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Home My WebLink AboutSDP 96-14A; LEGOLAND CALIFORNIA; SUPPLEMENTAL GEOLOGICAL INVESTIGATION; 1996-07-23I I I I I I I I I I I I I I I I I I I ;:::Iii-;:: ----.::: n --= A GTG Company Leighton and Associates GEOTECHNICAL CONSULTANTS SUPPLEMENTAL GEOTECHNICAL INVESTIGATION, LEGO FAMILY PARK, CARLSBAD RANCH, CARLSBAD, CALIFORNIA July 23, 1996 Project No. 4960151-001 Prepared For: NOLTE AND ASSOCIATES, INC. 5469 Kearny Villa Road, Suite 304 San Diego, California 92123 3934 Murphy Canyon Road, #8205, San Diego, CA 9213-4425 (619) 292-8030 • FAX (619) 292-0771 • www.Ieightongeo.com I I I I I I I I I I I I I I I I I I I 1.2 1.3 4960151-001 Site Description The site is located north of Palomar Airport Road and east of Paseo del Norte within the _ Carlsbad Ranch in Carlsbad, California (Figure 1 ). Carlsbad Ranch, is an irregular-shaped parcel encompassing approximately 548 acres. Carlsbad Ranch is bounded by Palomar Airport Road on the south, Car Country Carlsbad and the proposed realignment of Paseo del Norte on the west, Agua Hedionda Lagoon on the north and Hidden Valley road and agricultural land on the east. The Lego Family Park will be constructed on Lot 18 of the Carlsbad Ranch. Lot 18 encompasses ±132 acres and is located in the southeast corner of the Carlsbad Ranch. Topographically, the site is characterized by northwest-southeast trending ridges and intervening valleys. Elevations of the subject site range from approximately 70 feet mean sea level (m.s.l.) in a drainage adjacent to Palomar Airport Road on the south side of the property to approximately 204 feet m.s.l. near the ridgeline along the eastern edge of the property. Natural slopes on the site are relatively gentle, however, man-made cut and fill slopes (locally with slope inclinations up to 1:1 [horizontal to vertical]) are present in places around the perimeter of the tract and in developed areas within the tract. Existing improvements on site are generally related to past and present agricultural activities on the site. Improvements associated ,vith the agricultural fields include underground irrigation lines and valves, maintenance and storage yards, city water lines supplying the water reservoir on the east side of the site, and minor fills. Improvements associated with the now removed agricultural packing/distribution plant located in the south-western portion of the site include a relatively large fill area creating the building pad, parking and storage areas, and man-made cut and fill slopes. A smaller maintenance and vegetable packing facility remains in operation in the central portion of the site. In the southern portion of the site, one of the north-south trending canyons had been infilled with undocumented fill soils placed during the site farming activities and in several phases including during the grading of Car Country Carlsbad in the late 1980's and the improvements of Palomar Airport Road in the early 1990's. As encountered during our Phase II environmental study performed in 1989, a moderate amount of trash (including vegetation, plastic sheeting and tubing, paper, etc.) was encountered in the undocumented fill soils in this vicinity (Leighton, 1989b ). Proposed Development Our review of the conceptual development plan prepared by Sasaki and Associates, and our understanding of the project, future use of the site will include the construction of the Lego Family Park, including several lakes and ponds, numerous buildings and improvements associated with the Lego Family Park, and large parking areas. A precise grading plan for site development has not yet been prepared. Based on our review of the site tentative map, proposed grading is anticipated to consist of cuts and fills creating sheet-graded areas for the building pads, parking areas and other improvements within the tract. Cut and fill slopes are anticipated to be constructed at slope - 3 - ~uT1-~ ---=----::::-;. ------= I I I I I I I I I I I I I I I I I I I 2.1 2.2 4960151-001 2.0 SUMMARY OF GEOTECHNICAL CONDITIONS Regional Geology The subject site is located within the coastal subprovidence of the Peninsular Ranges