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HomeMy WebLinkAboutm30578-69JAN 141969; Grading Plans, Tract 30578 Diamond Bar County of Los Angeles ENGi NI ERING- GEOLOGY SECTION r . Robert Stone & Associates Robert Stone & Associates, Inc. Engineering Geology • Soil Mechanics • Foundation Studies 19720 Ventura Boulevard - Woodland Hills, California 91364 213) 346-0565 -- (213) 873-7382 January 13, 1969 68-301 E.L. Pearson and Associates 1551 W. Redondo Beach Blvd. Gardena, California Attention: Mr. E.L. Pearson Subject: Grading Plans; Tract 30578 Wagon Train Lane - Steeple Chase Lane - Alamo Heights Dr. East of Diamond Bar Boulevard and Pathfinder Road, Diamond Bar, County of Los Angeles Gentlemen: This report presents our opinions regarding geologic and soils engi- neering factors affecting the Grading Plans for Tract 30578 prepared by E.L. Pearson and Associates. These plans form the base map for our Geologic Map. Our field investigation was undertaken in Dec- ember, 1968 and January, 1969. SCOPE OF INVESTIGATION Our investigation included: 1. Geologic examination of existing exposures, and of exposures produced by excavation of more than 200 backhoe pits. 2. Logging and sampling of eighteen 24 inch diameter bucket -auger borings. 3. Laboratory testing of samples for soils engineering data, and engineering analysis of the stability of slopes. 4. Review of reports, maps, and data resulting from prior investi- gations of Tract 30578, and adjacent area by Moore and Taber, and by James E. Slosson and Associates. E.L. Pearson and Associates 68--301 January 13, 1969 page 2 5. Review of U.S. Geological Survey Professional Paper 420--B Geology and Oil Resources of the Puente Hills, California". 6, Study of aerial photographs of the site. Our report presents the results of this investigation, as well as design of remedial measures to provide stable building sites and stable roadways. PROPOSED GRADING The proposed grading is primarily to provide roads to lots which are essentially natural. However, in certain areas, especially along the outer side of Wagon Train Lane, building areas will be provided on certified compacted fill. No high cuts or fills are proposed. Robert Stone & Associates E.L. Pearson and Associates 68--301 January 13, 1969 Page 3 DESCRIPTION OF PROPERTY Location Tract 30578 extends eastward and southward from the intersection of Diamond Bar Boulevard and Pathfinder Road in the unincorporated community of Diamond Bar, near the eastern boundary of Los Angeles County. Topography Most of the tract is hilly. Ridge crests are typically 100 to 200 feet above adjoining canyon bottoms. Ridge flanks generally descend at the rate of 25 to 50 feet vertically per 100 feet horizontally. Canyons generally have narrow V-shaped bottoms; the exceptions are the nearly flat floor of Brea Canyon along the northwestern margin of the tract and a fairly broad gently sloping canyon in the east - central part of the tract. Drainage The northwestern half of the tract drains west to northwest into Brea Canyon. The southeastern half drains south to southeast toward Tonner Canyon which lies about one-half mile southeast of the tract. Vegetation Most of the tract has been used for cattle grazing. It is mantled by grass stubble. Native black walnut and live oak trees are abundant over much of the tract. Dense sagebrush covers some slopes in the southern part. The valley floor adjoining Diamond Bar Boulevard has been disced. Robert Stone & Associates E.L. Pearson and Associates 68-301 January 13, 1969 page q GEOLOGIC SETTING General Description Bedrock consists of the Miocene marine Puente formation. Bedding within this formation has been folded so that it tilts variously toward the northwest, north and northeast at low to moderate angles. Alluvium overlies bedrock along the floor of Brea Canyon and in the broad canyon in the east -central part of the tract. Topsoil mantles the natural ground surface nearly everywhere. Landslides affect bedrock in three areas where erosion has undercut bedding. Shallow slumping and deep soil creep appear to be common on some northward facing slopes. Puente Formation - Rock Types The Puente formation here consists of thinly interbedded sandstone, siltstone and shale. The relative proportions of the three rock types vary from place to place, but in general sandstone is the most abundant and shale is the least. Sandstone: Sandstone is particularly abundant in the north -central and eastern parts of the tract. The sandstone is dominantly com- posed of quartz and feldspar grains with interstitial silt. It is firmly compacted and locally cemented. Individual sandstone beds vary from less than an inch to several feet in thickness. Siltstone: The siltstone is micaceous to clayey. It generally occurs in beds an inch or less in thickness. The siltstone is soft where weathered near the surface, but firm and hard where pene- trated in the deeper borings. Shale: Diatomaceous shale occurs in thin laminated beds. Structure of the Puente formation The axis of the Diamond Bar anticline trends northwestward across lots 81, 55 and 6 through 11 in the western part of the tract. Robert Stone & Associates E.L. Pearson and Associates 68-301 January 13, 1969 Page 5 To the southwest of the axis, bedding is inclined northwestward toward Brea Canyon at angles varying from about 6 to 20 degrees. To the north and east of the anticlinal axis bedding is generally inclined toward the north, northeast or east at low to moderate angles. Undulations due to open folding produce local variations in the strike and dip. Variations are also produced be sedimentary structures such as cross -bedding, channelling and pinching and swelling of beds. Minor faults occur within the tract. None of the faults appear to have been active during the recent past and none pose an earthquake hazard. Faults: Faults of apparently small displacement were observed in a few places within the tract. Steeply inclined nearly east -west striking fault surfaces with nearly horizontal slickensides are exposed on the outcrops on lots 130 and 142 in the eastern part of the tract. The fault surfaces are preserved due to silifification of the adjacent material. The Geologic Map accompanying U.S.G.S. Professional Paper 420B shows an approximately located fault trending northwest across the northwestern part of the tract to a point on lot 113 where it termi- nates against a northward trending fault. Shearing and southward dipping bedding encountered in the lower part of boring B-11 may be associated with this fault; however no clearly defined discontinu- ity in geologic structure was noted in this area, except that due to landslides. Bedding Plane Faults: in addition to faults that cut bedding, faults parallel to bedding were observed in several borings. Faults of this type typically result from slippage between beds undergoing folding. Robert Stone & Associates E.L. Pearson and Associates January 13, 1969 68-301 Page 6 Joints: Steeply inclined joints occur in all of the bedrock ob- served. This is normal for the Puente formation and does not constitute a special problem on this tract. M l l 11TT 11 TY1 The alluvium consists of. dark brown to orange -brown sandy silty clay and sandy clayey silt which underlies the gently sloping floor of Brea Canyon in the northwestern part of the tract. This alluvium is firm below a depth of about 3 feet where penetrated in boring B-1. Alluvium, which accumulated long ago underlies the floor of the broad valley and tributary canyons in the north -central part of the tract. The alluvium has a thickness of 36 feet where penetrated in boring B-2 on lot 161, and 29 feet where penetrated in boring B-3 on lot 135. The alluvium consists of sandy clay silt that is firm.below a depth of about 3 feet. Erosion has removed much of the old alluvium from the valley bottom in the southern part of the tract. Topsoil Topsoil consisting of dark brown sandy clayey silt and sandy silty clay mantles the surface in most places. Where observed in backhoe pits and borings, the topsoil is generally 2 to 4 feet thick. Ex- tensive drying cracks, common in the upper two or three feet of topsoil, indicate that it is expansive. See the results of laboratory expansion tests given below. Landslides Landslides occur in three areas in the western part of the tract. All are due to erosional undercutting of bedding below slopes which developed essentially parallel to bedding. Northern Area: Three slides occur in the vicinity of lots 169 through 178 in the northern part of the tract. The two smaller slides are easily recognized by arcuate scarps along their heads. Robert Stone & Associates E. L. Pearson and Associates 68-301. January 13, 1969 Page 7 However, their relatively smooth topography and the presence of large upright trees suggests that they have been inactive for a long time. The third and largest slide is apparently so ancient that soil creep and erosion have obliterated the topographic features that characterize young landslide. Subsurface exploration reveals. that the head