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Home My WebLink AboutGeotechnical Review . . 19I2Ct: oCr e...1vs: c/ 0 J !! ...D tNG/t\!, 1Y OF, ~96 tf,9hV, lC/vlf " G Df/-Uilj ~RIi' ",'t/Vi . . GEOTECHN[CAL GRAmNG PLAN REvmw TRACT 23143-3 CROWNE HILL CnTY OF TEMECULA, CA. . . For: TAYLOR WOODROW HOMES CALIFORNIA LIMITED . SEPTEMBER 25,1996 . . By: PACIFIC SOILS ENGINEERING, INC. SAN DIEGO, CA. WORK ORDER 400406A . . . Work Order 400406A September 25, 1996 . TABLE OF CONTENTS . Page . INTRODUCTION SCOPE OF WORK SITE LOCATION AND DESCRIPTION PROPOSED DEVELOPMENT FIELD INVESTIGATION ENGINEERING GEOLOGY STRUCTURE SEISMICITY Figure 1 - Faults in Southern California Table A - Seismic Parameters GROUNDWATER CONCLUSIONS AND RECOMMENDATIONS 1-0. GEOTECHNICAL CONSIDERATIONS 2-0. SITE PREPARATION AND COMPACTION 3-0. PRELIMINARY DESIGN CRITERIA 4-0. SLOPE STABILITY AND MAINTENANCE 5-0. MISCELLANEOUS 1 2 3 4 5 6 7 8 . . . 9 11 12 12 16 20 26 28 . . . . PACIFIC SOILS ENClINEERINliI, INC. . Work Order 400406A September 25, 1996 . TABLE OF CONTENTS cont. . . APPENDIX: REFERENCES SUBSURFACE INVESTIGATION & LABORATORY ANALYSIS PLATE A - UNIFIED SOILS CLASSIFICATION SYSTEM PLATES A-1 THRU A-9 - LOGS OF BORINGS (Pacific Soils Engineering, Inc.) PLATES A-10 AND A-11 - LOGS OF BORINGS (Highland Geotechnical Consultants, Inc.) TABLE I - LOG OF TEST PITS T-17A, T-34A, T -49A THRU T-51A, T-53A THRU T-57A, AND T -67A (Pacific Soils Engineering, Inc.) TABLE 1 - LOG OF TEST PIT (Ranpac Soils, Inc., 1991) TABLE /I - SUMMARY OF LABORATORY TEST DATA PLATES B-1 THRU B-4 - SLOPE STABILITY CALCULATIONS PLATES C-1 THRU C-5 - CONSOLIDATION CURVES PLATES D-1 AND D-2 - DIRECT SHEAR TEST DATA . . . . EARTHWORK SPECIFICATIONS PLATES G-1 THRU G-11 - GRADING DETAILS . POCKET ENCLOSURES: SHEETS 1, 3 THRU 6 - 40-SCALE GRADING PLANS . . PACIFIC SOILS ENClINEERINliI, INC. . . II II PACIFIC SOILS ENGINEERING, INC. f!I 7715 CONVOY COURT, SAN DIEGO. CALIFORNIA 92111 B TELEPHONE, (619) 560-1713. FAX, (619) 560-0380 . TAYLOR WOODROW HOMES CALIFORNIA LIMITED 24461 Ridge Route Drive - Suite 100 Laguna Hills, CA. 92653-1686 September 25, 1996 Work Order 400406A . Attention: Mr. Alfredo Ayuyao, Senior Development Manager Subject: Geotechnical Grading Plan Review, Tract 23143-3 of the Crowne Hill Project, in the City of Temecula, California . References: See Appendix Gentlemen: . . Presented herein are the results of Pacific Soils Engineering, Inc.'s (PSE's) geotechni- cal grading plan review of Tract 23143-3 of the Crowne Hill project. The subject tract is located northerly of the intersection of Butterfield Stage Road and proposed Crown Hill Drive, and is part of the overall master planned Crowne Hill project. . The purpose of our study is to evaluate onsite geotechnical conditions as they relate to the development of 105 building pads and associated improvements as shown on the enclosed 40-scale rough grading plans (sheets 1 and 3 through 6 of 6) prepared by Trans-Pacific Consultants. These plans form the basis of the findings and recom- mendations presented herein. . . \ . CORPORATE HEADQUARTERS TEl: (714) 220-0770 FAX: (714) 220-9589 LOS ANGELES COUNTY TEl: (213) 325.7272 or 775-6771 FAX: (714) 220-9589 RIVERSIDE COUNTY TEL: (909) 676-8195 FAX: (909) 676-1879 SOUTH ORANGE COUNTY TEl: (714) 730-2122 FAX: (714) 730"5191 . Work Order 400406A September 25, 1996 Page 2 . . SCOPE OF WORK The scope of our grading plan review consisted of the following: . * Review of proprietary reports and published literature pertinent to the site (references). . * Compilation of previously obtained geotechnical data. * Limited seismicity evaluation. . * Excavation sampling and logging of two (2) supplemental borings. . * Laboratory testing and analyses of recently obtained samples. * Geotechnical analyses of the enclosed grading plans that include: 1) earthwork recommendations and specifications; 2) remedial grading rec- ommendations; 3) preliminary foundation design; and 4) slope stability. . * Preparation of this report and accompanying exhibits. . . . r PACIFIC SOILS ENliIlNEERINliI, INC. . Work Order 400406A September 25, 1996 Page 3 . . SITE LOCATION AND DESCRIPTION . Tract 23143-3 is an irregular shaped parcel that is part of the overall Crowne Hill proj- ect, located in the City of Temecula. The site is located approximately 800 feet north- easterly from the intersection of Butterfield Stage Road and De Portola Road. The site can be accessed off of existing Butterfield Stage Road northerly of De Portola Road (sheet 1). Crowne Hill Drive is part of an assessment district (A.D. 159) and is unbuilt at this time. . . The undeveloped parcel consists of gently rolling terrain with total relief across the site of 96 feet. Natural slopes vary from relatively flat (Le., less than 10: 1) to locally as seep as 2 : 1 (horizontal to vertical). Drainage is via natural drainage courses general- ly toward the south into the Pauba Valley. Natural slope areas support a light to mod- erate growth of annuals with localized areas of chaparral. . . . . . 3> PACIFIC SOILS ENClINEERINliI, INC. . Work Order 400406A September 2S, 1996 Page 4 . PROPOSED DEVELOPMENT . . It is assumed that mass grading techniques will be utilized to develop the site into 10S residential lots with associated improvements and open space. Approximately 137,630 cubic yards of embankment are estimated which will be utilized onsite for fill areas and an additional 648,360 cubic yards of export will be transported to other projects within the overall Crowne Hill development. These quantities do not include Crowne Hill Drive. . . Cut and fill slopes are proposed at slope ratios of 2 : 1 (horizontal to vertical). Based on the enclosed plans the highest cut slope is approximately sixty (60) feet and the highest fill slope is approximately thirty-one (31) feet. . . . . to... . PACIFIC SOILS ENGINEERING. INC. . Work Order 400406A September 25, 1996 Page 5 . . FIELD INVESTIGATION . In order to evaluate the subsoil conditions and obtain laboratory samples, a subsurface field investigation was conducted by PSE in several phases. This work was performed in conjunction with the overall development of the Crowne Hill project. This investiga- tion was conducted between June of 1988 and August of 1996. Site specific excava- tions and laboratory test results are included in the Appendix of this report. Also included in this report are borings and test pits performed by other geotechnical firms that were excavated within boundaries of the subject site. . . The field investigation for Tract 23143-3 included: 1) review of published proprietary reports on the area; 2) study of aerial photographs; 3) geologic field mapping; and 4) excavation, logging and sampling of nine (9) exploratory borings and eleven (11) · test pits. . . . ~ . PACIFIC SOILS ENGINEERING, INC. . Work Order 400406A September 25, 1996 Page 6 . ENGINEERING GEOLOGY . . Tract 23142-3 is underlain by surficial deposits of topsoil, alluvium/colluvium and a Quaternary bedrock unit, the Pauba Formation. The distribution of these geologic units is shown on the 40-scale grading plans (sheets 3 through 6 of 6). . Topsoil (No Map Symbol) Topsoils blanket most of the natural slope areas of the site and consist of light brown, silty to clayey sands. The soils are typically slightly moist to loose to moderately dense. Topsoils range from one-half (0.5) to two (2) feet thick. . . Alluvium/Colluvium (Map Symbol Qal) The alluvial/colluvial soils present onsite are comprised of brown to dark brown, silty to clayey sands that are slightly moist, moderately dense, and somewhat porous. On the average, the alluvium ranges from three (3) to twenty (20) feet thick. . Based on site specific testing and regional work in the Murrieta area (Pacific Soils En- gineering, Inc., 1993) the alluvium/colluvium and in some instances highly weathered Pauba Formation exhibit a potential for hydro-consolidation. The hydro-consolidation potential typically varies from one percent to as much as six percent. Depending on the steepness of the bedrock/alluvium contact and imposed stress, detrimental differen- tial settlements are possible if these materials are not removed or otherwise mitigated. . . . ~ PACIFIC SOILS ENliIlNEERING, INC. . Work Order 400406A September 25, 1996 Page 7 . . Pauba Formation (Map Symbol Qps) The Pauba Formation is a late Quaternary-age sedimentary deposit that consists of a poorly lithified sandstone and gritstone with subunits of silt and clay rich beds. On natural slope areas, the upper two (2) to four (4) feet of this unit is typically weathered. However, within onsite drainages deeper zones of weathering beneath alluvial/colluvial deposits may be encountered that exhibit detrimental collapse potential that could re- sult in differential settlements of sufficient magnitude to impact structures or improve- ments. In these instances, weathered Pauba Formation is considered unsuitable for structures and/or structural fills and will require removal. . . STRUCTURE . The Pauba Formation represents an essentially horizontal unit. Localized depositional dips of two to five degrees are present within the unit. . . Based upon: 1) review of literature (Highland Geotechnical Consultants, Inc., 1987; Ranpac Soils, Inc., 1991; Kennedy, 1977; Jennings, 1985 and 1975); 2) review of ae- rial photographs; and 3) site reconnaissance mapping, faulting was found to be ab- sent from the site. . . 1 . PACIFIC saiLS ENGINEERING, INC. . Work Order 400406A September 25, 1996 Page 8 . SEISMICITY . . Jennings (1985) indicates that the structure features of the State of California are ex- pressed as general trends and patterns that define structural provinces and specific blocks. Each structural province is characterized by faults of a predominate trend or pattern. Crowne Hill and Tract 23143-3 are located within the Peninsular Ranges of southern California which is characterized by faults with a strong northwest orientation (Figure 1). These faults typically display right lateral slip. . . The Peninsular Range structural block is divided into eight (8) sub-blocks. The subject site is located on the Riverside sub-block and is bounded on the northeast by the San Jacinto fault zone and on the southwest by the Elsinore fault zone. the nearest strand of the Elsinore fault zone, the Wildomar fault segment (Kennedy, 1977) is approximate- ly three kilometers from the subject project. The nearest strand of the San Jacinto fault zone is the Casa Loma fault approximately 31 kilometers west of the subject project. Both the Elsinore and the San Jacinto fault systems are north and northwest striking, dominantly right lateral, strike-slip faults, showing Holocene activity. . . Literature review (Kennedy, 1977; Jennings, 1985 and 1975), aerial photographic study, and site reconnaissance mapping indicate that active faults are not located with- . in or adjacent to the project site. . . f6 PACIFIC SOILS ENGINEERING, INC. , " .. .. .. .. .. .. .. .. .. , .. .. .. .. .. .. " . .. .. .' 3: :0 C1 :z ...... --l C o rrl GGGG . . . . . . . . . . . . . . . . . . . U1 . en . ~ . 0 CO . 0 . 0 0 --l -I Q Q --l Q :D Q C1 U1 :D ()) . f'1 ~ . ill :n . ill -I ill f'1 :n < lI: - = l~ sK ai - - - - f 1* z .. ! If .. .. z r it s -r f r . i f I ~ ! i it ! ~ I I :r i' .& " - .. .. .. - - J .. .. . .. l'l ... . v . v . : ~ - - '!(inn ~ f J 1 [ 1 ;;: II I .. .. " .. a ColI.;r. f i " I I ~ . . . :II i i' f I I il f- ~ f i 1 - - - U1"""N- ....,.U1...""N_,.U1...""N_ jfffl ,rflif~riIrJ!fl ~ i{JIr ~pi,ffr.~ ~I'i 2 0 a. f ,..... 0 ~ J 0 ~ i 11 . i- w "l G w u: t- G G r-. ::. ~: ., :.: ..' <, ... ... "i~ w 'I I - ~i ..,.-~,;;;'. .;~ i~~~" w "l - ~ ij - / I: . - i f i f . 1 W. ... ;~ 1 " . " f;;; ... It ~ ~ a ~ .::l - 1 r ;; ~ i ;; . ~ - o g 8 !; r- Cl ., ~ .. . - . ~ : : .::l .,. :' .. H :. ':', ~ ::: o ... o .~ ,,- I i .... - '" j i:: - ." , . ;:::; ...... .~.::; ...... :::;:; m m m 8ouadory .fINI ~ . [I -. ." ! ~ I:. Hi ~ ~~ ;::::" ... . :1 :. .: .. :: .... ~ ~ .. t"l ~ 9 .. t"l ~:!~ ~a e 8~ (Ill =0 Z --< c:'l _2 i .C: s~ ." ~ J! ~ ... :: ~ . . ..' :I: fl: I"H j-! ..... ~ .. ,',' .~ '.:. ~ c ~ CD iii '" ~ Gl .- n I' If =i Ii ',J j[ 5.' .8 ~: f! o~ !f If ~ " t II! 9 ... a a ... o Gl ~ .P . Work Order 400406A September 2S, 1996 Page 9 . . . It is likely that during the design life of the project, the site will be subject to ground ac- celeration generated from earthquakes produced along offsite faults. Secondary ground displacements in response to a nearby or large regional earthquake are possi- ble as with most areas in the seismically active southern California region. . Peak accelerations generated by maximum creditable earthquakes are shown on Table A. TABLE A . SEISMIC PARAMETERS Distance Magnitude Peak Acceleration Fault (Km) (1(2) (3)(4) (S)(6)(7) . Wildomar fault zone Wildomar segment 3 7.2 0.7 San Jacinto fault zone Casa Loma segment 31 7.1 0.14 . San Andreas fault zone 71 7.5 0.12 Newport-lnglewood/Rose Canyon fault zone 47 7.0 0.08 . (1 ) Kennedy, 1977 (2) Jennings, 1994b (3) Wesnousky, 1986 (4) Jones and Hauksson, 1994 . (S) Maulchin and Jones, 1992 (6) Campbell and Bozorgnia, 1994 (7) Joyner & Boore, 1981 . PACIFIC SOILS ENliIlNEERINliI, INC. 