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HomeMy WebLinkAboutReportsGRADING PERMITS FROM RIVERSIDE COUNTY 2004 TRACT 23173 -2 CENTEX HOMES LOTS 1-17,84-92,108-125 2280 WARDLOW CR 150 GRADING PERMITS, ROUGH GRADE & PRECISE CORONA, CA 91720 LETTERS, RECEIPTS & CORRESPONDENCE 951279-4000 SOILS REPORTS TRACT 23173 -3 VILLAGE 10 OWNER RADNOR SUNLAND VAIL RANCH PARTNERS 9255 TOWNE CTR. DR. 100 SAN DIEGO, CA 92121 BUILDER LOTS 1847,75-83,93-107,126-175 VAN DAELE RANCHO 126 LTD GRADING PERMITS, ROUGH GRADE & PRECISE 2900 ADAMS AVE. C 25 LETTERS, RECEIPTS & CORRESPONDENCE RIVERSIDE, CA 92504 SOILS REPORTS TRACT 231734 BUILDER FORECAST HOMES LOTS 1 -144 MISC. PAPERWORK, 1 RECEIPT & BOND INFO TRACT 23174 -3 VILLAGE 7 BUILDER LOTS 1 - 95 H. KOVNANAIN SOILS REPORTS, ROUGH & PRECISE GRADE (NO PERMITS INCLUDED) LETTERS, CORRESPONDENCE, RECEIPT & BONDS TRACT 23174 -5 VILLAGE 2 (FORMERLY TR 23174 -2) OWNER RADNOR/SUNLANDNAIL RANCH PARTNERSHIP LOTS 1 - 125 NO PERMITS INCLUDED. PAD CERTS, SOILS REPORTS, MISC. CORRESPONDENCE I t ri s IJ I N4Z l; I 'L a I U. N F L 11 11 k- I 7wl 07 S 0$ 1074f Me -_ HIGHLAND SOILS ENGINEERING, INC. SOIL ENGINEERING & ENGINEERING GEOLOGY ' PRELIMINARY GEOTECHNICAL INVESTIGATION 700± Acre Vail Ranch Southeast Corner of Intersection of ' Margarita Road and State Highway 79 Rancho California Riverside County, California 1 PREPARED FOR: RAN PAC ENGINEERING 27447 Enterprise Circle West Temecula, California 92390 PREPARED BY: HIGHLAND SOILS ENGINEERING, INC. 1832 S. Commercenter Circle, Suite A San Bernardino, California 92408 Job No: 07- 6556 - 011 -00 -00 Log No: 8 -2310 March 11, 1988 ip iy�y� dql��, March 11, 1988 HIGHLAND SOILS ENGINEERING, INC. SOIL ENGINEERING 8 ENGINEERING GEOLOGY Ran Pao Engineering Job No: 07- 6556 - 011 -00 -00 27447 Enterprise Circle West Log No: 8 -2310 Temecula, California 92390 Attention: Mr. David Dillon SUBJECT: REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION 700+ Acre Vail Ranch Southeast Corner of Margarita Road and State Highway 79 Rancho California, Riverside County, California Gentlemen: In accordance with your request, we have completed a Preliminary Geotechnical Investigation of the subject site. The purpose of this investigation is to provide specific information for site preparation and design during construction of the proposed one and two -story homes south of Temecula Creek and single -story commercial structures adjacent to Highway 79. From the results of this investigation, we have developed geotechnical conclusions and recommendations pertinent to the proposed project. This opportunity to be of service is sincerely appreciated have any questions, please call. Very truly yours, HIGHLAND SOILS ENGINEERING, INC. T. William T. Altmeyer Director of Geotechnical Services ' WTA:vdp Distribution: (6) Addressee 1 A SUBSIDIARY OF THE IRVINE CONSULTING GROUP, INC. 1832 S. COMMERCENTER CIRCLE, SUITE A • SAN BERNARDINO, CA 92408 • (714) 884 -8828 J If you 11 I 1 11 1 1 1 I 1 U l 11 TABLE OF CONTENTS Page No. 1.0 INTRODUCTION 2 1.1 Proposed Development 2 1.2 Authorization 2 1.3 Scope of Services 3 2.0 EXECUTIVE SUMMARY 3 3.0 SITE DESCRIPTION 4 4.0 SITE INVESTIGATION 5 4.1 Field Exploration 5 4.2 Laboratory Testing Program 5 4.3 Review of Stereographic Aerial Photographs and Previous Published and Unpublished Geologic and Seismological Reports 6 5.0 GEOLOGY 6 5.1 Geologic Setting 6 5.2 Geologic Units 7 5.2.1 Pauba Formation 7 5.2.2 Older Alluvium 7 5.2.3 Alluvium 7 5.2.4 Artificial Fill 8 5.3 Structural Geology 8 5.4 Drainage 10 5.5 Groundwater 10 5.6 Earthquake- Induced Flooding and Seiches 10 5.7 Ground Lurching at the Site 10 5.8 Ground Subsidence Cracking 11 6.0 SEISMICITY 11 6.1 Regional Seismicity 11 6.2 Soil Settlement 13 6.3 Liquefaction 13 6.4 Linear Topography 13 7.0 SUBSURFACE CONDITIONS 14 8.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS 16 8.1 General 16 8.2 Grading and Earthwork 16 1 t 1 1 1 9.0 TABLE OF CONTENTS (continued) Paste No. 8.2.2 Rippability 17 8.2.3 Liquefaction Mitigation Set -Back Zone 17 8.2.4 Subdrainage 18 8.2.5 Site Preparation and Fill Placement 18 8.2.6 Settlement Monumentation 19 8.2.7 Select Subgrade for Pavements in Weak Soil Areas 20 8.3 Slope Stability 20 8.3.1 Bedrock /Soil Characteristics 20 8.3.2 Fill Slopes 21 8.3.3 Cut Slopes 21 8.3.4 Fill- Over -Cut Slopes 21 8.3.5 Stabilization /Buttress Fills 22 8.3.6 Construction Slopes 22 8.3.7 Natural /Existing Slopes 22 8.3.8 Slope Protection /Maintenance 23 8.4 Settlement Considerations 23 8.4.1 Earthwork 23 8.4.2 Foundations 24 8.5 Surface and Subgrade Drainage 24 8.6 Foundation and Slab Recommendations 25 8.6.1 Foundations 25 8.6.2 Concrete Slabs 27 8.6.3 Lateral Load Resistance 27 8.6.4 Building and Footing Set -Backs 28 8.6.5 Flatwork 28 8.7 Retaining Walls 29 8.8 Soil Sulfate Content Implications 30 8.9 Utility Trench Backfill 30 8.10 Pavement Design 31 8.11 Grading and Foundation Plan Review 32 8.12 Construction Monitoring 32 LIMITATIONS OF INVESTIGATION 32 1 APPENDIX A, REFERENCES ' APPENDIX B, LOGS OF BORINGS APPENDIX C, LABORATORY TEST RESULTS APPENDIX D, STANDARD GRADING GUIDELINES ' APPENDIX E, GEOLOGIC TRENCH LOGS Attached and Included Figures: ' Figure 1, Location Map Figure 2, Map of Historic Earthquake Epicenters Figure 3, Seismicity for Major Faults t Figure 4, Liquefaction Analysis Figure 5, Foundation and Slab Recommendations Figures B -1 through B -13, Logs of Borings Figure B -14, Key to Logs ' Figures C -1 through C -17, Laboratory Test Results Figure D -1, Typical Canyon Subdrain Detail 1 Figure D -2, Figure D -3, Fill Slope Above Natural Ground Detail Benching for Compacted Fill Detail Figure D -4, Fill Slope Above Cut Slope Detail Figure D -5, Transition Lot Detail ' Figures E -1 and E -2, Trench Logs Plates 1 through 8 1 I 11 1 1 ' Ran Pac Engineering March 11, 1988 Job No: 07- 6556 - 011 -00 -00 Log No: 8 -2310 Page 2 ' 1.0 INTRODUCTION This report presents the results of our Preliminary ' Geotechnical Investigation for the proposed development of the 700 ± acre Vail Ranch at the southeast corner of Margarita Road and State Highway 79, in Rancho California, Riverside County, ' California. The geographic relationships of the site are shown on the attached Location Map, Figure 1. ' 1.1 Proposed Development ' It is our understanding that the proposed development ' will consist of the construction of one and two story homes south of Temecula Creek and single -story commercial structures adjacent to Highway 79. In addition, Lot ' Numbers 4, 5, 270 and 271 are to be developed as lots of at least 4 acres each in the central and southern ' portions of the site. ' Eight 100 -scale drawings "Vesting Tentative Tract Maps 23172, 23173 and 23174" were provided by Rancho Pacific ' Engineering. These drawings were used as a base map for the Geotechnical Map shown on Plates 1 through 8, enclosed with this report. The planned finished grades ' on the site were also indicated on these drawings and were used to evaluate planned cuts and fills for this ' project. ' 1.2 Authorization ' The scope of this investigation was outlined in our proposal HSE -8 -6930, dated February 5, 1988. This work was authorized by Mr. Dave Dillon of Rancho Pacific ' Engineering. C 0, n. Indian/ I G,o..dl • OWell 96 'o ji 19? 1 2 2 50 Well ur. BM 5 I o rho,7"A I FN EUN F\�MMI > ADAPTED,FROM U.&O.S.PECHANGA CALIFORNIA QUADRANGLE 4P•R.10421 SCALE 1--2000' LOCATION MAP-VAIL RANCH Joe -NO.: DATE: 7Q RE* U miaNCAND •mL9 EmairmaRING.1mc. ' Ran Pac Engineering March 11, 1988 fJ Job No: 07- 6556 - 011 -00 -00 Log No: 8 -2310 Page 3 ' 1.3 Scope of Services The purpose of our investigation was to perform field, laboratory and office services to determine the geologic ' and soils engineering parameters for the site and to develop conclusions and recommendations relative to site ' development. ' 2.0 EXECUTIVE SUMMARY ' 4. Alluvial soils should be overexcavated in the Temecula Creek flood plain fill areas to remove the compressible portion of the alluvium. If the presence of groundwater ' prevents sufficient overexcavation to reach competent soils, settlement monuments should be placed atop the ' compacted fill as rough grading is completed. Our conclusions and recommendations are based on the ' information obtained during our investigation of the site. Our t work was limited to the scope requested and is specifically to addressed the proposed project, as described herein. In summary, our findings are as follows: 1 1. The proposed development is feasible from a geotechnical ' standpoint, provided the recommendations of this report are implemented during planning. 2. Setback zones from the tops of fill slopes along Temecula ' Creek are required for human occupancy structures. The setback zone widths range up to 20 feet, depending on slope height, as described in this report. 3. Alluvial soils within the Temecula Creek flood plain area ' have a high liquefaction potential. ' 4. Alluvial soils should be overexcavated in the Temecula Creek flood plain fill areas to remove the compressible portion of the alluvium. If the presence of groundwater ' prevents sufficient overexcavation to reach competent soils, settlement monuments should be placed atop the ' compacted fill as rough grading is completed. Ran Pac Engineering Job No: 07- 6556 - 011 -00 -00 March 11, 1988 Log No: 8 -2310 ' Page 4 ' 5. The sedimentary bedrock on -site is expected to be ' rippable with conventional heavy duty grading equipment. 6. Cut and fill slopes should be inherently stable at gradients of 2:1 (horizontal to vertical) with no stabilization measures anticipated. 7. Portions of the Pauba Formation bedrock on -site can be ' very expansive and selective grading or other measures should be considered to create non - expansive building ' pads. ' 3.0 SITE DESCRIPTION The subject site consists of an irregular shaped, 700± acre ' parcel of land which is bounded by State Highway 79 to the north, agricultural and undeveloped land to the west and east, ' and undeveloped property to the south. ' Topographically, the north portion of the site is within an alluvial basin which is bisected by the west flowing Temecula ' Creek. The south and central portions of the project generally consist of an elevated mesa area with several north and west trending canyons. The maximum relief on -site is approximately ' 107 feet. ' Man -made features include two single - family homes, several agricultural buildings, a historic adobe building, two ' irrigation ponds, and associated water wells in the north portion of the site. The north portion of the project has been ' utilized for agricultural purposes in the past. Subsurface irrigation lines are anticipated within this area. ' Ran Pac Engineering Job No: 07- 6556- 011 -00 -00 March 11, 1988 Log No: 8 -2310 ' Page 5 ' A 650± -foot wide flood control easement is proposed within the ' Temecula Creek area which would traverse the north portion of the site. ' 4.0 SITE INVESTIGATION 4.1 Field Exploration ' Subsurface exploration of the site was performed between February 15, 1988 and February 23, 1988. A total of five ' (5) geologic trenches were excavated to depths ranging from 7 to 12 feet below the existing ground surface utilizing a Ford 655 rubber -tired backhoe. Four of the ' trenches examined the alluvial bedrock contact. Trench 1 was excavated two - hundred feet across a linear topography ' recognized in our previous report. Thirteen test borings were drilled utilizing a hollow -stem flight auger to ' depths ranging from 20 to 38.5 feet. The approximate locations of the test borings and geologic trenches are ' shown on the Geotechnical Map, Plates 1 through 8. The logs of our borings are presented on Figures B -1 through B -13 and "Key to Logs" is on Figure B -14. The geologic ' trench logs are presented on Figures E -1 and E -2. ' Drilling, sampling, and logging of the test borings was performed by our Project Engineer. The geologic ' trenching was directed and logged by our Project Geologist. This work was supervised by our Certified ' Engineering Geologist. 4.2 Laboratory Testing Program Samples, representative of the materials encountered ' during our field investigation, were obtained for laboratory testing. The testing program consisted of ' moisture and density determinations, sieve analysis, ' Ran Pac Engineering March 11, 1988 Job No: 07- 6556 - 011 -00 -00 Log No: 8 -2310 Page 6 ' The site is located within the Peninsular Ranges Geomorphic maximum dry density and optimum moisture determinations, ' consolidation testing and direct shear testing. Results ' of the moisture and density determinations, together with classifications, are shown on the Logs of Borings and Test Pits in Appendix B. All other laboratory test results and descriptions are included in Appendix C. ' Peninsular Ranges have a general northwest - trending 4.3 Review of Stereographic Aerial Photographs and Previous ' Published and Unpublished Geologic and Seismological Reports 1 The referenced reports and aerial photographs, Appendix tbefore A, were carefully reviewed by our Project Geologist the preparation of this report. ' 5.0 GEOLOGY 1 5.1 Geologic Settings ' The site is located within the Peninsular Ranges Geomorphic Province, east of the Santa Ana Mountains, within the south portion of the Pauba Valley. The ' Peninsular Ranges, which extend southward from the Los Angeles Basin through Baja California, are characterized by large Mesozoic Age intrusive rock masses flanked by volcanic, metasedimentary and sedimentary rocks. The ' Peninsular Ranges have a general northwest - trending structural grain that includes such geologic features as faults, bedding and foliation trends, and geologic contacts. ' Lateral displacement and uplift of the region has occurred on a series of major, northwest - trending faults twhich are thought to be related to the regional tectonic framework. Some of these fault zones have remained ' active to the present time which includes the Elsinore ' Ran Pac Engineering March 11, 1988 1 rI 1 1 Job No: 07- 6556 - 011 -00 -00 Log No: 8 -2310 Page 7 Fault Zone located 0.38 miles southwest of the project. Locally, the site is underlain by recent alluvial deposits in the central and north portions of the project and late Pleistocene Age sedimentary bedrock in the higher southern portion of the site. This sedimentary bedrock is known as the Pauba Formation (Mann, 1955). 5.2 Geologic Units 5.2.1 Pauba Formation (Map Symbol: Qps) The Pauba Formation exposed on the property consists of light brown laminations and beds of poorly -to -well- indurated silts, sands and gravels with occasional intervals of cobble- and - boulder conglomerate beds. This formation is commonly mantled by a one to four feet thick soil horizon in the flatter topographic areas. 5.2.2 Older Alluvium (Map Symbol: Qoal) These deposits typically consist of medium dense fluvial and channel deposited silty sands and sandy silts derived principally from the adjacent hills within the property. 5.2.3 Alluvium (Map Symbol: Qal) ' These materials typically consist of poorly consolidated fluvial and channel deposits of ' interbedded clayey, silty sands, silty sands, and poorly to well graded sands. ' Ran Pac Engineering March 11, 1988 C 1 1 Job No: 07- 6556 - 011 -00 -00 Log No: 8 -2310 Page 8 5.2.4 Artificial Fill (Map Symbol: af) The observed artificial fill consisted of light brown to brown, sands, silty sands, and clayey silty sands. 5.3 Structural Geology The dominant structural feature in the area is the Wildomar Fault located 0.38 miles southwest of the site. The Wildomar Fault is part of the Elsinore Fault Zone and is considered active with offsets younger than 10,000 years. The Elsinore Fault Zone fits the dominant northwest - southeast structural and regional tectonic pattern displayed by other fault systems including the San Andreas and San Jacinto Fault Zones. The zone extends for more than 200 km from Corona on the north to the international boundary with Mexico and beyond on the south (Biehler and Others, 1964). Individual faults in the zone are generally less than 1 -2 km long, although several have continuous mapped lengths in excess of 25 km (Weber, 1977). The Elsinore Fault Zone is a prominent and youthful structural boundary that separates the Perris Block (English, 1926), along its eastern side from the Santa Ana Mountains along its western side. The term Elsinore trough is commonly used to describe the fault controlled graben valley between Corona and upper Wolf Valley. Geologic mapping by Kennedy (1977), indicates that the eastern side of the Elsinore trough ( Wildomar Fault Zone) ' Ran Pac Engineering March 11, 1988 I Job No: 07- 6556 - 011 -00 -00 Log No: 8 -2310 Page 9 ' is composed principally of right- stepping, strike -slip ' faults that have a west - dipping normal component, whereas the western side (Willard Fault Zone) is composed of a series of east - dipping, steeply inclined faults. Locally, the Elsinore Fault Zone is divided into three ' principal northwest trending faults. The Wildomar Fault Zone, 0.38 miles southwest of the site; the Willard Fault ' Zone 1.7 miles southwest of the project; and the Wolf Valley Fault Zone, 1.4 miles southwest. Most individual faults of the Willard Fault Zone can be traced for only a kilometer or two and many for less than a few hundred meters. The faults have a complex discontinuous relationship to one another and only as a group form a through -going zone (Kennedy, 1977). The Willard Fault Zone is not classified as active by either the State or County and no evidence of recency has been encountered (Shleman, 1987 personal communication). 11 1 I k The Wolf Valley Fault Zone is composed of a series of mostly northwest - striking en echelon faults that offsets Holocene Age alluvium. This fault zone is marked by subtle topographic expressions of the valley floor consisting of aligned hills and swales in the cultivated farm lands. During mid 1987, a surface crack developed within the Wolf Valley Fault Zone approximately 0.66 miles southwest of the site. The cracking may be related to ground water withdrawal coupled with fault control. The Wildomar Fault Zone is a northwest - striking, west - dipping, high -angle normal fault. This fault zone is presently included within the Alquist- Priolo Special Studies Zone. I I 11 I I 1 Ran Pac Engineering March 11, 1988 5.4 Drainage Job No: Log No: Page 10 07- 6556 - 011 -00 -00 8 -2310 Drainage of the site is accomplished by downward surface percolation, sheetflow in a generally west direction, and by well defined canyon areas which are directed toward the Pauba Valley. The west flowing Temecula Creek crosses the north - central portion of the site. There are two man -made irrigation ponds located at the northeast portion of the project. 5.5 Groundwater Based upon well data near the site (Department of Water Resources Bulletin No. 90 -20, 1971), the historic regional groundwater level is as high as 4 feet below the ground surface within the drainage areas of the Pauba Valley. Subsurface groundwater flow is in a westerly direction into the northwest portion of the site with an overall hydraulic gradient of .008 percent or 40 feet per mile. 5.6 Earthquake- Induced Flooding and Seiches The current area designated as the 100 -year flood plain for Temecula Creek exceeds the inundation area that would result during instantaneous failure of Vail Reservoir. Only the lowest area of Pauba Valley would be affected. 5.7 Ground Lurching at the Site A minor potential for lurching does exist along the steep escarpments bounding Temecula Creek. However, current grading concepts (See Plates 1 through 8) will eliminate this lurching potential. liI 1 1 Ran Pao Engineering March 11, 1988 5.8 Ground Subsidence Cracking Job No: Log No: Page 11 07- 6556 - 011 -00 -00 8 -2310 A very low potential for ground subsidence cracking due either to tectonic or groundwater decline mechanisms is predicted for the site. Previous work (Holzer and Jachens, 1979; Holzer, 1977; Fett, Hamilton, and Fleming 1967) including private investigations of nearby cracking Wolf Valley (Leighton and Associations, 1988) indicate faulting has a major role determining where and whether cracking will occur. By comparison, considerable settlement, as the result of groundwater extraction, can occur without cracking internally within a fault- bounded groundwater basin (Miller and Singer, 1971). No faulting has been mapped by Kennedy (1977), Weber ' (1977) or by Highland Soils Engineering crossing or underlying the Pauba Valley Alluvium at the site. ' Therefore, it is expected that uniform settlement without cracking could be anticipated in the alluvial areas. 6.0 1 1 1 The moderately low angle (23 -35 degrees) contact between alluvium and Pauba Bedrock, as shown on the geology trench logs presented on Figure E -2, also reduces the potential for cracking at this contact. 