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HomeMy WebLinkAboutCT 73-29; Carrillo Estates; Soils Report; 1973-09-06f I for SOIL 1NVESTIGATI.ON FOR THE PROPOSED CARILLO ESTATES CARLSBAD, CALIFORNIA 73-27 PONDEROSA HOKES 2082 Business Center Drive Irvine, California 92664 . Suite 100 s1010.14.27 t- WOODi.IARD-GrZIENSK1 & ASSOCIATES Consulting soil and Foundation Engineers and Geologists (An Affiliate of Uoodward-Clyde Consultants) TABLE OF CONTENTS Page LETTER OF TRANSMITTAL SCOPE FIELD INVESTIGATION LABORATORY TESTS SITE, GEOLOGIC AND SOIL CONDITIONS CONCLUSIONS AND RECOMMENDATIONS LIMITATIONS TABLE I .- SUMMARY OF SEISMIC TRAVERSES FIGURE 1 - SITE PLAN FIGURES 2 THROUGH 12 - LOGS OF TEST BORINGS FIGURES 13 THROUGH 15,- LOGS OF TEST TRENCHES EIGURES 16 .AND 17 - FILL SllITABILITY TESTS FIGURES 18 THROUGH 21 - 'DIRECT SHEAR TESTS 1 2 3 3 5 10 a WOODWARD - GlZlENSKl & ASSOCIATES CONSULTING SOIL AND FDUNDATIDN ENGINEERS AND GEOLOGISTS An affiliate of Wooduard - Clyde Consultants 3467 Kultr Streel San Diege Californl. 92110 September 6, 1973 (714) 2242911 Project No. 73-203 Ponderosa Homes 2082 Business Center Drive Suite 100 Irvine, California 92664 Attention: Mr. Donald W. Gales In accordance with our agreements dated June 8, 1973 and July 25, 1973, we have made an investigation of the underlying soil conditions at the site of the proposed subdivision to be known as Carillo Estates in Carlsbad, California. The results of our studies indicate that the site is generally suitable for the proposed development; however, there is some hard rock that may require blasting and existing "old" landslides in the northeastern canyon may require special treatment or real iEent o~ffthepropoSed~~el ~Fuerte Street. The extent of the exis5Tii"TandslideTFe notanticipated n to 'be within the proposed lot areas and are not expected to pose construction expansive and it appears that selective grading will be necessary to problems in these areas. Much of the on site material is potentially provide nonexpansive soils in the upper portions of level lot pads. The accompanying report presents our conclusions and recommendations, as well as the results of the subsurface exploration and laboratory tests upon which these recommendations are based. ~. The engineer assigned to this project was Joseph G. Kocherhans. If you have any questions, please call at your convenience. WOODWARD-GIZIENSKI & ASSOCIATES LTuis J. Le 4. K.E. 14129 LJL/JGK/mf Attachments (2) Ponderosa Homes (4) Rick Engineering Company ? I I e E. h. Li 1 1 .: SCOPE This report describes an investigation of the underlying soil and geologic conditions at the site of the proposed subdivision to be known as Carillo Estates. ~ ~~ ~~ ~~ ~ The site is iocated approximately 1 mile east of El Camino Real and 1 mile south of Palomar Airport Road in Carlsbad, . California. The purpose of the investigation is to make a geological and soil investigation of the,site that will .provide a basis for conclusions and recommendations regarding the stability of the proposed cuta and^ fill slopes; any required fill foundation treatments and special provisions that are necessary in' the earthwork specifications; the most suitable type and depth of foundation and allowable soil bearing pressures for foundations on compacted fill or natural ground; and provide conclusions and recommendations regarding the relative stability and the necessary measures to improve the stability of existing "old" landslides. ,"The results of our engineering geological reconnaissance have been presented ~.