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Home My WebLink AboutParcel Map 30208 Lot 4-7 Geotechnical Study ! ..-.." t $l\ /',,- /....'_ j ::-7':.'---.... _/> " J~-l.~EuGEN Comoration 3a:<o cf -Soil Engineerirn;l and Consulling Services e EnijineeringGeology-COmpactionTesting . Inspections. ConstrucliooMaterialsTesting-labOlaloryTesting. PerCOlalionTeslirlg . Geology. Water ReslJurce Studies . Phase 1 & II Environmental Site Assessments ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK RECEIVED JUL 2 6 2001 CITY OF TEMEC ENGINEERING DEPA~~ENT GEOTECHNICAUGEOLOGICAL ENGINEERING STUDY Proposed Margarita Village Northwest Corner of Margarita Road and Overland Drive City of Temecula, County of Riverside, California Project Number: T1879-GS April 25,2000 Af-- ~:~';:,~ ;;;1 .... ' I ~ - Prepared for: ~~[-i Margarita Village, ~LC I~l~ @ ~ n m [E r~\1 .,_<,t~;C/O Schultz & Assocla~es JrrtJm.-Zc4:l~Ol I U I~ "555' DO~~~o~~~~~~u~;1u~te 1 OOO~/' -;J~:"';'JcI;,:J:~!-':.d;~J _'..-::,~ ' _ _ ":.~,,,-;ti~~\.:,~, ~~. ~~_;. ~<=~~ ~'_:o:: ~:: :/);.<;;~;f~.~~';~:~ "~~~.~~:f-:-~:::i::;\-:-'s::~':~;~!~:~?~:~':tiZ;;:~'_ . , -, , \ - - - \~- - - \ ..- ~ ,'- - / , - , Margarita Village, LLC c/o Schultz & Associates Project Number. T1879-GS TABLE OF CONTENTS Section Number and Title Paae 1.0 EXECUTIVE SUMMARY ...................................................................................................1 2.0 INTRODUCTION ................................................................................................................2 2.1 Authorization....... ....... '''''''''''' ................... ............................ ......... ...... ........ ..........2 2.2 Scope of Study .......................................................................................................2 2.3 Previous Site Studies .............................................................................................2 3.0 PROPOSED DEVELOPMENT I PROJECT DESCRIPTION.............................................2 4.0 SITE DESCRiPTION..........................................................................................................2 4.1 Location .................... ..................... ... ..... ......... ........ ........ ...................... ................. 2 4.2 Topography........... ....... ...... .................. ....... ................. ........ ...... .................. ..........2 4.3 Vegetation........... ......... .......................... .......... .... ......... '''''''''''''' ........... ................ 3 4.4 Structures. ..""'"'''' ............... ....... ....... ....................... "" ....... ... ....... ....... ........... "'''' 3 S.O FIELD STUDY ................ ................................... ................................................... ...........3 6.0 LABORATORY TESTING .................................................................................................3 6.1 General............. ....... ................. ............ ............ """ ...................................... ........ 3 6.2 Classification........ ...... ......................... ...................... '''' ............ ..... .................... .... 3 6.3 In-Situ Moisture Content and Density TesL..........................................................4 6.4 Consolidation T est............... """"" ..... ..... ............ ... ... "'''''''''' ........... ...... ....... ..... ....4 6.S Maximum Dry Density I Optimum Moisture Content Relationship Test .................4 6.6 Direct Shear Test ...................................................................................................4 6.7 Expansion Test....... ...... ............................. ............ ............... .................. ................ S 6.8 Chemical Testing.. ....... ......... ......... .......... ................ ............................................... 5 7.0 SITE CONDITIONS.......... ....... ........................ ................... ............................. ................... S 7.1 Geologic Setting ............................................................................................;........S 7.2 Faulting................. ............... ........ ...................... ....... ............. ............... ..... ....... .... S 7.3 Seismicity............. ........ ...... "'............ .................... ................................................. 6 7.4 Earth Materials ...................................................................................................... 7 7.4.1 Fill............................................................................................................... 7 7.4.2 Colluvium.... ...... ......................... '..... ........................ .................. ........... ......7 7.4.3 Alluvium... ....... ........................... ................... .............................................. 7 7.4.4 Pauba Formation 8edrock..........................................................................7 7.S Groundwater........... .............. ........ ........ ............................................................. .... 8 7.6 Secondary Effects of Seismic Activity ....................................................................8 8.0 CONCLUSIONS AND RECOMMENDATIONS.................................................................8 8.1 General.................. ................. ............ .... ........... ........ ........................... ..... ...........8 8.2 Earthwork Recommendations ................. ............... ..... .............. ......... ....................9 8.2.1 GeneraL. ................................... .................. .............. ..... ......... .................. 9 8.2.2 Clearing..... .............................. "'."'" ........ .................. ....... ....................... 9 8.2.3 Excavation Characteristics.... .... ...... ....... ........................... "'" ............... ... 9 8.2.4 Suitability of On-Site Materials as FiII.......................................................9 8.2.S Removal and Recompaction ....................................................................9 EnGEN Corporation z.- Margarita Village, LLC c/o Schultz & Associates Project Number. T1879-GS TABLE OF CONTENTS (Continuedl Section Number and Title PaQe 8.2.6 Fill Placement Requirements ...................................................................10 8.2.7 Transition Zone ........................................................................................10 8.2.8 Fill Slopes .................................................................................................11 8.2.9 Cut Slopes................................................................................................11 8.2.10 Keyway .....................................................................................................11 8.2.11 Compaction EquipmenL.........................................................................11 8.2.12 Shrinkage and Subsidence ......................................................................11 8.2.13 Subdrains .................................................................................................12 8.2.14 Observations and Testing ........................................................................12 8.2.15 Soil Expansion Potential...........................................................................12 8.3 Foundation Design Recommendations ................................................................12 8.3.1 General...................................................................................................12 8.3.2 Foundation Size .....................................................................................13 8.3.3 Depth of Embedment .............................................................................13 8.3.4 Bearing Capacity ....................................................................................13 8.3.5 Settlement ..............................................................................................13 8.3.6 Lateral Capacity .....................................................................................14 8.3.7 Cement Type..........................................................................................14 8.4 Slab-on-Grade Recommendations.......................................................................14 8.4.1 Interior Slabs ..........................................................................................14 8.4.2 Exterior Slabs .........................................................................................15 8.5 Pavement Design Recommendations.................................................................. 15 8.6 Utility Trench Recommendations .........................................................................16 8.7 Finish Lot Drainage Recommendations ...............................................................17 8.8 Planter Recommendations...................................................................................17 8.9 Temporary Construction Excavation Recommendations .....................................18 8.10 Retaining Wall Recommendations .......................................................................19 8.10.1 Earth Pressures...................................................................................... 19 8.10.2 Foundation Design.................................................................................. 19 8.10.3 Subdrain .................................................................................................19 8.10.4 Backfill..... .................. ......... .......... ...... ....... ......................... ..... ................ 20 9.0, PLAN REVIEW ...................................................~...........................................................20 10.0 PRE-BID CONFERENCE... .............................. ............................................................... 20 11.0 PRE-GRADING CONFERENCE .....................................................................................21 12.0 CONSTRUCTION OBSERVATIONS AND TESTING.....................................................21 13.0 CLOSURE.................................................................................................... .................. 22 APPENDIX: TECHNICAL REFERENCES EXPLORATORY BORING LOG SUMMARIES LABORATORY TEST RESULTS DRAWINGS EnGEN Corporation ~ ,r" r -.i:...J-,~j',,~~;&".ri.GEN C . !\'i ~.~~ ........n....:a. o!".Qoratlon ~ , -SoiIEngineeringandConsultingServices.EngineeringGeology_CompactionTesting -lnspectlons-ConstruclionMaterialsTesling-LaooratoryTestingePercolationTesting -Geology.WaterResoulceStudles . Phasel&IlEn~iloMltl'ltaISileAssessments ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK April 25, 2000 Margarita Village, LLC c/o Schultz & Associates 555 Double Eagle Court, Suite 1000 Reno, Nevada 89511 (775) 850-5628 I FAX (775) 850-5639 Attention: Ms. Kristina McCabe Regarding: GEOTECHNICAUGEOLOGICAL ENGINEERING STUDY Proposed Margarita Village, Northwest Corner of Margarita Road and Overland Drive City ofTemecula, County of Riverside, California Project Number: T1879-GS Dear Ms. McCabe: According to your request and signed authorization, we have performed a Geotechnical/Geological Engineering Study for the subject project The purpose of this study was to evaluate the existing geologic and geotechnical conditions within the subject property with respect to recommendations for fine grading of the site and design recommendations for foundations, slabs on-grade, etc., for the proposed development Submitted, herewith, are the results of this firm's findings and recommendations, along with the supporting data. 1.0 EXECUTIVE SUMMARY A geotechnical/geologicai engineering study of the subsurface conditions of the subject site has been performed for the proposed development. Exploratory excavations have been performed and earth material samples subjected to laboratory testing. The data have been analyzed with respect to the project information furnished to us for the proposed development It is the opinion of this firm that the proposed development is feasible from a geotechnical I geologic standpoint, provided that the recommendations presented in this report are followed in the design and construction of the project I E- I '''' I _I..#J '~ ;: ~ -.,,\ \ -~ -- .- ~ "I _' -. , . - . " ~ / , ,/ I ~ I., ,_ .__ \ ',- ~" - , ' . , -- ! _.- \,..- , - ,- -- \" , --., , . . , --....----... Margarita Village, LLC c/o Schultz & Associates Project Number: T1879.GS April 2000 Page 2 2.0 INTRODUCTION 2.1 Authorization: This report presents the results of the geotechnical engineering study performed on the subject site for the proposed development. Authorization to perform this study was in the form of a signed proposal. 2.2 Scope of Study: The scope of work performed for this study was designed to determine and evaluate the surface and subsurface conditions within the subject site with respect to geotechnical characteristics, and to provide recommendations and criteria for use by the design engineers and architect for the development of the site and for design and construction of the proposed development. The scope of work included the following: 1) site reconnaissance and surface geologic mapping; 2) subsurface exploration; 3) sampling of on-site earth materials; 4) laboratory testing; 5) engineering analysis of field and laboratory data; and 6) the preparation of this report. 2.3 Previous Site Studies: No known geotechnical studies have been performed on this site. 3.0 PROPOSED DEVELOPMENT / PROJECT DESCRIPTION It is our understanding that the proposed improvements will consist of retail and professional buildings consisting of block wall and/or wood frame, slab-on-grade type structures with associated landscape, hardscape and parking improvements. It is anticipated that relatively light loads will be imposed on the foundation soils. Grading will involve up to approximately 32 feet of cut and up to approximately 25 feet of fill to bring existing grades to proposed grades. The above project description and assumptions were used as the basis for the field and laboratory exploration and testing programs and the engineering analysis for the conclusions and recommendations presented in this report. This office should be notified if structures, foundation loads, grading, and/or details other than those represented herein are proposed for final development of the site so a review can be performed, supplemental evaluation made, and revised recommendations submitted, if required. 4.0 SITE DESCRIPTION 4.1. Location: The 25 acre site is located near the northwest corner of Margarita Road and Overland Drive. 4.2 TOPoQraphv: The topography of the site at the time of this study was relatively flat to moderately sloping. EnGEN Corporation ? Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 3 4.3 VeQetation: At the time of the field study, vegetation across the site was light to moderate and consisted of grasses and weeds. 4.4 Structures: At the time of the field study, there were no existing buildings at the subject site. 5.0 FIELD STUDY Site observations and geologic mapping were conducted on March 29"', 30'" and April 7"', 2000 by our Staff Geologist A study of the property's subsurface condition was performed to evaluate underlying earth strata and the presence of groundwater. Twelve (12) exploratory borings and four (4) exploratory backhoe pits were excavated on the study site. The borings were performed by ABC Liovin Drilling, using a truck-mounted drill rig equipped with 8.0-inch outside diameter hollow-stem augers. The maximum depth explored was approximately 51.5-feet below the existing land surface at the excavation locations. Bulk and relatively undisturbed samples of the earth materials encountered were obtained at various depths in the exploratory borings and returned to our laboratory for verification of field classifications and testing. Bulk samples were obtained from cuttings developed during the excavation process and represent a mixture of the soils within the depth indicated on the logs. Relatively undisturbed samples of the earth materials encountered were obtained by driving a thin-walled steel sampler lined with 1.0-inch high, 2,42- inch inside diameter brass rings. The sampler was driven with successive drops of a 140-pound weight having a free fall of approximately 30-inches. The blow counts for each successive 6.0- inches of penetration, or fraction thereof, are shown in the Exploratory Boring Log Summaries presented in the Appendix. The ring samples were retained in close-fitting moisture-proof containers and returned to our laboratory for testing. The approximate locations of the exploratory excavations are denoted on the Geotechnical Study Site Plan. The exploratory boring excavations were backfilled with excavated soil. 6.0 LABORATORY TESTING 6.1 General: The results of laboratory tests performed on samples of earth material obtained during the field study are presented in the Appendix. Following is a listing and brief explanation of the laboratory tests which were performed. The samples obtained during the field study will be discarded 30 days after the date of this report This office should be notified immediately if retention of samples will be needed beyond 30 days. 6.2 Classification: The field classification of soil materials encountered in the exploratory borings was verified in the laboratory in general accordance with the Unified Soils Classification System, EnGEN Corporation (, Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 4 ASTM D2488-90, Standard Practice for Determination and Identification of Soils (Visual-Manual Procedures). The final classification is shown in the Exploratory Boring Log Summaries presented in the Appendix. 