Geomorphic Providence, near the western edge of the southern California batholith. The topography at the edge of the batholith changes from rugged landforms developed on the batholith to the more subdued landforms which typify the softer sedimentary formations of the coastal plain. The subject site is underlain by terrace deposits formed by sea level changes during late Quaternary time. These soils were deposited on wave cut platforms in the underlying Santiago Formation. Site Geology As encountered during previous site investigations and our review of geotechnical reports applicable to the tract (Appendix A), the Lego site is underlain by bedrock units consisting of the Santiago Formation and Terrace Deposits and surficial units comprised of alluvium, colluvium, topsoil, documented and undocumented fill soils. The areal distributions of the units are shown on the Geotechnical Map (Plate 1) and on the Removal Map (Plate 2). Reduced copies of both of these plates are included at the rear of this te:>rt. 2.2.1 Santiago Formation (Map Symbol -Ts) The bedrock unit underlying the entire site is the Tertiary-aged Santiago Formation. In general, the unit consists of massive to poorly bedded sandstone with interbedded clayey siltstone and silty claystone. The sandstone encountered consisted primarily of light gray, light brown, and light yellow-brown, moist, dense, silty, fine-to occasionally medium-grained sandstone. The sandstone was generally friable, slightly micaceous and massive. The siltstone consisted of medium brown and olive-brown, moist, stiff, clayey siltstones that were fissile to indistinctly bedded and contained calcium carbonate, manganese-oxide and iron-oxide staining. The claystone typically was gray to brown, moist, stiff to hard, fine-grained, sandy to silty claystone that was moderately sheared. Where encountered, the upper 6 to 12 inches of the Santiago Formation appears to be moderately weathered, porous and potentially compressible. This layer should be removed and recompacted in areas of fill placement or improvements. 2.2.2 Terrace Deposits (Map Symbol -Qt) Quaternary-aged Terrace Deposits locally overlie the Santiago Formation in most areas of the site (especially along the ridgelines). As encountered during the investigations, these deposits generally consist of orange to red brown, damp to moist, -6 - ::::.:::::UTR ;::; --~ d~ I I I I I I I I I I I I I I I I I I I 4960151-001 medium dense, silty fine-to medium-grained sand. The upper portion of the Terrace Deposits (generally the upper 3 to 8 feet) appeared to be highly weathered and/or disturbed by the agricultural activities of the site and are anticipated to be slightly - porous and potentially compressible. In general, the Terrace Deposits have a very low expansion potential. With the exception of the upper weathered zone, the terrace deposits have favorable engineering properties and are suitable to receive the proposed improvements. The weathered portion of the terrace deposits will require removal and recompaction in areas of proposed improvements or fill soils. 2.2.3 Alluvium (Map Symbol -Qal) 2.2.4 2.2.5 Alluvium was encountered during our investigation of the proposed development in the low-lying southerly flowing drainages adjacent to Palomar Airport Road and Hidden Valley Road. As encountered the alluvium generally consisted of potentially compressible, moist to saturated, loose to medium dense silty sands with some sandy silts and sandy clays. In the area adjacent to the intersection of Palomar Airport Road and Hidden Valley Road, alluvium depths are greater than the total depth explored (36.5 feet). North of Palomar Airport Road alluvial depths remain relatively thick as e"idenced by apprmdmately 28 feet of alluvium in boring LB-4. In the central canyon area south of the existing fill area, alluvium was encountered to a depth of 12 feet at boring SD-1. These areas were not accessible with the drilling equipment utilized in this investigation. Unsaturated alluvial soils are considered potentially compressible and not suitable for the support of fill and or structural loads. These soils should be removed and recompacted as