6.1 Regional Seismicity The site is located in a region of generally high seismicity as is all of Southern California. During its design life, the site is expected to experience ground motions from earthquakes on regional and /or local causative faults. Figure 2 shows the geographic I r�X 14• I % - � f� w,•r. � Y q : % S cYN.rY � 4 (r r .u�ex.0 *.r mll. j • xo�,4 <I \ v.m. •rq EXPLANATION SYMBOL MAGNITLIOE. X p0 -eY {r eo -ap ® o - ID e 0 OR OREMER Fm! run or lu.FDU..! DrveF .l.. .o +.o Dl I .MD .,.DF,IUO! YFCFn1.iM 10. USA \ X \` � X MAP OF HISTORIC EARTHQUAKE EPICENTERS, MAGNITUDE > 5.0 JOB NO.: 6556 - 011 -00 -00 DATE: MARCH 1988 FIGURE: 9 ®�1 ' Ran Pac Engineering March 11, 1988 F L Job No: 07- 6556 - 011 -00 -00 Log No: 8 -2310 Page 12 ' relationship of these faults to the site and the ' epicenter for numerous large earthquakes that have occurred in historic time. Figure 3, Table I lists known ' regionally active faults, their maximum probable earthquake magnitude and seismic parameters for identified causative faults. Earthquake epicenters (exceeding 6.0 on the Richter Scale ' of Magnitude) within a 65 -mile radius of this project are listed below: I Approximate Richter Distance of Site ' Date Magnitude To Epicenter -Miles Fault 1812 6+ 36 W Newport- ' Inglewood 1890 6+ 42 N San Jacinto t1899 7.1 25 E San Jacinto 1899 6+ 62 NW San Andreas ' 1907 1910 6+ 46 N San Andreas 6+ 25 NW Elsinore 1918 6.8 17 NE San Jacinto t1923 6.3 33 N San Jacinto 1933 6+ 52 W Newport- ' Inglewood 1937 6.0 54 SE San Jacinto ' 1948 6.5 52 NE San Andreas 1954 6.2 52 SE San Jacinto ' 1968 6.5 60 SE San Jacinto A Magnitude 7.0 earthquake occurring on the Elsinore ' Fault Zone (Wildomar Fault) in close proximity to the site could produce a peak ground acceleration on the ' order of 0.63g at the site, (Seed and Idriss, 1982). The I m m m m m m r m m m m m m m m m m m m SEISMICITY FOR MAJOR FAULTS 1. Seed and Idriss (1982) 2. Ploessel and Slosson (1974) 3. Seismic Design for Nuclear Power Plant ' (1970) REPEATABLE HIGH GROUND ACCELERATION 0.41g 0.21g 0.12g 0.15g ESTIMATED MODIFIED MERCALLI INTENSITY IX VIII VII VII -VIII Job No: 07- 6556 - 011 -00 -00 Figure 3 MAXIMUM ESTIMATED DISTANCE FROM PROBABLE PEAK GROUND FAULTS SITE (MILES) EARTHQUAKE ACCELERATION Elsinore 0.38 SW 7.0 0.63g San Jacinto 20 NE 7.5 0.30g San Andreas 37 NE 7.5 0.18g Newport- 24 W 6.5 0.23g Inglewood 1. Seed and Idriss (1982) 2. Ploessel and Slosson (1974) 3. Seismic Design for Nuclear Power Plant ' (1970) REPEATABLE HIGH GROUND ACCELERATION 0.41g 0.21g 0.12g 0.15g ESTIMATED MODIFIED MERCALLI INTENSITY IX VIII VII VII -VIII Job No: 07- 6556 - 011 -00 -00 Figure 3 Ran Pac Engineering Job No: 07- 6556 - 011 -00 -00 March 11, 1988 Log No: 8 -2310 ' Page 13 ' duration of strong motion is expected to exceed 30 seconds (Bolt, 1973). Peak acceleration is not, however, always representative of the accelerations for which ' structures are actually designed (Ploessel and Slosson, 1974). Repeatable high ground accelerations from a 7.0 Magnitude earthquake on the Elsinore Fault Zone are 1 estimated to be on the order of 0.41g. The design of structures should comply with the requirements of the ' governing jurisdictions and standard practices of the Structural Engineers Association of California. ' 6.2 Soil Settlement ' Generally, the on -site materials consist of loose to medium dense alluvial soils and moderately dense ' bedrock. The settlement potential under seismic loading conditions for these on -site materials, in our opinion, ' is moderate to very low, respectively. 1 6.3 Liouefaction Soil liquefaction is the loss of soil strength during a ' significant seismic event. It occurs primarily in loose, fine to medium grained, granular material occurring below ' the groundwater. Liquefaction occurs during rearrangement of the soil particles into a denser ' condition, resulting in localized areas of settlement. Based upon our analysis presented graphically on Figure ' 4, (Seed and Idriss, 1982), the potential for liquefaction is considered high in the larger drainage. ' 6.4 Linear Topography ' A linear topographic feature, consisting of aligned canyons, is located at the south - central portion of the 1 1 1 1 0.8 0.5 0: O LL co Z IL 00 O UO < N UL- .a 0., M. W J � C1 y ZO W N 0: � o. U z 0.3 W _ m H Q < W 0:> y0 W � O.i 2� U3 ~U W U LL J LL U W } U 0. 27 4 • p • 94916 • l9917I 94917 • 87027 • 84932 81930 9f 931 • 90937 • 9 f•�•� 1 • n n 0 • n o 9f11i 791f n o n 9t9lf �1 I 9g9f • 9405 • 112016 / / UNLIKELY. If LIK ELY J# 10 20 30 40 50 CORRECTED PENETRATION RESISTANCE N1- BLOWS /FT. MCOEFACTION ANALMS - VAIL RAllM d09-NG. :. DATE: 4 ' Ran Pac Engineering Job No: 07- 6556 - 011 -00 -00 March 11, 1988 Log No: 8 -2310 ' Page 14 site. Kennedy (1977) felt this feature might represent a ' topographic surficial fault (See Plate 4). At the southern trace of this alignment, we excavated Geologic Trench 1 approximately 200± feet in length and with ' depths varying from 8 to 14 feet deep. This trench exposed stratigraphy primarily consisting of a four (4) ' to five (5) foot thick soil horizon which is underlain by weathered to slightly weathered late Pleistocene Age ' Pauba Formation. The exposed Pauba Formation consists of laminations and bedding of light brown to reddish brown, ' poorly to well indurated sands, silts, and gravels. There was good continuous stratigraphic control within the Late Pleistocene Age sediments throughout this ' trench. No fractures or evidence of faulting was observed. It is our opinion, that this linear ' topographic feature is not related to active faulting as shown by the absence of any fault related features within ' the Late Pleistocene Age sediments of our geologic trench. The canyon alignments apparently are due to typical canyon erosion producing a coincidental ' alignment. Our geologic trench logs are presented in Appendix E of this report. ' 7.0 SUBSURFACE CONDITIONS Our test borings and trenches indicate that the site is ' underlain by bedrock of the Pauba Formation and variable depths of alluvium in the canyon and valley areas. The depth of the alluvial materials is over 38.5 feet, the maximum depth ' explored (See Appendix B). The alluvium consists primarily of interlayered sands, sandy clays and silty sands. The ' sedimentary bedrock of the Pauba Formation is comprised of silty sandstone, clean gravelly sandstone and siltstone. ' Ran Pac Engineering March 11, 1988 1J L Job No: 07- 6556 - 011 -00 -00 Log No: 8 -2310 Page 15 The alluvial soils generally, are considered to have a low expansion potential. However, the siltstones within the Pauba Formation can be moderately to highly expansive. The fine - grained alluvial soils in the major drainage courses, are generally compressible in the upper five feet and exhibit low strength and density characteristics. I 1 1� 1 1 11 U k 1 Ran Pac Engineering Job,No: 07 -6556- 011 -00 -00 March 11, 1988 Log No: 8 -2310 Page 16 8.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS 8.1 General Based on the results of our investigation, the proposed development is feasible from a geotechnical standpoint provided the recommendations contained in this report are implemented during planning, design and construction. Recommendations for liquefaction mitigation, site grading and design of building foundations and slabs are presented in the following sections of this report. Suggested specifications for site grading are included in Appendix D. A summary of our findings is contained in the "Executive Summary ", Section 2.0, of this report. 8.2 Grading and Earthwork 8.2.1 Alluvial Removals Alluvial removals beneath building sites will be recommended on an individual basis depending on types of structures and depths of proposed fills. The Tentative Grading Plan provided to us indicates that planned fills on this site range up to 35 feet thick. The soft clays and loose silts encountered in the Temecula Creek flood plain are expected to consolidate under the weight of the planned fills, resulting in -fill settlement for some time after construction. Ran Pac Engineering March 11, 1988 Job No: Log No: Page 17 07- 6556 - 011 -00 -00 8 -2310 We generally anticipate that alluvial removals will range from 5 to 10 feet in depth, depending on planned depths of surcharge fills. Greater depth ' of overexcavation may be required where the planned fills in the flood plain exceed 20 feet. 1 If groundwater conditions prevent the required overexcavation, settlement monuments should be ' established after reaching rough grade and read in accordance with Section 8.2.6 following. The ' actual depths of removal should be established in the field during grading by inspection and ' compaction testing. ' Total removal of alluvium is recommended inside drainages and narrow canyons on the site. Removal depths here are expected to be on the order of 3 to ' 5 feet. ' 8.2.2 Rippability ' Based upon previous rippability studies performed within the Pauba Formation near the site, we ' anticipate easy to moderate ripping in cut areas. 8.2.3 Liquefaction Mitigation Set -Back Zone As presented in sub - section 6.3, "Liquefaction ", ' the underlying soils encountered in the Temecula Creek flood plain are susceptible to seismically ' induced liquefaction. We recommend that effects of soil liquefaction, such as differential settlements ' and sand boils, be mitigated by using a compacted fill mat along with a one -foot gravel underlayment beneath the fills and reinforcement of ' foundations. Foundation reinforcement should I 1 d 1 Ran Pac Engineering Job No: March 11, 1988 Log No: Page 18 include at least one No. 5 bar all foundations. Foundations together as grade beams, where 07- 6556- 011 -00 -00 8 -2310 top and bottom in should be tied feasible. The potential for liquefaction- triggered "Lateral Spreading" should also be mitigated by setbacks from the tops of fill slopes toeing into liquefaction prone areas. Current grading plans indicate fill slopes up to 35 feet high are planned along the banks of the Temecula Creek Floodway. These fill slopes will be founded on liquefiable recent alluvial soils. Therefore a 20 -foot wide set -back zone from the tops of slopes on both sides of the Temecula Creek Floodway Channel is recommended for human occupancy structures. 8.2.4 Subdrainacre It is not anticipated that subdrains will be required at the fill to bedrock contact. However, the final determination of the need for subdrainage should be made during alluvial removals, when a Geologist or Soils Engineer can observe the actual subsurface conditions. A "Typical Canyon Subdrain Detail" showing the installation and material usage is presented on Figure D -1 in Appendix D. 8.2.5 Site Preparation and Fill Placement Prior to grading, the site should be cleared of existing vegetation and any miscellaneous debris. Holes resulting from the removal of trees, brush Ran Pao Engineering Job No: 07- 6556 - 011 -00 -00 March 11, 1988 Log No: 8 -2310 Page 19 and any buried obstructions, which would extend below finished site grades, should be backfilled with compacted fill. The cleared and stripped materials should not be incorporated in fills, but should be either removed from the site or stockpiled for use in landscaping. On -site fill soils should be brought to near optimum moisture content and compacted in 6 to 8- inch -thick layers to a minimum 90 percent of the maximum dry density as determined by ASTM Standard Test Method: D 1557 -78. ' Fill imported from off -site areas should be equivalent or better in expansion potential to the on =site soils which predominantly have low ' expansion potential. Imported soils should be approved by the Soil Engineer prior to use. At ' least two (2) working days notice should be allowed for approval. If laboratory testing is necessary ' to obtain approval of the import source, an additional 1 to 2 days should be allowed. ' Suggested "Standard Guidelines for Grading Project" are provided in Appendix D of this report. 8.2.6 Settlement Monumentation ' Settlement monuments should be incorporated in ' fill areas where complete removal of compressible alluvial soils is not feasible. Specifically, ' those areas of the Temecula Creek flood plain with compressible alluvial soils below the water table 1 Ran Pao Engineering March 11, 1988 Job No: Log No: Page 20 07- 6556 - 011 -00 -00 8 -2310 should be monumented for settlement, where fills 15 feet high or more are planned. Settlement of fills up to 35 feet high is expected to continue up to 6 months after completion of rough grading. ' 8.2.7 Select Subarade for Pavements in weak Soil Areas Areas to be paved in certain sections of the site ' may encounter weak soils at planned finished subgrade. The required paving section in such ' areas can be reduced by overexcavation of the weak soils and replacement with 1.5 to 2 feet of select ' subgrade material, depending on the assigned ' Traffic Index. Such a select subgrade material appears to be present in the Temecula Creek ' floodplain on the western portion of the site. Boring 3 encountered clean sands to a depth of about 8 feet in the creek channel. Further laboratory testing during construction should be ' used to verify the pavement support values of the creek channel sands, if used as select subgrade. 8.3 Slope Stability ' 8.3.1 Bedrock /Soil Characteristics Bedrock on the site consists of dense sandstone and siltstone. Natural soils in the proposed cut 1 slopes probably will be minor and comprise only the upper few feet of the cut slopes. Most natural ' soils in these areas will be removed in stripping and grading. Fill slopes will be constructed of surface or alluvial soils and bedrock materials ' which, when prepared and compacted according to the fill recommendations contained herein, also will be ' grossly stable. Ran Pac Engineering Job No: 07- 6556 - 011 -00 -00 ' March 11, 1988 Log No: 8 -2310 Page 21 ' 8.3.4 Fill- Over -Cut Slopes ' t Fill- over -cut slopes above building pads should be eliminated typically by the construction of stabilization blanket fills against the cut portion 8.3.2 Fill Slopes ' Fill slopes up to 35 feet high are planned. Fill ' slopes should be designed at, and are expected to be grossly stable at slopes of 2:1 (horizontal: ' vertical) or flatter. The final design of the fill slopes should be examined during the grading plan review. If the natural slopes are steeper than 5:1, ' compacted fill should be keyed and benched into firm material (preferably bedrock) as shown in ' Appendix D, "Fill Slope Above Natural Ground Detail ", Figure D -2, and "Benching for Compacted Fill Detail ", Figure D -3. Compaction of slopes can ' be achieved by backrolling with sheepsfoot rollers at vertical intervals no greater than 4 feet as the ' fill is placed, followed by final compaction of the entire slope with a vibrating sheepsfoot, followed by grid rolling. Feathering of fill over the tops of slopes should not be permitted. ' 8.3.3 Cut Slopes Cut slopes, should be designed at and are expected to be grossly stable at slope ratios of 2:1 (horizontal:vertical) or flatter. The stability of all cut slopes should be analyzed during grading ' plan review. ' 8.3.4 Fill- Over -Cut Slopes ' t Fill- over -cut slopes above building pads should be eliminated typically by the construction of stabilization blanket fills against the cut portion I 1 1 1 lJ Ran Pac Engineering March 11, 1988 Job No: Log No: Page 22 07- 6556 - 011 -00 -00 8 -2310 of the slopes. Construction of blanket fills should begin with the excavation of equipment width keys (minimum) at the toes of the slopes. Details are presented in Appendix D, "Fill Slope Above Cut Slope Detail ", Figure D -4. 8.3.5 Stabilization /Buttress Fills Review of our geologic data indicates that the Pauba Formation on -site is sloping approximately 2 percent to the south. Therefore, we do not anticipate the need for any buttressing or stabilization fills. However, final determinations of the need for buttress or stabilization fills should be made during grading by the Project Geologist when the cut slopes can be observed. 8.3.6 Construction Slopes ' All temporary construction slopes should be constructed at slope ratios of 2:1 or flatter. The ' temporary slopes should not remain unsupported for over 90 days or during periods of intense rainfall. ' 8.3.7 Natural /Existing Slopes ' Natural slopes on the site are relatively gentle to moderately steep and no inherent stability problems ' are indicated. I 1 11 11 1 I 1 1 Ran Pac Engineering Job No: March 11, 1988 Log No: - Page 23 8.3.8 Slope Protection /Maintenance 07- 6556 - 011 -00 -00 8 -2310 0 Slope erosion of the on -site sandy soils and bedrock is a significant concern with regard to surficial stability. We recommend that fill slopes be properly compacted and that all slopes, cut or fill, be planted with erosion resistant vegetation or otherwise protected as soon as practical after grading. 8.4 Settlement Considerations 8.4.1 Earthwork One of the major considerations to site development is the compressible alluvium present across the site. Portions of the alluvium, when surcharged by a deep fill, would be subject to appreciable consolidation and settlement. This condition would, in turn, cause settlement in the overlying fill. For this reason, we are recommending removals of loose compressible alluvial soils as outlined in Section 8.2.1 of this report. Further evaluation of removal depths should be made after the grading plans are available. ' The on -site silty sands and sandy silts taken from alluvial areas, can be expected to shrink on the ' order of 15 to 20 percent when recompacted. The amount of shrinkage will depend on the existing ' in -place densities and moisture contents of these materials. The material from bedrock excavations Ran Pac Engineering March 11, 1988 Job No: 07- 6556 - 011 -00 -00 Log No: 8 -2310 Page 24 could bulk on the order of 2 to 4 percent. ' Subsidence of natural ground due to the movement, of construction equipment is expected to be 0.2 foot ' in proposed fill areas. In bedrock areas, subsidence will be negligible. ' 8.4.2 Foundations Settlement of foundations in bedrock areas, will be negligible. In fill areas, total settlement will ' depend on the depth of fill beneath the footings, and differential settlement will depend on the ' variation of fill depth beneath the footings. If the alluvial soils are removed, as recommended ' under Section 8.2, "Grading and Earthwork ", settlement should be within tolerable limits. ' Differential settlement conditions will be more ' 8.5 Surface and Subgrade Drainage ' Surface runoff onto down -slope areas should be minimized to prevent saturation of underlying soils and bedrock. critical to structures. Special provisions for transition building pads partly underlain by compacted fill and partly by bedrock, will be ' necessary. Accordingly, the cut portion of the transition lot should be overexcavated to a depth ' of at least 3 feet below finished pad elevation and brought to grade with compacted fill. Final recommendations will be based on field conditions ' exposed during grading. Typical grading recommendation for transition lots are illustrated ' in Appendix D, "Transition Lot Detail ", Figure D -5. ' 8.5 Surface and Subgrade Drainage ' Surface runoff onto down -slope areas should be minimized to prevent saturation of underlying soils and bedrock. Ran Pac Engineering March 11, 1988 Job No: 07- 6556 - 011 -00 -00 Log No: 8 -2310 Page 25 In no case should water be diverted from a graded pad or ' street area onto a constructed or natural slope in an uncontrolled manner. ' To enhance future performance in the building pad areas, it is recommended that all pad drainage and runoff from roof drains be collected and directed away from proposed structures to proper disposal areas. In soil areas, we recommend that a minimum two percent gradient away from footings be maintained., ' It is important that drainage patterns be established at the time of fine grading and maintained through the life of the project. It should be understood that altered drainage patterns, landscaping, planters and other ' improvements as well as irrigation and variations in seasonal rainfall, all affect subsurface moisture ' conditions which in turn, could affect structural performance. ' 8.6 Foundation and Slab Recommendations ' 8.6.1 Foundations ' Fill soils to be found in foundation areas, are expected to have a predominantly very low to low ' expansion potential. The attached Figure 5, "Foundation and Slab Recommendations ", presents ' detailed recommendations for residential and light commercial foundation construction for various ' expansive soil conditions. Final foundation and slab recommendations should be based on expansion ' tests taken in the near surface subgrade soils at the completion of rough grading. 