6.3 In-Situ Moisture Content and Density Test: The in-situ moisture content and dry density were determined in general accordance with ASTM D2216-90 and D2937-83 (1990) procedures, respectively, for each selected undisturbed sample obtained. The dry density is determined in pounds per cubic foot and the moisture content is determined as a percentage of the oven dry weight of the soil. Test results are shown in the Exploratory Boring Log Summaries presented in the Appendix. 6.4 Consolidation Test: Settlement predictions of the on-site soil and compacted fill behavior under load were made, based on consolidation tests that were performed in general accordance with ASTM D2435-90 procedures. The consolidation apparatus is designed to receive a 1.0- inch high, 2.416-inch diameter ring sample. Porous stones are placed in contact with the top and bottom of each specimen to permit addition and release of pore water and pore pressure. Loads normal to the face of the specimen are applied in several increments in a geometric progression under both field moisture and submerged conditions. The resulting changes in sample thickness are recorded at selected time intervals. Water was added to the test apparatus at various loads to create a submerged condition and to measure the collapse potential (hydroconsolidation) of the sample. The resulting change in sample thickness was recorded. 6.5 Maximum Dry Density / Optimum Moisture Content Relationship Test: Maximum dry density / optimum moisture content relationship determination were performed on samples of near-surface earth material in general accordance with ASTM D1557 -91 procedures using a 4.0- inch diameter mold. Samples were prepared at various moisture contents and compacted in five (5) layers using a 10-pound weight dropping 18-inches and with 25 blows per layer. A plot of the compacted dry density versus the moisture content of the specimens is constructed and the maximum dry density and optimum moisture content determined from the plot 6.6 Direct Shear Test: Direct shear tests were performed on selected samples of near-surface earth material in general accordance with ASTM D3080-90 procedures. The shear machine is of the constant strain type. The shear machine is designed to receive a 1.0-inch high, 2.416- inch diameter ring sample. Specimens from the sample were sheared at various pressures normal to the face of the specimens. The specimens were tested in a submerged condition. EnGEN Corpol':ltion '1 Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 5 The maximum shear stresses were plotted versus the normal confining stresses to determine the shear strength (cohesion and angle of internal friction). 6.7 Expansion Test: Laboratory expansion tests were performed on samples of near-surface earth material in general accordance with the Uniform Building Code (UBC) Standard. In this testing procedure, a remolded sample is compacted in two (2) layers in a 4.0-inch diameter mold to a total compacted thickness of approximately 1.0-inch by using a 5.5-pound weight dropping 12- inches and with 15 blows per layer. The sample should be compacted at a saturation between 49 and 51 percent After remolding, the sample is confined under a pressure of 144 pounds per square foot (psf) and allowed to soak for 24 hours. The resulting volume change due to the increase in moisture content within the sample is recorded and the Expansion Index (EI) calculated. The expansion test result is presented on the UBC Laboratory Expansion Test Results sheet 6.8 Chemical Testinq: Various chemical tests were performed including suifate testing. Results are included in the Appendix under Laboratory Testing. 7.0 SITE CONDITIONS 7.1 Geoloqic Setlinq: The site is located in the Northern Peninsular Range on the southern sector of the structural unit known as the Perris Block. The Perris Block is bounded on the northeast by the San Jacinto Fault Zone, on the southwest by the Elsinore Fault Zone, and on the north by the Cucamonga Fault Zone. The southern boundary of the Perris Block is not as distinct, but is believed to coincide with a complex group of faults trending southeast from the Murrieta, California, area. The Peninsular Range is characterized by large Mesozoic age intrusive rock masses flanked by volcanic, metasedimentary, and sedimentary rocks. Various thicknesses of colluvial/alluvial sediments derived from the erosion of the elevated portions of the region fill the low lying areas. Alluvium, colluvium and Pauba Formation bedrock materials underlie the site. The earth materials encountered on the subject site are described in more detail in subsequent sections of this report. 7.2 Faultinq: No known active faults traverse the site. The site is not located within an Alquist- Priolo Earthquake Fault Zone. Elsinore Fault Zone: The Elsinore Fault Zone (Wildomar Fault) is located approximately 3,000 feet southwest of the subject property. The Elsinore Fault Zone is a major right lateral strike-slip EnGEN Corporation ~ Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 6 fault system, which has experienced strong earthquakes in historical times (1856, 1894, and 1910) and exhibits late Quaternary movement. San Jacinto Fault Zone: The San Jacinto Fault Zone is located approximately 18 miles northeast of the subject site and trends northwest-southeast. The San Jacinto Fault is a major right lateral strike-slip fault, which has displayed surface rupture and associated seismic ground shaking in 1899,1918,1923,1934,1937,1942, and 1954. San Andreas Fault Zone: The southern segment of the San Andreas Fault Zone is located approximately 28 miles northeast of the site, and trends northwest-southeast across the southwestern front of the San Bernardino Mountains. The San Andreas Fault is a major right lateral strike-slip fault, which exhibited major surface rupture in 1857 during the Fort Tejon earthquake and again in 1868 during the Dos Palmas Earthquake. 7.3 Seismicity: The project lies within an active area of faulting and seismicity in the Southern California region. The seismicity has included approximately eight (8) earthquakes of Richter magnitude M 6.0 or greater within approximately 70 miles of the site and approximately 10 earthquakes of Richter magnitude, ranging from M 5.0 to M 6.0 within 50 miles of the site. Numerous earthquakes ranging in magnitude from M 4.0 to M 5.0 within 30 miles of the subject site have been recorded during the periods of 1932 through 1972. This predominance of seismic activity has been associated with the San Jacinto Fault Zone along its southeast section in the vicinity of the Salton Sea, and within the northwest portion near its junction with the San Andreas Fault Zone. The predominance of the remaining recorded activity has been associated with the San Andreas Fault Zone. The most recent earthquake activity in the Southern California area includes the magnitude M 7.3 and M 6.6 earthquakes on June 28, 1992, on nearby faults in the Landers and Big Bear areas, respectively, and the more recent magnitude M 6.7 earthquake on January 17,1994, in the Northridge area. Based on computer software by Thomas F. Blake (EQSEARCH), the maximum peak ground acceleration experienced at the site since 1800 was approximately 0.25g from a magnitude 6.8 earthquake in 1918 on the San Jacinto Fault Zone located approximately 18 miles to the northeast. A maximum moment magnitude (Mw 6.8) earthquake on the Elsinore Fault Zone (Temecula Segment) could produce a peak ground acceleration of 0.62g at the site. The following parameters apply: EnGEN Corporation ~ Margarita Village, LLC c/o Schultz & Associates Project Number. T1879-GS April 2000 Page 7 Seismic Source Type: Type B Fault Closest Distance to Known Seismic Source: Less Than 2 Km Soil Profile Type: So 7.4 Earth Materials: A brief description of the earth materials encountered in the exploratory excavations is presented in the following sections. A more detailed description of the earth materials encountered is presented on the Exploratory Boring Log Summaries presented in the Appendix. The earth material strata as shown on the logs represent the conditions in the actual exploratory locations and other variations may occur between the excavations. Lines of demarcation between the earth materials on the logs represented the approximate boundary between the material types; however, the transition may be gradual. 7.4.1 Fill: Minor amounts (less than six (6) feet) of undocumented fill were encountered in borings B-4, B-S, B-7 and B-8. These undocumented fills are thought to be associated with nearby construction activities. Fill materials consisted of sand to silty sand that were found to be moist and medium dense. 7.4.2 Colluvium: Colluvial materials were encountered in all of the backhoe test pits located near the base of the existing hillside areas on the site. Colluvial materials consisted of silty sand to sandy silt that were found to be moist and medium dense to dense. Depths of colluvium in the test pits ranged from two (2) to eleven (11) feet below existing ground surface. 7.4.3 Alluvium: Alluvial materials were encountered in the low lying flat portions of the site to the maximum depth explored (S1.S feet). Alluvial materials consisted of sand, silty sand and sandy silt that were found to be slightly moist to very moist and loose to dense in-place. 7.4.4 Bedrock IPauba Formationl: Pauba formation bedrock materials were found to be exposed in the hillside areas and below slopewash, colluvium and alluvial materials elsewhere on the site. A relatively thin (less than two (2) feet) mantle of slopewash consisting of silty sand overlies the Pauba Formation bedrock in the steeper hillside areas of the site. Bedrock materials consisted of sandstone, silty sandstone, sandy siltstone and clayey sandstone that were found to be moist and medium dense to dense in-place. Pauba Formation bedrock materials typically exhibit fluviatile type structures such as lenticular bedding, cut/fill channeling, gradational bedding etc. Bedding typically dips slightly (less than S degrees) to the north in the area. EnGEN Corporation \0 Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 8 7.S Groundwater: A small amount of perched groundwater was encountered at a depth of 24 feet in boring B-4. Groundwater was not encountered anywhere else on the site to the maximum depth explored (S1.S feet). 7.6 Secondary Effects of Seismic Activity: The secondary effects of seismic activity normally considered as possible hazards to a site include various types of ground failure and induced flooding. The probability of occurrence of each type of ground failure depends on the severity of the earthquake, the distance of the site from the zone of maximum energy release of the quake, the topography of the site, the subsurface materials at the site, and groundwater conditions beneath the site, besides other factors. Since there are no known active faults on, the site, the potential for hazards associated with fault rupture is considered low. Due to the overall favorable geologic structure and topography of the area, the potential for earthquake- induced landslides or rockfalls is considered low. Due to the lack of shallow groundwater, the potential for hazards associated with liquefaction is considered low. 8.0 CONCLUSIONS AND RECOMMENDATIONS 8.1 General: The conclusions and recommendations presented in this report are based on the results of field and laboratory data obtained from the exploratory excavations located across the property, experience gained from work conducted by this firm on projects within the property and general vicinity, and the project description and assumptions presented in the Proposed Development / Project Description section of this report. Based on a review of the field and laboratory data and the engineering analysis, the proposed development is feasible from a geotechnical/geologic standpoint provided significant earthwork is performed to densify the natural soil deposits. The actual conditions of the near-surface supporting material across the site may vary. The nature and extent of variations of the surface and subsurface conditions between the exploratory excavations may not become evident until construction. If variations of the material become evident during construction of the proposed development, this office should be notified so that EnGEN Corporation can evaluate the characteristics of the material and, if needed, make revisions to the recommendations presented herein. Recommendations for general site grading, foundations, slab support, pavement design, slope maintenance, etc., are presented in the subsequent paragraphs. EnGEN Corporation \\ Margarita Village, LLC c/o Schultz & Associates Project Number: T1879.GS April 2000 Page 9 8.2 Earthwork Recommendations 8.2.1 General: The grading recommendations presented in this report are intended for: 1) the use of a conventional shallow foundation system and concrete slabs cast on-grade; and 2) the rework of unsuitable near-surface earth materials to create an engineered building pad and suitable support for exterior hardscape (sidewalks, patios, etc.). If pavement subgrade soils are prepared at the time of rough grading of the building site and the areas are not paved immediately, additional observations and testing of the subgrade soil will have to be performed before placing aggregate base material or asphaltic concrete or PCC pavement to locate areas which may have been damaged by construction traffic, construction activities, and/or seasonal wetting and drying. The following recommendations may need to be modified and/or supplemented during rough grading as field conditions require. 8.2.2 Clearina: All debris, grasses, weeds, brush and other deleterious materials should be removed from the proposed building, exterior hardscape and pavement areas and areas to receive structural fill before grading is performed. No disking or mixing of organic material into the soils should, in general, be performed. Man-made objects encountered should, in general, be overexcavated and exported from the site. 8.2.3 Excavation Characteristics: Excavation and trenching within the subject property is anticipated to be relatively easy in the near-surface earth materials. 8.2.4 Suitability of On-Site Materials as Fill: In general, the on-site earth materials present are considered suitable for reuse as fill. Fill materials should be free of significant amounts of organic materials and/or debris and should not contain rocks or clumps greater than 6-inches in maximum dimension. 8.2.5 Removal and Recompaction All undocumented fill should be removed and may be re-used as engineered fill. The extent of these undocumented fills should be determined during grading (see Figure 1, Borings B-4, B-S, B-7, and 8-8). AlluviallQall and ColluviallQcoll Areas Nonstructural Areas: Removals in nonstructural areas (hardscape, driveways, parking) are anticipated to be a minimum of two (2) feet below existing grades or two (2) feet below proposed grades, whichever results in the deeper removal. All bottoms should be scarified EnGEN Corpontion \1-- Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 10 12-inches, moisture conditioned to near optimum moisture and then recornpacted to a minimum relative compaction of 90 percent Structural Areas: Removals in structural areas are anticipated to be five (5) feet below existing grades or five (5) feet below proposed grades, whichever results in the deeper removal. All bottoms should be scarified 12-inches, moisture condition to near optimum moisture and then recompacted to a minimum relative compaction of 90 percent Bedrock (Cps) Areas: Removals of surficial slopewash and weathered bedrock are anticipated to be one (1) to three (3) feet below existing grades. It is anticipated that most of the hillside bedrock areas will be cut to grade thereby exposing competent bedrock. If building footprints are proposed entirely in exposed competent bedrock areas then no further removals will be necessary. If building footprints are located partially in exposed competent bedrock and partially in engineered fill areas then the recommendations in Section 8.2.7 (Transition Zone) will apply. 8.2.6 Fill Placement Reauirements: All fill material, whether on-site material or import, should be approved by the Project Geotechnical Engineer and/or his representative before placement All fill should be free of vegetation, organic material, debris, and oversize material. Import fill should be no more expansive than the existing on-site material. Approved fill material should be placed in horizontal lifts not exceeding lO-inches in compacted thickness and watered or aerated to obtain near optimum moisture content (:t2.0 percent of optimum). Each lift should be spread evenly and should be thoroughly mixed to ensure uniformity of soil moisture. All other structural fill should meet a minimum relative compaction of 90 percent Maximum dry density and optimum moisture content for compacted materials should be determined in accordance with ASTM D1557-91 procedures. Moisture content of fill materials should not vary more than 2.0 percent from optimum, unless approved the Project Geotechnical Engineer. 