and western edge of this slide are marked by deep soil and firma debris composed of bedrock. At boring B-15, lot 24, disrupted bedrock terminates along a shear surface at a depth of 20 feet. This is apparently the base of the slide; below 20 feet the strata appear to be undisturbed. In boring B-11 the slide base was not identified due to the presence of faulting and folding interpreted.to be of tectonic origin. In borings B--13 and B-14, the base of both the younger and older slide is interpreted to be at 40, feet and 37 feet, respectively. In Moore and Taber boring B-29, they interpreted the slide plane as being at 48 feet. However, we interpret the slide base to be at about 30 feet. The slide plane they reported at 48 feet is probably a bedding plane fault of tectonic origin. Evidence indicating it is not a slide plane is as follows: (1) if projected northward at the reported dips of 14 degrees in boring B-29 and 20 degrees beneath boring B-41, it would be more than 100 feet beneath the surface at the toe of the slide, and (2) if it is assumed to be the same shear plane as reported at 65 feet in Moore and Taber boring B-41, the shear plane would have an average dip of only 8 degrees, an inclination that seems too low for sliding in these materials; in addition, this 8 degree inclination is not consistent with the dips reported in the borings. Cross -sections M-M', N-N' and O-O',accompanying this report, represent our best interpretation of'the configuration of the three landslides. Robert Stone & Associates E. L. Pearson and Associates 68-301 January 13, 1969 Page 8 Central Area: The landslide in the vicinity of lots 46, 47 and 48 is controlled by a synclinal undulation in the northward dipping strata. A soil -filled graben was exposed in two backhoe pits at the head of the slide. Although no slide plane was recognized in boring B-26 by Moore and Taber, our interpretation places the base of the slide at about 20 feet at that location. Bedding upslope from the head of the slide strikes directly into the slope and should provide adequate support for residential structures. The landslide in the vicinity of lots 51 through 54 is also controlled by a synclinal undulation in the northward.dipping strata. The slide is 312 feet deep where penetrated in boring B-27 by .'Moore and Taber. The configuration of the slide is shown in cross -sections I -I', J-J' and K-K' along with the remedial grading designed to support the area upslope from the slide. Southern Area: In the vicinity of -lots 58 through 68, the natural ground surface slopes toward Brea Canyon at an angle equal to or slightly greater than the inclination of bedding in the underlying strata. There are no scarp or other well-defined physiographic evidences for landslides in this part of the tract. However, a soil and debris -filled graben was exposed in our backhoe pits on lots 61, 77, 78 and the adjoining roadway. This revealed the existence of an ancient slide. The graben is 7 feet wide where exposed on lot 78 and only slightly wider to the southwest. This suggests - that the total slide displacement was small, on the order of 10 feet. Our interpretation of data from borings B-7, B-17 and B-18, and from backhoe pits indicates that the slide has a maximum thickness of about 30 feet within the tract. The configuration of the slide is shown on cross -sections F-F', G-G' and H-H' along with remedial designs. Robert Stone & Associates E. L. Pearson & Associates 68-301 January 13, 1969 14i.e 9 Slumps Shallow slumping appears to have occurred on many of the steeper northward facing slopes. The slumps are indicated by hommocks below small indentations. in the slope. They probably formed during exceptionally rainy periods after the soil and underlying weathered bedrock became saturated. Material affected by slumping is generally poorly'ccmpacted and subject to creep. It must be removed prior to placement of compacted fill. If it is left in place, foundations require specific design for the specific site. Groundwater No springs were observed within the tract during the course of this investigation. No groundwater was encountered in any of the 18 borings made by us and none was reported in the 7 borings made by Moore and Taber during their earlier investigation of the tract. R.-)be: t Stone & Associates E. L. Pearson and Associates 68--301 January 13, 1969 e 10 SOILS ENGINEERING Soils engineering analyses were performed to determine (1) rotational stability of the steepest natural slopes and (2) design of compacted fill shear keys where these are required by unfavorable geologic conditions. The locations of the proposed shear keys, slide removal and recompaction, and buttresses are shown on the cross sections and geologic maps accompanying this report. ROTATIONAL STABILITY Natural Slopes: Stability analysis of three of the highest and steepest natural slopes were performed. All three of these analyses show Factor of Safety well above 1.50. Strength values used in our analyses were derived from laboratory tests on saturated samples of typical materials obtained during our investigation. The analyses were based on the conventional method of slices. Proposed Slo)2es: Because proposed grading will be limited to low slopes necessary for roads, we deem analysis of these slopes to be unnecessary; our rotational stability analyses of much higher natural slopes show adequate Factors of Safety. Shear Key Design and Slide Removal To correct unfavorable geologic conditions, compacted fill shear keys have been designed to support bedding on lots on the outer side of Wagon Train•Lane (See.Sheet_3). All the shear keys have been designed for a minimum; Factor of Safety of 1.50. Where slide material is present, removal and recompaction of the debris has been included in the remedial design. This occurs on Wagon Train Lane and Steeplechase Lane. Robert Stone & Associates E. L. Pearson and Associates 68--301 January 13, 1969 Page 11 This remedial grading is designed to provide buildable areas 100 feet wide on each of the lots, as well as stable roadways. The buildable area would be uphill of a 1:1 plane projected up from the toe of the key (or a 1 ,:l plane if a fill is built above the' existing ground surface). Calculated Driving Force: Driving forces were calculated fora. wedge resting on the potential -failure surface along the bedding plane, from the rear of the shear key uphill along the plane to its intersection with the existing ground surface (or proposed grade). The driving force was computed as the inclined component of the weight of this wedge acting along the plane. ReSistinq Force Along Failure Surfaces: Resisting shear strength parameters along potential bedding planes are based on laboratory tests described below, made on remolded samples of plastic clays obtained from a pre-existing failure surface. The parameters assumed in our design are as follows: 0 = 9.0 Degrees C - 500 lbs/sq.ft. Compacted Fill Shear Keys: Shear keys have been designed in all cases to extend through the lowest potential failure surface to a surface where bedding is supported below the canyon bottom. In certain cases double shear keys have been designed. The upper key is designed to support unfavorable bedding within the upper portion of the slope, and the lower key to support the entire potential slide mass. Shear strength developed by the compacted fill keys was calculated as the cohesion and internal friction of a column of soil overlying the potential shear surface. The total resistance was assumed to consist of the resistance along the failure plane and the resistance of the shear key.• Shear.strength of the compacted fill was determined by laboratory tests on saturated samples. Typical shear key designs are shown on the attached cross -sections; our calculations are attached, Robert Stone & Associates E. L. Pearson and Associates 62-301 January 13, 1969 Page 12 Compaction of Soils in Slide Areas Consolidation tests described below were performed on typical undisturbed samples of soil -like materials obtained from within the slide zones. The tests indicate that these materials are well - compacted from a soils point of view. However, we have designed the shear keys, buttresses and remedial grading to include removal and recompaction of slide material from the roadways,_ and extending far enough from the road to provide 100 feet of buildable area. Buttressing In addition to the shear keys described above, an equipment --width stabilizing fill will be required along the south side of Wagon Train Lane, between the west end of the tract and Lot 79. These cuts, a maximum of 24 feet high will daylight unfavorable bedding (dipping about 120 to 140). Recompaction of Existing . -Ground The existing surface soils in building areas include mainly dark brown silty and sandy clays, which are dessicated and cracked to a depth of 24 to 30 inches. These soils should be cleansed of vegetation, brought to proper moisture control, and recompacted to a minimum of 90 percent of the laboratory standard prior to being used for support of