1 I Fj Ran Pac Engineering March 11, 1988 Job No: 07- 6556 - 011 -00 -00 Log No: 8 -2310 Page 26 Portions of the Pauba Formation, consist of clayey ' silt and can be very expansive. The more expansive portions of the Pauba Formation range into the "high" expansion potential range. This material was exposed randomly across the site and could ' occur at final pad grades. It is recommended that where exposed at final grades, the clayey silt be overexcavated 3 feet and replaced with non - expansive material. ' One and two - story, single - family residential and wood framed /stucco commercial and school buildings ' will have relatively light structural loads, and their footings and slabs are likely to bear in ' bedrock or compacted fill. The footings should be at least 12- inches wide and comply with the pertinent recommendations presented in Figure 5. If some structures are anticipated to have heavy foundation loads, the footings should then be designed individually, taking into consideration ' the actual soil conditions present and the structural loadings. ' The following preliminary bearing value is based on soil types anticipated to be present in areas of ' foundation support: ' Silty sand per square ' This value ' may be inc short -term compacted fill, or bedrock: 2,000 pounds foot. may be used for dead - plus -live load and ^eased by one -third for combinations of vertical and horizontal forces. [I 1 1 L I I 1 Ran Pac Engineering March 11, 1988 0 8.6.2 Concrete Slabs Job No: Log No: Page 27 07- 6556 - 011 -00 -00 8 -2310 Concrete floor slab construction also should be done in accordance with the recommendations presented on Figure 5, "Foundation and Slab Recommendations ". It is assumed that the slabs will be supported on compacted fill, prepared as recommended under Section 8.2, "Grading and Earthworks ", and 8.4 "Settlement Considerations ", or on undisturbed bedrock. For elastic design of heavily loaded slabs, a subgrade modulus of 250 psi /in may be used. 8.6.3 Lateral Load Resistance Lateral loads against buildings may be resisted by friction between the bottom of footings and the supporting soils or bedrock. The following estimated values are based on the information from the test borings and our laboratory test results. The disposition of fill material types across the site is uncertain at this time, and these preliminary values should be reviewed after the grading plans are prepared. Lateral loads against buildings may be resisted by friction between the bottom of the footings and the supporting soils /bedrock. An allowable friction coefficient of 0.40 is recommended for soil areas. As an alternate and provided the footings are poured neat against compacted soils or bedrock, an allowable lateral bearing pressure equal to an equivalent fluid weight of 300 pounds per cubic foot, may be used. However, the maximum lateral I IL 1 11 1 I I I TYPICAL FOUNDATION AND SLAB RECOMMENDATIONS FOR EXPANSIVE SOILS (ONE AND TWO -STORY BUILDINGS) EXPAxSIW IxoEx EXPANSION INDEX EXPANSION INDEX EXPANSION INDEX 0 -20 2 1 -60 51 -90 91 -130 PERT LOW EXPANSION LW EXPANSION MEDIUM EXPANSION HIGH EXPANSION -STORY ALL FOOTINGS 12 INCHES ALL FOOTINGS 12 INCHES ENTERIOR FOOTINGS 18 EXTERIOR FOOTINGS 24 DEEP. I -NO. 4 BAN TOP DEEP. 1 -N0. 4 BAR TOP INCHES DEEP. INTERIOR INCHES DEEP. INTERIOR AND BOTTOM IN AND BOTTOM IN CONTININNIS FOOTINGS 12 INCHES DEEP. FOOTINGS 12 INCHES DEEP. CONTINUOUS FOOTINGS. FOOTINGS 1 -90. 4 BAR TOP AND 2 -N0. 4 BARS TOP AND SOIL BOTTOM IN CONTINUOUS 30TTOR IN CONTINUOUS FOOTINGS. FOOTINGS. 2 -STORY ALL FOOTINGS 18 INCHES ALL FOOTINGS 18 INCHES ALL FOOTINGS IS INCHES EXTERIOR FOOTINGS 24 DEEP. 1 -40. 4 BAR TOP DEEP. I -NO. 4 BAR TOP DEEP. 1 -NO. 4 BAN TOP INCHES DEEP. INTERIOR AND BOTTOM IN M1 SUTTON IN CONTINUOUS AND BOTTOM IN CONTINUOUS FOOTINGS 18 INCHES CONTINUOUS FOOTINGS. FOOTINGS. FOOTINGS. DEEP. 2 -N0. 4 BARS TOP AND BOTTOM IN CONTINUOUS FOOTINGS. GARAGE DOOR GRADE 12 INCHES DEEP. 1 -NO. 4 12 INCHES DEEP. 1 -NO. 4 10 INCHES DEEP. I -NO. 4 24 INCHES DEEP. 2 -N0. 4 BEAN BAR TOP AND BOTTOM. BAN TOP AND BOTTOM. BAR TOP AND BOTTOM. BARS TOP AM BOTTOM. LIVING AREA 4 INCHES THICK. NOIIMLL. "INCHES THICK. NORMAL 1 -14DES THICK. NOMINAL. f INCHES THICK. ACTUAL '1_0011 SLABS NO MESH REWIRED FOR 6X641.4 A V1.4 WF AT 6 4-11.4 I X1.4 WF AT 6X6d2.4 A X2.4 WF AT EXPANSION FORCES. Mill-HEIGHT. MID - HEIGHT. �SUNO. DOWELS F� S 36 INCHES ON CENTER. GARAGE FLOOR SLABS + INCHES THICK. NOMINAL 4 INCHES THICK. NORMAL 4 INCHES THICK. NOMINAL A INCHES THICK. ACTUAL NO MESH REWIRED FOR 6X6 -X1.4 X Y1.4 WF. 6X6-111.4 A X1.4 WF. 6XbI2.4 X W2.4 WF. EXPANSION FORCES. ISOLATE FROM FOOTING ISOLATE FROM FOOTING ISOLATE FROM FOOTING STEIN ALL. STEM WALL. STEM ALL. PRE - SOAKING OF NOT REWIRED. MOISTEN SOAR TO 12 INCHES DEPTH SOAK TO IS INCHES DEPTH ;DAN TO 24 INCHES DEPTH LIVING AREA AND PRIOR TO POURING TO 4% ABOVE OPTIMUM TO 5% ABOVE OPTIMUM TO 55 ABOVE OPT MN GARAGE SLABS CO[1ETE. MOISTURE CONTENT. MOISTURE CONTENT. MOISTURE CONTENT. NOTES: 1) ALL DEPTHS ARE RELATIVE TO LOWEST ADJACENT SOIL. 2) SPECIAL DESIGN 15 REWIRED FOR VERY HIGHLY EXPANSIVE SOILS (E.I. GREATER THAN 1301. 3) THESE ARE TYPICAL MINIMA RECOMMENDATIONS. LOCAL CO 17IONS AY DICTATE OTHER CONTROLLING RECOMENDAT IONS. REFER TO BODY OF REPORT FOR SITE SPECIFIC RECOMMENDATIONS. 4) THESE RECOMEADATIONS ARE BASED ON SOIL CONDITIONS AND SHOULD NOT BE CONSIDERED A STRUCTURAL DESIGN. 'finlyML'TI1? SLAB SUBGRAOE -� DOWEL (WHEN REQUIRED) H � HOOK TO LOANER REINFORCING BARS FOUNDATION AND SLAB DETAIL (NOT TO SCALE) 1 1/2 INCH SAND LAYER rMOISTURE BARRIER (10 MIL MINIMUN) CAPILLARY BREAK: 4 INCHES OF -3/8' GRAVEL OR WASHEO COARSE SAND INTERIOR FOOTING EXTERIOR FOOTING 12/87 FOUNDATION AND SLAB RECOMMENDATIONS nw nLN nv ivRO cnYlnccnlnMN,NmA LEA 7 DEPTH Of REINFORCING SARIS) -INTERIOR (AS REQUIRED) DEPTH OF DEPTH OF FOOTING EXTERIOR PRE - SOAKED FOOTING SOIL INTERIOR FOOTING EXTERIOR FOOTING 12/87 FOUNDATION AND SLAB RECOMMENDATIONS nw nLN nv ivRO cnYlnccnlnMN,NmA P L� I 1 Ran Pac Engineering March 11, 1988 Job No: Log No: Page 28 07- 6556 - 011 -00 -00 8 -2310 bearing should be limited to 3000 psf /ft. A combination of friction and lateral bearing pressure may be used, provided the latter is reduced by one - third. 8.6.4 Building and Footing Set -Backs Buildings located adjacent to the top of a slope should be set back one -half the height of the slope to a minimum of 5 feet and a maximum of 15 feet. Additional top -of -slope setbacks may be required as a mitigation measure for lateral spreading (See Section 8.2.3 "Liquefaction Mitigation Setback Zone ") . This distance should be measured horizontally from the face of the slope to the closest element of the structure. 8.6.5 Flatwork ' Concrete flatwork in exterior building areas should be designed according to the expected soil or ' bedrock conditions. It is advised that, in critical slab areas, similar design provisions be implemented as those for interior floor slabs. ' Accordingly, the recommendations presented in Section 8.6.2, "Concrete Slabs ", and on Figure 5, "Foundation and Slab Recommendations ", should be applied, where pertinent. 1 In addition, regular slab crack control joints ' should be provided to reduce the effects of concrete shrinkage and possible soil expansion. I I Ran Pac Engineering March 11, 1988 8.7 Retaining Walls Job No: 07- 6556 - 011 -00 -00 Log No: 8 -2310 Page 29 Where retaining walls or subsurface structural walls are planned, they should be designed in accordance with the following criteria: , EQUIVALENT FLUID PRESSURES ' Unrestrained Walls Restrained Walls ' Backfill behind retaining walls should be compacted as mentioned previously under Section 8.2, "Grading and Earthworks ", and as specified in Appendix D. Backfill Level 2:1 Sloping Level 2:1 Sloping ' Soil Type Backfill Backfill Backfill Backfill On -Site Silty ' Sands 35 pcf 45 pcf 40 pcf 50 pcf ' On -Site Sandy Silts 40 pcf 50 pcf 45 pcf 55 pcf ' Select Granular 30 pcf 43 pcf 35 pcf 48 pcf Walls subject to surcharge loads should be designed for ' an additional uniform lateral pressure equal to one -half the anticipated surcharge pressure in the case of restrained walls, or one -third for unrestrained walls. The wall backfill should be well- drained to relieve possible hydrostatic pressures on the wall. Wall footings should be designed as recommended under Section 8.6, "Foundation and Slab Recommendations ". ' Backfill behind retaining walls should be compacted as mentioned previously under Section 8.2, "Grading and Earthworks ", and as specified in Appendix D. I 1 1 C Ran Pac Engineering Job No: March 11, 1988 Log No: Page 30 8.8 Soil Sulfate Content Implications 07- 6556 - 011 -00 -00 8 -2310 Based upon our experience of the soils near the site, ordinary Type I or Type II Portland Cement may be used in the construction of concrete foundations or slabs in contact with subgrade soils. This condition should be confirmed by additional sulfate testing performed at the completion of rough grading. 8.9 Utility Trench Backfill It is our opinion that utility trench backfill consisting of the on -site material types could be best placed by mechanical compaction to a minimum of 90 percent of the laboratory maximum dry density (relative compaction). As an alternative, granular material (S.E. >30) may be ' placed in lifts and thoroughly jetted in- place; however, jetting should only be considered to apply to trenches no tgreater than 2 feet in width. Following jetting operations, trench backfill should be thoroughly and ' mechanically compacted and /or wheel - rolled from the surface to a minimum of 90 percent relative compaction. ' Exterior trenches extending below a 1:1 (horizontal: vertical) projection from the outer edge of foundations ' should be mechanically compacted to a minimum of 90 percent relative compaction. If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, we would recommend the utilization of light- weight mechanical equipment and /or shading of the conduit with clean granular material, which could be Areas to be paved with asphaltic concrete should be ' scarified and moistened to near optimum conditions and compacted to at least 90 percent relative compaction to ' within 6- inches of subgrade elevations. The top six inches of subgrade then should be compacted to at least ' 95 percent relative compaction. Recommended pavement sections should be based on ' laboratory testing of the actual subgrade soils. We Ran Pac Engineering Job No: 07- 6556 - 011 -00 -00 ' March 11, 1988 Log No: 8 -2310 resulting in moderately light structural pavement Page 31 sections. However, the actual pavement design must also be based on Traffic Indices (T.I.) provided by Riverside County. When this information is available, we would be thoroughly jetted in -place above the conduit, prior to ' initiating mechanical compaction procedures. other ' methods of utility trench compaction may also be Areas ", the required pavement section in weak soil areas appropriate as approved by the Soils Engineer at the time of construction. Suggested guidelines for trench ' backfill specifications are included in Appendix D. 8.10 Pavement Design ' Areas to be paved with asphaltic concrete should be ' scarified and moistened to near optimum conditions and compacted to at least 90 percent relative compaction to ' within 6- inches of subgrade elevations. The top six inches of subgrade then should be compacted to at least ' 95 percent relative compaction. 1 Recommended pavement sections should be based on ' laboratory testing of the actual subgrade soils. We assume that these materials, when properly compacted, will have good pavement supporting characteristics resulting in moderately light structural pavement ' sections. However, the actual pavement design must also be based on Traffic Indices (T.I.) provided by Riverside County. When this information is available, we would be ' able to provide the County with any necessary information for their pavement section determinations. As noted in ' Section 8.2.7 "Select Subgrade for Pavements in Weak Soil Areas ", the required pavement section in weak soil areas ' may be reduced by overexcavation and replacement with clean sands from the Temecula Creek bed. 1 1 I 1 1 1 1 1 1 1 Ran Pac Engineering Job No: 07- 6556 - 011 -00 -00 March 11, 1988 Log No: 8 -2310 Page 32 8.11 Grading and Foundation Plan Review As foundation and grading plans are completed, they should be forwarded to the Soils Engineer for review for conformance with the intentions of the recommendations contained in this report. 8.12 Construction Monitoring Continuous observation and testing under the direction of a Soils Engineer and /or Engineering Geologist during grading is essential to verify compliance with our recommendations and to confirm that the geotechnical conditions found are consistent with this and previous investigations. In this way, alternatives and adjustments in recommendations and design could be done expeditiously as the work progresses. 9.0 LIMITATIONS OF INVESTIGATION Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances by reputable Soils Engineers and Geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. The test borings, test pits and laboratory test data are believed representative of the project site; however, soil and bedrock conditions can vary significantly between test locations. As in most major projects, conditions revealed by excavation may be at variance with preliminary findings. If this condition occurs, the possible variations must be evaluated by the Project Soils Engineer and Geologist and designs adjusted as required or alternate designs recommended. C Ran Pac Engineering March 11, 1988 Job No: Log No: Page 33 07- 6556 - 011 -00 -00 8 -2310 This report is issued with the understanding that it is the ' responsibility of the owner, or of his representative, to ensure that the information and recommendations contained ' herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and ' the necessary steps are taken to see that the contractor and subcontractor carry out such recommendations in the field. ' This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and ' we cannot be responsible for other than our own personnel on the site; therefore, the safety of others is the responsibility ' of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to ' be unsafe. The findings of this report are valid as of the present date. ' However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes 1 or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may ' occur, whether they result from legislation or the broadening of knowledge. 1 F 1 1 I 1 1 U I J 1 I 1 1 Ran Pac Engineering March 11, 1988 Job No: 07- 6556 - 011 -00 -00 Log No: 8 -2310 Page 34 This opportunity to be of service is sincerely appreciated. If you have any questions, please call. Very truly yours, HIGHLAND SOILS ENGINEERING, INC. William T. Altmeyer, R.C.E. 9V 1 Warren L. She ling, C.E.G. 1182 Director of Geotechnical Services Principal Geologist Registration Expires 12 -31 -88 Registration Expires 6 -30 -88 Reviewed by: WTA:WLS:vdp tlo. "291 E:7 12.31.88 I 0 I 1 p p 11 I APPENDIX A REFERENCES d P a Biehler, S., Kovach, R.L., and Allen, C.R., 1964, Geophysical framework of northern end of Gulf of California structural province, in Van Andel, T.H., and Shor, G.G., Jr., editors, Marine Geology of the Gulf of California: American Association of Petroleum Geologists Memoir 3, p. 126 -143; Department of Water Resources, State of California, 1971, Water Wells and Springs in the Western part of the Upper Santa Margarita River Watershed, Bulletin No. 91 -20, Prepared by U.S.G.S.; Hart, E.W., 1980, Fault- Rupture Hazard Zones in California, California Division of Mines and'Geology Special Publication 42; Fett, J.D., Hamilton, D.H., and Fleming, F.A., 1967, Continuing Surface Displacements Along the Casa Loma and San Jacinto Faults in San Jacinto Valley, Riverside County. Holzer, T.L., 1977, Ground Failure in Areas of Subsidence Due to Groundwater Decline in the United States. In International Conference on Land Subsidence, 2nd, Anaheim, California, 1976 Proceedings. International Association of Hydrological Sciences Publication 121, pp 423 -433. Jachens, R.C., and Holzer T.L., 1979, Geophysical Investigations of Ground Failure Related to Groundwater Withdrawal - Picacho Basin, Arizona, Groundwater Vol. 17, No. 6. Kennedy, K.P., 1977, Recency and Character of Faulting Along the ' Elsinore Fault Zone in Southern Riverside County, California, California Division of Mines and Geology Special Report 131; Miller, R.E., and Singer, J.A., 1971, Subsidence in the Bunker Hill -San Timoteo Area, Southern California: U.S. Geological Survey Open -File Report, 28p. ' Rockwell, T.K., Lamar, D.C., et. al., 1986, An Overview of the Tectonics of the Elsinore Fault Zone, Neotectonics and Faulting in Southern California, Guidebook; Mann, J.J., Jr., 1955, Geology of a Portion of the Elsinore Fault Zone, California Division of Mines and Geology Special Report 43; Ploessel, M.R., Slosson, J.E., September 1974, Repeatable High Ground Accelerations from Earthquakes, California Geology; Real, C.R., et. al., 1978, Earthquake Epicenter Map of California, 1900 -1974; California Division of Mines and Geology Map Sheet 39; ' Seed, H.B., Idriss, I.M., 1982, Ground Motion and Soil Liquefaction During Earthquakes, Earthquake Engineering Research Institute Nomograph; Weber, F.H., Jr., 1977, Seismic Hazards Related to Geologic Factors, Elsinore and Chino Fault Zones, Northwestern Riverside County, California, U.S.G.S. Open File Report, 77 -4 L.A., 96 pp. I 1 1 1 1 1 1 1 UNPUBLISHED REFERENCES Highland Soils Engineering, Inc., August 1987, Geotechnical Feasibility Investigation, 700± Acres, Vail Ranch, Riverside County, California, Job No: 07- 6556 - 008- 00 -00, Log No: 7 -1966. Highland Soils Engineering, Inc., February 3, 1988, Fault Hazard and Preliminary Geotechnical Investigation, 242± Acres, Southwest of the Intersection of Margarita Road and State Highway 79, Rancho California, Riverside County, California, Job No: 07- 6556 - 010- 00 -00, Log No: 8 -2227. 1 1 1 1 1 1 1 1 i 1 AERIAL PHOTOGRAPHS Photos: 1040, 1041, 1042 Photos: 201, 202, 203 County Flight, 1974 1 County Flight, 1983 1 1 1 1 1 1 1 1 i 1 AERIAL PHOTOGRAPHS Photos: 1040, 1041, 1042 Photos: 201, 202, 203 I I LJ 1 r 1 1 1 u 1 APPENDIX B LOGS OF BORINGS M I 0 1 1 1 DATE OBSERVED: 2 -15 -88 METHOD OF EXCAVATION: 8" Hn11 Ow CtP anger LOGGED SY: RP(' GROUND ELEVATION: 1063 LOCATION: SP . GPO e hni al Map _ P1atP 1 _ ~ 2 O O o mW Q. C ¢W aIL BORING NO. i r V U. M6 < O~ Wv LL ; rI �< m �W vF <_ SOIL TEST f IL co � O OW Y J 02 i0 JW d= DESCRIPTION C U m 7 m C) _� -0- ALLUVIUM: (Qal) Light gray, slightly silty, fine to MAXIMUM DENSITY/ 15 mad -Jun SAND, with clayey silt seams, OPTIMUM MOISTURE, slightly damp, loose to 10' SIEVE, 6 SAND EQUIVALENT 9 10 19 4.0 97 @ 10', Light gray, slightly silty, fine to mediun SAND, with clayey silt seams, slightly damp, medium - dense to 25' 16 23 20 38 4.3 98 26 I @ 25', Light gray, slightly silty, fine 37 to uedim SAND, with clayey silt seams, sli htly d dense Total Depth = 26.5' No Water No Caving 30 i 36 r 10 JOB LOG OF BORING FIGURE B -1 08 -6556- - HIGHLAND SOILS ENGINEERING,INC; [J 1 I DATE OBSERVED: METHOD OF EXCAVATION: 8" Hollow stem auoer LOGGED By: SPG GROUND ELEVATION: 1073 LOCATION: See Geotechnical Mao, Plate 1 P w z O < /- °o O mW W a ¢t „ > LL ¢oi BORING NO. v l.7 I �d < �~ UA _9 = a m �- 03 COW OF SOIL TEST ~ a q m ; O W.0 G� Y O2 2O JOD a= DESCRIPTION O (JJ m M m U 2: a 0 UVIUM: (Qal) 15 8.9 98 Dark brown, silty fine to medium SAND, moist, medium -dense to 25' 6 11 10 17 3.4 95 ht @ 10' Light gray, slightly silty, fin 57< medium SAND, slightly moist, trace of coarse sand �s 16.0 13 @ 15', Interbedded, gray to brown, silty, fine - coarse SAND and dark gray peaty clayey silt 20 22 23.5 @ 20', Dark gray, silty, fine- coarse SAND, saturated, medium -dense 2s 42 @ 25', Hammer wet (below water in hole) Dark gray, slightly silty, fine - coarse SAND, with trace of mica, dense, saturated 30 32 Total Depth = 31.5' Water @ 16' during and after drilling I Caved @ 16' 36 40 JOB NO: 08- 6556 -011 00 -00 LOG OF BORING FIGURE B -2 ,HIGHLAND SOILS ENGINEERING,IM' H H 1 II 1 DATE OBSERVED: 2 -15- METHOD OF EXCAVATION: 8" Hollow stem auger LOGGED BV: BPG GROUND ELEVATION: 1057 LOCATION: See Geotechnical Map. Plate 1 f 0 < F o O mW W aJ ¢ >LL on BORING NO.�_ W r <") I :31L < =Z Wr = a F-� q< m 0W V� SOIL TEST f a W N m < 3 O J Gio Z Y J � O Z 20 iLz dZ DESCRIPTION O U m 0 V =0 0 ALLUVIUM: (Qal ) Light brown, clean, fine - coarse SAND, SAND EQUIVALENT 15 5.4 100 trace of gravel, medium - dense, slightl_ moist @ 51, Light_ brown, clean, fine- coarse 6 SAND, trace of gravel, medium- - 16 dense 10 8 30.0 87 @ 10', Light gray with cla y seams, CONSOLIDATION loose 16 37 @ 15', Clean and dense 20 70 4.1 108 @ 20', dense CONSOLIDATION 26 26.8' 30 @ 31', very dense 59 Total Depth = 32.5' Water at 26.8' while drilling 36 Caved @ 25' 40J 1 JOB "0:08- 6556 -011 00 -00 LOG OF BORING FIGURE: B -3 NHGHLAND SOILS ENGINEERING,INC: I LJ I 1 1 i 1 I I DATE OBSERVED: 2 -15 -88 METHOD OF EXCAVATION: 8" Hollow stem auger LOGGED BY: BPG GROUND ELEVATION: 1090 LOCATION: See Geotechnical Map, Plate 1 w v _ CL CL O < S LZ m m V o U. m 3 O m Cow mw Md 1­2 "_�< am � CL a < m Y m :) ~ COW of 20 V od W.r VF <_ Jm a= ZQ BORING NO. 4 DESCRIPTION ALLUVIUM: ( Qal ) SOIL TEST Mediun brownish -gray, slightly fine- SAND EQUIVALENT 18 9.3 90 mediuun SAND, mediun -dense to 15', very moist a 13 7.71 0 D.D. 10 14 19.0 104 @ 10', Gray, silty fine - coarse SAND, CONSOLIDATION with black silty clay seams, saturated to 16 @ 151, Dark gray, clayey SILT, with SIEVE sandy seams, micaceous, medium- dense 20 387 21.8 102 @ 25', Light gray, fine - coarse SAND, clean, slightly micaceous, dense 25- 36 30 60 Total Depth = 33.5' 35 Water @ 6.6' after drilling L040 LON D.D.