~ ~ "" in our letter dated June 4, 1973. Preliminary results of our investigation have been presented to the subdivision engineer, Rick Engineering Company, to assist them in developing plans for the subdivision. It is our understanding that the proposed area is to be developed into lots for single family housing which will consist of one and two-story structures, of wood frame construction. It is anticipated that the residential structures will be supported on continuous footings or on a pier and grade beam foundation and that house floors will either be raised wooden floors or concrete slabs-on-grade. The specific plan and tentative map of Carillo Estates, prepared f' I: Project No. 73-203 Page 2 by Rick Enginering Company and dated IMay 7, 1973, indicates that maximum cut slope heights of approximatly 40 feet at maximum slope inclinations of 1-1/2 to 1 and maximum fill slope heights of 110 feet at an inclination . .. ~ .. ~ ~~ ~ of 2 to 1 and less than 30 feet at inclinations of 1-1/2 to 1 are proposed. "" . -~ FIELD TNVESTIGATION Ten test borings were made with a 6-in. diameter truck-mounted power auger, four test borings were made with a 30-in. diameter bucket rig and seven test trenches were excavated with a caterpillar D-8 dozer. The approximate locations of the test borings and test trenches are shown on the Site Plan, Fig. 1. The drilling of borings and trench excavations were done between June 5 and June 11, 1973 under the supervision of a project engineering geologist. Field logs were prepared by the geologist on the basis of an inspection of the samples secured and of the excavated material. The Logs of Test Borings and Test Trenches, shown on Figs. 2 through 15 are based on an inspection of the samples, the laboratory test results, and on the field logs. The vertical position of each sample is shown on the Logs of Test Borings and Test Trenches. In addition to the test borings and excavations, three engineering seismograph traverses were made on June 11, 1973 at the approximate locations shown on Fig. 1. Our interpretation of the results of the traverses is presented on Table 1. The test excavations and seismograph traverses were located in the field with .the aid of 'an undated, untitled 1"=100' scale topographic map submitted to us by Rick Engineering Company. LABORATORY TESTS The soils encountered were visually classified and evaluated with respect to strength, swelling and compressibility characteristics, dry density and moisture content. The classification was substantiated by grain size analyses and determination of plasticity characteristics of representative samples of the soils. Fill suitability tests, including laboratory compaction tests, direct shear tests, loaded swell tests, plasticity characteristics and grain size analyses, were performed on samples of the basic materials encountered and expected to be used as fill. The strength of soils was evaluated by consideration of the density and mositure content of the samples and the penetration resistance of the sampler. The results of tests on relatively undisturbed drive samples are shown with the penetration resistance of the sampler at the corresponding sample locations on the Logs of Test Borings. The fill suitability test results, except direct shear tests on compacted samples, are reported on Figs. 16 and 17. The results of the direct shear tests are reported on Figs. 18 through 21. SITE, GEOLOGIC AND SOIL CONDITIONS ,I The site is located on a northwesterly trending ridge with a high elevation of this ridge, at the southeastern corner of the property, of approximately 480 ft. The upper portion of the ridge extends downward to the northwest to an elevation of approximately 325 ft near the'northwestern corner of the property. A canyon exists on the northern and eastern side of the site that extends down to elevation of approximately 150 ft. The side slopes of this canyon are relatively steep ranging between approximately 1.3 to 1 (horizontal to vertical) to approximately 4 to 1. The side slopes I . .