foundations, or appropriately designed foundations be engineered for specific buildings on specific sites. The soils are expansive. Recommendations for design of suitable foundations are given in our "Conclusions and Recommendations". Robert Stone & Associates E. L. Pearson and Associates 68-301 January 13, 1969 page 13 LABORATORY TESTING Classification Soils were classified visually according to the Unified Soil System. Classifications were supplemented by index tests, such as hydrometer analyses, mechanical analyses, and Atterberg Limits for representative specimens. Unit weight and moisture determinations were performed for each undisturbed sample. Results of density and moisture determinations, together with classifications, are shown on the Logs of Borings included in this report. Laboratory Standard for Compacted Fill The maximum density and optimum moisture content was determined for two major soil types encountered in the borings. The recommended laboratory standard is ASTM:D-1557-64T, modified to three layers. Moisture density relationships obtained for these soils are shown on the attached curve. Direct Shear Tests In order to determine the shearing strength of the soils, direct shear tests were performed on representative undisturbed and remolded samples. Samples of remolded fill were tested at 90 percent of the laboratory standard. To simulate possible adverse field conditions, the samples were saturated prior to shearing. A special saturating device was used which permitted the samples tested to absorb moisture while prevent- ing volume change. Graphic summaries of the test results are attached. Robert Stone & Associates E. L. Pearson and Associates 68-301 January 13, 1969 Wage 14 Testing of Slide plane Material To determine shear strength parameters for resistance along bedding or shear planes, our field engineer obtained hand samples of typical materials from the shear surface observed in Boring 41 (-made by Moore and Taber, Inc.) at a depth of 62 feet. To assure that the moisture contents of the samples were typical, the outer four to six inches adjacent to the hole were removed before samples were obtained. Composition of the Samples The samples consisted of pieces of shale and siltstone in a matrix of plastic clay. Laboratory examination of the samples indicated that the plastic clay matrix would exhibit much lower shear strengths than the samples as a whole. To obtain a conservative set of shear strength parameters, we therefore, reconstituted a single test sample 1.00" high by 2.62" in diameter) using only the plastic clay matrix at field moisture and density. Test Procedure and Values This single sample was then cut to form a pre --determined shear plane and sheared three times at progressively increasing normal loads. The resulting values are as follows: 0 = 9.0 Degrees C = 1100 lbs/sq.ft. Since the cohesion could depend on moisture content, however, and because moisture and drainage conditions might be different in other portions of the slide plane, we have used a lower cohesion value of: C = 500 1bs/sq.ft. in our analysis. Robert Stone & Associates E. L. Pearson and Associates 68-301 January 13, 1969 Page 15 Load -Consolidation Tests To investigate the settlement of soil -like materials within alluvial and slide zones, five load -consolidation tests were performed on an undisturbed sample of natural ground. Axial loads were carried to a maximum of 8000 lbs/sq.ft.- Moisture was added in each case at an axial load of 4000 lbs/sq.ft. to hasten consolidation and to simulate possible adverse field conditions. All of the samples tested were found to be in a well -compacted condition and Exhibited very low compressibility. Expansion Tests Potential expansive action of two typical soils was studied by remolding bulk soil samples to 90 percent relative compaction. The samples were then air-dried, and saturated for 24 hours under a surcharge of 60 lbs/sq.ft., the approximate load imposed by a four -inch concrete slab. Results indicate that although the sand- stone and siltstone bedrock is non --expansive, the upper existing soils are moderately to highly expansive. Our results are attached; suitable foundation design parameters are given in our "Conclusions and Recommendations Robert Stone & Associates E. L. Pearson and Associates January 13, 1969 68--301 Page 16, CONCLUSIONS AND RECOMMENDATIONS 1. From a geologic and soils engineering standpoint, Tract 30578 is suitable for development as shown on the grading plans prepared by E. L. Pearson and Associates. These plans form the base for our Geologic Maps accompanying this report. 2. After the grading, which includes construction of compacted fill buttresses and shear keys, as well as removal and recompaction of some slide material, each lot will contain adequate building area. The roadways will be on stable bedrock or on certified compacted fill. 3. The rules and regulations of Los Angeles County require geologic inspection during grading and submission of a final geologic report. If at the end of grading any areas are left with significant unfavorable geologic conditions these must be called out in the final report as not suitable for normal development (i.e. as restricted use areas). Of course, the specific plans for each specific lot must take the topographic geologic, and soils conditions into account, and must comply with the rules and regulations of Los Angeles County. At the present time, the only restricted use areas we anticipate are as follows: Off Rim Fire Lane --- Lots 34, 35, 36, 37, 38, 39, 40, 41 and 42, the slide areas shown on Sheet 2 of our Geologic Map are restricted use areas. Robert Stone & Associates E. L. Pearson and Associates January 13, 1969 63--301 Page 17 Off Wagon Train Lane -- Lots 4-6-,- 47 , -48 , 49, 50, 51, 52, 5-,3-.-and 54,` as well as lots--53-;-- -6-Cr 61, 62-, 63, _64, 65, 66, 67`and 68 have restricted use areas beyond the 100' wide buildable area extending downslope from the outer edge of the road. This 100' wide area will be stabilized by remedial grading which includes construction of shear keys and removal and recompaction of slide debris. Off Steeple Chase Lane -- Lots 167, 168 and 169 have a restricted use area beyond the 180' wide buildable area extending from the outer edge of the road. Lots 170,_ 1.71, 172, 173, 174, 175, and 176 have restricted use areas beyond the 100' wide buildable area extending downslope from the outer edge of the road. This 100' wide area will be stabilized by removal and recompaction of slide material. 4. We understand this tract will be sewered. 5. The underlying materials include expansive soils Expansion tests should be made before individual foundations are designed. For typical flat pads or gently sloping lots we recommend the following foundation designs: Foundations ---.Exterior and interior foundations 18-inches deep, and continuously reinforced with one No. 4 bar top and bottom. Slabs -- Soils beneath the slabs should be at or above optimum moisture content to a depth of at least 18 inches, and should be compacted to 90 percent of the laboratory standard. Robert Stone & Associates E. L. Pearson and Associates 68-301 January 13, 1969 Page 18 A moisture barrier should be placed beneath the slabs. The slabs should be 4.00" thick, and reinforced with a minimum of 6x6/10x10 welded wire mesh. As noted in the body of our report, the upper 24 to 30 inches of existing soils in building areas are desiccated and cracked. These should be recompacted to a minimum of 90 percent of the laboratory standard at proper moisture content before they are used for support of foundations. 6. Compacted fill is to be emplaced on the tract. Prior to the placement of any fill, all debris and surface vegetation should be stripped and removed from the site. All unsuitable material should then be removed to firm, natural ground or bedrock. 7. Soils used in compacted fill should be cleansed of any debris, brought to proper moisture content, and recompacted to a minimum of 90 percent of the laboratory standard ASTM D:1557-58T, modified to three layers). 8. On slopes steeper than 5:1, a minimum width of 12 feet of compacted fill is recommended. The base of compacted fills should be founded in horizontal benches cut into firm material. The heights of benches should be controlled in the field by the soils engineer. 9. Fill slopes should be compacted to 90 percent relative compaction to within 6 inches of the finished fill slope. The outer 6- inches should be compacted to a minimum of 85 percent relative compaction, under our control by grid rolling or an alternate method (subject to our approval). 10. Compacted fill buttresses will be built where street cuts under- cut inclined bedding (or the cuts will be flattened to correct the situation). Robert Stone & Associates E. L. Pearson and Associates January 13, 1969 68-301 Page 19 li. The fill slopes should be planted and maintained to minimize erosion. 