= During Drillin 08- 6556 -011 LOG OF BORING 00 -00 FIGURE: B -4 (HIGHLAND SOILS ENGINEERING,ING: I [J d I LJ I I 1 I 1 DATE OBSERVED:- 2 -15 -88 METHOD OF EXCAVATION: 8° Hollow stem anoar LOGGED BY: RPr GROUND ELEVATION: 1110 LOCATION: Sea (',antanhniaal Map, Plata 1 2 < o G mW W a ¢'� >iy ad BORING NO. 5 uW, _ m 1­2 90 SOIL TEST CL 0 O Cq be J > O °= DESCRIPTION O V m 7 m O =UA O UVIUM: (Qa1) MAXIMUM DENSITY/ Dark brown, very silty, fine- medium OPTIMUM MOISTURE 14 15.5 98 SAND, micaceous, slightly moist, medium DIRECT SHEAR, dense to 10' SIEVE, SAND EQUIVALENT 6 10 SULFATE 10 14 23.6 97 ' @ 10 Dark olive- brown, slightly clay- ey, fine, sandy SILT, wet;_ loose 16 12 17.5' @ 15', interbedded, dark gray, slightly Q fine- medium SAND and clayey silt _ with peat, medium - dense, wet 20 26 22.9 98 25 2 25', Dark gray, silty, fine- medium, 16 SAND, with clayey silt seams 30 @ 30', Dark gray, silty, fine - coarse, SAND, with clayey, silty seams, 14 I micaceous, medium- dense, satura- SIEVE ted 36 @ 37', Dark gray, interbedded, silty, CLAY, with trace of at, and siltv.ftne-coarrses 'M Total Depth = 38.5' 40 Water @ 17.5' during and after dril.l.ing JOB N0:08- 6556 -011 00 -00 LOG OF BORING FIGURE: B -5 NIGHLAND.SOILS ENGINEEMUG.lAt- I 1 1 1 1 11 1 1 1 DATE OBSERVED: 2-15 -88 METHOD OF EXCAVATION: 8" Ho-1.1 ow stem au4er LOGGED BY: BPG GROUND Q ELEVATION: ) LL cV 1075 LOCATION: See Geotechnical BORING NO. 6 Man, Plate 1 W p 1- c O mW W d LL < U. 2J >H LL a1 �2 y X10 OF SOIL TEST CL W co < O q< cm Y J ~ 2 O JGD a= DESCRIPTION V m m m V ?W 0 ALLUVIUM: (Qal) 23 3.6 100 Light brown, clean, fine- coarse SAND, trace of gravel, medium- dense, dry 6 46 @ 5', Light brown, clean, fine- coarse SAND, trace of gravel, dense to 1 56 D.D. 16 @ 15', Brown, fine, sandy, SILT, very 13 slight clayey, with silty sand seams, medium - dense, saturated, micaceous 20- @ 20 -21', cobbles 50 @ 23', Light broom, gravelly SAND, s7.ightly silty, very dense 26 61 @ 27', Light brown, gravelly SAND, qjit-jr. very dense Total Dep th = 28.5' 30 Water @ 9.7' after dr4._J1ing Ca7red @ 5' 36 40 D.D. = During Drilling JOB NO 08- 6556 -011- 0 -00 LOG OF BORING FIGURE: _ rftML&ND SOILS ENGMEERINGAmir. I 1 1 1 1 1 I 1 I DATE OBSERVED: 2-16 -88 METHOD OF EXCAVATION: 8" Hollow stem auger LOGGED BY: BPG GROUND W Q >F COW i0 ELEVATION: Iro 0 C W... V� < _ a= 1080 LOCATION: See Geotechnical BORING NO. 7 DESCRIPTION T ,UVIUM: (Qal ) Map, Plate 1 W w .LLi = a W 0 < U LL H < 0 0 LL 0 1-2 O J W mw 2J of y� ca<i 2 J d i -4 7 . SOIL TEST � MAXIMUM DINSITY/ Light brown, silty, gravelly SAND, OPTIMUM MOISTURE, 18 3.4 103 trace of mica, dry, medium -dense DIRECT' SHEAR, SIEVE a @ 51, Light brown, silty, gravelly SAND 9 with black, clayey silt seams, loose 10 1 10 46.6 68 @ 10', wet cl ayey GILT CONSOLIDATION D.D. 1a 18 @ 15', saturated and medium -dense 20 20 8.5 123 @ 231, Brown and gray, medium -dense SIEVE 25- @ 27', Light brown, gravelly, very silt 19 SAND, trace mica, with sandy silt seams, mediiun- -dense 30 @ 29 -31', cobbles AUBA FORMATION. 39 golden broom, gravelly, very silt SAND, with mica, saturated Total Depth = 33.5' 35water @ 11.5' after drilling aved @ 12.8' 401 1 1 1 1 1 ID.D.-During Drilling JOB NO_08 -6556- 01100 -00 LOG OF BORING FIGURE: B -7 HIGHLAND SOILS ENGINEE131e10,INC. I 1 1 1 I d DATE OBSERVED: 2 -16 -88 METHOD OF EXCAVATION - 8" Hollow stem auger LOGGED BY: BPG GROUND ELEVATION: 1090 LOCATION: See Geotechnical Mao. Plate 1 .. W Z F c O mW W a c` !LL cd BORING NO.�_ V a of �z > ow C* ~W m O� -c t SOIL TEST H CL 0 CO 3 i� Y 02 20 jW dZ DESCRIPTION D U m m V Z O ALLUVIUM: ( Qal ) Dark brown, slightly clayey, gravelly, 5 14.2 106 silty SAND, moist 6 @ 5', Golden brown, very clayey SAND, 28 with gravel, trace of mica, moist medium -dense 10 @ 10', Light brown, silty, fine- medium 19 SAND, trace of mica, medium - dense, slightly moist I6 19 6.2 105 @ 151, Slightly moist CONSOLIDATION 20 25 @ 20', Clean 25 34 6.8 101 30 39 8.9 @ 30', Dense and moist Total Depth = 31.5' No Water No Caving 36 40 JOB NO:08- 6556 -011 00 -00 LOG OF BORING FIGURE: 78 HIGHLAND SOILS ENGINEERIgG,INC.'--, I C 1 II u 1 11 1 DATE OBSERVED: 2 -16 -88 METHOD OF EXCAVATION: 8" Hnl low atnm aiimar LOGGED BY: BPG GROUND ELEVATION: 1120 LOCATION: See Geotechnic-il Man _ plate 1 WO W } °o O QJ W IL cd BORING NO. o �6 < W. _g ai O)W OF SOIL TEST f a GO m O ovi -j a= m M m i0 20 DESCRIPTION O V U ° ALLUVIUM: (Qal) Light brown, clayey SAND, with gravel, 23 10.1 107 very moist, medium--dense 6 22 t0 16 12.2 108 CONSOLIDATION 16 16 8.7 @ 15', Light brown, silty to clean, fine - coarse SAND, trace of mica, slightly moist, mediiun -dense 20 Total_ Depth - 20' No [dater No Caving 26 30 35 40 JOB NO_ 08- 6556 -011 00 -00 LOG OF BORING FIGURE:$ -9 HIGHLAND SOILS ENGINEERING INC: D 1 n P r DATE OBSERVED: 2 -16 -88 METHOD OF EXCAVATION: 8" Hollow stem auger LOGGED BV: BPG GROUND ELEVATION: 1105 LOCATION: See Geotechnical Map, Plate 1 H w < H 00 G mW W a ¢'R > LL od BORING NO. �1 v V U. 7a < �Z W•• _ = LL m Px Cc <_ SOIL TEST !- a 47 m O 0 � < oai Y O2 JW a= m 20 DESCRIPTION O V m V ?� ALLUVIUM: (Qal) MAXIMUM DENSITX/ 3 14.0 103 Dark gray, clayey SAND, wet, with OPTIMUM MOISTURE gravel, very loose s 10 @ 51, loose 10 21 5.8 111 @ 10', Light brown, gravelly, silty, SIEVE SAND, slightly moist, medium - dense 16 13.1 @ 15', wet 30 @ 17 -18', gravel layer 20 @ 201, clean SAND, dense and wet 104 1 PAUBA FORMATION: Golden brown, clayey SILT, with sand, dense Total Depth = 21.5' 26 No Water No Caving 30 36 40 .108 NO-* 08-6556-011 00 -00 LOG OF BORING FIGURE- B -10 HIOHLANQ SOILS ENGINEERING,INC:. i I I d I I I k 1 0 DATE OBSERVED: 2 -16 -88 METHOD OF EXCAVATION: A" Hol low G +Pm miger LOGGED BY: BPG GROUND ELEVATION: 1129 LOCATION: See Geotechnical Mar), Plate 1 w < o mw a ¢'R od BORING NO.�L na < �= W.. � W V SOIL TEST a t9 O BCD Y _j 51- 2 i0 Jog aZ DESCRIPTION O V m m U Z� 0 ALLUVI (Qal) Dark brown, gravelly, silty SAND, wet, 3 12.0 108 very loose, slightly micaceous 6 @ 51, Light brownish gray, silty SAND, 20 medium -dense 10� 20 6.3 llo 0 10', Light brown, clean, gravelly SAND, moist, medium -dense •i i I 15 i 11 7.4 20 i 82 13. 114.7 BEDROCK (PAUBA FUIMIATION) Light golden - brown, sandy SILTSTONE, trace of gravel, trace of mica 25 90 •- - 30 Total Depth = 26.5' No Water No Caving 36 40 JOB N0:08- 6556 -011 00 -00 LOG OF BORING FIGURE: B -11 HIGHLAND 'SOILS ENGINEERINGJNC. DATE OBSERVED: 2-16-88 METHOD OF EXCAVATION: 8" Hollow stem auger LOGGED BY: BPG GROUND ELEVATION: 1175 LOCATION: See C,eotechnical Man. Plate 1 w Q f O in w W Q U. cu BORING NO. 12 S J 3 W v _ Go �� o�i �Lu SOIL TEST C 0) O aw Y J Oz 20 JZ dz DESCRIPTION C J m 7 m V Z 0 ALLUVIUM: ( Qal ) Dark brown -gray, slightly clayey, silt 7 11.1 114 SAND, ,vet, very loose s 14 @ 5', Light brown, slightly moist, medium -dense Ic 24 7.8 121 @ 101, Light brown, slightly silty, gravelly SAND, moist, medium - dense 16 20 20 32 6.6 118 Total Depth = 21.5' No Water 26 30 35 40 JOB No.:08- 6556 -011 00 -00 LOG OF BORING FIGURE: B_12 HIGHLAND SOILS ENGIN@ERING;INC. I i C [J I I DATE OBSERVED: 2 -16 -88 METHOD OF EXCAVATION: 8° Hollow stem auger LOGGED BY: BPG GROUND ELEVATION: 1093 LOCATION: See Geotechnical Man, Plate 1 W z O < o mw a a od BORING NO. 13 L V U. Ma i �� w•• = LL N r-2 w CO W V SOIL TEST H w W < 3: L9 -C ZW Y C2 20 JO1 az DESCRIPTION O U m M m V = � 0 ALLUVIUM: (Qal) 5 4.3 95 Medium brown, silty SAND, trace of mica gravel, loose 6 @ 5', Brown to gray 9 7.8' D.D. 10 20 17.8 106 @ 10', Gray, silty, fine- coarse SAND, with gravel, medium -dense 16 8 @ 18', Dark gray, silty SAND and sandy silt, micaceous, saturat_ed,loose 20 14 @ 231, Dark gray, silty and clayey SAND micaceous, saturated, loose 26 Total Depth = 23.5' Caved @ 6' 30 36 40 D.D. = During Drilling 106 N0 08- 6556 -011 00 -00 LOG OF BORING FIGUREcB_13 .;HIGHLAND SOILS ENWffEERING,IYC,;. C CJ 1 1 1 [_ 1 fl I DEFINITION OF TERMS PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS CLEAN 02 W GRAVELS GRAVELS •'O. OW Well s graded gravels, gravel -sand mixtures, little or no G F a MORE THAN HALF OF (LESS THAN a'. GP Poorly graded gravels or graveF -sand nJxtwes, little a STIFF 1 - 2 5% FINES) VERY STIFF 2- 4 no fins&. a) OVER 4 OVER 82 O FRACTION 18 GM Silty gravels, grav0- sand -&kl mixtures, non- plsstk W GRAVEL O z N Z < a LARGER THAN NO. 4 SIEVE WITH FINES VA GC Clayey prareb, gravel-sand-clay mlxtwaa, plastic U. X IX J W he SANDS CLEAN CLEAN iae SW W&II graded sands, gravely sands, little or no fine&. Q= Ic W W < 0 W MORE THAN (LESS THAN N = a HALF OF 5% FINES) SP Poorly graded sands or gravely sands, MM or no floe&. 0:I- COARSE v SANDS SM Silly sands, sand -NN it mixtures, non -plastic firms, j O w a FRACTION IS 00 SMALLER THAN WITH FINES i NO. 4 SIEVE SC Clayey sands, sand -clay mixtures, plastic fines. 0) W J O ML Inorganic silts and very fine sands rock flow, silty or clayey fins sands or eliyey &INs with slight plasticity. W a SILTS AND CLAYS IL mj W LIQUID IIMIT 18 CL Inorganic clays of low to medium plasticity, gravelly lean < 2 W LESS THAN 80% clays, sandy clays, clays. 0 = a a W OL Organic silts and organic silty clays of kw plasticity. Zz_oo _ -1 a MH InorNe sins, micaceous or diatomaceous fine sandy or city soils, elastic IX I­ -C W a z SILTS AND CLAYS silts. . W C w z LIQUID LIMIT 18 CH Inorganic clays of high plasticity, fat clays. z < < F GREATER THAN 80% ri / OH Organic clays of medium to a Y high plasticity, organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. GRAIN SIZES SILTS AND CLAYS FINE ­MEDIUM I COARSE GRAVEL FINE COARSE COBBLES BOULDERS 200 40 10 4 314' 8' 12' U,8. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS RELATIVE DENSITY SANDS, GRAVELS AND NON - PLASTIC SILTS BLOWS /FOOT VERY LOOSE 0 - 4 LOOSE 4 - 10 MEDIUM DENSE 10-30 DENSE SO - SO VERY DENSE OVER SO CONSISTENCY CLAYS AND PLASTIC SILTS STRENGTH ** BLOWS/FOOT* VERY SOFT 0- 1/4 0- 2 SOFT 1/4 - 1/2 2- 4 FIRM 1/2 - 1 4 - 8 STIFF 1 - 2 8 -10 VERY STIFF 2- 4 10-32 HARD OVER 4 OVER 82 *NUMBER OF BLOWS OF 140 POUND HAMMER FALLING SO -INCHES TO DRIVE A 2 -INCH O.D. (1 -3/8 -INCH 1.0.) SPLIT SPOON (ASTM 0- 1686). * *UNCONFINED COMPRESSIVE STRENGTH IN TONS /80. FT. AS DETERMINED BY LABORATORY TESTING OR APPROXIMATED BY THE STANDARD PENETRATION TEST (ASTM D- 1686), POCKET PENETROMETER, TORVANE, OR VISUAL OBSERVATION L KEY TO LOGS HIGHLAND SOILS ENGINEERING,INC. I 1 1 C] 1 u 1 1 L APPENDIX C LABORATORY TEST RESULTS I ' LABORATORY TESTING ' A. Classification Soils were classified visually according to the Unified Soil Classification System. Classification was supplemented by index tests, such as Particle Size Analysis. Moisture content ' and dry density determinations were made from undisturbed samples. Moisture content determinations were made from ' Standard Penetration Test Samples. B. Particle Size Analysis Particle size analyses, consisting of mechanical analysis (sieve) were performed on representative samples of the on -site soils in accordance with ASTM: D 422 -63. Test results ' are shown on Figures C -1 through C -9. C. Sand Equivalent ' A sand equivalent test was performed on a representative sample of the subsurface soils to supplement visual classifications and mechanical analysis. The laboratory ' standard used was ASTM: D 2419 -74. The test results are represented on Figure C -9, Table I. ' D. Maximum Density /Optimum Moisture Content The maximum dry density /optimum moisture content relationship ' was determined for a typical sample of the on -site soils. The laboratory standard used was ASTM: D 1557 -78. The test results are summarized on Figure C -9, Table II. k 1 ' E. F. ' G ' H. Expansion An expansion test was performed on a representative sample of on -site settling pond fill soil. The sample was remolded and tested under a surcharge of 144 pounds per square foot in accordance with the Uniform Building Code Standard No. 29 -2, Method 144 psf. The test results are presented on Figure C -9, Table III. Direct Shear Direct shear strength tests were performed on representative samples of the on -site soils, two remolded to 90 percent relative compaction. To simulate possible adverse field conditions, the samples were saturated prior to shearing. A saturating device was used which permitted the samples to absorb moisture while preventing volume change. The test results are presented on Figure C -10. Consolidation A consolidation test was performed on a representative undisturbed sample of the underlying soils to help determine their compressibility characteristics. The samples were saturated mid -way through the test to simulate possible adverse field conditions. The test results are presented on Figures C -6 through C -17. Sulfate A sulfate test was performed on a representative sample of subgrade material which could be in contact with concrete. The laboratory standard used was California Test Method 417A. The test results are presented on Figure C -9, Table IV. 1 i TABLE I RESULTS OF SAND EQUIVALENT TESTS (ASTM: D 2419 -74) Test Location B1 @0' -5' Sand Equivalent 55 TABLE II MAXIMUM DENSITY /OPTIMUM MOISTURE RELATIONSHIP (ASTM: D 1557 -78) Optimum Maximum Moisture Test Dry Density Content Location (ucf) % B1 @0' -5' 114.9 11.5 Test Location B1 @0' -5' Test Location B -5 @ 0 -5' TABLE III RESULTS OF EXPANSION TESTS (U.B.C. Standard 29 -2) Expansion Index 0 TABLE IV SOIL SULFATE CONTENT TEST RESULTS (California Test Method 417A) Job No: 07- 6556 - 011 -00 -00 Expansion Potential Very Low $ Soluble Sulfate .0125 Figure C -9 1 t BORING NO. DEPTH (FEET) COHESION, (PSF) ANGLE OF FRICTION? SAMPLE DESCRIPTION a orated, Remolded, Black, 7 0 - 5 100 34 4000 3000 d x O Z W 2000 00 CD Z 2 rZ W x CO 1000 0 1000 2000 3000 4000 5000 8000 NORMAL LOAD (PSF) 4000 3000 x O Z W F 2000 O Z G W x M 1000 0- 0 1000 2000 3000 4000 5000 8000 NORMAL LOAD (PSF) JOB SHEARING STRENGTH TEST FIGURE- 08-6556-011-00-00 c -lo BORING NO. DEPTH (FEET) COHESION, (PSF) ANGLE OF FRICTION? SAMPLE DESCRIPTION a orated, Remolded, Black, 7 0 - 5 100 34 BORING NO. DEPTH (FEET) COHESION, (P8 ANGLE OF SAMPLE DESCRIPTION FRICTION° Saturated, Remolded, Light brown, silt SAND with some cl 7 0 - 5 30 35 u 1 1 1 H 1 I I I I I I I EXPLANATION FIELD MOISTURE REBOUND a �w Y �1 LOAD CONSOLIDATION TEST I 1 1 1 1 h 1 u 1 1 1 1 1 i 1 1 .1 1 1 �sais 6aat�e�wNO;iiic. EXPLANATION FIELD MOISTURE SAMPLE SATURATED m n�wDuu u� LOAD CONSOLIDATION TEST �sais 6aat�e�wNO;iiic. D I H 1 I I H H I I I I k saLs VlWSlMNMQ i*L EXPLANATION FIELD MOISTURE REBOUND �� w miii ��HH�rI LOAD CONSOLIDATION TEST saLs VlWSlMNMQ i*L I LI 1 I I 0 I a 11 a a I I a I MNLAND -MLS aN01NlQiNp.UML EXPLANATION FIELD MOISTURE SAMPLE SATURATED REBOUND ■�en■ii�n ■nom ■n■ ■�■�na LOAD CONSOLIDATION TEST MNLAND -MLS aN01NlQiNp.UML I C 1 L 1, 1 1 1 H 1 i 1 1 0 1 1 1 1 1 !wanes saga ems.. EXPLANATION FIELD MOISTURE REBOUND Yr■NI�NIIY 'ti'�Y■111�� ■Iq 11� II �� WI �u�■■eiid LOAD CONSOLIDATION TEST !wanes saga ems.. 1 t 1 1 1 z O ro z 6 X W n. v z O F J O z 2 O O NORMAL LOAD (PBF) JOB NO.: iN3URE na_gssg_ni i _nn_nn LOAD CONSOLIDATION TEST I J 1 1 d 1 1 I I I I I 0 I I EXPLANATION ■an ■� nN iii i gum i w n u LOAD CONSOLIDATION TEST eMUUO_�ai.s esaNeriwiw:tMC. I 1 11 1 H i I I I I I I I I APPENDIX D STANDARD GUIDELINES FOR GRADING n i ' STANDARD GUIDELINES FOR GRADING PROJECT TABLE OF CONTENTS ' PAGE 1. GENERAL . . . . . . . . . . . . . . . . . . . . . . . . 1 1 2. DEFINITION OF TERMS . . . . . . . . . . . . . . . . . . 1 3. OBLIGATIONS OF PARTIES . . . . . . . . . . . . . . . . 5 ' 4. 5. SITE PREPARATION . . SITE . . . . . 6 PROTECTION . . . . . . . . • • . . . . . . . 6 6. EXCAVATIONS . . . . 8 1 6.1 UNSUITABLE MATERIALS . . . . . . . . . . . . . 8 6.2 CUT SLOPES . . . . . . . . . . . . . . . . . . . 9 ' 6.3 PAD AREAS . . . . . . . . . . . . . . . . . . . . 9 7. COMPACTED FILL . . . . . . . . . . . . . . . . . . . . 10 ' 7.1 PLACEMENT . . . . . . . . . . . . . . . . 10 7.2 MOISTURE . . . . . . . . . . . . . . . . . . . . 12 ' 7.3 FILL MATERIAL . . . . . . . . . . . . . . . . . . 12 7.4 FILL SLOPES . . . . . . . . . . . . . . . . . . . 14 7.5 OFF -SITE FILL . . 16 ' 8. DRAINAGE • . . . . . . • . . . . . • . • 16 9. STAKING . . . . . . . . . . . . . . . . . . . . . . . . 17 ' 10. SLOPE MAINTENANCE . . . . . . . . . . . . . . . . . . . 17 10.1 LANDSCAPE PLANTS . . . . . . . . . . . . . . . . 17 ' 10.2 IRRIGATION . . . . . . . . . . . . . . . . . . . 18 10.3 MAINTENANCE . . . . . . . . . . . . . . . . . . . 18 ' 11. 10.4 REPAIRS . . . . . . . . 19 TRENCH BACKFILL . • . . . . . . . . • • • . . . . . 19 12. STATUS OF GRADING . . . 20 1 STANDARD GUIDELINES FOR GRADING PROJECT GENERAL 1.1 The guidelines contained herein and the standard details attached hereto represent this firm's standard ' recommendations for grading and other associated operations on construction projects. These guidelines should be considered a portion of the project ' specifications. 1.2 All plates attached hereto shall be considered as part of these guidelines. 1.3 The Contractor should not vary from these guidelines without prior recommendation by the Geotechnical Consultant and the approval of the Client or his authorized representative. Recommendations by the Geotechnical Consultant and /or Client should not be the ' controlling agency prior to the execution of any changes. ' 1.4 These Standard Grading Guidelines and Standard Details may be modified and /or superseded by recommendations contained in the text of the preliminary geotechnical report and /or subsequent reports. 1.5 If disputes arise out of the interpretation of these grading guidelines or standard details, the Geotechnical Consultant shall provide the governing interpretation. ' 2. DEFINITION OF TERMS 2.1 ALLUVIUM - unconsolidated detrial deposits resulting from flow of water, including sediments deposited in ' river beds, canyons, flood plains, lakes, fans at the foot_ of slopes and estuaries. 2.2 AS- GRADED (AS- BUILT) - the surface and subsurface conditions at completion of grading. ' 2.3 BACKCUT - a temporary construction slope at the rear of earth retaining structures such as buttresses, shear keys, stabilization fills or retaining walls. ' 2.4 BACKDRAIN - generally a pipe and gravel or similar drainage system placed behind earth retaining structures such as buttresses, stabilization fills and ' retaining walls. 1 -1- I 1 i i H I II 1 1 I 1 2.5 BEDROCK - a more or less solid, relatively undisturbed rock in place either at the surface or beneath superficial deposits of soil. 2.6 BENCH - a relatively level step and near vertical rise excavated into sloping ground on which fill is to be placed. 2.7 BORROW (Import) - any fill material hauled to the project site from off -site areas. 2.8 BUTTRESS FILL - a fill mass, the configuration of which is designed by engineering calculations to stabilize a slope exhibiting adverse geologic features. A buttress is generally specified by minimum key width and depth and by maximum backcut angle. A buttress normally contains a backdrainage system. 2.9 CIVIL ENGINEER - the Registered Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as- graded topographic conditions. 2.10 CLIENT - the Developer or his authorized representative who is chiefly in charge of the project. He shall have the responsibility of reviewing the findings and recommendations made by the Geotechnical Consultant and shall authorize the Contractor and /or other consultants to perform work and /or provide services. 2.11 COLLUVIUM - generally loose deposits usually found near the base of slopes and brought there chiefly by gravity through slow continuous downhill creep (also see Slope Wash). 2.12 COMPACTION - is the densification of a fill by mechanical means. 2.13 CONTRACTOR - a person or company under contract or otherwise retained by the Client to perform demolition, grading and other site improvements. 2.14 DEBRIS - all products of clearing, grubbing, demolition, contaminated soil material unsuitable for reuse as compacted fill and /or any other material so designated by the Geotechnical Consultant. 2.15 ENGINEERING GEOLOGIST - a Geologist holding a valid certificate of registration in the specialty of Engineering Geology. -2- I 1 1 1 1 1 1 1 1 1 EJ I 1 1 1 11 1 2.16 ENGINEERED FILL - a fill of which the Geotechnical Consultant or his representative, during grading, has made sufficient tests to enable him to conclude that the fill has been placed in substantial compliance with the recommendations of the Geotechnical Consultant and the governing agency requirements. 2.17 EROSION - the wearing away of the ground surface as a result of the movement of wind, water and /or ice. 2.18 EXCAVATION - the mechanical removal of earth materials. 2.19 EXISTING GRADING - the ground surface configuration prior to grading. 2.20 FILL - any deposits of soil, rock, soil -rock blends or other similar materials placed by man. 2.21 FINISH GRADE - the ground surface configuration at which time the surface elevations conform to the approved plan. 2.22 GEOFABRIC - any engineering textile utilized in geotechnical applications including subgrade stabilization and filtering. 2.23 GEOLOGIST - a representative of the Geotechnical Consultant educated and trained in the field of geology. 2.24 GEOTECHNICAL CONSULTANT - the Geotechnical Engineering and Engineering Geology consulting firm retained to provide technical services for the project. For the purpose of these guidelines, observations by the Geotechnical Consultant include observations by the Soils Engineer, Geotechnical Engineer, Engineering Geologist and those performed by persons employed by and responsible to the Geotechnical Consultants. 2.25 GEOTECHNICAL ENGINEER - a licensed Civil Engineer who applies scientific methods, engineering principles and professional experience to the acquisition, interpretation and use of knowledge of materials of the earth's crust for the evaluation of engineering problems. Geotechnical Engineering encompasses many of the engineering aspects of soil mechanics, rock mechanics, geology, geophysics, hydrology and related sciences. 2.26 GRADING any operation filling or combinations operations. 