'P . Work Order 400406A September 25, 1996 Page 10 . . Liquefaction potential is considered unlikely due to the relatively dense character of the Pauba Formation and the recommendation of complete alluvial/colluvial removals. The lack of shallow groundwater and complete removal of all alluvium during remedial grad- ing operations will further decrease the potential for liquefaction. Seiches and earth- quake inducted flooding are not considered hazards owing to the site relief and lack of proximity of large bodies of water. . . . . . . . \\, . PACIFIC SOILS ENGINEERING. INC. . Work Order 400406A September 25, 1996 Page 11 . GROUNDWATER . . No groundwater was encountered during our subsurface exploration in test pits or bor- ings. No other indication of groundwater was observed or encountered during our sub- surface exploration. Active springs or groundwater surface seeps were not observed during our field investigation. . . . . . . . \1/ PACIFIC SOILS ENClINEERINliI, INC. . Work Order 400406A September 25, 1996 Page 12 . CONCLUSIONS AND RECOMMENDATIONS . . Based on our review of the reference reports and the accompanying 40-scale rough grading plans (sheets 1 and 3 through 6 of 6) prepared by Trans-Pacific Consultants it is concluded that the site is suitable for the intended development subject to the condi- tions, recommendations and specifications presented herein. All grading should con- form to the City of Temecula criteria. . . Particular attention has been directed to remedial grading requirements associated with removals within fill areas, recommendations for enhancing slope stability, subdrain placement and overexcavation requirements for pad areas. Geotechnical considera- tions and recommendations are summarized herein and should be incorporated into the design, construction and project specifications. . 1-0. GEOTECHNICAL CONSIDERATIONS . 1-1. The major geologic mapping unit underlying the site is the Pauba Formation. Where unweathered this unit is adequate for support of engineered fill and resi- dential structures. In general, this mapping unit has a soil and weathered profile of two (2) to four (4) feet. . . Within natural drainages, removal of all colluvium/alluvium is recommended. Additional removals are recommended beneath the alluvium/colluvium where highly weathered Pauba Formation exists that exhibits potential hydro-collapse or has the potential for settlement. Criteria for field verification of unsuitable re- PACIFIC SOILS ENliIlNEERINliI, INC. \'b . . Work Order 400406A September 25, 1996 Page 13 . . moval excavations within highly weathered Pauba should include: 1) lack of po- rosity that typically occurs at depths offive (5) to ten (10) feet beneath the allu- vium/colluvium contact; and 2) degree of saturation of 85 percent or greater. . Coupled with the overlying alluvium/colluvium, removals may extend 20 to 30 feet. Target removal depths are shown on the enclosed grading plans (sheets 3 through 6 of 6). Actual removal depths should be based on conditions exposed during grading. . . 1-2. Slopes a) Cut Slopes Cut slopes are considered grossly stable as proposed. Due to unlikely but possible unfavorable geology daylighting on the slope face, these slopes may require stabilization fills. During grading, all cut slopes should be closely evaluated for this condition and if unsuitable materials are encountered, a stabilization fill may be required. . . Stabilization fills should be constructed within a minimum key dimension of fifteen (15) feet wide by one (1) foot deep at the toe by two (2) feet deep at the heel (Plate G-3). Larger key dimensions may be required based upon slope height and field conditions. Gross and surficial stability calculations for cut slopes are presented on Plates B-1 and B-3. . . PACIFIC SOILS ENClINEERINliI, INC. \~ . . Work Order 400406A September 25, 1996 . . . . c) . . . . . . Page 14 b) Fill-Over-Cut Slopes Prior to filling, the cut portion of the slope should be observed by the soil engineer or engineering geologist to confirm that the underlying material is sound and capable of adequately supporting the fill. It may be neces- sary to overexcavate the cut portion and replace it with compacted fill. If the underlying material is deemed capable of supporting the fill, a fill key of at least one equipment width and tilted into the slope with at least one (1) foot differential should be constructed prior to fill placement (Plate G-11). Fill Slopes Over Natural Ground Fill slopes should be keyed and benched into natural ground, as shown on Plate G-5. KeyWays for fill slopes should be founded on competent material as determined by the engineering geologist or soil engineer. All surficial soils. colluvium, alluvium, hiqhlv weathered bedrock, and loose, soft materials must be removed prior to fill placement. Gross and surficial slope stability calculations for fill slopes are presented on Plates B-2 and B-4. It is recommended that landscaping of graded slopes should be accom- plished as soon as practical to reduce exposure to raveling and erosion. PACIFIC SOILS ENGINEERING, INC, \t; . Work Order 400406A September 25, 1996 Page 15 . . 1-3. Impervious Materials Exposed on Cut Slopes Where relatively impervious claystone or siltstone subunits are exposed in the lower portion of cut slopes and the stability can be demonstrated, it is possible that irrigation and rain water will seep out of the slope, creating a nuisance condition. To mitigate potential nuisance water problems, it may be advisable to construct a toe drainage system. The final recommendation should be based upon field conditions and the design of the tope drain based upon as-graded condition. . . . 1-4. Unfavorable Materials Exposed on Cut Pads Cut pads which expose unfavorable materials such as claystone and/or siltstone beds should be overexcavated entirely to provide uniform foundation conditions and to eliminate potential perched groundwater conditions. The minimum depth of undercut is three (3) feet; however, deeper undercuts may be recommended based upon field conditions. All undercut of pads should be excavated such that a minimum one (1) percent gradient sloping toward the street is achieved at the base of the undercut. Each lot should be evaluated during mass grading for this conditions. . . . 1-5. Subdrains The proposed subdrain system shown on the enclosed 40-scale rough grading plans should be constructed per Plates G-1 and G-2. Final recommendations for the subdrain locations and outlets will be determined in the field. . . \\0 PACIFIC SDILS ENGINEERING. INC. . Work Order 400406A September 25, 1996 Page 16 . . 2-0. SITE PREPARATION AND COMPACTION . 2-1. In order to achieve a well engineered and designed development, in-grading field observation will be required by qualified geotechnical personnel. This should include continuous observation and testing of fill placement by field tech- nicians, and periodic observation by the project geologist and soil engineer. . 2-2. Prior to grading, areas within the daylight limits should be stripped and cleared of all existing vegetation, trash, debris and all other deleterious materials. These materials should be removed and wasted offsite. . 2-3. In areas to receive compacted fill intended for support of structures, all residual soils, alluvium, spoil fill, as well as weathered bedrock should be removed to firm materials as approved by the project soil engineer and/or geologist. Removal recommendations are discussed under item 1-1. . . 2-4. All cuUfill transition pads should be undercut such that a minimum compacted fill section of three (3) feet is provided over the entire building pad. . 2-5. After clearing, stripping, removals and overexcavation, the approved exposed surface should be scarified, moisture conditioned to optimum moisture or slightly above, and compacted to a minimum of 90 percent or 92 percent (for fills deeper than 50 feet) of the laboratory maximum density as determined in accordance with ASTM:D 1557-91. . . PACIFIC SOILS ENGINEERINliI, INC. \\ . Work Order 400406A September 25, 1996 Page 17 . . 2-6. All fill should be spread in thin lifts, the moisture content adjusted to at or slightly above optimum, and the materials rolled and compacted to 90 percent or 92 per- cent (for fills deeper than 50 feet) of the laboratory maximum density (ASTM: D 1557 -91). Each lift should be treated in a like manner until the desired finish grades are achieved. . . 2-7. All fills deeper than 50 feet should be compacted to a minimum of 92 percent of the laboratory maximum density (ASTM:D 1557-91) at or slightly above optimum moisture. . 2-8. Materials excavated onsite which are approved by the soil engineer may be uti- lized in compacted fill provided that they are free of objectionable debris. . 2-9. Where the natural slopes are steeper than 5-horizontal to 1-vertical, compacted fill material should be keyed and benched into competent materials as approved by the soil engineer and/or geologist. Particular note should be give to any fill- over-cut slopes. Care should be taken to prevent overbenching at the fill/natural daylight lines as the fills are brought to finished grade. . . 2-10. In order to minimize surficial slumps on compacted fill slopes, the following grad- ing procedures should be undertaken. a) Compacted fill slopes should be backrolled with a sheepsfoot roller durino fill placement at intervals not exceedino four (4) feet in vertical heiaht. Care should be taken to construct the slope in a workmanlike manner so that it is positioned at its design orientation and slope ratio. Achieving a uniform slope surface by subsequent thin wedge filling must be avoided. . PACIFIC BOlLa ENGINEERING. INC. ,co . . Work Order 400406A September 25, 1996 . . . . . . . . . . Page 18 Any add-on correction to a fill slope should be conducted by overfilling the affected slope in thin horizontal, compacted lifts which must be benched into the existing fill prism. The overfilled slope may then be trimmed to the design gradient. After completion the fill slope faces should be rolled for the entire height with a sheepsfoot roller, then finished with a grid roller. If the desire com- paction is not obtained in this manner, a vibratory sheepsfoot roller may be required. To be most effective this equipment should be anchored and manipulated from a sideboom tractor. In lieu of a grid roller, the slope may be track walked with a D-8 dozer or equivalent machinery on slopes of 2 : 1 or flatter. To obtain the required compaction and appearance of the slope face, the soil moisture should be at or above optimum from time of mass filling to completion of grid rolling. b) As an alternative to the sheepsfooting and grid rolling or track walking of the slopes, fill slopes may be constructed by overfilling with compacted fill a minimum 0 three (3) feet, horizontally, and then trimmed back such as to expose the dense inner core of the slope surface. c) The grading contractor should be made aware that care must be taken to avoid spillage of loose material down the face of the slopes during grad- ing and during drainage terrace and downdrain construction. Fine grad- ing operations for benches and downdrains should not deposit loose, trimmed soils on the finished slope surfaces. The materials should be re- moved from the slope areas. PACIFIC SOILS ENGINEERINliI, INC. \ct . Work Order 400406A September 25, 1996 Page 19 . . d) Seeding and planting of all slopes should be planned to achieve, as rap- idly as possible, a well established and deep rooted vegetal cover requir- ing minimal watering. The type of vegetation and watering schedule should be established by a landscape architect familiar with hillside maintenance. . . 2-11. In general, the onsite materials are considered very low to high expansive in na- ture. Design of foundations are provided to accommodate this condition. . The import soils should have low to very low expansive properties and the soil engineer should be notified at least 48 hours in advance in order to sample, test and approve or disapprove materials from other borrow sites. No import materi- als should be delivered for use on the site without prior approval of the soil engineer. . 2-12. All temporary roads created during grading must be removed in their entirety or replaced as properly compacted fill. . 2-13. Comoaction eauioment on the oroiect shall include a combination of rubber-tired and sheeosfoot rollers to achieve orooer comoaction. Adequate water trucks/pulls should be available to provide sufficient moisture and dust control. . . . PACIFIC SOILS ENliIlNEERINliI, INC. 1P . Work Order 400406A September 25, 1996 Page 20 . . 3-0. PRELIMINARY DESIGN CRITERIA . Onsite materials are anticipated to range from very low to high in expansive potential. Final expansion potentials of the subject lots are dependent on the as-graded condi- tions. For preliminary design purposes the following foundation recommendations and design parameters are presented. . 3-1. Foundations may be designed upon the following values: Allowable Bearing: Lateral Bearing: 2000Ibs.lsq.ft. 225Ibs.lsq.ft. at a depth of 12 inches plus 125 Ibs.lsq.ft. for each additional 12 inches embed- ment to a maximum of 2000 Ibs.lsq.ft. 0.35 Total = 3/4 inch Differential = 3/8 inch in 20 feet . Sliding Coefficient: Settlement: . The above values may be increased as allowed by code to resist transient load- ing conditions, such as wind or seismic. . 3-2. Footina and Slab-On-Grade Desion - Conventional Foundations a) VERY LOW TO LOW EXPANSIVE POTENTIAL Footina Depth (Minimum): Exterior One-Story - 12 inches below lowest adjacent finished grade. Two-Story - 18 inches below lowest adjacent finished grade. Interior One & Two-Story - 12 inches below lowest adjacent finished grade. . . . PACIFIC SOILS ENGINEERINliI, INC. /;.-\, . Work Order 400406A September 25, 1996 Page 21 . . Footina Reinforcement: All continuous; two No.4 rebars, one on toP. one on bottom. Slab Thickness (Minimum): Four (4) inches. . Slab Reinforcement (Minimum): Livina Areas 6" x 6", No.1 0 by No.1 0 welded wire mesh OR equivalent. . Slab Subarade Moisture: Minimum of 110 percent of optimum moisture immediately prior to pouring concrete. . b) MEDIUM EXPANSIVE POTENTIAL Footina Depth (Minimum): Exterior One-Story - 18 inches below lowest adjacent finished grade. Two-Story - 18 inches below lowest adjacent finished grade. Interior One- & Two-Story - 18 inches below lowest adjacent finished grade. . . Footina Reinforcement: All continuous; four No.4 rebars, two on top, two on bottom OR two No.5 rebars, one on top, one on bottom. . Slab Thickness (Minimum): Four (4) inches. . Slab Reinforcement (Minimum): Livina Areas 6" x 6", No.6 by No.6 welded wire mesh OR equivalent. PACIFIC BOILS ENGINEERING. INC. 1Y . . Work Order 400406A September 25, 1996 Page 22 . . Slab Suborade Moisture: Minimum of 120 percent of optimum moisture 24 hours prior to pouring concrete. c) HIGH EXPANSIVE POTENTIAL Footino Depth (Minimum): Exterior One-Story - 24 inches below lowest adjacent finished grade. Two-Story - 24 inches below lowest adjacent finished grade. Interior One- & Two-Story - 24 inches below lowest adjacent finished grade. . . . Footino Reinforcement: All continuous; four No.4 rebars, two on top, two on bottom OR No.5 rebars, one on top, one on bottom. Slab Thickness (Minimum): Four (4) inches. . Slab Reinforcement (Minimum): Livino Areas 6" x 6", No.6 by No.6 welded wire mesh OR equivalent. . Slab Suborade Moisture: Presoak to 120 percent of optimum moisture a minimum of 48 hours prior to pouring concrete. . 