part of site grading. Colluvium (Map Symbol -Qcol) Colluvium was encountered in the low-lying areas within and adjacent to the tract, on the lower hillsides north of Palomar Airport Road and in the tributary canyons. As encountered, the colluvium typically consisted of dark red-brown, damp to moist, medium dense, silty to slightly clayey sand that was generally 2 to 22 feet in thickness although locally it may be somewhat deeper. The colluvium was typically porous and anticipated to be potentially compressible under the load of existing fills or improvements. In places, it was somewhat difficult to distinguish the sandier colluvial soils from the underlying terrace deposits. Topsoil (Unmapped) Topsoil was encountered essentially covering the entire site but was not mapped. The topsoil was found to be generally dark red-brown, damp, loose to medium dense, silty sands with minor amounts of clay. The topsoil was generally ±2 feet in thickness, - 7 - ;:::::ITI--~ -=---:::s, --~ --= I I I I I I I I I I I I I I I I I I I 4960151-001 underlies a relatively permeable material such as sandstone or sandy fill soils. After removal of undocumented fill and alluvium, canyon subdrains should be installed to avoid a future buildup of water. Additional subdrainage may be required depending our review of final development - plans and conditions encountered during site grading. • Active or potentially active faults are not known to exist on the Carlsbad Ranch project. However, inactive faults and other seismic features have been mapped and/or observed transecting the tract. • The peak horizontal ground acceleration on the site due to the design earthquake on the Rose Canyon Fault Zone of moment magnitude 6.25 is estimated to be 0.30g with an effective ground acceleration of approximately 0.40g. • Based on our evaluation, the potential for liquefaction of the site soils is considered very low. However, due to the perched ground water conditions and presence of potentially compressible alluvium, colluvium and undocumented fill soils in some areas of the tract, the potential for liquefaction is considered significant unless remedial measures are undertaken to remove and recompact the saturated and potentially compressible soils. • Mass movements such as landslides, surficial slumps, mud flows, etc. were not observed onsite. • The existing 2:1 (horizontal to vertical) or flatter cut slopes present on the south and west sides of the tract are considered surficially and grossly stable from a geotechnical standpoint. However, due to the coarse and somewhat friable nature of the onsite soils, rilling and gullying of the slopes is anticipated to be significant. • Grading of the subject site may result in a transition condition ( cut/fill) in proposed building areas. Section 4.1.5 provided recommendations to mitigate this condition. -15 - I I I I I I I I I I I I I I I I I I I 4960151-001 4.10 Corrosion Resistance Samples of the representative onsite soils were tested for minimum resistivity and pH by California Test Method 643 during the previous investigations at the subject site. The results of this testing (Appendix C) indicate that the soils have a mild to high potential for corrosion to buried uncoated metal conduits. A corrosion engineer should be consulted for further evaluation of this potential if buried metal conduits are proposed. 4.11 Pavement Design Final pavement recommendations should be provided based on R-value testing of roadway subgrade soils as final grades are achieved. For planning purposes, we have assumed the sandy onsite soils will have an R-value of 40. Utilizing assumed traffic indices of T.I. = 5.0., T.I. = 6.0, and T.I. = 7.0, the following structural pavement sections can be assumed for planning purposes. Assumed Design Recommended Structural Use Traffic Index R-Value Pavement Design Parking and T.I. = 5.0 R = 40 3 inches of asphalt concrete over light auto traffic 4 inches of Caltrans Class 2 base Drive Areas T.I. = 6.0 R = 40 4 inches of asphalt concrete over 5 inches of Caltrans Class 2 base Truck areas and T.I. = 7.0 R = 40 4 inches of asphalt concrete over fire lanes 7 inches of Caltrans Class 2 base