1 -3- consisting of excavation, thereof and associates I ' 2.27 LANDSLIDE DEBRIS - material, generally porous and of clay, etc., or combinations thereof. low density, produced from instability of natural or ' soil mechanics (also see Geotechnical Engineer). man -made slopes. ' which is typically related to slope height and is ' 2.28 MAXIMUM DENSITY - standard laboratory test for maximum the stability of locally adverse conditions. A ' dry unit weight. Unless otherwise specified, the ' stabilization fill may or may not have a backdrainage maximum dry unit weight shall be determined in system specified. accordance with ASTM Method of Test D 1557 -78. 2.29 OPTIMUM MOISTURE - test moisture content at the maximum density. 2.30 RELATIVE COMPACTION - the degree of compaction (expressed as a percentage) of dry unit weight of a material as compared to the maximum dry unit weight of the material. 2.31 ROUGH GRADE - the ground surface configuration at which time the surface elevations approximately conform to the approved plan. 2.32 SITE - the particular parcel of land where grading is being performed. 2.33 SHEAR KEY - similar to buttress, however, it is generally constructed by excavating a slot within a natural slope in order to stabilize the upper portion of the slope without grading encroaching into the lower portion of the slope. 2.34 SLOPE - is an inclined ground surface the steepness of which is generally specified as a ratio of horizontal:vertical (e.g., 2:1). 2.35 SLOPE WASH - soil and /or rock material that has been transported down a slope by mass wasting assisted by ' run -off water not confined by channels (also see Colluvium). 1 -4- 2.36 SOIL - naturally occurring deposits of sand, silt, ' clay, etc., or combinations thereof. 2.37 SOIL ENGINEER - licensed Civil Engineer experienced in ' soil mechanics (also see Geotechnical Engineer). 2.38 STABILIZATION FILL - a fill mass, the configuration of which is typically related to slope height and is ' specified by the standards of practice for enhancing the stability of locally adverse conditions. A ' stabilization fill is normally specified by minimum key width and depth and by maximum backcut angle. A stabilization fill may or may not have a backdrainage system specified. 1 -4- I i2.39 SUBDRAIN - generally a pipe and gravel or similar drainage system placed beneath a fill in the alignment ' of canyons or former drainage channels. 2.40 SLOUGH - loose, non - compacted fill material generated during grading operations. 2.41 TAILINGS - - fill non engineered which accumulates on or adjacent to equipment haul- roads. ' 2.42 TERRACE - relatively level step constructed in the face of a graded slope surface for drainage control and ' maintenance purposes. 2.43 TOPSOIL - the presumably fertile upper zone of soil which is usually darker in color and loose. 2.44 WINDROW - a string of large rock buried within engineered fill in accordance with guidelines set forth by the Geotechnical Consultant. 3. OBLIGATIONS OF PARTIES t3.1 The Geotechnical Consultant should provide observation and testing services and should make evaluation to advise the Client on geotechnical matters. The Geotechnical Consultant should report his findings and recommendations to the Client or his authorized representative. ' 3.2 The Client should be chiefly responsible for all aspects of the project. He or his authorized ' representative has the responsibility of reviewing the findings and recommendations of the Geotechnical Consultant. He shall authorize or cause to have authorized the Contractor and /or other consultants to ' perform work and /or provide services. During grading the Client or his authorized representative should remain on -site or should remain reasonably accessible to all concerned parties in order to make decisions necessary to maintain the flow of the project. ' 3.3 The Contractor should be responsible for the safety of the project and satisfactory completion of all grading and other associated operations on construction projects, including, but not limited to, earth work in ' accordance with the project plans, specifications and controlling agency requirements. During grading, the Contractor or his authorized representative should ' remain on -site. Overnight and on days off, the Contractor should remain accessible. 1 -5- 4. SITE PREPARATION ' 4.1 The Client, should arra Contractor, ' Consultant, authorities All parties prior to any site preparation or grading, nge and attend a meeting among the Grading the Design Engineer, the Geotechnical . representative of the appropriate governing as well as any other concerned parties. should be given at least 48 hours notice. 4.2 Clearing and grubbing should consist of the removal of vegetation such as brush, grass, woods, stumps, trees, roots of trees and otherwise deleterious natural ' materials from the areas to be graded. Clearing and grubbing should extend to the outside of all proposed excavation and fill areas. ' 4.3 Demolition should include removal of buildings, structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts, tunnels, etc.) and other man -made surface and subsurface improvements from the areas to be graded. Demolition of utilities should include proper capping and /or re- routing pipelines at the project perimeter and cut -off and capping of wells in accordance with the ' requirements of the governing authorities and the recommendations of the Geotechnical Consultant at the time of demolition. ' 4.4 Trees, plants or man -made improvements not planned to be removed or demolished should be protected by the Contractor from damage or injury. 4.5 Debris generated during clearing, grubbing and /or demolition operations should be wasted from areas to be graded and disposed off -site. Clearing, grubbing and demolition operations should be performed under the observation of the Geotechnical Consultant. ' 4.6 The Client or Contractor should obtain the required approvals from the controlling authorities for the project prior, during and /or after demolition, site preparation and removals, etc. The appropriate approvals should be obtained prior to proceeding with grading operations. ' 5. SITE PROTECTION 5.1 Protection of the site during the period of grading ' should be the responsibility of the Contractor. Unless other provisions are made in writing and agreed upon among the concerned parties, completion of a portion of the project should not be considered to preclude that 1 -6- I 1 U P 1 1 1 1 portion or adjacent areas from the requirements for site protection until such time as the entire project is complete as identified by the Geotechnical Consultant, the Client and the regulating agencies. 5.2 The Contractor should be responsible for the stability of all temporary excavations. Recommendations by the Geotechnical Consultant pertaining to the temporary excavations (e.g., backcuts) are made in consideration of stability of the completed project and, therefore, should not be considered to preclude the responsibilities of the Contractor. Recommendations by the Geotechnical Consultant should not be considered to preclude more restrictive requirements by the regulating agencies. 5.3 Precautions should be taken during the performance of site clearing, excavations and grading to protect the work site from flooding, ponding or inundation by poor or improper surface drainage. Temporary provisions should be made during the rainy season to adequately direct surface drainage away from and off the work site. where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. 5.4 During periods of rainfall, plastic sheeting should be kept reasonably accessible to prevent unprotected slopes from becoming saturated. where necessary during periods of rainfall, the Contractor should install checkdams, desilting basins, rip -rap, sand bags or other devices or methods necessary to control erosion and provide safe conditions. 5.5 During periods of rainfall, the Geotechnical Consultant should be kept informed by the Contractor as to the nature of remedial or preventative work being performed (e.g., pumping, placement of sand bags or plastic sheeting, other labor, dozing, etc.). 5.6 Following periods of rainfall, the Contractor should contact the Geotechnical Consultant and arrange a walk -over of the site in order to visually assess rain related damage. The Geotechnical Consultant may also recommend excavations and testing in order to aid in his assessments. At the request of the Geotechnical Consultant, the Contractor shall make excavations in order to evaluate the extent of rain related - damage. 5.7 Rain - related damage should be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress and other adverse conditions identified by the Geotechnical Consultant. -7- ' Soil adversely affected should be classified as Unsuitable Materials and should be subject to overexcavation and replacement with compacted fill or other remedial grading as recommended by the Geotechnical Consultant. 5.8 Relatively level areas, where saturated soils and /or ' erosion gullies exist to depths of greater than 1.0 foot, should be overexcavated to unaffected, competent material. where less than 1.0 foot in depth, ' unsuitable materials may be processed in -place to achieve near - optimum moisture conditions, then thoroughly recompacted in accordance with the applicable specifications. If the desired results are not achieved, the affected materials should be overexcavated, then replaced in accordance with the applicable specifications. 5.9 In slope areas, where saturated soil and /or erosion gullies exist to depths of greater than 1.0 foot, they ' should be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where affected materials exist to depths of 1.0 foot or less below proposed finished grade, remedial grading by 1 moisture conditioning in- place, followed by thorough recompaction in accordance with the applicable grading guidelines herein may be attempted. If the desired results are not achieved, all affected materials should be overexcavated and replaced as compacted fill in accordance with the slope repair recommendations herein. As field conditions dictate, other slope repair procedures may be recommended by the Geotechnical Consultant. ' 6. EXCAVATIONS 6.1 UNSUITABLE MATERIALS ' 6.1.1 Materials which are unsuitable should be excavated under observation and recommendations ' of the Geotechnical Consultant. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic compressible ' natural soils and fractured, weathered, soft bedrock and non - engineered or otherwise deleterious fill materials. ' 6.1.2 Material identified by the Geotechnical Consultant as unsatisfactory due to its moisture conditions should be overexcavated, watered or ' dried, as needed, and thoroughly blended to a uniform near optimum moisture condition (as per guidelines, reference 7.2.1) prior to placement as compacted fill. -8- 1 6.2 CUT SLOPES ' 6.2.1 Unless otherwise recommended by the Geotechnical Consultant and approved by the regulating ' agencies, permanent cut slopes should not be steeper than 2:1 (horizontal:vertical). 6.2.2 If excavations for cut slopes expose loose, ' cohesionless, significantly fractured or otherwise unsuitable material, overexcavation and replacement of the unsuitable materials with a compacted stabilization fill should be ' accomplished as recommended by the Geotechnical Consultant. Unless otherwise specified by the t Geotechnical Consultant, stabilization fill construction should conform to the requirements of the Standard Details. 6.2.3 The Geotechnical Consultant should review cut slopes during excavation. The Geotechnical Consultant should be notified by the contractor tprior to beginning slope excavations. 6.2.4 If, during the course of grading, adverse or potentially adverse geotechnical conditions are encountered, which were not anticipated in the preliminary report, the Geotechnical Consultant should explore, analyze and make recommendations to treat these problems. 6.2.5 when cut slopes are made in the direction of the prevailing drainage, a non - erodible diversion ' swale (brow ditch) should be provided at the top -of -cut. ' 6.3 PAD AREAS 6.3.1 All lot pad areas, including side yard terraces, ' above stabilization fill or buttresses should be overexcavated to provide for a minimum of 3 feet (refer to Standard Details) of compacted fill over the entire pad area. Pad areas with both ' fill and cut materials exposed and pad areas containing both very shallow (less than 3 feet) and deeper fill should be overexcavated to provide for a uniform compacted fill blanket with a minimum of 3 -feet in thickness (refer to Standard Details). Cut areas exposing ' significantly varying material types should also be overexcavated to provide for at least a 3 -foot thick compacted fill blanket. Geotechnical conditions may require greater ' depth of overexcavation. The actual depth should be delineated by the Geotechnical Consultant during grading. -9- 7. 6.3.2 For pad areas created above cut or natural slopes, positive drainage should be established away from the top -of- slope. This may be accomplished utilizing a berm and /or an appropriate pad gradient. A gradient in soil areas away from the top -of- slopes of 2 percent or greater is recommended. COMPACTED FILL All fill materials should be compacted as specified below or by other methods specifically recommended by the Geotechnical Consultant. Unless otherwise specified, the minimum degree of compaction (relative compaction) should be 90 percent of the laboratory minimum density. 7.1 PLACEMENT 7.1.1 Prior to placement of compacted fill, the Contractor should request a review by the Geotechnical Consultant of the exposed ground surface. Unless otherwise recommended, the exposed ground surface should then be scarified (6- inches minimum), watered or dried as needed, thoroughly blended to achieve near optimum moisture conditions, then thoroughly compacted to a minimum of 90 percent of the maximum density. The review by the Geotechnical Consultant should not be considered to preclude requirement of inspection and appoval by the governing agency. 7.1.2 Compacted fill should be placed in thin horizontal lifts not exceeding 8- inches in loose thickness prior to compaction. Each lift should be watered or dried as needed, thoroughly blended to achieve near optimum moisture conditions then thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density. Each lift should be treated in a like manner until the desired finished grades are achieved. 7.1.3 The Contractor should have suitable and sufficient mechanical compaction equipment and watering apparatus on the job site to handle the amount of fill being placed in consideration of moisture retention properties of the materials. If necessary, excavation equipment should be "shut down" temporarily in order to permit proper compaction of fills. Earth moving equipment should only be considered a supplement and not substituted for conventional compaction equipment. -10- I ' 7.1.4 When placing fill in horizontal lifts adjacent to areas sloping steeper than 5:1 ( horizontal:vertical), horizontal keys and ' vertical benches should be excavated into the adjacent slope area. Keying and benching should be sufficient to provide at least 6 -foot wide ' benches and a minimum of 4 -feet of vertical bench height within the firm natural ground, firm bedrock or engineered compacted fill. No compacted fill should be placed in an area ' subsequent to keying and benching until the area has been reviewed by the Geotechnical Consultant. Material generated by the benching operation should be moved sufficiently away from the bench area to allow for the recommended review of the horizontal bench prior to ' placement of fill. Typical keying and benching details have been included within the accompanying Standard Details. 7.1.5 Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a false slope, benching should be conducted in the same manner as described above. At least a 3 -foot vertical bench should be established within the firm core of adjacent approved compacted fill prior to placement of additional fill. Benching should proceed in at least 3 -foot vertical increments until the desired finished grades are achieved. ' 7.1.6 Fill should be tested for compliance with the recommended relative compaction and moisture conditions. Field density testing should conform to ASTM Method of Test D 1556 -64, D ' 2922 -78 and /or D 2937 -71. Test should be provided for about every 2 vertical feet or 1,000 cubic yards of fill placed. Actual test interval may vary as field conditions dictate. Fill found not to be in conformance with the grading recommendations should be removed or ' otherwise handled as recommended by the Geotechnical Consultant. 7.1.7 The Contractor should assist the Geotechnical Consultant and /or his representative by digging test pits for removal determinations and /or for testing compacted fill. ' 7.1.8 As recommended by the Geotechnical Consultant, the Contractor should "shut down" or remove ' grading equipment from an area being tested. -11- I I P I I i n I I II I 7.2 7.3 7.1.9 The Geotechnical Consultant should maintain a plan with estimated locations of field tests. Unless the Client provides for actual surveying of test locations, the estimated locations by the Geotechnical Consultant should only be considered rough estimates and should not be utilized for the purposes of preparing cross sections showing test locations or in any case for the purpose of after - the -fact evaluating of the sequence of fill placement. MOISTURE 7.2.1 For field testing purposes, "near optimum" moisture will vary with material type and other factors including compaction procedures. "Near optimum" may be specifically recommended in Preliminary Investigation Reports and /or may be evaluated during grading. 7.2.2 Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface or previously compacted fill should be processed by scarification, watered or dried as needed, thoroughly blended to near - optimum moisture conditions, then recompacted to a minimum of 90 percent of laboratory maximum dry density. Where wet or other dry or other unsuitable materials exist to depths of greater than 1 foot, the unsuitable materials should be overexcavated. 7.2.3 Following a period of flooding, rainfall or overwatering by other means, no additional fill should be placed until damage assessments have been made and remedial grading performed as described under Section 5.6, herein. FILL MATERIAL 7.3.1 Excavated on -site materials which are acceptable to the Geotechnical Consultant may be utilized as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to placement. 7.3.2 where import materials are required for use on -site, the Geotechnical Consultant should be notified at least 72 hours in advance of importing, in order to sample and test materials from proposed borrow sites. No import materials should be delivered for use on -site without prior sampling and testing by the Geotechnical Consultant. -12- r L 0 1 1 1 1 1 I 7 7.3.3 Where oversized rock or similar irreducible material is generated during grading, it is recommended, where practical, to waste such material off -site or on -site in areas designated as "non- structural rock disposal areas ". Rock placed in disposal areas should be placed with sufficient fines to fill voids. The rock should be compacted in lifts to an unyielding condition. The disposal area should be covered with at least 3 feet of compacted fill which is free of oversized material. The upper 3 feet should be placed in accordance with the guidelines for compacted fill herein. 7.3.4 Rocks 12- inches in maximum dimension and smaller may be utilized within the compacted fill, provided they are placed in such a manner that nesting of the rock is avoided. Fill should be placed and thoroughly compacted over and around all rock. The amount of rock should not exceed 40 percent by dry weight passing the 3/4 inch sieve size. The 12 -inch and 40 percent recommendations herein may vary as field conditions dictate. 7.3.5 During the course of grading operations, rocks or similar irreducible materials greater than 12- inches maximum dimension (oversized material), may be generated. These rocks should not be placed within the compacted fill unless placed as recommended by the Geotechnical Consultant. 7.3.6 Where rocks or similar irreducible materials of greater than 12- inches but less than 4 feet of maximum dimension are generated during grading, or otherwise desired to be placed within an engineered fill, special handling in accordance with the accompanying standard Details is recommended. Rocks greater than 4 feet should be broken down or disposed off -site. Rocks up to 4 feet maximum dimension should be placed below the upper 10 feet of any fill and should not be closer than 20 feet to any slope face. These recommendations could vary as locations of improvements dictate. Where practical, over -sized material should not be placed below areas where structures or deep utilities are proposed. oversized material should be placed in windrows on a clean, overexcavated or unyielding compacted fill or firm natural ground surface. Select native or imported granular soil (S.E. 30 or higher) should be placed and thoroughly flooded over and around all -13- I ' windrowed rock, such that voids are filled. Windrows of oversized material should be staggered so that successive strata of oversized ' material are not in the same vertical plane. The Contractor should be aware that the Placement of rock in windrows will significantly ' slow the grading operation and may require additional equipment and /or special equipment. 