3-3. Continuous footirias shall have a minimum width of 12 inches for support of one floor and 15 inches for support of two floors. . . PACIFIC SOILS ENGINEERING. INC. ~"!? . Work Order 400406A September 2S, 1996 . Page 23 3-4. Footina Embedment If exterior footings adjacent to drainage swales are to exist within three (3) feet horizontally of the swale, the footing should be embedded sufficiently to assure embedment below swale bottom is maintained. Footings adjacent to slopes should be embedded sufficiently that at least five (5) feet is provided horizontally from the bottom edge of footing to face of slope. . . 3-S. Post-Tensioned Slab/Foundations Based upon the anticipated onsite soil conditions and information supplied by Uniform Building Code, the following preliminary design parameters are presented: . . . . . . . a) VERY LOW. LOW TO MEDIUM EXPANSIVE POTENTIAL LOTS Clay Type: Montmorillonite Maximum Percent of Clay = 30 percent *Thornthwaite Moisture Index = -20 *Edge Moisture Variation (Em): Center Lift = 5.5 ft. Edge Lift = 2.4 ft. *Differential Soil Movement (Ym): Center Lift = 0.79 inches Edge Lift = 0.15 inches *Depth to Constant Soil Suction = 5.0 ft. *Constant Soil Suction pF = 3.6 ft. *Velocity of Moisture Flow = 0.5 inches/month Settlement: Total = 3/4 inch Differential = 3/8 inch in 20 feet. PACIFIC SOILS ENGINEERING, INC. t.-A . Work Order 400406A September 25, 1996 . . . . . . Page 24 b) HIGH EXPANSIVE POTENTIAL LOTS Clay Type: Montmorillonite Maximum Percent of Clay =40 percent *Thornthwaite Moisture Index = -20 "Edge Moisture Variation (Em): Center Lift = 6.0 ft. Edge Lift = 2.7 ft. "Differential Soil Movement (Ym): Center Lift = 1.41 inches Edge Lift = 0.25 inches "Depth to Constant Soil Suction = 5.0 ft. "Constant Soil Suction pF = 3.6 ft. *Velocity of Moisture Flow = 0.5 inches/month Settlement: Total = 3/4 inch Differential = 3/8 inch in 20 feet. " Data was obtained from the 1994 edition of the UBC. 3-6. The footing width, depth as well as the structural slab-on-grade thickness for post-tensioned foundations shall be as specified by the structural engineer based upon the soil parameters provided by PSE and the requirements of the UBC. Under-Slab a) VERY LOW TO LOW EXPANSION POTENTIAL In areas where a low moisture surface condition is desired, a 10-mil poly- vinyl membrane (minimum) should be utilized. If utilized, this membrane should be covered with a minimum of two (2) inches clean sand to protect it and to aid in curing of the concrete. It should also be underlain with two (2) inches of clean sand. . 3-7. . . . PACIFIC SOILS ENGINEERING, INC. ~~ . Work Order 400406A September 25, 1996 . . . Page 25 b) MEDIUM & HIGH EXPANSION POTENTIAL The same criteria outlined above should be used except the polyvinyl membrane should be underlain with three (3) inches of clean sand. 3-8. Retainina Wall Desian Retaining walls or other structural walls should be designed based on the following: a) . . . . b) . c) . . Level Backfill Ka = 0.31 Kp = 3.25 Sloping Backfill 2 : 1 ~ = 0.47 Kp (+) = 8.61 Kp(-)= 12.3 Ko = 0.85 Ko = 0.47 Equivalent fluid pressure should utilize a soil unit weight of Y = 130.0 Ibs.lcu.ft. Foundations with retaining walls may be designed in accordance with rec- ommendations of paragraph 3-1. Drainage should be provided behind all retaining walls such that hydro- static pressure is relieved. It is recommended that the backfill consist of a granular free draining materials (SE ~ 30) to within 18 inches of finish grade. PACIFIC SOILS ENGINEERINliI, INC. -z"Ce . Work Order 400406A September 25, 1996 Page 26 . . d) All footing excavations for retaining walls should be observed by the proj- ect soil engineer or his representative prior to concrete placement. e) All backfill should be compacted to a minimum of 90 percent of the labora- tory maximum density at or slightly above optimum moisture as per ASTM:D 1557-91. . . 3-9. All roof, pad and slope drainage should be collected and directed away from the proposed structures to approved disposal areas. It is important that drainage be directed away from foundations. This is especially true in patio areas and greenbelt areas. The recommended drainage patterns should be established at the time of fine grading and maintained throughout the life of the structure. . 3-10 Soluble sulfate concentrations of the foundation materials should be determined . after rough grading is completed, when the final distribution of on site materials is known. One (1) preliminary test (Table /I continued) indicates that the soils are not aggressive towards concrete or metal construction materials. . 4-0. SLOPE STABILITY AND MAINTENANCE . 4-1. Cut and fill slopes at Tract 23143-4 of the Crowne Hill project are proposed at 2 : 1 slope ratios (horizontal to vertical). Two (2) slopes were analyzed for gross and surficial stability: 1) a 31 foot fill slope (Plates B-2 and B-4); and 2) a 60 foot cut slope (Plates B-1 and B-3). . PACIFIC SOILS ENGINEERING. INC. 7,,\ . . Work Order 400406A September 25, 1996 Page 27 . . Gross slope stability analyses were performed on an IBM PC computer using the computer program "GSLOPE". . The program calculates the factor of safety using the modified Bishop Method. The program utilizes a search routine to find the minimum factor of safety for a circular slide surface. This search encompasses at least fifty (50) feet behind the top of slope. Using a pseudostaticlseismic coefficient a factor of safety for an imposed earthquake loading condition is also calculated herein. . . Based upon the above analyses, cut and fill slopes are considered grossly and surficially stable as designed. Geologic observations will be provided during grading to verify the anticipated geologic conditions as identified in the slope stability calculation. All cut slopes exposing potential adverse geologic condi- tions will be buttressed or stabilized in accordance with the recommendations presented under item 1-2a of this report. . . Although the design and construction of slopes during mass grading is planned to create slopes which possess both stability against mass rotational failure and stability against surficial slumping and "pop-outs", certain factors are beyond the control of the project soil engineer and geologist. These factors include slope drainage, landscaping and burrowing animals. . . 4-2. Onsite Drainaae No water must be allowed to flow over the slopes other than incidental rainfall. No alteration of pad aradients should be allowed which will prevent pad and roof run-off from beina expedientlv directed to approved disposal areas. . 1Jb PACIFIC SOILS ENGINEERING, INC. . Work Order 400406A September 25, 1996 Page 28 . . 4-3. Plantina And Irriaation a) It is strongly recommended that slope planting consist of ground cover, shrubs and trees which possess deep, dense root structures and which require a minimum of irrigation. It should be the responsibility of the homeowner to provide such plants initially and to maintain such planting. Alteration of such a planting scheme is at the owner's risk. . . b) The owner is responsible for proper irrigation and for maintenance and properly installed irrigation systems. Leaks should be fixed immediately. Sprinklers should be adjusted to provide uniform coverage with a mini- mum of water usage. . Overwatering with consequent wasteful run-off and serious ground satu- ration must avoided. . . 4-4. Burrowina Animals A program for the elimination of burrowing animals in slope areas is recom- mended. This may need to be an on-going program in order to provide for long term slope stability. . 5-0. MISCELLANEOUS 5-1. All onsite utility trenches should be compacted to a minimum of 90 percent of the laboratory maximum density. Compaction should be accomplished with a me- chanical compaction device. If the backfill soils have dried out, they should be thoroughly moisture conditioned prior to placement in trenches. . . -vl\ PACIFIC SOILS ENGINEERING, INC. . Work Order 400406A September 25, 1996 . . Page 29 The findings and recommendations contained in this report are based upon the specific excavations and observations as noted. The materials immediately adja- cent to or beneath those observed may have different characteristics and no re- presentations are made as to the quality or extent of materials not observed. . This report is subject to review by the controlling authorities for the project. . . . By: JO Vice . HANSON, CEG 990 resident . Dist: (4) (6) Addressee Trans-Pacific Consultants, Inc., Attn: Mr. Rich Valdez DD/JAC/JAH:kr/A011 . . . PACIFIC SOILS ENGINEERINliI, INC. :? . . . . . . APPENDIX . . . . . PACIFIC BOILS ENGINEERING. INC. "};\ . Work Order 400406A September 25, 1996 . REFERENCES . . Campbell, K. W., and Bozorgnia, Y., 1994, Near-source attenuation of peak horizontal acceleration from worldwide accelerograms recorded from 1957 to 1993: Earth- quake Engineering Research Institute Proceeding from Fifth U. S. National Con- ference on Earthquake Engineering, p. 283-289, appendices. . Highland Geotechnical Consultants, Inc., 1987, Preliminary geotechnical investigation, Tract 21697, southeast of Butterfield Stage Road and Pauba Road, Riverside County, California: an independent consultant report, dated May 21, 1987. . Inland Foundation Engineering, Inc., 1991, Compaction testing, alluvial removal and street fill, Butterfield Stage Road North, Temecula are, Riverside County, Cali- fornia: an independent consultant report, dated September 30, 1991. Jennings, C. W., 1985, An explanatory text to accompany the 1 :;750,000 scale fault and geologic maps of California: California Division of Mines and Geology bulle- tin 201, 197 p., appendices. . Jennings, C. W., 1975, Fault map of California with location of volcanoes, thermal springs and thermal wells, 1 :750,000: California Division of Mines and Geology, geologic data map no. 1. . Jones, L. M., and Hauksson, E., 1994, Review of potential earthquake sources in southern California: Proceedings of seminar on new developments in earth- quake motion estimation and implications of engineering design practice, Ap- plied Technology Council, ATC 35-1. . Joyner, W. B., and Boore, D. M., 1981, Peak horizontal acceleration and velocity from strong motion records indicating records from the 1979 Imperial Valley, Califor- nia earthquake: bulletin of the Seismological Society of America, vol. 71, no. 6, p. 2011-2038. . . PACIFIC SOILS ENGINEERING. INC. '"371/ . Work Order 400406A September 25, 1996 . REFERENCES cont. . . Kennedy, M. 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, 12 p., plate. . Mualchin, L., and Jones, A. L., 1992, Peak acceleration from maximum credible earth- quakes in California (rock and stiff-soil sites): California Division of Mines and Geology open file report 92-1. Pacific Soils Engineering, Inc., 1996, Geotechnical grading plan review, tract 23143-4 of the Crowne Hill project, City of Temecula, California: an independent consul- tant report, dated September 16, 1996 (Work Order 400406A) . Pacific Soils Engineering, Inc., 1995, Geotechnical study and grading plan review, Crowne Hill and Tract 23143-2, City of Temecula, California: an independent consultant report, dated February 7, 1995 (Work Order 400406A). . Pacific Soils Engineering, Inc., 1992a, Geotechnical overview letter of the Crowne Hill development, Tract 23143, City of Temecula, California: an independent consul- tant report, dated August 6, 1992 (Work order 400406). . Pacific Soils Engineering, Inc., 1992b, Geotechnical grading plan review, Tract 23143-1, Crown Hills development, City of Temecula, California: an indepen- dent consultant report, dated June 22, 1992 (Work Order 400406). . Pacific Soils Engineering, Inc., 1992c, Murrieta Special Geologic Zone report, City of Murrieta, California: an independent consultant report, dated April 17, 1992 (Work Order 400388). . Pacific Soils Engineering, Inc., 1989, Geotechnical grading plan review, Tract 23143-1, a portion of Butterfield Stage Ranch, Rancho California, County of Riverside, California: an independent consultant report, dated May 24, 1989 (Work Order 400243). PACIFIC SOILS ENGINEERINliI, INC. ~ . . Work Order 400406A September 25, 1996 . . REFERENCES cont. . Pacific Soils Engineering, Inc., 1988, Geotechnical review of Butterfield Stage Ranch, County of Riverside, California: an independent consultant report, dated June 29, 1988 (Work Order 400174). . Ranpac Soils, Inc., 1991, Preliminary geotechnical investigation, street improvement of Crowne Hill Drive and Calle Las Maripasa, Riverside County, California: an in- dependent consultant report, dated March 19, 1991. . Southern California Soil and Testing, Inc., 1994, Summary of as-built geology, field ob- servations and tests for relative compaction, Tracts 23125, 23125-1, 23125-2 and 23125-3, Sterling Ranch, Temecula, California: an independent consultant report, dated December 8, 1994. Wesnousky, S. G., 1986, Earthquakes, Quaternary faults and seismic hazard in Califor- nia: Journal of Geophysical Research, vol. 9, no. B12, pp. 12587-12631. . . . . . PACIFIC SOILS ENGINEERING, INC, . Work Order 400406A September 25, 1996 . SUBSURFACE INVESTIGATION & LABORATORY ANALYSES . SUBSURFACE INVESTIGATION . . Eleven (11) exploratory borings were excavated, ranging in depth from 20 to 50 feet. Nine (9) borings were excavated by PSE from June 1988 through August 1996, while two (2) borings was excavated by Highland Geotechnical in 1987. The boring logs are shown on Plates A-1 through A-11. Exploratory borings were excavated utilizing a truck mounted bucket auger. Relatively undisturbed samples were obtained by PSE by driving a split barrel sampler approximately 12 inches into the undisturbed ground uti- lizing a Kelly bar as the driving mechanism. This blow count is recorded in six inch in- crements on the boring logs at the depth the sample was obtained. The sampler is equipped with a tapered culling tip at the lower end. The sampler barrel is lined with 2.1 inch I.D. by 1 inch high thin brass rings. The first six inches of the sample between the sampler tip and of the remaining sample is retained and sealed in air tight containers. . . Materials encountered in the PSE boring excavations were classified in the field by visual and tactile methods. Group symbols presented on the logs are in accordance with the Unified Soil Classification System as presented on Plate A. Geologic forma- tions are indicated where encountered based on Kennedy (1977) publication, "Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County" and indicated on the boring logs as such. All samples obtained in the field were trans- ported to the laboratory for testing and analyses. . . In addition to the identification of materials encountered, result of blow count vs. pe- netration, we well as laboratory moisture density determinations, are presented on the logs of borings (Plates A-1 through A-g). . . ?