8.2.7 Transition Zone: Where a cutlfill transition zone extends through a proposed building pad area, a compacted mat of fill will have to be constructed under the building area to prevent differential settlement between the two dissimilar materials. This mat should be constructed by overexcavating the cut portion (and shallow fill portion) to a minimum distance outside the proposed building limits of 5.0 feet, or to a distance equal to the depth of the overexcavation below the finish pad grade, whichever is greater. The overexcavation depth should be determined for each building pad once its location is known. It is anticipated that the depth of overexcavation will be 3.0 feet below the pad elevation. Some areas may require deeper EnGEN Corporation \'? Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 11 overexcavation. The overexcavation bottom should be prepared in accordance with the recommendations presented in the preceding Section, Removal and Recompaction, of this report. 8.2.8 Fill Slopes: Finish fill slopes should not be inclined steeper than 2: 1 (horizontal to vertical). Fill slope surfaces should be compacted to 90 percent relative compaction based on a maximum dry density for the soil as determined by ASTM D1557-78(90) procedures to the face of the finished slope. Fill slopes should be constructed in a skillful manner so that they are positioned at the design orientations and slope ratio. Achieving a uniform slope surface by subsequent thin wedge filling should be avoided. Any add-on correction to a fill slope should be conducted under the observation and recommendations of the Project Geotechnical Engineer. The proposed add-on correction procedures should be submitted in writing by the contractor prior to commencement of corrective grading and reviewed by the Project Geotechnical Engineer. Compacted fill slopes should be backrolled with suitable equipment for the type of soil being used during fill placement at intervals not exceeding 4.0 feet in vertical height. As an alternative to the backrolling of the fill slopes, over-filling of the slopes will be considered acceptable and preferred. The fill slope should be constructed by over-filling with compacted fill a minimum of 3.0 feet horizontally, and then trimmed back to exposed the dense inner core of the slope surface. 8.2.9 Cut Slopes: All cut slopes should not be inclined steeper than 2:1 (horizontal to vertical). Select cut slopes should be inspected by the engineering geologist to check for any adverse conditions. 8.2.10 Kevway: A keyway should be constructed on all fill over cut slopes at the cut/fill transition and for all fill Slopes proposed on natural grades of 5: 1 or steeper. The keyway should be a minimum of 15 feet wide, cut into competent alluvium, colluvium or bedrock, and inclined a minimum of 2% into the proposed slope. 8.2.11 Compaction Eauipment: It is anticipated that the compaction equipment to be used for the project will include a combination of rubber-tired and sheepsfoot rollers to achieve proper compaction. Compaction by rubber-tired or track-mounted equipment, by itself, may not be sufficient. Adequate water trucks, water pulls, and/or other suitable equipment should be available to provide sufficient moisture and dust control. The actual selection of equipment is the responsibility of the contractor performing the work and should be such that uniform and proper compaction of the fill is achieved. EnGEN Corporationn 'lit Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 12 8.2.12 Shrinkaqe and Subsidence: There will be a material loss due to the clearing and grubbing operations. Shrinkage of existing alluvium and colluvium that is excavated and replaced as compacted fill should be anticipated. It is estimated that the average shrinkage of the alluvial soils will be on the order of 15 percent, based on fill volumes when compacted to a minimum of 90 percent relative compaction. Bulking of the existing bedrock materials is expected to be 0 to 5 percent A higher relative compaction would mean a larger shrinkage value. 8.2.13 Subdrains: Although the need for subdrains is not anticipated at this time, final recommendations should be made during grading by the Project Geoiogist 8.2.14 Observation and Testinq: During grading, observation and testing should be conducted by the Geotechnical Engineer and/or his representative to verify that the grading is being performed according to the recommendations presented in this report. The Project Geotechnical Engineer and/or his representative should observe the scarification and the placement of fill and should take tests to verify the moisture content, density, uniformity and degree of compaction obtained. Where testing demonstrates insufficient density, additional compaction effort, with the adjustment of the moisture content where necessary, should be applied until retesting shows that satisfactory relative compaction has been obtained. The results of observations and testing services should be presented in a formal Finish Grading Report following completion of the grading operations. Grading operations undertaken at the site without the Geotechnical Engineer and/or his representative present may result in exclusions of the affected areas from the finish grading report for the project The presence of the Geotechnical Engineer and/or his representative will be for the purpose of providing observations and field testing and will not include any supervision or directing of the actual work of the contractor or the contractor's employees or agents. Neither the presence and/or the non-presence of the Geotechnical Engineer and/or his field representative nor the field observations and testing shall excuse the contractor in any way for defects discovered in the contractor's work. 8.2.15 Soil Expansion Potential: Upon completion of fine grading of the building pad, near-surface samples should be obtained for expansion potential testing to verify the preliminary expansion test results and the foundation and slab-on-grade recommendations presented in this report. The results of recent testing indicate an expansion index range of 0 to 1, which is classified as a very low expansion potential. . EnGEN Corporation v6 Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 13 8.3 Foundation Desion Recommendations: 8.3.1 General: Foundations for the proposed structure may consist of conventional column footings and continuous wall footings founded upon properly compacted fill or competent bedrock (but not a combination of both). The recommendations presented in the subsequent paragraphs for foundation design and construction are based on geotechnical characteristics and a low expansion potential for the supporting soils and are not intended to preclude more restrictive structural requirements. The Structural Engineer for the project should determine the actual footing width and depth to resist design vertical, horizontal, and upiift forces. Based on results of chemical testing (see Appendix), Type V cement is not required. 8.3.2 Foundation Size: Continuous footings should have a minimum width of 18-inches. Continuous footings should be continuously reinforced with a minimum of two (2) NO.5 steel reinforcing bars located near the top and two (2) No. 5 steel reinforcing bars located near the bottom of the footings to minimize the effects of slight differential movements which may occur due to minor variations in the engineering characteristics or seasonal moisture change in the supporting soils. Column footings should have a minimum width of 18-inches by 18-inches and be suitably reinforced, based on structural requirements. A grade beam, founded at the same depths and reinforced the same as the adjacent footings, should be provided across doorways, garage or any other types of perimeter openings. 8.3.3 Depth of Embedment: Exterior and interior footings founded in properly compacted fill or competent bedrock should extend to a minimum depth of 18-inches below lowest adjacent finish grade. 8.3.4 Bearino Capacity: Provided the recommendations for site earthwork, minimum footing width, and minimum depth of embedment for footings are incorporated into the project design and construction, the allowable bearing value for design of continuous and column footings for the total dead plus frequently-applied iive loads is 2,000 psf for continuous footings and 2,000 psf for column footings in properly compacted fill or competent bedrock. This value may be increased by 20 percent for each additional foot of depth and/or foot of width to a maximum of 2.0 times the designated allowable value. The allowable bearing value has a factor of safety of at least 3.0 and may be increased by 33.3 percent for short durations of iive and/or dynamic loading such as wind or seismic forces. EnGEN Corporation ~ Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 14 8.3.5 Settlement: Footings designed according to the recommended bearing values for continuous and column footings, respectively, and the maximum assumed wall and column loads are not expected to exceed a maximum settlement of 0.5-inch or a differential settlement of 0.25-inch in properly compacted fill. 8.3.6 Lateral Capacity: Additional foundation design parameters for resistance to static lateral forces, are as follows: Allowable Lateral Pressure (Equivalent Fluid Pressure), Passive Case: Compacted Fill - 175 pcf Competent Bedrock - 300pcf Allowable Coefficient of Friction: Compacted Fill or Competent Bedrock - 0.35 pcf Lateral load resistance may be developed by a combination of friction acting on the base of foundations and slabs and passive earth pressure developed on the sides of the footings and stem walls below grade when in contact with properly compacted fill or competent bedrock. The allowable values may be increased by 33.3 percent for short durations of live and/or dynamic loading, such as wind or seismic forces. For the calculation of passive earth resistance, the upper 1.0-foot of material should be neglected unless confined by a concrete slab or pavement. The maximum recommended allowable passive pressure is 5.0 times the recommended design value. 8.3.7 Cement Tvpe: The results of chemical analysis indicate that the soil near the surface contains low to moderate soluble sulfate contents. As a result, all concrete used at the site may contain Type II Cement No Type V Cement is required based on the test results, which are presented in the Appendix of this report. 8A Slab-an-Grade Recommendations: The recommendations for concrete slabs, both interior and exterior, excluding PCC pavement, are based upon a low expansion potentiai for the supporting material. Concrete slabs should be designed to minimize cracking as a resuit of shrinkage. Joints (isolation, contraction, and construction) should be placed in accordance with the American Concrete Institute (ACI) guidelines. Special precautions should be taken during placement and curing of all concrete slabs. Excessive slump (high water / cement ratio) of the concrete and/or improper curing procedures used during either hot or cold weather conditions could result in excessive shrinkage, cracking, or curling in the slabs. It is recommended that all EnGEN Corporation \"\ Margarita Village, LLC clo $chultz & Associates Project Number: T1879-GS April 2000 Page 15 concrete proportioning, placement, and curing be performed in accordance with ACI recommendations and procedures. 8.4.1 Interior Slabs: Interior concrete slabs-on-grade should be a minimum of 4.0-inches in thickness and be underlain by 1.0 to 2.0 inches of clean coarse sand or other approved granular material placed on properly prepared subgrade per the Earthwork Recommendations Section of this report. Minimum slab reinforcement should consist of #3 reinforcing bars placed 24-inches on center in both directions, or a suitable equivalent, as determined by the Project Structural Engineer. The reinforcing should be placed at mid-depth in the slab. The concrete section and/or reinforcing steel should be increased appropriately for anticipated excessive or concentrated floor loads. In areas where moisture sensitive floor coverings are anticipated over the slab, we recommend the use of a polyethylene vapor barrier with a minimum of 6.0 mil in thickness be placed beneath the slab. The moisture barrier should be overlapped or sealed at splices and covered top and bottom by a 1.0-inch to 2.0-inch minimum layer of clean, moist (not saturated) sand to aid in concrete curing and to minimize potential punctures. ~"+-'Fou...>i::A-T1W1 8.4.2 Exterior Slabs: All exterior concrete slabs cast on finish subgrade (patios, sidewalks, etc., with the exception of PCC pavement) should be a minimum of 4.0-inches nominal in thickness and be underlain by a minimum of 12.0-inches of soil that has been prepared in accordance with the Earthwork Recommendation section of this report. Reinforcing in the slabs and the use of a compacted sand or gravel base beneath the slabs should be according to the current local standards. Subgrade soils should be moisture conditioned to at least optimum moisture content to a depth of 6.0-inches and proof compacted to a minimum of 90 percent relative compaction based on ASTM D1557-91 procedures immediately before placing aggregate base material or placing the concrete. 8.5 Pavement Desiqn Recommendations: Preliminary pavement recommendations are presented based on R-Value testing of soils obtained from the site and an assumed future traffic loading expressed in terms of a Traffic Index (TI). Pavement sections have been determined in general accordance with CAL TRANS design procedures based on a (TI) of 5.0 for automobile areas, a (TI) of 6.0 for truck traffic areas, and an R-Value of 20. EnGEN Corporation 'Vb Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 16 Type of Traffic Traffic Index Pavement Section Automobile 5.0 3 inch ACI7.0 inches AB Truck 6.0 3 inch AC/10.5 inches AB Automobile 5.0 Portland Cement Pavement Alternative: 6 inch PCC/95 percent Subgrade Truck 6.0 Portland Cement Pavement Alternative: 7 inch PCC/95 percent Subgrade The project designer should choose the appropriate pavement section for the anticipated traffic pattern and delineate the respective areas on the site plan. Since actual calculations may, at times, conflict with City of Temecula adopted standards, the AC pavement sections and the Portland Cement pavement section, are subject to review and approval by the City of Temecula. Asphalt concrete pavement materials should be as specified in Section 39 of the current CAL TRANS Standard Specifications or a suitable equivalent. Aggregate base should conform to Class 2 material as specified in Section 26-1.02B of the current CAL TRANS Standard Specifications or a suitable equivalent. The subgrade soil, including utility trench backfill, should be compacted to at least 90 percent relative compaction. All aggregate base material should be compacted to at least 95 percent relative compaction. Maximum dry density and optimum moisture content for subgrade and aggregate base materials should be determined according to ASTM D1557-91 procedures. In dumpster pick-up areas, and in areas where semi-trailers are to be parked on the pavement such that a considerable load is transferred from small wheels, it is recommended that rigid Portland Cement concrete pavement with a minimum thickness of 7.0 inches be provided in these areas. This will provide for the proper distribution of loads to the subgrade without causing deformation of the pavement surface. Special consideration should also be given to areas where truck traffic will negotiate small radius tUrns. Asphaltic concrete pavement in these areas should utilize stiffer emulsions or the areas should be paved with Portland Cement concrete. In areas where Portland Cement concrete is to be placed directly on subgrade, the subgrade should be compacted to a minimum of 95% relative compaction. If pavement subgrade soils are prepared at the time of rough grading of the building site and the areas are not paved immediately, additional observations and testing will have to be performed before piacing aggregate base material, asphaltic concrete, or pee pavement to locate areas that may have been damaged by construction traffic, construction activities, and/or seasonal wetting and drying. In the proposed pavement areas, soil samples should be obtained at the EnGEN Corporation ,0... Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 17 . time the subgrade is graded for R-Value testing according to California Test Method 301 procedures to verify the pavement design recommendations. 