ I .@ @ @ I @ I @ @ 2 1 14.751 0.9861 0.9861 8 1 42 1 @ I @I @ @ I @ I @ @ 2 1 15.251 1.0141 1.0141 8 1 42 1 @ I @ I @ I @ 1 @ 1 @ @ 2 1 15.751 1.0431 1.0431 8 1 42 1 @ I @ I @ I C! @ I @ @ 2 1 16.251 1.0721 1.0721 8 42 @ I @ @ C' I @ I @ @ 2 1 16.751 1.1011 1.1011 8 1 42 1 @ I @ I @ I @ I @ I @ @ 2 1 17.251 1.1291 1.1291 8 1 42 1 @ I @ I @ I @ I @ I @ @ 2 1 17.751 1.1581 1.1581 8 1 42 1 @ I @ I @ I @ I @ I @ @ 2 1 18.251 1.1871 1.1791 8 1 42 10.9621 7.9 1 0.17010.5611 0.3961 0.43 2 1 18.751 1.2161 1.1921 6 1 42 10.9821 7.9 1 0.17010.9601 0.4011 0.43 2 '2 1 19.251 1 19.751 1.2441 1.2731 1.2051 1.2191 8 6 1 42 1 42 10.9821 10.9821 7.9 7.9 1 0.17010.9591 1 0.17010.9581 0.4061 0.4101 0.42 0.42 2 1 20.251 1.3021 1.2321 8 1 42 10.9821 7.9 1 0.17010.9571 0.4141 0.41 2 1 20.751 1.3311 1.2451 6 1 42 10.9821 7.9 1 0.17010.9551 0.4181 0.41 2 1 21.251 1.3591 1.2581 8 1 42 10.9821 7.9 1 0.17010.9541 0.4221 0.40 2 1 21.751 1.3881 1.2711 8 1 42 10.9821 7.9 1 0.17010.9521 0.4261 0.40 2 1 22.251 1.4171 1.2841 8 1 42 10.9821 7.9 1 0.17010.9511 0.4291 0.40 2 1 22.751 1.4461 1.2971 8 1 42 10.9821 7.9 1 0.17010.9491 0.4331 0.39 ----------- Seed and Others (1985] Method PAGE 2 ----------------------------- CALC.1 TOTAL EFF. IFIELD 1Est.D I I CORR.ILIQUE.1 11NDUC.ILIQUE DEPTHISTRESSISTRESSI N I r1 C I(N1)601STRESSI x ISTRESSISAFETY �OILI NO.1 (ft) I (tsf)1 (tsf)I(B/ft)1 (%)I N 1(B/ft)I RATIOI d I RATIOIFACTOR ----+------------------------- 3 1 23.251 1.4761 1.3121 - +------+-----+---------------"----------------- 41 1 88 10.8751 35.9 Ilnfin 10.9471 0.43611nfin 3 1 23.751 1.5071 1.3281 41 1 88 10.8751 35.9 11nfin 10.9461 0.440IInfin 3 1 24.251 1.5381 1.3431 41 1 88 10.8751 35.9 11nfin 10.9441 0.44311nfin 3 1 24.751 1.5691 1.3591 41 1 88 10.8751 35.9 11nfin 10.9431 0.44611nfin 3 1 25.251 1.6011 1.3741 41 1 88 10.8751 35.9 1nfin 10.9411 0.44911nfin 3 1 25.751 1.6321 1.3901 41 1 88 10.8751 35.9 11nfin 10.9391 0.45111nfin 3 1 26.251 1.6631 1.4061 41 1 88 10.8751 35.9 11nfin 10.9371 0.454IInfin 3 1 26.751 1.6941 1.4211 41 1 88 10.8751 35.9 11nfin 10.9341 0.45611nfin 1 27.251 1.7261 1.4371 41 1 88 10.8751 35.9 11nfin 10.9321 0.458IInfin '3 3 1 27.751 1.7571 1.4531 41 1 88 10.8751 35.9 Ilnfin 10.9301 0.461IInfin 3 1 28.251 1.7881 1.4681 41 1 88 10.8751 35.9 11nfin 10.5281 0.46311nfin 3 1 28.751 1.8191 1.4841 41 1 88 10.8751 35.9 11nfin 10.9261 0.465IInfin 4 1 29.251 1.8501 1.4991 17 1 55 10.8021 13.6 1 0.25610.9231 0.4671 0.55 4 1 29.751 1.8801 1.5131 17 1 55 10.8021 13.6 1 0.25610.9211 0.4691 0.55 4 1 30.251 1.9101 1.5281 17 1 55 10.8021 13.6 1 0.25610.9191 0.4701 0.54 4 1 30.751 1.9401 1.5421 17 1 55 10.8021 13.6 1 0.25510.9161 0.4721 0.54 '4 1 31.251 1.9701 1.5571 17 1 55 10.8021 13.6 1 0.25510.9131 0.4731 0.54 4 1 31.751 2.0001 1.5711 17 1 55 10.8021 13.6 1 0.25510.9101 0.4741 0.54 4 1 32.251 2.0301 1.5851 17 1 55 10.8021 13.6 1 0.25510.9071 0.4761 0.54 4 4 1 32.751 1 33.251 2.0601 2.0901 1.6001 1.6141 17 17 1 55 1 55 10.8021 10.8021 13.6 13.6 1 0.25410.9041 1 0.25410.9021 0.4771 0.4781 0.53 0.53 4 1 33.751 2.1201 1.6291 17 1 55 10.6021 13.6 1 0.25410.8991 0.4791 0.53 5 1 34.251 2.1491 1.6421 29 1 70 10.8071 23.4 11nfin 10.8961 0.48011nfin 1 34.751 2.1781 1.6561 29 1 70 10.8071 23.4 Ilnfin 10.8931 0.48111nfin '5 5 1 35.251 2.2071 1.6691 29 1 70 10.6071 23.4 11nfin 10.8901 0.48211nfin 5 1 35.751 2.2361 1.6821 29 1 70 10.8071 23.4 11nfin 10.8861 0.48211nfin 5 1 36.251 2.2641 1.6951 29 1 70 10.8071 23.4 11nfin 10.6821 0.48211nfin 5 1 36.751 2.2931 1.7081 29 1 70 10.8071 23.4 11nfin 10.8781 0.48311nfin 5 1 37.251 2.3221 1.7211 29 1 70 10.8071 23.4 11nfin 10.8741 0.48311nfin 5 1 37.751 2.3511 1.7341 29 1 70 10.8071 23.4 11nfin 10.8701 0.48311nfin 5 '5 1 38.251 1 38.751 2.3791 2.4081 1.7481 1.7611 29 29 70 70 10.8071 10.8071 23.4 23.4 11nfin 1nfin 10.8661 10.8621 0.48311nfin 0.48311nfin 6 1 39.251 2.4381 1.7751 13 1 46 10.7261 9.4 1 0.18710.8581 0.4831 0.39 6 1 39.751 2.4681 1.7891 13 1 46 10.7261 9.4 1 0.18710.8551 0.4831 0.39 6 1 40.251 2.4981 1.8031 13 1 46 10.7261 9.4 1 0.18610.8501 0.4821 0.39 6 1 40.751 2.5281 1.8181 13 1 46 10.7261 9.4 1 0.18610.8451 0.4811 0.39 6 1 41.251 2.5581 1.8321 13 1 46 10.7261 