~ Project No. 73-203 Page 4 on the western side of the ridge are at an inclination of generally about 6 to 1. At the present time the site is covered with small weeds and has .sparse coverages of small brush with locally dense growth. A small fill that appears to be uncompacted exists near the end of Flamingo Street. Our investigation reveals. that there are four distinct geologic units present on the property. These units are from youngest to oldest: Alluvium, a late Pleistocene Terrace deposit, Tertiary sediments, and Santiago Peak volcanics. A, general description of each of these units is given below: Alluvium - The alluvium deposits are mainly confined to the / natural .drainage channels on the site. The alluvial materials consist, for the most part, of silty and clayey sands with minor amounts of scattered gravels in thicknesses up to approximately 6 ft, as exposed’ in the test trenches. on the surface of the northernmost portion of the main ridge traversing the site. These deposits generally consist of silty clay materials and wsre observed to be less than 2 ft in thickness. Terrace Deposits - These deposits exist in a limited amount Tertiary Marine Sediments - Materials of this formation make grading. The soils within this unit consist of interbedded friable up the bulk of the material requiring excavation for the proposed sandstones and poorly indurated claystones. The majority of mhterials above an approximate elevation of 400 ft are generally interbedded sandy clays and silty clays. Jurastic Santiaco Peak Volcanics - These metavolcanic rocks occur at the surface within 2 areas on the property, at the approximate locations indicated on the Site Plan. These rocks typically have large variations in decomposition and fracturing in short surface distances; that is, some areas are expected to be excavated fairly easily, whereas an area just a few feet away may require blasting for economical removal of the materials. The near surface soils, as encountered in the test borings, generally consist of 1 to 2 ft of silty sand that is porous. This topsoil is generally underlain by a layer of residual silty and sandy clay ranging in thickness from absent to 3 ft. WOODWARD - GIZIENSKI 8 ASSOCIATES Co*WLII*o -1 uo ,(*l*” “lo AND oco,ocI~,, ~ I.' ..". ,, , , ,, " ,"_."",_"_.I." ". ""-----~~-----" ""I I Project No. 73-203 Page 5 Test Borings ~ 4 and 5 were dug in an area of existing landslides. _" A slide plane was encountered at a depth of approximately 6-1/2 ft in Boring 4, but none was encountered in Boring 5. The materials observed in Boring 5 appeared to be slide debris for the entire depth of the boring. It was also noted that the bedding of the material at depths of 24 ft and 30 ft was approximately 30 degrees out of the slope. Refusal was encountered on very hard cemented sand in Boring 5 at a depth of 34 ft. - -. - - ..- / - .. -~ - No groondvater -~~.~ was 'encountered in the test borings at the time of our investigation. CONCLUSIONS AND RECOM:~ENDATIONS (1) The results of our investigation indicate that there are several "old" landslides on the property, that nuch of the soil within the anticipated depths of grading is potentially expansive 'and that there is some "hard" rock within proposed cut areas. It is our opinion that select gwg and special inspection will be required in order to provide the most 'suitable end product. It should be anticipated that special . .. foundation designs may be required for structures on potentially expansive soils. . .. -. .