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393, Addition of 500 SF to SFR and , Studies & Reportsv r • forCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS 10571 CALLE LEE SUITE 155 LOS ALAMITOS, CA 90720 (714) 826-4231 (213) 267-0125 March 15, 1989 Mr. Charles Hauseisen c/o Continental Forge Co. P. 0. Box 4789 Compton, California 90224 Project Number 1738-89 Re: Soils Investigation - Proposed Single Family Residence - Located at # 6 Eastfield Drive, in the City of Rolling Hilts, California Dear Mr. Hauseinsen : Pursuant to your request, this firm has performed a soils and geotechnical investigation for the above -referenced project. The investigation consisted of two subsurface explorations to depths of 10.0 and 11.0 feet. Based upon our findings, the site is considered suitable from a soils engineering standpoint for the proposed development, provided the recommendations of this report and the geology report provided by Mr. Gail Hunt, Consulting Geologist, are followed. We appreciate this opportunity to be of service to you. If you have any further questions, please do not hesitate to contact the undersigned. Respectfully submitted, NORCAL ENGINEERING ,L,Lttt6L7 _ Keith D. Tucker Project Engineer R.G.E 841 Troy D. Norrell President ?ace 1 SITE CONDITIONS Project Number 1738-89 The sire is located in a residential area and is occupied by a single family residence and associated improvements, The parcel is situated on a north trending ridge with a steep sided canyon to the west. A level pad has been cut where the existing house is located. This pad appears to lie in a cut/fill transition. This transi- tion zone is estimated and diagrammed on the attached plot plan. Since a portion of the site appears to have been previously graded, NorCal Engineering should have the opportunity to review any pertinent reports on this grading if any are found to exist. STRUCTURAL CONSIDERATIONS It is proposed to construct a single family residence on the + 1.4 acre parcel. No plans detailing the exact location were available at the time of our investigation. Wall loads of 1,700 lbs./lin.ft. were utilized for testing and design purposes. On -grade parking and driveways will consist of asphaltic pavement or concrete slabs. FIELD INVESTIGATION The purpose of our investigation was to explore the subsurface conditions and to provide preliminary soils engineering design parameters for evaluation of the site with respect to the proposed development. Page 2 Project Number 1738-89 The field investigation consisted of the placement of two subsurface explorations to 10.0 and 11.0 feet in depth at accessible locations. Test excavation one revealed 1.0 foot of disturbed native soils overlying stiff natural soils consisting of CLAY, silty (CL) con- taining siltstone. These soils were noted to be moist. Siltstone bedrock was encountered at the 3.0 feet level. This ed rock was weathered in the ton 1.0 - 1.5 feet, and was found to be dense below this level. Test Excavation #2 revealed fill soils consisting of CLAY, silty (CL) containing siltstone. The top 1.0 foot of these soils was loose and damp. Fill soils to a depth of 8.0 feet were noted to be stiff and moist. Siltsone bedrock was. encountered at 8.0 feet. It appears that deeper fill soils may lie to the southwest, however no test excavations were placed in this area due to the existing tenants refusal to let our equipment.enter this vicinity. Disturbed and undisturbed samples of the subsurface soils were obtained to perform laboratory testing and analysis for direct shear, expansion index, consolidation and maximum density tests. LABORATORY TESTS A. The field moisture content (ASTM: D-1557-70) and the dry density of the ring samples were determined in the labor- atory. This data