9.4 1 0.18610.8401 0.4801 0.39 6 1 41.751 2.5881 1.8471 13 1 46 10.7261 9.4 1 0.18610.8361 0.4801 0.39 1 42.251 2.6181 1.8611 13 1 46 10.7261 9.4 1 0.18610.8311 0.4791 0.39 '6 6 1 42.751 2.6481 1.8751 13 1 46 10.7261 9.4 1 0.18610.8261 0.4771 0.39 6 1 43.251 2.6781 1.8901 13 1 46 10.7261 9.4 1 0.18510.8211 0.4761 0.39 6 1 43.751 2.7081 1.9041 13 1 46 10.7261 9.4 1 0.18510.8161 0.4751 0.39 7 1 44.251 2.7381 1.9191 39 1 78 10.7501 29.2 11nfin 10.8111 0.47411nfin 7 1 44.751 2.7691 1.9351 39 1 78 10.7501 29.2 11nfin 10.8061 0.47311nfin 7 1 45.251 2.8011 1.9501 39 1 78 10.7501 29.2 IInfin 10.8011 0.47111nfin "1 7 45.751 1 46.251 2.8321 2.8631 1.9661 1.9821 39 39 1 78 1 78 10.7501 10.7501 29.2 29.2 11nfin IInfin 10.7961 10.7911 0.470IInfin 0.468IInfin 7 1 46.751 2.6941 1.9971 39 1 78 10.7501 29.2 11nfin 10.7861 0.466IInfin 7 1 47.251 2.9261 2.0131 39 1 78 10.7501 29.2 IInfin 10.7811 0.465IInfin 1 47.751 2.9571 2.0291 39 1 78 10.7501 29.2 11nfin 10.7761 0.46311nfin '7 7 1 46.251 2.9881 2.0441 39 1 78 10.7501 29.2 11nfin 10.7711 0.46111nfin 7 1 48.751 3.0191 2.0601 39 1 78 10.7501 29.2 11nfin 10.7651 0.459IInfin 8 1 49.251 3.0511 2.0761 20 1 55 10.6641 13.3 1 0.17410.7601 0.4581 0.38 I C° Teed and Others [1985] Method PAGE 3 1 1 1] LI 64! CALC.1 TOTALS EFF. IFIELD 1Est.D I I CORR.ILIQUE.1 1NDUC.ILIQUE. OILI DEPTHISTRESSISTRESSI N I r1 C I(N1)601STRESSI r. ISTRESSISAFETY N0.1 (ft) I (tsf)I (tsf)1(E/ft)1 (%)I N (13/ft)1 RATIOI d I RATIOIFACTOR --- + - ----- - --- — -+------+------+------+-----+-------------4-----+------------- 8 1 49.751 3.0821 2.0911 20 1 55 10.6641 13.3 1 0.17410.7551 0.4561 0.38 1 50.251 3.1131 2.1071 20 1 55 10.6641 13.3 1 0.17410.7501 0.4541 0.38 '6 8 1 50.751 3.1441 2.1231 20 1 55 10.6641 13.3 1 0.17410.7451 0.4521 0.38 6 1 51.251 3.1761 2.1381 20 1 55 10.6641 13.3 1 0.17410.7411 0.4501 0.35 1 1 1] LI 64! * L I Q U E F Y 2 i * * EMPIRICAL PREDICTION OF EARTHQUAKE -INDUCED LIQUEFACTION POTENTIAL B NUMBER: 20079-42-01 DATE: Tuesday, July 24, 2001 B NAME: VAIL RANCH BUSINESS PARK LIQUEFACTION CALCULATION NAME: BORING 7 OIL -PROFILE NAME: BORING 7 IOUND WATER DEPTH: 18.0 ft DESIGN EARTHQUAKE MAGNITUDE: 6.80 IITE PEAK GROUND ACCELERATION: 0.630 g K sigma BOUND: M Id BOUND: M N60 CORRECTION: 1.00 IIELD SPT N -VALUES < 10 FT DEEP ARE NOT CORRECTED FOR SHORT LENGTH OF DRIVE RODS 1 TOTE: Relative density values listed below are estimated using equations of Giuliani and Nicoll (1982). 1 I 1 1 1 ckv LIQUEFACTION ANALYSIS SUMMARY ----------------------------- Teed and Others [1985] Method PAGE 1 ----------------------------- CALC.1 TOTALI EFF. 1FIELD Est.D 1 1 CORR.ILIQUE.1 11NDUC.ILIQUE. SOIL DEPTHISTRESSISTRESSI N I r1 C 1(N1)601STRESSI r ISTRESSISAFETY NO.1 (ft) 1 (tsf)1 (tsf)I(B/ft)1 ($) 1 N 1(B/ft)1 RATIO d I RATIOIFACTOR -----------------+--- 1 1 0.251 0.0181 - -+------+------.+-----+--------------------------------- 0.0181 49 1 - I @ I @ I @ 1 @ I @ I @ @ '1 1 1 0.751 1 1.251 0.0531 0.0881 0.0531 0.0881 49 1 49 1 _ _ @ @ I @ I @ I @ I @ I @ I @ I @ I @ I @ @ I @ @ 1 1 1.751 0.1231 0.1231 49 1 _ @ I @ I @ I @ I @ I @ @ 1 1 2.251 0.1581 0.1581 49 1 _ 1 @ I @ I @ I @ I @ I @ @ 1 2.751 0.1931 0.1931 49 1 - I @ I @ I @ I @ I @ @ @ '1 1 1 3.251 0.2281 0.2281 49 1 _ @ I @ I @ I @ I @ @ @ 1 1 3.751 0.2631 0.2631 49 1 @ I @ 1 @ I @ I @ I @ @ 2 1 4.251 0.2961 0.2961 15 1 - @ I @ I @ I @ I @ 1 @ @ '2 1 4.751 0.3291 0.3291 15 1 - I @ I @ I @ I @ I @ I @ @ 2 1 5.251 0.3611 0.3611 15 1 - I @ I @ 1 @ I @ I @ I @ @ 2 1 5.751 0.3941 0.3941 15 1 _ @ I @ 1 @ I @ I @ I @ @ 2 2 1 6.251 1 6.751 0.4261 0.4591 0.4261 0.4591 15 15 1 _ 1 - @ 1 @ I @ @ 1 @ 1 @ I @ @ I @ @ I @ @ I @ @ 2 1 7.251 0.4911 0.4911 15 1 _ @ I @ 1 @ I @ I @ I @ @ 2 1 7.751 0.5241 0.5241 15 1 - @ I @ 1 @ I @ I @ I @ @ 1 8.251 0.5561 0.5561 72 @ I @ 1 @ I @ I @ I @ @ '3 3 1 8.751 0.587 0.5871 72 1 - I @ 1 @ 1 @ I @ 1 @ 1 @ @ 3 1 9.251 0.6181 0.6181 72 1 _ @ I @ I @ I @ 1 @ 1 @ @ 3 1 9.751 0.6491 0.6491 72 1 - @ I @ I @ I @ I @ I @ @ 3 1 10.251 0.6811 0.6811 72 1 _ @ 1 @ I @ 1 Ci 1 @ I @ @ 3 1 10.751 0.7121 0.7121 72 1 _ @ 1 @ I @ I @ I @ I @ @ 3 1 11.251 0.7431 0.7431 72 1 _ I @ 1 @ I @ I @ I @ I @ @ 3 '3 1 11.751 1 12.251 