~ - ~" . (2) The ground which will receive fill and/or residential structures will, in our opinion, have an adequate bearing value to safely support the proposed loads when treated as described in the following paragraphs and in the attached "Specifications for Controlled Fill". Footings for residential structures placed on nonexpansive undisturbed soils or properly compacted nonexpansive soil may be designed for a soil bearing pressure of 2000 psf at a depth of 12 in. below rough lot grade. Footings should have a minimum width of 12 in. -. ! :f Project No. 73-203 Page 6 (3) The upper zones of the Santiago Peak Volcanics, the residual clay below the topsoils, the terrace clays and the sandy and silty clay strata in the Del Mar Formation, have been classed by laboratory tests as being potentially expansive to varying degrees. Our studies indicate that the bulk of the material excavated from above the approximate elevation . of 400 ft will be of the potentially expansive nature. Where these soils are used within 2 ft of finish grade in either cut or fill pads, special foundation treatment will be necessary. For your convenience and consideration, the following two preliminary foundation designs are presented for soils ... having 3 to 6 percent swell potential swell potential : FOOTIflG Rough or Compacted (Potential sw1 1 and for soils having 6 to 9 percent DETA I L 3 to 6 Percent) Grade 9" nin, concrete slnb with 6x6 lO/lO me.$h ., 3s. . rpck or grave].,. . e:-.. b ;... a. -..* . P4 Bars, top and bottom 1 12" min. 12" 4 mt n, ,- ""-. .". .. .Project No. 73-203 Page 7 The above footings may be designed for a soil bearing pressure of 2000 psf. Soils having a potential swell in excess of approximately 9 percent should not be used within the upper 2 ft of rough lot grade. Potentially expansive soils encountered may be spread and compacted throughout the lower portions of fills, but should not be used in the outer zones of fill slope faces, as will be discussed in the paragraph under slope stability bel ow. / .- . ~ (4) The results of .our investigation indicate that the bulk of the select materials not requiring special foundations will generally be encountered beiow the approximate elevation 400 ft. Because of this, it may be desirable for this office to review the'proposed grading plan when completed and possibly make additional studies in order to evaluate the availability of select material for capping the upper 2 ft of all lots founded in potentially expansive materials. The final result of this may enable us to delinate areas and volumes where the select materials are available and estimate where the potentially expansive soils will require undercutting and thereby provide a basis for selective grading. \ " (5) Results of our geological reconnaissance, the test borings and test excavations, and the. engineering seismograph traverses indicate that the materials on the site can generally be excavated by normal heavy grading equipment, except in the Santiago Peak formation. Within this formation, it is a'nticipated that blasting will generally be required to achieve final grades in areas where cuts are in excess of approximately 5 to 15 ft. In those areas where outcrops exist, blasting will be required at the surface. It is recommended that areas requiring blasting be overexcavated . a' to a minimum depth of 2 ft below the proposed rough grade and that the Project No. 73-203 Page 8 excavation be backfilled with the more select materials available on the site. We have discussed the general anticipated areas of blasting with Rick Engineering Company and suggested that raising grades in certain areas may be helpful to minimize the amount of blasting required. It should be anticipated that some oversized rock will be generated in areas that are blasted. Material in excess of 2 ft in least dimension