The upper 12 inches of subgrade soils should be scarified, moisture conditioned and compacted to a minimum of 95 percent relative compaction based on ASTM Test Method D1557-91. If fill is required to .reach subgrade design grade, fill placement should be performed in accordance with the recommendations presented in Section 4.1. The aggregate base material should be compacted to a minimum of 95 percent relative compaction. Untreated Class 2 aggregate base should meet the requirements of Caltrans specifications. We recommend that the curbs, gutters, and sidewalks be designed by the civil engineer or structural engineer. We suggest control joints at appropriate intervals as determined by the civil or structural engineer be considered. We also suggest a minimum thickness of 4 inches for sidewalk slabs. In accordance with City of Carlsbad guidelines, concrete improvements within city right of ways should be underlain by a minimum of 6 inches of Caltrans Class 2 aggregate base. If pavement areas are adjacent to heavily watered landscape areas, we recommend some measures of moisture control be taken to prevent the subgrade soils from becoming saturated. It is recommended that the concrete curbing separating the landscaping area from the pavement extend below the aggregate base to help seal the ends of the sections where heavy -26 - ---■Tl ;::; -~ ---=----=:s-------= I I I I I I I I I I I I I I I I I I I 4960151-001 landscape watering may have access to the aggregate base and subgrade. Concrete swales should be designed in roadway or parking areas subject to concentrated surface runoff. For loading areas subject to impact loadings (i.e., trash trucks, delivery trucks bays, loading docks, etc.), we recommend a minimum 7 inch concrete pavement. The Portland Cement Concrete (P.C.C.) should be provided with appropriate steel reinforcement and crack-control joints as designed by the project structural engineer. We recommend that crack-control joints be spaced no more than 12 feet on center each way. If sawcuts are used, they should be a minimum depth of one-quarter the slab thickness and made within 24 hours of concrete placement. We recommend that sections be as nearly square as possible. A 3,250 psi mix may be utilized. Asphalt Concrete (AC.), Portland Cement Concrete (P.C.C.) and base materials should conform to and be placed in accordance with the latest revision of the California Department of Transportation Standard Specifications (Caltrans) and American Concrete Institute (ACI) codes. 4.12 Water Features We understand the proposed Lego Family Park will incorporate several water features into the design. The location and extent of these features are as yet unknown. For pond areas, we recommend that the ponds be lined with gunite lining having a minimum thickness of 4 inches and be reinforced with 6x6-10/10 welded wire mesh. The possibility of impact loading may increase the thickness and reinforcement of gunite/concrete. A 2 to 4-inch layer of clean sand (S.E. > 30) should be placed below the gunite to aid in curing. The sand layer should be underlain by a synthetic pond liner ( 60 to 80 mil) which is underlain by a layer of geofabric such as Mirafi 140N or equivalent to protect the liner. A subdrain or sump system should also be constructed below the pond liner to collect seepage water, to inhibit uplift forces during pond cleaning, and to reduce the potential for infiltration of water into the subsurface soils. Final recommendations can be provided after completion of project plans. We note that several ponds may be in areas of anticipated differential fill settlement, and, thus additional reinforcement recommendations may be necessary. -27 - ~uT1-~ --~ --;;:s-----= I I I I I I I I I I I I I I I I I I 4960151-001 5.0 CONSTRUCTION OBSERVATIONS The conclusions and recommendations provided in this report are based on subsurface conditions disclosed by widely spaced exploratory borings, trenches and test pits. The interpolated subsurface conditions should be checked in the field during construction by a representative of Leighton and Associates. We recommend that all cut areas and cut slopes be geologically mapped