0.7741 0.8061 0.7741 0.8061 72 72 1 - 1 @ 1 @ 1 @ 1 @ I @ @ I C? @ @ @ I @ @ I @ @ 3 1 12.751 0.8371 0.8371 72 1 _ 1 @ 1 @ @ @ @ I @ @ 4 1 13.251 0.8661 0.8661 14 1 56 1 @ 1 @ @ @ @ I @ @ 4 1 13.751 0.8931 0.8931 14 1 56 1 @ I @ I @ I C? I @ I @ @ 4 1 14.251 0.9201 0.9201 14 1 56 1 @ I @ I @ I @ I @ I @ @ 4 1 14.751 0.9471 0.9471 14 1 56 1 @ 1 @ I @ I @ I @ I @ @ 4 1 15.251 0.9741 0.9741 14 1 56 1 @ 1 @ I @ I @ I @ I @ @ 4 1 15.751 1.0021 1.0021 14 1 56 1 @ 1 @ I @ I @ I @ I @ @ 4 1 16.251 1.0291 1.0291 14 1 56 1 @ I @ I @ I C? I @ I @ @ 4 1 16.751 1.0561 1.0561 14 1 56 1 @ 1 @ I @ I@I @ I @ @ 4 1 17.251 1.0831 1.0831 14 1 56 1 @ I @ 1 @ I@I @ I @ @ 4 1 17.751 1.1101 1.1101 14 1 56 1 @ I @ I @ I @ I @ I @ @ 4 1 18.251 1.1371 1.1291 14 1 56 11.0151 14.2 1 0.20110.9611 0.3961 0.51 4 1 18.751 1.1641 1.1411 14 1 56 11.0151 14.2 1 0.20110.9601 0.4011 0.50 4 '4 1 19.251 1 19.751 1.1911 1.2181 1.1521 1.1641 14 14 1 56 1 56 11.0151 11.0151 14.2 14.2 1 0.20110.9591 1 0.20010.9581 0.4061 0.4111 0.49 0.49 4 1 20.251 1.2451 1.1751 14 1 56 11.0151 14.2 1 0.20010.9571 0.4151 0.48 4 1 20.751 1.2721 1.1871 14 1 -56 11.0151 14.2 1 0.20010.9551 0.4191 0.48 1 21.251 1.3001 1.1981 14 1 56 11.0151 14.2 1 0.20010.9541 0.4241 0.47 '4 4 1 21.751 1.3271 1.2101 14 1 56 11.0151 14.2 1 0.20010.9521 0.4281 0.47 4 1 22.251 1.3541 1.2211 14 1 56 11.0151 14.2 1 0.20010.9511 0.4321 0.46 4 1 22.751 1.3811 1.2331 14 1 56 11.0151 14.2 1 0.20010.9491 0.4351 0.46 i------ ------ Seed and Others [1985] Method PAGE 2 ---------------------------- --------------------------I I CALC.1 TOTALI EFF. IFIELD IEst.D I I CORR.ILIQUE.1 11NDUC.ILIQUE. DEPTHISTRESSISTRESSI N I r1 C I(N1)601STRESSI r ISTRESSISAFETY 'OILI NO.1 (ft) I (tsf)1 (tsf)I(B/ft)1 (%) I N 1(B/ft)1 RATIOI d I RATIOIFACTOR __--+_--__-+______+_____-+---_-_+___---+_----+______+_____-+___.-_+__-___+_-____ 4 1 23.251 1.4061 1.2441 14 1 56 11.0151 14.2 1 0.20010.9471 0.4391 0.46 '4 1 23.751 1.4351 1.2561 14 1 56 11.0151 14.2 1 0.20010.9461 0.4431 0.45 5 1 24.251 1.4641 1.2691 37 1 85 10.8941 33.1 11nfin 10.9441 0.44611nfin 5 1 24.751 1.4961 1.2851 37 1 85 10.8941 33.1 11nfin 10.9431 0.449IInfin '5 5 1 25.251 25.751 1.5271 1.5581 1.3011 1.3161 37 37 85 85 10.8941 10.8941 33.1 33.1 11nfin 11nfin 10.9411 10.9391 0.45211nf 0.455IInfin in 5 1 26.251 1.5891 1.3321 37 1 85 10.8941 33.1 11nfin 10.9371 0.458IInfin 5 1 26.751 1.6211 1.3481 37 1 85 10.8941 33.1 IInfin 10.9341 0.46011nfin 1 27.251 1.6521 1.3631 37 1 85 10.8941 33.1 11nfin 10.9321 0.46311nfin '5 5 1 27.751 1.6831 1.3791 37 1 85 10.8941 33.1 IInfin 10.9301 0.465IInfin 5 1 26.251 1.7141 1.3951 37 1 85 10.8941 33.1 11nfin 10.9281 0.46711nfin 5 1 28.751 1.7461 1.4101 37 1 85 10.8941 33.1 1nfin 10.9261 0.46911nfin 5 1 29.251 1.7771 1.4261 37 1 85 10.8941 33.1 11nfin 10.9231 0.47111nfin 5 1 29.751 1.8081 1.4421 37 1 85 10.8941 33.1 11nfin 10.9211 0.473IInfin 6 1 30.251 1.6381 1.4561 20 1 61 10.8561 17.1 1 0.32310.9191 0.4751 0.68 6 6 1 30.751 1 31.251 1.8671 1.8961 1.4691 1.4821 20 20 61 61 10.8561 10.8561 17.1 17.1 1 0.32310.9161 1 0.32310.9131 0.4771 0.4781 0.68 0.68 6 1 31.751 1.9241 1.4951 20 1 61 10.8561 17.1 1 0.32310.9101 0.4801 0.67 6 1 32.251 1.9531 1.5091 20 1 61 10.8561 17.1 1 0.32310.9071 0.4811 0.67 6 1 32.751 1.9821 1.5221 20 1 61 10.8561 17.1 1 0.32210.9041 0.4821 0.67 6 1 33.251 2.0111 1.5351 20 1 61 10.8561 17.1 1 0.32210.9021 0.4841 0.67 6 1 33.751 2.0391 1.5481 20 1 61 10.8561 17.1 1 0.32210.8991 0.4851 0.66 7 1 34.251 2.0691 1.5621 18 1 56 10.7831 14.1 1 0.23610.8961 0.4861 0.49 1 34.751 2.0991 1.5761 18 1 56 10.7831 14.1 1 0.23610.8931 0.4671 0.48 '7 7 1 35.251 2.1291 1.5911 18 1 56 10.7831 14.1 1 0.23510.8901 0.4881 0.48 7 1 35.751 2.1591 1.6051 18 1 56 10.7831 14.1 1 0.23510.6861 0.4881 0.48 7 1 36.251 2.1891 1.6191 18 1 56 10.7831 14.1 1 0.23510.8821 0.4681 0.46 '7 136.751 2.2191 1.6341 18 1 56 10.7831 14.1 1 0.23510.8781 0.4881 0.48 7 1 37.251 2.2491 1.6481 18 1 56 10.7831 14.1 1 0.23510.8741 0.4881 0.48 7 1 37.751 2.2791 1.6631 18 1 56 10.7831 14.1 1 0.23510.8701 0.4881 0.48 1 38.251 2.3091 1.6771 18 1 56 10.7831 14.1 1 0.23410.6661 0.4881 0.48 '7 7 1 38.751 2.3391 1.6911 18 1 56 10.7831 14.1 1 