~ PACIFIC BOILS ENGINEERING. INC. . Work Order 400406A September 25, 1996 . SUBSURFACE INVESTIGATION AND LABORATORY ANALYSES cont. . LABORATORY TESTS Laboratory test procedures and applicable test designations are presented as follows: . Moisture Content and Unit Weioht In-place moisture and unit weight were determined for all driven samples collected dur- ing our investigation. The laboratory test procedures utilized for determining moisture content and unit weight are ASTM:D 2216-80 and D-2937-83, respectively. Results are shown on the logs of borings (Plates A-1 through A-9). . Consolidation Tests Consolidation characteristics were determined for selective soil specimens obtained from driven samples representative of subsurface materials encountered. The consoli- dation tests were performed within the guidelines of ASTM: D 4186-82. The results of consolidation testing are presented in graphic form on Plates C-1 through C-5. . . Shear Tests Shear tests (ASTM:D 3080-72) were performed on samples which were remolded to 90 percent of the laboratory maximum density and on undisturbed samples with a direct shear machine of the strain control type in which the rate of strain is 0.05-inch per min- ute. Specimens were subject to shear under various normal loads at various moisture conditions. The results, expressed as friction angle and cohesion, are presented on Plates D-1 and D-2. . Maximum Densilv Determinations Laboratory maximum density and optimum moisture content determinations were made in accordance with ASTM:D 1557-78 utilizing the bulk samples obtained from borings. . Hvdrometer Analvses Hydrometer grain size analyses were performed on the minus No. 10 sieve portion of the samples as per ASTM:D 422. These tests were used as an aid in soil classification and indication of fines for expansion characteristics. The results of these tests are shown on Table II. . PACIFIC SOILS ENGINEERING, INC. I" ?J . . Work Order 400406A September 25, 1996 . SUBSURFACE INVESTIGATION AND LABORATORY ANALYSES cont. . . Exoansion Tests The tests were performed in accordance with Expansion Index Test UBC Standard No. 29-2. Specimens were molded under a specified compactive energy at approximately 50 percent saturation (plus or minus one percent). The prepared 1-inch thick by 4-inch diameter specimens were loaded with a surcharge of 144 Ibs.lsq.ft. and inundated with tap water. Readings of vertical swell were made after a 24 hour period. The results are presented on Table /I. . Chemical Tests One (1) bulk sample representing near surface soil conditions was tested by Twining Laboratories of Southern California, Inc. for alkalinity, chloride, pH, resistivity, and sul- fate as an indication of potential corrosivity problems relating to the concrete and un- derground metal utilities. The results are presented on Table /I continued. . . . . . . }fo PACIFIC SOILS ENGINEERINliI. INC. . UNIFIED GAOUP SYll8OI..S . Q" GW 0:. MAJOR DIVISIONS ~II, kI,ntlfled and frtquen", by Ba..lNOARl Q.Jl5SIFICATIONS-Sc*~~ cI_~ 1ft ~ br ~ d ~.,.... PARTICLE SIZE LIMITS ~LT ~ CLAY ~t::.. I COORS[ I nN:jVE~ I~ ~ ! No.200 No 40 NolO No" 31'4.. 'in. UZifL) us. STANDARD SIEvE SIZE . j J ;I.e. i- lli I 'l~ g Jh t i t 1; . '& E . . . . ~ i ! . ~1 li.~i ~ 1;.1 ~ . . i I I ~ 'Eli! "" SO_", Oi!otonc, T........ " l~ ItMttion to (conail'lIIC)' 0 d'lDroc..riltiC,) -.0) _PL.) -c "E :!!R lrtor9Qnic silts ... .... IlOnds,rOCIl flour " ~ .2":1 ML .lIty or do,.., fin. ..... '" day., ..... .. slight QuO to Ibw NOft. ~ -'1 litt. .,.. 'Iight pla.llcU,. en h, .'at! f& 11~1 &1 Cl !.tiw .~w S ~I -I ,.- z: fa !v. ~;& if j ~!! H III ~ 'S " JO " .l! . .. .. " z . ~ .... l~j Ale '1- GM I! l~ /. S _ .~GC I. j ....... SW ~f~ ~~e u- .. SP .. . . . '1- SM It I!" _ ':,.::SC ~a. OL ! ~ li! H ... &11 ::; ~ co ~CH 7Ql ~Pt ~ en HIGHLY ORGANIC SOILS . SOIL CLASSIFICATION TYPICAL NAMES WIliI-9fOdId fl'CMls., QllMI IDnd littlt or"''''''. mixturn, GP PllorIy-QrOdIMI ~. tnlveI-1ond miahnl,. IInlt 0I'1lD ,.... SIt)' vnwela, groweI-ac:.ld-1iII miahnl aaye, vrov*. ~I--.d__ mbItIn& W.I~~ Mnds. 9f'CMIIJ.... Iin,. or .. - PIxIrt, - Vodld sandi.. ....., .... titt.. or ..- Silt, .... DId-tilt rniahns ClaJfll, aaG, lGfld-day nahl,.. __d...._......... .....'~ ......-......""'......-..... ~_..._...'_d IDwpkJ,ticil, hti Inorvonic IUtI, ft'lic~ or diotomoeeoul tint IOndJ or lily .., Iktatie lilts NrvoniC days d hi9h plasticity, tot doys Orvonie doys d rrecium to hi9h plostielt" QrVOftie lilts pr.g, and other hiQhIy orOQllM:. soils CONSISTENCY CLASSIFICATION . GRANl.t.AR SOL COHESIVE SOIL BEDROCK Very 100.. Very 10ft l.ooae Soft Moderat.1y _ Firm Soft Medium _ Stiff Moderately hard Dense YlIry atilt Hard . V.ry _ Hard Very hard ----, . ............_-"'""'~ r..-... us. """., 1IidIIcG ~ No. 3-36~ ........ ~ ~ 119 ...... ....... I96(J . SYSTEM f~LD IDENTIFICATION PROCEDURES Wide ... pn Iin'S and substcmtial c.nounts d all "'trmediott portidt sins Prtdomincdlty .. 1in CI' Q ranlJI 0' sins with IDn'lt "'''rlNdiatt t:iHs miDftGi NonPastic ftnn 01 fin" wItb taw Ilkmic:it,. Cb ..-m- proe...... .. III.. ..to.) Plastic ,..,.. tb idlntiflCllltion procedures Me a.. Wow) WG ~ ill 9"*l ." and aatanfioI ~s cI an ;,oh,.........'" pl7tic:.. Iizn F'\.&....;._~ CN sizt 01 0 ICIft9lI 01 aizes ..., lOIN ;.~...... .. ft'iuing Nonc*tstic finq 01 ..... with '-' pIostioity (tar identification pnKtdufn ... ML. bItN) AcatlC .... (lw idlntffiCGtlan proe:edurn 1M CL below) IDENT1FlCATtON PROCEDURES 01'1 hction ...... ItOt No. 40... .. Mtdium ID high ,.,...:, wry Medium S1i9ht ID ...- - S1ipt to _on SIoht .. -- -........ SUrght tD ..... HiQh to "" hi'" ..... Hk,)' Slk,)ht .. -... Medium to HonI.:.'*' .... by eolOf, odor. sponVy,-, fibrous teatun 1I0LUlERS MOISTURE CONDITION OTHER SYMBOLS Dry ~ightIy moist Moist W.t Saturated R- Undisturbed sample 11- Bulk sompIe lZ Groundwater Q Groundwater "'P<I9' '1:J1 PACIFIC SOILS ENGINEERING, INC. PLATE A . PROJECT NO. DATE STARTED DATE FINISHED DRILLER TYPE OF DRILL RIG . J:_ ....~ o..~ w~ O~ w w ~ ~~ ~ --' ::;>-::; L.U <(I- < en en . - . 5- 195- . 10- 190 o . - - . 15- 185 o . 20- 180 o . - . 400406A 8/22/96 8/22/96 AI Rov Drillina Bucket Auaer t in ;: o --' '" _or 3/3 ~ ~ ~-.. -// - ..~ E1/ fa 10 ;///. ;/ - )</ :::: 1- /' / ~.-~ ~ >- '" o --' o J: .... ::i SAMPLE TYPES, ill! DRIVE (RING) SAMPLE [IjSPT (SPLIT SPOON) SAMPLE lID BULK SAMPLE IT] TUBE SAMPLE . 2/4 2/4 GEOTECHNICAL BORING lOG PROJECT NAME GROUND ELEV. GW DEPTH (FT) DRNE WT. DROP CROWNE HILL/TR.23143-3 1200.0 BORING DESIG_ LOGGED BY 1350 NORTHING 12 inch EASTING 0..--' ::>0 0'" 0:::; ",>- en GEOTECHNICAL DESCRIPTION ARTlACIAL ALL (Qafl: SILTY SAND, gray, dry, loose. SM SM ALLUVIUM IQall: SILTY SAND, brown, slightly moist, loose to medium dense. SC (gl4.0 ft. CLAYEY SAND, brown, slightly moist. medium dense to dense; foot hairs. @ 6.0 ft. subrounded to rounded 1/4 inch diameter gravels. @ 8.0 ft. Slightly CLAYEY SAND. brown, slightly moist; sand content medium to coarse; porous. @ , 0.0 ft. light red brown, medium dense. @ 13.0 ft. brown/light red brown, slightly moist, medium dense; subangular, coarse sand; some mica: foot hairs. PAUBA FORMATION (Qosl: SILTY SANDSTONE, medium to coarse grained, moist, moderately hard; scattered subangular gravel; occasional oxid8tion; highly weathered. @ 18.0 ft. moisture increasing; pockets of dark red brown, coarse sand; small subrounded gravel; highly weathered. @ 21.0 ft. CLAYEY SILTSTONE, red brown, moist, soft. @ 22.0 ft. SILTY SANDSTONE lense, dark brown. @ 23.0 It. CLAYEY SILTSTONE/CLAYEY SANDSTONE interbedded, gray/olive/dark brown, moist to very moist, moderately hard; very micaceous. @ 24.5 ft. SANDY SILTSTONE to SILTY SANDSTONE, brown/dark brown mottled, moist to very moist, soft to moderately hard; micaceous. CONTINUED. ~GROUNDWATER II PACIFIC SOILS ENGINEERING. INC. PLATE A-' [)P SHEET 1 OF 2 B.l0l TCS/JAC ~~ c> z ::> - &t: ~': Q_ ffi ~ I- I- -en ~~:I: ~z >~ '$;;.. I- f3 ~8 ~o ~ 0 I- - - 3.0 113 16 - 7.0 119 45 - 1.1 115 65 . . . . . . . . . . . GEOTECHNICAL BORING LOG SHEET 2 OF 2 PROJECT NO. DATE STARTED DATE FINISHED DRll.LER TYPE OF DRll.L RIG 400406A 8/22/96 8/22/96 AI Rov Drillina Bucket Auaer PROJECT NAME GROUND ELEV_ GW DEPTIi (FT) DRIVE WT. DROP CROWNE HILLITR.23143.3 1200.0 BORING DESIG. LOGGED BY 1350 NORTrITNG 12 inch EASTlNG 8-101 TCS/JAC ,..: > w- I_ w w "- " <>-...J cr* c> 2 crv> > ...Jw ...J en 0 ::>0 ::>- u.... ~;Q- 1;:;; <>-<>- <>- 0.- w.... W ...J 0'" GEOTECHNICAL DESCRIPTION ........ -en ...J ::;> ::; ~ 0 ~~~ Iv> w~ cr::; ~2 >2 ....w O- w ..:.... ..: 0 I ,,> 00 crw 0.... en en ...J .... en ::;u 00 ::> '" ::; D 9/14 PAUBA FORMATION (Opsl: Continued. 9.4 117 58 - - @ 27.5 ft. SilTSTONE. brown/olive, very moist, soft; very micaceouse. @ 29.0 ft. CLAYEY SILTSTONE, olivelbrown/gray, moist to very moist. soft to moderately hard; very micaceous; 30- 170 D 8/9 less weathered. 6.6 111 86 TOTAL DEPTH 31.0 FT. NO WATER CAVING 0.0 - 2.0 FT. SAMPLE TYPES, II PACIFIC SOILS rnl DRIVE (RING) SAMPLE 'GROUNDWATER ENGINEERING, INC:'1- WSPT (SPLIT SPOON) SAMPLE ~ [ID BULK SAMPLE ITI TUBE SAMPLE PLATE A.l", . . . . . . . . . . . GEOTECHNICAL BORING LOG SHEET 1 OF 1 PROJECT NO. DATE STARTED DATE FINlSHED DRil.LER TYPE OF DRILL RIG 400406A 8/22/96 8/22/96 AI Rov Drillina Bucket Auaer PROJECT NAME GROUND ELEV. GW DEPTH (FT) DRNEWT DROP CROWNE HILLfTR.23143-3 1215.0 BORING DESIG. LOGGED BY NORTHING EASTING B-102 TCS/JAC >--' > w "'> Z J:_ w w u. '" 0..-' "'>fI. ~f- ''2-:: "'1Jj f-~ > -'w -' in 0 =>0 =>- 0.- Wf- W 0..0.. 0.. -' 0'" GEOTECHNICAL DESCRIPTION f-f- -1Jj ~F>fI. o..~ -' ::;> ::; ;: 0 J:1Jj w,f ",::; 5!lz >z ~~ f-w o- w <O:f- <0: 0 J: ",> 00 "'w Of- IJj IJj -' f- IJj ::;u 00 => '" ::; PAUBA FORMATION IQps): SANDSTONE, light red brown, dry, soft to moderately hard: occasional subrounded gravel to 1/2 inch diameter; slightly micaceous. @ 4.5 ft. SILTY SANDSTONE, gray/olive, moist, 5 210 D 516 moderately hard. - 6.5 116 39 @ 5.0 ft. SANDSTONE. light red brown, slightly moist to moist, dense; coarse, subangular sand. @ 7.5 ft. moist. - @ g.O SILTY SANDSTONE, light brown to light red brown, moist; micaceouse. 10- 205 D 6/11 2.0 112 64 - TOTAL DEPTH 11.0 FT. NO WATER, NO CAVING SAMPLE TYPES, II PACIFIC SOILS mJ DRIVE (RING) SAMPLE ~GROUNDWATER ENGINEERING, INC. 0/ lrJSPT (SPLIT SPOON) SAMPLE PLATE A-2 t [ID BULK SAMPLE ITI TUBE SAMPLE . PAc/AC SOILS ENGINEERING, INC LOG OF BORING No. B-1 DATE OBSERVED 6-14-88 METHOD OF DRIL1..ING 36" Bucket Auqer . . LOGGED BY JAC "'..... " '" -<S :.:: '" '" ~ s:. ~ '" ::': -.: '" :i ~ ~ ~ .;s " ~ '\ <:i ~ '" '" <:::l "l Qj ~ ~~ '"" 1-0 SM GROUND ELEVATION WORK ORDER No. 400174 ~ -<! .'" <> ~ ~ Description ond Remorks SOIL: F~ne gra~ned s~Lty sana, light brown, dry, loose. . PAUBA FORMATION (Qps): Weathered, med~um to coarse grained clayey sandstone, red-brown, slightly moist to moist, moderately dense. 1-5 - R 1 . 103.3 4.7 @ 6.0 ft. moist, dense. . I- 10 . B @ 13.0 ft. medium to coarse grained sandstone, red-brown, moist, dense I- 15 R 7 SP 108.8 7.8 . @ 18.0 ft. very moist, slightly micaceous; occasional subrounded rock to 2-inchdiameter . - 20- . 25 A,\ PLATE 1i-3 . . PAC/AC 50lL5 ENGINEERING, /NC LOG OF BORING No. B-1 continued DATE Q9SERVED 6-14-88 METHOD OF DRILLING 36" Bucket Auqer . . LOGGED BY JAC GROUND ELEVATION WORK ORDER No. 400174 '"'"' .. '" " "" :::i " " ~ ". ~ " !; <:: "- '" :; , , ~ ~ Cs " .~ Description and Remarks ~ ~ " ~ <:l ~ .~ ~ l:::l "> Qj \5 s~ * r-25 R 12 109.7 7.8 PAUBA FORMATION (Qps): Continues. . -30 - @ 29.0 ft. medium to coarse sandstone, gray/ red-brown, very moist, dense, slighltly micaceous. . . -35 - @ 33.0 ft. siltstone, gray-green, very moist, firm, very micaceous. @ 33.5 ft. fine grained sandstone, light brown/ gray-brown, moist to very moist, dense. R 12 SP llO.7 6.2. . TOTAL DEPTH 37.0 ft. NO WATER NO CAVING - - . . t- - . - b,?/ PLATE ,4-3 . . PROJECT NO. 400406 DATE STARTED 6/25/92 DATE fINISHED 6/'JS/fYJ DRILLER I ede7ma TYPE Of DRILL RIG Rur.JrllttAunfH' I- 1; ~ i~ W ... 0 Q....J :> ...J " ~O 1-. W Q. lJ) ...J 0'" a Q.. ...J J: :3 :I: a::J: W... W cr: 0 I- ",> ~ '" lJ) ...J H '" 10 ...J 3548ib< . . 5- - . - - - 10- - . - - 15- - . - . - 20- . - 25- . . . 0 2 ~ B ~ ~~ ~~ 0 3 ~~ ~~ .~.~ 0 1 ii:I:!::!, : ~i :;.. :;;: 0 2 :ii}:::i: ";."; ::!::i;.:" ':."; : ~~:; . : 0" m SAMPLE TYPES: DlJ DRIVE (RING) SAMPLE Gi] SPT (SPLIT SPOON) SAMPLE l!J BULK SAMPLE rn TU8E SAMPLE . GEOTECHNICAL BORING LOG PROJECT NAME GROOND ELEV. GII DEPTH (FT) DRIVE lIT. DROP Crown Hill Tract 23143 BORING OESIG. LOGGED BY NORTHING EAST! NG V:IIri'''il. 1:>in GEOTECHNICAL DESCRIPTION ART1ACIAI.. Fll./OIIfI . silly sand, _. fine to medium grained, moist. SHEET 1 OF 1 R-qA RR W~ 0:::-: ~~ I- "'?