is listed on the log of excavations. B. Maximum density tests (ASTM: D-1557-70) were performed on typical samples of the upper soils. Results of these tests are shown on Table I. NorCal Engineering Page 3 Project Number 1738-89 C. Expansion index tests in accordance with the Uniform Building Code Standard No. 29-2 were performed on remolded samples of the upper soils to determine the expansive characteristics and to provide any necessary recommendations for reinforcement of the slabs -on -grade and the foundations. Results of these tests are provided on Table II. D. Direct shear tests (ASTM: D-3080) were performed on undisturbed and disturbed samples of the subsurface soils. These tests were performed to determine parameters for the calculation of the safe bearing capacity. The test is performed under saturated conditions at loads of 518 lbs./sq.ft., 1,036 lbs./sq.ft., and 2,072 lbs./sq.ft. with results shown on Plates A-C. E. Consolidation tests (ASTM D-2435) were performed on undisturbed samples to determine the differential and total settlement which may be anticipated based upon the proposed loads. Water was added to the samples at a surcharge of one KSF and the settlement curves are plotted on Plate D. CONCLUSIONS AND RECOMMENDATIONS The upper 1.0 - 8.0 feet of the disturbed top soils and fill soils are not in a suitable condition to provide support for the slabs -on -grade, pavement and the foundations. These soils shall be removed to the stiff coluvial soils or the dense underlying bedrock and the exposed surface shall be scarified, brought to the proper moisture content and compacted to a minimum of 90% of the laboratory standard (ASTM:D-1557-70). The removed soils can be reutilized as compacted fill once any deleterious material or oversized materials (in excess of eight inches) is removed. NorCal Engineering Page 4 Project Number 1738-89 A keyway 18.0 inches into bedrock on the outside and 2.0 feet into dense bedrock on the inside shall be excavated and inspected by this firm. This keyway shall be located at the bottom of the slope. Slope reconstruction shall consist of benches at least 8.0 feet in width, performed every 3.0 vertical feet to insure stability of the slope area. Exact location of the keyway shall be determined by the project geologist when final grading plans are available. All grading operations shall be performed in accordance with the attached "Specifications for Compacted Fill Operations". All backfill adjacent to a wall and in the building pour strip should be compacted to a minimum of 900 of the maximum density. Flooding or jetting should not be utilized in any trench or wall backfill. Any temporary excavation which is not properly shored should be constructed at one horizontal to one vertical slope. Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase. Further recommendations and slope stability calculations may be necessary after the review of the finalized grading and building plans. In the event that the previous grading was supervised by a Soils Engineer and reports are available, the recommendations may be ammended. NorCal Engineering Page 5 Project Number. 1738-89 FOUNDATION DESIGN Conventional foundations may be designed utilizing the following safe bearing capacities for an embedded depth of 24 inches into compacted fill soils or competent bedrock. All foundations shall be reinforced with a minimum of one #5 bar, top and bottom. Allowable Safe Bearing Capacity (psf) Foundation Continuous Isolated Width (ft.) Foundation Foundation 1.5 1500 1850 It should be noted that foundations located along a property line or adjacent to an easement may have to be deepened if proper lateral support cannot be provided due to grading limitations. SLAB RECOMMENDATIONS All four inch slabs -on -grade should be reinforced with a minimum of #3 bars, at 18 inches on center in both directions, positioned in the center of the slab. A vapor barrier should be utilized in•areas which would be sensitive to the infiltration of moisture. This membrane should not be placed directly beneath the concrete due to the possibili- ty of curling of the slab. Four inches of sand shall be utilized beneath slabs -on -grade and the underlying subsurface soils shall be 130% of optimum moisture content to a depth of eighteen inches, prior to pouring concrete. NnrCa1 FnrrinAArir ,-T Page 6 Project Number 1738-89 RETAINING WALL DESIGN PARAMETERS Active earth pressures against retaining walls will be equal to the pressures developed by the following fluid densities. These values are for granular free draining backfill where the slope of the retained material is level and does not take into considera- tion any surcharge: Cantilevered Walls - 30 lbs./cu.ft. Restrained Walls - 55 lbs./cu.ft. The following values may be utilized in resisting lateral loads imposed on the structure. Requirements of the current Uniform Building Code should be adhered to when the coefficient of friction and passive pressures are combined: Coefficient of Friction - 0.40 Equivalent Passive Fluid Pressure = 250 lbs./cu.ft. Maximum Passive Pressure = 2,500 lbs./sq.ft. The passive pressure recommendations are valid only for either competent natural ground and/or compacted fill soils. SETTLEMENT ANALYSIS Resultant pressure curves for the consolidation tests are shown on Plate D. Computations utilizing these curves and the recommended safe bearing capacities reveal that the foundations will experience settlements on the order of 1/2 inch and differential settlements of less than 1/4 inch. NorCal Engineering Page 7 Project Number 1738-89 SITE STABILITY The site is judged to be geologically stable, as explained in the accompanying Geological report by Mr. Gail S. Hunt. However,care should be taken to ensure the continued stability. The following items should be adhered to during the construction phase: A. Septic systems should be located as far from the slope•as possible. B. Periodic inspections by the soils engineer and geologist should be performed during the grading phase. Minor surficial slope failures are possible due to seismic occurrences, however any failure should be of a minor degree. PAVEMENT DESIGN The upper 12 inches of the subgrade soils shall be recompacted to a minimum of 90% relative compaction in accordance with the attached specifications. This shall be performed prior to the placement of the pavement section or additional compacted fill soils. All base material shall be compacted to a minimum of 95%' relative compaction. The pavement section design shall consist of sections as prescribed by the local municipal codes. Proofrolling of the subgrade should be performed prior to the placement of base material to indicate any soft or uncompacted areas which may require additional recommendations. Page 8 CLOSURE Project Number 1738-89 The recommendations and conclusions contained in this report are based upon the soil conditions uncovered in our test excavations. No warranty of the soil condition between our excavations is implied. NorCal Engineering should be notified for possible further recommendations if unexpected or unfavorable conditions are encountered during the construction phase. It is the responsibility of the owner to ensure that all information within this report is submitted to the Architect and appropriate Engineers for the project. This firm should have the opportunity to review the final plans to verify that all our recommendations are incorporated. Our representative should be present during the grading operations to certify that such