7.3.7 It may be possible to dispose of individual ' larger rock as field conditions dictate and as recommended by the Geotechnical Consultant at ' the time of placement. 7.3.8 Material that is considered unsuitable by the Geotechnical Consultant should not be utilized in the compacted fill. 7.3.9 During grading operations, placing and mixing the materials from the cut and /or borrow areas ' may result in soil mixtures which possess unique physical properties. Testing may be required of ' samples obtained directly from the fill areas in order to verify conformance with the specifications. Processing of these additional samples may take two or more working days. The Contractor may elect to move the operation to other areas within the project, or may continue placing compacted fill pending laboratory and field test results. Should he elect the second ' alternative, fill placed is done so at the Contractor's risk. ' 7.3.10 Any fill placed in areas not previously reviewed and evaluated by the Geotechnical Consultant, and /or in other areas, without prior ' notification to the Geotechnical Consultant may require removal and recompaction at the Contractor's expense. Determination of overexcavations should be made upon review of field conditions by the Geotechnical Consultant. 7.4 FILL SLOPES ' 7.4.1 Unless otherwise recommended by the Geotechnical Consultant and approved by the regulating ' agencies, permanent fill slopes should not be steeper than 2:1 (horizontal:vertical). 7.4.2 Except as specifically recommended otherwise or ' as otherwise provided for in these grading guidelines (Reference 7.4.3), compacted fill ' slopes should be overbuilt and cut back to grade, exposing the firm, compacted fill inner core. The actual amount of over - building may 14 LJ 1 I 1 1 H 1 1 1 IJ vary as field conditions dictate. If the desired results are not achieved, the existing slopes should be overexcavated and reconstructed under the guidelines of the Geotechnical Consultant. The degree of overbuilding shall be increased until the desired compacted slope surface condition is achieved. Care should be taken by the Contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope surface. 7.4.3 Although no construction procedures produces a slope free from risk of future movement, overfilling and cutting back of slope to a compacted inner core is, given no other constraints, the most desirable procedure. Other constraints, however, must often be considered. These constraints may include property line situations, access, the critical nature of the development and cost. Where such constraints are identified, slope face compaction may be attempted to conventional construction procedures including backrolling techniques upon specific recommendation by the Geotechnical Consultant. As a second best alternative for slopes of 2:1 (horizontal:vertical) or flatter, slope construction may be attempted as outlined herein. Fill placement should proceed in thin lifts, i.e., 6 to 8 -inch loose thickness. Each lift should be moisture conditioned and thoroughly compacted. The desired moisture condition should be maintained and /or re- established, where necessary, during the period between successive lifts. Selected lifts should be tested to ascertain that desired compaction is being achieved. Care should be taken to extend compactive effort to the outer edge of the slope. Each lift should extend horizontally to the desired finished slope surface or more as needed to ultimately establish desired grades. Grade during construction should not be allowed to roll off at the edge of the slope. It may be helpful to elevate slightly the outer edge of the slope. Slough resulting from the placement of individual lifts should not be allowed to drift down over previous lifts. At intervals not exceeding 4 feet in vertical slope height or the capability of available equipment, whichever is less, fill slopes should be thoroughly backrolled utilizing a conventional sheepsfoot -type roller. Care should be taken to -15- I d 1 1 1 C] j H I maintain the desired moisture conditions and /or re- establishing same as needed prior to backrolling. Upon achieving final grade, the slopes should again be moisture conditioned and thoroughly backrolled. The use of a side -boom roller will probably be necessary and vibratory methods are strongly recommended. Without delay, so as to avoid (if possible) further moisture conditioning, the slopes should then be grid - rolled to achieve a relatively smooth surface and uniformly compact condition. In order to monitor slope construction Procedures, moisture and density tests will be taken at regular intervals. Failure to achieve the desired results will likely result in a recommendation by the Geotechnical Consultant to overexcavate the slope surfaces followed by reconstruction of the slopes utilizing overfilling and cutting back procedures and /or further attempt at the conventional backrolling approach. Other recommendations may also be provided which would be commensurate with field conditions. 7.4.4 Where placement of fill above a natural slope or above a cut slope is proposed, the fill slope configuration as presented in the accompanying Standard Details should be adopted. 7.4.5 For pad areas above fill slopes, positive drainage should be established away from the top -of- slope. This may be accomplished utilizing a berm and pad gradients of at least 2 percent in soil areas. 7.5 OFF -SITE FILL 7.5.1 Off -site fill should be treated in the same manner as recommended in these specifications for site preparation, excavation, drains, compaction, etc. 7.5.2 Off -site canyon fill should be placed in preparation for future additional fill, as shown in the accompanying Standard Details. 7.5.3 Off -site fill subdrains temporarily terminated (up canyon) should be surveyed for future relocation and connection. DRAINAGE 8.1 Canyon subdrain systems specified by the Geotechnical Consultant should be installed in accordance with the Standard Details. HE I 8.2 Typical subdrains for compacted fill buttresses, slope ' stabilizations or sidehill masses, should be installed in accordance with the specifications of the ' accompanying Standard Details. 8.3 Roof, pad and slope drainage should be directed away from slopes and areas of structures to suitable disposal areas via non - erodible devices, i.e., gutters, downspouts, concrete swales. ' 8.4 For drainage over soil areas immediately away from structures, i.e. within 4 feet, a minimum of 4 percent gradient should be maintained. Pad drainage of at ' least 2 percent should be maintained over soil areas. Pad drainage may be reduced to at least 1 percent for projects where no slopes exist, either natural or man -made, of greater than 10 feet in height and where ' no slopes are planned, either natural or man -made, steeper than 2:1 (horizontal:vertical) slope ratio. ' 8.5 Drainage patterns established at the time of fine grading should be maintained throughout the life of the project. Property owners should be made aware that ' altering drainage patterns can be detrimental to slope stability and foundation performance. 9. STAKING 9.1 In all fill areas, the fill should be compacted prior to the placement of the stakes. This, particularly, is ' important on fill slopes. Slope stakes should not be placed until the slope is thoroughly compacted (back - rolled). If stakes must be placed prior to the completion of compaction procedures, it must be recognized that they will be removed and /or demolished at such time as compaction procedures resume. ' 9.2 In order to allow for remedial grading operations, which could include overexcavations or slope stabilization, appropriate staking offsets should be 1 provided. For finished slope and stabilization backcut areas, we recommend at least 10 feet setback from proposed toes and tops -of -cut. ' 10. SLOPE MAINTENANCE 10.1 Landscape Plants In order to enhance surficial slope stability, slope planting should be accomplished at the completion of ' grading. Slope planting should consist of deep- rooting vegetation requiring little watering. Plants native to the southern California area and plants relative to native plants are generally desirable. Plants native -17- [J 1 1 1 1 d i 1 [J 1 1 1 to other semi -arid and arid areas may also be appropriate. A Landscape Architect would be the best party to consult regarding actual types of plants and planting configuration. 10.2 Irrigation 10.2.1 Irrigation pipes should be anchored to slope faces, not placed in trenches excavated into slope faces. 10.2.2 Slope irrigation should be minimized. If automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during periods of rainfall. 10.2.3 Though not a requirement, consideration should be given to the installation of near surface moisture monitoring control devices. Such devices can aid in the maintenance of relatively uniform and reasonable constant moisture conditions. 10.2.4 Property owners should be made aware that over - watering of slopes is detrimental to slope stability. 10.3 Maintenance 10.3.1 Periodic inspections of landscaped slope areas should be planned and appropriate measures should be taken to control weeds and enhance growth of the landscape plants. Some areas may require occasional replanting and /or reseeding. 1 10.3.2 Terrace drains and downdrains should be periodically inspected and maintained free of debris. Damage to drainage improvements should 1 be repaired immediately. 10.3.3 Property owners should be made aware that burrowing animals can be detrimental to slope 1 stability. A preventative program should be established to control burrowing animals. 1 10.3.4 As a precautionary measure, plastic sheeting should be readily available, or kept on hand, to protect all slope areas from saturation by periods of heavy or prolonged rainfall. This 1 measure is strongly recommended, beginning with the period of time prior to landscape planting. 1 1 IFM 1 10.4 Repairs ' 10.4.1 If slope failures occur, the Geotechnical Consultant should be contacted for a field review of site conditions and development of recommendations for evaluation and repair. 10.4.2 If slope failures occur as a result of exposure to periods of heavy rainfall, the failure area ' and currently unaffected areas should be covered with plastic sheeting to protect against additional saturation. ' 10.4.3 In the accompanying Standard Details, appropriate repair procedures are illustrated for superficial slope failures, i.e., occurring ' typically within the outer 1 foot to 3 feet + of a slope face. ' 11. TRENCH BACKFILL 11.1 Utility trench backfill should, unless otherwise recommended, be compacted by mechanical means. Unless otherwise recommended, the degree of compaction should be a minimum of 90 percent of the laboratory maximum density. 11.2 As an alternative, granular material (sand equivalent greater than 30) may be thoroughly jetted in- place. ' Jetting should only be considered to apply to trenches no greater than 2 feet in width and 4 feet in depth. Following jetting operations, trench backfill should be ' thoroughly mechanically compacted and /or wheel - rolled from the surface. 11.3 Backfill of exterior and interior trenches extending ' below a 1:1 projection from the outer edge of foundations should be mechanically compacted to a minimum of 90 percent of the laboratory maximum density. 11.4 Within slab areas, but outside the influence of ' foundations, trenches up to 1 foot wide and 2 feet deep may be backfilled with sand and consolidated by jetting, flooding or by mechanical means. If on -site materials are utilized, they should be wheel - rolled, ' tamped or otherwise compacted to a firm condition. For minor interior trenches, density testing may be deleted or spot testing may be elected if deemed necessary, ' based on review of backfill operations during construction. 1 -19- I 1 11.5 If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a 1 buried conduit, the Contractor may elect the utilization of light weight mechanical compaction equipment and /or shading of the conduit with clean, granular material, which should be thoroughly jetted 1 in -place above the conduit, prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon 1 review by the Geotechnical Consultant at the time of construction. 1 11.6 In cases where clean granular materials are proposed for use in lieu of native materials or where flooding or jetting is proposed, the procedures should be considered subject to review by the Geotechnical 1 Consultant. 11.7 Clean granular backfill and /or bedding are not 1 recommended in slope areas unless provisions are made for a drainage system to mitigate the potential build -up of seepage forces. 1 12. STATUS OF GRADING Prior to proceeding with any grading operation, the 1 Geotechnical Consultant should be notified at least two working days in advance in order to schedule the necessary observation and testing services. 1 12.1 Prior to any significant expansion or cut back in the grading operation, the Geotechnical Consultant should 1 be provided with adequate notice, i.e., two days, in order to make appropriate adjustments in observation and testing services. 1 12.2 Following completion of grading operations and /or between phases of a grading operation, the Geotechnical Consultant should be provided with at least two working 1 days notice in advance of commencement of additional grading operations. I LJ 1 i 1 -20- 1 1 1 1 t 1 1 1 1 t TYPICAL BENCHIN SEE DETAIL BELO MINIMUM 8 FT3 PER LINEAR FO< OF APPROVED FILTER MATERIAL FILTER MATERIAL TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUAL: SIEVE SIZE PERCENTAGE 1' 100 3/4' 80 -100 3/8' 40 -100 NO.4 25 -40 NO.30 5 -15 NO.50 0 -7 NO.200 0 -3 4CTED FILL / DETAIL 14" MINIMUM SURFACE OF FIRM EARTH MATERIAL `REMOVE UNSUITABLE MATERIAL NCLINE TOWARD DRAIN MINIMUM 4' DIAMETER APPROVED PERFORATED PIPE (PERFORATIONS DOWN) I' FILTER MATERIAL BEDDING APPROVED PIPE TO BE SCHEDULE 40 POLY- VINYL - CHLORIDE (P.V.C.) OR APPROVED EOUAL. MINIMUM CRUSH STRENGTH 1000 psi PIPE DIAMETER TO MEET THE FOLLOWING CRITERIA, SUBJECT TO FIELD REVIEW BASED ON ACTUAL GEOTECHNICAL CONDITIONS ENCOUNTERED DURING GRADING LENGTH OF RUN PIPE DIAMETER UPPER 500' 4' NEXT 1000' 8' > 1500' 8' TYPICAL CANYON SUBDRAIN DETAIL JOB NO.: DATE: FIGURE: 07 -6556 - 011 -00 -00 MARCH, 1985 D=ll , HIG14LAND BOILS. EIISINEERR OJNO.' -' "'L NATURAL SLOPE MINIMUM- DOWNSLOPE KEY DEPTH LIMITS OF FINAL EXCAVATION -TOE OF SLOPE SHOWN ON GRADING PLAN FILL pj PaSH M/ 14- 10' TYPICAL BENCH L i 1 � i 5% lll 16' MINIMUM BASE KEY WIDTH WIDTH VARIES COMPETENT EARTH MATERIAL TYPICAL BENCH HEIGHT PROVIDE BACKDRAIN AS REQUIRED PER RECOM- MENDATIONS OF SOILS ENGINEER DURING GRADING WHERE NATURAL SLOPE GRADIENT IS 5:1 OR LESS, BENCHING IS NOT NECESSARY. HOWEVER, FILL IS NOT TO BE PLACED ON COMPRESSIBLE OR UNSUIT- ABLE MATERIAL. FILL SLOPE ABOVE NATURAL GROUND_ DETAIL FIGURE: 07- 6556- 011 -00 -00 JOB NO.: DATE: MARCH, 1988 D-2 NIaMLAWD S9N:S-ENGINBERIA9,INL; t t t BENCHING FILL OVER NATURAL FILL SLO SURFACE OF FIRI EARTH MATERIAL 7 UNSUITABLE M STET p1A= REMO= -� 4' TYPICAL TYPICAL MIN. (INCLINED 2% MIN. INTO SLOPE) BENCHING FILL OVER CUT FINISH FILL SURFACE OF FIRM EARTH MATERIAL FINISH CUT SLOPE _ M TER L1A REMOVEAg1'' 4' TYPICAL 10' TYPICAL 15' MIN. OR STABILITY EQUIVALENT PER SOIL ENGINEERING (INCLINED 2% MIN. INTO SLOPE) BENCHING FOR COMPACTED FILL DETAIL 07 -6556- 011 -00 -00 DATE: MARCH, 1988 FIGURE: o-3 REMOVE ALL TOPSOIL,COLLUVIUM AND CREEP MATERIAL FROM TRANSITION CUT /FILL CONTACT SHOWN — ON GRADING PLAN FILL PEMOV� 4'TYPICAL t�Sp�V� ORIGINAL /�� i/ 70'TYPICAL TOPOGRAPHY '/ ,�-- CUT SLOPE* BEDROCK OR APPROVED 3' FOUNDATION MATERIAL 72' MINIMUM an *NOTE:CUT SLOPE PORTION SHALL BE MADE PRIOR TO PLACEMENT OF FILL FILL SLOPE ABOVE CUT SLOPE DETAIL JOB NO.: 07 -6556- 011 -00 -00 DATE: MARCH, 1988 FIGURE: 'D-4' I NIGNLAND'.8011.8',PNQINEERI NW N� 1 1 1 GENERAL GRADING RECOMMENDATIONS CUT LOT TOPSOIL, COLLUVIUM AND WEATHERED BEDROCK i UNWEATHERED BEDROCK CUT /FILL LOT (TRANSITION) COMPACTED FILL TOPSOIL, _, COLLUVIUM AND WEATHERED / / / UNWEATHERED BEDROCK BEDROCK i / 0 - -- ORIGINAL GROUND OVEREXCAVATE AND REGRADE �i ORIGINAL i GROUND 0 OVEREXCAVATE AND REGRADE g TRANSITION LOT DETAIL 'D ®�g556- 011 -00 -00 DATE' MARCH, 1988 FIGURE: ¢5,_ HIGNCAND "MOILS EYfYYECaun uw . 11 1 i C 1 C 1 i 1 1 1 1 1 1 1 k L 1 1 APPENDIX E GEOLOGIC TRENCH LAGS GEOLOGIC TRENCH 1 (SOUTH WALL) 60 0E REDDISH BROWN,SLIGHTLY INDURATED,GRAVELLY S DARK REDDISH - BROWN, CLAYEY SILTY SAND CLAYEY SANDY SILT (Bt -TYPE SOIL HORIZON) (A -TYPE SOIL HORIZON) 1 70 60 50 40 30 20 10 0 Bt. Bt • e, • �, 0 0° D b. c' o t e e ,O.aO t? Qo�°Q$P � yovp, c, I , r,. i � .. a o`e o r' . ; °'''°' .° o� e' °�.00�PY•�.r•a�0 -��0`° '•�;•�r, -�-' O.' 0 ca 0i - gPge aC =a -_ .♦. _ �� GGOODT -' LIGHT BROWN- GRAY,SILTY SANDY GRAVEL (Ops) LIGHT BROWN,GRAVELLY LIGHT YELLOWISH- BROWN,GRAVE6:LY SAND (Ops-) %" " ' ' - ' :.'•:: =:- SILTY SAND 1 BEDDED SANDS,GRAVELS,COBBLES(Ops) 140 130 120 110 100 90_ 8i0 70 0 _ at at 0060.4 0 xpwo - / . o , � u /. — b � p , p' . � •, 'j Y ' — o' O 0 r �. - ' oos° • ./ / a _ , •i, r . o o C °0bo0e _� . • %/ � .. � ~_V_�.y �y..v s.:�g4Ji�/�i °p4t� rp -• . .•T r. �i�` o si Vt .Tr. ., t'- .j. - � �_ :-" ��cs-�'��,�T���.0 V _v _tl _ ♦QW *,�•' f ''' . �_,° 1 LIGHT BROWN,GRAVELLY SILTY SAND LIGHT YELLOWISH- BROWN,GRAVELLV SAND (Ops) BROWN,CLAYEY SILTY GRAVELLY SAND (Ops) 200 190 180 170 160 150 140 EXPLANATION 1 ♦ V .• (7 — at _ Uf 4Y�p00 -/ at • o - . / i1 — / U / / - `^--- o SEDIMENTARY FACIES - — — - - CONTACT aoo° ' ~ -- _° °� , o G o• ' 5. 1 e �g;i�b6 o ° u - too °o °r o.ca�— o APPROXIMATE SEDIMENTARY ° ' — — .. ', ! °' :o::: - — _ ✓..:.; -rte 1 FACIES CONTACT ,v; _ - -` ='�: _' LIGHT BROWN,GRAVELLY SILTY SAND (Opa) LIGHT YELLOWISH- BROWN,GRAVELLY SAND (Ops) ORANGISH- BROWN,SAND GRAVEL 10 1 LIGHT BROWN,GRAVELLY SILTY SAND (Ops) 1 FIGURE E -1 FIGURE E -2 GEOLOGIC TRENCH 2 -5 TRENCH 2 (WEST WALL) TRENCH a ( WEST WALL) S 20 °E 58° W 30 20 10 0 O I 20 25 DARK BROWN,MASSIVE '' ° DARK GRAY,SLIGHTLY SILTY SAND(Oal) _ / CLAYEY SILTY SAND (Ocol) �• YELLOWISH BR OWN — _ _ _ _ 5 $ .� _ __ — s'2"••s.0 N'� GRAVELLY SAND (Qps) —: .: -0; �z • GRAY,FINE TO COARSE WELL INDURATE SANDY _ T `� cj ' ° �o SAND (Gal) .' , — -� ' - GRAVEL (Qps)W /COBBLES — �, TO 6' GRAY,SANDY .• — 34* DIP .� 10 10 N80 °W -•, —e GRAVEL (Qps) 30001P REDDISH - BROWN,MASSIVE. CLAYEY SILTY SAND(Qcol) I YELLOWISH BROWN, YELLOWISH BROWN,GRAVELLY SAND (Opa) 4S °DIP SANDY SILT (Ops) BROWNISH -GRAY, MEDIUM TO COARSE SAND (Ops) 15 15 TRENCH 5 (EAST WALL) TRENCH 4 (WEST WALL) 5 0E 117-N 0 S 40W 25 20 10 25 20 10 0 1 DARK BROWN,SANDY SILT (Goal) DARK BROWN,CLAYEY SILTY SAND (Gcol) ,55 DIP • 5 �. .r '_. —! D•' J. ' ' ' " ..� `. �� — ; rJ�ir•.. �.;. _ LIGHT YELLOW 0 • U,/ — . , • ` • •v aRAuo�oowo" ° `,� edoe� _ i BROWN,SANDY _ _ _ _ _ p ; . ' , •' ' f _ _ . 1 SILT (Goal) - , "/, • - o DARK GRAY, .T - 23 DIP 15 UNCONSOLIDATED, SANDS SILTS,AND 3 80W BROWNISH- ORANGE,DENSE, 15 GRAVELS (Gal) 34° DIP CLAY SILTY SAND (Qps) FIGURE E -2 STREET SECT /ON STREET SECT /ON '! vAUeAOOK I �. J OMfILL 4Rf /../ 'f WOLF VALLEY LOO_ P ROAD ' BUTTERFIELD STAGE ROAD /LATER /OR STREETS V CONSTRUCTED BY A. D. NO. 159 ` -1_ PAL MA VAL JL Vicinity Map E -1T moo R OF GEOTECHNICAL MAP r X, X, 700-tACRES,VAIL RANCH- Vc RANCHO PACIFIC ENGINEERING "A 6 4 ps Qal: RIVERSIDE COUNTY,CALIF RNIA p �si� - --------- N,\ --- - --------- Tm Qps, N & PLATE: JOB NO.: p JDATE: MARCH 1988 2 -er,56-oii-o -00, 0 SHEET MOO OF 3 FRfiggipzp� c [Ei ED 1B V M A, H r. Dq Q) PLAZ 0 F 0 Z M NO D h0 IR RE R 0 N (M 77 03 Q FM UM 7 SMMM[ay SjU07M Nog VESTING TENTATIVE TRACT n PLaHNN G AREA 2 ca � i i 600 NO. GEOTECHNICAL MAP RANCHO PACIFIC ENGINEERING' 100�ACRES,VAIL RANCH RIVERSIDE COUNTY, CALIFORNIA JOB NO.: -- LOO NO.: DATE: - 9 8 PLATE: 8556- 011 -00 -06 8 -2370 - MARCH 1988 3. - SHEET LJ VOO 3 OF 3 RAaN(mmm pZA�UDFOU EN(MONFEEKONTE o r77 o FR(MNY S F�[E[M -T 4SW0 -TFgji BMo ca) yMEMWcuEQ 1 J C7 Z to � y Q O O h M i N 41 O V O . M-4 `t V s %L O N Z qV Q .r i i 600 NO. GEOTECHNICAL MAP RANCHO PACIFIC ENGINEERING' 100�ACRES,VAIL RANCH RIVERSIDE COUNTY, CALIFORNIA JOB NO.: -- LOO NO.: DATE: - 9 8 PLATE: 8556- 011 -00 -06 8 -2370 - MARCH 1988 3. - SHEET LJ VOO 3 OF 3 RAaN(mmm pZA�UDFOU EN(MONFEEKONTE o r77 o FR(MNY S F�[E[M -T 4SW0 -TFgji BMo ca) yMEMWcuEQ 1 J C7 Z to � y Q O O h M i N 41 O V O . M-4 `t V s %L O N Z qV Q j f Cr� 358, DEVELOPER OWNER MDC VAIL PROPERTIES `�LAKNNG AREA W 9699 TIERRA GRANDE ST. 1 ii,e 11' MAINTENANCE EASEMENT 11, MAINTENANCE EASEMENT J, SAN DIEGO, CA. 92126 %5/ -R/W LEGAL DESCRIPTION N 1 100, R/W (619) - 695-1106 That portion of the Little Temecula Rancho in Riverside County, A-- 0 50 116, California, as shown on map entitled "Partiti6n Map of the Little J� 41 41' B Y. on file in the Office of the County Clerk of Temecula Rancho" 4 4 7' 12, all, San Diego County, California, and that portion of the Rancho 5 A Temecula, in the County of Riversidet State of California, GENERAL NOTES which Rancho was granted by the Government of the Government of the United States to Luis Vignes by patent dated January 18, 1860, and recorded in the office of the County Recorder i\ � ��„ 1 �- � , >_ �% S% 1•`+% 1.5% of San Diego, County. THOMAS BROS. COORD: 126 - A-6, B-6, C-6, D-6, E-6 I _ � I i ,t.