8.6 Utility Trench Recommendations: Utility trenches within the zone of influence of foundations or under building floor slabs, exterior hardscape, and/or pavement areas should be backfilled with properly compacted soil. All utility trenches within the building pad and extending to a distance of 5.0-feet beyond the building exterior footings should be backfilled with on-site or similar soil. Where interior or exterior utility trenches are proposed to pass beneath or parallel to building, retaining wall, and/or decorative concrete block perimeter wall footings, the bottom of the trench should not be located below a 1: 1 plane projected downward from the outside bottom edge of the adjacent footing unless the utility lines are designed for the footing surcharge loads. It is recommended that all utility trenches excavated to depths of 5.0-feet or deeper be cut back according to the 'Temporary Construction Excavation Recommendation" section of this report or be properly shored during construction. Backfill material should be placed in a lift thickness appropriate for the type of backfill material and compaction equipment used. Backfill material should be compacted to a minimum of 90 percent relative compaction by mechanical means. Jetting or flooding of the backfill material will not be considered a satisfactory method for compaction unless the procedures are reviewed and approved in writing by the Project Geotechnical Engineer. Maximum dry density and optimum moisture content for backfill material should be determined according to ASTM D1557 -91 procedures. 8.7 Finish Lot Drainaqe Recommendations: Positive drainage should be established away from the tops of slopes, the exterior walls of structures, the back of retaining walls. and the decorative concrete block perimeter walls. Finish lot surface gradients in unpaved areas should be provided next to tops of slopes and buildings to guide surface water away from foundations and slabs and from flowing over the tops of slopes. The surface water should be directed toward suitable drainage facilities. Ponding of surface water should not be allowed next to structures or on pavements. In unpaved areas, a mi,nimum positive gradient of 2.0 percent away from the structures and tops of slopes for a minimum distance of 5.0-feet and a minimum of 1.0 percent pad drainage off the property in a nonerosive manner should be provided. Landscape trees and plants with high water needs should be planted at least 5.0-feet away from the walls of the structures. Downspouts from roof drains should preferabiy discharge to a permanent all- weather surface which slopes away from the structure a minimum of 5.0-feet from the exterior building walls. In no case should downspouts from roof drains discharge into planter areas EnGEN Corporation 7,P Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 18 immediately adjacent to the building unless there is positive drainage away from the structure at a minimum gradient of 2.0 percent, directed onto a permanent all-weather surface or subdrain system. 8.8 Planter Recommendations: Planters around the perimeter of the structures should be designed to ensure that adequate drainage is maintained and minimal irrigation water is allowed to percolate into the soils underlying the buildings. The planters should drain directly onto surrounding paved areas or into a properly designed drainage system. 8.9 Temporarv Construction Excavation Recommendations: Temporary construction excavations for rough grading, foundations, retaining walls, utility trenches, etc., more than S.O- feet in depth and to a maximum depth of 1S-feet should be properly shored or cut back to the following inclinations: Earth Material Alluvium/Compacted Fill Inclination 1.S:1 No surcharge loads (spoil piles, earthmoving equipment, trucks, etc.) should be allowed within a horizontal distance measured from the top of the excavation slope equal to 1.S times the depth of the excavation. Excavations should be initially observed by the project Geotechnical Engineer, Geologist and/or their representative to verify the recommendations presented or to make additional recommendations to maintain stability and safety. Moisture variations, differences in the cohesive or cementation characteristics, or changes in the coarseness of the deposits may require slope flattening or, conversely, permit steepening upon review by the project Geotechnical Engineer, Geologist, or their representative. Deep utility trenches may experience caving which will require special considerations to stabilize the walls and expedite trenching operations. Surface drainage should be controlled along the top of the slope to preclude erosion of the slope face. If excavations are to be left open for long periods, the slopes should be sprayed with a protective compound and/or covered to minimize drying out, raveling, and/or erosion of the slopes. For excavations more than S.O-feet in depth which will not be cut back to the recommended slope inclination, the contractor should submit to the owner and/or the owner's designated representative detailed drawings showing the design of shoring, bracing, sloping, or other provisions to be made for worker protection. If the drawings do not vary from the requirements of the OSHA Construction Safety Orders (CAL OSHA or FED OSHA, whichever is applicable for the project at the time of construction), a statement signed by a registered Civil or Structural Engineer in the State of California, engaged by the contractor at his EnGEN Corporation J,..\ Margarita Village, LLC c/oSchultz & Associates Project Number: T1879-GS April 2000 Page 19 expense, should be submitted certifying that the contractor's excavation safety drawings comply with OSHA Construction Orders. If the drawings vary from the applicable OSHA Construction Safety Orders, the drawings should be prepared, signed, and sealed by a Registered or Structural Engineer in the State of California. The contractor should not proceed with any excavations until the project owner or his designated representative has received and acknowledged the properly prepared excavation safety drawings. 8.10 RetaininCl Wall Recommendations 8.10.1 Earth Pressures: Retaining walls backfilled with non-expansive granular soil (EI=O) or very low expansive potential materials (Expansion Index of 20 or less) within a zone extending upward and away from the heel of the footing at a slope of 0.5:1 (horizontal to vertical) or flatter can be designed to resist the following static lateral soil pressures: The on-site materials of low expansivity may be used as backfill within the active / at-rest pressure zone as defined above. Walls that are free to deflect 0.001 radian at the top should be designed for the above-recommended active condition. Walls that are not capable of this movement should be assumed rigid and designed for the at-rest condition. The above values assume well drained backfill and no buildup of hydrostatic pressure. Surcharge loads, dead and/or live, acting on the backfill within a horizontal distance behind the wall should also be should considered in the design. Uniform surcharge pressures should be applied as an additional uniform (rectangular) pressure distribution. The lateral earth pressure coefficient for a uniform vertical surcharge load behind the wall is 0.50. 8.10.2 Foundation DesiCln: Retaining wall footings should be founded to the same depths into properly compacted fill, or firm, competent, undisturbed, natural soil as standard foundations and may be designed for the same average allowabie bearing value across the footing (as long as the resultant force is located in the middle one-third of the footing),and with the same allowable static lateral bearing pressure and allowable sliding resistance as previously recommended. When using the allowable lateral pressure and allowable sliding resistance, a factor of safety of 1.5 should be used. Condition Level Backfill 2:1 Slope Active 30 pcf 45 pcf At Rest 54 pcf - 8.10.3 Subdrain: A subdrain system should be constructed behind and at the base of all retaining walls to allow drainage and to prevent the buildup of excessive hydrostatic pressures. Typical EnGEN Corporation ']..1; Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 20 ' subdrains may include weep holes with a continuous gravel gallery, perforated pipe surrounded by filter rock, or some other approved system. Gravel galleries and/or filter rock, if not properly designed and graded for the on-site and/or import materials, should be enclosed in a geotextile fabric such as Mirafi 140N, Supac 4NP, or a suitable substitute in order to prevent infiltration of fines and clogging of the system. The perforated pipes should be at least 4.0 inches in diameter. Pipe perforations should be placed downward. Gravel fiiters should have volume of at least 1.0 cubic foot per lineal foot of pipe. Subdrains should maintain a positive flow gradient and have outlets that drain in a non-erosive manner. In the case of subdrains for basement walls, they need to empty into a sump provided with a submersible pump activated by a change in the water level. 8.10.4 Backfill: Backfill directly behind retaining walls (if backfill width is less than 3 feet) may consist of 0.5 - to 0.75-inch diameter, rounded to subrounded gravel enclosed in a geotextile fabric such as Mirafi 140N, Supac 4NP, or a suitable substitute or a clean sand (Sand Equivalent Value greater than 50) water jetted into place to obtain proper compaction. If water jetting is used, the subdrain system should be in place. Even if water jetting is used, the sand should be densified to a minimum of 90 percent relative compaction. If the specified density is not obtained by water jetting, mechanical methods will be required. If other types of soil or gravel are used for backfill, mechanical compaction methods will be required to obtain a relative compaction of at least 90 percent of maximum dry density. Backfill directly behind retaining walls should not be compacted by wheel, track or other rolling by heavy construction equipment unless the wall is designed for the surcharge loading. If gravel, clean sand or other imported backfill is used behind retaining walls, the upper 18-inches of backfill in unpaved areas should consist of typical on-site material compacted to a minimum of 90 percent relative compaction in order to prevent the influx of surface runoff into the granular backfill and into the subdrain system. Maximum dry density and optimum moisture content for backfill materials should be determined in accordance with ASTM D1557 -78 (90) procedures. 9.0 PLAN REVIEW Subsequent to formulation of final plans and speCifications for the project, but before bids for construction are requested, grading and foundation plans for the proposed development should be reviewed by EnGEN Corporation to verify compatibility with site geotechnical conditions and conformance with the recommendations contained in this report. If EnGEN Corporation is not EnGEN Corporation -z.~ Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS April 2000 Page 21 accorded the opportunity to make the recommended review, we will assume no responsibility for misinterpretation of the recommendations presented in this report. 10.0 PRE-BID CONFERENCE It may be desirable to hold a pre-bid conference with the owner or an authorized representative, the Project Architect, the Project Civil Engineer, the Project Geotechnical Engineer, and the proposed contractors present. This conference will provide continuity in the bidding process and clarify questions relative to the grading and construction requirements of the project. 11.0 PRE-GRADING CONFERENCE Before the start of grading, a conference should be held with the owner or an authorized representative, the contractor, the Project Architect, the Project Civil Engineer, and the Project Geotechnical Engineer present. The purpose of this meeting should be to clarify questions relating to the intent of the grading recommendations and to verify that the project specifications comply with the recommendations of this geotechnical engineering report. Any special grading procedures and/or difficulties proposed by the contractor can also be discussed at that time. 12.0 CONSTRUCTION OBSERVATIONS AND TESTING Rough grading of the property should be performed under engineering observation and testing performed by EnGEN Corporation. Rough grading includes, but is not limited to, overexcavation cuts, fill placement, and excavation of temporary and permanent cut and fill slopes. In addition, EnGEN Corporation should observe all foundation excavations. Observations should be made before installation of concrete forms and/or reinforcing steel to verify and/or modify the conclusions and recommendations in this report. Observations of overexcavation cuts, fill placement, finish grading, utility or other trench backfill, pavement subgrade and base course, retaining wall backfill, slab presaturation, or other earthwork completed for the subject development should be performed by EnGEN Corporation. If the observations and testing to verify site .geotechnical conditions are not performed by EnGEN Corporation, liability for the performance of the development is limited to the actual portions of the project observed and/or tested by EnGEN Corporation. If parties other than EnGEN Corporation are engaged to perform soils and materials observations and testing, they must be notified that they will be required to assume complete responsibility for the geotechnical aspects of the project by concurring with the recommendations in this report or providing alternative recommendations. Neither the presence of the Geotechnical Engineer and/or his field representative, nor the field observations and testing, shall excuse the contractor in any way for EnGEN Corporation 7A Margarita Village, LLC clo Schultz & Associates Project Number: T1879-GS April 2000 Page 22 defects discovered in the contractor's work. The Geotechnical Engineer and/or his representative shall not be responsible for job or project safety. Job or project safety shall be the sole responsibility of the contractor. 13.0 CLOSURE This report has been prepared for use by the parties or project named or described in this document. It mayor may not contain sufficient information for other parties or purposes. In the event that changes in the assumed nature, design, or location of the proposed development as described in this report are planned, the conclusions and recommendations contained in this report will not be considered valid unless the changes are reviewed and the conclusions and recommendations of this report modified or verified in writing. This study was conducted in general accordance with the applicable standards of our profession and the accepted geotechnical engineering principles and practices at the time this report was prepared. No other warranty, implied or expressed beyond the representations of this report, is made. Although every effort has been made to obtain information regarding the geotechnical and subsurface conditions of the site, limitations exist with respect to the knowledge of unknown regional or localized off-site conditions which may have an impact at the site. The recommendations presented in this report are valid as of the date of the report. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or to the works of man on this and/or adjacent properties. If conditions are observed or information becomes available during the design and construction process which are not reflected in this report, EnGEN Corporation should be notified so that supplemental evaluations can be performed and the conclusions and recommendations presented in this report can be modified or verified in writing. This report is not intended for use as a bid document. Any person or company using this report for bidding or construction purposes should perform such independent studies and explorations as he deems necessary to satisfy himself as to the surface and subsurface conditions to be encountered and the procedures to be used in the performance of the work on this project. Changes in applicable or appropriate standards of care or practice occur, whether they result from legislation or the broadening of knowledge and experience. Accordingly, the conclusions and recommendations presented in this report may be invalidated, wholly or in part, by changes outside the control of EnGEN Corporation which occur in the future. EnGEN Corporation ,- ~? Margarita Village, LLC c/o Schultz & Associates Project Number. T1879-GS April 2000 Page 23 Thank you for the opportunity to provide our services. If we can be of further service or you should have questions regarding this report, please contact this office at your convenience. Respectfully submitted, EnGEN Corporation TD/OB:rr Distribution: (4) Addressee FILE: EnGEN\Reporting\GS\T1879-GS Margarita Village. LtC Geotechnical Report EnGEN Corporation 1J' Margarita Village, LLC c/o Schultz & Associates Project Number. T1879-GS Appendix Page 1 APPENDIX EnGEN Corporation 'Z-'\ Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS Appendix Page 2 TECHNICAL REFERENCES 1. Allen, C.R., and others, 1965, Relationship between seismicity and geologic structure in the southem California region: Bulletin of the Seismological Society of America, v. 55, no. 4, p. 753-797. 2. Califomia Division of Mines and Geology, 1954, Geology of southern California, Bulletin 170. 3. California Division of Mines and Geology, 1969, Geologic map of Califomia, San Bernardino Sheet, Scale 1:250,000. 