recommendations are complied with in the field. Nnri i1 Fn inpprinr-r SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL PREPARATICN Any exis Ling low density soils and/or saturated soils shall be removed to competent natural ground under the inspection of the Soils Engineering firm. After the exposed surface has been cleansed of debris and/or vegetation, it shall be scarified until it is uniform in consistency, brought to the proper moisture content and compacted to a minimum of 90% relative compaction (in accordance with ASTM D-1557-70). FILL SCILS The on -site soils or approved import soils may be utilized for the compacted fill provided they are free of any deleterious materials and shall not contain any rocks, brick, asphaltic pavement, concrete or other hard materials greater than 8 inches in maximum dimension. Any import soil must be approved by the Soils Engineering firm a minimum of 24 hours prior to the importation on site. PLACEMENT OF COMPACTED FILL SOILS The approved fill soils shall be placed in layers not in excess of six inches in thickness. Each lift shall be uniform in thickneb8 and thoroughly blended. The fill soils shall be brought to within 15% of the optimum moisture content, unless otherwise specified by the Soils Engineering firm. Each lift shall be compacted to a minimum of 90% relative combaczicn (in accordance with ASTM d-1557-70) and approved prier to the placement of the next layer of soil. Com- pacticn tests shall be obtained at the discretion of the Soils Encineering firm but at a minimum of one test for every 500 cu. yards placed and/or for every 2.0 feet of compacted fill placed. The minimum relative compaction shall be obtained in accordance with accepted methods in the construction industry. The final grade of the structural areas shall be in a dense and smooth condition prior to the placement of slabs - on -grade or paved areas. INSPECTION All bottoms of excavations shall be inspected and approved by the Soils Engineering firm prior to the placement of any compacted fill soils. These excavations shall also be inspected by the respective governing building agency as required. The grading operations shall be inspected by the Soils Engineering firm as deemed necessary. SEASONAL LIMITATIONS No fill soils shall be placed, spread or compacted during unfavorable weather conditions. When the grading is interrupted by heavy rains, compaction operations shall not be resumed until approved by the Soils Engineering firm. Project Number 1738-89 TABLE I' MAXIMUM DENSITY TESTS (ASTM D-1557-70) Optimum Maximum Dry Soil Type Classification Moisture Density (lbs./cu.ft.) I CLAY, silty (CL) 18.5 104.5 containing siltstone II Siltstone/shale 27.0 94.0 BEDROCK Project Number 1738-89 TABLE II EXPANSION INDEX TESTS (U.B.C. STD. 29-2) Expansion Soil Tvoe Classification Index I II CLAY, silty.(CL) con- 86 taining siltstone Siltstone/shale Bedrock 91 Enaineerina c' -= C=OTECriNlCAL CONSULTANT ___ 5L:7_ 155 Lr'c Ai- Mrc,c, CA C'I I:J M.- R D /V/SICNS COARSE GRAINF.7 SOILS (MCRE THAN SC ; Of McTER/AL /S LARGER THAN ;CS SIEVE SIZE) FINE GRAINED SOILS (MORE THIN so % Of vtT£R/A4 IS SyGLLER THAN zoo SIEYC s E Gr,A VE:.S (4'CRE TN.:.Y sOno cr COARSE FRAC- TION IS LARGER TMLN THE NO.4 S/£v£ S1Z ) SANDS (YORE THAN ?O % CF C:ARSE FRAC- TION IS SMILLZR THE NO 4 s;Ev£ sal-) CLEAN G1=AYEL S (L/TTLE OR NO f/N£Si WITH FINES (APP.4EC:ABLE AMT. OF FINES) c CLEAN -/i SANDS SANDS WITH FINES (AP!'.4£r:4SLE .:MT. OF P7NES1 - SILTS AND CLAYS (L IOU/D LIMIT LESS TMAN SO) SILTS AND CLAYS (L: SwC LIMIT MCRE THAN so) C(= A MC S C/L S • Sti • Il7 SC a ML CL TYP/CAL ,VAMES w•fLL GR:CE] G.pavELS, GRAVEL-SAvO MIXTURES, LITTLE OR NO PINES. POORL' GRADE) GRavELS OR GRAVEL - SAND Y/XTUR£S, LITTLE OR NO f/NES. s;LT r 6RAv£LS, GRAVEL- SAND -SILT MIXTURES. C":r£r mwr..tS, 6RAvLL - SAND-CI.:r M/X7LWE3: w•£LL GRd0£D SANDS, GRav&LLr SANDS, LITTLE OR NO FINES POORLr GRAD= S:N:,S OR GRtv£LLr SANDS, LITTLE OR NO FINES. S/LTr SANDS, L.YC-SILT MLr URES. CL.