will require special handling to place and use in the deeper portions of fill; that is, when larger rock fragments are used in fills they should be completely isolated, such that there is at least the width of the compaction equipment between rocks in order to allow for adequate compaction of the soils around the rock. (6) It is recomnended that loose and/or porous surface soils which are not removed by the grading operations be excavated or scarified as, required, replaced and compacted before fill, footings or slabs are constructed. These materials range in depth from approximately 1-1/2 ' . to about 3 ft on the ridge and side slopes up to approximately 6 ft in the bottoms of the natural drainage channels. Because of the variations - "" ___ in thickness of the loose and/or porous surface soils, their excavation and compaction should be controlled in the field by Woodward-Gizienski & Associates upon visual examination of the exposed soils. (7) The proposed cut and fill slopes having inclinations of 1-1/2 to 1 (1-1/2 horizontal to 1 vertical) and maximum unsupported heights of less than 50 ft will, in our opinion, have an adequate safety factor against slope failure if constructed in accordance with the plans and specifications. Fill slopes in excess of 50 ft in height,but.less than 115 ft in height,may be constructed at overall slope ratios of 2 to 1. 1.i - - WOODWARD - GlZlENSKl b ASSOCIRTES Project No. 73-203 It is recommended that the lower portions of the Page 9 fill in those areas where of materials similar .... " ... to samples 3-~3 and 14-1 in the outer 60 ft of slope face. As grading progresses, strength tests on newly exposed soils combined with other slope stability analyses may show that these newly exposed soils may also be used within .. this zone. ....... ~ ~ ~ . .~ ...... (8) As previously noted there are existing old landslides along the northern side slopes of the majo6 ridge of the site. Although these s1 ides appear to be below the toes of proposed fills, it is recoyxnded that the keys made for these proposed fills be inspected by a geologist I . from our . firm prior to placing fi.11 in^ these areas in .~ order to verify actual subsurface conditions. This recommendation is made for the purpose of inspecting the area for possible slide debris that could not be.delineated from the field reconnaissance. Shou1.d such materials be encountered, it will be necessary to remove them down to competent formational materials prior to construction of fill slopes.. . ~ .. ..... -~ ~ . ........ ". ...... ~ . ~ ~ ~. ~ d(9) 'Ai presently proposed on the tentative. map, by Rick Engineering. Company, el Fuerte Drive is planned such that relatively high cuts would be made on the western side of the proposed alignment. Results of our studies indicate that landslide masses exist in this area and that extensive buttresses would be required to stabilize these cuts. We have therefore recommended to Rick Engineering Company_.th.at the ,proposed a1 ignmenLpf el Fuerte Drive be moved farther to the east in order to fill the canyon bottom and make no cuts on the side slopes on the west side of-the. proposed ---.""- street. They have indicated that this alignment change is possible. It is recommended that final plans in this regard be reviewed by this office .. .......... ... ."_ ....... - .