- HZ 00 J:U ~ ...> Z Ul-l~O a:: '" ll.H W I- V(I) X:I:(I) Z I-W )-w 0 ~ a::c ~ c SM silly sand, brown, medium grained, moist, medium den.... - 7.7 120 52 SM silly sand, d8l1< brown, fine to medium grained, moist, medium - 10.1 115 dense, micaceous. PAUIlA FORMATlON (Q>s) crayey sandstone, brown. fine ~ medium grained, moist, medium dense, micaceous. - clayey sandstone, brown, fine to medium grained, moist, medium dense, micaceous. - 8.5 106 Total Depth 25ft., No Water, No Caving ~ GROUNDWATER . PACIFIC SOILS ENGINEERING, INC. PLATE ,4-4 ~?/ 58 10.3 103 44 39 . . . . . . . . . . . GEOTECHNICAL BORING LOG SHEET 1 OF 1 PROJECT NO. DATE STARTED DATE FINISHED DR ILLER TYPE OF DRILL RIG 400406 6/'25/92 8/~/g, I ede7mA Ruck". AlIQAr Crown Hill Tract 23143 1= n BORING DESIG. LOGGED 8Y V~riA~ NORTHING 1'ln EASTJNG PROJECT NAME GROUND ElEV. GI/ DEPTH (FT) DRIVE WI. DROP ~11A RR .... f; w~ ~ ~ .~ W "-- O-..J 0:: X '+-> Z :> ..J , 0 ;:)0 ;:)V ,~ erll) ...... III 0- lI) ..J OlD GEOTECHNICAL DESCRIPTION .... w.... 0-.. ..J E: ::r 0 erE: lI).... -(I) X Xli) W"-- III a: 0 X (!l> HZ Z ....W Ov lI) lI) ..J .... lI) 00 >W 01- lD H E:U ero ;:) ..J 0 3548 ItIt : .. AI..LIJVIUM lOoJI silty sand, blown, fino \0 medium grained, IlIghUy moist. - .. .. - B - 1235- :::::':t. PAUllA FORMATION lOPs) ::~::;~;; ;~ 5- 0 1 :jl;~;:;~~: clayey sandstone, blown, fino to medium grolnod, s1ighUy moist,- 7.6 110 38 .1:.::::: - ::!::;.;::: porous. loose to medium dense, mlcaceous. ;.:.:." :::::.:.:;: - - ':'"':'." :~1;/~;~ - - :::::.:.:;: - 1230- .....:.: :+:j:;::: .....:... 10- .:.......;. clayey sandstone, brown, fine to medium grolnod, s1ightiy moist,- 0 1 ':'"':'." ::;'::1.::: 6.7 100 26 .'::.,;.:. medium dense, micaceous. :.:.:." -;.......;. ".!':'.::;: ':.':::', : ~1:;;: =i~: :.:..... ::1::.::;;: .:.:.:. 1225- : ~l :~; ;:1 ~~ 15- ::;::;:;::: - 0 1 :~; -11. !:; clayey sandstone. brown, fine to medium grained, moist, 8.5 102 35 .......:.. medium dense, micaceous. .:..:::.. - ~~::~:); .::.;'.:::: 122()- I 20- 0 1 Total Doplh 20 ft., No Wator, No CoYing ~ SAMPLE TYPES: . PACIFIC SOILS m::J DRIVE (RING) SAMPLE ~ GROUNDWATER ENGINEERING, INC. [i] SPT (SPLIT SPOON) SAlCPLE [!] SULK SAMPLE [!] TUBE SAlCPLE PLATE 11-5 * . PROJECT NO. DATE STARTED DATE FINISHED DRillER TYPE OF DRILL RIG . 400406 6/25/92 B/?S192 I MAnna RUNell. AIJoAf' SAMPLE TYPES: !II DRIVE (RING) SAMPLE [I] SPY (SPLlY SPOON) SAMPLE l!l BULK SAMPLE rn TUBE SAMPLE . GEOTECHNICAL BORING LOG PROJECT NAME GROUND ELEV. GW DEPTH (FT) DRIVE \IT. OROP Crown Hill Tract 23143 "770 BORIHG OESIG. lOGGED BY NORTHING EASTlNG VAriA!!:; 121n GEOTECHNICAl DESCRIPTION RESlDUAI. SOIL silty sand, loose, dlY. PAUIlA FORMATION IODsI clayey sandstone. light brown/gray, fine 10 medium gralned, moist. dense, micaceous. silty sandstone, tanflight gray, fine 10 medium gralned, moist, dense, micaceous. silty sandstone, tan/light gray, fine to medium grained, moist. dense, micaceous. silty sandstone, tanjJight gray, fine to medium grained, moist, dense, micaceous. sandy claystone, brown, moist. hard, mtcaceous. sandy claystone, brown. hard, moist, micaceous. Total Depth 35 ft., No Water, No Caving ~ GROUNDIlATER tIJ PACIFIC SOILS ENGINEERING, INC. PLATE 4-10 I' ~'C' SHEET 1 OF 1 s..1SA RR w~ a::: x :;)~ >- "'>- HZ 00 J:U ~ ...> Z ~IO ~'" -Z >w 0<0 :;) o 0<'" "'>- :1:'" >-'" 0>- 6.7 108 32 6.2 112 33 10.4 113 58 7,1 106 32 22.1 104 95 23.6 99 91 .OG66p066pOOlE GEOTECHNICAL BORING LOG SHEET I OF I ... t!. "'~ ~ ~ ~ '" LL lL...J Ct:X '+-> Z ~ ...J , 0 ::10 ::I~ ~~ ll<tIl ..... lL tIl ...J 010 ... "'... lL.. ...J :E: :% 0 ll<:E: GEOTECHNiCAl DESCRIPTION tIl... V(I) ~ ::t: tIl ~ '" ([ 0 ::t: l.!)> HZ Z ... '" tIl CI) ...J ... tIl 00 >'" 0 ... 10 H :E:U ll<0 ::I 0 3548lbo .. ALllMUM IOofI .. silly sand, brown, fine to medium grained, slightly moist. .. - - .. - .. .. PAUBA FORMATION lOPsl 5 1200 0 2 clayey sandstone. brown, fino to medium grained, slightly mol.,,- 4.2 III 22 medium donse, micoooous (weathared bedrock). 10- 1195 0 I dayey sandstone, brown, fine to medium grained, moist, - 6.4 107 30 medium dense, micaceous. - - 15- 1190 0 I silty sandstone, brown, fine to medium grained, moist, medium - 6.6 99 25 - dense, micaceous. - - - - - 20- 1185 0 I silty sandstone, brown, fine to medium grained. moist. medium - 6.0 98 23 dense, micaceous. 25- 1180- Total Depth 25ft., No Walar, No Caving SAWlE TYPES: ~ PACIFIC SOILS lID DRIVE (RING) SAMPLE ~ GROJIIDIlATER n - . PROJECT NO. DATE STARTED DATE FINISHED DRIllER TYPE OF DRill RIG 400406 6/25/92 6/'2!i/Q? llKie7mR Bucket Auoar PROJECT NAME GROUND ELEV. GI/ DEPTH eFT) DRIVE \IT. DROP Crown Hill Tract 23143 1~n BORING DESIG. lOGGED BY NORTHING EASTlNG B-1BA RR VllIrilll4l; 121n . . . . . . . . . ~ /i 7 . . . . . . . . . . . GEOTECHNICAL BORING LOG SHEET 1 OF 1 PROJECT NO. DATE STARTED DATE FINISHED DRI LLER TYPE OF DRILL RIG 400406 6/26/92 s/')6/Q2 (Ade1'mll Buclc8f AuOflr Crown Hill Tract 23143 12480 BORING DESlG. LOGGED BY NORTHING EAST! NG PROJECT NAME GROUND ELEY. GW DEPTH (FT) DRIVE WI. DROP B-17A RR VSUiAoC:: 1?in l- i'; UJ~ ~ ~ I~ UJ .... 0..-' ct::X 'to> Z :> -' , 0 ::J~ ,~ 0:: III 1-.. -' ::JO UJ I- UJ 0.. III 010 I- 0.... -' %: :l 0 o::r: GEOTECHNiCAl DESCRIPTION IIlI- ven :..: :z: III ~ UJ G: 0 :z: HZ Z I- UJ I- (!J> >UJ 01- III UI -' H III 00 0::0 ::J 10 %:u 0 354811>0 : .. ALl.UIIIUM tCloll . .. silty sand, btown, fine 10 medium grained, dry, roots to 5 ft. . .. 1245- .- .. .. 5- 0 1 PAUBA RlRMATlON lQ:>ol 7.5 109 ~ silty sandstone, brown, fine to medium grained, moist, medium - dense, micaceous. - 1240- - 10- 0 1 silty sandstone, brown. fine to medium grained, moist. medium - 5.2 104 23 dense, micaceous. - 1235- - IS- O PUSH silty sandstone, brown, fine to medium grained, moist,loose to - 7.3 105 33 medium dense, micaceous. - - - 123()- 20- clayey sandstone, dark brown, fine to medium grained, moist. - 0 1 12.1 111 63 medium dense, micaceous. - 1225- - ~ll>o 25- 0 3 . clayey sandstone, dark brown, fine to medium grained, moist, - 10.3 111 54 dense, micaceous. 1220- 30- - Total Depth 30 ft., No Watar, No Caving SAMPLE TYPES: . PACIFIC SOILS m:J DRIVE (RING) SAMPLE ~ GRClJNDIIATER ENGINEERING, INC. [I] SPT (SPLIT SPOON) SAMPLE l!l BULK SAMPLE [!] TUBE SAMPLE PLATE 4-8 ic.1 . PROJECT NO. DATE STARTED DATE FINISHED DRILLER TYPE OF DRILL RIG . ~ ...... -(1... WLL C~ ~ ~~ W <0- G: Ul Ul . - . - - 5- 1310- . - . 10 1305 B o . - 15 1300 . - - B 20- 1295 0 . 25- 1290 . - 3l)- 1285- . - 35- 1280- - . 400406 7/6/92 71fi/Q? I ArlA7ms RudcMAI.lQftr .... LL , Ul :z a ..J ell 35481bl .. ",'"';', .:'.::::" .::.:.:.::: :B;:~m :l;~:::li~ ;."::.':' i;/;~i: ~:;t;;m ;'.:::;" ::.:..;.:: ;:";',"::. ::::.:.: ii1l:::!I! ;-:-.... :'"':'," ;',:::;" ~~~~~l;G 4 j?);~;~ [~:r;;~;~ .il:!:::!!: ;:';'.::::: .....;... 2ST7lbo m:~:~:m .....;... :~; -i ~.~:; .::::::::: <.:::::. :::::;"::;: jli:!:;:!'i :::'::.::: :~~:~; :~;~: :;;;;;::~;; .....;... -;.......:. :~::~. :~l~: 1:!H:!:l .:::;:.::;: ':.-:::-, ~ji:!:~:lj~ -;:,',:-.;: .:.',:'," ;.;.;." :::'::.::: ?!;1~~1; .::::;:::: .....:.; .;.......;. 4 G C ..J a :J: .... H B SAMPLCl''Il>ES: III DRIVE (RING) SAMPLE III SPT (SPLIT SPOON) _LE [!] BULK SAMPLE [!] TU8E SAMPLE . GEOTECHNICAL BORING LOG PROJECT NAME GRClJIIl) ELEV. GII DEPTH (FT) DRIVE lIT. DROP Crown Hill Tract 23143 13150 BORING DESIG. LOGGED BY NORTHING EASTlNG V.riA!t 1?ln (1...J ::>0 o ell Q:I: (!l> Ul GEOTECHNICAL DESCRIPTION COWMUM CQ:oIl IiIty sand, coarae grained, dark brown, lligh1ty moist, loose 10 mecflUll1 dense, root hairs, porous. PAl&\ FORMATION ICDsI ., _Illty c1a~ aandstone, coarse grained, light oranglsh . '; brown, moist, medium dense, some root hairs. ! .iiiiYCi~I8iidSiOiie, coa;;;e..iiiii;;;;(j~iigiii.o;aniiiSil.bfOWii:....... moist, medium dense, - sandstone/IiIts1one, fine grained, light yellowish lan, moist, densa 10 very dense, micaceoua, massive charactar. sandstone/clayey sandstone, coarae grained, light oranglsh brown, moist. medium dense to dense, micaceous, massive, occaIinal fine gravel. clayey sandstone, coarse grained, light orangish brown, moist, dense, micaceous, massive. sandstone, medium to coarse grained, light orangish tan, moist, medium dense to vecy dense, micaceou., massive character, occasional fine gravels. sandstone, medium 10 coarse grained, light orangish tan, moist, medium dense to very dense, micaceous, massive character, occasional fine gravels; with 6- to 1().inch claystone lenses throughout 5-fool section,light tan, moist, firm. siltstone 10 fineijralned sandstone, light orangish tan, moist, firm to hard, micaceous. ~ GRaJIIDIIA TER . PACIFIC SOILS ENGINEERING, INC. PLATE A-q SHEET 1 OF 2 B-?OA SAM W~ ~ Q::X ~> Z ::>~ ~~ ct:Ul .... W.... Ul.... ~Ul . :J:Ul HZ Z ....W 00 >W 0.... I:U Q:C ::> C - 11.7 107 55 - - 12.8 lt9 83 - ~ . . . . . . . . . . . GEOTECHNICAL BORING LOG SHEET :2 OF 2 PROJECT NO. DATE STARTED DATE fl01SII{D DRI~~ER TYPE OF DRILL RIG 400406 7/~fg2 71tt.JOI) t.dtt,.rna Bu~k.1Aoo.L-- PROJECT 'AIIE GROUND ELEV. GV DEPTH (fT) DRIVE lIT. DROP Crown Hill Tract 23143 '~1lin ~ING DESIO. LOGGED IY V.ri~. NORtHING '~In E"STING R.20A !lAM l- iD ~E ~ :r^ ~ w IL 0 ~.J 'O~ ~ lrUl o-+- :> ~ ~ ~ ...... Wo- ~ ~ ~~ GEOTECHN.ICAL DESCRIPTION >- ""~ %UI "'0- W cz: 0 5 '"'z b~ c- UI il UI 00 :>ow E:U IIliC ~ 0 5 .Illy Clayey u.ndalont. modlum to coat.. grained, light Ol"anglah 6.6 112 2Q blown. molal. dente, mlcaceoul. mallive eh....ect.r. occasional fine gr..,.,.. - . 46- 1270- ~ 1265 TOIA) Depth ~ ft., No Water, No Caving --- ----- -.- -. 'u . .- ..- --- . , ~~E tyPES. . PACIFIC SOILS mJ D1ttVE (.10.) SAMPLE I GlOUOlDI/A Tel [i) SPT (SPLIT Sl'OOtI) SAMPLE ENGINEERING, INC. [i] BUlK SAICP~E [IJ TUlE SNCP~E PLATE A-~ Au... . DAn oaaEIlVED-. 4 9-87 . . . . - 16- . . . 20- . . - .: 15- . - - . &0- . . . . . a5- I I -1 Wl:THOO OF OIl~L_ lOCATION: Rancho California i ..! c ~; .. !!'" " o~ 5 :ao .. u GROUND UEVATlON: ~l;: ~~ - ..... u~ . c_ ~~ Il!: 1 "X 3.3 ~ 4tx 2l:8; 109 6.0 107 BORING NO. 4H 5.8 104 DE8C.RIPTION . ALLUVIUM Medium bro.m silty _-fine slightly porous, loose .SAND, dry, @ 5' moderately ipdurated, brittle, slightly porous, root holes @ 8' medium brovo clayey SAND, moist 2Z @ 14' medium brovo clean'SAND, fine to 12.7 110 medium grained 1". thick @ IS' Brown silty SAND 4~ 10.3 116 BEDROCK: Pauba Formation Greyish brown silty SANDSTONE, moist, soft, 15% coarse grain, massive . . TOTAL DEPm: 24 ' No water No caving .-- . .0- .108 NO.: 07-6556-006-00-00 I LOG OF BORING .Oll TeaT Consolidation Maximum density PLAIt: .4-10 IFIQURE: l' HIGHLAND GEOTECHNICAL CON8ULTANTS, INC. ., . . .1 I , - I . . . -, , \ .- j DATE OSIEIlVECt. 4-10-87 LOGGED IV: R.C. E ~ g ~ 5l ~ :r: Ik .. to .. ~ IL .. 0 .!: rl ~ -D - - . - .- it i 1-:1 . !!< Ii: ~.. 5 ;:) . WETHOO Of ~l\.llHQ; 24" Bucket Auger ..~ ~~ .11I -I- Oz :10 u GROUND ElEVATION: ~c: ~~ .,- U~ c:~ [~ ~:!: ...1 211- ~ 0 "--' . . J . . . 80- . J . J r .J . o 10- - . 15- - . . - - 20- o . . - IS- - . . . 40- .IOe NO.: LOCATtON: R~T'l('hn C~, ifnrn;::I BORING NO. 5H DESCRIPTION BEDROCK: Pauba Formation Reddish brown to Ibedium brown silty SANDSTONE, massive,. lnoist_ @ 30' "hite to light brown clean "SAND, micaceous, slight caving, fine grained __ @ 32' medium grained, moderate caving 07-8556-006-00-001 LOG OF BORING HIOHlAND GEOTECHNICAL CONSULTANTS, INC. IFIGURE: .01L TEST . Maximum density Direct shear (remolded) Sieve Expansion PLATE A-II ~\ 'I : . i I .: .j : .' . I 1 ; , .1 . -I I \ . .~.I J e. I J .' 'J ..... '. J . I DATE OBSERVED: l._ln_R7 IilETHOD Of DRILLING: 24" Bucke t Auger LOGGED IV: R.C. GROUND ELEVATION: LOCATION: Rancho California ~ 2 ~ Cl III ..~ ~~ 0 '" , ~~ 5H t: lC a ..", !;: BORING NO. ... 2 ... ~i ",- (CONTINUED) - ... c ~z Q~ % II: .. ~:I .. !2~ c!:. lOll TEIIT ~ .. ~ !!c : ~ .Oz ~~ .. II) 0 OCll 5 ::10 DEIICRIPTION III C ... z l~ Cl ~ .. ~ .. Q . . . . - . .- 46- - - . - - . . 60- @ 50' occasional SILTSTONE bed less - thin, 12 inches thick - . m .. -- - 66 - TOTAL DEPTH: 55' No wat.er @ 30' slight caving . @ 32' moderate.caving 80- No hard rock layers - o. - - 86- - - . ~"" .- 70- . . . . 75- 0 - . PLATE A- I' 80- JOII NO.: 07-6556-006-00-001 lOG OF BORING IfIOURE: fJ' HIGHLI\HO GEOTECHHICI\L COH8ULTI\NT8. IHC. . NOTE: THESE TEST PILLOGS TAKEN FROM PSE RPT. DATED 8/6/92 . TABLE I . Test pit No. Depth (ft.) USCS Description T-17A 0.0 - 3.5 SM ALLUVIUM/COLLUVIUM (Oal/Ocol): SILTY SAND, coarse to medium grained, dark brown, slightly moist to moist, medium to moderately dense, micaceous; abundant root hairs; porous. . 3.5 - 6.5 PAUBA FORMATION (Oos): SANDSTONE, medium to coarse grained, tanish orange, moist, dense; occasional fine gravels, massive character, weathered at contact. . TOTAL DEPTH 6.5 FT. NO WATER, NO CAVING - - - - - - - - - - - - - - - - - - - - 0.0 - 5.0 SM ALLUVIUM/COLLUVIUM (Oal/Ocol): SAND, medium to coarse grai ark brown, slightly moist, ately dense to loose, micaceo oot hairs; porous. . 5.0 - 13.0 ON s CLAYEY SANDSTONE, angish tan, moist to very moist, ~um to dense, micaceous; highly weathered; oc 'nal fine gravels; massive character. . . TOTAL DEPTH 13.0 FT. NO WATER, NO CAVING - - - - - - - - - - - - - - - - - 4.0 SM ALLUVIUM/COLLUVIUM (Oal/Ocol): SAND, fine to medium grained moist to moist, medium to dense, micaceous; roo . 4.0 - 7.0 . TOTAL DEPTH 7.0 FT. NO WATER, NO CAVING . PACIFIC SOILS ENGINEERING, INC. 51; . Work Order 400406 August 6, 1992 . TABLE I cont. . Test 't No. Depth 1ft.) USCS Descri tion PAUBA FORMATION or,:ngish tan s . Y SANDSTONE, o medium, slightly , medium dense to dense, ighly weathered; well sorted; . massive. TOTAL DEPTH 10.0 FT. NO WATER, NO CAVING - - - - - - - - - - - - - - - - - - - - . T-34A 0.0 - 6.0 SM ALLUVIUM/COLLUVIUM IOal/Ocol): SILTY SAND, dark brown, fine to medium, slightly moist to dry, loose, micaceous; very porous; root hairs. @ 3.5 ft. SILTY SAND, dark brown, fine to medium, moist, moderately dense, micaceous; very porous; root hairs. . 