=r£r StMOS, SAND- cL.ar MIXTURES. • INORGANIC SILTS AND VERY FINE S488S, ROCX FLOUR, Slcrr OR c:_Ar£r FINE S4N:S OR CL.:rtr SZTS Er1W SL/6NT PLASTIC!?); INORGANIC czATS OF LOW TO MEDIUM PLASTIC:Tr, 6RAvELLT CLArs, s. :r CLArs, s/LTr =Ars, LEAN CLArs. ORGANIC SILTS AND ORGANIC SILTr CLArs /NORc.:mc S1LTS,M1vcrous OR D/4TOMACEOUS FINE S.:NOT OR sZrr SOILS, Et.:STIC SILTS. lNOROAN/C CLATS OF NIGH PLAST/GTYFAT CAMS ORGANIC CLArS OF MC7/uM TO /NGN PL.:ST/C:Tr, ORG.:.v/C SILTS. PS.:r wC OrMCR mc,ar S.aLs r s. s Pn ......+' . Pm c7r .^.F 'WC y aaCJPC ,S PF Cl S:C.1'. T£S 9r cr C YSTEM EST r L E `:.:�. 1 LRFACE __EV TON - - R - - 80.0-35.0- CLAY, silty (cL) containing siltstone, Dark grey, _ R _ _95.0 •30.6 stiff, moist. PROJECT NO. 1738-89 DATE 2-28-89 DESCRIPTION AND ANALYSIS (°o SAND % SILT %CLAY) Disturbed Top Soils - Loose, damp R 85.1 26.1 )— A G.7 7 ii 5 Siltstone/shale Bedrock, Tan, dense, moist -top 1.5 feet weathered 8 : SULK SAh PLE P...:.'( NO Rc UNJIS•UR.SEJ R.NG J =^� Ste"=' ..: ST HOLE NO. 2 RFACE ELEV:,TION PTH :ET) F r 3 z • ,- > rn O.. _: L 6 v 5 0 2 _ 5 c '- a 2 ▪ - ; P -- R 93.7 33.5 R 95.1 2.7 PROJECT NO. DATA-28-89 1738-89 DESCRIPTION' AND ANALYSIS (% SAND % SILT %CLAY) Fill Soils - CLAY, silty (CL) containing siltstone Dark grey, stiff, moist, -top 1.0' loose -decrease in moisture content with depth R 92.2 :)8.7 Siltstone/shale Bedrock, Tan, dense, moist B : BULK SAMPLE rE NO R: UNDISTURBED R.NG S:.MPLE J r -:LP SAUZ...: 1 1V1 vUl 1-41 lll 1%..VI11 l� 4000- ti _ (I) _ (fi 3000- Et _ W (f) 2000- - - W /000- DIRECT SHEAR TEST DATA, 0 0 _ 11° C = 400 lbs./sq.ft. 0 NORMAL LOAD, L BS. / SQ. Fr 11 /000 2000 3000 4000 PROJECT NO.1738-89 DATE PLATE A 5000 6000 SAMPLE NO. 1 @ 1. 5 ' 1 av1 '.ul L.l .111 1%d ._.1 11 1U DIRECT SHEAR TEST DATA 0 = 16 ° ./000 _ (f) -Ui 3000- -ft — 2000- - —W _ . /000- 0 O C = 575 lbs./sq.ft. 0 PLATE B NORMAL LOAD, L BS. / SQ. FT. t 1 I 1 1 fill II lei /000 2000 3000 4000 5000 6000 PROJECT NO. 1738-89 DATE SAMPLE NO. 1 @ 3 1 wi `,ul L1 it,. !1 lel:l Il lg 4000- _ 0) _ &i 3000- m _ W 2000-h -- OMB- /000- D/RECT SHEAR TEST DATA 0 = 19° C = 650 lbs./sq.ft. NORMAL LOAD, L BS / SQ. FT. I I 11 I 1 11 1 1 1 I 1 1 I 1 I I 1 I 1 1 1 I I 1 1 1 1 I 1 t /000 • 2000 3000 4000 5000 6000 PROJECT NO. 1738-89 DATE SAMPLE NO. 1 @ 6' PLATE c C ONS OL /DA T/ON CURVE 200 300 400 500 WATER ADDED 1 @ 3' .1000 2000 4000 8000 LOAD /N POUNDS PER SQUARE FOOT P,G.'ECT" NG. 1738-89 DATE PLATE D APPROXIIViR°PE _ LOCATIOPT OF. EXPLORATORY TEST EXCAVATIONS TEST EXCAVATION ►TE : 3 - I4 -89 'ALE: 181:61• - 1AUEI5 g rOJECT NO: '7 Mt) _ Ca NorCal ENGINEERING 10571 CALLE LEE SUITE LSE: LOS ALAMITOS, CA. 9072,,'': 6ai1 S. Lunt Consulting Geologist 25052 hazelnut Lane • El Toro, CA 920)0 • (714) 458-1907 ENGINEERING GEOLOGIC INVESTIGATION NUMBER 6, EASTFIELD DR. ROLLING HILLS, CALIFORNIA FOR NORCAL ENGINEERING 10571 CALLE LEE SUITE 155 LOS ALAMITOS, CALIFORNIA 90720 MARCH 6, 1989 bail 5. hunt Consultin3 4eologist 25652 t1 zelnut Lane • CI Toro, CA 92630 • (714) 458-1907 Troy d. Norrell Norcal Engineering 10571 Calle Lee Suite 155 Los Alamitos, California 90720 Subject: Engineering Geologic investigation, Proposed Residential Development, Number 6 Eastfield Dr. Rolling Hills, California Project No. 1743-89 Dear Sir; Per your request, I have conducted a engineering geologic investigation at the subject site. The purpose vas to identify geologic factors relevant to the proposed new single family residence and to provide engineering geologic data for use in the design of foundations. The site vicinity is shown on Figure 1. The location plan of the site and the test pit locations are shown on Figure 2. 