~. " ". ... WOODWARD - GlZlENSKl & ASSOCIRTES . cMsyL~I~ lolL I*D IMLMDI- wyua uo UOLOUSIS k -... ll". Project NO. 73-203 Page 10 in order to determine the relative stability of this area and provide any additional recommendations that may be required. (10) A set of "Specifications for Controlled Fill" is attached. Recommendations made as a part,of this report shall become a part of these specifications. It is recommended that- all grading operations be observed and compacted fills be tested by Woodward-Gizienski & Associates. LIMIATIONS I The conclusions an'd recommendations made in this report are based on the assumption that the soil conditions do not deviate appreciably from those disclosed by the test borings. If variations are encountered during constuction, we should be notified so that we may make supplemental recornendations, if thi's should be required. Evaluation and utilization of soil materials for support-of structures includes investigation of the subsurrace conditions, analysis, formulation of recommendations, and inspection during grading. The soil investigation is not completed until the soil engineer has been able to examine the soil in excavations or cut slopes so that'he can make the necessary modifications, if needed. tle emphasize the importance of the soil engineer continuing his services through the inspection of grading, including construction of fills, and foundation excavations. Project No. 73-203 SUMMARY OF SEISMIC TRAVERSES Table I Traverse TR-1 TR-1 R TR-2 TR-2R TR-3 TR-3R Velocity (ft/sec) Depth' (ft) 2750 0-2 s/ 3900 2-144 13000 14 - 31 -/ 20000 31+ v 2050 10000 2200 6500 20000 2400 7200 12000 0 - 50 55+ 0-7 7 - 40 40+ 0 - 7 .:. 7 - 31 31 -t 2250 0-5 4300 5+ ~. 1600 0-4 2600 4 - 17 7000 17+ I LEGEND + 150 Indicates approximate location . + of test boring.(30" bucket). Indicates approximate limits of 00 existing landslides. Indicates approximate location of test trench. Indicates approximate existing ,"* I? ,' ,f I ., ground surface coniour. , ', Indicates approximate limits exposed at ground surface. Indicates approximate f location of seismic traverse. 0- 5- -+ LI I 8 8 10 - a + v) L 20 - 25 - 30- 33 - BC = 20 Bc= n WC = 16 DD = 110 BC = 92 For Legend, see Figure 4. LOG OF TEST BORING I CARRILLO ESTATES mWARD - GI Zi D.ISfci & ASSOCIATES COFlSULTlNG SOIL AWD FOUIIDATION EKGIHEERS AND GEOLOGISTS SA# DIELXI. CALIFOLYIA 0 5 10 15 20 25 bring 2 Loose, dry, tan silty sand (S4) BC = 18 Porous BC = 68 Hard, mist, gray to yellowbmtm clayey silt to fine smdy clay (M" WC = 16 DD = 107 BC = 65 wc = 22 DO = 102 BC = 63 BC = 59 BC = 84 For Legend, see Figure k LOG OF TEST BORING 2 CARRI LLO ESTATES COWSULTING SOIL bwD FOUUDATIC# EKGlNiERS AH0 GEOLOGISTS LCOOWARD - GIZIENSKI & ASSOCIATES SM DIEM, CALlFOiiNlA BC = IU HC = 9 DD = 113 Bc= 43 Borinq 3 Stiff, mist, red-brown sandy clay Hard, mist, brom sa?dy clay (a) 12 knse to very dense, mist, gray- brolcn clayey sand (SC) wc = DO = BC = LEGEND WC = Water Content in percent of dry weight. DO = Dry Density in pcf. BC = Number of blows by 190 ound hammer falling Sampler. Date: ID = 2.b, OD = 2.5": 30 inches to drive sam !er 12 inches (SM) = Grou classification symbol in accordance with the hified Soil Classiflcation System. 4 = Sample Number. Refusal = Unable to extend excavation, practically, with equipment being used in the exploration, LOG OF TEST BORING 3 CAR% I LLO ESTATES I.MDLJARO - GI ZI ENSKl & ASSOCIATES COIlSULTlHG SOIL kYD FOUXDATION ENGINEERS AND GEOLOGISTS SAN DIE@. CALIFDRIIIA 0 5 IO 15 .20 25 30 Ebrina - Hard, damp, dark brown silty clay (a") Dense to very dense, mist, yellow- brow si 1 ty sand [ 34) S1 ide Plane Dips I)' Out of slope Y ar For Legend, see Figure 4. LOG OF TEST BORING 4 CARRILLO ESTATES 0 5 IO 15 20 25 30 34 brina 5 q$j (W Hard, mist, dark brow si1 ty clay 2 \\ Hard, mist, olive silty clay (a) Very dense, damp to mist, gray- brow clayey to si1 ty sand (34-SC) ... Very dense, moist, gray-brown si1 ty sand (34) : -thin cemented layers < .. Refusal in cenented layer For Legend, see Figure IC. LOG OF TEST BORING 5 0 5 10 15 20 25 30 35 Boring 6 (3) with cemented layers and fossils ~ .... 