0.23410.8621 0.4881 0.48 8 1 39.251 2.3691 1.7061 27 1 67 10.7911 21.4 11nfin 10.8581 0.488IInfin 8 1 39.751 2.3991 1.7201 27 1 67 10.7911 21.4 IInfin 10.6551 0.48812nfin 1 40.251 2.4291 1.7351 27 1 67 10.7911 21.4 11nfin 10.8501 0.487IInfin r8 8 1 40.751 2.4591 1.7491 27 1 67 10.7911 21.4 IInfin 10.6451 0.487IInfin 8 1 41.251 2.4691 1.7631 27 1 67 10.7911 21.4 1nfin 10.8401 0.48611nfin 8 1 41.751 2.5191 1.7781 27 1 67 10.7911 21.4 11nfin 10.6361 0.485IInfin 8 1 42.251 2.5491 1.7921 27 1 67 10.7911 21.4 1nfin 10.8311 0.484IInfin 8 1 42.751 2.5791 1.8071 27 1 67 10.7911 21.4 11nfin 10.8261 0.483IInfin 8 1 43.251 2.6091 1.8211 27 1 67 10.7911 21.4 11nfin 10.8211 0.482IInfin 8 8 1 43.751 1 44.251 2.6391 2.6691 1.8351 1.8501 27 27 1 67 1 67 10.7911 10.7911 21.4 21.4 11nfin IInfin 10.8161 10.6111 0.481IInfin 0.47911nfin 8 1 44.751 2.6991 1.8641 27 1 67 10.7911 21.4 IInfin 10.6061 0.47811nfin 9 1 45.251 2.7291 1.6791 47 1 85 10.7391 34.8 11nfin 10.8011 0.47711nfin 1 45.751 2.7591 1.8931 47 1 85 10.7391 34.8 11nfin 10.7961 0.475IInfin '9 9 1 46.251 2.7891 1.9071 47 1 85 10.7391 34.8 11nfin 10.7911 0.47411nfin 9 1 46.751 2.8191 1.9221 47 1 85 10.7391 34.8 11nfin 10.7861 0.47211nfin 9 1 47.251 2.8491 1.9361 47 1 65 10.7391 34.8 11nfin 10.7811 0.47111nfin 9 1 47.751 2.8791 1.9511 47 1 85 10.7391 34.8 11nfin 10.7761 0.46911nfin 9 1 48.251 2.9091 1.9651 47 1 85 10.7391 34.8 11nfin 10.7711 0.467IInfin 9 1 46.751 2.9391 1.9791 47 1 85 10.7391 34.8 IInfin 10.7651 0.465IInfin 9 1 49.251 2.9691 1.9941 47 1 85 10.7391 34.8 1nfin 10.7601 0.464IInfin I I�k -------------- Seed and Others [1985) Method --------------------------- PAGE CALC.1 TOTALS EFF. AFIELD lEst.D I I CORR.ILIQUE.1 JINDUC.ILIQUE. �OILI DEPTHISTRESSISTRESS1 N I rl C (N1)601STRESS1 r ISTRESSISAFETY NO.1 (ft) I (tsf)l (tsf)I(B/ft)l M I N l(B/ft)l RATIOI d I RATIOIFACTOR ------- — ---------+--- — -+------+------+-----+-------------+-----+------+------ 9 1 49.751 2.9991 2.0081 47 1 85 10.739 34.8 lInfin 10.7551 0.462JInfin 9 1 50.251 3.0291 2.0231 47 1 85 10.7391 34.8 lInfin 10.7501 0.460JInfin 9 1 50.751 3.0591 2.0371 47 1 85 10.7391 34.8 lInfin 10.7451 0.458JInfin 9 1 51.251 3.0891 2.0511 47 1 85 JO.7391 34.8 lInfin 10.7411 0.457JInfin ------------------------------------------------------------- I I I I I I [] I I I I I L� I cv I 1 APPENDIX E RECOMMENDED GRADING SPECIFICATIONS FOR VAIL RANCH TOWN SQUARE SAN DIEGO COUNTY, CALIFORNIA PROJECT NO. 20079-42-01 11 LJ [1 wti RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL ' 1.1. These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon Incorporated. The recom- mendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2. Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. It will be necessary that the Consultant provide adequate testing and observation services so that he may determine that, in his opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep him apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3. It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture ' condition, inadequate compaction, adverse weather, and so forth, result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that construction be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1. Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2. Contractor shall refer to the Contractor performing the site grading work. 2.3. Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer ' or consulting firm responsible for preparation of the grading plans, surveying and verifying as -graded topography. 1 H rev. 8/98 ra' 2.4. Consultant shall refer to the soil engineering and engineering geology consulting firm ,. retained to provide geotechnical services for the project. 2.5. Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6. Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7. Geotechnical Report shall refer to a soil report (including all addenda) which may include ' a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. ' 3. MATERIALS 3.1. Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil -rock fills or rock fills, as defined below. 3.1.1. Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size. 3.1.2. Soil -rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock: fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3. Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than 3/4 inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. ' GI rev. 8/98 11A 3.2. Material of a perishable, spongy, or otherwise unsuitable nature as determined by the ' Consultant shall not be used in fills. 3.3. Materials used for fill, either imported or on-site, shall not contain hazardous materials as ' defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner ' the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations 3.4. The outer 15 feet of soil -rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track -walked onto the face for landscaping purposes. This procedure may be utilized, provided it is acceptablee to the governing agency, Owner ' and Consultant. 3.5. Representative samples of soil materials to be used for fill shall be tested in the laboratory ' by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. ' 3.6. During grading, soil or groundwater conditions other than those identified in the ' Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition e4. CLEARING AND PREPARING AREAS TO BE FILLED ' 4.1. Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and I I other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. Gl rev. 8/98 Wo I I I 4.2. Any asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility. Concrete fragments which are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. 4.3. After clearing and grubbing of organic matter or other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction shall be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4. Where the slope ratio of the original ground is steeper- than 6:1 (horizontal:vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Slope To Be Such That Sloughing Or Sliding Does Not Occur Original Ground Finish Slope Surface "B" See Note 1 See Note 2 No Scale DETAIL NOTES: (1) Key width 'B" should be a minimum of 10 feet wide, or sufficiently wide to perarit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the bottom key should be below the topsoil or unsuitable surficial ' material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. ' GI rev. 8/98 \C3�w Remove All — ' Unsuitable Material As Recommended By Soil Engineer Slope To Be Such That Sloughing Or Sliding Does Not Occur Original Ground Finish Slope Surface "B" See Note 1 See Note 2 No Scale DETAIL NOTES: (1) Key width 'B" should be a minimum of 10 feet wide, or sufficiently wide to perarit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the bottom key should be below the topsoil or unsuitable surficial ' material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. ' GI rev. 8/98 \C3�w 11 �I [1 4.5. After areas to receive fill have been cleared, plowed or scarified, the surface should be disced or bladed by the Contractor until it is uniform and free from large clods. The area should then be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6.0 of these specifications. 5. COMPACTION EQUIPMENT 5.1. Compaction of soil or soil -rock fill shall be accomplished by sheepsfoot or segmented -steel wheeled rollers, vibratory rollers, multiple -wheel pneumatic. -tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil -rock fill to the specified relative compaction at the specified moisture content. 5.2. Compaction of rock fills shall be performed in accordance with Section 6.3, 6. PLACING, SPREADING AND COMPACTION OF: FILL MATERIAL 6.1. Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1. Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2. In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D1557-91. 6.1.3. When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4. When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. GI rev. 8/98 \bv 6.1.5. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as ' determined in accordance with ASTM D1557-91. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. ' 6.1.6. Soils having an Expansion Index of greater than 50 may be used in fills if placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. ' 6.1.7. Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over -built by at least 3 feet and then cut to the design grade:. This procedure is considered preferable to track -walking of slopes, as described in the following paragraph. 6.1.8. As an alternative to over -building of slopes, slope faces may be back -rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4 -foot fill height intervals. Upon completion, slopes should then be '-tack-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2. Soil -rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1. Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper 6.2.2. Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and ' shall be approved by the Consultant prior to placement. Gl rev. 8/98 •i , 6.2.3. For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4. For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 ' feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an ' 'open -face" method in lieu of the trench procedure; however, this method should first be approved by the Consultant. ' 6.2.5. Windrows should generally be parallel to each other and may be placed either ' parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing f'or windrows shall be 12 feet center -to -center with a 5 -foot stagger or offset from lower courses to next ' overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher ' windrow. 6.2.6. All rock placement, fill placement and flooding of approved granular soil in the ' windrows must be continuously observed by the Consultant or his representative. 6.3. Rock fills, as defined in Section 3.1.3., shall be placed by the Contractor in accordance with the following recommendations: t6.3.1. The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent, maximum slope of 5 percent). The surface shall slope toward suitable ' subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The ' subdrains shall be permanently connected to controlled drainage facilities to control post -construction infiltration of water. 6.3.2. Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the. currently ' placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20 -ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the ' G[ rev. 8/98 me 1b, CJ 1 [1 F required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made will be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3. Plate bearing tests, in accordance with ASTM D1196-64, may be performed in both the compacted soil fill and in the rock fill to aid in determining the number of passes of the compaction equipment to be performed. If performed, a minimum of three plate bearing tests shall be performed in the: properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing defle tions are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4. A representative of the Consultant shall be present during rock fill operations to verify that the minimum number of "passes" have: been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. In general, at least one test should be performed for each approximately 5,000 to 10,000 cubic yards of rock fill placed. 6.3.5. Test pits shall be excavated by the Contractor so that the Consultant can state that, in his opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material, In-place density testing will not be required in the rock fills. 6.3.6. To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2 -foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. GI rev. 8/98 \e 6.3.7. All rock fill placement shall be continuously observed during placement by ' representatives of the Consultant. 