12. We are available .for consultation with you or officials of the County of Los Angeles at your convenience. We appreciate this opportunity to be of service to you. Very truly yours, ROBERT STONE & ASSOCIATES, INC. BY Robert Stone, Ph.D., President and byn c-f Perry L. E lig, Ph.D. Ewr. Ge logist and b v erald Gorian, RCE 14698 RS:PLE:GG/dwt Distribution 4 E. L. Pearson and Associates 4 County of Los Angeles Enclosures: Geologic Map Cross Sections Buttress Calculations Logs of Borings Laboratory Data Robert Stone & Associates cc w r_ n: J J H G') NG E Fm4h r EL C I X,_ iu Oic E Ic 0 K I o a il I G G H u-iH U J r.• 5] H a G m_ j4 ll lil TI r G rw I W CI 9 + r-4 rf a f E I I I i t I O y co IU4v H 4 H U co z w H H CI o c a NC) U C c) U) I l l O H l H H ¢ 0.. H U H H Ly Cs, v I iI O 7-1 E-4 co H a. 1 I H O G E-1 x z .. c 0 o x O OH H H j x C y Lti z I j00 v7-4 ccM U Q C Y i E- ihl E IJ} f 1 1 j I r 7 I 1 H H H mV t0 7 N r, O CQIOO c U U U! is U7 Ul 41 J Lo o O F O H ii< Fi rr, O G O P Ed E U 2 5N W c 0 C 01 00 0 O H y C=arm I F-4 7 G CD I i LQH VCL I i l lx i I x d o w CI] i I H i I co ri I Er 0 -I OE v I P O H O v 6 i s P. co i I I ! 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YF roe _.._' i - 9 r J oo Y M ANALYSIS OF TRANSLA`Y'ORY STABILITY JOB NO. 68'3o r SECTION A - A' SHEAR STRENGTH PARAMETERS - Slide Plane Natural Ground Compacted Fill C '(Lbs./Sq.Ft.) `Too 400. : 400 3 2 p ao r (Lbs./Cu.Ft.) f 26 12, Factor of Safety 3. 3 5 I Driving Force= i W Sin a,+ Wi Sin. °(_ Resistance = W.Cos. °K Tan.A.. X L, =L+ WTan.<b Segment Area Sq• In.) Weight Angle Slide Sin.0 Cos.P( D.F. Wt.SinaC Normal Force Frictional Cohesion Total L CXLplaneaWCosa Resistance W Cosa Tan Resistance J 3 260 2'9 995 160. 8c7 v 1 v•4 So 50 2 0 •2 0 2S 67 S 0 2 2 5-- ROBERT STONE S ASSOCIATES, INC. JOB NO. SECTION_ SIIEAR STRENGTH PARAMETERS Slide plane Natural- Ground Compacted Fill C (Lb s./ S q. F t ) x c n i. C) 0 Driving Force= 2 W Sin ar4- Sz Sin. °(z r (Lbs . /Cu. Ft.) Resistance = i Wz Cos . Tan 4)se+2: Lf ZL+ WTan. Factor of Safety 1 -7 Segment Area S In.) q• 7Weight Angle Slide Plane Si.n.PC C05.• nC D.F. Wt.sinn( Normal Farce W Cos O( Frictional Resistance W Cos cXTan Cohesion Total ResistanceAS L CXL CTlIKI 0 ACC,Zr'I ATrC 1riP AHALYSIS OF. TRANSLATORY STABILITY JOB NO. SECTION, SIJTAR STRENGTH PARAMETERS Slide Plane Natural Ground Compacted Fill C (Lbs./Sq.Ft.) CD x (Lbs./Cu.Ft.) 1 2_ Factor of Safety ' ' ':>- -'( () II Driving !Force= E W, Sin a,+ z Sin. dz Resistance = W Cos. °, Tan.$P ZCL+ zL+ WTan.cp Segment Area Sq• In.) TWeight Angle Slide Plane S1.n.PC Cos.. oC D.F. Wt. Normal Farce W Cos PC Frictional Resistance W CosoCTan(p Cohesion Ttotal ResistanceLCXL t f rp R03UT STONE & ASSOCIATES, INC. 1 JOB NO. SECTION SHEAR STRENGTH PARAMETERS Slide'Plane Natural Ground Com2acted Fill C (Lbs /Sq.Ft.) `;c) cD :=[coo f Driving Force" W1 Sin «,+ 72 Sin_ d2 r (Lbs. Cu.Ft.) '?. j Z Resistance = W.Cos. °4 Tan.,Psp+XCL+ CaL; S,7an.cj5 Factor of Safety r9 Segment Area Sq• In,j Weight Angle Slide Plane S.i.n..pC Cos.. oC D.F. wt.SinvC Normal Force W Cos R Frictional Resistance W Cos o(Tan Cohesion Total ResistanceLCXL 4 ROBEIRT STONE R ASSOCiAS E S. INC. ANALYSIS OF TRANSL ATORY JOB NO. SECTION 4a SHEAR STRENGTH PARAMETERS Slide Plane Natural Ground Compacted Fall C (Lbs./Sq.Ft ) t i c) r' t7 3 52= .4 Z` Ja 7 r (Lbs./Cu.Ft. Factor of Safety 2 Sr'17Ax31 LfTY Driving Force= W, Sin a,-/- 5,z Sin. dz Resistance E WZCos t Tan.jSp+XCL+ L; WTan . Segment Area S In.} q• Weight 4 _ Angle Slide Plane oC Si.n.P( r ofCo..• D.F. Wt.Sinr-C Normal Force W Cos a J Frictional Resistance W Cos cXTan ( Cohesion Total Resistance LCXL9. Q) Pr-0T c-sn\r!: 5' Accrnr,IATrc IMr JOB NO. C) I SECTION F F SHEAR STRENGTH PARAMETERS Slide Plane Natural Ground Cor lpacted Fill C (Lbs./Sq.Ft.) 500 40o 400 30' r (Lbs./Cu.Ft.) 125 12 5 Factor of Safety . 2 - 13 Driving Force = Y- W, Sin «,+ Vi Sin. dx Resistance = W. Cos . °t TanA.J('-L+ CL; WTan .Q) Segment Area S zn.} q • Weight Angle Slide Plane Sj. n. r oC C0S .• D. F. Wt. Sin o< K, $ Normal Force W Cos PC r I S Frictional Resistance W Cos cXTan(p i% g Cohesion fatal Resistance LCXLKip- s T 1.55 310 1r, 27 ro 91 8C 2gg 47 165 G6 a r; Rcss 0.42— 84 53 45 Is 8 100 64 1 84 ROP)EV STONE R ASSOCIAT S, INC. JOB NO. - j o j SECTION G - G SIIEAR STRENGTH PARAMETERS Slide Plane Natural Ground Compacted Fill C (Lbs./Sq.Ft.) 500 4 o o ..400 Jn 300 r (Lbs./Cu.Ft.) I2 5 125 Factor of Safety 2 A 2 oP t. BO T TO tj. J s 7C i 1 Driving Force=W, Sin C,-f z Sin. dz Resistance = Y- WzCos.°( Tan.jsp+XCL+ ZL+ WTan.cp Segment Area Sq• In.) Weight III ips Angle Slide Plane SI.n.QC Cos.• G{ D.F. U9t.Sino{ P's Norma] Force W Cos P< Kips Frictional Resistance W Cos a Tan CP Cohesion Total rRe is tanceLCXL 1 p BUI P_5S J -4 1 G82 i 1 . 1.30 0 7o I Oro 260 1S0 4 C > Ic 1 6 7 1311 13Uf, f_ 2._ o oC 2 50 50 20Ll R03EMT STONE 9 nS 1OCIA ES, INC. I- iA N S L. AST O Y SDI -A 1 L l T Y JOB NO. G C; — 7DP SECTION - t-1 — i SHEAR STRENGTH PARAMETERS Slide -Plane Natural Ground Compacted Fill Driving Force=X W, Sin «r+ i Sin. °<z r (Lbs./Cu.Ft.) ofResistance = 7- WzCos. WTan.cpTan.S+CLI z Z. Factor of Safety " Segment Area S In.) q• Weight Angle Slide rS:1.rx: r•cCCo. D.F. Wt.SinoC Normal Frictional. Cohesion otal L` CXLPlane Force W CosrX Resistance w CoscKTan[p Resistance OC v i Jr • . 3 4, s• try tt ROBERf STONE R. ASSOCIATES, INC.. JOB NO.: SECTION s C SIIEAR STRENGTH PARAMETERS Slide -Plane Natural Ground Compacted Fill - —! C (LU s . / S q . F t .) " (z r r , r' : °." ... .-. "...-- Driving Force= ;E W Sin « + W Sin Sz r (LUs./CU.Ft.) Factor of Safety`'- Resistance W2Cos. °1, Tan.1hp+CLr CLz+ WTan.0 Segment Area S zn,) q• Weight- Angle Slide S4.n.9 Coy.• c{ D. F. Wt. Sina Normal Frictional Cohesion r-, - DotalL CXL PlaneForce CosP< Resistance W CostXTan(p Resistance k j 1W t ROBERT STO lE R ASSCCfATES, INC. f ANSLAir'ORY JOB NO. 5 0 i SECTION SHEAR STRENGTH PARAMETERS i Slide Plane Natural Ground Compacted Fill C (Lbs./Sq.rt.) 50v 4 o0 x (Lbs./Cu.Ft.) Factor of Safety? f J J r J " 0 125 12-J Driving Force E W, Sin d,+ Wx Sin. °(x Desistance ZW;,Cos.C4 Tan.(S.+,7CLi zLi WTan'q5 Segment Area Sq• zn.) Weight Angle Slide S:n.PC r cCCo..• D.F. Wt.Si_n t Normal Force Frictional Resistance Cohesion To{-a Plane W Cos OC W Cosa Tan Cp L CXL Resistance S o I J 470 16 '3 so 4 5 2 71 5 4-5 GID c`3" Ma G03 5 41._1 2,42- 105 995511,L3 C Z 323 ROBUT STO'HE R ASSOCIATES, INC.. OF TFIANSLATOF-W ST,/MUILITY j o 13 No. SLCT-ioti K Si rr R -CRENGTH PARAMETERS Slide Plane Natural Ground Led Fill C (Lbs./Sq.Ft.) o 0 r (Lbs./Cu.Ft.) Factor of Safety r , 15.7 2 Driving T7orcc=3- W, Sin .(Xj+[ L Sin .c(j Resistance W2 Cos. 0( Tan.(,.i-yL+CL+ WTan.cp Segment Area Sq. 1n.) Weight KI fl 1 Angle Slide Plane Si. n-lx Cos.-O D. F. WL. Sinr-< Normal Force W Cos PC Frictional Resistance CosCKTan( p 1 Cohesion dotal Resistance LCXL5-.) 04 9 3 Ir 14.- loo- 2. 8> I JOB NO.1 SECTION SHEAR STRENGTH PARAMETERS Slide Plane Natural Ground Compacted Fill C Mbs./Sq.Ft.') 400 O C) 2 r (Lbs./Cu.Ft. ) 12 5 2 - Factor of Safety j`7 V Driving Porce 2: W, Sin .&, Ui Sin. G z Resistance = 7W2Cos.a Tan.0.5,0: Lr CYL+ WTan.0 Segment. Area Scr.In.) t 1 TVeight IJ Angle Slide Plane S1 r.pC Cos .• o{ D.F. Wt. Sin r C Normal Force W CosP( Frictional Resistance W CoscXTanfp Cohesion Total ResistanceI, CXL r 1c D82 260 o 7 12 2 G O 2 r.-.. .z- r , r,•- II- n r Ir-r :- . , :-C, 1• rr' 77 l b 4 ( E x <--,4 v -A x C- A k 0 4- P r--P, t A- aV E L C, (--)A E IA R DA G L- A A I Sol Z C-> o k 4 C> CD 0 Q p C3 64l G 0 -2. "S" 6o o 0 Ci c o o S- Cz> 0 C) ri 2- 0 17 7 97O c.) c-, A-Q! D 0 2- CD (D 0 S c7 S6- C SOILS i fi r ENGINEERANG DATA Typical Fill Materials MAXIMUM DENSITY CURVE Moisture Content in Per Cent of Dry Weight 125 u 120 115 a°. 110 0 105 LOCATION Boring No ..... ..... #... ........ Depth, in feet . 20.'. REPRESENTAT WE FOR Remoted Puente Sandstone and Siltstone SOIL CLASSIFICATION Soil Type and Description Poorly Graded Silty Sand METHOD OF COMPACTION ASTM Standard Test Method D-1557-64T{Modified} 4" Diameler mold; 1/30 cu. ft. volume 3 layers 25 blows per layer; 10 lb, hammer dropped 18 inches OPTIMUM MOISTURE CONTENT, In Per Cent of Dry Weight MAXIMUM DRY DENSITY In Pounds Per Cubic Foot GRAIN SIZE DISTRIBUTION Sieve Sizes - U. S. STANDARD Sr1 16 40 100 200 iN111 MN1111 1111111 IIIIIINM 11 ME1110110 111111N IIIIIIN IIIIII 111111'N 11N11N0 111111N IUMMOII M I1NIIN 111111N , 1111 111111 111111N 111111N IN N IINII fIIII1N IIIIII , 11 MI IH,NN 1NIIIN nN N INII 11..N uII11N , IIIIIIIIN11IIIIII1>!.lIIN , Particle Diameter -Millimeters Gravel; Coarse Medium Fine Silt I Clay — Sand; Sand Sand ATTERBERG LIMITS Liquid Limit N.P. Plastic Limit N.P. °/o Plastic Index N.P. % 0 EXPANSIVENESS Swell from Air Dried to Saturated. Remolded to 900/. of Laboratory Standards. Surcharge( lbs./sq. ft.) 60 . 400 : 650 Swell 2.6 SOILS ENGINEERING DATA Typical Fill Materials MAXIMUM DENSITY CURVE Moisture Content in Per Cent of Dry Weight 5 10 15 20 25 LOCATION BoringNo....,...7..... .................... Depth, in feet. Surface .......... REPRESENTATIVE FOR Upper Natural Soil SOIL CLASSIFICATION Soil Type and Description — (CL) Silty and Sandy Clay METHOD OF COMPACTION ASTM 5tandord Test Method D-1557-64T(Modified) 4" Diameler mold; 1 /30 cu. fl. volume 3 layers 25 blows per layer; 10 lb. hammer dropped 18 inches OPTIMUM MOISTURE CONTENT, In Per Cent of Dry Weight 20.0.2........ . MAXIMUM DRY DENSITY in Pounds Per Cubic Foot .97. GRAIN SIZE DISTRIBUTION' Sieve Sizes -U. S. STANDARD a"4 10 16 40 100 200' 1— 1ydrometer j. mill so.' nlnil iiiiill.iiu ill ililill : , innn i ii n iiw.n i rin nn iim iiii nisi..— , Pr • Particle Diameter -Millimeters' Gravel`Coarsej Medium Fine Slit I Clay - Sn_ncf I Sand t _ Sand ATTERBERG LIMITS Liquid Limit 47 Plastic Limit 19 Plastic index 22 EXPANSIVENESS Swell from Air Dried to Saturated. Remalded to 90% of. Laboratory Standards. Surcharge i Ibs./s . ft.) 60 . 400 650 8.40Swell `~ 000 3000 2000 1000 W a N, 0 m s c d 400 c O d V) 300 200 100 R=-SULTS ®= SH=-ARI C OTME .^ O'3 H TESTS Undisturbed, Saturated Samples i PUENTs SANDSTONE & SILTSrONE r i ! B3 d 30' I00- 3' D f t I D 1000 2000 3000 4000 5000 6000 PLANATION: Normal Load(l$S/SQ FT.) EXBEX = Sar,le taken from ROBERT STONE a ASSOCIATES, INC. Job No 63-30B6fflY'r f" 1 Feel to Deplh. 800( 700C 600C 500C 400C V00a 2000 1000 0 4 :S U L 7 S 0r~• S : w w.,1`--u LM N J G 2,c w ir..: 3 Bulk Samples Remolded To 90% and Satuyra:ed iPUENTE SANDSTONE I I i I i 4 r B4 @ 20' I W 400 s; t 1000 2000 3000 4000 50Q0 6000 Normal Load{LBS/Sn FT.) EXPLANATION: ROBERT STONE & ASSOCIATES 20rin ' 9 i2 few in Death. 8-9 a 12' = Sarn li3' taken •from job No. 68-30 1 RESULTS Or SIHMARINC STRENGTH '4= i7 3 Undisturbed, Saturated Samples 400 PUENTE f 1 N SANDSTONE 300 200 100 rn tr W 4000 rn Q) L V) 3090 2000 1000 0 1000 20.00 3000 4000 5000 6000 EXPLANATION: Normal Lood (LBS/SQ FT.) B-90E1'= Sample tawen from ROBERT STONE & ASSOCIATES, INC. Boring'9 at 0 Feet to Depth Job Nck 68--301 C1 Ln V) rYa J c LO cn c a 200 IM Undisturbed, Saturated Samples D woo 2000 3000 4000 5000 6000 EXPLANATION- Normal Load (LBS/SQ FT.) B-9@IZ'= Sample taken from iZOBERT STONE ASSOCIATES, INC. Borrng'9 of I? Feet in Depth. Job No. 68-301 3 2 i RESULTS OF SHEARING STRENRO-CH TESTS Undisturbed, Saturated Samples EXPLANATION: Normal Lood(LBS/SQ FT.) 9@12'= Sol*e taken from ROBERT STONE & ASSOCIATES, INC. oring'9 at 12 Feel to Depth. Job No. 68_30r RESULTS OF M-iZZARING 0TRMI 310T ri1 TZS T S Undisturbed, Saturated Samples 400 t r 2' I 0 1000 2000 3000 a000 sago 6000 EXPLANATION:_ Nosm-al--Load-ttB-S7-SQ FT.? B-9@ i2,= Sainwe taken from ROBERT STONE & ASSOCIATES, INC. Job Na 38-301 Bor;ng'9 al 12 Feet to Depth. Undisturbed Samples at Field Moisture 9000 ----- - J SEAR PLANE+ MATER! AL i 8001 rnlI 600C d 5000 m J wo 3000 2000 1000 I 1 I k I I I I j I r 3 i I a f EXPLANATION: Nortrtal Load t LBS/SQ FT B-9@ 12, • Sample taken from ROBERT STONE & ASSOCIATES Boring 9 at 12 Feet in Depth. Job No. 68-30 1 Q 6.0- K 4,0- C V 2.0- L a: al 2.0- 4.0- LWI L ao 14.0- 16.0 - 1s.0- LOAD COi®IriSOLU©ATION TaSTS L E { I' i I I ,, f• I E I[ jj1 I I I I I f I 1 I. fid. I i i . I j i j I I I I, t I { 17 I II I f I f I Ij, 1 O O O O O O O O O O O O O O O O O O O o O p O p O 0 0 0 0 0 0 o 0 0 o 0 o 0 0 0 o p r cn v 7M 0 O 0 O O rr M v n Normal Load (LBS/SQ.FT.) O FIELD MOISTURE ROBERT STONE Ek ASSOCIATES 01- EFFECT of ADDING MOISTURE Job No. 68--301 REBOUND c 0 0 e.0- 0 CL X Lu 4.0- C V s.a- O a o_ 1 z.0- LID, 4.0- LOAD CONSOLIDATOONTES7S j . !, .' i j _ •. I. 1 • :. I II I I I I Ijf' I. 71.1 I I, I I I , ;` I I 1 I I„ -1 , I I i ! t E 1 , I 1 I i T i ` ' •I S ' ` 1 I I I - h I i L,. I 1 r jI fj I 1 • fl''••E 1 I I I r r JE I 1 V t - 1.i i 1 II I i fill t E I f J i IItt 1I I. I I l 1 I. Ir I.. 1 11- I I' L I II I I I I • 4 I i. 1. I ` I . .I I . I . , I i{ IIIJ I I a o 0 o a o 0 p O O 0 0 O O O 0 O 0 ROr rpl %r h p O r c &n O kl O O O O f r l^I L"i 7 N Normal Load (LB5/50.FT.) O FIELD MOISTURE ROSERT STONE ASSOCIATES EFFECT of ADDING MOISTURE Job No. 68-30 REBOUND 1, c C 6,0- D x to 4.0- ei V 2.0— L al 2.0- 4.0- c 6.0- 0 8.0- 0 0 10.0- 16.0 - 18.0- i jj 1 1 I I ff, I 77 I I i ft- I I I I r I err V i I! 1• 1 I 1 kl I i! I i 111 1 i E III 1 i1 j 1 I J. C I O O O V c7 p O O O O O O O O O O O O O O pV Nf 7 %n O O N rl -W h O N O O O O Normal Load (LBS/SQ.FT.) O FIELD MOISTURE ROBERT STONE E. ASSOCIATES EFFECT of ADDING MOISTURE Job No 68-1301 REBOUND 0 C 6.0- a a. x 4.0- c V 2.0— L a 0 - 2.0- 4.0- c 6.0- 0 a u 8.0- 0 0 10.0- u 18.0- LOAD COiNSOLUDA-70ON 7 ESTE5 I I -•- I I I I i I 1 I I" I •. 1 I , I I r I 1 i E 11. I I I I r I l t I i r 1 I i.. 13 II1tj I. I F r I I 14 I'. • { I i,,l i J 1 II .. I II` J E i i }.: I I. l I I , I.1 1.. i 4 I -'-t-• Ey.. I I 1 it I , I f a 1 i I , i 1 I I.•r L. l..I„ i. I ', I 1H , I :f jl, I I. I i I i` i i. I• I I I, 0 0 0 0 0 0 0 p ! V M Iq SH 0 n G 0 0 O 0 0 0 O O N M at '^ N Mi v h Normal Load (LBS/SQ.FT.) O FIELD MOISTURE ROBERT STONE & ASSOCIATES 0 EFFECT of ADDING MOISTURE Job NO- 68-301 REBOUND LOAD CONSOLnDATOOlid TES S O i 7 f ISIII • I r C 6.0— I; ! I I I . , ,i i i f; I II I • y I 11 {,h ll- I'..I ,. I..I .. fftE Jj ` - I i ''` 4444 1.. 1, i 1K JL- i { I I I ...I I +. .. .. + 4 I i i Y [ I ` f ' I 1 141...{, ,.I . •' . .. I I ' I I . I i • 1-} i ' k ; 1 i i i. I' I I_ 2.0- I t j I 1 I , I L.., .: ... .....Ti 1Y 1 1 1 .. I.. I III I, ' I. , L :.E.. I 6.0- p 8.0- Q 10.0- I I a I O 14.0 - 4 I ! I fl I 11i ....1 .,I"i 16.0- I I ' I + I ' I I ii jil{4 I f .j.. l. I I f c-1• i'.. I } I . i, 18A- I. I I if I• 1• I I i 1 1 1 1 Q I I ..I il I , 1 I I •, I f I I i , 1 1 0 O 0 ,O a 0 0 rAi M v n O 0 0 0 0 0 RN fA9 L p h O O 0 0 IN cn Q ,/ 1 Normal toad (LBS/SQ.FT.) O FIELD MOISTURE ROBERT STONE B ASSOCIATES EFFECT of ADDING MOISTURE Job No. 68-301 REBOUND C 5 DA-JA Lo o No . ........ ....... I ...... I ............ PROJECT . .......Pearson - Diamond Bar - Tract No. 30578 I ............... ............. 11 ...... ...... - ......................................... .......... ........ - .............. ........... I'll... ........... 1.11.1 ......... .... ....... ....... Method of Drilling; ...................."".......Logged by........ KEE ........ . ......... Job N . . .... 1.168-301y .. ..................................... Ground Elcvaflon; ....... 7..8..7.± .............. Location: ........................ S.e . e .... M . ap .............. I ..................................... Date Observed..l 2 / 2 - 4 . . 6 8 DESCRIPTION SOIL TESTS TOPSOIL: BroWn-dark brown, silty, slightly sandy medium to plastic CLAY 12.3 106 with some sandstone fragments L(dry, cultivated to 11; moist, firm lnw) 15.3 105 SUBSOIL - ALLUVIUM: Brown silty mediurr CLAY with scattered shale fragments moist, firm to stiff but slightly CL porous) 1 Dark red brown silty medium to plasti CL 117.2 13 CLAY (moist, stiff to hard) Some hairline cracks 15 1 61i 118,.611061 Locally porous 12 Brown sandy CLAY (moist to very moist stiff) with sandstone and, shale fragments. i 25 L Total depth 261. . No ground water, no caving. 30 135 40] SL 5 110 1 15 120 J 25 130 1 35 5 U, E-SU'ZIFA11"_ [11111111A Lov NZo . ..... 2 11-0. A,. -I .............. .............. PROJ ICT: ......... ?earson - Diamond Bar - Tract No. 30578 111 ................................. ... I ...................................... ........................... .............................. 1-1 ............................ I ............... I .......... Method of Drilling.- - ..... 2.14 ....... B,u.qke.t.-'a,u.g.e,r.............................longed by ...... KgR ..................... Job No. ........ I ............... 1 .. ... .. .. .. ... .. .. ... .. Ground Elevation: 9 5 0 See Mal? _ .......... ......... ............................. Date Observed:.I Z.4/68Location . ................................ .... . ..... ................ DESCRIPTION0 SOIL TESTSV ALLUVIUM: Clayey SILT dry, firm, porous) CL, TOPSOIL: Brown plastic CLAY moist, stiff -hard) CL 15.3 110 SUBSOIL - NATURAL FILL: Red brown sandy CLAY moist, stiff, slightly porous) 13.8 10 0 Reddish brown clayey SAND and SILT moist, firm) ML Brown to dark brown sandy SILT -CLAY moist, (moist, firm) ML Mottled orange, brown, tan silty SAND Sc- W11111 19.1,105 with interbeds of SILT and CLAY JCL moist, medium -dense) Mottled grey, orange sandy clayey SILT (moist, to very moist, stiff) CLI 111111 14.4 1.04 Merges between sandy silty CLAY and sandy clayey SILT 16.3 109 Continued @ 351 5S 2-5 S2 &2E 2 Iog o.. . Cont PROJECT ..7earson.s.Diamond Bar - Tract No. 30578 Method otDrilling, .///.f7@\R//yg@/.... ...... .................... Lggedby_./$\_. __Job No 01zj Ground Eov mi m,./f\.\. location feeMat .Do0be//.\//§8 oar VqI 00E= mr o m; TESTS C T.l ' Same as before BEDROCK - PUENTE FORMATION; Yellow brown, orange. grey SHALE, SILTSTONE jNN and Some SANDSTONE beds 2 to|' Good bedding @ 37':N800X,21 NE Total depth 411. - No ground water, no caving. g:Iu,^L Dti7o........................... I.......... PROJECT ......... Rearson - Diamond Bar - Tract No. 30578 Method of Drilling; ....2-1-1.. Bucket--auger.................................Logged by. .... NM.....................Joio No.....6.$.-.d. ....................... Ground Elevation: .... 