4. Department of Conservation, Geology map of the Santa Ana 1:100,000 Quadrangle, California, Division of Mines and Geology Open File Report 91-17. 5. Dibblee, T.W., Jr., 1970, Regional geologic map of San Andreas and related faults in eastern San Gabriel Mountains and vicinity: U.S. Geologic Society, Open-File Map, Scale 1 :125,000. 6. Engel, R, 1959, Geology of the Lake Elsinore Quadrangle, California: Califomia Division of Mines and Geology, Bulletin 146. 7. Envicom Corporation, 1976, Seismic safety and safety elements, Technical report for County of Riverside Planning Department 8. Hart, E. W, 1992, Fault-rupture hazard zones in Califomia: California Division of Mines and Geology, Department of Conservation, Special Publication 42, 9 p. 9. Hileman, JA, Allen, C.R and Nordquist, J.M., 1973, Seismicity of the southern California region, 1 January 1932 to 31 December 1972: Seismological Laboratory, California Institute of Technology. 10. Housner, G.W, 1969, Earthquake Engineering, Weigel, R L. (ed.), Prentice Hall, Inc., 1970, Chap. 4. 11. Jennings, C.W., 1975, Fault map of Califomia with locations of volcanoes, thermal springs and thermal wells, 1 :750,000: California Division of Mines and Geology, Geologic Data Map NO.1. 12. Jennings, C.W., 1985, An explanatory text to accompany the 1:750,000 scale fault and geologic maps of California: California Division of Mines and Geology, Bulletin 201, 197p., 2 plates. 13. Kennedy, M.P., 1977, Recency and character of faulting aiong the Elsinore fault zone in southem Riverside County, California: California Division of Mines and Geology, Special Report 131,12 p., 1 plate, scale 1:24,000. 14. Lamar, D.L., Merifield, P.M. and Proctor, RJ., 1973, Earthquake Recurrence Interval on Major Faults in Southern California, in Moran, Douglas E., et ai, 1973, Geology, Seismicity & Environmental Impact, Association of Engineering Geology, Special Publication. 15. Leeds, D.J., 1973, Geology, Seismicity & Environmental Impact, Association of Engineering Geology, Special Publication. 16. Mann, J.F., Jr., October 1955, Geology of a portion of the Elsinore fault zone, California: State of California, Department of Natural Resources, Division of Mines, Special Report 43. 17. Riverside County Planning Department, June 1982 (Revised December 1983), Riverside County Comprehensive General Plan - Dam Inundation Areas -100 Year Flood Plains - Area Drainage Plan, Scale 1 Inch = 2 Miles. 18. Riverside County Planning Department, January 1983, Riverside County Comprehensive General Plan - County Seismic Hazards Map, Scale 1 Inch = 2 Miles. 19. Riverside County Planning Department, February 1983, Seismic - Geologic Maps, Murrieta - Rancho California Area, Sheet 146, Sheet 147 (Revised 11-87), Sheet 854B (Revised 11-87), and Sheet 854A (revised 11-87), Scale 1" = 800'. EnGEN Corporation 1/b Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS Appendix Page 3 TECHNICAL REFERENCES (CONTINUED) 20. Rogers, T.H., 1966, Geologic Map of California, Olaf P. Jenkins Edition, Santa Ana Sheet, CDMG. 21. Schnabel, P.B. and Seed, H.B., 1972, Accelerations in rock for earthquakes in the western United States: College of Engineering, University of California, Berkeley, Earthquake Engineering Research Center, Report No. EERC 72-2. 22. Seed, H.B. and Idriss, I.M., 1970, A simplified procedure for evaluating soil liquefaction potential: College of Engineering, University of Califomia, Berkeley. 23. Seed, H.B. and Idriss, I.M., 1982, Ground motions and soil liquefaction during earthquakes: Earthquake Engineering Research Institute, Volume 5 of a Series Titled Engineering Monographs on Earthquake Criteria, Structural Design, and Strong Motion Records. 24. State of California, January 1, 1980, Special Studies Zones, Elsinore Quadrangle, Revised Official Map, Scale 1" = 2 ML 25. State of California Department of Water Resources, Water Wells and Springs in the Westem Part of the Upper Santa Margarita River Watershed, Bulletin No. 91-21. 26. Uniform Building Code (UBC), 1997 Edition. EnGEN Corporation 7J\ Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS Appendix Page 4 EXPLORATORY BORING LOG SUMMARIES (8-1 through 8-12) EnGEN Corporation ~tf . ' .z..r. ?P EnGEN Corporation GEOTECHNICAL BORING LOG Project Number: T1679-GS Project Margartta Village, LLC Boring Number: B1 Surface Elev.' 1066 Date: 3129/00 Logged By: CM Soil I ~ I Sample Brow Dry I In...situ I Maximum Optimum Graphic Description ~ Depth uses Count Density Moisture Density Moisture U> Content Content ALLUVIUM -0 SM .. .. .. .. Silty sand, brown (10YR5/3), very , SM 3.4,5 9.9 mOist, loose ~ : I Silty sand, brown (10YR5/3), mois~ ,1-5 SM 7,12,13 10.9 : : medium dense ~ :: : SiI~ sand, light yellowish brown ~ SM 10,10,15 16.4 .. :: : (2. YR6/4), mOist, medium " .. .. dense .. ,-10 SiI~ sand, light yellowish brown SM 11,14,18 14.3 .. (2. YR6/4), moist, dense ' r- .. .. .. .. . . .. .. ,1-15 .. SiI~ sand, light yellowish brown SM 4,12,23 13.5 .. .. (2. YR6/3), moist, dense .. .. ~ .. .. .. .. .. .. .. .. BEDROCK PA .. . .... : Sandstone, light yellowish brown, ,-20 SP 10,23,25 3.4 ....... . moist, dense, medium grained .... . : - . .... : ....... . .... . : . .... : ....... . .... . ..... : : Clayey sandstone, light olive '1-25 SM 8,10,13 17.2 . '" brown. moist, medium dense .... I:' r- .. .. I .. ,.. I i:" .. r I .. .;I;l:tl Sandstone to silty sandstone, 30 SP-SM 9,11,20 14.5 : I'f .l:t 1: . Ii~ht ~ray to light olive brown (2. i ~ :1: ,. ~ : 5 R /3), mois~ dense ~ I,:l;;ri, : .1 :1: C ~. : :'l:r:r,i : .' (:1: ~ 'r: . I ~ :1: ~ : ,-35 I::::: Silty sandstone, light olive brown, SM 20,20,20 6.0 i: ... . mOist, dense ... j;" .. ~ ",: .. Notes, , EnGEN Corporation ,?\ EnGEN Corporation GEOTECHNICAL BORING LOG Pro ject Number. T1879-GS Project: Margarita Village. LLC Bar ing Number. 81 Surface Elev.' 1066 Oat e: 3/29/00 Logged By: CM Soil III Sample Blow I Dry In-Situ Maximum I Optimum Description uses Moisture Moisture Gra phic Depth Count Density Content Density Content ." ,L ! .. .. Sandy siltstone, grayish brown, ML 4,9,10 29.1 moist, very stiff f- I Sandy siltstone, grayish brown, r!:"45 ML 5,7,10 24.3 moist very stiff F- No Recovery , 1-50 7,10,13 Total depth 51.5 feet ~ No Groundwater -55 f-60 f-65 70 Note s: . , EnGEN Corporation .1f ~ Project Number. T1879-GS Boring Number. 82 Date: 3129/00 Soil Graphic I'. . '1'/'" :1:::: . I. . . . I: ... .... ....... .... ... .....-. ...... ....... ....... I . ...... . .... ," ......... ....... . ...." . ....." . ....., . ...... Description ALLUVIUM Silty sand, brown (10YR4/3l, moist, medium dense Silty sand, dark grayish brown (10YR4/2l, moist dense . .. Silty sand, light brownish gray (2. 5YR5/3l, mOist, dense, slight porosity Silty sand, light brownish gray, mOist medium dense Silty sand, brown (10YR5/3l, moist, medium dense BEDROCK (PAUBA Sandstone, gray, moist, very dense, medium grained ," ,Silty sandstone, I~ht yellowish iiil) i. :. brown, moist me ium dense liT ill. "I' :1::: ".. . ...... . .....' Notes: Sandstone, light brownish gray, moist very dense Total depth 31.5 feet No Groundwater EnGEN Corporation GEOTECHNICAL BORING LOG Project Margarita Village. LLC Surface Elev,: 1067 Logged By, CM I II Sample I uses I I:l3 Depth '" o SM SM 5 SM SM 10 SM 15 SM 20 SP 25 SM 30 SP 35 EnGEN Corporation Blow Count 5,10,15 15,20,21 4,15,30 5,12,15 5,9,23 23,45,50+4 6,12,15 15,30,50+4 Dry Density 114.5 123.8 111.6 95.6 107.7 105.1 117.9 107.7 /In-siIU I Moisture Content 10.4 18.0 22.6 19.9 4.2 16.0 5.5 15.4 Maximum Density Optimum Moisture Content ?~ EnGEN Corporation GEOTECHNICAL BORING LOG Project Number: T1879-GS Boring Number: 83 Date, 3/29/00 Project: Margarita Village, LLC Surface Elev.: 1068 Logged By: CM Silty sand, brown (10YR413), moist loose " ~ 'i'i Sample uses E Depth m "' 0 SM SM 5 SM Blow Count Dry Density In-Situ Moisture Content Maximum Density Optimum Moisture Content Soil Graphic Description ALLUVIUM 3,3,3 11.2 3,5,4 12.3 SillV sand, light yellowish brown 10 SM 10,20,20 17.8 .... (10 R6/4), moist, hard .. .. ., .. ., 15 :1:l:tJ Sand to silty sand, light brownish SP-SM 10,15,20 9.7 . r.1:( 1: gray (10YR6/2), moist dense I ~ :1: ~. ~ : .:L~: r j. , . i :1: L ~. : :J :1; ~ 1 : . I" :1: ~ ',: t;:I:t" : 20 SiI~ sand, light olive brown SM 6,8,13 12.8 (2. YR5/4), moist, medium dense ... .. BEDROCK PAUBA .., .... : Sandstone, light brownish gray, 25 SP 6,11,20 6.6 .... . . '. . . . . moist, dense : . ..... : ....... ..... : , ....'.. . I' . . . Silty sandstone, light olive brown, 30 SM 5-10-20 13.1 . 'I' . . mOist, dense .... Sandy siltstone, grayish brown, 35 ML 4,9,31 20.3 moist, dense Totai depth 36.5 feet Notes: EnGEN Corporation ?j\ EnGEN Corporation GEOTECHNICAL BORING LOG Project Number: T1879-GS Project: Margarita Village, LLC Boring Number. 83 Surface Elev.: 1088 Date, 3/29/00 Logged By: CM Soil I ~I Sample , I Blow I Dry In-Situ I Maximum I Optimum Graphic Description ~ Depth uses Count Density Moisture Density Moisture "' Content Content No Groundwater -40 I [-45 -50 1-55 -60 , 65 1-70 Notes: , " , , EnGEN Corporation ?J"S EnGEN Corporation GEOTECHNICAL BORING LOG Project Number. T1879-GS Boring Number. 64 Date: 3/29/00 Soil Graphic Project Margarita Village, LLC Surface Elev.: Logged By: eM I II Sample uses I ft) Depth U) . Description Blow Count Dry Density l,n:Situ I MOisture Content / .:'1 -E!bh... 0 SM :: i :1: ':'1 . . :.1 :::1:: ! SM 5,8,13 121.6 10.9 :11 : :i :1 ::1:: : 5 I SillV sand, yellowish brown SM 6,9,11 11.9 .. (10 R5/4), moist medium dense, I slight porosity .. ....... SillV sand, yellowish brown SM 5,7,19 110.7 14.3 ....... (10 R5/4), moist, medium dense, ....... ... ... ., high porosity ....... ....... ....... ....... .... ... SillV sand, yellowish brown 10 SM 5,10,22 116.7 17.1 .... ... (10 R5/4), moist, dense, porous ....... .., ....... /.. ... ....... ....... .... ... .... ... ....... Iii!!... i' I',... :1:" '::'.:':;: .::: : .: :.~ :::::::1 iJ~ll "i I! if! :::i )'1,1 .. ifl.:; 1.11 ".: 'I ," i" . i ~ . . I : Notes: Silty sand, light brownish gray (10YR6/2) moist medium dense Silty sand, light olive brown (2.5YR5/3), moist, medium dense Perched Groundwater at 24 feet Sand, light grayish brown , (2.5YR6/2), wet. medium dense, medium grained Silty sand to sandy silt. light olive brown (2.5YR5/3), moist, medium dense BEDROCK \PAUBA FORMATION) Sandstone, Ight olive brown, moist, dense 15 SM 20 SM SP 30 SM-ML 35 SP EnGEN Corporation 9,9,12 6,8,12 5,13,13 5,5,13 10,20,23 113.4 111.1 102.6 15.6 16.1 20.8 20.1 9.6 Maximum Density Optimum Moisture Content ~ EnGEN Corporation GEOTECHNICAL BORING LOG Project Number. T1879-GS Project: Margarita Village. LLC Boring Number. 84 Surface Elev.' Date: 3129/00 Logged By: eM Soil 'II Sample I I Blow I Ory I In-Situ I Maximum I Optimum Description uses Moisture Moisture Graphic (U Depth Count Density Content Density Content '" ~ J~ :'.::::: . .....' I ......... .... .. I ....... , .... ..' . ...... . ....,' Sandstone, light brownish gray, SP 18,22,31 4.4 I .... ..' moist, very dense . ...... . ....,' I ... .... Total depth 41.5 feet f- l Perched Groundwater at 24 feet 45 f-50 , 55 -60 -65 f-70 Notes: EnGEN Corporation ~'\ , < Project Number. T1879-GS Boring Number. 85 Date, 3130100 Soil I Graphic :.T ::'1' :1:11: :111:1: : : : : ~: : I ~ .1-; ~ :, :,: ~ J' :J . ~~. I . . .1 :1: ~ I' . :1"1::-1 : ..... . . .... . . .... . ..... . . .... . . . . . . .... . . .... . ..... . . ...' . . .... . . .... . . .... . . .... . . .... . . .... . . .... . r ::1:1: "1" 'I' 'II . .... . . .... . ..... . . .... . . .... . ::::1: ::::]: T 1:..:1: . . . .1, ...1. i ,.i I: I Notes: Description FILL Silty sand, yellowish brown, moist medium dense Sand to silty sand, yellowish brown, moist, medium dense ALLUVIUM an , rownish yellow (10YR6/6), moist medium dense, medium grained Sand, paie brown (10YR613), very moist, medium dense, fine to medium grained Silty sand, grayish brown (10YR5/2) mOIst, dense :: BEDROCK (PAUBA FOKMA liON) Sandstone, light gray, moist, , dense, fine grained Silty sandstone, grayish brown, mOist, dense Sandy siltstone, grayish brown, moist, stiff Total depth 36.5 feet EnGEN Corporation GEOTECHNICAL BORING LOG Project: Margarita Village, LLC Surface Elev.: 1064 Logged By: CM I II Sample I uscs I Rl Depth '" I ro II I 5 15 30 ~" ~ SM SM SP-SM Blow Count 6,12,13 8,8,10 SP 4,7,10 SP SP SM SP SM ML EnGEN Corporation 6,10,11 9,12,15 8,16,18 10,20,23 11,15,21 9,12,15 Dry Density 119.8 109.3 104.1 107.9 102.0 106.3 106.1 107.6 104.5 In-Situ Moisture Content 8.1 4.1 5.5 9.2 7.2 12.9 16.9 12.8 24.2 Maximum Density Optimum Moisture Content ~ EnGEN Corporation GEOTECHNICAL BORING LOG Project Number. T1879-GS Project Margarita Village, LLC Boring Number. 85 Surface Elev.: 1064 Date: 3/30100 Logged By, CM Soil III Sample , I Blow I Ory I In.Situ I Maximum Optimum , Graphic Description Depth USCS Count Density Moisture Density Moisture i Content Content I No Groundwater I I -40 f-45 -50 -55 1-60 -65 -70 Notes: , ?A EnGEN Corporation .' EnGEN Corporation GEOTECHNICAL BORING LOG Project Number: T187S-GS Project Margarita Villase, LLC Boring Number. B6 Surface Elev,: 1068 Date: 3/30/00 Logged By: CM Soil ! tj Sample I I Blow Ory In~Situ Maximum Optimum Oescription uses Moisture Moisture Graphic i ~. Depth Count Density Content Density Content ALLUVIUM I 0 SM .- Siity sand, pale brown (10YR6/3), SM 7,12,13 112.1 4.3 l slightly moist, medium dense, porous .. Siljy sand, yellowish brown SM 6,12,15 115.0 5.0 (10 R5/4), moist, medium dense, .. slight porosity .. Sand, pale brown (10YR 6/3), moist, SP 4,6,8 104.1 4.3 .. loose, fine to medium grained : : , : . -- Sand, pale brown (10YR 613), moist, SP 10,15,19 107.9 3.6 : dense, fine grained . -- . .. Siity sand, pale brown (10YR 6/3), 15 SM 6,9,11 105.2 8.7 mOist, medium dense ,. .. sand~ silt, light brownish gray ML 6,4,9 104.4 21.8 (10Y 5/2), moist, loose Silty sand, brown (10YR5/3), moist, 25 SM 6,9,17 116.3 15.2 medium dense ..- ..- .- ..- -- Silty sand to sandy silt, pale SM-ML 9,12,14 95.4 30.4 brown (10YR6/3), moist, stiff l -- -- 1 ..' -- B SM-ML 9,15,22 106.6 13.2 -- i1ty sandstone to sandy siltstone, ..' grayish brown, moist. dense .. Notes: EnGEN Corporation ~ ., EnGEN Corporation GEOTECHNICAL BORING LOG Project Number: T1879-GS Boring Number: B6 Date, 3/30/00 Soil Graphic Description II Project Margarita Village. LLC Surface Elev.: 1068 Logged By: CM Sample I uscs , Depth Blow Count I Dry Density /In.SiIU I Moisture Content Maximum Density Optimum Moisture' Conlent 'I -- :.1 .' .. , I .. Sandstone. light olive brown, moist dense, coarse grained, trace gravel Total depth 41.5 feet No Groundwater 40 SP 15,20,24 107.1 3.5 f-45 f-50 -55 1-60 f-65 f-70 f Notes, , EnGEN Corporation A.\ EnGEN Corporation GEOTECHNiCAL BORING LOG Project Number. T1879-GS Project: Margarita Village, LLC Boring Number. 67 Surface Elev.' 1070 Date: 3130/00 Logged By: CM Soil Description III Sample I Slow Dry In..situ Maximum Optimum Graphic Depth uses Count Density Moisture Density Moisture Content Content .....E!.!.!.... fO SM ... Silty sand, dark grayish brown, SM 8,14,15 122.4 8.6 mOist, medium dense SillY sand, yellowish brown SM 6,8,10 109.9 6.6 (10 R5/4), moist, medium dense . ...... Sand, yellowish brown J10YR 5/4), SP 5,7,8 106.6 6.1 . ....,' moist, medium dense, ne to ......... medium 9rained .... ..' . . . 10 SP 8,10,10 . ...... 106.3 8.3 . .....' ......... .... " ......... . ...... . .....' ......... .... .,' 15 ....... Sil~ sand, light olive brown SM 7,10,13 112.3 14.5 .... (2. YR5/3), moist, medium dense .... ... ....... ....... ....... " .. ..... ... :1: :I: Sil~ sand, light brownish J.ray (2. 20 SM 4,8,10 102.3 22.0 :1: 5Y 6/2), moist, medium ense ....... '.. ....... '.. .... ..' 25 II SM 10,10,10 110.2 13.9 . .,' ,II, III' liill I,.", '.. . .... Sand, light brownish gray SP 8,12,14 97.7 8.5 . .... ....... h2.5YR6/2), moist, medium dense, : ne grained .... .... ....... : . .... : ....... BEDROCK PAUBA 0 Sandstone, very pale brown, moist, 35 SP 25,35,40 113.4 6.1 . .... : very dense, medium to coarse ....... .. grained .. Notes: EnGEN Corporation A.7; Project Number. T1S79-GS Boong Number. B7 Date, 3/30/00 Soil Graphic f-:k. . ...... . .... 0" . ...... . .... 0" Notes: Description Sandstone, very pale brown. we~ dense. medium to coarse grained Total depth 41.5 feet No Groundwater EnGEN Corporation GEOTECHNICAL BORING LOG Project Margarita Village. LLC i Surface Elev.: 1070 i I Logged By: CM III Sample I I Slow I Dry I In-Situ I Maximum I Optimum Depth uses Count Density Moisture Density Moisture Content Content 40 SP 15.15,16 105.6 22.9 f-45 , f-50 -55 , 60 f-65 f-70 A.,":J EnGEN Corporation Project Number. T1879-GS Boring Number. 88 Date, 3/30/00 Soil I Graphic I 'T' . ! ~ I ~ ,~ ~ : : : 1:!Jl ;':! IT' . '1"" '11.. ':1 :1: ~ It: '[.1'.