7. OBSERVATION AND TESTING 7.1. The Consultant shall be the Owners representative to observe and perform tests during clearing, grubbing, filling and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil -rock fill shall be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test ' shall be performed for every 2,000 cubic yards of soil or soil -rock fill placed and compacted. ' 7.2. The Consultant shall perform random field density tests of the compacted soil or soil -rock ' fill to provide a basis for expressing an opinion as to whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion ' thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 7.3. During placement of rock fill, the Consultant shall verify that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant shall request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. If performed, plate bearing tests will be performed randomly on ' the surface of the most -recently placed lift. Plate bearing tests will be performed to provide a basis for expressing an opinion as to whether the rock fill is adequately seated. The maximum deflection in the rock fill determined in Section 6.3.3 shall be less than the ' maximum deflection of the properly compacted soil fill. When any of the above criteria indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 7.4. A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as ' recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 1 ' G[ rev. 8/98 `p(p 7.5. The Consultant shall observe the placement of subdrains, to verify that the drainage devices have been placed and constructed in substantial conformance with project specifications. 7.6. Testing procedures shall conform to the following Standards as appropriate: 7.6.1. Soil and Soil -Rock Fills: 7.6.1.1. Field Density Test, ASTM D1556-82, Density of Soil In -Place By the Sand -Cone Method. 7.6.1.2. Field Density Test, Nuclear Method, ASTM D2922-81, Density of Soil and Soil -Aggregate In -Place by Nuclear Methods (Shallow Depth). 7.6.1.3. Laboratory Compaction Test, ASTM D1557-91, Moisture -Density Relations of Soils and Soil -Aggregate Mixtures Using 10 -Pound Hammer and 18 -Inch Drop. 7.6.1.4. Expansion Index Test, Uniform Building Code Standard 29-2, Expansion Index Test. 7.6.2. Rock Fills 7.6.2.1. Field Plate Bearing Test, ASTM D1196-64 (Reapproved 1977) Standard Method for Nonrepresentative Static Plate Load Tests of Soils and Flexible Pavement Components, For Use in Evaluation and Design of Airport and Highway Pavements. ' 8. PROTECTION OF WORK 8.1. During construction, the Contractor shall properly grade all excavated surfaces to provide ' positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The ' Contractor shall take remedial measures to prevent erosion. of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the ' Specifications prior to placing additional fill or structures. 8.2. After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. ' GI rev. 8/98 `071 7 ' 9. CERTIFICATIONS AND FINAL REPORTS 9.1. Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of ' subdrain, the project Civil Engineer should survey its location and prepare an as -built plan of the subdrain location: The project Civil Engineer should verify the proper outlet for the ' subdrains and the Contractor should ensure that the drain system is free of obstructions ' 9.2. The Owner is responsible for furnishing a final as -graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as -graded report should be prepared and signed by a California licensed Civil Engineer experienced in ' geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. 1 1 1 I I GI rev. 8/98 LIST OF REFERENCES ' Anderson, J. G., Synthesis of Seismicity and Geologic Data in California, U. S. Geologic Survey Open -File Report 84-424, pp. 1-186. Barlett, S.F., and Youd, T.L., 1995, Empirical Prediction of Liquefaction -Induced Lateral Spread, American Society of Civil Engineers, Journal of Geotechnical Engineering, Vol. 121, N. 4, pp. 316-319. Blake, T. F., EQFAULT, Version 3.0, A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized California Faults, User's Manual 2000. Blake, T. F., FRISKSP, Version 4. 