10.2.5 .............. Location:........................See... M,`Z,.p....... ........,,....... Date Observed:.12/27 68 ar o` GC SyDESCRIPTION SOIL TESTS 0 TOPSOIL: Dark brown sandy SILT with ML some organicfragments very moist to 11, slightly moist-moi t, L oroUs e to ALLUVIUM: Brown sandy SILT ICL (slightly moist, firm, porous) III1H 7.1 . 1 1G7 Red brown sandy clayey SILT to salty clayey SAND moist, firm, slightly porous) 9.5 1 103 Q 3 3. 2 1 110 19.0 1101 i BEDROCK - PUEN_ TE_ FORMATION: Tan, grey' 13.0 106orangeSHALE, SILTSTONE, some fine grained SANDSTONE (slightly moist, Direct Shear moderately hard) 0 0 e4e 5 I Total depth 33'. j No ground water, no caving. I I 1 7771 DATALoci No. ..... 4.............................. Pearson - Diamond Bar TPRoJECT: - Tract No. 30578 Method of Drilling:........?....,,,,Buck t-a ?gex.............................Logged by ............ I'lZE............... Job No........ ................... Ground Elevation:.... 10.8.9,±..............Location: ............. .....,.... .See . .........................l2/27 68Mai .......... Date Observed:....,., , o` r,` c 4` a Sy J`5 r, a0 J,J J v 0 is 11: 1 2C 2. 130 35 40 DESCRIPTION SOIL TESTS r TOPSOIL: Brown sandy CLAY 11-4 moist -slightly moist, hard, porous) CL SUBSOIL - RESIDUAL SOIL: Red brown sandy C LAY CL 21.4 100 F Silty'to sandy CLAY, red brown SM moist, stiff) i SM y ine me ium SAND dry -slightly moist, loose) BEDROCK - PUENTE FORMATION: Tan fine/ medium grained SANDSTONE (slightly ML, moist slightly cemented) tof 9-12'jointed,yf$ulted - Approximate CL: {t 6.4 115 edd' o Direct Shear Maximum DensiSHALEandSILTSTONEwith mounts of SANDSTONE with someAtterberg Sm LInterbeddedmoist, hard) Bedding distort offset to 6" d Limits Mechanical 13'•N 5°W,25-3 Distorted bedding @ 15':N50 W,20--30 N Analysis Expansionh Tan SANDSTONE (slightly moist, slight y Remolded emented generally Total depth 20'. No ground water, no caving. i y i V L r... .. 'v ' .. Ce. . ...i J u . i..+J. i"-` w ` V Y C.: rl. ..! r7 SUD-SURFACE © :, . L.oNo........................I............ Pi; OJ:CT:.......Pearson....-.... Diamond Bar ...-... Tract,,.No. ....,3057.8................................................................................................ Method of Drilling; .... 2.4.fI.... buc}5.Q.tgp-'r................................Logged by ........... .ME.R............... Job No-....6.a.-..3.a1 ....................... Ground cEfevation: 1147± ........Location ......See ....M.a..p....................................................... Date Observed:.1.2 .22 ..68 DESCRIPTION SOIL TESTS L SOIL: Silty SAND porous) PUENTE FORMATION: Grey- ANDSTONE slightly moist, y cemented to friable) Direct'Shear rown, orange, SILTSTONE and moist, moderately hard) @ 6': N750W,5-70NE i,te SANDSTONE {slightly moist, locally loose. 10':N10° W,75-80oNE dded SILTSTONE and SHALE with mounts of thinly bedded SAND- @ 16': N450W,140NE @ 18': N50oW,14oNE epth 20'. nd water, no caving. 0 5 110 1 15 MCI 1 25 SW 1 35 L 4' . L.. rY `y l r •1.. \-/ .1 J V i `i^.a + 4..i `../ L 4+• r `I DA7;A Log INo.........6................ I.......... OroJECT: Pearson - Diamond Bar -- Tract No. 30578 Method of Drilling: ....2,4.....B.uc.et-auger.•..............................Logged by ......... MU .................. Job No. ..,...-......... ................. Ground Elevation: 1102,±..... ..... Location : See Map Date Observed:.12 27,68 DESCRIPTION SOIL TESTS l TOPSOIL: Dark brown silty CLAY I moist to slightly moist with depth, CT stiff, porous) Ir, A BEDROCK - PUENTE FORMATION: Grey e r i SANDSTONE, fine rained CL" Bedding @ 3':N20.W,290NE Direct Shear Orange, brown, grey SILTSTONE and SHALE with some caliche (moist, iSMI fractured, moderately hard) Grey -white fine grained SANDSTONE wit ML pWl 13.6 107 occasional thin siltstone bed Bedding @ 6,':N250W,240NE i Interbedded grey, brown, tan, orange SHALE and SILTSTONE with occasional thin SANDSTONE bed (slightly moist - moist, moderately hard Bedding @ 12':N10°E,13 SE 1 Bedding @'1.91:N200W,100NE I Total depth 21'. No ground water, no caving. I' i; 1 2L 2 30 135 Da:'A Log Nlo...,. .............................. PROJECT: Pearson - Diamond Bar - Tract No. 30578.................................................................._,................... Metnod or Drilling: ....2.111.,..,Ev,g.e..t.-sA-.qJ.Q.r.................................Locgcged by,. ...... MZ.R................... Job No. ....... E.$.7 3ql.................... Ground Elevation; ....... 1040.+........... Location :..............................See... Map,....................,,.................,.....Date Observed:l.2 2.7 6.8...„ N% c` DESCAiPTION SOIL TESTS I CLO TOPSOIL: Dark brown plastic CLAY Maximum moist -slightly moist, stiff, porous) Density MLA e Expansion Fractured SILTSTONE and SHALE withto Remolded Direct CL caliche streaks - locally caliche Shear 1D 25.2 98 replaces bedding. Mechanical Analysis a Bedding @ 4':N300E.10 NW Atterberg Limits Tfan SANDSTONE (hard, open fractures 411dding @ lb':N20oW,13°SW 3.5 131 CL CLAY and SHALE-SILTSTONE (moist, some slicks) SM Tan SANDSTONE (very hard) Stopped by hard'sandstone @ 181. No ground water, no caving. I k I y , DAiA8 .............................. PROJECT: ......... Pearson - Diamond Bar - Tract No. 3.0578. 1'.." .................... ..................... .............. ........ 1.11-1.1 ...... 24" Bucket-augg K ............................. Method of Drilling: ........ ..... I ........................... Logged by ........ NFR ...... ........ Job No . ....... 6-8.773-Q.1 .................. Ground Elevation:- ...... 1.0-8-64 .......... Location . ........... ....................... ................ --Date Observed;.I 2,7/i§ d Vl 0 DE5CRIPTiON SOU TESTS TOPSOI L: Dark brown silty CLAY CL(moist,- cracked, porous, rootlets) I i IffW-71 10.71 105— \. I BEDROCK - PUENTE FORMATION: Interbedded q grey, brown, orange, white SHALE and CL flanFIIU 13.6 101 SILTSTONE with caliche streaks and i beds (slightly moist, fractured, moderately hard 0 Bedding @ 41:N5 W,15 gw Bedding @ 9':N55 0 E,21 NW MT, orange brown limey SILTSTONE well cemented, some open fracturesVHMLto1/8") to t- 7 Interbedded grey, brown SHALE and NSILTSTONE (moist hard tight) 6 NBedding 13':Nl 0 E,16 W Near refusal @ 141. No ground water, no caving. zLI 5- J 15- 20 25 30 35 4L y U qq //--" Z A7Lo w M, C3......9................... Pearson - Diamond Bar - Tract No. 30578.........................................................................._.................... PROJECT: ............................................................................... I......................... Method of Drilling: r'..,. EuCket- a.uer................................Logged by ......... ...MI.R.... .....Job ivo......5... ... Ground Efevot':on: .Location: See ....Ma.pObserved:. 2 28 68 Gate rk0' DESCRIPTION SOIL T9575 TOPSOIL: Dark brown sandy CLAY CL I y RESIDUAL SOIL: Red brown sandy CLAY CL with some shale fragments. p G Grey,'brown, buff SHALE and SILTSTONE ML moist, fractured) Approximate beddin to @ 8':N700W,25ONE Yellow SANDSTONE ( slightly moist, J friable to slightly cemented) 1111t 6. 5 109 g -,-14 s : fissures, fractures open to 4" to ,", locally broken up and g ravels Grey, brown SILTSTONE and SHALE x moist to locally very moist, fractur E fissures) soft SILT 14,: 6" porous, very moist, so orange, very thin clayey seam @ base of SILT Attitude '@ 14?-15'-.N70oW,35oNE CL ii Il 27.8 93 18-191: very moist, porous, orange SILT, some irregular clay stringers t __slicks , a t BEDROCK - PUENTE FORMATION: Tan to j SM yellow SANDSTONE and grey SILTSTONE interbeds (slightly moist -moist, tight -hard below 22') Contact 8 221: planer, continuous i N80oW, 23 NE Bedding @ 25':E--W,25oN Bedding pinched out and distorted below 27' in sand and shale, very tight 124. 2 96 i 8 , Near refusal in sandstone Total depth 35'. 4 No ground water, no caving, slight ravelling in fractured sandstone 8-141 a 5-J: ©.. moo:;o............... ................... PROJEC7:...J. .arson - Diamond Bar - Tract No. 30578 Method of Dri:lin .....2.4." EUCket-auger ....LoLogged b ME Job No.-.6.8-3.01... g................................................................ g5 Y.................................... Ground Gievation: 3± See Mai 12 2 8 6 8Location: .................. ............... ..........................................................Dace Observed:,......_.................. 4 k ll 5r r`O' oo 0'1`DESCRIPTION $OIL TESTS 0 9 Brown sandy SILT ( 15 10 15 20 25 30 35 moist to 1', MLA 3 dry, porous below) CLI Red brown sandy CLAY slightly moist, hard) PUENTE FORMATION: White -light brown i 1`'ILB silty fine SAND with shale and silt- to stone fragments SM slightly moist, disoriented shale 4.0 113 fragments) 111: Attitude on irregular shale bed 1" thick, N-S,180W Orange SANDSTONE (dry, friable, jointed,.roots) SM White fine/medium grained SANDSTONE w 191: some open fissures and matted . roots, bedding irregular 21': bedding slightly irregular, SM some open fissures - N50W,70W 11111 11.41 lab Predominantly buff, grey, brown MLA SILTSTONE and SHALE to CL f j Yellow SANDSTONE SM Contact:N20aW,5oSW, some roots and I i o en fractures ML Interbedded SILTSTONE and SANDSTONE to grey and orange SM I 3 Buff SANDSTONE with occasional shale SM interbeds (slightly moist, friable to slightly cemented, some open fracture Continued @ 35 . IKIV 45 ILI' 15 M no cT:....,,Pearson - Diamond Bar - Tract No. 03578 Meinod of Drilling: ...... 