6.0 - 12.0 PAUBA FORMATION lOps): CLAYEY SANDSTONE, light brown/dark orangish tan, coarse to medium grained, moist to very moist, medium dense, micaceous; weathered; massive. @ 9.0 ft. CLAYEY SILTY SANDSTONE, light orangish tan, medium to coarse, moist, dense, micaceous; massive. . . TOTAL DEPTH 12.0 FT. NO WATER, NO CAVING - - - - - - - - - - - - - - - - - - - - - - - - - - - 0.0 - 4.0 SM/SC ALLUVIUM/COLLUVIUM IOal/Ocol): CLAYEY SAND, dark brown, f' medium, dry to slightly mois se, micaceous; root hairs; por 2.0 ft. CLAYEY SAND, dark brown, f1 edium, dry to slightly moist, nse, micaceous; root hairs; . ED ON NEXT PAGE. . . PACIFIC SOILS ENGINEERING, INC. &- . Work Order 400406 August 6, 1992 . . Test 't No. TABLE I cont. T-4 7 A Deoth 1ft.) USCS Descri tion ED. 4. . . . 3.5 - 9.0 . T-49A 0.0 - 5.0 . 5.0 - 9.5 . . . PAUBA FORMATION 100s): Y SANDSTONE to GRITSTONE, li angish tan, medium coarse , dense, micaceous; eathered at contact; occasional clayier lenses up to 1.0 ft. at TOTAL DEPTH 9.0 FT. NO WATER, NO CAVING - - - - - - - - - - - - - - - - SM ALLUVIUM/COLLUVIUM 10al/Ocol): SAND, dark brown, fine to m , slightly moist to dry, e to medium dense; porous; ro lrs; krotovina. ON s SANDSTONE to RITSTONE, orang ish tannish brown, dense to medium dense, ; occasional clayier gravel. TOTAL DEPTH 9.0 FT. NO WATER, NO CAVING - - - - - - - - - - - - - - - - - - - - SM ALLUVIUM/COLLUVIUM 10al/Ocol): SILTY SAND, dark brown, fine to coarse, dry, loose to moderately dense; root hairs; porous. @ 3.5 ft. slightly moist to moist, moderately dense to dense; abundant mica. PAUBA FORMATION 100s): CLAYEY SANDSTONE to GRITS TONE , orangish tan, medium to coarse, moist to very moist, dense, micaceous; weathered at contact; some clayier horizons. TOTAL DEPTH 9.5 FT. NO WATER, NO CAVING 'J~ PACIFIC SOILS ENGINEERING, INC. . Work Order 400406 August 6, 1992 . . Test pit No. T-50A . . . T-51A . . . T- . TABLE I cont. Deoth (ft.) USCS Descriotion 0.0 - 4.0 SM/ ALLUVIUM/COLLUVIUM (Oal/Ocol): SILTY SAND to CLAYEY SAND, dark brown/light brown, fine to coarse, dry, loose; root hairs; porous. @ 3.0 ft. slightly moist to moist, moderately dense. 4.0 - 10.0 PAUBA FORMATION (Oos): SILTY CLAYEY SANDSTONE to CLAYEY SANDSTONE, orang ish brown, fine to coarse, moist to very moist, micaceous; massive character; weathered at contact; occasional fine gravels. TOTAL DEPTH 10.0 FT. NO WATER, NO CAVING - - - - - - - - - - - - - - - - - - - - - 0.0 - 3.0 SM ALLUVIUM/COLLUVIUM (Oal/Ocol): SILTY SAND, light brown/dark brown, fine to medium, dry, loose to medium dense; root hairs; porous - pores to 1/8 inch diameter. 3.0 - 8.0 PAUBA FORMATION (Oos): SILTY CLAYEY SANDSTONE, light orangish tan, fine to coarse, dry to slightly moist, medium dense to dense; root hairs; highly weathered; slightly porous. @ 4.0 ft. SILTY SANDSTONE to CLAYEY SANDSTONE, orang ish tan, fine to coarse, moist, dense, micaceous; massive character; occasional fine gravels. TOTAL DEPTH 8.0 FT. NO WATER, NO CAVING .0 - 3.5 SM ALLUVIUM COLLUVIUM al SAND, dark brown, fine slightly moist 1um, , moderately porous; abundant root CONTINUED 0 . GE ~ PACIFIC SOILS ENGINEERING, INC. . Work Order 400406 August 6, 1992 . TABLE I cont. . Test 't No. Deoth 1ft.) USCS Descri tion T-52A D. 3.5 - PAUBA FORMATION YEY SANDSTONE, oist, dens ceous, massive c , occasional fine gravels; at contact. . TOTAL DEPTH 9.0 FT. NO WATER, NO CAVING - - - - - - - - - - - - - - - - - - - - T-53A 0.0 - 4.0 SM ALLUVIUM/COLLUVIUM 10al/Ocol): SILTY SAND, dark brown, medium to coarse, slightly moist, loose to moderately dense; porous; root hairs. @ 3.0 ft. moist, moderately dense to dense. . . 4.0 - 8.0 PAUBA FORMATION 100s): CLAYEY SANDSTONE TO GRITSTONE, orang ish brown, medium to coarse, moist to very moist, dense; massive character; occasional fine gravels; highly weathered at contact. . TOTAL DEPTH 8.0 FT. NO WATER, NO CAVING - - - - - - - - - - - - - - - - - - - - - - - - - - - - T-54A 0.0 - 5.0 SM/SC ALLUVIUM/COLLUVIUM IOal/Ocol): SILTY SAND to CLAYEY SAND, dark brown, fine to coarse, loose to moderately dense, micaceous; root hairs; porous. @ 2.0 ft. moist, medium dense to moderately dense. . 5.0 - 11. 0 PAUBA FORMATION lOps): CLAYEY SANDSTONE to CLAYEY GRITSTONE, orang ish brown, fine to coarse, moist to very moist, dense; highly weathered at contact; massive character. .. . TOTAL DEPTH 11.0 FT. NO WATER, NO CAVING 5" . PACIFIC SOILS ENGINEERING, INC. . Work Order 400406 August 6, 1992 . . Test pit No. T-55A . . . TABLE I cont. Deoth (ft.) USCS Descriotion 0.0 - 5.0 SMISC ALLUVIUM/COLLUVIUM (Oal/Ocol): SILTY SAND to CLAYEY SAND, dark brown, fine to coarse, slightly moist, moderately dense, micaceous; porous; root hairs; occasional coarse gravels. @ 3.5 ft. moist, moderately dense to medium dense. 5.0 - 10.0 PAUBA FORMATION (Oos): SILTY SANDSTONE to CLAYEY GRITSTONE, light orang ish tan, fine to coarse, moist, dense, micaceous; weathered at contact; massive character; occasional fine to coarse gravels. TOTAL DEPTH 10.0 FT. NO WATER, NO CAVING T-56A - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0.0 - 5.0 SCISM ALLUVIUM/COLLUVIUM (Oal/Ocol): CLAYEY SAND to SILTY SAND, dark brown, medium to coarse, slightly moist, moderately dense; porous; root hairs. @ 2.0 ft. moist. . . . T-57A . . 5.0 - 8.0 PAUBA FORMATION (Oos): SILTSTONE to SANDY SILTY CLAYSTONE, orang ish brown, fine, moist to very moist, dense, very micaceous; massive character; occasional sandier horizons up to 6 inches thick; weathered at contact. TOTAL DEPTH 8.0 FT. NO WATER, NO CAVING - - - - - - - - - - - - - - - - - - - - - 0.0 - 2.0 SM COLLUVIUM (Ocol): SILTY SAND, dark brown, coarse, slightly moist, medium dense, micaceous; porous; root hairs. 2.0 - 5.0 PAUBA FORMATION (Oos): SILTY SANDSTONE, orangish tan, medium to coarse, moist, dense, micaceous; massive; occasional coarse to fine gravels; weathered at contact. TOTAL DEPTH 5.0 FT. NO WATER, NO CAVING Sb PACIFIC SOILS ENGINEERING. INC. . Work Order 400406 August 6, 1992 . TABLE I cont. . Test pit No. Depth (ft.) USCS Description T-67A 0.0 - 6.0 SM ALLUVIUM/COLLUVIUM (Oal/Ocol): SILTY SAND, dark brown, fine to coarse, slightly moist, moderately dense to loose; very porous; abundant root hairs. . 6.0 - 13.0 PAUBA FORMATION (Ops): SILTY SANDSTONE to CLAYEY SANDSTONE, orang ish tan, moist, dense, micaceous; massive character; occasional fine gravels; moister with depth. . TOTAL DEPTH 13.0 FT. NO WATER, NO CAVING 5.0 SM ALLUVIUM/COLLUVIUM (Oal/Ocol): SAND, dark brown, medium slightly moist, loose to dense, micaceous; roo krotovina; lenses @ 3.5 ft. moi deratel , ately rs; porous; ine gravels. edium dense to . - - - - - - - - - - - - - - - - . 5.0 - 7.0 TION s: SILTY SANDSTONE TONE, orang iSh-yellowish tan, medium to se, moist, dense, micaceous; massive, . e gravels; weathered at contact. 5.0 SM ALLUVIUM/COLLUVIUM COal/Ocol): SAND, dark brown, coarse g slightly moist, loose dense; porous; ro ~rs; krotovina. @ 3.5 ft. mo' , moderately dense to medium . TOTAL DEPTH 7.0 FT. NO WATER, NO CAVING - - - - - - - - - - - . 5.0 - 8.0 to GRIT grained, mo~ micaceous; abund character; weathered ~ . . TOTAL DEPTH 8.0 FT. NO WATER, NO CAVING PACIFIC SOILS ENGINEERING. INC. . . . . . .: . .1 1 I . I .: I . I~L-~ -r - CDv\ \. DATE OBSERVED: 2-18-91 MRTHOD OF EXCA V A TION: Ford 555 Backhoe with a 24" bucket LOGGED BY: CK GROUND ELEVATION: 1223.0 LOCATION: See Geotechnical Map ~ 0 w - >-~ .. .. 0:11. TRENCH LOG NO. RTP-I w 'z 0 W ...I w'" OU W 11.0 0 "w n. 0:- 11. II. HH .. 0:...1 :I: :).... w- - , :)n. ([ u>-' Sheet I of I 01.... 01 ....z 01([ 01 ....:1: 01 OJ ([.... so XL TEST Z ([u 3 01([ " H.... ..JH : .... 6H 0 E;0l Oz 11.01 n. ...I ...I :1:0 OESCRXPTXON Z :) ZZ W ., :) ., u 0 HW 0 0 Alluvium - (Oall Silty Sand - Medium -brown, fine to - .8.5 99 coarse grained. damp to moist, loose Moisture/density, - to medium dense. well graded, minor maximum density. sieve - rootlets. minor pores analysis, sand 6.3 94 Medium dense, non-cohesive S- o equivalent - Moisture/density - Bedrock - Pauba Formation 10- Silty sandstone - dark yellow brown, fine to coarse grained, moist, dense. - minor clay, cohesive. massive, well - graded, some mica - - . IS . . Total Depth - 15.0' No Ground Water Moderate Excavation Trench. Backfilled CeO I.lUt ro~ih6oo RANPAC SOILS, INC. I io1<.0 U1U.: al al al al al al al al al rp al al al al , , , , , , , , , , '" '" '" ~ , , ~ ~ ~ ~ ~ ~ ~ ~ '" '" 0 0 ~ ..., )> )> 0 0 0 0 0 0 0 Boring I or Test Pit No. )> )> )> '" '" ~ ~ ~ ~ ~ '" ~ ~ ~ 0> c.n ~ c.n '" '" '" ~ ~ 0 '" 0 c.n 0 0 0 c.n 0 c.n 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Depth (ft.) en 0 )> en Ql Ql 0 z Ql ~ ~ 0 ~ ~ r- :::; r- 0 0 en en en ::;! en -< ::;! m Ql r- ~ ;= )> m en ~ ~ en en -< r- en ::;! en z -< ;= en -< -< g, )> ~ -I )> ::;! )> 0 ::;! )> m m en Ql z -I Z ~ en z en z -< -< c 0 z 0 0 )> en 0 -I r- en 0 CD )> 0 -I en en III en 0 z en z z en en )> en )> )> n -I en m -I 0 0 Z -I Z -I Z -I Z Z ... 0 -I 0 0 io '0 0 0 m 0 0 0 0 0 ~ z 0 z 0 z fa z en z '0 ro 0' m Z ~ m '" '" m m -I m 10 m ... ... '" 0 ~ 0 '0 :;, fQ en. .n. "" fa '" ~ '0 z p ~ E ~ ~ 'E ~ ~ ~ p € ~ en en en en en Group Symbol (USeS) s:: s:: s:: 0 0 ~ ~ '" '" '" ~ c.n :.... !Maximum Density (pet) '" '" Optimum Moisture % '" 0 Yo + No.4 Screen G) .................................................................. !1. ~ ~ ~ ..., ... '" 0> Y. Coarse Sand :;, .................................................................. en 0> '" 0> 0> c.n Yo Med. - Fine Sand ~' 0> ..., ~ '" ~ .................................................................. )> :;, '" c.n ~ ~ '" '" '" '" c.n '" 0 Y. Silt (0.074 to 0.005 mm) -< .................................................................. III ~ ~ ~ iii' c.n c.n 0 ..., '" Yo Clay (-0.005 mm) Expansion Index, UBe 29. : : c !cohesion (pst) ai" .................................................................. (") Ir>.~~~~~~.............................................. - en ::T c C 11I - - [rest Condition III en en ., s:: s:: 0 0 0 0 .0 0 0 0 ""0 0 z z z en en en 0 0 0 0 0 0 z z .. en en ~ r- r- r- s:: CD s:: . , , s:: s:: s:: 0 0 s:: ... - "U "U "U - 0 0 r- r- 0 0 ~ 0 ~ ~ ~ 0 , , "U "U III -I -I -I E ~ .. m m m III 0 0 0 -I , , , m m c.n ... '" 0 0 , , '" ~ . \'J . . . . . . . . . . en c 3 3 III -< o .... ,""" III III crcr o - ., CD III - r+ _ o -< """ m r+ C a III g'::E 'C 0 ..'" CD ,.. 30 ga ... CD ",'" c.n'" . 0 ~o ",'" "'al 0>)> > lD .... m ~ Q " n en o .... en "Um ~Z CDG) ~- Z m m 22 Z~ G)1Il - .. -0 Zo (')::l .Q. ::;: o' ::l en ;u , , en ;u '" CD 2" 3 Ql 2. .. Q. [ [ z c , , z c '" ::l .. c- " -. Q3 ~ - " s:: a- o CD ~ Q, " ... CD . . . . . . . . . . . en c 3 3 III -< So ....-1 III III C"C" o - .., <II III - .. - o -< -I <II UI .. o III .. III ~ ::E .., 0 CD ;!- 3 0 g a ~ CD '" ~ '" .... - 0 ~ 0 co .... co 0 0> 0> )> --i &. OJ OJ OJ OJ OJ , , . , , .... '" ~ ~ ~ ~ )> 0 )> lBoring I or Test Pit No. '" ~ ~ '" 0 !-" ~ '" '" , co 0 0 ~ 0 0 0 pepth (ft.) '" 0 (f) (f) (J) ~ (f) !!1 )> )> )> m )> CIl Z Z Z -< Z r g, 0 0 0 (f) 0 --i (f) (f) (f) )> (f) (J) C --i --i --i Z --i --i CD 0 0 0 0 0 0 Ul Z Z Z (f) Z Z n m ~ m m m --i m rs eo '0 0 0 eo '0 z :g is' ~ ~ ~ m :g ::l 0 $ Group Symbol (USCS) ~ ~ ~ '" '" '" 0> 0:> '" i-> '" 0. Maximum Density (pet) co ~ ~ Optimum Moisture % i-> ~ '" '" Yo + No.4 Screen G> ................................................................. ., III ~ ~ ~ 5' 0 '" '" Y. Coarse Sand ................................................................. CIl 0:> .... '" N' '" 0> 0 Y. Med. - Fine Sand ell ................................................................. )> ::;) '" .... ~ Yo Silt (0.074 to 0.005 mm) III '< ................................................................. I/O '" '" .... iii' Y. Clay (-0.005 mm) 0 0 Expansion Index, USC 29- . C II : . : Cohesion (pst) -c ;0 !; ................................................................. n --i Degrees ... m CIl m ................................................................. ::T , C ~ ~ ell ~ i:n "est Condition III - (f) : ., II m , '" 0 I 0 m - ;!:: :::r ;!:: ;!:: ;!:: ;!:: ;!:: CD - ., a a ;0 a 0 a --i m CD (f) Ul --i - <: Ul ~ m r m n o ~ l"" /brry --i CD ~ o o ::l Co ;:;: is' ::l (f) ;0 , . (J) ;0 '" CD 2" 3 QJ Q. - c. CD CD C. C. z c , , z c '" ::> - C. c: _. D3 5!L - c: ;!:: a- o CD sa: Q. c: Ol ~ (') :!! (') (FJ o r (FJ ~m lOZ ~~ Z m m ;lJ Z s;> Z P ~~ . Work Order 400406A TABLE II cont. August 6, 1992 _ t~~\ Twinin~ Laboratories 0{ ~outktn Caufotnia, !J= ctw'A'l- 3110 AlrDart W.y I ""-lIInll Address P.O. Bo. 47 f LDng Buch, CA tOIOl/ (213) 426-.3355 1(213) 636-23&6 1(714) 121--6432 . TESTING BRANCH OFFICE: 1514-0 North Susan Str..t/5.lntf: Ana. CA 12703 I (714) 55+2645 June 27, 1988 . Pacific Soils Engineering 17909 Fitch, Suite G Irvine, CA 92714 . Subject: Exam No. CH88-437 Identification: W.O. 400174, B-1 One sample of soil submitted on June 20, 1988. Results: A. Extract of 5 parts water to 1 part dry soil . . 1. pH 2. Sulfates 3. Chlorides 4. Alkalinity (as CaC03) B. Percent by weight of dry soil 1. Sulfates C. Resistivity (as ohm centimeters) . . TWINING LABORATORIES OF SOUTHERN CALIFORNIA, INC. . Ill,) ..p .- ? ,I1'7( n) Cl"<.L .'~...-1u H.R. La~dwehr Chief Chemist ~::.,&- ~t!~~ HRL/DF/cg cc: 3 . . 7.9 o ppm 5 ppm 13 ppm 0.000% 8070 r-----;~-c,..~~ .,,,"~ I nr-: "t;!j ") &:t...;I ! I - I ; JUN28i0.S3 : L. _. i ..--.-.- -.' ...." ,...~...lr. ,-".",,\(1, -..~ ": >., ;-.~ .- .~.:~t__a~~'" ~..;..d.~~ .:_~'-.~.' . _u _.. ___'- __a ". (,0 '_l "EPOfilTs. ARE SUBloI:mfD ..~ THF ran"'J:II"I~J.lT"', ODI"IDC:C1T'V f"IC: ~"C:""C .",..."..,'9.....".... r"" .......,......._.. _.. _.._ _______ __ _ ...~ Work Order 400406A TABLE II cont. . .I\ugust 6, 1992 ~l~\ Twinina Laboratories of .,soutfu'U1 Cau.fovW>" []= -1~Aq. ~ 3310 AlrpOl"t w.y I Mallin, Addr.. P.O. Boa 47 I Lonlil Bueh, CA '0101/ (213) 42:6--3355 I (213) 636-2386 I (714) 12&4432 . TBTING BRANCH OFFICE: 1514-0 North Suun St,..t/Sanu: Aft&. CA 12703/ (714) $5-'-2645 June 27, 1988 . Pacific Soils Engineering 17909 Fitch, Suite G Irvine, CA 92714 . Exam No. CH88-437 Subject: One sample of soil submitted on June 20, 1988. Identifica don: W.O. 400174, B-1 Results: A. Extract of 5 parts ~ater to 1 part dry soil . . 