� %� � �2 � _ ,q .\ ! �\ . ;, sS i - 136- 8 -6, C-6,D-6,E-6 7 SIRE SECTION PROPOSED USE RES./ SCHOOL EXISTING ZONING: R-R WOLF VALLEY LOOP ROAD 334 1 rJ1 P ME M o �SS`71 PROPOSED ZONING: S CONSTRUCTED BY A. D. NO. 159 EXISTING USE - VACANT I V, 0 TOTAL S.F.D.D. LOTS 730 4 M% TOTAL OPEN SPACE LOTS •3 731 .0 Xx QA TOTAL ACRES 240 AC.+ As�l TOTAL al x PAVED AREA: 26 AC.i ___j R1W R/W 171 170 $0, 30 718 20 10, 70 12'/11 -64- MINIMUM • LOT SIZE: 5000 SO- FT. \P - Qp I �� 19 3 UTILITIES: SEWER: E.M.W.D. WATER. R.C,W.D. 4 "INN srl?EEr sEcTloN GAS- SO. COUNTIES GAS M V 'ETS w 5o INTERIOR 5 TRf ELECTRIC: SO. CALIF EDISON > /Z TELEPHONE, GENERAL TELEPHONE -170-002 A. P. N.,926 tb k, Oa / l': , 0 A 0 50 LEGEND Zt \%, 0, 0 X_ PU STREET LIGHT 0 0i, 0 66 301 / A , 1/ X 1 _Nk 7 'S°0 �A I of W 'M Pugg 17P /2 7/ --'U ""OPS .07 PS ----------- I FAUM VALLEY LLEY 4� 442 /n50 0 \o 444 4D4 A--1160 44Q 4 SCALE 405 0 3/4 446 Vicinity Map 4A7 Sr'--U'F= E T OF 3 396 406 448 zoo Z139 /03 1149 j 7- FUR R7`7030 FR(UN�r NYMMFEV MWO NO) a) cTF.MWQ:UEz/k FRY % zk N 9: X M P AU 0 F 0 Cc= =FF3 a 1 VESTING o_ AP NOr 23173 ! PLANNNG AREA,- .J,50 JJI .5 J0 401- •• M. 1 537 1 ��s 6 uo� Qal l 0 L. 2 QQ 0 sr� (� � 201 p /N5.5 /US.. 5. / . 5 / / /s. 05 O; 2[ o �. �0. , j /y5• Y v� a "l° do, 60' 60� less - � ,� " �'��) % Q �O9' 65 � � s5' ss' N ' � `a$'j•�� ss, �� ?6S- `� i �� q: �� iii �, "".,. 0 �j� 7 ro 698 ti 699 •p_ 69 � g JA �J ^ _ 9� �- / / /s. a . /// Z S 8. 0 ry /o , � .. A *' °' $ c 6$ 11 5l 69 95� c�'� m �. Qua h � �� T � ' ,�o 5 s 11075 Al 000, - 3 r � r \by .. � ., x Bs- - ._ -.. ii.�; o A 36.$x' y ,>+)o -:: A iS/2�g �(O _. �,,•�s�,, 90 s a. �� �\ 3�.J ss . ,. �.,, / . Qal �� - ii �A .�Ej"` a F�" ��, 25 \- h �`J .,4�p OJ _.6 'i ��," 'i'. i�s� �_.� s A' �</ 'g l•? �- ego.. 6`Vp "� ss- 6 ry�� �h� OF 'S� `a �o' � s � �� � � o s,� 3/(�^ p �s' " °s 1A/ 86 (1 _ AA� 1 / X25• b'� ,�.. � i�ss '� �'\` Qal �� \ 3680 �� s 5h (k / � v. QpS ��� �� '� ¢ � + T .� �\\ ¢ ch 3,x-2_' 11�/._..` 9� s 1 \6 �.•,J`� `�'� Fj{a. - -(�''^ o!'3Y 6'. «'-\ ..,°n.'..... 15 \ o� i �F ' 0I 3g� 336 .34 C � 35 33 6. / - '''o, \ bd :� / d* - ,jl�� i - d �k 96 r. 6� O ,� `j • °� a O� n _ 333 y! l)y n `\� S� 00 'h � �'�' / � = o u, /V O \ > > Lam: � �� • - .� � ' - �' : / _ (f 1 5 � � � � � `� - D �. o �" ' -._ _ _. �► \ / ,a � ..j /2a o � = Q—� ) /,.. -, � Z `S• � 6 i. o ` 116 ,5 �� ti= 10.f'4 `� _" � C� �6�9, QpS pad. 11 -Al � 10 j 0 170 169 �° w —�� v /.58 . jzy x _lS-k �Cy , h r �31� �o � •^moo 00 \ 1 400 h, co 147 1 \' 401 v _ h 146 402 GEOTECHNICAL MAP RANCHO PACIFIC ENGINEERING 145 RF, 700tACRES,VAIL RANCH 143 142 Lil VERSIDE COUNTY, CALIFORNIA JOB NO.: - LOONO.: DATE: MARCH 1955 PLATE: .6556- 011 -00 -00 ,8 -2310 ' 5 SHEET N000 2 01F, 3 a PRM Lr'AMH© o Y 7MM FK(MUEzk aAR�DFOMNDA SaMs i = a o 0 o a d 1 , 1 i t N AREA �� 0 SHEET MOO 3 OF O pQFP�.,�Elm _ v o MAmcXM PAZ:0r=Dr. mHoom anN t � 1 1 • • 1 i t N AREA �� 0 SHEET MOO 3 OF O pQFP�.,�Elm _ v o MAmcXM PAZ:0r=Dr. mHoom anN n n n M n� (i fin -(� /n� I f� !n� CO) DEVELQPER OWNER GEOTECHNICAL MAP ;RANCHO PACIFIC ENGINEERING 700±ACRES,VAIL RANCH RIVERSIDE COUNTY, CALI FORM A JOB NO.: LOO NO.: DATE: .PLATE: ' 6556 - 011 -00 -00 '8 -2310 MARCH 1988 8 -_ \ ,._. \\\v. w.c •v.•±.. -• q a pr_., a. a 9jr jix U NA �. {3 . SHIU� M 2 OF PRcFGDzk ao"MY _ MAN(Mxo VD>Acor=aQ: cMcoMMEMoMc M77=0 Mo M IrOMFESMUEA cEA�or=oaMoA °�Mso- 1 1 1 1 t 1 1 1 1 RESULTS OF TESTING AND OBSERVATION TRACT 23173 -2 VAIL RANCH TEMECULA, CALIFORNIA PREPARED FOR SUNLAND HOUSING GROUP MR. JIM HATTER P.O. BOX 780 MURRIETA, CALIFORNIA 92363 PREPARED BY RANPAC SOILS, INC. 41710 ENTERPRISE CIRCLE SOUTH TEMECULA, CALIFORNIA 92390 RECEIVED County -of Riverslde AUG 3. 1992 JULY 27, 1990 WORK ORDER NO. 900- 05- 02 " "`T RANPAC Iff SOILS, INC. July 27, 1990 Mr. Jim Hatter Sunland Housing Group P.O. Box 780 Murrieta, California 92362 SUBJECT: REPORT OF ROUGH GRADING Tract No. 23173 -2 Vail Ranch Riverside County, California Work Order No. 900 -05 -02 Dear Mr. Hatter: In accordance with your request, we have prepared this grading report presenting the results of our observation and testing during rough grading of the subject site. Also included in this report are conclusions and recommendations pertinent to the construction of the planned residential development. The 40 -scale Rough Grading Plan, prepared by RANPAC Engineering Corp., of Temecula, California, dated October 1989, was utilized to locate our field density tests and as a base map for our Density Test Location Maps, Plates 2 through 7. ACCOMPANYING MAPS AND APPENDICES Foundation and Slab Recommendations - Figure 1 Density Test Location Maps (40- scale) - Plates 2 -7 Appendix A - References ' Appendix B - Laboratory Test Results Appendix C - Summary of Field Density Tests Figure 2 - Geologic Cross Section F 1 ' 41710 Enterprise Circle South • Temecula, CA 92390 • TEL 714 676 -8337 • FAX 714 676 -8527 2 I tMr. Jim Hatter Sunland Housing Group July 27, 1990 ' Page 2 ' PROJECT DESCRIPTION ' The project consists of 175 finish grade pads for single family residences and associated streets. The site has been designated Tract 23173 -2 and is located along Vail Ranch Parkway, south of ' Highway 79 in Riverside County, California. The site is part of the Vail Ranch development. ' Grading consisted of excavation, compaction, and cut /fill slope construction to prepare the site. Maximum daylight cuts was approximately 60 ft at lot 52 and maximum fill depth was ' approximately 27 ft, underlying lot 66. SITE DESCRIPTION 1 The site is an irregularly shaped parcel, bounded on the north by Vail Ranch Parkway, to the west by Tract 23173 -1 (under construction), to the east by Tract 23173 -3 (under construction), ' and to the south by a proposed school site. Originally, the site consisted of low rolling hills with moderately incised drainages directed mainly towards the north. SITE PREPARATION ' Prior to the placement of fill, the site was striped of all vegetation and debris, all debris generated was then hauled off site. Where fill slopes were constructed on natural ground sloping ' more than 5:1 (horizontal:vertical), an equipment width keyway was excavated the length of the slopes. The key was cut into firm natural ground. The remaining existing ground was then scarified one foot, brought to near optimum moisture content and compacted to ' a minimum of 90% relative compaction (ASTM 1557). The Maximum Laboratory dry density as determined by ASTM Test Method D 1557 in mass graded areas and by CAL 216 in the street areas were used as ' the standard for field compaction control and are presented in Appendix C. ' FILL PLACEMENT Fill was placed in 6 to 8 inch loose lifts, brought to near optimum moisture content and compacted to at least 90% relative ' compaction (ASTM 1557). Compaction was achieved by a 834 dozer and incidental contact from loaded and unloaded scrapers. d I d 1 1 1 II LJ I Mr. Jim Hatter Sunland Housing Group July 27, 1990 Page 3 FILL SOILS All soils utilized for compacted fill consisted of on -site alluvial sand and silty sand, and siltstone, sandstone, and claystone derived from the Pauba Formation. CUT /FILL LOTS Tract 23173 -2 Lot No. 1 -4 5 -6 7 8 -11 12 -18 19 -20 21 -23 24 -28 29 30 -31 32 -54 55 56 -67 68 -69 70 -87 Type cut cut* cut cut* cut cut* fill cut* fill cut* cut cut* fill cut* cut Lot No. 88 -91 92 93 -96 97 -164 165 166 -168 169 -173 174 -175 Type cut* cut cut* cut cut* cut cut* cut * Denotes overexcavated lots due to either being a transition pad or was undercut during grading due to a change in pad elevation. SLOPE CONSTRUCTION All slopes were constructed at a maximum slope ratio of 2:1 (horizontal:vertical). Maximum height of fill slopes was 20 ft, northwest of lot 66. Maximum height of cut slopes was approximately 46 ft. north of lot 37. A stabilization fill slope was constructed southeast of lots 86 -92 to a maximum height of 52 feet. DENSITY TESTING Field density testing was performed in accordance with ASTM D 1556 (Sand -cone Method) and ASTM 3017 (Nuclear Gage). Areas failing to meet the minimum compaction requirements were reworked and retested 1 a% ' Mr. Jim Hatter Sunland Housing Group July 27, 1990 Page 4 ' until the specific degree of compaction was achieved. The ' elevations and the results of the field density tests are presented in Appendix C, Results of Compaction Tests. The approximate location of the tests are shown on the Density Test Location Plans, Plates 2 - 7. ' LIQUEFACTION ' Based on the Preliminary Geotechnical Investigation, prepared by Highland Soils Engineering, Inc., Dated March 11, 1990, and Titled "Preliminary Geotechnical Investigation, 700 Acre Vail Ranch, Southeast Corner of Intersection of Margarita Road and State ' Highway 79, Rancho California, Riverside County, California ", liquefaction potential is low in the area including Tract 23173 -2. k L MAXIMUM DENSITY DETERMINATIONS Maximum Density /Optimum Moisture determinations were made from representative samples of 'on -site soils used in the fill operations. Maximum Density testing was performed in accordance with ASTM D 1557, in which each of the 5 layers of soil was compacted by 25 blows of a 10 pound hammer falling 18 inches. The results of the tests, which were utilized in determining the degree' of compaction achieved during fill placement are presented in Appendix B, Laboratory Test Results (Table II). FOUNDATION RECOMMENDATIONS A foundation system using continuous footings may be used for the support of the proposed structures. Foundations should be designed in conjunction with the recommendations presented on Figure 1, Foundation and Slab Recommendations. A safe allowable soil bearing value of 1500 psf is recommended for the design of the continuous footings at a typical 18" depth and 12" width. This value may be increased 10% for each additional foot of depth and /or width to a maximum of 2500 psf. A 1/3 increase in the above bearing value may be used when considering short term loading from wind or seismic sources. Using this bearing value, the proposed structure is not anticipated to exceed a maximum settlement of 1/2" or a differential settlement of 1/411. Additional soil design parameters that may be pertinent to the design and development based on the natural soil are as follows: 6 1 1 FOUNDATION AND SLAB RECOMMENDATIONS FOUNDATION RECOMMENDATIONS SLAB RECOMMENDATIONS ONE STORY TWO STORY REQUIRED THICKNESS FOOTING DIMENSIONS REINFORCEMENT FOOTING DIMENSIONS REINFORCEMENT EXPANSION INDEX OF PRESATURATION THICKNESS STEEL WIDTH DEPTH WIDTH DEPTH 3 -1/2" 6X6 -10/10 YES VERY LOW 12" 12" 1 - #4 TOP 12" 18" 1 - #4 TOP (0 -20) LOW 3 -1/2" 1 - #4 BOTTOM YES 2" 1 - #4 BOTTOM LOW 12" 12" 1 - 94 TOP 12" 18" 1 - #4 TOP (21-50) 6X6 -10/10 YES 1 - #4 BOTTOM 18" (51 -90) 1 - #4 BOTTOM MEDIUM 12" 18" 1 - #4 TOP 12" 18" 1 - #5 TOP (51 -90) 4" 24" 1 - 94 BOTTOM 1 - #5 BOTTOM HIGH 12" 24" 1 - #5 TOP 15" 24" 2 - #4 TOP (91 -131) 1 - #5 BOTTOM 2 - 94 BOTTOM SLAB RECOMMENDATIONS CONSTRUCTION NOTES: 1) A 2" LAYER OF SAND ABOVE THE MOISTURE BARRIER SHOULD BE PLACED IN ADDITION TO THE BASE MATERIAL PLACED FOR EXPANSIVE CONDITIONS. 2) ALL SLAB REINFORCING SHOULD BE PLACED AT THE VERTICAL CENTER OF THE SLAB SECTION 3) GRADE BEAMS ARE RECOMMENDED AT ALL WIDE ENTRANCES SUCH AS GARAGE DOOR OPENINGS. THE PROJECT STRUCTURAL ENGINEER SHOULD DETERMINE THE DIMENSIONS AND REINFORCING REQUIREMENTS FOR GRADE BEAMS. 4) THE RECOMMENDATIONS CONTAINED HEREIN ARE PRESENTED AS GUIDELINES FOR EXPANSIVE SOIL CONDITIONS. STRUCTURAL LOADING AND DESIGN PARAMETERS SHOULD BE CONSIDERED. 5) THE RECOMMENDATIONS PRESENTED IN THIS FIGURE MAY BE SUPERSCEEDED IN THE TEXT OF THE REPORT. RANPAC SOILS, INC. WORK ORDER NO: 900 -05 -02 FIGURE 1 m SLAB 6 MIL MOISTURE REQUIRED THICKNESS REQUIRED DEPTH EXPANSION INDEX BARRIER REQUIRED OF SAND OR GRAVEL OF PRESATURATION THICKNESS STEEL (LIVING AREA SLABS) LAYER BELOW BARRIER (MIN 4% OVER OPT.) VERY LOW 3 -1/2" 6X6 -10/10 YES NONE REQUIRED SATURATE SURFACE (0 -20) LOW 3 -1/2" 6X6 -10/10 YES 2" 12" (21 -50) MEDIUM 4" 6X6 -10/10 YES 4" 18" (51 -90) HIGH 4" 6X6 -6/6 YES 4" 24" (91 -131) CONSTRUCTION NOTES: 1) A 2" LAYER OF SAND ABOVE THE MOISTURE BARRIER SHOULD BE PLACED IN ADDITION TO THE BASE MATERIAL PLACED FOR EXPANSIVE CONDITIONS. 2) ALL SLAB REINFORCING SHOULD BE PLACED AT THE VERTICAL CENTER OF THE SLAB SECTION 3) GRADE BEAMS ARE RECOMMENDED AT ALL WIDE ENTRANCES SUCH AS GARAGE DOOR OPENINGS. THE PROJECT STRUCTURAL ENGINEER SHOULD DETERMINE THE DIMENSIONS AND REINFORCING REQUIREMENTS FOR GRADE BEAMS. 4) THE RECOMMENDATIONS CONTAINED HEREIN ARE PRESENTED AS GUIDELINES FOR EXPANSIVE SOIL CONDITIONS. STRUCTURAL LOADING AND DESIGN PARAMETERS SHOULD BE CONSIDERED. 5) THE RECOMMENDATIONS PRESENTED IN THIS FIGURE MAY BE SUPERSCEEDED IN THE TEXT OF THE REPORT. RANPAC SOILS, INC. WORK ORDER NO: 900 -05 -02 FIGURE 1 m ' Mr. Jim Hatter Sunland Housing Group ' July 27, 1990 Page 5 o Lateral Soil Pressures (Equivalent Fluid Pressure): ' Active Case: 34 p.c.f. Passive Case: 250 p.c.f. ' o Coefficient of Friction between concrete and soil: .35 SLOPE PROTECTION AND MAINTENANCE ' Slope erosion of the on -site sandy soils and bedrock is a significant concern with regard to surficial stability. We recommend that all slopes, cut or fill, be planted with erosion ' resistant vegetation or otherwise protected as soon as practical after grading. FOOTING OBSERVATION 1 Prior to the placement of reinforcement steel or concrete, footing excavations should be observed by the Geotechnical Consultant for ' conformance with the project specifications. EXPANSIVE SOIL TESTING Expansion testing was performed on typical samples from building pad areas. The on -site materials exhibited expansive potential from very low to medium. The results are tabulated in Appendix B. The lots that exhibited an expansion potential of low to medium require pre- saturation of 12 inches and should be checked, prior to the placement of any concrete, by the ' Geotechnical Consultant for conformance with the county specifications. ' SULFATE Sulfate testing was performed on representative samples of the on- site soils. The laboratory standard used was California 417A. The ' test results varied from very low to low and Type II Portland Cement may be used in the construction of concrete foundations and slabs. ' FINISH GRADING ' The finished lot drainage should include a minimum positive gradient of 2% away from the structure for a minimum distance of 3 feet and a minimum of 1% pad drainage off the property in a non - erosive manner. 1 -, IJ ' Mr. Jim Hatter Sunland Housing Group ' July 27, 1990 Page 6 Any roof or canopy water and pad drainage shall be conducted to the street or off the site in an approved no- erosive manner. Drainage off the property shall be accomplished in an approved manner to prevent erosion or instability. ' PALEONTOLOGICAL OBSERVATION The cut portions of tract 23173 -2 were monitored during grading, on ' a regular basis, by one of our senior geologists. All areas of alluvial removal were also inspected prior to fill placement. The observation consisted of visual inspection of the cut areas during ' grading and a walk -over of cut areas after the equipment had been shut down for the evening. Approximately 70 percent of Tract 23173 -2 was constructed as cut. ' Overexcavation in the alluvial removal areas exposed several feet of fossil -poor dark brown silty sand and sandy silt. Cuts were made entirely within the Quaternary -aged Pauba Formation, which ' consisted of a 5 to 10 ft. cap of dark reddish brown cobbley sand with a clay matrix. Underlying the cap rock unit on the southern portion of the tract, bedrock materials were comprised of a white ' to tan; massive, unconsolidated, poorly sorted unfossiliferous sandstone. On the northern portion of the tract, greenish brown micaceous silts were underlying the cap rock. Two fossil localities were encountered and are designated as P -1 and P -2 on ' Plate 3. The fossils were excavated along with the surrounding sandstone ' matrix. Subsequently, they were delivered to the San Bernardino County Museum in care of Robert E. Reynolds, Curator of Earth Science for identification. ' FAULTING .1 1 1 A 185 -ft wide fault zone was observed within the Pauba Formation in the 45 -ft cut slope at the rear of lots 87 to 91. The zone consisted of both normal and reverse faulting with a general trend of N30W 70SW. Off -set along the individual faults varied from 6 -in to 6 -ft and over 12 -ft for the entire zone. The faulting was observed within the bedrock Pauba Formation only and did not extend into the overlying colluvial soils. A continuation of the faulting was observed to the northwest within the bedrock materials in Tract No. 23174 -2 along the same general trend of N30W. The faulting could not be traced further to the northwest in the alluvial removal areas of Tract's 23174 -2 and I I 1 1 1 H 1 L Mr. Jim Hatter Sunland Housing Group July 27, 1990 Page 7 23174 -F. No indication of faulting was observed to the southeast along the same general trend in either the bedrock or alluvial materials. During our aerial photographic review of the site, the eastern most fault is delineated as a well defined lineament within the bedrock materials. The entire faulted zone appears distinctive as an easily eroded zone with a definite sparse growth of vegetation when compared with areas immediately east and west of the fault zone. Good stratigraphic control was maintained across the fault zone and a detailed geologic cross - section of the faulting is presented on Figure 2. STABILIZATION FILL AND BACKDRAIN Water seepage was observed within the faulted zone at the base of cut slope on lot 89. Seepage flow was controlled by both faulting (lateral flow) and stratigraphy (horizontal). Lateral movement of the water was controlled by a small faulted graben exposed in the cut slope located at the rear of lot 89. Horizontal flow was controlled by impermeable clayey siltstones exposed at finish grade of lot 89 which were overlain by poorly indurated permeable sands. Minor seeps were also observed in the front yard slope of lot 89 and on the west side of lot 90 adjacent to lot 91. Therefore, a stabilization fill and back drain were constructed to alleviate any future stabilization problems within the slope. Utilizing two Caterpillar 657 scrapers and a D -9 dozer, a 1.5:1 backcut was cut from lots 85 to 92 from the terrace drain down to 4 -ft below finish grade. The keyway for the buttress slope extended approximately 4 -ft outside toe of slope. Fill was placed in the keyway area to 3 -ft above finish grade and compacted to +90% relative compaction. A 255 -ft long by 2 -ft wide and 6 -ft deep trench was excavated along toe of backcut into bedrock materials. Utilizing Phillips 66 SUPAC non woven fabric, 3 /4 -in rock, and 4 -in perforated pipe (SDR 35), a back drain was constructed from lot 91 to lots 89/88. From lots 89/88 the backdrain is connected to a 6- in non - perforated pipe which runs parallel to the toe of lots 85 -87 and exits through lot 85 and will empty into the proposed catch basin. At the present time, a ninety degree elbow and a 10 -ft riser has been placed at the end of the 6 -in pipe until the storm drain is constructed. 1 q I 1 H C] 1 Mr. Jim Hatter Sunland Housing Group July 27, 1990 Page 8 Two additional tiers, utilizing 3 cubic feet of rock per linear foot, were placed within the slope. The second tier is 340 -ft long and was installed at the sandstone/ siltstone contact approximately 6 -ft above the top of the lower tier. The second tier is v- shaped and connected by a 6 -in tight line to the lower drain. A third tier, 120 -ft in length was constructed 10 -ft above the second drain within another s iltstone/ sandstone contact and is connected by a 6- in tight line to the first two tiers. OVEREXCAVATED LOTS To alleviate the possibility of differential settlement of the house pads in lots 88 thru 91 due to the varying material types on either side of the faulting. These lots were overexcavated 4 -ft below finish grade. ' SUMMARY I I CJ Our description of grading operations, as well as observations and testing services, were limited to those grading operations preformed between September 28, 1989 to May 30, 1990. The conclusions and recommendations contained herein have been based upon our observation and testing as noted. It is our opinion, that the work performed in the areas denoted has generally been accomplished in accordance with the job specifications and the requirements of the regulating agencies. No conclusions or warranties are made for the areas not tested or observed. This report should be considered subject to review by the controlling authorities. This opportunity to serve you is sincerely appreciated. If you have any questions, please call. VeSeP. ly y s, Al ord C 4276 ssociated Engineer Registration Expires 9 -30 -91 SPA /jek t •••.•QRpFESS /O�yQ� .� Al opy�'•: N0. C 34275 *: �. 