1. .. Refusal For Legend, see Figure Q. LOG OF TEST BOR'ING 6 CARRI LLO ESTATES CONSULTIHG SOIL WO FOUilDATIOW EKIHEERS AWD GEOLOGlSlS LiXClrARD - GIZIEEISKI & ASSOCIATES SAW Dl EM, CALI FOil#i.t 0 5 IO 15 25 30 35 40 48 bring 7 _. Loose, dry, 1 ight brwn si Ity sand \ (3.1) Porous Kediurn dense, damp, yellowbrown silty sand (S4) with she1 1s .' . .. silty fine sand (Sf) with thin Very dense, mist, light gray-brom mnted layers t LOG OF TEST BORING 7 For Legend, see Figure Y. CARRILLO ESTATES bring 8 "'~ Loose, dry, brown silty sand (34) BC = 21 Porous Dense, dmp, gray-bram clayey sand ( SCl SI ightly Porous BC = 95 Dense to very dense, mist, yellow brorn silty fine sand (34) ' 0 IO 51 I 9 5 bring 9 - BC = 13 silty sand (34) Medium dense, dry to danp, brum Porous BC = 18 ' Hard, moist, brown sandy clay (CL) d:';i/. Very dense, mist, yellow-bm; :' silty fine sand (SM) BG= 66 ., .. . . . .. L\. bring IO Medium dense, dry, brown silty sand Hard, mist, bram sandy clay (CL) ( 34 Porous Very dense, mist, yellow-brow clayey sand (SC) For Legend, see Figure 4. LOGS OF TEST BORINGS R, 9 AND IO wc = DD = BC = 1 oa 20 56 """"" - continued on next page For Legend, see' Figure 4. # LOG OF TEST BORING 11 CARRILLO ESTATES WXIDdARD - GIZIENSKI h ASSOCIATES COWSULTIWG SOIL AIlD FOUXDATIO3 ENGINEERS AND GEOLOGISTS SAW DIECO. CALIFONIA - DR. 6Y: ALS APPROJ. SCALE: I' = 5' 1 RCl& !IO: 73-203 30 35 w OI 5 13 Boring II continued "_"""" Hard, mist, gray silty clay (CL) bring 12 Hard, dry, black sandy clay ((X) For Legend, see Figure li. LOGS OF TEST BORltlGS li AND 12 CLRRI LLO ESTATES UlNWLTlWG SOIL NID F(K#DATIOII OIGIWEERS &YO GEOLOGISTS ~~ARD -GIZIENSKI h ASSOCIATES SAW OIEU), CALlFOi3lA DR. BY: ALS I APPROX. SCALE: I" = 5' I -DATE: e-! 473 0 5 13 15 20 0 5 9 bring 14 Loose, dry, brown si1 ty sand (S4) Porous wc = IO .. ,. *... 1 . ..: .I tic = I I DD = 105 BC = 4u Trench 15 _. . , dark brm clayey fine kdium dense, dmp, brown si1 ty to clayey sand (9"s) with fossi IS Hard, mist, gray-brown silty clay Porous For Legend, see Figure 4. LOGS OF TEST BORING I4 AND TEST TRENCH 15 CARR I LLO ESTATES CONSULTING SOIL WO FOUXDATIOll ENGINEERS A#D GEOLOGISTS WCWARD - GI ZIENSKI & ASSOCIATES SAW DIEm, CALlF081(lA 5 7 OJ 0 5 10 5 6 Hard, mist, brow sandy clay (a) Daxe to very dense, damp, gray- bmhn silty fine sand (%) Trench 17 e, dry, light brown silty Loose, dry, dark brown silty sand Irkdiurn dense, damp, brorm clayey Porous " , sand (SC) .. I . Dense to very dsnse, damp, light Porous . '' gray-brom silty sand (SM) . .. Trench 18 2 hard, dmp, dark bm sandy clay ~ ~~ ( CL) Dense ta very dense, danp, gray- brown silty sand (%) .For Legend, see Figure 4. I LOGS OF TEST TRENCHES '16, 17 AND 18 CARRl LLO ESTATES 4D GEOLOGISTS bring 13 0- se, dry, gray-brovn silty t, red-brown sandy clay wc = 4 DD = 9L1 BC = 13 - WC= I5 OD = 110 BC = 18 ist, gray-brown sandy clay 5- BC = 50 IO - Hard, mist to Et, 01 ive silty cky 15 - BC = 53 19 - For Legend, see Figure 4. LOG OF TEST BORING 13 CARR I LLO ESTATES W)!SULTING SOIL U(D FOUNDATIOW ENGINEERS AHD GEOLOGISTS WX)W.JARD - GIZIENSKI h ASSOCIATES SA11 DIE@, CALIFORNIA 5 a 5 . 7 O1 For Legend, see Figure Y. LOGS OF TEST TRENCHES '19. 20 AND 21 CARR I LLO ESTATES GJXDWARD - GI ZIENSKI br ASSOCIATES COtISULTIIIG SOIL WD FOU2DiTlOil EXGIWEERS AND GEOLOGISTS S4W OIE(O, CbLlFOZiIA OR. BY: ALS APPRO?. SC@.E: I" = 5' ROL. VO: 7kqL -AcxtoJsi 8-1 4-73 1 j&!$5:C&"4.5" Trench 19 I . '. - .. Loose, dry, dark brow clayey sand 2 (SM-SC) Dense to very dense, damp, gray- . , . bran clayey sand (SC) Very dense, danp, gray-bm clayey smd -(SC) Trench P Loose, dry ta dmp, dark brown clayey smd (SFSC) . .. ,._ , ..:, ,... ~. ,. ,. . .. : ~' .. .. "2, Very dense, damp, gray-bmwn silty .. .' '. said (3) . ., ~. . r.. . 