1. pH 2. Sulfates 3. Chlorides 4. Alkalinity (as CaC03) B. Percent by ~eight of dry soil 1. Sulfates C. Resistivity (as ohm centimeters) . . TWINING LABORATORIES OF SOUTHERN CALIFORNIA, INC. . ") l() -.(?- ? /1771 0j we-- ..~..k H.R. Land~ehr Chief Chemist ~::"&-- ~d~~'~ HRL/DF/cg cc: 3 . . 7.9 o ppm 5 ppm 13 ppm 0.000% 8070 r--- _I!!"'t":-::-v. I r.:ll~r-.,_,.,.,a,., n',.~'''L.o!i ." ea.l,.:... \ I - . 1 1 : JUN 2 8 !98 I L. ......, --....1'... ,~":'1~1 ..~ ':'-~:': ~_ ;,\~",'J'- ~... ;.. "_ t.....">.-. -".' -_.~-'- -.' .".- _" _r .___,_~_."" ~tx, ALL "FPOA~ ARE SUBMITTFO A5 THF t"~N!:'ln"HTI"'1 PROPfRTY 0' CLIENTS AUTHORIZATION FOR PUBLICATION OF OUR FlfPORT'!> CONCLUSIONS. OR EXTRACTS tROlrol Ot:. . Material Unit Wt C Phi Piezo Ru Pacific Soils Engrg. - Tustin deg Surf. 4D0406A PAUBA FORMATION 130 300 30 o o TRACT 23143 - 3 9-20-96 . 60 FT HIGH CUT SLOPE STATIC CONDITION 400406C.GSL F '" 2.043 . 1320- -1320 1290- // ----~ ---.--- - 1310 1310- 1300 - -1300 -1290 . 1280- -1280 1270 - -1270 1260- -1260 1250 -1250 . I 100 I 150 I 200 I 250 I 300 . Material Unit Wt C Phi Piezo Ru deg Surf. PAUBA FORMATION 130 300 30 0 0 PSeismic coefficient .15 Pacific Soils Engrg. - Tustin 400406A TRAcr 23143 - 3 9-20-96 60 FT HIGH CUT SLOPE . SEISMIC CONDITION 400406D.GSL F = 1.425 1320 _ - 1320 . 1270 - -;/ / ....---........ -- -- -1310 1310 - . 1300 - -1300 1290- -1290 1280- - 1280 -1270 1260- -1260 --- 1250 -1250 I 100 I 150 I 200 I 250 I 300 . PLATE B-1 ~ . ~ PACIF1C SOILS ENGINEERING, INC. 771S CONVOY COURT SAN DIEGO. CA 92111 (619) 560-1713 w.o.: 400406A . DATE: 9/25/96 . ARTIFICIAL FILL 130 Phi +0 Ru deg Surf. F 1.82 Pacific Soils Engrg. ~ Tustin Material Unit Wt C 400406A 100 33 o TRACT 23143 - 3 . 9-20-96 31 FT HIGH FILL SLOPE STATIC CONDITION 400406E .GSL . 1256 - 1254 = 1252 = 1250 =- 1248 = 1246 :: 1244 - 1242 = 1240 =- 1238 :: 1236 - 1234 = 1232 = 1230 =- 1228 = 1226 = 1224 = 1222 = 1220 =- 1218 - - 1256 = 1254 = 1252 =- 1250 = 1248 = 1246 = 1244 = 1242 =- 1240 = 1238 = 1236 = 1234 = 1232 =- 1230 = 1228 = 1226 = 1224 = 1222 =- 1220 = 1218 . --~ ------- . I 100 I 150 I 200 . Material Unit Wt C Phi P ezo Ru deg F surf. 325 ARTIFICIAL FILL 130 100 33 0 PSeismic coefficient _15 Pacific Soils Engrg. - Tustin 400406A TRACT 23143 - 3 9-20-96 31 FT HIGH FILL SLOPE . SEISMIC CONDITION 400406F GSL . 1256 - 1254 = 1252 = 1250 =- 1248 = 1246 :: 1244 - 1242 :: 1240- 1238 = 1236 = 1234 = 1232 = 1230 =- 1228 = 1226 = 1224 = 1222 = 1220 =- 1218 = - 1256 = 1254 = 1252 =- 1250 = 1248 = 1246 = 1244 = 1242 =- 1240 :: 1238 - 1236 = 1234 = 1232 =- 1230 = 1228 = 1226 = 1224 = 1222 =- 1220 = 1218 . ~/ ------------ I 100 I 150 I 200 . PLATE B-2 ~fo . ~ PACIF1C SOILS ENGINEERING, INC. 771S CONVOY COURT SAN DIEGO, CA 92.11 (619) 560-17\3 w.o.: 400406A DATE: 9/25/96 . . SURFICIAL SLOPE STABILITY SLOPE SURFACE . . Fd~ IT ~ I Ws-Ww {.. .---- -------- .---- Fr~ ....--- --- ----- .--- ..---- .--.,-- ------ ) a / FAILURE PATH /" . FLOW LINES . Assume: (1) Saturation To Slope Surface (2) Sufficient Permeability To Establish Water Flow . Pw = Water Pressure Head = (z)(cos" 2(a)) Ws = Saturated Soil Unit Weight Ww = Unit Weight of Water (62.4 Ib/cu.ft.) u = Pore Water Pressure = (Ww)(z)(cos" 2(a)) z = Layer Thickness a = Angle of Slope phi = Angle of Friction c = Cohesion Fd = (0.5)(z)(Ws)(sin(2a)) Fr = (z)(Ws-Ww)(cos"2(a))(tan(phi)) + c Factor of Safety (FS) = Fr/Fd . PAUBA FORMATION . Given: a (degrees) 26.6 phi (degrees) 30 Ws (pet) 130 z (ft) 2 (radians) 0.464259 (radians) 0.5236 . Calculations: Pw 1.60 u 99.78 Fd 104.10 Fr 362.41 FS 3.48 c (psf) 300 PLATE B-3 () . (PJ PACIFIC SOILS ENGINEERING. INC. 7715 CONVOY COURT SAN DIEGO. CA 92111 (619) S60-1113 w n. 40040nA DUE 9/25'96 . SURFICIAL SLOPE STABILITY . SLOPE SURFACE~ . \ \ --- ...--- ------- --'-- -- ) a ----- r Fd~ z Ws-Ww 1 ......----- --- --- ~ ------ Fr---' ...-- -- . FAILURE PATH . FLOW LINES . Assume: (1) Saturation To Slope Surface (2) Sufficient Permeability To Establish Water Flow . Pw ~ Water Pressure Head ~ (z)(cos' 2(a)) Ws ~ Saturated Soil Unit Weight Ww ~ Unit Weight of Water (62.4 Ib/cu.ft.) u ~ Pore Water Pressure ~ (Ww)(z)(cos' 2(al) z ~ Layer Thickness a ~ Angle of Slope phi ~ Angle of Friction c ~ Cohesion Fd ~ (O.5)(z)(Wsllsin(2a)1 Fr ~ (z)(Ws-Wwllcos'2(a))(tan(phi)) + c Factor of Safety (FS) ~ Fr/Fd . ARTIFICIAL Fill . Given: Ws (pcf) 130 z (ft) 2 a (degrees) 26.6 (radians) 0.464259 phi (degrees) 33 (radians) 0.57596 c (psf) 100 . Calculations: Pw 1.60 u 99.78 Fd 104.10 Fr 170.20 FS 1.64 PLATE 8-4 C,,;~ ~ PACIFIC SOILS ENGINEERING, INC. 771' CONVOY COURT SAN DIEGO. CA 92111 (619) 560-1713 . w.o.: 400406A DATE, 9/25/96 . COMPRESSIVE STRESS IN TSF 0.1 2 3 4 5 6 7 891 2 3 4 5 6 7 8 910 2 . 0,0 ....:. ....... ..... ) ...:.:..:..... , ., ..... ...,... :........ ....... .. 1.0 '..........:........,.... ,. ""... := I. "--.., ...."", . 2.0 I. .:.. I........ .... ....... 3.0 .,.. ... .,..,. l- I.. ., ,........ . :r: ,... .........: Cl I ..... Lij I .,.... ... :r: 4,0 ..,..,..,.,. Z I. ..':;L"" UJ I :, ...'.......,.. Cl .'.',. z 5.0 . <( I... :r: ........'. ;........... ..,..,l, u ,. ;., l- I ...... ... z 6.0 ..... UJ T , U I.:.... ,........ a: .. ...:...: UJ . c.. ........ .....::...... . 7.0 ....... c::c ........... 'I:"~ ..'.., ......,.. ...... ......................... , .....,... .. 8.0 :l . .,....... ....,.... 9.0 ...... , ... ..'.........t ..... . ,....:,... ,........ ,.. 10.0 . boring epth 1ft. dry in situ -200 WO'l,p typical names density mOIst. sieve s m 01 8.101 20.00 115.50 11.10 SM SIL TV SAND . . REMARKS:SATURATED @ 1.0 TSF CONSOLIDATION CURVE . PACIFIC SOilS ENGINEERING, INC. ~o." 7715 Convoy Ct. S.D. CA 619-560-1713 . W.O. 400406A PLATE C-1 . COMPRESSIVE STRESS IN TSF 0.1 2 3 4 5 6 7 891 2 3 4 5 6 7 8 910 2 . 0.0 ..................,.... ., ..IT;;..:..:....:.... ....., ............................ .; .,.. . ......' .;...,. 1.0 .... ..... , ........ ...... ...... ..:' , ............ . 2.0 ........ ....... .......... ..... ........... 3,0 . . - . . . . . . - , . l- ............ . J: ~ ........... UJ 4.0 ...... J: ........ .... Z ... UJ .,..., . ......... ~ z 5.0 ......... <{ ...... :...'..:.. ............ . J: ......... c,' U ., :.."'> ,.. l- .,, ,... z 6.0 UJ u ..... ......... a: ..... ,.:., UJ ..... .;...: ...,.. .,..,.;.' D- . 7.0 ...... ..... ,..,.....,..... :.... ........:::; .., ...... .,.i...'...'..'. 8.0 .........,....... ..... . ......... 9.0 ......... ......................... 10.0 ..........,. . boring epth (ft. de~~ty in situ mOist. .200 sIeve s!if~'!,~1 typical names MLS/SM SANDY SILT ISIL TY SAND 8-101 25.00 117.00 9.40 . . REMARKS:SATURATED @ 2.01 TSF CONSOLIDATION CURVE . PACIFIC SOILS ENGINEERING, INC. 7715 Convoy Ct. S.D. CA 619.560-1713 1tJ . W.O. 400406A PLATE C-2 . . . .0.00 . 1.00 . 2.00 . 3,00 . 4.00 . . . ~ ~ .~.~ 4--- _ ~ ".1.=.-+.., . -<=- ..- :'.~ .:.::::-:J:.:-'": ~ - .:.=. - .... .....- .... -~ - ~ .=- :OT .... .~ .. -..- =:r-'" - .. '-".T. r c:1.=_. --.&.--_. '1. . =-::L-' . ., ;--t:.=.- ~ .-.....- .+- ."Z,:" -..;.: u_ , -. J Form CC2 ~ .. <. ~+ -2 CONSOLIDATION CURVE 1 . 1.: - .. n- ,T .- + .r~.. t'.t~ n:. .t .:1 .. - -:-:t ,. T~ .r . .. ... ...1 'to ."'t.-. ....._ i:. I;:' :!:: :" . '.~: ~~:i U:,.:'.' !:.; i,~l ~E . 1:!~. 'P _:1 .... OP . ~ .:l:: ;ri! i!:i ~i ,"t .j... ... fl.. .~ 2 3 6 78910 " :; '\\ PLATe C-3 . :j. . -- - ..... ._.~_. '.:i-~""'- - +.- ....-- .~.... . .~ 0,00 ':""'..1- ~- . .:.t:..r.. 1.00 . ~.- z.. CO .7: . 3.00 =:t"" - .= - .--. . 4-00 .. -...- . '-OT ---+ ...... .. .- . :'7:-t:.'~- . 5,00 =:-i:1- .:t. . :=..:L- . ~:r..:.- ._~.- ... . l-.."..:, __.1..._ -.7::1. . . l- ._. _. . . ~ . I ...-.,. -~. .;.~': J . Form CC2 ~. - r:: 'i~ ~ . ~. :. 11-:' ~l: ..l~: .~; , . H:: r::: . .t. .., .. " .... ..- ~ 5 6 7 8 9 10 CONSOLIDATION CURVE e B-'1A 2 .... ! ~ ~: .... .3 .5 2 3 4 A .6.7.8S PLATE C-4 ~:. ~ :::: :.;. ,:::-!::::, 1.1/ . . . :.t._.~ '-.T"-. -- ~ S:-:t.~_ ..t:: ~ . -:.=. :.>.00 .~ . \.00 .:'- . ez..oo _.~ -.- -=< ..00 *.00 "p.oo !It . .::T 7""'::%":. "7' . .:.r. .t~:-.-. ~ :-1:--....:.-::'- . ~. - :"r ..::.:j: T J Form CC2 + .,. CONSOLIDATION CURVE 2 . _r. . , 1-.f' r .t . :t. _. -:t.. ,- t :t.:' t ~. .~ t:- . . . . . ., .:t + ~. .+: .,., . . . 3 5 7 e 910 .3 z 4 6 ..4 .5 .6 .7 .e .9 ILB ENGINEERING, INC. .1 'P , DATE 9/25 96 \ PLATE C-5 . . 2800 . 2400 . 2000 . - ~ ... 5t - . ~ 1600 - I . : 1200 c * . 800 . 400 . . DIIUTT SIIE.\R TEST FOR REMOLDED S.UII'LE SOli. SA\IPI.E BORIN(j Nil PROVING RI'iG N" MAXIMU\l DENSITY WORK ORDER N" DATE Ibs/cli TESTED BY COHESION Ibs/sqft ANGLE OF INTERNAL FRICTION _ degrees o 194 1412 1130 400 800 1200 1600 2000 2400 NORMAL LOAD (lBS./SQ.FT.) ~ PACIF1C SOn.s ENGINEERING, INC. n 111l CONVOY COURT PLATE 0-1 r-S WOSA~~;~~~~"1 ~::~;~~/96 lbt o . I}JRHT SIIE..\R TFST FOR lli'iDISTlIRBED SAMPLE . SOIl. SAMPLE BORING NO PROVING RING NO MAXIMUM DENSITY WORK ORDER NO DATE Ibsicft TESTED BY 2800 COHESION Ibs/sqft ANGLE OF INTERNAL FRICTION _ degrees . 2400 . 800 2000 . - ~ ... ~ - ~ 1600 - . % l- i .~ I- ~ 1200 8--20 10' C . ~ . 400 . o . o 194 1412 1'30 400 800 1200 1600 2000 2400 NORMAl L~D (l8S./SQ.FT.) \~ ~ PACMC SOILS ENGINEERING. INC. ~ n"CONvOV COURT ~S W.O.:SAN DIEGO. CA 9211' (619) S60-171J PLATE 0-2 400406A DATE: 9/25/96 . . . PACIFIC SOILS ENGINEERING, INC. EARTHWORK SPECIFICA nONS . These specifications present generally accepted standards and minimum earthwork requirements for the development of the project. These specifications shall be the project guidelines for earthwork except where specifically superceded in preliminary geology and soils reports, grading plan review reports or by prevailing grading codes or ordinances of the controlling agency. . I. GENERAL A. The contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. . B. The project Soil Engineer and Engineering Geologist or their representatives shall provide testing services, and geotechnical consultation during the duration of the project. . c. All clearing, grubbing, stripping and site preparation for the project shall be accomplished by the Contractor to the satisfaction of the Soil Engineer. D. It is the Contractor's responsibility to prepare the ground surface to receive the fills to the satisfaction of the Soil Engineer and to place, spread, mix and compact the fill in accordance with the job specifications and as required by the Soil Engineer. The Contractor shall also remove all material considered by the Soil Engineer to be unsuitable for use in the construction of compacted fill. . E. The Contractor shall have suitable and sufficient equipment in operation to handle the amount of fill being placed. When necessary, equipment will be shut down temporarily in order to permit proper compaction of fills. . II. SITE PREPARATION A. Excessive vegetation and all deleterious material shall be disposed of offsite as required by the Soil Engineer. Existing fill, soil, alluvium or rock materials determined by the Soil Engineer as being unsuitable for placement in compacted fills shall be removed and wasted from the site. Where applicable, the Contractor may obtain the approval of the Soil Engineer and the controlling authorities for the project to dispose of the above described materials, or a portion thereof, in designated areas onsite. . . After removals as described above have been accomplished, earth materials deemed unsuitable in their natural, in-place condition, shall be removed as recommended by the Soil EngineerlEngineering Geologist. 1(, . PACIFIC BDILS ENGINEERING, INC. . Earthwork Specifications Page 2 . . . B. After the removals as delineated in Item II, A above, the exposed surfaces shall be disced or bladed by the Contractor to the satisfaction of the Soil Engineer. The prepared ground surfaces shall then be brought to the specified moisture condition, mixed as required, and compacted and tested as specified. In areas where it is necessary to obtain the approval of the controlling agency, prior to placing fill, it will be the contractor's responsibility to notifY the proper authorities. c. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines or others not located prior to grading are to be removed or treated in a manner prescribed by the Soil Engineer and/or the controlling agency for the project. m. COMPACTED FILLS A. Any materials imported or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable by the Soil Engineer. Deleterious material not disposed of during clearing or demolition shall be removed from the fill as directed by the Soil Engineer. . B. . c. . Rock or rock fragments less than eight inches in the largest dimension may be utilized in the fill, provided they are not placed in concentrated pockets and the distribution of the rocks is approved by the Soil Engineer. Rocks greater than eight inches in the largest dimension shall be taken off site, or placed in accordance with the recommendations of the Soil Engineer in areas designated as suitable for rock disposal. D. All fills, including onsite and import materials to be used for fill, shall be tested in the laboratory by the Soil Engineer. Proposed import materials shall be approved prior to importation. . E. . . . The fill materials shall be placed by the Contractor in layers that when compacted shall not exceed six inches. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to obtain a near uniform moisture condition and a uniform blend of materials. All compaction shall be achieved at optimum moisture content, or above, as determined by the applicable laboratory standard. No upper limit on the moisture content is necessary; however, the Contractor must achieve the necessary compaction and will be alerted when the material is too wet and compaction cannot be attained. \\ PACIFIC SOILS ENGINEERING. INC. . Earthwork Specifications Page J . . . . . . . . L. . M. . F. Where the moisture content of the fill material is below the limit specified by the Soil Engineer, water shall be added and the materials shall be blended until a uniform moisture content, within specified limits, is achieved. Where the moisture content of the fill material is above the limits specified by the Soil Engineer, the fill materials shall be aerated by discing, blading or other satisfactory methods until the moisture content is within the limits specified. G. Each fill layer shall be compacted to minimum project standards, in compliance with the testing methods specified by the controlling governmental agency and in accordance with recommendations of the Soil Engineer. In the absence of specific recommendations by the Soil Engineer to the contrary, the compaction standard shall be ASTM:D 1557-91. H. Where a slope receiving fill exceeds a ratio of five-horizontal to one-vertical, the fill shall be keyed and benched through all unsuitable topsoil, colluvium, alluvium, or creep material, into sound bedrock or firm material, in accordance with the recommendations and approval of the Soil Engineer. I. Side hill fills shall have a minimum key width of 15 feet into bedrock or firm materials, unless otherwise specified in the soil report and approved by the Soil Engineer in the field. J. Drainage terraces and subdrainage devices shall be constructed in compliance with the ordinances of the controlling governmental agency and/or with the recommendations of the Soil Engineer and Engineering Geologist. K. The contractor shall be required to maintain the specified minimum relative compaction out to the finish slope face of fill slopes, buttresses, and stabilization fills as directed by the Soil Engineer and/or the governing agency for the project. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment, or by any other procedure which produces the designated result. Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm material; and the transition shall be stripped of all soil or unsuitable materials prior to placing fill. The cut portion should be made and evaluated by the Engineering Geologist prior to placement of fill above. Pad areas in natural ground and cut shall be approved by the Soil Engineer. Finished surfaces of these pads may require scarification and recompaction. 1~ PACIFIC SOILS ENGINEERING. INC. . Earthwork Specifications Page 4 . IV. . . . V. CUT SLOPES A. The Engineering Geologist shall inspect all cut slopes and shall be notified by the Contractor when cut slopes are started. B. If, during the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the Engineering Geologist and Soil Engineer shall investigate, analyze and make recommendations to treat these problems. c. Non-erodible interceptor swales shall be placed at the top of cut slopes that face the same direction as the prevailing drainage. D. Unless otherwise specified in soil and geological reports, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. E. Drainage terraces shall be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the Soil Engineer or Engineering Geologist. . GRADING CONTROL A. Fill placement shall be observed by the Soil Engineer and/or his representative during the progress of grading. . . B. . Field density tests shall be made by the Soil Engineer or his representative to evaluate the compaction and moisture compliance of each layer of fill. Density tests shall be performed at intervals not to exceed two feet of fill height. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density determinations shall be taken in the compacted material below the disturbed surface at a depth determined by the Soil Engineer or his representative. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be reworked until the required density and/or moisture content has been attained. No additional fill shall be placed over an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements and that lift approved by the Soil Engineer. C. Where the work is interrupted by heavy rains, fill operations shall not be resumed until field observations and tests by the Soil Engineer indicate the moisture content and density of the fill are within the limits previously specified. . . PACIFIC SOILS ENGINEERING. INC. "11\ . Earthwork Specifications Page 5 . D. During construction, the Contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The Contractor shall take remedial measures to control surface water and to prevent erosion of graded area until such time as permanent drainage and erosion control measures have been installed. . E. Observation and testing by the Soil Engineer shall be conducted during the filling and compacting operations in order that he will be able to state in his opinion all cut and filled areas are graded in accordance with the approved specifications. . F. After completion of grading and after the Soil Engineer and Engineering Geologist have finished their observations of the work, final reports shall be submitted. No further excavation or filling shall be undertaken without prior notification of the Soil Engineer and/or Engineering Geologist. . IV. SLOPE PROTECTION All finished cut and fill slopes shall be planted and/or protected from erosion in accordance with the project specifications and/or as recommended by a landscape architect. . . . . . ~o . PACIFIC SOILS ENGINEERING. INC. . . CANYON SUBDRAIN DETAIL TYPE A . -...... - ----------- --------------, ---- , ... ... "1fOPOS~D CONPACT~D F"lLL " , , , , " /"NATURAL GROUND .... ,,~ " , ", " r::COLLUIIIUM AND ALLUVIUM fR~MOV~J " .. " " " ". 1"'/ .... ". .......... _/ ~~..., .... _, rJ~, --------- ~ ~~ -_B~DROCK . . S~~ D~TAIL ALT~RNAT~ "A" fPLA T~ G-Z J NOTE. FINAL ZOO OF PfPE AT OUTLET SHALL BE NON-PERFORATED . TYPE B . " , , "",(NATURAL GROUNO , " /,," " " " " " " .. / .. r::COLLUIIIUM AND ALLUVIUM fR~MDII~J ,," ~ " .. ,,/ " ,/ ... ..... ..... ..... ... ..-" ---------- PROPOS~D COMPACT~D FILL ------------------------ . TYPICAL B~NCHING . S~~ D~TAIL ALTCRNAT~ "B.fPLAT~ G-Z J NOTE: FfNAL 20'OFPfPE AT OUTLET SHALL BE NON-PERFORATED . PLATE G-I PACIFIC SOILS ENGINEERING, INC. W.O. DATE tb\ . . . CANYON SUBDRAIN ALTERNATE DETAILS ALTERNATE I PIPE AND FILTER MATERIAL FILTER "'ATERIAL.""N.'oIOL. OF'~/LIN.FT. \ . A-I 6 IN. . A8S OR PVC PiPe OR APPROVEO SV8STlTVTC WITH "'IN. BPCRF,I/4 IN. PER LINEAL FOOT IN 80T TOIA HALF OF PIPE. AST", 02751, SOR J' OR ASTII DJOJ4, SDR" OR AST.-'" 01'27. SCHD.ofQ ASTII 0/78', SCHD.40 8-1 FOR CONTINUOUS RUN IN EXCESS OFSOOFEET USE BIN.tJ PIPE 6 IN. lAIN. '" OVERLAP ~ ALTERNATE Z FILTER MATERIAL WRAPPED IN FABRIC IIN MAX. GRAVEL WRAPPED IN FILTER FABRIC 6 IN. "'IN. I OVERLAP . . I IN. "'AX.GRAVn OR APPROVEO COUIVALENT 9FTJ/FT A-2 lAIRAFI140 FILTER FABRIC OR APPROVCD EOUIVALENT (TYPICAL} . DETAIL OF CANYON SUBDRAIN TERMINAL FOR ALTERNATES A2 AND 82' ~ NATIve BACI<FlLL 10 FT.! . PROPOSED FINISHED GRADe I'Fr""N 'FT""N. r NON-PERF 6 IN.. ""N ""RAFlI40 FILTER FA8RIC OR ... . . .. ...,..' APPROVCD EOVIVALENT ,.... .,........'.~IIN.lAAX.OPENGRAOEO 20FT. ""N. GRAvn OR APPROVED EOUIVALENT -I PeRF 6 IN. '''''N. PIPE ,I . 61~ OVERLAP ALTERNATE :5 PERFORATED PIPE SURROUNDED WITH FILTER MATERIAL . f7' 6 IN. ""N r-1 OVERLAP FILTER "'ATERIAL 9 FT.~FT 4IN.NIN. 8EDDING . A-.3 PERI'ORATED PIPE 61N. . ""N. . FILTER MATERIAL SIEVE SIZE PERCENT PASSING I IN. 100 J/4 IN. '0-100 J/B IN. 40 -100 NO.4 25-40 NO.. I.-JJ NO.JO 5-1!S NO. 50 0-7 NO. ROO O-J PLATE G-2 PACIFIC SOILS ENGINEERING INC. W.O. DATE . . . . . . . . . . . . ZJ> 0- .;: N1 .. o .. C .. i.~ISI ~!t.QI~ i ~'!!.""lI1IoI -.,. ~ -... o..~.......:- ~. 0 t'\ loc ... ",. :::1:I~.-:.f\a -'6"- .... , 1E-~''':- ...._'" o~ ;'''~'''Q Q~~I~ :J" .1lI- -.~~~ ~ ::. ~ Qo"C ::: 4Cl.:...tt ~~l ~ i oo-..~~ a,--." Q.~s.~:t' "'.00 a c: II ::a~-;'3' .. ~. .,. o\g~!t o .. '"" !'90" c: Sf -.0 ,. ..l:l~~ A -"'0'''' .... ~~otQ' ,..... i '6." 0 i .. ..QiS';; !III . "" uo. Z. p= _It i .. I I I I I I ~ ~~ I ORO O~ I .... oo~ 3~ o~ ~.e .. ~.. ...... l.oo~ .C: 3,' .. .. ~Cl. -0 .. t. - g ~ ~ ~ I t o .. a ::I Q .. ~ .. o .. ~;::Gt ::I oo"~ ..-g ~~-b .20" -.... - C/' ~h oQ'fl ::Iq, 0,. if -. Cl.l ~~ it .1 -" "Cl. ::10 ~... h. ,,~ .. N. I , If ... t LJ ... I ~ .. ~ . A ~ II- ... !II . .:- o!.l s~ 1~"lIb 1!1 ~ll! ~~ ll- ~.. a" bb ~::I a -.. III'" ;-...~ ~i ~o ~c ;::" ~ I.t t ..~C/' if l~ 00 :_.. cp o. "-Ill ~:'i ...~ 2i:Alt ~l ~.... ~._o t.... i~' '~lIIa s:!t ...~ 0 - :II.... ,,!"! ~ !!;~ i ~_:: l: ~\ ~ ;>S Q ~ o _P , Ill... b b ~:tiC '2~" 11I11I {~a: is '!tl ii ~ d. '!t t~ 00 ...~ 0.....- '.. .. S::I i" Q1 UI n" ~:-. Illll ..0: .. Cl. '" 0--'0 _ ' ... '" en tt- 0 '" f\ ::,..: I "9 ~ ~ ~!:Q. l( ~ a a o~.. ~ ="'~~ i'~~ a 00 . (J) ~ en r: N :b ::! ~ , ~ ..... ~ ~ (J) :!J f"" f"" ~ ~ ...... f"" ~~ !)C) I 5 C) (I) o ... r- (I) ~ ~ ... ~~ ~~~ ~El~ ... ~ ;0:' !' ~ . . Cut Lot -- --- . --- --- 5' min.-1 -- d -- O~~Ol..~f~~_---- -- -- . - .\ CoI\U"'Um. _1f'"- i O\lSOI. .. aedfoO. ""'It':ffi Weolhefeu -- -- - -- -- - . . ~t::f(. --" 3' mjn~ Unweathered Bedrock Overexcovote and Recompoct . Cut - Fill Lot (Transition) . Compacted Fill -- -- - -- _--,i.\'I)~' _ - Cd-\oJ 6IOC..... - 0\\' 6~e", ,,~'i> ~~ele ,;'", ~e~../ ~_, ...,roO --- ~ "'~~- olci\\'O_ - ",,;' -- ", ~ . 3' ",in~ . Unweothered Bedrock . -deeper overexcovotion moy be required by the soils engineer in steep cut-fill transition areas PACIFIC SOILS ENGINEERING, INC~ W.O DATE PLATE G-4 . . . . . . . . . . . Z o -i I'l " - l~~.~ lS'o.... .. ~ ., . .... -~-:t ..g:J'O :I -. &It - qP:I ~ " 00 ft"-- ft'OC", ~ft~- . n 0.2 Q"-:C ~t!.G .. 8 a S&9Q. 3 -. 38 ! ~) -. Q, .. o Ut g.i .;; ""0 .. ~ ., >[ - :: lJ :: _ n .. ..- <7.... "Q," ~:=''' o::r~ < .. - _. 0 C>. Q, - ....... Q, I!. C) <7 "" ' ...,,(7\ N - !1~ .. lii .. .. 2. CL -0- .. ~ " 0 "" " ;" Q. .. Q, .. -. ~ .. '0 i~ 3. <5' " c ~a :~ .. -. '0 " o .. .. >[ .. -. Q,= 0- ~ .. a,:i :::~ _. ~ g 3 ,. ;" .. Q, 0-"''''' ....0.. .... dlOO "" "'.S. (Done. ~ -"=CD !!.go o 'O~~ dlO- -33 o -. _Q.::l oC'D-' dI",3 -c: <g3 -0 ~ o "0 o '" Cl> a. .0 ~ o a. Cl> a-~s:: dlOO g.3~ .......cQ. gn::l ~dlO~. 2_;::J -",- . -(Jl o . ..,~ dI_. a. -- o:r ~ N. 8iaZ 3",0 'Ooc o..a. nCl> CD CLCIt 0.:(0 -..., E:rC'D o a- Cl> \ z 'S. :=.. .. ~ ~ '\ \ \ ~ c: t -. - o g:. (9 \ ~ ~ ~ en \ \ .~ , I . ~' , ~\ < o ~ Cl> '" '" }j f.i~ .5" I (f) zO ~lT1 c: 3:X: -- VIr or "0 .." "'- !?'r -r o "0 ~lT1 dI-I .gl> dI _ ~ r I c..~ ../ ~ ~ . (") o _ . 1! (") C/l o F C/l ITI o ~ ~ .~ IITI lJ ::Or - t> IZ -I Li;) ", -C) Z, (")(J1 . )<B . . . . . . . . . . o CD - Q. - 0- ., :n - ~ ~ at CD -. :::J \Q ~ - o :::J 'T1 9- ~ c: < -. o - CD a. n o :::J '< o :::J ~ a l!. t Ii s- o lIE " g .q o ~ " G '0 "0 ;> \ i n <i a. ~ ~ S. :r !l. G ~ ~ a. .. ~ n .. - o <T .. ~ .. c o 3- !!. ~ n ~ i i a. ~ I I I Ij. I ~ 11 I ~ I g W I Q~U' ~.o~ .;'''9.5. -<o.,.~ n"'~~ gifl(iO ~ d~~ ~, ~;fS~ ,~ 0. '!l ,. a. \IF. ::. ::'~~ .;:: "i~3/ S'l r L~-l " II , =< r ;~ '" \1 ",.." -,,\ n~~ Y,,>,. \1 t1 t "'?.1 "Ml a. a. "- a.. "- nao " ga.~ " .:3" " I fli " .. ~.. I' Li!~ !~ --9 :T~ fi7j ~if I . I/!~ .. a. 0_ 00 U ~~ :r0 :I _ .- 02. -.. -. G_ "a n "3 .~; ~o l!.o .. I ii !l. I i9 -, ga. ~ ~ ~.. - -- ~L ~~ 1- 0_ -p -0 n ~t= .,_ ~~ ~i ~I l5" ~,- ~ "lJ ~ li b - . :!! o en Q r en ", z ~ ~ -4 Z ", ", ", ~I Z Ci) - Z n . . Selective Grading Detail for Stabilization Fill Unstable Material Exposed in Portion of Cut Slope . ... H ,../ // ",/ r:;"" .,,, -"'~ """\~('(__ . 110 ."",..r. -~.\".,::::;.)., \- L _"':: ~ I'tiltedbacldmin.) ~~~,,:::vw If reCfJrrvnended by the soils engin~r/Qeologist, the remaining W , I cut portIon of the slope may requIre remov I and replacement -- with compacted fill (S.. Plat. G-31 -- -- ....."'" -- .....- -- -- ......'" Ill'd ",- (,to ",- (0\ ", .""Il",'" ro-/ ~ I?'--l _'" I mtn. I ~oss ....... '0,,1' ",'" VI's ,.. - ",- -'" ",'" Finished Ground . . . Unweathered Bedrock or approved material . . NOTE' I. Subdrains are not required unless specified, . 2. .W. shall be equipment width (IS') for slope heights less than 2S feet. Far Slopes greater than 25f~ .w. shall be determined by the project soils engineer/geologist. At no time sholl .w. be less than H/2. . . PLATE G-7 PACIFIC SOILS ENGINEERING,INC. W.O. DATE ~4. . . . . . . . . . . . ~ 5" ~ --.. ~ ~ 2' a --. ~ ~ :::i Q. ~ ~. "" :;s. ~ \ ~ \ f \ \ \ I \ \ \ \ \ ) \ - \ ~, \ ~. \ \ \ \ \ \ \ ~~ ::l ~' ~ Si. ~~ ~~ ~~ ~~ l\~ ... :1. ~. ~~ ~::;. ~~ ~ ~ U) ~' ;:;. ~ ~ ;li" ~ ~ ~ ilI ~. Iii I ()) .... ~ .... ~ , .;:;.~~ ~ rH~ ~~"" ~ ?i 'c\,. ~.~.~ ~~1" ~t~. ~ ~. ~ ':::i ~~~ ~~~ ~~s :!t ,;li' .~!:\ <.i '<)~ ~ ~~t-... ~.~. ~. ~ ~ ~ b M G') I co ... .... . . . . . . . . . . ::0 I'll ~ o ~ ~r- ~h ~t:J ~k ~ ~h1 ~<: ~-t d ~~ ." ~~ - CI) -t - <: C') ." r:: r- ~ ~ 'l Cl. ~ I ~: I ;: ~ , , rl .., I {: o ! I ~ I ~. , g I ~ I ~ , ~ , , I .@\' ~~~'i II' :::-~ ... ., >i ,~~ ;. ~ ~o II\::I OQ Q ~~\I :;:.... I _ :I - II .", \IF ~ \~~~ ~ ~i~ ~ ,/ ~ ~ / '" // Ii-:::I /:J.... ==.~ //-~ \\ ;/ - : ~ Jt:'/ .., ~ iil- ~ o -:::\\ '" ~ ~-~l.. '" 'lI, \\\- .. \\~ ,-<:\' II\~ I~~ ~~~ \\\~~ I' ",\\3i -::.\\\: \\ \1\ =\ Ii I~~ -" II ~\ \1 \ f :;: \1 ... ~. :::: ~ .., ~ :;. oS 'lI o :0 ~ ... '" C) ~ 1:1 :lit ~ ~ ~ ~ Q ,., :;. .. Q ~ - o. & - " o :I .", Q " ~ ~ 00 Q Q -.... h h - ... - - c:: _. '" ... ~. ~ ~ :::: ~ ~~ ~~ CI) o ~ I .... O~CI) '^.;~ 8 Q 'I i1i ~ -t 0- ;:)0 '-<: CO I CO .. \S ~ ~ o C') . - ." - C') tJl o - ,... tJl ~ ~ - ce I:) "' "ll b "' ,... r;t ?? ~ ce "' ~ C) ... I ce \0 o . ROCK DISPOSAL DETAIL . FINISH GRADE: CLE:AR ARE:A FOR FOUNDATIONS, UTIL1TIE:S AND SWIMMING POOL'S. . <;9 CB 'i3 ~-L 4' Q3 FINISH SLOPE FACE o ea C8 1--/,'--1 Q3 . ~ r NOTE:: IF NECE:SSARY, OVE:RSIZE:O MATERIAL SHOULD BE RE:MOVED FROM THE I' FOOT ZONE WITH SPECIAL EOUIP/JENT,SUCH AS A ROCK RAKE,PRIOR TO PLACING THE NEXT FILL LIFT. . TYPICAL WINDROW DETAIL (END VIEW) . HORIZONTALLY PLACED GRANULAR SOIL FLOODED~ ::~~~~IT:::'m'~:~:"\;~ lli=lli=lli_ro:~: ::=ll"~~"~~SW= 11I=11I =111. ...-MITilJ1ffi~-l1J-1lf -ill-I!l-m-m-IIC: ;; 11I==111:::.111 Effi=iTI=',';.. .. :<.fii=iii=liLI1i=iii=m-ITldfU::ffi=1TE"' . ,'In=\II=11I= 111:= 111=:\11 "lii:liei'UI:=1II EIII =1II-=!J1;IU=iii=IICIIJ= 11l=1I11~"liEil1=="I=\II=1/I - I' (MIN.) _ NOTE; COMPACTED FILL SHALl. BE: BROUGHT uP AT A HIGHER ELEVATION ALONG WINDROW SO GRANULAR sell. CAN BE FLOODED IN A .. TRENCH CONDITION". . . 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