1.0 SCOPE OF WORK The investigation included the following steps: Review of available geologic maps of the Palos Verdes Hills and a report for a nearby single lot development Field geologic examination of the site - Subsurface investigation by two backhoe trenches feet in depth up to 10 Examination of aerial photographs of the site flown in 1978. - Report preparation. Maps and logs of trenches are contained in the Appendix to this report. �<- v /2 44 / M/ZE- 4A 78-C/ SCALE: DATE: NOTED 3/2/89 HAVEISEN RESIDENCE 6 EASTFIELD DR. ROLLING HILLS APPROVED BY: VICINITY MAP G.S. HUNT C.E.G. DRAWN BY GPD REVISED DRAWING NUMBER FIG. / ay.. 111 •HINTED ON NO. 1000N CIEARPRINT • 2.0 SITE CONDITIONS Number 6, Eastfield Dr. is an approximate 1.4 acre parcel on a North trending ridge with a moderately steep ravine to the Northeast and a steep sided canyon to the West. The westerly canyon trends in a northerly direction across Palos Verdes Dr. North, while the ravine to the northeast trends easterly towards Western ave. and the City of San Pedro. There is a level pad cut in the materials underlying the existing house. The estimated limits of cut and fill are shown on Figure 2. 3.0 GEOLOGIC CONDITIONS 3.1 Fill Black adobe fill containing limestone blocks and shale fragments is present along the southerly edge of the graded pad. This material is at least 10 feet deep over portions of the lot. 3.2 Residual Soil and Slopewash A'thin layer of black adobe soil is present over portions of the site. The material is likely to be expansive and may be subject to creep. 3.3 Terrace Deposits Cleveland 1976, shows Terrace deposits overlying Altamira shale along the gently sloping ridge at the site. These deposits were not seen, probably because of (1) earlier site grading and landscaping, (2) the location of the trenches and (3) the probable thin section of terrace cover. The approximate location of the mapped Terrace deposits is also shown on Figure 2. It is possible that Terrace deposits may be found directly under the house. 3.4 Structural Features The site is located on the flank of one of the generally northwesterly trending anticlines and synclines mapped by Cleveland. The strike of the bedding measured in Test Pit 1 was N 60' W. The dip of the bedding was 35-- 40' to the North. The bedding plane attitude measured in the Test Pit is similar to regional bedding mapped by Cleveland. 4.0 SEISMICITY No faults were found in this investigation and published geologic maps of the area do not show any faults in or adjacent to the property. The site does not lie in the Alquist-Priolo Special Studies Zone. Ground rupture should therefore not be of concern. Liquifaction and settlement are not hazards because of shallow bedrock and a deep water table. Earthquake induced landsliding is extremely unlikely because of the gradual slopes and favorable geologic structure. Limited damage by ground shaking is possible but proper design and construction can reduce this hazard. The following table lists the historically active faults which could be a source of earthquakes affecting the site. Table 1 LOCAL FAULTS AND ASSOCIATED EARTHQUAKE MAGNITUDES Fault Newport-Inglevood Zone Malibu Coast Whittier Elsinore Sierra Madre San Andreas Distance Maximum Credible Earthquake Magnitude 12 mi NE 7.0 26 mi N 7.5 30 mi NE 7.5 36 mi NE 6.5 55 mi NE 8.2 In addition to these faults which have been historically active, the Cabrillo Fault is located approximately 1/4 mile to the South and the Palos Verdes Fault is located about 3 miles to the Northeast. These faults are also considered potential sources of earthquakes which might affect the site. 5.0 CONCLUSIONS AND RECOMMENDATIONS It is my professional opinion that the proposed development of a single family residence is feasible. Based upon the findings of this investigation the following recommendations and conclusions are submitted. 