2.4". Bucket-auSp,K................ J Y „ E JoloreedbM...R........................ b No. ..... 6..8n- .•O...................... Ground Elevation: .•....... 943±••...SMap 12 28 68 ocation :...............•,......•....•.ee.•••.....,........•.............•....•............................ Date Observed: 1.....i. 40 0qt- 4 a4 JDESCRIPTION Soil TESTS SNP 4 27. 88 Same as before Bedding @ 35' on slightly irregular SHALE bed, N350W,200NE Clayey SHALE with SANDSTONE interbeds CJ Bedding @ 38':Nl00W,50NE to Light brown SANDSTONE (slightly SM I moist,, moderately hard) Predominantly yellow SANDSTONE with some grey SHALE and SILTSTONE inter - beds. Interbedded SILTSTONE, SHALE, SAND- STONE ML ti toy 111 i llllll l9. 102 52' : very moist clay zone about 4" CLa N thick with thin plastic grey cla @ base, continuous around hole N35 W 13 NE Interbedded grey SILTSTONE and SAND= STONE and dark grey brown SHALE lest oxidized, harder and darker 52- n 60-) Bedding @ 57':N-S,180E a Total depth 601. E No.ground water, no caving.. n 1 sL W 110 1 15 120 125 130 1 35 5Ua-5L;Rd_r_'%CL AAA .............................. Diamond Bar Tract No. 30578F,R 0 j2 C T: ..... ... .............. .............................................................. ......................... .................. ........................ .......................... Method of Drilling;11.1 24.." .. -B-.u1..c...k....e...t...-....a...u.... e.r..................Lagged by .........ME.R............. .... Job 68..-30.1 Ground Elevation: ... 943± S e e ........ ............... ................... 'Dote ...................... ....-Location; .............................. Oserved: Al 3- 0 DESCRIPTION SOIL TESTS RESIDUAL SOIL: Red brown sandy plastic CLAY ( moist, hard) CL 21- 6 9 3 lillll 4PUENTE TOFZzT1ON: Interbedded SHALE, SILTSTONE and SANDSTONE, grey, orange, brown, buff ( moist) 15.4 104 ML Distorted bedding, some open fracture to to 1/8" CL Approximate bedding @ 141: some disoriented shale fragments, N10 W'23 NE 26.7 94 White to buff silty fine/medium SM, SANDSTONE Orange limey SILTSTONE (hard cemented ML fragments but broken) hard on SW side of hole, orange moist, SILT on NE sid Bedding irregular 25-282'. Interbedded SANDSTONE, SILTSTONE and SHALE. Approximate bedding @ 32': SM 20- 6 100 N-S,2.40 E in clay shale v Grey brown SHALE, MUDSTONE (MOist,firTl) MLA to CL 37': Slicks and thinly bedded shale and siltstone. irregular distorted Approximate bedding: E-W,22 0 S 39- 40': Numerous sheared rock planes various direct6ons, most prominent shlar plane N30OW, 21 SW, plunge SW (downdip Continued @ 401, 17 Log No . ...... DA7A 11 Cont' Pearson Diamond Bar Tract No. 30578PROJCCT; ............... I ...................-... 1. .......... ........................-................................................. 11 ...... I ............ - .............. I .............................................................. RT K .............................Logged b . ......... M5Z ................. Job No. tv Qt"-Jod of Drillin'cj; ....... ......Bucket -a ...... .................... 62=3,D.3 ....................... 943± See map 12/28/68Ground'Ela,olion; .................... ........... Location...................................... ............... ........................ ....... o 0 DESCRIPTION SOiL TESTS I40j SM!" PlIfifli 12.0 123 Same as before tor43': shear zone, no continuous planes MLj bedding still distorted 14 5 ML3.81104 Merges to dark grey and brown SILT - STONE, and SHALE (slightly moist, to., hard, brittle) SM:_"' 0 0 Bedding @ 46 :N50 W'18 SW A Bedding @ 47 :N450 W,200 SW H Some moisture on fracture surfaces 50-1 Very hard drilling 50-521. 65 Total depth 52'. Near refusal. No ground water, no caving. 5 10 15 20 25 30 I 1 C" DA7A 122 - 5 L::Z: 2 L. LrZj No: ...... 11.11 .... . ... I ......... R0 j"'C T: ....... ......... I ...... I ........... ... ..... T.zaQ.t ... Na, ..... .Qal.Q ..................................... ......................................... Rq rson - Dia o ja .... E4;r .... - . ............... Mclhod o'4 Drilling: .......... 2-4"'.; ..... Bu.c,k,e.t.-,au.q,e,r ..........................Longed b ..... N ..................... Job N,,--6k-.-1Q1....................... Ground Ele-vation- ...... 9 - 2 7 ± ............. Location.........,.,.......,,.............. S e e Map ....... ...................... ................. ..........pate Observed:- 2 .. 9 6 .. 8 A0 A, p# 13ESCRIPTiON SOIL TESTS G SOIL COVER: Brown sand- SILT (moist ML'- to 6", slightly moist, porous below) Sm" PUENTE FORMATION: Buff to yellow silt fine/ medium grained SANDSTONE J slightly moist, friable to slightly ML; i Interbedded SILTSTONE and SHALE, some open fractures j SM Interbedded SANDSTONE and SHALE, silty ( fractured, ravelly to 10') JCL` distorted Same but tight, uniform bedding biiowio- Yellow SANDSTONE, fine/medium grained, SM locally merges to white (dry, slightly moist, slightly cemented, tight Contact @ 12': good attitude - uniform N- S,40 0 E 201- joint, open to 1/9"± N500E,780 NW 20- 25':Joints offset occasional shale beds about 6" r Same but orange, includes 6" broken ML 3. 8 105 limey SILTSTONE bed with.fractures open to I-- " , irregular bedding SIM Sm Channeling @ 35'• with interbedded sandy SILTSTONE and SANDSTONE 35-40' irregular bedding with cross bedding 401:- QPen fissure to ,-" N550 E,750 NW Continued @ 401, peoJ cr: Pearson - Diamond Bar - Tract No. 30578 Method of Drilling; ......... .4.......Bucket-auger.............................Logged by ......... L F R................. .Job No. ........ 6.8=3.0.1................... Ground Llevction:....—.....I...... " I ... ., Jocation: ..................See,., Ma...,...,,,..........,,......,,........................,..Date Observed:,,3.I2.9.16..... DESCRIPTION 40- I Same as before n er e S-z'S S W and -ST A T r: Bedding @ 41':N-S,220E SM to Primarily yellow SANDSTONE with fre- t J ML quent SHALE and SILTSTONE interbeds Approximate attitude o e on thin irregula CLAY bed @ 49':N10 W,40 E Grey SHALE and SILTSTONE with a few SANDSTONE interbeds, irregular, quite hard ML 54': crushed SILTSTONE, fairly soft, moist, some slicked clay 55-56': "sheared rock, shear plane @ 551, not continuous N600W,290SW 56': on slack surface N200W,250NE 591: on shear surface N150E,500SE Grey mudstone-shale stringers, irregu lar in yellow SANDSTONE MATRIX 1!llill 21.7 103 63' : Fault plane continuous , round hole then turns up nearly vertical N75°E,50°NW, plunge of most striation is down dip but some vary Total depth 671. No.ground water, no caving. t: SOIL TESTS A 10 15 c La. ...... 3.......................... eo rcr. Pearson - Diamond Bar -- Tract No. 30578 Method of Driliing:...., 24 '?UCk@t—auger.......... ... ...Lo£ged by ...... MER.................... Job No_6.a:73.al ......................... Ground Elevation: 908± See,,.MaLocaion..........................................P............................................Date .......... yy 50 V f aJ DESCRIPTION SOIL TESTS CI 00[* a , 0 TOPSOIL: Brown --red brown silty CLAY slightly moist -moist, porous) PUENTE FORMATION: Interbedded and mixed SANDSTONE and SHALE Buff silty fine graine SANDSTONE with scattered local shale interbeds Antithetic fault plane N-S,630W Buff tine .grained SANDSTONE (dry, highly jointed, open fissures) 1 Interbedded SILTSTONE and SHALE slightly moist, crushed, fractured, distorted) Bedding @ 14':E-W,17°N on sheared surface Bedding @ 17':N85 W,22 N Interbedded SANDSTONE, SILTSTONE and SHALE in about 1' intervals of each i 20-21': hard sandstone bed, continuous N85°W,24°N I Root @ 24' in chewed up material 3" thick with shear plane @ base Shear plane N500W,460NE Several faults in various orientation between 20-35' i 6" brown sandstone bed @ 32' Fault attitude @ 351: sandstone on one side, clay -shale on other N35°W,5t 1 Continued @ 35'. C 201 & 25 3.9 1102 NE 3 5 40 45, Me Pearson - Diamond Bar Tract No. 30578 PROJECT ........................................ —............. ............................................................... Method of Driiiing: 24"... Bucket —auger LoEc ed by...,.,...XER.................Job Ground Elevation. ........ g08.±.............Location . ..........Date Observed; 1/2/. 9 DESCRiPTiON SC U TESTS Same as before a E Thin slick plane - continuous @ 40,-'. a N50 W,ll NE, parallels bedding below Well bedded, harder, less oxidized below SM 8.3 114 41' : some micaceous beds, dark grey f below,42', Bedding @ 43 :N80 o W,12 0NE Bedding @ 46-47':N600W,120NE d R GSM 6.5 112 Total depth 5V. No ground -water, some ravelling and caving in jointed sandstone 9-13'. R i j y 1 rD rn•'. 4.•- y.. .. l `a f—"r rl _ _i % tI a ._.. a `r/ + e u — :. : 1-i C :J L 1 1'. 