0, A Computer Program for the Probabilistic Estimation of Peak Acceleration and Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources, User's ' Manual, 2000. ' Blake, T. F., LIQUEFY2, Version 1.50, A Computer Program for the Empirical Prediction of Earthquake -Induced Liquefaction Potential, User's Manual, 1998. California Division of Mines and Geology, Special Studies Zones--Pechanga Quadrangle, Revised Official Map, Effective: January 1, 1990. Probabilistic Seismic Hazard Assessment for the State of C'alijbrnia, DMG Open -File Report 96-08, 1996. '------, Geologic Map of California—Santa Ana Sheet, 1966 (Fifth Printing, 1986). SP 117, Guidelines for Evaluating and Mitigation Seismic Hazards in California, Liquefaction ' Hazards, 1998. California Division of Water Resources, Santa margarita River Investigation, Areal Geology, Inland Area, 1954. Geocon Incorporated, Consultation: Settlement Monitoring Results for Vail Ranch Commercial Site, ' Tentative Tract 23172, Temecula, California, December 5, 1997. Geocon Incorporated, Geotechnical Investigation for Tentative Tract 23172 Vail Ranch Commercial ' Site, Temecula, California, December, 1992. Geocon Incorporated, Response to County of Riverside Review, Tentative Tract 23172, Vail Ranch Commercial Site, Temecula, California, March 9, 1993. t Geocon Incorporated, Report of Testing and Observation Services During Remedial Grading for Vail Ranch Commercial Site Tentative Tract No. 23172, Temecula, California, September, 1994. ' Project No. 20079-42-01 August 31, 2001 \0A ' Geoscience Support Services Incorporated, DRAFT: Geohydrologic Study, EMWD Percolation Pond, Task I Report, Groundwater Resources Development, December 2, 1992. ' Ishihara, K., Stability of Natural Deposits During Earthquakes, Proceedings of the Eleventh International Conference on Soil Mechanics and Foundation Engineering, A.A. Balkena ' Publishers, Rotterdam, Netherlands, 1985, Vol. 1, pp. 321-376. Jennings, C. W., Fault Activity Map of California and Adjacent Areas, with Locations and Ages of Recent Volcanic Eruptions, California Division of Mines and Geology, 1994. Kennedy, M. P., Recency and Character of Faulting Along the Elsinore Fault Zone in Southern ' Riverside County, California, Division of Mines and Geology, Special Report 131, 1977. Larson, E. S., Batholith and Associated Rocks of Corona, Elsinore, and San Luis Rey Quadrangles, ' Southern California, Geological Society of America, Memoir ?9. Tokimatsu, K. and Seed, H.R., 1987, Evaluation of Settlements in Sands Due to Earthquake Shaking, ' Journal of Geotechnical Engineering, Vol. 113, N. 8, pp. 861-878. Unpublished reports, aerial photographs, and maps on the file with Geocon Incorporated. U.S. Department of Agriculture Soil Conservation Service, Soil Survey, Western Riverside Area, California, November, 1971. Youd, T.L., and Garris, C.T., 1995, Liquefaction -Induced Ground -Surface Disruption, American Society of Civil Engineers, Journal of Geotechnical EngineeriM Vol. 121, N. 11, pp. 805- 808. Wesnousky, S. G., Earthquakes, Quaternary Faults, and Seismic Hazard in California, Journal of Geophysical Research, Vol. 91, No. B12, 1986, pp. 12,587, 631. 1 Project No. 20079-42-01 August 31, 2001 \\O rj Oe. t. .9 8 v 6 088 5 .7 c" - �WA 086 IGH! y �SOUTH < 10 -4 B-5 T I DAn A 4"" ---- ------ ---- k -0s 0 og 6 r"q 7 V Or IA C3 Q < -j— .�N I 1087 t oz oh 1085 0 -j B-1 -------- -- Yil 1083 Al, 10 A11 D RE STO - ----- L F wo DI: 7 - - -- ------ - - - - - - Y �7- --------- - 7- U) 7 LA < Ar C ;0 4 F=-1r.r:r)Tr-r.1417nn7Qk9nn7Q KA1 nW(VIaml GEOCON LEGEND QCf .......COMPACTED FILL Qal ........ ALLUVIUM (Dotted Where Buried) ....... APPROX. LOCATION OF EXPLORATORY BORING Fi67-91 ........ APPROX. ELEVATION OF BOTTOM OF COMPACTED FILL r7 LT L N, k -0s 0 og 6 r"q 7 V Or IA C3 Q < -j— .�N I 1087 t oz oh 1085 0 -j B-1 -------- -- Yil 1083 Al, 10 A11 D RE STO - ----- L F wo DI: 7 - - -- ------ - - - - - - Y �7- --------- - 7- U) 7 LA < Ar C ;0 4 F=-1r.r:r)Tr-r.1417nn7Qk9nn7Q KA1 nW(VIaml GEOCON LEGEND QCf .......COMPACTED FILL Qal ........ ALLUVIUM (Dotted Where Buried) ....... APPROX. LOCATION OF EXPLORATORY BORING Fi67-91 ........ APPROX. ELEVATION OF BOTTOM OF COMPACTED FILL N, k -0s 0 og 6 r"q 7 V Or IA C3 Q < -j— .�N I 1087 t oz oh 1085 0 -j B-1 -------- -- Yil 1083 Al, 10 A11 D RE STO - ----- L F wo DI: 7 - - -- ------ - - - - - - Y �7- --------- - 7- U) 7 LA < Ar C ;0 4 F=-1r.r:r)Tr-r.1417nn7Qk9nn7Q KA1 nW(VIaml GEOCON LEGEND QCf .......COMPACTED FILL Qal ........ ALLUVIUM (Dotted Where Buried) ....... APPROX. LOCATION OF EXPLORATORY BORING Fi67-91 ........ APPROX. ELEVATION OF BOTTOM OF COMPACTED FILL