1. The bedding plane attitudes, the site inspection and the examination of the aerial photographs did not disclose adverse geologic conditions. 2. The depth to bedrock varies across the site. Figure 3 is a cross- section which shows depth to bedrock ranging to 5 feet or more under the existing house. The soil and rock conditions directly underlying the house were not determined during this study and it is possible that bedrock may be encountered at shallow depths. If a section of Terrace deposits is encountered during grading, these materials may also provide adequate strength and settlement properties. 3. The site should be inspected during site grading to assure that geologic features of significance to the development of the property are considered. 4. It is recommended that an Engineering Geologist review the proposed grading and construction plans as soon as they become available. 5. The site is judged to be geologically stable and thus safe for construction of a new residence on the existing pad. The proposed construction should have no adverse affect on property outside the site. 6.0 CLOSING REMARKS •The conclusions and recommendations contained in this evaluation are based on site inspection, aerial photography interpretation,logs of trenches and published reports. It is possible that different evaluations could be made based upon this data or additional data from site grading which could affect development of the lot. It is the responsibility of the owner or developer to bring to our attention any other data or unusual conditions which may be encountered during site grading. If you have any questions regarding this report please do not hesitate to call. Respectfully submitted, Gail S. Hunt CEG No. 384 REFERENCES Cleveland, G.B. 1976; Geology of the Northwest Part of the Palos Verdes Hills, Los Angeles County, California Plate 2 Kew, W.S. U.S. Geological Survey, 1946; Geologic Map of the Palos Verdes Hills: United States Geological Survey Professional Paper 207 otS)C, Equipr•ent ‘TTITUDES G OJ 35-6-0° & 7.6" ." SCALE yr ItT j74,7 P1 Elevat ion e_r # A dr DATE 2.1128/8 lo Location DESCRIPTION L• A Iv S LOAtirC4A4r,, bl I. —"Pit fits: C. et tie s 1.1. Lzatri kb/ of fs. e...11.;.-1,1. is.re.s4(544.e ur -to 10" citat•tele.se. S ot IS /DK Y To derv, S 11.1"S -r WALL SHOWN (-3: soli Su..-rsrog.tc/x44/... 4/.14 Ceistrdr.f , ,* ci1dOloyeaGeow S Hy 4 64. ea. bele/net • bipc•tY t)14v /4yev. at S1. --tor dip ok /as. sh Sick,/ al/ 74: 46014 ar /ayes, wt.( I lAt p; f • c • k yr OIL GRAPHICS Cr o‘z St-:56e1C (4,..e CI 4 (.› e. • UNITS Vi C z a+ • to -I o o 3 0 • • *a • 71;* cl • •••• . ..., f• ..... r• C LA • o•C 1 •.•0 SURFACE SLOPE TREND 1 I 1-1---4-1 I I i.41t /71,4# 14•P Elevation Equipment ATTITUDES tgALIC Nor Location DATE 2 /28/81 Heim I": 2.. SCALE Yr" WIC WALL SHOWN S 1A1 Si 6 7 ID 1 1 1 DESCRIPTION : b Mei( Ciet,e1 SIN" Curi4 PoGt-Fp pn eirtr i; si- rs' cies-a. 44. 714. or at/Trod iocaieea. Olt At et. syjieses 4a•A n•447 hole re -Neel- lekuede/rA huff Co/corr.(' Y4 Sliestelars bc• ci47e1f -r. ff -fesid 141 lo 9realer 714ase /0 1 A lietottrec. Shale ' • • GRAPHICS 1. , • • UNITS 7—PrItak,, c • ro • • n C) • •••• • rvt ry CA • *.< • SURFACE SLOPE'-' TREND A/".(1) 1 1 13 1 I 1111 1111 1111 • 90- 8o-- F/LL Peo clfc?E,t, .i E / -/ // V` .% -;-< L OOf</1 /6 O T. 'E ; J S^ Q J \� 'l t, \ 1 IN ti LCI 411 i c SW ..-0'-"' SCALE: DATE: NOTED 3/2/89 HAVEISEN RESIDENCE 6 EASTFIELD DR. ROLLING HILLS APPROVED BY: SECTION A -A G.S. HUNT C.E.G. DRAWN BY REVISED GPD DRAWING NUMBER FIG. 3 11 X 17 PRINTED ON NO. 10001.1 CL-ARPRINT.