(1.T 1:<';I:fl: :~:I: r J.t: .j :1,' ( ~. ; . , :1 :1: ~ Ii: . n: ~ '1.,(. I ~ :1: t . i: .... '.' I ...' . .... . ....... . . .... . .... ,', ~ I ~ :1: I:" I I, iT:: . Notes: Description FILL Silty sand, dark grayish brown, I i m dense ALLUVIU Silty sand, yellowish brown (10YR514), moist, medium dense Silty sand, brown (1 OYR513), mois~ medium dense Sand to silty sand, light brownish gray (2.5YR612), mOls~ medium dense, slight porosity mottled Silty sand, light olive brown (2.5YR514), moist, medium dense Sand, pale yellow (2.5YR7/3), moist, medium dense, medium to coarse grained Silty sand, light brownish gray (2.5YR612), mois~ dense BEDROCK (PAUBA FOR Silty sandstone, grayish brown, mOls~ very dense EnGEN Corporation GEOTECHNICAL BORING LOG Project Margarita Village, LLC Surface Elev.: Logged By: CM samp,el uses I Depth II ~ ~" o SM SM 5 SM SM 10 SM 15 SP-SM 20 8M 8P 8M 8M EnGEN Corporation Blow Count 4,6,9 7,8,9 9,10,16 6,13,13 5,7,16 5,8,12 9,12,16 7,16,19 10,35,45 Dry Density 115.1 110.5 115.3 112.2 107.5 101.6 93.0 118.7 116.2 In..situ Moisture Content 10.6 5.8 9.1 9.6 5.6 15.9 10.9 13.1 11.6 Maximum Density Optimum Moisture Content bl't EnGEN Corporation GEOTECHNICAL BORING LOG Project Number. T1879-GS Project Margarita Village. LLC Boring Number. 88 Surface Elev.: I Date, 3130/00 Logged By: CM Soil I Ii samPlej Blow , Dry I In-Situ I Maximum Optimum Graphic Description co Depth uses Count Density Moisture Density Moisture '" Content Content ~. f~ . I:: : 'Ii: i \ilill: Silty sandstone, to sandy SM-ML 11,16,17 106.6 13.0 , I ,: siltstone, I~ht olive brown, moist, har I Total depth 41.5 No Groundwater f-45 -50 -55 60 >-65 >-70 Notes: ~-S , EnGEN Corporation < Project Number. T1879-GS Boring Number: B9 Date: 3/30/00 Soil I Graphic Ill'" I,IJ, "I :::I::::! "1""" " 1"1'. .1 I . ~. .. : "1'" . I:':: : .... ... .. '.. .. .... . : ~ : I: I: 1 t: "r.i:t"i.T I.~:I:U ~: .:I.':.r:rJ.t: .i :1:' ~. i . , :1 ::: ~ 1 t: "{:I:t'I:L" I .~ : I: f' . ; : " I, Notes: Oesaiption ALLUVIUM Silty sand, pale brown (10YRS/3), slightly moist, medium dense, slight porosity Silty sand, yellowiSh brown (10YR5/4), moist, dense Silty sand, yellowish brown (10YR5/4), moist dense, broken rock in sampler Silty sand, light brownish gray (2. 5YRS/2), mOist, dense Silty sand, light olive brown (2.5YR5/3), moist, dense Silty sand to sandy silt, light yellowish brown (2.5YRS/3), moist, medium dense BEDROCK (PAUBA ~OKMA liON) Sandstone to silty sandstone, light gray, moist, dense, fine grained Sandy siltstone, grayish brown, moist, dense EnGEN Corporation GEOTECHNICAL BORING LOG Project: Margarila Village, LLC Surface Elev.: 1067 Logged By: CM I ! I samPle/ USCS I m Depth en ! ro I i I 5 .- I 110 15 35 SM SM SM SM SM SM SP-SM SM-ML SP-SM ML EnGEN Corporation Brow Count 7,12,14 12,1S,21 13,12,2S 9,15,20 12,15,27 15,20,30 8,8,13 10,14,20 6,11,23 Dry Density 11S.9 122.7 112.5 110A 130.0 108.S 113.0 107.1 109.S I,n-S,tu I Moisture Content 15.1 19.3 19.8 S.S 11.1 5.5 10.8 9A 8.7 Maximum Density Optimum Moisture Content , ,I, ~ It' Sand to silty sand, light . ,. .1'.t U' yellowish brown (2.5YRS/3), moist, I.~ :.1: .: ~ ~ : dense 'I '!' r.l ~. ":i~ :.~;. ~ ~.: t ~ ',: I. :1: ~ .J . t.:J ' Ll. ~ I. L ;',:1:;';: 'Il:'!l' :' 1'\ .. Ir,llr':":, l,r"r,,1- 1:1ili,'li l'J'rll ::':1 ~ EnGEN Corporation GEOTECHNICAL BORING LOG Project Number. T1879-GS Project Margarita Village. LlC Boring Number. 89 Surface Elev.: 1067 Date: 3/30100 Logged By: CM Soil II Sample I Blow I Dry I In-Situ I Maximum I Optimum Description USCS Moisture Moisture Graphic to Depth Count Density Content Density Contenl '" i~~ f~ i I , I . I Sanstone, pale brown, moist, very SP 19,19,34 110.9 11.9 , .... .,' dense, fine grained ! . ....." ... .... Total depth 41.5 feet I No Groundwater 1-45 -50 55 f-60 . -65 -70 Notes: " , A.1 EnGEN Corporation ,-l'" Project Number. T1879-GS Boring Number. 810 Date: 3130/00 Soil Graphic ::1:: . . . . . . . ....... ....... ....... .... ... ....... 1"' . :1::' :1:: . IIH,. .1. ....... ....... ....... ....... .... ... I '.. ....... .... :.f . I H' , ':1 "r . H )1 . ...... . ...." ....... . ...... . ...." ......... ....... . ...... ....... . ...... . ...." Notes: Description ALLUVIUM Silty sand, grayish brown (10YRS/2) mOist, medium dense, slight porosity Silty sand, yellowish brown (10YRS/4), moist, medium dense Silty sand, yellowish brown (10YRS/4), moisL medium dense, slight porosity Silty sand, dark yellowish brown (10VR4/4), moist, loose . . Silty sand to sandy silt, grayish brown (2.SYS/2), moist, loose, slight porosity BEDROCK (PAUOlA f-UKMA IIUN) Sandstone, light yellowish brown, , moist, dense, coarse grained Sandstone, grayish brown, very moist, dense, medium to coarse grained Total depth 31.5 No Groundwater EnGEN Corporation GEOTECHNICAL BORING LOG Project Margarita Village, LLC Surface Elev.: 1063 Logged By, CM I II Sample uses I a:I Depth '" 15 30 35 SM SM SM SM SM SM SM-ML SP SP EnGEN Corporation Blow Count 10,10,12 6,12,14 12,13,15 5,7,8 4,5,5 3,5,6 12,17,23 12,20,23 Dry Density 111.4 112.4 117.0 111.2 108.5 100.6 115.7 105.8 /In-Sltu I Moisture Content 12.1 19.1 24.8 15.0 22.6 7.4 11.5 6.3 Maximum Density Optimum Moisture Content Arc EnGEN Corporation GEOTECHNICAL BORING LOG Project Num ber. T1879-GS Project Margarita Village. LLC Boring Number. B11 Surface Elev.: 1064 , I Date: 3130100 Logged By: CM I , I ~I Sample I I /In-Sltu I I , Soil Blow Dr; Maximum Optimum Graphic Description ~ Depth USCS Count Density Moisture Density Moisture I '" Content Content ! . ...... '-0 I . ....,' ALLUViUM SP I ......... .... .. ....... I .... ..' . ...... . ....,' ......... .... .. :::::::1 :..::::.::1 ::::::.1 .,', .," 5 , :: :: " Sand. very paie brown (10YR713), SP 10,12,15 110.8 3.4 I ;:T ~ /;J moist, medium dense, medium grained f" ."...... .... .. . ...... . .... 0' ......... .... .. .... ..' !ll 11:1 Silty sand, brown (10YR513), moist, SM 8,8,8 111.2 15.0 medium dense Total depth 11.5 No Groundwater '-15 -20 1-25 t 30 f-35 Notes: , ~o.. EnGEN Corporation -<' EnGEN Corporation GEOTECHNICAL BORING LOG Project Number. T1879-GS Project: Margarita Village, LLC Boring Number. 612 Surface Elev.: Date: 3130/00 Logged By, CM Soil I I ~I Sample I I Blow I Dry In-Situ I Maximum Optimum Graphic Description ~ Depth uses Count Density Moisture Density Moisture '" Content Content I Lo , :.:;::.:;i ALLUVIUM SP i . . .. .. ~ . ...... . .....' ......... .... .. ....... . ...... ......... .... .. .... .0' 5 . ...... Sand, Iitl yellowish brown SP 7,12,12 119,4 5.1 . ....,' ......... (10YR6 4), moist medium dense, .... .. . ...... medium grained f" . ...." ......... .... .. . ...... . .... 0' ......... .... .. .... .. n I Silty sand, brown (10YRS/3), moist, SM 12,12,12 110.9 6.6 medium dense Total depth 11.5 No Groundwater -15 20 >-25 I >-30 I, >-35 Noles: , , ~O EnGEN Corporation EXPLORATORY BACKHOE LOG SUMMARIES (TP-1 through TP-4) 1: Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS Appendix Page 5 EnGEN Corporation ~ \ EnGEN Corporation BACKHOE LOG SUMMARY , Project Margarita Village. LLC I Pro ject Number. T1879-GS Te st Pit TP1 Surface Elev.: 1077 Dat e: 4/7/00 Logged By: CM Soil Description ~~Ie I Maxi~i~m Optimum Relative USCS I Dry In~Silu I Gra phic De th Densi Moisture Comcaction Oensitv Moisture .... COLLUVIUM 0 SM .. ... : I Silty sand, brown (10YRS131 to yellowish brown (10YRS/4) , moist, 115.9 9.4 medium dense I 112.0 8.1 l 5 II 106.7 4.7 ... ... ... .. .. e-l0 .. .. BEDROCK ( PAUBA FORMATION) ,.. SHty sandstone, yellOWl.sh brown, moist, ..' medium dense Total depth 12 feet No Groundwater -IS 20 e- 25 -30 -35 Not es: , '5~ EnGEN Corporation EnGEN Corporation BACKHOE LOG SUMMARY Pro ject Number. T1879-GS Project Marganta Village. LLC Te 5t Pit: TP2 Surface Elev.: 1075 Da te: 4f7100 Logged By: CM Soil Description Sample I Maxi~i~m I Optimum I Relative USCS Dry In-Situ Gra hie Depth Dens! Moisture Como-action Oensitv Moisture COLLUVIUM 0 SM ,., .. ..... Silty sand, brown (10YR4/3) to dark .. brown (10YR313) , moist, medium dense 103.1 11.6 '.. ... .... ... .. '.. .. 114. 6 15.3 .., .., ... ... ... ... ... .. .. 1-5 Sandy silt, brown (lOYRs/3) very moist, ML 92 .8 24.3 firm with caliche E DROCK ( PAUBA FORMATION) SM '. ... Silty sandstone, brownish yellow, moist, medium dense Total depth 7 feet No Groundwater -10 15 1-20 '-25 30 t- 35 Not es: , :)? EnGEN Corporation 1 i-" Project Number. T1879-GS Test Pit TP3 Date: 417/00 Soil Gra hie I J II Notes: Description COLLUVIUM : : Silty sand yellowish brown : : moist, medium dense (10YRS/4) Sandy silt, yellowish brown (lOYRS/4) moist, medium dense BEDROCK (PAUBA FORMATION) Silty sandstone to sandy siltstone, .. brownish yellow, moist, medium dense mottled Total depth 9 feet No Groundwater EnGEN Corporation BACKHOE LOG SUMMARY Project: Margarita Village, LLC Surface Elev.: 1078 Logged By: CM Sample I Maxi~i~m Optimum I Relative uses Dry In-Situ OeCth Densi Moisture Com;'-aclion Densitv Moisture 0 SM 107.3 11.6 ML 107.6 14.9 , , S SM-ML I 106.1 18.1 I 1-10 -lS 20 I- 25 f- 30 f-3S 5\ EnGEN Corporation EnGEN Corporation BACKHOE LOG SUMMARY Pro ject Number: T1879-GS Project Margarita Village, LLC Te st Pit TP4 Surface Elev., 1074 Da te: 4/7/00 Logged By: CM Soil Description Sample I Maxi~i~m ,Optimum I R~~a~tive I USCS Dry I In-Situ Gra hie Depth Dens! Moisture Com action Oensitv Moisture COLLUVIUM 0 ML Sandy silt, brown (10YRS/3) moist, firm 98.1 19.0 BEDROCK (PAUBA FORMATION) , 103.2 19.3 i to sandy siltstone, f-5 I Iii Silty saandstone 8M brownish yellow, moist firm 108.0 17.3 Total depth 7 feet No Groundwater 1-10 15 1-20 I- 25 -30 35 Notes: '5~ , EnGEN Corporation. ~ ,if'.;: ," Margarita Village, LLC c/o Schultz & Associates Project Number: T1879-GS Appendix Page 6 LABORATORY TEST RESULTS EnGEN Corporation .". 6 0 1 I I I ! I I , i I I r I I I I-I!N-l i I , I' ~- I I ! 1 I ! I 'f~~ I I I I I I ., ~T" 1"'- I i I I I I WATER ADDED 1""--- 2 I . -''''0' . I I I ; I I I I ! ' I , ; ! I I i , ! 3 , I , I ; I , . I i I I , I : i : I , I i I I I I I , I I I II I , I i I i i I , I I I , i I I I I I I I I ! , I I i I I I I i I I I I ! I I I , , ! I I I I i i I I I I I CONSOLIDATION TEST REPORT 4 c: 'e Ci5 c: 5 CI,) f:! CI,) 0.. 7 6 9 10 .1 .2 PI Sp. Gr. 2.6 ~ 1 Applied Pressure - ksf Overburden Pc (ksf) (ksf) O.4S 2 5 Natural Sat. Moist. 103.1 % IS.0 % Dry Dens. (pet) 111.6 LL Cc Cr Swell Press. (ksf) Swell % eo 0.03 Project No. TlS79-GS Project: MATERIAL DESCRIPTION SILTY SAND, BROWN Client: MARGARITA VILLAGE, LLC. USCS SM 0.455 AASHTO Remarks: COLLECTED BY C-M. COLLECTED ON (3130/00) Source: CON SOLS ~:.__ .....~"""'-' __~ ~,~_1..' ~L=~J.;.]:l;~ .;,.~_ Sample No.: B2 75 Environmental and Geotechnical Engineering Network Corporation Plate ?"\ c .~ en c: 5 Q) ~ Q) a. 6 7 8 9 10 .1 o 1 2 I i I I I I I I 3 4 Natural Sat Moist 843 % 22.6 % Dry Dens. (pet) 95.7 Project No. T1879-GS Project: Source: CONSOLS i I I !~'il~ ,.......... I ,........ l!wlT~RADDED ,""-,j/',' ,J , I I ! I......... i ! I I I ! i ! I CONSOLIDATION TEST REPORT ! I I I I I , , I I I ! I , , I , I I I I I I f II I I ! I I ! II i : ! , I I I i I I I II i I' i I I I I ! i I I I I I I I I I I I i I I I I I I I I i i I ! , i I i ! I .2 .5 1 Applied Pressure - ksf LL Sp. Gr. 2.6 MATERIAL DESCRIPTION om Overburden (kst) Pc (kst) 1.05 PI Cc SILTY FINE-SAND, BROWN Client: MARGARITA VILLAGE, LLC. _..,4.:....__.~~_ ~.~ -J~lJ~~~~.~'~ ~~f-~- Sample No.: B2 10 Environmental and Geotedmical Engineering Network Corporation " I"' I I I I II i I I I ! , I I I 2 5 Cr Swell Press. Swell eo (kst) % 0.697 USCS AASHTO SM Remarks: COLLECTED BY C.M. COLLECTED ON (3130/00) Plate ?% 4 0 ,L I I I I I , I I i I ! i I i i , I I ! I I 1 I -~III II I I i~ I I :- '..... I I , I I I N-...+..... , rt-+ I i I I I i I I f I WATER ADDED I , I ! ! I , I I I , , I I I , i I i I I I I I I , I I I I I i , i I i i I I I , I I I , I I I , I I I I i I I I I I I , , I I I I I I I I i I I I I I , I I I I I I I I , i I I , I CONSOLIDATION TEST REPORT 2 3 c: .~ en 1: 5 Q) ~ Q) a. 6 7 8 9 10 .1 .2 PI Sp. Gr. 2.6 .5 1 Applied Pressure - ksf Overburden Pc (ksf) (ksf) 1.63 2 5 Natural Sat Moist 102.3 % 19.9 % Dry Dens. LL (pcf) 107.8 Cc Cr Swell Press. (ksf) Swell % eo 0.03 Project No. T1879-GS Project: MATERIAL DESCRIPTION SILTY SAND, BROWN Client: MARGARITA VILLAGE,LLC. USCS SM 0.506 AASHTO Remarks: COLLECfED BY CM. COLLECfED ON (3130/00) Source: CONSOLS ",:;~ .-~. ~ ~f;-,:-~f~-r>-!' ~-;--~ _--:-~I_':-l':''''''l~ _ Sample No.: B2 15 Envirrmmenfal and (ieoteclmicol Engineering Network Corporation Plate 66.. 6 0 I I I I I I ' I I I I ! I r I ! / I I I I I I I '-'-I ! ! I I I~:- I I ! , , 1 I I I I II, ,~;~II I i I I I I I i I Ir WATER ADDED ,~ ! i I 2 I I I i I I I I I I ,- I I , I I ! I I I I I ! I : I , I ! I I i I I ; I I I I I I I i , , I 3 I i I I I I I ! I , I , i I I I i I I I I I , i i I I I I ! , , I , , , I I I , i ; i , I ! I I i i I I ; , I I I I i ; j I I i I , I I I , I I I , I I I I I I I I I I , , I I I I I I I I I I I I I I I I I I I I I I I I I i i I I i I , I I I I ! I I ! I I ; I I I , ! I I I I I I I , I , i I i I I I I I , i , I I I I I I I I i I ! I , , I I I I I I I I I I I I I I I I I I I I I I I ! i I I CONSOLIDATION TEST REPORT 4 c: 'n; ~ Ui C 5 <l> ~ <l> 0.. 7 8 9 10.1 2 .5 1 Applied Pressure - ksf 2 5 Natural Sat Moist. 113.9% 17.1 % Dry Dens. LL (pef) 116.7 PI Sp. Gr. 2.6 Overburden (ksf) Pe (ksf) 0.74 Ce Cr Swell Press. (ksf) Swell % eo 0.Q3 0.390 MATERIAL DESCRIPTION SILTY SAND, BROWN USCS SM AASHTO Project No. TI 879-GS Project: Client: MARGARlTA VILLAGE, LLC Remarks: COLLECTED BY CM. COLLECTED ON (3130/00) Source: CONSOLS ~~ ~ ,',,"i i-.:;-. -~ l~~(~~--- : J I ,- I : \ _,I l' _ -"':~~ ~~~ ~- Sample No.: B4 10 Environmental and Geotechnical Engineering Network Corporation c,o Plate 4 0 J- I I IJ II I II [ I I ! I fit-f-lJ I 1 I I I I --!.....I I I i I I I I " il.. I I i: WATER ADDED ;-.... :---.. 2 I I I I j I' -' ; I , I '-J I ! : I I I I , I ! i I I , ; I I i 3 , i I i I I I I ; i : , I I i I i I I I ; I I I I I , I I I I I I I I I I I , I I I I , I I I I I I I I , i I I , , I I I , , I ! ! I I I CONSOLIDATION TEST REPORT c: Of!! Cii 'E 5 Cll ~ Cll a. 6 7 8 9 10 .1 .2 ~ 1 Applied Pressure - ksf 2 5 Natural Sat. Moist. 94.0 % 15.6 % Dry Dens. LL (pet) 1135 Sp. Gr. 2.6 MATERIAL DESCRIPTION 0.03 0,430 PI Overburden (ksf) Pc (ksf) 051 Cc Cr Swell Press. (ksf) Swell % eo Project No. Tl879-GS Project SlL TY SAND, BROWN Client: MARGARITA VILLAGE, LLC. USCS SM AASHTO Remarks: COLLECTED BY C.M, COLLECTED ON (3130/00) Source: CONSOLS .../L.:.:. _ "':.:~,_:.~ _ ~ _ _..~~~' j~k~i~~~!~~t '~ _ Sample No.: B4 15 Environmental and Geotechnical Engineering NetwOf'R Cotporation ~\ Plate o 2 3 4 I c: I '0; ~ - en 'E s Q) ~ Q) a. 6 . ,7 8 9 10.1 Natural Sat Moist 91.0 % 16.1 % I I , I I i ; i , ! I I I I .2 Dry Dens. LL (pet) IILl Project No. T1879-GS ' Project: Source: CONSOLS I I CONSOLIDATION TEST REPORT I I II I I , I' ! , I ' I ! 'I. I 'I ; i I i i I i Iii I II I I I II / ! I i I , I I I I I I I I i i I I i I I I .s PI I IJJ I III I I I I I I I I 1-,"""'-' I I I I i i i , i i I I i , ;, i i ; i I , I I , I I I I I I i I I I I~:I I WATER ADDED 1/'/'},....... I , ! i I I I I i I I i I I ! I I I I I I I I Ii' i I ! ! I Ii! ! I I I I I II I I I I I Sp. Gr. 2.6 I I I I I I' I I I I I I I , I I I 1 2 Applied Pressure - ksf Overburden Pc Cc (ksf) (ksf) 1.67 0.03 I I I I I I I I I I i , I , I I , i I I I I I , I I s 10 Cr Swell Press. Swell eo (ksf) % 0.460 USCS AASHTO SM Remarks: COLLECTED BY CM. COLLECTED ON (3130100) cpv Plate MATERIAL DESCRIPTION SILTY SAND, BROWN Client: MARGARITA VILLAGE, LLC. .",~. . ."",. ~r~:''''';'-:'f~~-l--- -: -.': ~ 'I f -! '. ' I :. -~:~'J7l.!"~1",~ __ Sample No.: B4 20 Environmental and (ieotechnical Engineering Network Corporation 2 1 i I I 1 I I I I, i i ! t... I ; i i I I I I I Ii WATER ADDED ..........~ I i I I I I I I I I I I I , I I I I I I I , , I I i I I I I i I i i I , I I I I I ! I I , I I I I I , I i , , I i I I I ! I I I i ! , , I I , , i , I I I I I I I I I I I I I I CONSOLIDATION TEST REPORT o 1 3 c: .~ en "E 4 Ql !:! Ql c.. 5 6 7 8 9 .1 .2 PI Sp. Gr. 2.6 .5 1 Applied Pressure - ksf Overburden Pc (kst) (kst) 0.90 2 5 Natural Sat Moist 303 % 6.1 % Dry Dens. (pct) 106.7 LL Cc Cr Swell Press. (kst) Swell % eo 0.04 0.521 Project No. T1879-GS Project: MATERIAL DESCRIPTION SAND, TAN Client: MARGARlT A VILLAGE, LLC USCS SP AASHTO Remarks: COLLECTED BY CM. COLLECTED ON (3/30/00) Source: CONSOLS . 2~~ "'; _J:Li:,I:~C~.=~ ~ ~ Sample No.: B7 7.5 Environmental and Geotechnical Engineering Network Corporation ~?J Plate 6 0 I I I I I I I I i I I r I I I ' I I i I ! I I I j--:-J ! I , I I I i , ! , I I I , , ' I , I : , , , 1 I , ! I - --r+-,l I I I I ! I I ! , i I i ! I I i ! I I I I . I r I I I I ! I i Ii WATER ADDED I r--.... ~ 2 I ! I I I I , I I I I i"'=' , I I i ! ! I ! I I I I i ! ! , , I : I I ! , I : , , I i i ! , , I , , I I I i , i 3 I I , , I I , i , I I i i , I I : I i , , I I ! I I i ! I I ! i , I I : I i I I I I I I I I , i I I I : I , I ! ! I I i I I , i I I I ! i I I I I i , I I I I I I, I I I I : i I I I I I j I I I i ! I I I I , I I I I I I I i I I I I i , I I I I , I I I I I i , I I I : I I I I I I I I ! I I , I i , I I I , I i I I I , , I I i I I , I I I I I I I f I I I , , i I I I I I I I i , I i I , I i I I I I I I I I i ! , I I i I , I I I I CONSOLIDATION TEST REPORT 4 <:: .~ ii5 C 5 Ql o ~ Ql a. 7 8 9 10 .1 .2 PI Sp. Gr. 2.6 . 1 Applied Pressure - ksf Overburden Pc (kst) (kst) L08 2 5 Natural Sat Moist 84.9 % 14.6 % Dry Dens. LL (pet) 112.3 Ce Cr Swell Press. (kst) Swell % eo 0.Q3 0.445 Project No. T1879-GS Project: MATERIAL DESCRIPTION SILTY SAND, BROWN Client: MARGARITA VILLAGE, LLC. USCS SM AASHTO Remarks: COLLECfED BY C.M. COLLECfED ON (3130100) Source: CONSOLS ~"" 1~~'~ -1 ~~T:~! ---~ _:'~~~~13:: ~<I~I;~__ Sample No.: B7 15 Environmental and (ieotechnical Engineering Network Corporatilm Plate fA 5 1 I I I I , 0 I I 'Ii{! I , i I I I 'r-- I I ! 