0.....4..I........................... PROJECT: ...... Pearson - Diamond Bar - Tract No. 30578 Method of Iiri,iirg:...., ........Bucket-gauger................................Logged by.. .... ............... I ......... Job No..U.—..01...... .................... Ground E-Icvotion: 898± See Ma 1 2 69Location: ..................................p.......................,....................................7ate Observer!: a a O DESCRIPTION SOIL TESTS G TOPSOIL: Dark brown sandy clayey SILTmoist —in upper few inches) Thin bedded SILTSTONE and SANDSTONE affected by creep SMI j Bedding @ 71:NIO-E,22"E Yellow brown SANDSTONE with siltstone 10 3 I interbeds (open fissures as much as/ 4" wide) ` 15 io,:N -5,zu r neaaing wizn slicks Thinly interbedded SILTSTONE and SANDSTONE, a few open joints as much as 4 inch wide Bedding @ 19':N-S,29°E Crushed SANDSTONE and SILTSTONE I Slick plane oriented N20°W,12°NE, pods of clay gouge up to 1" thick Greenish, gray SILTSTONE with thinly interbedded yellow -brown SANDSTONE; firm. I Bedding @ 31':N65°W,10°NE Slick plane oriented N500W,16°NE with 4 to -," of clay gouge, slicks down di ; parallel to bedding 392':Slick plane oriented N45°W,18°NE above 1' sandstone bed Continued @ 401. qnt Pearson Diamond Bar Tract No. 30578PROJECT. ..................................................... ......... ........................................................... ............. ...... ........... ....... I ............. - ................ . ................... Method of Drilling: -2 4 " Bucket-aAg-f g ...................................logged by ...... 2L ........................ Job No . ..... G.8.=3.Q1 ................. Ground Elevation; ...... 8-9.8.± ....... - ....... 10 . cation: ......................... S.e.e .... M,ap .................................................. Date Observed:..1/2-Zu 01 0 do 4 0 P Q 45 5 a DESCRIPTION OIL TESTS ame as before ML' Thinly interbedded SILTSTOWE, SAND- SN STONE and DIATOMACEOUS SHALE; firm, slightly moist) Bedding:N500 W'170NE @ 421. Total depth 471. No ground water. PROJ:CT:......... Pears.on....-.,..Di•amond..,P.ar,...-..,.Tract,..N.4.:..,,.3..R,7..$.............................................................................................. Method of DrilGn: 24" Bucket -auger ... Lo cdcd by.,.... rZER.....................Job No.....,68-301 Ground E[evation:..... 6.0-±— ............. Location: ...... .,,,..Pe...MAP................. ............................. ,................ Date Observed: 1.12I159.......... a c DESCRIPTION 0 I I TOPSOIL: Dark brown sandy SILT MLI ` dry to l'; moist, porous below) CL SUBSOIL: Reddish brown sandy CLAY moist, very stiff) MLA 15.1 107 PUENTE FORMATION: Mixed up SANDSTONE SILTSTONE and SHALE, disoriented fragments (moist, fairly soft to firm 10 with depth) 10.7 106 101: orange limey SILTSTONE bed, locally very hard cementation, broken P, up with some fragments disoriented - r q open fissures to 0 0 Approximate bedding @ 10':N50 E,40 SE 15 I1111 17.4 95MLA j Crushed, disoriented SILTSTONE plane - continuous 20 M F 17.2 103 N50 W,17°NE Grey to brown caly SHALE and SILTST with local thin fine SANDSTONE beds moist, very firm to hard) Att tude on slick plane• N50 W,170NE, plunge:N106W25- 25' on uniform beddio 0 ng: N40 W,16 NE 28' on uniform bedding:N420W,170NE I M T1 111111i11 122.11103 Total depth 31'. No ground water, no caving. SAIL TESTS 0 110 25 Pearson - Diamond Bar - Tract No. 30578 Method of Drilling: .... .....,,.,Eucket—auger ...,„,.,,.... ,.,Logged by... .... MER......... I ........... Job No. ..... 68-3G1 Ground 'Eovation:...... 85±...............location:...................................... See Ma............... ...............Date Gbserved 1 2 69 & p,..,,................. SM ML to SM M 17.41 102 Im onus 25.51 96 18.01 113 DESCRIPTION TOPSOIL: Dark brown plastic CLAY slightly moist, stiff) BEDROCK - PUENTE FORMATION: Calcareous SILTSTONE (hard cemented) Bedding almost horizontal Bedding 4':N8W3 N Interbedded yellow SANDSTONE and grey SILTSTONE ( slightly moist-moist,firm) 6- 15': fissure open locally to 4" N450W, 850SW 9': bedding N40°E,11°NW 9" sandstone bed @ 11-12' base:N60°E,8 Hole fairly tight, some small fissures Primarily grey to buff SILTSTONE and SHALE with local 6-9" SANDSTONE inter - beds @ about 3' intervals and local thin SANDSTONE beds.(slightly moist7 moist, firm) 18': bedding N60°E,7°NW 211: bedding N650E,3-50NW 23-- 24': orange SILT with thin buff to grey SHALE and CLAY beds .(1/16) plasti CLAY, slicked, sheared @ 24' N350E,10°NW' Primarily buff to yellow SANDSTONE with occasional grey CLAY SHALE interbeds 28'• bedding with some slicks N500E, 120NW Primarily grey CLAY SHALE and SILT - STONE with SANDSTONE interbeds 30- 33'-: bedding slightly irregular nearly horizontal 33'' : N45 E,4 NW 39- 401: hard, orange limey SILTSTONE bed SOIL TESTS Continued @ 401, 1 . 6 ... I Cont" 0 45 9#1 55 PROJZ-CT: ........ R,arson - Diamond Bar - Tract No. 30578 I .... I ..... 1- ...... 11 ............. I ..................... I ....... 1.1-1-1.1 ............. .......... I ....................... Method of Driiiing: ............... ................... Logged by ......... MFR .................. Job ....................... Ground Elevation: ..... ................ Location: ............. I .... See .... M p .......................... .... . ........................ Date observed: 50DESCRIPTIONSOIL TESTS CL A MD i Same as before 4210 0 bedding N55 E,10 NW 42- 43': hard limey SILTSTONE bed, some fractures 44': bedding with slicks0 N700 E,50 NW, trend of slicks N40 E Primarily grey CLAY SHALE with some t' T SILTSTONE and cross bedded SANDSTONE ML nterbeds ljl 21.0 106 49': bedding N20 E,12 NW 0049 21: bedding N20 E'll NW SM 52: bedding N300 E,130 NW Total depth 55'. No ground -water, no caving. 17 IF, 10 1 15 i 20 1 25 30 35 40 0 C - ,:...Pearson - Diamond Bar - Tract No. 30576 I.....,....-- ... . ....... 24" Bucket -auger ' ged by ... ..... . ................ J, b N . . ..... .-301MethodofDrilling . ............................................................ ............... ...... LOO I ....... 11 ........................ 1051± ... Location; :......................See ... ....................... ............................. ......... Date . ....... Ground Eevciflon ........ ................ __ Map DESCRIPTION SOIL TESTS TOPSOIL: Dark brown plastic CLAY I CL< slightly moist -moist, hard but slightly porous) C L'. 19.5 100 PUENTE Fm.: - Mixed up SILTSTONE, CLAY, and SHALE with caliche streaks and pockets (dry) PUENTE Fm.: Light brown, buff SILTSTONE _and SHALE with calicheMLI pockets (bedded but highly fractured- CLI fissures to 4", dry) hllii 16.5 94 0 061; approximate bedding N15 W,45 SW Direct Shear 9-10': open fissures to bedding Consolidation variable, fractured - fissures from 5-151 generally trend N20 0 W, nearly vertical Everything pretty broken up to 18'. hin shearea CLKY-M ff Hard brown ,SANDSTONE (cemented) CL:: 13.2. 106 j_in plastic CLAY, same orientation IML PUENTE FORMATION: Inter- bedded SILTSTONE and CLAY SHALE with local thin SANDSTONE beds (slightly moist-moist.'_._f_Lrm_, tight) 201: very thin CLAY, sheared N350 E,11?NW IML t Orange limey SILTSTONE (cemented, very hard) Light grey to white SANDSTONE with local thin SHALE interbeds (slightly SM! moist, very hard) 27a': thin sheared 0 CLAY but tight above and below N25 E.11 NW___ Total depth 30'. No ground water, no caving. Hole fractured with open fissures to 181. Tight with bedding continuous around hole 18-30'.. 10 1 ]5 oJECT:.........Pearson - Diamond Bar - Tract No. 30578 Method of Dril+rn 24",,,,Bucket--auger E 68-3 1g: lo gcd v............. ?....R1111.........Joh No................... ......................... Ground Cfevotion 1111.5' ........,occa;ion: See Map 1 3 69OatsObserved:......1................... SM ML SM" 30 ' & CL' CMS SM CL ti b 27. 20.8i 87 DESCRIPTION TOPSOIL: Dark brown plastic CLAY moist, stiff) Light brown to tan SILTSTONE and SEAL with SOIL pockets to 4' and caliche stringers and pockets and beds to 7' dry --slightly moist, locally cemented porous) Light brown to grey SILTSTONE and SHALE with local thin SANDSTONE beds fractured, dry) 12': open.fissures - bedding @ 121: N65 E,26 NW 4 to 6" SANDSTONE bed @ 1221. Brown to buff SANDSTONE (fairly hard, cemented blocks with open fractures between) SILTSTONE and SHALE b" brown SANDSTONE (moderately hard cementation, some fractures) Light brown togreySILTSTONE and SHALE ( pretty well fractured, dry) 201-,- 21': fissure trend up and down hole@aboutN70E - nearly vertical tLf set Same but tight below 21' Approximate bedding @ 21':N40°E,15°NW 21T21 2: 6" diatomaceous shale bed, ha siliceous cementation -- continuous 221: very thin c1gy,-sheared, paralle bedding ( N40°E,150NW) 0 SC+ IL TESTS Consolidation CC 6 23z': bedding N35 E,9 NW - continuous!Consolidation around hole 25': bedding N35°E,12°NW - continuous; around hole _ s T,nterbedded SANDSTONE and CLAY SHALIy slightly moist, firm-ti ht)31':N30 E:,12°NW SANDSTONE (cemented, very hard) t Interbedded SANDSTONE and CLAY SHALE slightly moist, hard) 35': bedding N400E,90NW V Total depth 401. 40 I( Nq ground water, nq cavn5 rr Ll. i.red to "I k - t .Fhft