'I I30 I20 I IO I00 90 ao loo0 loo IO 1.0 0.1 0.01 0.WI GRAIN SIZE IN HILLIHETERS I PLASTICITY CHARACTERISTICS I I I 2 I 3 I I Liquid Limit, $ (42 I n( 47 Classification by Unified Soil Classification System CL CL ZERO AIR VOIDS WIlYES NOTE:. Specimen 10 20 UO Initial Dry Density. pcf 107 112 105 Initial Water Content. $ 20 8 14 Load. psf I60 160 160 Percent SwlI 9.8 I 4.7 12.5 I = Smpte 2-5 2 = hnple 3-3 , 3 = Sample 11-2 LABORATORY WPACTIOH TEST FILL SUITABILITY TESTS LABORATORY CCMPACTIOII TEST METHOD: ASWD 1557-70T CARRILLO ESTATES L.X]OWRD - GI ZI ENSKI h ASSOCIATES COWLTlHG SOIL AYD FOUXDATIW EHGIHEERS AHD GEOLOGISTS SAH OIEGO. CALIFOXNIA ~. DIRECT S!W EST DATA II I213 Dry Density, pcf I Final Water Content. % 1 t I I I Apparent Friction bngle. I I I I30 120 I10 100 90 80 1000 ID0 IO 1.0 0.1 0.01 0.001 GRAIH SIZE IN MILLIMETERS Liquid Limit, 9;- I tion I I I Plasticity Index. % I Plastil I Classificatioa by Unified Soil Classification System I I I I %ELL TEST DATA I:: 2 3 2.60 SPECIFIC GRAVITY ZEm) AIR VOIDS CURVES NOTE: Specimen . Specimen Specimen IO 20 Initial Dry Density. pcf - 100 Initial Water Content, % 16 Load. psf I60 Percent Swell 1.2 2= I= 3= Sample 14-1 LABRATORY CG‘PbCTI ON EST FILL SUlTABlLlM TESTS CONSULTIHG SOIL AVO FWXDATIWI ENGINEERS AND GEOLSISTS SA8 DIEGO. CALIFORNIA , Cn. BY: ALS IAPPtOX. SCALE: ”- I PROJ. NO: 73-203 CX’D BY:,yA4,DATE: 8-15-73 1 FIG’JRE PO: 17 :i 0.5 0 .02 .ou .06 .08 0.10 0.12 SHEAR DISPLACDIEHT. inches SMPLE DATA I Y Classification: Height. inches Dimeter. inches Initial Conditions: Dry Density. pcf histure Content. 5 107.0 After So&ing: I Dry Density, pcf I 107.8 1 kisture Content. % 13.9 I Surcharge during soaking: --tonslsq.ft. Cohesion. Dsf 0 0.5 1.0 1.5 2.0 NORMAL STRESS, tons/sq.ft. CARRI LLO ESTATES h03DJARD - GIZIENSKI & ASSOCIATES 0 .03 .06 .09 .I2 .I5 .I8 ' SHEAR DISPLACMEHT. inches t SMPLE DATA 1 Sample No: 3 - 3 1 Classification: Height. inches I 0.807 Dianeter. inches 1 3.9u !ni?izl Conditions: Dry knsity. pcf I 11.6 Hoisture Content. % 9.0 After Sa& i ng: Dry Density. pcf 114.3 Moisture Content. 7.6 Surcharge during soaking: tms/sq.ft. I TEST DATA I 1 Angle of Friction. ,dqre<s/ 28 1 Cohesion. psf 500 NORMAL STRESS, tons/sq.ft. DIRECT SHEAR TEST CARRI LLO ESTATES hOOCWARD - GlZl ENSKl h ASSOCIATES CONSULTING SOIL AND FOUHDATIOH ENGINEERS AliD GEOLOGISTS Sky DIEGO. CALIFORNIA DR. BY: ALS IAPPRaX. SCALE: - - - IPROJ. NO: 71c233 CK'D 8Y:eIDATE: 8-15-73 !FIGURE NO: 19 --"-- .0e 1 ,sf .IO SHEAR DISPLACMEIIT. inches .I2 I SMPLE DATA I Sarcple ~o: 11 - 2 1 Classification: Height. inches Dianeter. inches Initial bnditions: Dry knsity. pcf 105.2 Moisture Content. 2 I 14.6 - After Soaking: Dry Consity. pcf 106.6 Moisture Content. % 13.9 Surcharge during soaking: tons/sq.ft. I TEST DATA I I Angle of Friction. degrees1 23 I Cohesion. psf 410 1 NORMAL STRESS, tons/sq.ft. DIRECT SHEAR TEST CARR I LLO ESTATES hOOCYJARD - GIZIENSKI & ASSOCIATES COHSVLTING SOIL AHO FOU#DATION U:GIHEERS AND GEOLOGISTS SE,Y DIEGD, CALIFOKNIA OR. BY: ALS IAPPROX. SCALE: - - ~ IPRDJ. no: 73-203 CX'D BY:p&lDdTE: 8-15-73 IFIGUSE ~o: 20 m 0 .02 .ou .a .08 SHEAR DISPLACEMENT. .IO .I2 .IU inches I SUPLE DATA Heipht. inches 0.807 Dimeter. inches I .9u Initial Conditions: Dry Dmaity. pci Moisture Content. 5 Lftcr SoaLing: I Dry krsiiy. pcf Moisture Content, F 103.3 13.8 I Surcharge during soaking: I tonslsq.ft. TEST DATA I Angle of Friction. degrees Cohesion. psf * 0 I .o 2.0 3.0 9.0 NORMAL STRESS, tons/sq.ft. DIRECT SHEAR TEST CARRILLO ESTATES LOOL'ARD - GIZIEFiSKI h ASSOCIATES I CO#SULTIHG SOIL AMD FCUflDATION ENGINEERS MI GEOLOGISTS SM OIEGO. COLIFORHIA DR. BY: ALS ICPPROX. SCLLE: - - - (PROJ. NO: 73-Zl3 CX'D BY: (DATE: 8-15-73 IFICURE NO: 21 _.