1 I I~JI I , I , I i I 'r'~ t..../ I i I I , I I i I I IN-..l , I I II I I : I I I II "" !,.... ..... , I I I ' .... ~~, ~ I I I I I WATER ADDED , , I : I I I I , I , , , , , I I I , I , I , I , , : I I , I I I I ,I CONSOLIDATION TEST REPORT 2 3 c: .~ U5 C 4 Ql ~ Ql a. 6 7 8 9 ,1 .2 .5 1 Applied Pressure - ksf Overburden Pc (ksf) (ksf) 331 2 5 10 Natural Sat Moist 97,7 % 22,0 % Dry Dens. LL (pcf) 102-4 PI Sp. Gr. 2.6 Cc Cr Swell Press. (ksf) Swell % eo 0-03 0.585 MATERIAL DESCRIPTION SANDY SILT, BROWN USCS ML AASHTO Project No. TI879-GS Project: Client: MARGARITA VILLAGE, LLC, Remarks: COLLECTED BY C.M. COLLECTED ON (3130/00) Source: CONSOLS - -- ~~---:.;....~~ , , I'-'"'~Y-' ... . I j -: i -_"~,':;:q ,I -~-""'-~?!'11: ~~'l~ ___ Sample No.: B7 20 Environmental and Geotechnical Engineering Network Corporation ~<5 Plate CONSOLIDATION TEST REPORT ' 0 I , I r I I ! , , I I : 1 I I i I , I i I , , , [ 2 I I I ! i , 3 ! I 1 ! i I : I I I I , . I I , I c: i ! .~ I I , i ! en , I "E 5 , '" 0 ~ '" c.. e ! I , I 7 I I ! ! i i I i 8 I i I i I , I I 9 , i I I I ! j 10 .1 .2 Natural Sat Moist 76.5 % 14.0 % Dry Dens. LL (pet) 110.1 I I I I ' I 1-- . r I I I I I ! , : I , I ! I I I , I I , i I i I I ! I , ! I , ! I i i , I I I I I i I I I : I : I I i I I I jJJ I I I i I I I ! I I I I i I I I I I I , I I I I I I , : i I I , i I I i I i 1 , I i ! I I ! I , , , I i i I I , ! I , I I I I I I i I I I i I i I I I I ! I , I i ~ I I ! , I i I , I I 1 ' . I I I II ! , I I I ' I ! I I ! PI Sp. Gr. 2.6 .5 I I I 1 Applied Pressure - ksf Overburden Pc (ks~ (ks~ 22.65 MATERJAL DESCRIPTION SILTY SAND, TAN Client: MARGARITA VILLAGE, LLC. Project No. TI 879-GS Project: Source: CONSOLS ~..;:2..____~~~,-,_ _ ....-\-~. L3~L~i~,~~,i " Sample No.: B7 25 Ellvironmental and (ieotec1mical Engineering Network Corporation I , I It-+-l. I I' -) I I IJ-tI I I '. I I WATER ADDED i I I' i , I I , I ! ; I I I i I I ! I I i I I I , I I I I I I 1 I I II I I i 2 10 Cc eo 0.02 0,474 AASHTO USCS SM Remarks: COLLECTED BY C.M. COLLECTED ON (3/30/00) cP Plate 6 0 , I I I I ,!_ I I I I r I r I I I II I I~( I I I I 1 I I I ! I I i'", WATER ADDED I, I .' I /........, ! I 2 , I , I I I , I I , , ! I I I I ! I I ! I 3 I , I I , I , I I I I I Ii' , I , , I I I I , I I I i I I I I ; I i I I I I I I I I , I , I I , I I I I I I I I I I I I I I I I ! I I I I ! I I I I I I I I I I I I I I I I I I i I I CONSOLIDATION TEST REPORT 4 c: .~ Ci5 C 5 Cll l: Cll c.. 7 8 9 10 .1 .2 Natural Sat Moist 57.9 % 9.1 % Dry Dens. LL (pet) 1153 PI Sp, Gr. 2.6 ~ , Applied Pressure - ksf Overburden Pc (ksf) (ksf) 0.87 2 5 Cc Cr Swell Press. (ksf) Swell % eo 0.Q3 Project No. T1879-GS Project: MATERIAL DESCRIPTION SILTY SAND, BROWN Client MARGARITA VILLAGE, LLC. USCS SM 0.408 AASHTO Remarks: COLLECTED BY C.M. COLLECTED ON (3130/00) Source: CONSOLS _~ '7~ ':":1_ '"{.....:....~- '-j'--~-r'''''I< --""':-'~-:- i';' I .i' , -~~lI':~=--~"r<'!:'n _ Sample No.: B8 7.5 Environmental and G.eoteclmical Engineering Network CorporatWn ~, Plate 2 , I I i I , , I I I I , I i I I I , ! I I I , I - I I I ! , i I I ! I I I I I : I I I ,-, I I i I i , ! , , , I I I i I i i I I I I I , ! i I ! I "', I i I I WATER ADDED 1 I I ' I I ! I , , I , i , I I I I , i I I ~, j , ! ! i ! I i I i i ! ! i i , I i , i I I 1-' i i i I i , , I , I ! i ! i I ! , , I ! I I , I , i , I , I i , ! , I i ! I , i ! , , : I I I ! i I i I : i , i , I ! I I I I I I ! , , ) , I I I I I I I I i I i i I , I I I i i J i I I I I I I I I I I I i i I I I , ! I I ! , I I i I i I ..! I I ! I I I I I I I I j I I I I I I I I i , I I I I I I ! I I , I i i I , , I I I I I I ! i I , I I I I I I i i I , I i , I I I I ! i , ! I I I I I I , , I I I I , I CONSOLIDATION TEST REPORT o 1 3 4 <: .~ en c 5 Ql ~ Ql c.. 6 7 8 9 10 .1 -2 PI ~ 1 Applied Pressure - ksf Sp. Overburden Pc Gr. (kst) (kst) 2.6 0.93 2 5 Natural Sat Moist. 56.0 % 9.6 % Dry Dens. LL (pet) 112.2 Cc Cr Swell Press. (kst) Swell % eo 0.06 MATERIAL DESCRIPTION SILTY SAND, BROWN USCS SM 0,447 AASHTO Project No. T1879-GS Project: Client: MARGARITA VILLAGE, LLC. Remarks: COLLECTED BY C.M. COLLECTED ON (3130/00) Source: CONSOLS <: -: -Fr-"~-l---~""";s. , j' I' . -:--~~= ;":::=oil"'~ _ Sample No.: B8 10 Environmental and Geotechnical E!,gineering Network Corporation (pre Plate CONSOLIDATION TEST REPORT 2 0 r-- - ... 1 ............ . ...... '$.. r-... .... II WATER ADDED I ... ....... "0 .2 .5 1 Applied Pressure. ksf 2 5 10 Cr SweD Press. Swell eo (ksf) % 0368 uses AASHTO SM Remarks: SAMPLE B8@ 30 COllECTED BY C.M COllECTED ON (3130/00) ~o... Plate 3 4 c: f!! US 'E 5 CD 8 CD a. 6 7 8 9 10.1 Natural Sat Moist 92.7 % 13.1 % Dry Dens. LL (pcf) 118.6 PI Sp. Gr. 2.6 Overburden (ksf) Pc (ksf) \.02 Cc 0.Q3 Project No. T1879-GS Project: MATERIAL DESCRIPTION SILTY SAND, BROWN Client: MARGARITA VILlAGE, LLC. .J 't__ -. - -=-"'..... ~ .' ,~,..-~--- -.- Sample No.: 30 Environmental and G.eotedmical Engi1ieering jJetWOti CorjXii~'. Source: CONSOLS .: CONSOLIDATION TEST REPORT o - ..... ""'- WATER ADDED ........... .......... r-o 2 .5 1 Applied Pressure - ksf 2 5 1 2 3 4 c: f! CiS C 5 CD ~ CD a. 6 7 8 9 10.1 Natural Sat. Moist. 68,4% 12.1% Dry Dens. LL (pet) 111.2 PI Sp. Gr. 2.6 Overburden (ksf) Pc (ksf) 0.72 Cc Cr Swell Press. (ksf) Swell % eo Project No. T1879-GS Project: MATERIAL DESCRIPTION SILTY SAND, BROWN Client: MARGARITA VILLAGE, LLC. uses SM 0.459 AASHTO 0.04 -- - ---",.... . ,,-".--::-:::.. Sample No.: BIO 10 Envinmmental and (ieotec1mical Engineering Networlt Corporation Remarks: SAMPLE BIO@ 10 COLLEC1ED BY eM COLLEC1ED ON (3130/00) Source: CONSOLS Plate ",\0 ... CONSOLIDATION TEST REPORT 2 0 I r-- - 1 I -- """- I WATER ADDED """'- ro I 2 . 1 Applied Pressure - ksf 2 5 3 4 c: ~ Cii C 5 Q) e Q) ll. 6 7 8 9 10.1 Natural Sat. Moist 100.1 % 19.1 % Dry Dens. LL (pet) 108.5 PI Sp. Gr. 2.6 Overburden (ksf) Pc (kst) 0.91 Cc Cr Swell Press. (ksf) Swell % eo 0.03 0,496 Project No. T1879-GS Project: MATERIAL DESCRIPTION SILTY SAND, BROWN Client MARGARITA VILLAGE, LLC. uses SM AASHTO '. ~~' Sample No.: BID IS Environmental and Geotedmif:al Engineering Network corpoiimon Remarks: SAMPLE BIO@ IS COLLECTED BY CM COLLEC1ED ON (3130100) Source: CONSOLS '\\ Plate 6 0 ..... I 1 r---.. r-..... , '" .... r-....... I WATER ADDED I ....... 2 j"O i I i I CONSOLIDATION TEST REPORT 3 4 '" .~ 1i5 C 5 '" e '" Q. 7 8 9 10.1 .2 ~ 1 Applied Pressure - ksf 2 5 Natural sat. Moist 105.2 % 24.8 % Dry Dens. (pcf) 100.6 LL Sp. Gr. 2.6 MATERIAL DESCRIPTION 0.04 PI Overburden (ksf) Pc (ksf) 0.71 Cc Cr Swell Press. (ksf) Swell % eo Project No. T1879-GS Project: SILTY SAND, BROWN Client: MARGARITA VILLAGE, LLC. uses SM 0.614 AASHTO JO'~ ~::-. ! : u_ --=-...,....~.l'-..~...,-,.J'""-:;----- Sample No.: Bl 20 B11vinmmental and G.eoteclmictJl Engineering Network Corporation Remarks: SAMPLE BIO@ 20 COllECTED BY CM COllECTED ON (3130/00) Source: CONSOLS ,\1-- Plate ...: MOISTURE - DENSITY TEST REPORT - " c. .i '" c: '" "t> ~ C 1\ , 1\ 1\ \ \. 1\ 1/ I'.. / .... ..... \ iI" 1\ ~~ \. ~ " ./ , .. 1\ '\ 2 loa 106 104 102 ZAV for Sp.G.= .55 100 ga 13.5 15.0 16.5 18.0 Water content, % 19.5 21.0 22.5 Testspeciflcation: ASlMD 1557-91 Procedure A Modified Elev/ Depth Classification USCS AASHTO Nat. Moist. %> No.4 %< No.200 Sp.G. LL PI ML 16.1 TEST RESULTS Maximum dry density = 104.6 pef Optimum moisture = 19.0 % Project No. T1879-GS Client: Project: MATERIAL DESCRIPTION SANDY SILT, BROWN Remarks: SAMPLE TP2@ 5 COLLECTED BY C.M COLLECTED ON (4mOO) . Location: MARGARITA - OVERLAND Environmental and Geotedmical Engineering Network CotporaIjon ?~ ~. , . ' -~- --"''''lR-.".,:S.''tF<..~.~.__ Plate .- .~. -,. ..,.....~:... 1'? ".' 7;:';' :.;- . /:~~'->~ it" .~ :if:' .-,!! -- ." .......... l~". '-' MOISTURE - DENSITY TEST REPORT - " Co ;io u; c ., "'0 ~ o \ , 1\ , \ , 1\ /, ..... / " \ '\ / I\. \ ) 1\ / 'I .\ J '~ \ , \ / \ \ \ '\ \ \ , S I \2 128 126 124 122 120 118 5.5 I ZAVfO~1 p.G.- .6 7.0 8.5 10.0 Water content, % 11.5 13.0 14.5 Test specification: AS1MD 1557-91 Procedure AModilied Elevl Depth Classification USCS AASHTO Nat. Moist. %> No.4 %< No.200 Sp.G. LL PI SM 6.2 TEST RESULTS Maximum dry density = 125.1 pef Optimum moisture = 10.5 % Project No. Tl879-GS Client: MARGARITA VILLAGE, LLC. Project: MATERIAL DESCRIPTION SILTY SAND, BROWN Remarks: SAMPLE TP1@ 3 COLLECTED BY C.M COLLECTED ON (4nlOO) . Location: MARGARITA - OVERLAND Environmenftll and Geotedmical Engilieermg Network Corpcration .'; ~ ~----=-~-...-....~ -~~~ ~.....;-:-.- ~ . Plate 1At ~- MOISTURE - DENSITY TEST REPORT 137 I I I Ii\. I 1 I I I I I I I I I I 1\. I I I I I I I I I I I I i I I I I I I I I I I I ! ~ I I I I I I I I I' I I I I I I I I I I I I 1'\ I I I I I I I I I i I I ! I I I '\ 1 i I I I I I , i ! , !'\ I , I I i ; I I ! I I I I I , I I I I I i I I I I L'\! I I i i , , I I I I I i I 71 N I I I ! I 1 , I i I 1 1 i ~; I 1'\ ! I i I i I 1 I I I I I, I , / I I I " YI I ~ I ! I I I /1 I I I I I~ I I I I I I I I t\.'{ I I I 1 1\ " I I I I \ "" I I I I I I I I I I '\ "- I I I I I I I I I I i I I I" I I I I I I I i'..t , I I I I I i I 1"- I I I I I ! I I I I I ! I I I I I I I S I I I I I I I ; I I ! , I , i ! I I ! I , I , ! 2. I I ; , I , I I I 1 1 , I , I 1 I I I I I I I I i , I I I , I ZAV for p.G. = 58 133 129 - <> c. ~ 'in c: ., -0 ?:' c 125 121 117 4.5 6.0 7.5 9.0 Water content, % 10.5 12.0 13.5 Test specification: ASTM D 1557-91 Procedure A Modified Elev/ Depth Classification uses AASHTO Nat. Moist. Sp.G. II PI %> No.4 %< No.200 SM 5.3 TEST RESULTS Maximum dry density = 130.1 pcf Optimum moisture = 8.6 % Project No.T1879-GS Client: MARGARITA VILLAGE, LLC. Project: MA TERrAL DESCRIPTION SILTY SAND, BROWN . location: MARGARITA - OVERLAND Environmental and GeoteChnical Engi11.egring Network Corporation Remarks: SAMPLE B4@ 0-5 COLLECTED BY CM. COLLECTED ON (3130/00) y-. ~~ . ~, -..". "r~~~I"'~ __~~~.;~'l~:l Plate "\~ MOISTURE - DENSITY TEST REPORT - u c. ~ 'OJ c '" 1::J ~ C ! , I , \. I I I ! I I I I ! I I 1 I , i 1 ; I I I 1\ , ! I I i I I I I ! ! ! I , I , , I I 1 I I , I I \! I I I I I I ! , I i , i I I I , ; i I ~I I I ; , I I I ; i I , 1 ! I ! 1 i I 1\ I I I I I I I ! I I ! I ; ! 1\1 I , j I I ! 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I ; I I I i I , 137 133 129 125 121 117 3 ZAV for p.G. = 56 5 7 9 Water content, % 11 13 15 Test specification: ASTM D 1557-91 Procedure A Modified Elev/ Depth Classification USCS AASHTO Nat. Moist. %> No.4 %< No.200 Sp.G. LL PI SM 2.5 TEST RESULTS Maximum dry density = 129.2 pcf Optimum moisture = 8.2 % Project No. T1879-GS Client: MARGARITA VILLAGE, LLC. Project: MATERIAL DESCRIPTION SILTY FINE-SAND, BROWN Remarks: SAMPLE B6@ 0-5 COLLECTED BY C-M. COLLECTED ON (3130/00) , . Location: MARGARITA - OVERLAND Environmental and f1eoteclmical Engi1l}!ring Network Corporation _o:'.:-~ ......~~~ I__~~ . ';-,: I'~I'_~'I"__ n n. o \ _ "':. _0 ," . . --:~,~~/'".Et!'i_ Plate 1(P MOISTURE - DENSITY TEST REPORT 134 I I I 1\ I i I I I i I I , . I : I I 1 ! I I I , ; I I I : , ; , I i I I I I 1 \ i , ! , I , i I I I I I , I I , ! , I I ; I I I I I I i \ ; I i I I I I I I I I I I ! ! ! I I I i ! I I I I I , I i I I I I I , 1\1 I I I I 1 ! I I I I I I i , i \. 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Location: MARGARITA - OVERLAND E1lvironmental and Geotechnical ETlgi~e.!riTlg Network Corporation Remarks: SAMPLE B9@ 0-5 COLLEcrED BY C.M. COLLEcrED ON (3/30/00) J-:;~ "".~:'_ ~'- .__~~...'~~.-:.. T.~f':'I' '.T' I . , . .L.. I. . -':..:~"'""W::r-!!I-=U-j>;~o--::"" "'\'\ Plate use Laboratory Expansion Test Results Job Number: T1879-GS Job Name: MARGARITA VILlAGE, LLC. Location: Sample Source: B4@ 0-5 Sampled by: C.M. (3130/00) Lab Technician: J.T.O. Sample Descr: SILTY SAND, BROWN 4/13/00 Wet Compacted WI.: Ring WI.: Net Wet WI.: Wet Density: Wet Soil: Dry Soil: Initial Moisture (%): Initial Dry Density: % Saturation: Final WI. & Ring Wt.: Net Final Wl: Dry WI.: Loss: Net Dry WI.: Final Density: Saturated Moisture: 605.1 192.4 412.7 124.6 237.8 221.1 7.6% 115.9 44.9% 627.7 435.3 383.7 51.6 381.5 115.2 13.5% . Dial Chanae Time Reading 1: 0.100 N1A 12:00 Reading 2: 0.099 -0.001 12:15 Reading 3: 0.098 -0.002 12:30 Readina 4: 0.09S -0.005 12-Apr Expansion Index: o Adjusted Index: (ASTM 0 4829 10.1.2) -1.9 EnGEN Corporation 41607 Enterprise Circle North Temecula, CA 92590 (909) 676-3095 Fax: (909) 676-3294 . , ~ .',. ..... ~. .,", . . "'\'t ~ " use Laboratory Expansion Test Results Job Number: T1879-GS Job Name: MARGARITA VILLAGE, LLC. Location: Sample Source: B6@ 0-5 Sampled by: C.M. (3130/00) Lab Technician: J.T.O. Sample Oeser: SILTYFINE-SAND, BROWN 4/13/00 Wet ComJl~cted WI.: Ring WI.:::- Net Wet vvr.: Wet Density: Wet Soil: Dry Soil: Initial Moisture (%): Initial Dry Density: % Saturation: Final WI. & Ring WI.: Net Final WI.: Dry WI.: Loss: Net Dry Wt.: Final Density: Saturated Moisture: 614.2 191.8 422.4 127.6 266.0 248.2 7.2% 119.0 46.6% 636.1 444.3 394.1 50.2 392.1 118.4 12.8% 0'1 Ch T" Ja anae Ime Reading 1: 0.100 N1A 1:00 Reading 2: 0.097 -0.003 1:15 Reading 3: 0.095 -0.005 1:30 Reading 4: 0.095 -0.005 12-Apr Expansion Index: o Adjusted Index: (ASTM 0 4829 10.1.2) -1.3 EnGEN Corporation 41607 Enterprise Circle North Temecula, CA 92590 (909) 676-3095 Fax: (909) 676-3294 ~ ~G... ,-,.-... use Laboratory Expansion Test Results Job Number: T1879-GS Job Name: MARGARITA VILLAGE, LLC. Location: Sample Source: B9@ 0-05 Sampled by: C.M. (3130/00) Lab Technician: R.W. Sample Descr: SILTYFINE-SAND, BROWN 4/13/00 Wet Compacted WI.: 610.8 Ring WI.: 196.3 Net Wet Wl: 414.5 Wet Density: 125.2 Wet Soil: 211.7 Dry Soil: 197.9 Initial Moisture ("A.): 7.0% Initial Dry Density: 117.0 % Saturation: 42.8% Final VIII. & Ring WI.: 633.5 Net Final Wi.: 437.2 DryWt.: 387.5 Loss: 49.7 Net Dry WI.: 385.6 Final Density: 116.4 Saturated Moisture: 12.9% Dial Change Time Reading 1: 0.100 N1A 9:45 Reading 2: 0.100 0.000 10:00 Reading 3: 0.099 -0.001 10:15 Readina 4: 0.101 0.001 13-Apr Expansion Index: 1 Adjusted Index: -1.7 (ASTM 0 4829 10.1.2) EnGEN Corporation 41607 Enterprise Circle North Temecula, CA 92590 (909) 676-3095 Fax: (909) 676-3294 ~o .... ~ 3000 , "" . .... . -'.. "_"M .H~H'_.._.. . .... .... .... . .... .... .... ..-...- '-..-..--.-.-- ...-.........-,..- ......_.,.....-....- . -. -, -., .... .... . -.. .... .~_..._H."__'_............._.__..____._ '.. -.. .... .... .... .... .... '.. ....,.-,.-.._.,.._ n..,....'_..,.....,.... ............_...~..._ .... .... 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Displ., in SAMPLE TYPE: DESCRIPTION: SILTY SAND, BROWN Normol Stress, psf SAMPLE NO. : WATER CONTENT, 7- ~ DRY DENSITY, pet ~ SATURATION, 7- !i VOID RATIO H DIAMETER, in HEIGHT, in WATER CONTENT, 7- ~ DRY DENSITY, pet (fl ~ SATURATION, 7- ~ VOID RATIO <{ DIAMETER, in HEIGHT, in NORMAL STRESS, psf FAILURE STRESS, psf DISPLACEMENT, in ULTIMATE STRESS, pst DISPLACEMENT, in Strain rote, in/min 2 3 9.5 9.5 9.5 116.9 116.9 116.9 65.1 65.1 65.1 0.378 0.378 0.378 2.42 2.42 2.42 1.00 1.00 1.00 0.0 0.0 0.0 116.9 116.9 116.9 0.0 0.0 0.0 0.378 0.378 0.378 2.42 2.42 2.42 .' 1.00 1.00 1.00 1000 2000 3000 978 1780 2651 0.13 0.16 0.17 2.??oo 2. ??oo 2.0000 CLIENT, MARGARITA VILLAGE, LLC. PROJ. NO.: T1879-GS DATE: 4/12/00 DIRECT SHEAR TEST REPORT En~E~ Corporation SPECIFIC GRAVITY= 2.58 REMARKS: SAMPLE 84@ 0-5 COLLECTED BY C.M. (3/30/00) Fig. No.: PROJECT: SAMPLE LOCATION: 'b\ 3000 RESULTS o --!-""'i'--!"-dj_" '-!-'- .--..-.-.-. - III a. 2000 en en w e:: t- en w e:: 1000 ::> -' ~ .....__H_ __, ............. _00- ...... ".'.0_.,.....,.....,-. _.__.._..._...~... "+-r-~-f'- .._~.-...-.._...- __.____.Hm.... ....,..---.......-. ..................... -~.i-.~+.. ..,..,-.-..,.-.-- _..~...~...~...L. V..-t.-t--t-. ....,--,.,.1'.. ...~..-:..-..._.._ -'~-"i-'i-..t... '_....n.__... :q. .:::::::: 1J$:::r:f=f.f. ::=::::=::::::: :::;::::::::::::: . . .... . '-"---"-....... ....;........-.--- _"'M"_"'"",_,_ ................__.... ."'H.'_",_,,__ ..o.'-.. .......>- ......._.._..-'_ ..__.__._-_.__.~._.,.._,.._...__._-- :,,::::::: . .:,:,:;';: ':~-c-:::~: ,.-.---.-.---,.."-,,.-.- -+-C-t.. r..,t.y:. __"_._m_... ..,...-.---.-... 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'" .- . - . ........ ....I....'....!-..~-- .-..........,..-,... .-..._~_...-..,_.. _..~.......~......... ..___~._....._. ....!....t-'..~...'!"'. ._...._........_... ..............-.............................. 2000 3000 4000 5000 6000 Normal Stress, pst SAMPLE NO. : WATER CONTENT, 7- ~ DRY DENSITY, pet t:! SATURATION, 7- !z! VOIO RATIO H DIAMETER, in HEIGHT in WATER CONTENT, 7- t- DRY DENSITY, pef en w SATURATION, 7- >- t- VOID RATIO <{ DIAMETER, in HEIGHT, in NORMAL STRESS, pst FAILURE STRESS, pst DISPLACEMENT, in ULTIMATE STRESS, pst DISPLACEMENT, in Strain rate, in/min 2 3 9.4 9.4 9.4 116.2 116.2 116.2 63.8 63.8 63.8 0.376 0.376 0.376 2.42 2.42 2.42 1.00 1.00 1.00 0.0 0.0 0.0 116.2 116.2 116.2 0.0 0.0 0.0 0.376 0.376 0.376 2.42 2.42 2.42 1.00 1.00 1.00 1000 2000 3000 949 1751 2484 0.11 0.33 0.15 2.0000 2.??oo 2.0000 CLIENT: MARGARITA VILLAGE, LLC. PROJ. 