06 1] 1 1 1 1 1 LABORATORY TEST RESULTS TRACT 23173 -2 LOTS EXPANSION INDEX CLASSIFICATION 1 - 6 15 VERY LOW 7 - 13 0 VERY LOW 14 - 17 0 VERY LOW 18 - 20 0 VERY LOW 21 - 25 0 VERY LOW 26 - 31 0 VERY LOW 32 - 35 0 VERY LOW 36 - 41 0 VERY LOW 42 - 47 0 VERY LOW 48 - 55 7 VERY LOW 56 - 62 5 VERY LOW 63 - 65 20 LOW 66 - 73 10 VERY LOW 74 - 79 30 LOW 80 - 83 0 VERY LOW 84 - 87 67 MEDIUM 88 - 91 59 MEDIUM 92 81 MEDIUM 93 - 99 0 VERY LOW 100- 107 0 VERY LOW 108- 111 0 VERY LOW 112- 116 0 VERY LOW 117- 122 0 VERY LOW 123- 125 22 LOW 126- 132 0 VERY LOW 133- 138 0 VERY LOW 139- 142 0 VERY LOW 143- 146 0 VERY LOW 147- 148 0 VERY LOW 149- 154 2 VERY LOW 155- 158 11 VERY LOW 159- 167 32 LOW 168 0 VERY LOW 169- 175 0 VERY LOW ' \% 11 I F H LABORATORY TEST RESULTS JOB NO. 900 -05 -01 NAME: SUNLAND HOUSING GROUP DATE: JUNE 21, 1990 \7i Maximum Optimum Soil Density Moisture Tyne Classification (Pcf) M 1 Light brown silty sand 122.8 9.0 2 Brown, silty sand with trace of clay 133.9 7.0 3 Brown, silty sand with clay 129.6 9.2 4 Light brown silty sand 128.0 9.0 5 Brown, silty sand with trace of clay 126.8 9.2 6 Brown, silty sand with trace of clay 129.0 8.4 7 Light brown silty sand 130.2 8.5 8 Dark brown silty sand 130.7 7.3 9 Brown, silty sand 132.0 7.4 10 Brown, silty sand /sandy silt 131.4 7.1 11 Dark brown silty sand with clay 130.6 8.1 12 Gray brown sandy silt with clay 109.6 12.6 *13 Gray brown sand (CAL 216) 119.7 10.2 *14 Brown, silty sand (CAL 216) 134.1 7.7 *15 Dark brown, silty sand with clay 124.9 9.3 (CAL 216) *16 Light brown silty sand with clay 132.0 8.3 (CAL 216) *17 Dark brown sandy silt (CAL 216) 127.0 10.1 18 Light brown sandy silt 123.6 10.4 *19 Light brown silty sand (CAL 216) 123.0 10.9 20 Tan, fine to medium sand with silt 117.9 11.1 21 Light brown silty, fine to coarse 126.6 9.0 sand with clay 22 Brown, silty fine sand 129.4 7.8 23 Brown, silty sand with trace of clay 131.0 9.0 24 Brown, fine sandy silt with clay 119.5 12.1 25 Brown, sandy silt with trace of clay 122.3 12.5 26 Tan -gray, clayey silt with fine sand 117.8 12.0 27 Gray -tan, fine to coarse sand with 114.0 13.0 trace of silt 28 Tan - brown, sandy silt with trace of 121.0 11.6 clay 29 Gray -tan, fine sandy silt with trace 123.2 10.6 of clay 30 Gray- brown, silty fine to coarse sand 126.5 9.5 with trace of clay 31 Light brown red sandy silt with trace 121.5 12.0 of clay 32 Tan, fine to medium sand with trace 109.0 11.0 of silt 1 33 Brown silty sand 128.2 8.5 34 Brown silty sand 126.7 9.9 35 Tan silty, fine to medium sand 115.0 13.5 \7i I Soil ' Tyne I :i Classification Maximum Optimum Density Moisture (ncf) M 36 Gray, fine sandy silt with clay 118.5 11.2 37 Tan silty sand 110.8 13.0 38 Tan silty sand 111.5 15.1 39 Tan silty sand 117.5 10.9 40 Light brown clayey silty sand 112.5 14.7 41 Brown clayey silty sand 121.0 9.7 42 Brown silty sand with trace of clay 126.0 9.7 43 Brown clayey silty sand 123.0 10.8 44 Brown clayey silty sand 129.5 8.5 45 Brown silty sand 125.1 7.2 46 Clayey silty sand 124.8 9.8 47 Tan silty sand 123.2 10.0 48 Brown silty sand 130.5 7.8 49 Clayey silty sand 129.8 8.3 50 Silty sand with trace of clay 120.5 10.7 51 Brown, clayey silty sand 126.5 10.2 52 Brown, clayey silty sand 128.2 7.7 53 Brown, silty sand 123.5 10.1 54 Brown, silty sand 128.7 8.3 1 \3 I 1 1 1 1 1 1 1 1 1 1 i 1 11 1 L� 1 1 APPENDIX A I Highland Geotechnical Consultants, Inc., dated March 11, 1988, "Preliminary Geotechnical Investigation, 700± Acre Vail ' Ranch, Southeast Corner of Intersection of Margarita Road and State Highway 79, Rancho California, Riverside County, California ", Job No. 07- 6556 - 011- 00 -00. I 1 1 I 1 1 G 11 1 u 1 APPENDIX B LABORATORY TEST RESULTS 1 y4 ' TABLE I LABORATORY TEST RESULTS ' TRACT 23173 -2 LOTS EXPANSION INDEX CLASSIFICATION ' 1 - 6 15 VERY LOW 7 - 13 0 VERY LOW ' 14 - 17 0 VERY LOW 18 - 20 0 VERY LOW 21 - 25 0 VERY LOW 26 - 31 0 VERY LOW ' 32 - 35 0 VERY LOW 36 - 41 0 VERY LOW 42 - 47 0 VERY LOW 48 - 55 7 VERY LOW 56 - 62 5 VERY LOW 63 - 65 20 LOW 66 - 73 10 VERY LOW ' 74 - 79 30 LOW 80 - 83 0 VERY LOW 84 - 87 67 MEDIUM ' 88 - 91 59 MEDIUM 92 81 MEDIUM 93 - 99 0 VERY LOW ' 100- 107 0 VERY LOW 108- 111 0 VERY LOW 112- 116 0 VERY LOW 117- 122 0 VERY LOW ' 123- 125 22 LOW 126- 132 0 VERY LOW ' 133- 139- 138 142 0 0 VERY LOW VERY LOW 143- 146 0 VERY LOW 147- 148 0 VERY LOW ' 149- 154 2 VERY LOW 155- 158 11 VERY LOW 159- 167 32 LOW 168 0 VERY LOW ' 169- 175 0 VERY LOW I k D TABLE II LABORATORY TEST RESULTS JOB NO. 900 -05 -02 NAME: SUNLAND HOUSING GROUP DATE: JUNE 21, 1990 Maximum Optimum Soil Density Moisture Type Classification (Pcf) M 1 Light brown silty sand 122.8 9.0 2 Brown, silty sand with trace of clay 133.9 7.0 3 Brown, silty sand with clay 129.6 9.2 4 Light brown silty sand 128.0 9.0 5 Brown, silty sand with trace of clay 126.8 9.2 6 Brown, silty sand with trace of clay 129.0 8.4 7 Light brown silty sand 130.2 8.5 8 Dark brown silty sand 130.7 7.3 9 Brown, silty sand 132.0 7.4 10 Brown, silty sand /sandy silt 131.4 7.1 11 Dark brown silty sand with clay 130.6 8.1 12 Gray brown sandy silt with clay 109.6 12.6 *13 Gray brown sand (CAL 216) 119.7 10.2 *14 Brown, silty sand (CAL 216) 134.1 7.7 *15 Dark brown, silty sand with clay 124.9 9.3 (CAL 216) *16 Light brown silty sand with clay 132.0 8.3 (CAL 216) *17 Dark brown sandy silt (CAL 216) 127.0 10.1 18 Light brown sandy silt 123.6 10.4 *19 Light brown silty sand (CAL 216) 123.0 10.9 20 Tan, fine to medium sand with silt 117.9 11.1 21 Light brown silty, fine to coarse 126.6 9.0 sand with clay 22 Brown, silty fine sand 129.4 7.8 23 Brown, silty sand with trace of clay 131.0 9.0 24 Brown, fine sandy silt with clay 119.5 12.1 25 Brown, sandy silt with trace of clay 122.3 12.5 26 Tan -gray, clayey silt with fine sand 117.8 12.0 27 Gray -tan, fine to coarse sand with 114.0 13.0 trace of silt 28 Tan - brown, sandy silt with trace of 121.0 11.6 clay 29 Gray -tan, fine sandy silt with trace 123.2 10.6 of clay 30 Gray- brown, silty fine to coarse sand 126.5 9.5 with trace of clay 31 Light brown red sandy silt with trace 121.5 12.0 of clay 32 Tan, fine to medium sand with trace 109.0 11.0 of silt 33 Brown silty sand 128.2 8.5 34 Brown silty sand 126.7 9.9 35 Tan silty, fine to medium sand 115.0 13.5 r E I 11 I I Soil Wipe Classification Maximum Optimum Density Moisture (pcf) (%) 36 Gray, fine sandy silt with clay 118.5 11.2 37 Tan silty sand 110.8 13.0 38 Tan silty sand 111.5 15.1 39 Tan silty sand 117.5 10.9 40 Light brown clayey silty sand 112.5 14.7 41 Brown clayey silty sand 121.0 9.7 42 Brown silty sand with trace of clay 126.0 9.7 43 Brown clayey silty sand 123.0 10.8 44 Brown clayey silty sand 129.5 8.5 45 Brown silty sand 125.1 7.2 46 Clayey silty sand 124.8 9.8 47 Tan silty sand 123.2 10.0 48 Brown silty sand 130.5 7.8 49 Clayey silty sand 129.8 8.3 50 Silty sand with trace of clay 120.5 10.7 51 Brown, clayey silty sand 126.5 10.2 52 Brown, clayey silty sand 128.2 7.7 53 Brown, silty sand 123.5 10.1 54 Brown, silty sand 128.7 8.3 ,w I I I I 1 I H I I I kJ I I I I 1 APPENDIX C RESULTS OF COMPACTION TESTING I v SUNLAND HOMES TRACT 23174 TABLE I RESULTS OF COMPACTION TESTING WORK ORDER 900 -05 -11 'TEST TEST NO. DATE ■ 1 ' 2- 3- 4- 5- ' 6- 7- 8- ' 8A 9- 10- ' 11- 12A 12- 13A ' 13- 14- 15- ' 16- 17- 18- 82- ' 83D 83- 83B ' 83C 83A 83D 127- ' 129 - 130- 131- ' 132 - 139- 140- 141- ' 142- 1 SEPTEMBER, 1990 ELEV/ TEST LOCATION MOISTURE UNIT DRY REL. MAX. DEPTH CONTENT DENSITY COMP. NO. (FT.) M (PCF) ( %)* 09/28/89 1085 N1125 -2 -2 E545 5.7 112.9 87SC -NG 6 09/29/89 1083 N905 -2 -2 E370 6.9 118.7 92N -NG 6 09/29/89 1085 N1190 -2 -2 E635 9.6 120.2 93N 6 09/29/89 1097 N330 -2 -2 E265 7.8 113.5 88N -NG 6 09/29/89 1101 N695 -2 -2 E335 6.7 114.3 89N -NG 6 09/29/89 1090 N785 -2 -2 E530 5.7 116.4 90N -NG 6 09/29/89 1087 N1050 -2 -2 E475 7.7 119.8 93N 6 09/30/89 1087 N1160 -2 -2 E565 9.7 100.3 78N 6 09/30/89 1087 N1160 -2 -2 E565 5.3 116.6 90N 6 09/30/89 1087 N950 -2 -2 E375 4.8 120.8 93N 7 09/30/89 1093 N1105 -2 -2 E670 5.1 114.4 89N -NG 6 09/30/89 1097 N785 -2 -2 E290 7.1 120.2 92N 7 09/30/89 1097 N745 -2 -2 E370 8.2 117.2 90N 7 09/30/89 1097 N745 -2 -2 E370 7.7 111.1 85N 7 09/30/89 1107 N695 -2 -2 E255 11.4 118.7 91N 7 09/30/89 1107 N695 -2 -2 E295 13.6 111.6 86N 7 09/30/89 1092 N845 -2 -2 E430 9.7 125.9 97N 7 09/30/89 1095 N1000 -2 -2 E550 10.6 125.9 97N 7 09/30/89 1090 N1150 -2 -2 E710 6.1 122.3 94N 7 09/30/89 1094 N1050 -2 -2 E475 7.9 121.2 93N 7 09/30/89 1094 N1100 -2 -2 E670 9.9 123.8 95N 7 10/09/89 1091 N785 -2 -4 E480 9.8 118.5 90SC 10 10/09/80 1084 N905 -2 -4 E550 12.9 118.1 92N 6 10/09/89 1084 N905 -2 -4 E550 8.1 114.2 88SC 6 10/09/89 1084 N905 -2 -4 E550 15.1 103.1 80N 6 10/09/89 1084 N905 -2 -4 E550 12.1 106.8 83N 6 10/09/89 1084 N905 -2 -4 E550 11.7 114.9 89SC 6 10/09/90 1084 N905 -2 -4 E550 12.9 118.1 92N 6 10/13/89 1080 N900 -2 -4 E390 9.1 115.6 88N -NG 9 10/13/89 1098 N680 -2 -4 E300 3.7 123.1 94N -NG 10 10/13/89 1086 N830 -2 -4 E410 7.1 121.1 92N 10 10/13/89 1090 N760 -2 -4 E330 7.9 118.9 90N 10 10/13/89 1103 N635 -2 -4 E295 8.3 120.7 92N 10 10/13/89 1077 N495 -2 -2 E870 6.1 115.8 90N 6 10/13/89 1095 N700 -2 -2 E435 7.1 117.6 90N 7 10/13/89 1110 N585 -2 -2 E415 7.7 118.5 91N 7 10/14/89 1098 N645 -2 -4 E420 8.1 119.3 93N 6 NOTES: SEE PLAN FOR TEST LOCATIONS * SC - 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ZSal /A3g8 ZS3Z ZS3Z 1 TEST TEST ELEV/ TEST LOCATION MOISTURE UNIT DRY REL. MAX. ' NO. DATE DEPTH (FT.) CONTENT M DENSITY (PCF) COMP. NO. ( %)* 9 828- 01/20/90 1183 866- 12/06/89 1187 N240 -2 -3 E345 8.5 121.6 92N 9 828- 01/20/90 1183 N670 -2 -6 E400 14.4 106.1 90SC 20 1829- 01/20/90 1189 N280 -2 -3 E680 12.9 113.8 96SC 20 830- 01/20/90 1191 N320 -2 -3 E420 14.8 112.6 96SC 20 831- 01/20/90 1185 N430 -2 -3 E740 11.6 95.6 88SC -NG 32 1904- 01/22/90 1193 N660 -2 -7 E430 10.7 117.8 93SC -NG 5 01/22/90 1187 N760 -2 -6 E700 8.8 103.2 86SC -NG 13 0905- 906- 01/22/90 1198 N370 -2 -5 E400 7.6 112.3 89SC -NG 5 907- 01/22/90 1202 N380 -2 -5 E625 9.5 110.5 87SC -NG 5 2006- 01/24/90 1123 N670 -2 -2 E430 7.2 105.1 92SC 4 01/24/90 1123 N670 -2 -2 E430 7.9 116.5 91N 4 1007- 008- 01/24/90 1124 N680 -2-2 E380 7.7 119.1 93N 4 2009- 01/24/90 1124 N620 -2 -2 E445 9.3 119.1 93N 4 01/25/90 1118 N410 -2 -2 E670 11.5 120.4 94SC 4 C43- 045- 44- 01/25/90 1120 N310 -2 -2 E620 11.2 121.6 95N 4 01/25/90 1123 N270 -2 -2 E560 10.8 119.1 93N 4 01/25/90 1133 N220 -2 -2 E480 9.6 120.3 94N 4 0046- 047- 01/25/90 1135 N170-2 -2 E430 10.1 116.4 91N 4 048- 01/25/90 1120 N400 -2 -2 E640 9.9 118.9 93SC 4 2049- 01/25/90 1122 N310 -2 -2 E640 9.7 117.8 92N 47 01/22/90 1203 N190 -2 -5 E670 9.3 114.3 90N -NG 5 1080- 081- 01/22/90 1203 N175 -2 -5 E800 8.4 117.2 92N -NG 5 2082- 01/22/90 1202 N350 -2 -5 E780 8.9 115.4 91N -NG 5 22- 01/26/90 1122 N440 -2 -2 E660 13.8 110.8 94SC 20 C124- 23- 01/26/90 1124 N290 -2 -2 E610 13.6 110.8 94N 20 01/26/90 1125 N240 -2 -2 E540 12.3 108.5 92N 20 2125- 01/26/90 1135 N230 -2 -2 E510 11.9 109.7 93N 20 1126- 01/26/90 1137 N200 -2 -2 E430 11.6 110.8 94N 20 127- 01/26/90 1124 N390 -2 -2 E660 13.1 108.4 92SC 20 2128- 01/26/90 1126 N310 -2 -2 E660 12.7 108.4 92N 20 01/26/90 1127 N260 -2 -2 E530 12.6 113.1 96SC 20 1129- 130- 01/26/90 1137 N240 -2 -2 E490 12.4 114.3 97N 20 2131- 01/26/90 1139 N150 -2 -2 E410 12.2 113.2 96N 20 01/26/90 1126 N460 -2 -2 E650 10.1 110.8 94N 20 4132- 133- 01/26/90 1128 N280 -2 -2 E590 11.7 109.7 93N 20 134- 01/26/90 1129 N260 -2 -2 E590 11.3 112.1 95SC 20 2135- 01/26/90 1139 N190 -2 -2 E490 11.1 112.1 95N 20 1181- 01/27/90 1142 N470 -2 -2 E200 10.1 121.6 95N 4 182- 01/27/90 1141 N480 -2 -2 E280 9.6 119.1 93N 4 2183- 01/27/90 1128 N610 -2 -2 E420 9.7 117.8 92N 4 01/27/90 1130 N610 -2 -2 E330 10.4 116.5 91SC 4 1184- 185- 01/27/90 1131 N520 -2 -2 E280 10.2 116.5 91N 4 2186- 01/27/90 1125 N620 -2 -2 E370 11.9 117.1 90SC 7 187- 01/27/90 1127 N650 -2 -2 E350 11.6 118.5 91N 7 188- 01/27/90 1130 N610 -2 -2 E450 9.9 122.4 94N 7 NOTES: SEE PLAN FOR TEST LOCATIONS * SC - Sand Cone (ASTM D 1556); DC - Drive Cylinder (ASTM D 1556); N - Nuclear Density Gauge. 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I NOTES: SEE PLAN FOR TEST LOCATIONS * SC - Sand Cone (ASTM D 1556); DC - Drive Cylinder N - Nuclear Density Gauge (ASTM 3017) ** Denotes lots that were overexcavated approximately grade and replaced with compacted fill, due to the density sands 6949A Denotes Retest Of Test 6949 (ASTM D 1556); 3 -ft below finish presence of low Ri TEST TEST ELEV/ TEST LOCATION MOISTURE UNIT DRY REL. MAX. NO. DATE DEPTH CONTENT DENSITY COMP. NO. ' (FT.) M (PCF) M* 536- 02/23/90 1125 N725 -2 -2 E440 13.2 111.1 90N 1 537- 02/23/90 1126 N720 -2 -2 E450 12.1 112.1 91SC 1 3538- 02/23/90 1157 N370 -2 -4 E1560 6.4 122.2 93N 21 539- 02/23/90 1158 N360 -2 -4 E1565 7.2 120.8 92N 21 1 3 540- 02/23/90 1157 N505 -2 -4 E1475 7.5 114.7 90N 21 3541- 02/23/90 1158 N495 -2 -4 E1480 7.1 117.9 93SC 21 02/23/90 1158 N575 -2 -4 E1375 8.2 120.6 95N 21 0542- 543- 02/23/90 1159 N570 -2 -4 E1385 6.8 122.1 96N 21 544- 02/23/90 1160 N595 -2 -4 E1310 7.7 121.5 96N 21 3545- 02/23/90 1160 N595 -2 -4 E1315 13.1 115.7 90N 21 1546- 02/23/90 1169 N690 -2 -4 E1285 4.7 123.8 97N 21 547- 02/23/90 1160 N680 -2 -4 E1295 4.5 122.4 96N 21 3548- 02/23/90 1160 N730 -2 -4 E1165 6.9 121.8 96SC 21 02/23/90 1161 N730 -2 -4 E1155 5.9 121.5 95N 21 1549- 550- 02/23/90 1162 N765 -2 -4 E980 7.3 121.8 96N 21 3551- 02/23/90 1159 N760 -2 -4 E990 6.8 121.1 95N 21 02/23/90 1160 N760 -2 -4 E1000 7.5 123.1 97N 21 t552- 567- 04/06/90 1186 N445 -2 -7 E660 12.1 105.6 90N 20 568- 02/23/90 1186 N445 -2 -7 E660 12.1 105.6 90N 20 3574- 02/24/90 1163 N720 -2 -4 E1170 8.5 119.8 92N 22 02/24/90 1164 N710 -2 -4 E1170 7.8 122.3 94N 22 1575- 576- 02/24/90 1163 N470 -2 -4 E1490 7.3 122.5 94N 22 3577- 02/24/90 1164 N465 -2 -4 E1485 8.1 120.1 92N 22 02/24/90 1165 N615 -2 -4 E1300 5.1 125.1 96N 22 (578- 579- 02/24/90 1166 N615 -2 -4 E1295 4.5 119.6 92N 22 580- 02/24/90 1165 N345 -2 -4 E1565 8.8 121.8 94N 22 02/24/90 1166 N340 -2 -4 E1560 7.9 121.1 93N 22 t581- 582- 02/24/90 1167 N555 -2 -4 E1415 7.2 121.3 93N 22 583- 02/24/90 1168 N550 -2 -4 E1410 7.9 119.7 92N 22 3584- 02/24/90 1167 N395 -2 -4 E1510 8.5 120.7 93N 22 02/24/90 1168 N395 -2 -4 E1505 7.5 120.9 93N 22 9585- 586- 02/24/90 1169 N505 -2 -4 E1450 7.7 120.6 93N 22 3587- 02/24/90 1170 N500 -2 -4 E1450 7.6 119.2 92N 22 02/24/90 1169 N310 -2 -4 E1590 9.1 120.2 93N 22 0588- 589- 02/24/90 1170 N305 -2 -4 E1590 8.6 119.9 92N 22 590- 02/24/90 1171 N625 -2 -4 E1285 8.8 120.4 93N 22 3591- 02/24/90 1172 N625 -2 -4 E1280 8.1 119.7 92N 22 1592- 02/24/90 1171 N440 -2 -4 E1490 8.3 120.1 92N 22 593- 02/24/90 1172 N445 -2 -4 E1485 9.1 119.7 92N 22 3594- 02/24/90 1173 N535 -2 -4 E1410 7.9 120.3 93N 22 02/24/90 1174 N530 -2 -4 E1410 5.6 121.4 93N 22 1595- 596- 02/24/90 1173 N615 -2 -4 E1250 7.7 120.2 93N 22 3597- 02/24/90 1174 N615 -2 -4 E1250 9.4 120.1 92N 22 598- 02/24/90 1175 N460 -2 -4 E1250 7.2 113.2 87N 22 598A 02/27/90 1175 N460 -2 -4 E1250 16.4 109.9 93N 26 I NOTES: SEE PLAN FOR TEST LOCATIONS * SC - Sand Cone (ASTM D 1556); DC - Drive Cylinder N - Nuclear Density Gauge (ASTM 3017) ** Denotes lots that were overexcavated approximately grade and replaced with compacted fill, due to the density sands 6949A Denotes Retest Of Test 6949 (ASTM D 1556); 3 -ft below finish presence of low Ri I TEST TEST ELEV/ TEST LOCATION MOISTURE UNIT DRY REL. MAX. NO. DATE DEPTH CONTENT DENSITY COMP. NO. ' (FT.) M (PCF) M* 599- 02/24/90 1176 N455 -2 -4 E1245 10.1 115.1 88N 22 599A 02/27/90 1176 N455 -2 -4 E1245 16.2 110.4 93N 26 3600- 02/24/90 1177 N430 -2 -4 E1240 13.1 115.1 88N 22 600A 02/27/90 1177 N430 -2 -4 E1240 16.7 109.6 93N 26 1 601- 02/24/90 1175 N360 -2 -4 E1525 4.6 124.4 96N 22 3602- 02/24/90 1176 N355 -2 -4 E1525 6.9 112.7 92N 22 695- 02/27/90 1175 N680 -2 -4 E1225 7.1 123.1 95SC 22 696- 02/27/90 1176 N670 -2 -4 E1220 8.3 119.5 92N 22 ..697- 02/27/90 1177 N680 -2 -4 E1180 5.4 119.9 92SC 22 3698- 02/27/90 1178 N670 -2 -4 E1180 5.4 117.1 90N 22 1699- 02/27/90 1179 N610 -2 -4 E1265 8.8 117.1 90N 22 700- 02/27/90 1180 N605 -2 -4 E1265 7.1 117.2 90N 22 3701- 02/27/90 1177 N400 -2 -4 E1490 7.8 119.2 92N 22 02/27/90 1178 N405 -2 -4 E1485 8.6 119.1 92SC 22 1702- 703- 02/27/90 1179 N470 -2 -4 E1450 7.2 119.7 92N 22 3704- 02/27/90 1180 N465 -2 -4 E1445 8.7 119.8 92N 22 705- 02/27/90 1179 N455 -2 -4 E1275 6.1 118.1 93N 21 0706- 02/27/90 1180 N460 -2 -4 E1280 6.1 114.7 90N 21 707- 02/27/90 1180 N635 -2 -4 E1245 4.5 119.8 94N 21 3708- 02/27/90 1181 N630 -2 -4 E1245 3.8 118.1 93N 21 03/02/90 1193 N160 -2 -4 E1315 8.6 122.3 91SC 2 1897 398 03/02/90 1194 N110 -2 -4 E1250 3.5 112.8 84SC 2 3898A 07/24/90 1193 N110 -2 -4 E1250 1.2 117.6 100N 26 99 03/02/90 1193 N800 -2 -7 E050 9.6 110.9 83SC 2 C8 899A 07/24/90 1193 N800 -2 -7 E050 2.4 106.5 90N 26 900 03/02/90 1195 N800 -2 -7 E100 8.9 111.1 83SC 2 '900A 07/24/90 1194 N800 -2 -7 E100 2.1 112.1 95N 26 1061- 03/05/90 1195 N700 -2 -7 E110 8.1 109.2 93N 20 062- 03/05/90 1196 N685 -2 -7 E135 7.4 110.1 93N 20 4063- 03/05/90 1193 N780 -2 -7 E085 11.1 119.6 94N 21 03/05/90 1194 N820 -2 -7 E120 9.9 116.4 92N 21 1064- 094- 03/05/90 1189 N610 -2 -4 E1148 8.9 125.1 99N 21 4095- 03/05/90 1191 N545 -2 -4 E1225 8.7 117.8 93N 21 03/05/90 1191 N550 -2 -4 E1340 12.4 110.6 97N 27 9096- 097- 03/05/90 1192 N445 -2 -4 E1375 10.2 119.6 94N 21 4098- 03/05/90 1191 N390 -2 -4 E1420 9.9 120.5 95N 21 4099- 03/05/90 1193 N325 -2 -4 E1455 11.4 116.6 92N 21 1100- 03/05/90 1192 N270 -2 -4 E1420 9.1 124.3 98N 21 101- 03/05/90 1192 N200 -2 -4 E1430 5.4 114.6 90N 21 4102- 03/05/90 1193 N210 -2 -4 E1470 6.2 113.8 90N 21 03/05/90 1186 N580 -2-7 E670 3.9 104.4 89N 26 1103- 103A 07/24/90 1186 N580 -2 -4 E670 7.1 113.2 96N 26 4104- 03/05/90 1187 N640 -2 -7 E700 9.4 100.6 85N 26 104A 07/24/90 1187 N640 -2 -7 E700 5.6 115.9 98N 26 105- 03/05/90 1193 N640 -2 -7 E560 3.1 98.3 86N 27 NOTES: ' SEE PLAN FOR TEST LOCATIONS * SC - Sand Cone (ASTM D 1556); 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ISHI /A3Z3 IS3I ISHI 1 A TEST TEST ELEV/ TEST LOCATION MOISTURE UNIT DRY REL. MAX. NO. DATE DEPTH CONTENT DENSITY COMP. NO. (FT.) M (PCF) M* 060- 1 05/03/90 1163 N370 -2 -3 E450 13.6 102.3 93N 12 > 061- 05/03/90 1165 N530 -2 -3 E440 13.2 101.1 92N 12 6063- 05/03/90 1169 N350 -2 -3 E450 14.3 100.4 92N 12 1 NOTES: t SEE PLAN FOR TEST LOCATIONS * SC - Sand Cone (ASTM D 1556); DC - Drive Cylinder (ASTM D 1556); N - Nuclear Density Gauge (ASTM 3017) ** Denotes lots that were overexcavated approximately 3 -ft below finish grade and replaced with compacted fill, due to the presence of low density sands 6949A Denotes Retest Of Test 6949 05/03/90 1172 N460 -2 -3 E350 15.9 100.8 92N 12 -064- 191- 05/10/90 1167 N280 -2 -3 E310 14.6 98.4 90N 12 6192- 05/10/90 1173 N450 -2 -3 E420 14.1 93.7 86N 12 192A 07/02/90 1173 N450 -2 -3 E420 8.7 100.1 91SC 12 193- 05/10/90 1161 N625 -2 -3 E525 13.2 88.7 81N 12 193A 07/02/90 1161 N625 -2 -3 E525 6.8 99.3 91SC 12 7037- 06/14/90 1174 N570 -2 -3 E750 8.1 109.6 85N -NG 51 037A 07/02/90 1167 N570 -2 -3 E750 5.5 116.7 91SC 51 054- 06/13/90 1193 N390 -2 -4 E1425 7.3 110.1 88N 18 8054A 07/02/90 1193 N390 -2 -4 E1425 6.8 113.3 92SC 18 06/15/90 1171 N425 -2 -3 E400 12.6 100.1 83N 50 C16- 217- 16A 07/02/90 1171 N425-2 -3 E400 8.1 111.5 92SC 50 06/15/90 1164 N505 -2 -3 E450 9.1 106.1 88N 50 i217A 07/02/90 1164 N505 -2 -3 E450 7.8 109.5 91SC 50 1 NOTES: t SEE PLAN FOR TEST LOCATIONS * SC - Sand Cone (ASTM D 1556); DC - Drive Cylinder (ASTM D 1556); N - Nuclear Density Gauge (ASTM 3017) ** Denotes lots that were overexcavated approximately 3 -ft below finish grade and replaced with compacted fill, due to the presence of low density sands 6949A Denotes Retest Of Test 6949 1200+• 1190 ° 1180- 1170- SAND:white to light gray.,. 160 - yaneod olidated, coarse grained, -• - -poorly sorted, subrounded to snbangnlar 1150- 1140- FIGURE 1 LOT .83 !: COLLUVIUM: SI LTY SAND -dark- brown, fine to coarsy grained; LOT 93 - • medium dense, dry, numerous roots ° _ } ' ARTIFICIAL FILL ° i ` �•. • - ° ° •- • - - } , � •- - • / - ♦ � '� • - • ' SA D:li ht ' $ S brown to white fine to' • coarse • • • rained g , gravelly at base, • , • • / • • - ♦ �• ;permeable, poorly sorted, subrounded to sabangular- ' TERRACE DRAIN _ ° • 1 _ a Z��., .� • o ems;— O� s • St e � ° b • i -•- • of .. ._ `� • • • _� ` • } - - � • / ' • •~ °.. .. .„ .. .. .- �_ — _� . ---o .. •.., • �`. ,. .. �� w. • • - • ° °' * • .. '° °' •- " .. .. •• .. .. .. .. S1 LTSTON E: brow n,- dense, sandy in .. -,- _ / .. •, .,. •" _• .. .. -• .. .. .. .. .. .. .. -• part IN- 00 •• •• •,� SANDSTONE :light gray, poorly consoididated, r .. " ..�,, .. •• •• _ ♦• ,. .• ,�, .. fine to coarse grained with 4 FAULT - FAULT FRACTURE -11133W -:. numerous subrounded cobbles up Ito 4' -minor r gavel size FAULT FRACTURE FRACTURE- 8Q W S "N30W 70SW N31W 73SW SATURATED ZONE `FAULT FRACTURE - N30W' FAULT FRACTURE - N30W 74NE CLAY:dark_ olive rata moist dense, micaceous - g FAULT T FRACTURE -N30W bSSW FAULT FRACTURE- HEAVY FLOW 78NE ':FAULT FRACTURE- FA F FAULT FRACT S FRACTURE-N35W 70 W ¢ N18W 75SW - ` N32W 57NE FAULT FRACTURE- i - - - -- N34W 70NW ` SILTY SAND:medium orangelbrown, fine to coarse grained, ° - Y :medium brownish L SILTSTONE+clayey green, dense, micaceous,' =' medium dense, permeable poorly sorted °CLAYS in part, trace -fossils - LOT $ M �F"_�• - LOT 89 I r_nT FIGURE 1 � w \ l /,— WAY'", Zz i a \ \\ - , ,'R C / , . /.. - — _/. „♦' ! ,.. ',' , ; - �, \,`,. ,L %/ 2.00 °C 6 rn , ,y l /, ct / / � -r x � _.1 lk Fib 4 PEF 4 V C SUBDBXIN OUTLET r... ( .�4., x pw .., � � \ t Q!!'.SD / ,. . i -_' -'`; ,>., ,:JPI py. 0 •'f. 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VIC y DENSITY TEST LOCATION MAP , rzsv r.e. c�c:Pu+ 9as�o 7 TRACT 23173 -2, VAIL RANCH - :: » ... _. .._ •; 1r' .r.i iFi, (7141 676 ^7DOU SUNLAND HOMES __. T12ACT 23173 -2 1 ..:_. g, NCH NAR,'t": TEMECULA, CALIFORNIA s - r4 _40, Q� ` 7 t SEE 3NEET t _ ! 133 -.30 ! ' WORE ORDER: 900 -05 -02 DATE: JUNE 1990 PLATE: 6 — , '.'29 „s .w tra • -., -x.;, c.. - ats^rs«� ^ -:a 3u t.'ata<.. v „cr.r`.xuwr«n;.t+,rw[,,'. i