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(3/30/00) 4000 6000 8000 10000 12000 Normol Stress, psf SAMPLE NO.: WATER CONTENT, 7- ~ DRY DENSITY. pef ~ SATURATION, 7- !z! VOID RATIO H DIAMETER. in HEIGHT, in WATER CONTENT, 7- 1- DRY DENSITY, pef UJ ~ SATURATION, 7- 1- VOID RATIO <( OIAMETER, in HEIGHT. in NORMAL STRESS, psf FAILURE STRESS, psf DISPLACEMENT, in ULTIMATE STRESS, psf DISPLACEMENT, in Strain rote. in/min CLIENT: MARGARITA VILLAGE PROJECT: SAMPLE LOCATION: 2 3 9.0 9.0 9.0 116.8 116.8 116.8 61.1 61.1 61.1 0.378 0_378 0.378 2,42 2,42 2,42 1.00 1.00 1.00 0.0 0.0 0.0 116.8 116.8 116.8 0.0 0.0 0.0 0.378 0.378 0.378 2.42 2.42 2,42' 1.00 1.00 1.00 1000 2000 3000 919 1907 3062 0.11 0.31 0.10 2.0000 2.0000 2.0000 PROJ. NO.: T1879-GS DATE: 4/13/00 DIRECT SHEAR TEST REPORT EnGEN Corporation ".. Fig. No.: ~~ , ~-."I', Particle Size Distribution Report 90 I I I r II I ! I Ilflr~lllll! I I I IIi: II I I II I I I I I. 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C! .5.si.s ~ ;::::: :! ~ g S it o ; Clgo 9 g~8 ~;;,;; .. ;;~ 100 80 70 ffi 60 Z u. ~ 50 W () c:: W 40 ll. 30 20 10 o 500 100 10 1 GRAIN SIZE - mm % SAND 58.5 0.1 0.01 0.001 % COBBLES 0.0 % GRAVEL 0.0 % SILT % CLAY 4L5 SIEVE SIZE #4 #8 #16 #30 #50 #100 #200 PERCENT FINER 100.0 98.1 94.7 90.1 82.6 66.4 41.5 SPEC: PASS? PERCENT (X=NO) Soil Descriotion SILTY FINE-SAND, BROWN AtterberQ Limits PL= LL= PI= D85= 0.355 030= cu= Coefficients 060= 0.123 050= 0.0937 015= 010= cc= Classification AASHTO= USCS= SM Remarks COLLECTED BY C.M. COLLECTED ON (3/30/00) . (no specification provided) Sample No.: BI@ IO Location: Source of Sample: SIEVES Date: 4/6/00 Elev.lDepth: ENVIRONMENTAL AND GEOTECHNICAL Client: MARGARITA VILLAGE, LLC. Project: ENGINEERING NElWORK CORPORATION Pro ect No: T1879-GS ro'\ Plate Particle Size Distribution Report .. .. .. .. .. " " ~ ... . s . 0 0 ~ it i ! $ ~ 0 ~ N ; ; l: ; 100 I I I 111,111 , : I '1111 r! I -i'--.. ! 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' I d ,: ,I 0 I. : ' t 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm % COBBLES % GRAVEL % SAND % SILT % CLAY 79.6 20.4 SIEVE SIZE #4 #8 #16 #30 #50 #100 ' #200 PERCENT FINER 99.9 99.1 95.9 ' 862 64.1 36.4 20.3 SPEC: PASS? PERCENT (X=NO) Soil Description SILTY SAND, BROWN Atterbe/'tl Limits PL= LL= PI= D85= 0.570 D30= 0.120 Cu= Coefficients 060= 0.271 D50= 0.214 015= 010= Cc= Classification AASHTO= USCS= SM Remarks COLLECTED BY CM. COLLECTED ON (3130/00) .. (no specification provided) Sample No.: Bl@ 15 Location: Source of Sample: SIEVES Date: 4/6/00 Elev JDepth: ENVIRONMENTAL AND GEOTECHNICAL Client: MARGARITA VILLAGE, LLC Project: ENGINEERING NEiWORK CORPORATION Pro ect No: TI 879-GS Plate / ~p Particle Size Distribution Report 90 0 i i I III ' , , II " I I I Ill! I I' I II' II II I II I I I I .~. I J 'TN. i II I; I I , : I I 1 . . I ! , II , I ! : . I Ii; ! i , I I :/11i I Iml I I~l //mll I' I I I I I I i I , , i I , ,-I, . 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PERCENT (X=NO) Soil Oeseriotion SILTY FINE-SAND, BROWN Atterberq Limits PL= LL= I II III II I I , 0.01 0.001 % SILT 0/0 CLAY 31.9 PI= Coefficients 060= 0.208 050= 0.156 015= 010= Ce= Classification AASHTO= 085= 0.516 030= Cu= USCS= SM Remarks COLLECfED BY CM. COLLECfED ON (3/30/00) . (no specification provided) Sample No.: B3@ 10 Location: Source of Sample: SIEVES ENVIRONMENTAL AND GEOTECHNICAL Client: MARGARITA VILLAGE, LLC Project: ENGINEERING NETWORK CORPORATION Pro ect No: Tl879-GS Date: 4/6/00 ElevJDepth: Plate 9!P Particle Size Distribution Report ~ G .5 .:i .s ;;~~~~S~ ; o " o~... S! 8~8 ~ _: ~ ;. ~ 100 ! I I ! I 90 , i I ! 80 /.111 i ,I I" III r II-~. 11111; ,/ ,III II i i 111,1 Ii: III-III lil~~ II: I 'I I ; I 1//.1,,'11'1',.:; Ii I 1111 1111\1 /'/ '/' I II 1 I, ; ill ' 11\" _ ' . II, 70, I' :1'1; : I'll/I! I ! I II;/Ii: i'{ I 111111 i I II :/,1;: i ill II ! I III i! 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(no specification provided) Sample No.: B3@ 15 location: Source of Sample: SIEVES Date: 4/6/00 Elev.lOepth: ENVIRONMENTAL AND GEOTECHNICAL Client: MARGARITA VILLAGE, LLC Project: ENGINEERING NETWORK CORPORATION Pro ect No: Tl879-GS 0.01 22.8 PI= 050= 0.227 010= Plate 0.001 '/0 CLAY ~ Particle Size Distribution Report 90 I I I II/illl I , III/IrK II II I I I I II i i i I I ! , IJ. f . I I 1:1 : . ! , [1'11,1 ! '" Ii I i , , II 11/:/11 , i [I'll I I 1\/1111 I I II: II , I ,Ii II' , , ! . I II'i II I I ii" I "I, I" , , I , I I I, I! ' , [,!"i i I i 1'1' 'I I I 111:/11 ! ! I II I I i ij}{' i: /1"" ' II, . I , ; :J1j/ r; i 1'1 i I , i , I ill! j ! i , I " , , I II,: ! i li'l! i ! I ill!~~ I ' I III/ i! , I ; , i" i ; ; ; i : ~ , II , I I ! , , i I ' I , , I " i , i Iii;:::: i I 1111I N' I fl:l! i : i I I I i !! , iiil i i: I " , '/ ' ' Ii II, /.. III! ! r l'. ! i" i , , i J h; I, . . ; I I I Ii II /, I:IiIUI , 111111 :1 IN. ,II ,III J I I ' ' i , , I i I , ! i I I I Iii II I I I' illllli I I 1'111/11 I! I ~~<I III/ ! I I I , i ! II! I ! II! ' i , , II H I I: :/i/II II; I ! 11',///1 ' I ; II: i I i I I I I ! /I ! " I i I 1 ; ; I I /' i, I /11111 i I I Ii III: I i I , I ' ' I' , I , , ! Ii I' I I I I ' il II ' , I i 1:1111 J , I ii/II i/ I! I i :11/1111 I I I I i' f' , I I j: I' , ! I I; I' r I .Ii . .Ii ~ ~ t!__. .s.5 oS.5 n n _ ~ g ~ : o ; ~a: Ii ~!I 100 80 70 ffi 60 Z u: ~ 50 UJ (,) a:: UJ 40 a. 30 20 10 o 500 100 10 1 GRAIN SIZE - mm % SAND 69.1 0.1 0.01 0.001 % COBBLES % GRAVEL % SILT % CLAY 30.2 SIEVE SIZE #4 #8 #16 #30 #50 #100 #200 PERCENT FINER 99.3 92.7 8U 67,4 51.5 38.0 30.2 SPEC: PASS? PERCENT (X=NO) Soil DeSCription SILTY SAND, BROWN Atterberq Limits PL= LL= PI= 085= 1,45 030= cu= Coefficients 060= 0,434 050= 0281 015= 010= Cc= Classification AASHTO= USCS= SM Remarks COLLECTED BY C.M. COLLECTED ON (3130/00) (no specification provided) Sample No.: B3@ 20 Location: Source of Sample: SIEVES Date: 4moo Elev.lDepth: ENVIRONMENTAL AND GEOTECHNICAL Client: MARGARITA VILLAGE, LLC. Project: ENGINEERING NETWORK CORPORATION Pro ect No: Tl879-GS Plate qo Particle Size Distribution Report 90 , I ///111/ i , I 1lllf~i I Iii! : I I I I/Im I I I I I I I i r , ! , I i , I il ; I I ~ I ' i , ! : , 1 , I , Ilill/ I. I, , I II'/ ~I /,,1 I' I II I I I I i I I I I I, I: J'~ : ; I ~ j I I , ; . :!; ! i' ; , I II: II I 1 / II II I 1\ W: ! I I I II ! I I I I , i I i I I 'I i I I , I ' 1:/1 i , i I ii/II. i \, Ii : I I I I'i I I I 1/1 I I , I , r : j! , I , illl i: ., I II i 1 ! I i , i II; j r , , , Ii i , , i F I: ~ , i I I III!/ i I i ! I illll i i , ! ~ , i; I ,i I 'i , I II III I , I I' ' ] : 11I1 I I i i I II i: I i , II :, i I I I I I I' '.' i , !' ! I , l' III i! , I ; ; , ; Ii, I [ I I Ilil II If I: Ii I i I I i I ;\ ! I I 1/1: I I I II I I , I I i I '\ ; II!I I , ,. I , , Ii I: I, I: III I I 111\ : II I I I I i , I , I I I , I' ' I , i : ~ . r; ! " , I , Ii I, II II II I i :11,jl~! I I I , I I , I , , i I i 'N. I I i i I;' , , : I r , I I , I I: Ii , II Jr I II "~ill I I / I i ! , ! If j , : 'I' o. I i , , ", , I ., , :1 I I.r , I I , /111 II II I I I: 1/: I I I I'rr Ii , ! ill r I I I I II I I , , , ! Ii Ii II . I I ! iii I "i' " I; i j !:I , .. ~ .. - " oS.s .i ;::;: ~ ~ S!; : a - t:!: i ~~~ 100 80 70 ffi 60 Z u:: !z 50 W U Cl: W 40 a. 30 20 10 o 500 100 10 1 GRAIN SIZE - mm % SAND 88.0 0.1 0.01 0,001 % COBBLES % GRAVEL % SILT % CLAY 9.2 SIEVE SIZE #4 #8 #16 #30 #50 #100 #200 PERCENT SPEC: PASS? FINER PERCENT (X=NO) 97.2 83.9 63.8 45.8 25,4 13.7 9.2 Soil Oescriotion SAND, TAN PL= Atterberll LImits LL= PI= Coefficients Oeo= L03 015= 0.169 Cc= L39 050= 0.699 010= 0.0886 085= 2,47 030= 0.356 Cu= 11.59 USCS= SP Classification AASHTO= Rema rks COLLECTED BY C.M. COLLECTED ON (3/30/00) .. (no specification provided) Sample No.: B3@ 25 Location: Source of Sample: SIEVES Date: 4moo Elev./Depth: ENVIRONMENTAL AND GEOTECHNICAL Client: MARGARITA ViLLAGE, LLC. Project: ENGINEERING NETWORK CORPORATION Pro ect No: T1879-GS Plate 0..\ !I . s ... . t:! . Ji .It.. ~~:::~~g~ Particle Size Distribution Report : ~ ~ai i ~!! 100! I II :/11 ; : I 90 I Iii Ii i; I aO/I'lIilllil 70 i I I; i I : i I II! I Ii ffi 80 ~ I i 1 !z 50 ~ i LU 40 ~ I 30 I 20 10 I o I 500 % COBBLES SIEVE SIZE #4 #8 #16 #30 #50 #100 #200 11'/11,' ill I . ! I 1 //I II: i I ~ I ,II i II ' 1'1'11 I \ II; I' 1'1' I '! I 11/' I" I 1',',11' ! j !! I ~.: Ii! : ! ii' :/1 III" i I II,!'! '.' , . 'I II' 1 I' ',I I, ! I :, ' , ~ I I I : i 'II/I,':! i I I r!!! '/ 1111' Ii j I III . I! : I, i . I . 1,1 . ! ' I ; I [ 'I 111'11 I 1 II.I~: : ' !: 11'/ 1 , ' I : I i' I ii' II: II 11'11\,1,11 ' ': I ! ,llli /: "illlill lilllN II . Ii : I Ii I' Ii 111111111 lillll NJ ' I/I! I : I jl I' Ii II; II:III.II\~ II/ii/II ; 1/ j'//: i 1111111: 1,1 I/i/II :11 ililllll I'I/"/I'}{,'; I / I I" : II III: I I. 100 10 1 GRAIN SIZE - mm % SAND 92.3 % GRAVEL PERCENT FINER 98.7 87.2 66.7 435 22.6 10.6 6.4 SPEC: PASS? PERCENT (X=NO) Soil Description SAND, LIGHT-BROWN Atterbera Limits PL= LL= Coefficients D60= 0.970 D15= 0.207 Cc= L13 D85= 2.15 D30= 0394 Cu= 6.87 uses= SP : 1111111 ,'II./I! I , , I II I III 0.1 , II 0.01 0.001 % SILT % CLAY 6.4 PI= D50= 0.726 D10= 0.141 Classification AASHTO= Remarks COLLECTED BY eM. COLLECTED ON (3/30/00) . (no specification provided) Sample No.: B6@ 10 Location: Source of Sample: SIEVES Date: 4ntOO ElevJDepth: ENVIRONMENTAL AND GEOTECHNICAL Client: MARGARITA VILLAGE, LLe Project: ENGINEERING NETWORK CORPORATION Pro ect No: Tl879-GS Plate 6..:1/ Particle Size Distribution Report ~ o . ~ ...; .si.si ~~::::!:~g~ : o ; o ~ 0 ~ - : 2 ~ ~ ~ .. ...... 100 I , I/' I I I I 1IIIIfIT~lllli!1 II 111'1 ! I I I III I ! i ! III i 90 ; I I )1 'I! l'!: I ! , I ' , I/: I" i I 1111111 I I "11'1' , ;, I II, I , I I I I ! II ; IN! j I ! II , I , , I I i I I ; I II I ,I' ! I I I ! I ". 80 , , I I ' ' I /./ IPI I IfN'1 I I II i ! I I i I I I " I ! I I ! ' II ! : " I I'. I ,I. , , ! 70 , I Ii I I i II,I! Ii , , /llil\ j , IWi! , I II I' I I , I , , ! i , .111 j . I I" , ! , i i iill! i I , I I, ~ a: , ! ,I, ! I \ . I II I' 60 , " , , , . r UJ I I Iii II I 1 ill I II j , I r :\ I 1'1 .' I 11111 z , i r i : ~ I I: , I i , u:: ! ! I-Ji i ] I ' I ! I I' i i !. 11'1 ; i ; , II, ' , : I- , ,. I I : Z 50 i I J'I I, i' /: I,ll T I II/II i i , Ii: I I UJ i I I i I , I: I. I i I I I , l.) ! I , I a: : , II I UJ40 I a. I I I, I' i! II/I! I I lillll'l , . I i II / I I: Ii '\ II I I I I , 30 , , I 11;/ II I II' ; I \ '1/11 II , , ! ' I" I I ' I, j I , , , ! , _C ' 1" I, 20 I , II I; Ii ! II III I 1'1' 1/ I I . ' I . . I i I. i/' i! 1;/11 , II , 10 : I II'! I I , , Ii II II' /,11 I111 I 1:/1/11 II , '/lli 1'1 I I I I I 0 ! I II ' I !, I, I! I 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm % COBBLES % GRAVEL % SAND % SILT % CLAY 85.7 14.3 SIEVE PERCENT SPEC: PASS? SIZE FINER PERCENT (X=NO) #4 99.9 #8 98.0 #16 89.9 #30 70.6 #50 39.7 #100 21.2 #200 142 Soil Description SIL IT SAND, LIGHT-BROWN PL= AtterberQ Limits LL= PI= 085= 0.940 030= 0225 Cu= Coefficients 060= 0.471 050= 0.381 015= 0.0838 010= Cc= Classification AASHTO= USCS= SM Remarks COLLECTED BY C.M. COLLECTED ON (3/30/00) '* (no specification provided) Sample No.: B6@ 15 Location: Source of Sample: SIEVES Date: 4/1 0/00 ElevJDepth: ENVIRONMENTAL AND GEOTECHNICAL Client: MARGARITA VILLAGE, LLC. Project: ENGINEERING NETWORK CORPORATION Pro'ect No: T1879-GS Plate <\'7 ,.~. -.-.-..-------.-.--..-.......- Particle Size Distribution Report 90 0 , 11/,1/ I i I III"~" I ' ' , I , II II I I I I i ,II:I'~ i i I , , I111 I [ . , [ i ! I 1 J , , I I I III I , , i 111111, j ! I IliRI , I I I i i ,/1 i i I i I I ! .' I I , ! i I , III' I I , , I 1111/' : i I 1,1 I 'N'! II, II I I I , i , I I !i ~ ! I III: I I I ~ . , I , I i ; 111. , , '. . , I i I I!/,,' , : ! II!II , , I 1,1' 1 1\\ III! II I I I / I I :): I : II!: i ; I I 1.:1 i i , I , j I I ; I Ii I: , , I I 11 'II i , I i I I II ill ! I., , I !I i I Iii' I I ; , i i III! I III" : I I ,/1 I II III I II I , i , II i I I i I II I , , , , .il' , Ii " , i , " ", ' , , , II/ill I I , /I I /,11 ! I I I I I I I , I. I I, I i I , , , I' I i i ; , I I , , I I I I I ., J I: I: I , I/i I , I WI' ! I Ii I I , I I i , I ! I ! ' ,I I , I ! . ; I !: , " : I; I I i I111 I ;, , , 1/: I I I III i , i I Ii I I I I I t , i , ! I , 1 I I i ; I , " I , I , I i: I' I: i I Ii II liill , I I Ii I I I , I .1 Iii I' I: I! , 'I r ! ,. I i I I 1'111 I I' I, Ii , /U /I i I I I II' I I ., I . : Ilill I I ' I, .j ; !, I if! : I , F I' , I i I j i I , " , I ~ o ~ ... . Q . -' ..... ~::r~~g~ ~ ~ ~ ! i S! ~ ~ ~ .. .. '" 10 80 70 ffi 60 Z u: !z 50 W U a:: W4Q a. 30 20 10 o 500 100 10 1 GRAIN SIZE - mm % SAND 45.9 0.1 0.01 0.001 % COBBLES % GRAVEL % SILT % CLAY 54.1 SIEVE SIZE #4 #8 #16 #30 #50 #100 #200 PERCENT FINER 99.8 97.4 92.1 84.7 745 64.7 53.9 I SPEC: PERCENT PASS? (X=NO) Soil DescriDtion SA,'\lDY SILT, BROWN Atterber<l LImits PL= LL= PI= OS5= 0.614 030= Cu= Coefficients 060= 0.110 050= 015= 010= Cc= Classification AASHTO= USCS= ML Remarks COLLECTED BY CM. COLLECTED ON (3130/00) (no specification provided) Sample No.: B6@ 20 Location: Source of Sample: SIEVES Date: 4/10/00 ElevJDepth: ENVIRONMENTAL AND GEOTECHNICAL Client: MARGARITA VILLAGE, LLC Project: ENGINEERING NETWORK CORPORATION Pro ect No: T1879-GS Plate * -----..-~.._._......__~~-...-...___.____ __n_...________~._._..,.___..__ Environmentallaborarory Certification 1t1156 6100 Quail Valley Court Riverside, CA 92507-0704 P.O. Box 432 Riverside, CA 92502-0432 PH (909) 653-3351 FAX (909) 653-1662 e.mail: esbsales@aol.com www.babcocklabs.com ~~ '. . -.';: ....;:"'.......;;....:,::.it;.. "~' . .......~.-...........~'l', _ '"'+" ,-:o.:.F,; :..F - .. <J E.S. BABCOCK . & SONS, INC. ES1>SUSHEO ..,. Laboratory Results 2860-519 Client: Engen, Inc. Tom Dewey 41607 Enterprise Circle N. Temecula,CA 92590-5614 Client I.D.: Site: Description: B4 @ 0-5 MARGARITA VILLAGE Project #T1879-GS soil-ag VI PagetI1iof i1. ii.i. ~~No;:L68176 2::Q() { Date Reported: 04/24/00 Collected By: Date: Time: Submitted By: Courier Date: 04/14/00 Time: 0930 Matrix: Date / Analyst Constituent Result Method RL Saturated Paste pH 6.8 units S-l.lO W.States 0.1 . ~=~!;~.~~~~~~il)g;g;t}iltil_wiM:);)i~~@P?':;}~:H:&\ti~~ii~r;J9iii'!I'I:rQ..'i""'" Suff>:de.Hi'w;.:::;i'E';':""""'../i~q'.'...""'...');#9.#eI@sii'~#\:$$#I ............... ..... '. ..... Saturated Resistivity 4600 ohm-em SM 2520B ..Q0042g/SL id90<lie/SL ...... 000420!SL !0094?O!SL 000420/sL NO = None detected at RL (Reporting Limit). RL units same as result. Results reported in ppm expressed on air-dried soil basis. cc: ~ z{B proj ect Reviewer L <\'J / .". ;~ ESTABUSHED IIiIOIS Laboratory Results 2860-519 Client: Engen, Inc. Tom Dewey 41607 Enterprise Circle N. Temecula,CA 92590-5614 Client I.D.: Site: Description: Matrix: B9 @ 0-5 MARGARITA VILLAGE Project #T1879-GS soil-ag constituent Result i~~!i~~!i~~?~~0$ig)Eg;ifi!!!t...;...........;;~~~;"~'.... ..w.!#8B? sulfide ....................../;,...........:::: ..,t:@;;;;;;;;;;::;m@I#pIii'V Saturated Resistivity 3400 ohm-em Environmental Laboratory Certification #1156 6100 Quail Valley Court Riverside, CA 9250Hl704 P.O. Box 432 Riverside, CA 92502-0432 PH (909) 653-3351 FAX (909) 653-1662 Ermail: esbsales@aol.com www.babcoddabs.com ~!0~g~;;i~~ii~~g6d Date Reported: 04/24/00 Collected By: Date: Time: Submitted By: Courier Date: 04/14/00 Time: 0930 Method Da te I Analyst RL ~:~:~?!'!'~~Eates 0 .lw?~?~~?/SL ,Idri.Chram;rL.................tlo...... .,,/O.09'l,'!:Il./SL 8M 2580. ..............................................._ ....'.............,:....:...,.....'.........,.'..,.......,'..,....:..................,.........,........:...,.'00.' ...OO.....0()4~. 22, '.00. ..11. SSLL ;ilt!$.~iut$Q#. . : 8M 2520B 000420/sL NO = None detected at RL (Reporting Limit). RL units same as result. Results reported in ppm expressed on air-dried soil basis. cc: Project Reviewer '\(0 R-VALUE TEST REPORT 100 -.....i.. . . . . . . .. . ........ .......... ...................... .................. . . . . . . . , . . . . . . . . 80 -... ......., ........ ....... ........ ~ ..................... .. .......................- ... d" . . . . . . . . . . : -. .... ........ ................ .. .....~.. ........ .. ..... ........ .......... 60 _. .... ........ ............ ......... ......., ......... ..................... ..... ........ .......... ........ <D :J ~ - 0 f-... ........... .......,.. ...... ... .... ............. ". ... ..., ......., . . . . . . . . . . > r- I ~ a:: 40 ~. ..., .... ..,.... ....... . . . . ........... , .. ................................... ~ : : r- r- . '-....., ....... . . . . . .............................................. r- t . 20 ~,ili ...... ... ...... ~ ........... .................., ........ ...-...... . . . . , . . . . . . ~.......... .......... ... .... ......... ......-. .ph ............. ....... ..... ........ ..... - . . . ""j,,,,j,,, , i " " i , , " i , " , i " " i , ",j,,, j" " 0 -, I""j""j"" 100 200 300 400 500 600 700 800 Exudat ion Pressure - ps i Resistance R-Volue ond Expansion Pressure - ASTM D 2844 Compoct Expansion Her i zenta I Sample Exud. R Dens i ty Mo ist. R No. Pressure Pressure Press. psi Height Pressure Va I ue pcf % Value psi psi @ 160 psi in. psi Carr. 1 350 129. 1 9.8 0.45 56 2.49 446 55 55 2 200 128.3 10.9 0.09 125 2.50 271 16 16 3 100 124.9 11 .9 0.00 154 2.54 131 2 2 TEST RESULTS MATERIAL DESCRIPTION SILTY SAND, BROWN R-Volue @ 300 psi exuda t ion pressure = 20 Pro j ec t No. : T1879-GS Tested by: J. LO. Project: MARGARITA VILLAGE Checked by: Locot ion: MARGARITA OVERlAND Remarks: - SAMPLE B8@ 0-5 COLLECTED BY C.M. Date: 4-19-1900 COLLECTED ON (3/30/00) .. R-VALUE TEST REPORT a.,'\ Enviro~ntal and Geotechnical Engin-?-.~g,Net.ork Corporat ion Fig. No. '.-0. ".-, Margarita Village, LLC c/o Schultz & Associates Project Number. T1879-GS Appendix Page 7 DRAWINGS o.,lb EnGEN Corporation