for the presence of potentially adverse geologic conditions and potential ground water seepage zones by an engineering geologist from Leighton and Associates during grading. All grading operations should be observed by a representative of this firm so that construction is performed in accordance with the recommendations of this report. Final grading and development plans should also be reviewed by this office. -28 - ;:::::l~R-~ ---=---- ~----~ --= I I I I I I I I I I I I I I I I I I I APPENDIX A REFERENCES 4960151-001 Eisenberg, L.I., 1985, Pleistocene Faults and Marine Terraces, Northern San Diego County in Abbott, P.L., Editor, On the Manner of Deposition of the Eocene Strata in Northern San Diego County, San Diego Association of Geologists, Field Trip Guidebook, pp. 86-91. Geotechnics, 1992, Phase 1 Geotechnical Investigation, Carlsbad Ranch, Carlsbad, California, Project No. 0054-0001-00, dated September 25, 1992. Hannan, D.L., 1975, Faulting in the Oceanside, Carlsbad, and Vista Areas, Northern San Diego County, California in Ross, A and Dowlen, R.J., eds., Studies on the Geology of Camp Pendleton and Western San Diego County, California, San Diego Association of Geologists Field Trip Guidebook, pp. 56-60. Hart, E.W., 1992, Fault-Rupture Hazard Zones in California, Alquist-Priolo Special studies Zones Act of 1972 with Index to Special Study Zones Maps: Department of Conversation, Division of Mines and Geology, Special Publication 42. ICG, Inc., 1988, Geotechnical Map and Cross Section A-A', Plates 2 and 3, Job 05-7379-002-00-00, dated January 1988. International Conference of Building Officials (ICBO), 1991, Uniform Building Code. Jennings, C.W., 1975, Fault Map of California: California Division of Mines and Geology, Geologic Map No. 1, Scale 1:750,000. ----, 1992, Preliminary Fault Activity Map of California: California Division of Mines and Geology, Open File Report 92-03, Scale 1:750,000. Leighton and Associates, Inc., 1985, Preliminary Geotechnical Investigation, Proposed Huntington Palomar Business Park, Carlsbad, California, Project No. 4841363-02, dated April 5, 1985. ----, 1987, Preliminary Geo technical Investigation, Portion of Lot Hof Rancho Agua Hedionda, Partition Map No. 823, Northeast Corner of Interstate 5 and Cannon Road, Carlsbad, California, Project No. 8870059-01, dated February 17, 1987. ----, 1988, Geotechnical Investigation, Lot 7 of Carlsbad Tract 87-3, Car Country Carlsbad, Carlsbad, California, Project No. 8881329-01, dated September 26, 1988. ----, 1989a, Preliminary Geotechnical Investigation, Proposed Carltas Rancho Agua Hedionda Regional Shopping Center, Northeast of Interstate 5 and Cannon Road, Carlsbad, California, Project No. 8891551-01, dated September 29, 1989. A-1 I I I I I I I I I I I I I I I I I I I 4960151-001 APPENDIX A ( continued) ----, 1989b, Results of Near-Surface Soil Sampling and Analysis for the Presence of Volatile Organic Compounds, Herbicides, Pesticides, Organic Pesticides, and Total Petroleum at the Carlsbad Ranch, Carlsbad, California, Project No. 8891800-01, dated November 28, 1989. ----, 1991, Supplemental Geotechnical Evaluation, Proposed College Business Park, Carlsbad Tract 85-17, Carlsbad, California, Project No. 8841363-04, dated January 16, 1991 revised September 24, 1991. ----, 1992, City of Carlsbad Geotechnical Hazards Analysis and Mapping Study, 84 Sheets, dated November, 1992. ----, 1993, Preliminary Geotechnical Investigation, Units I and II (Lots 1 through 7), Carlsbad Ranch, Phase 1, Carlsbad, California, Project No. 4930489-01, dated July 22, 1993. ----, 1994a, Preliminary Geotechnical Investigation, Carlsbad Ranch Phase II, Carlsbad, california, Project No. 4930489-03, dated March 23, 1994. ----, 1994b, Preliminary Geotechnical Evaluation for Tentative Map Purposes, Carlsbad Ranch, Carlsbad, California, Project No. 4930489-04, dated July 5, 1994. ----, In-house unpublished data. Lindvall, S.C., Rockwell, T.K., and Lindvall, C.E., 1990, The Seismic Hazard of San Diego Revised: New Evidence for Magnitude 6+ Holocene Earthquake on the Rose Canyon Fault Zone: Proceedings of Fourth U.S. National Conference on Earthquake Engineering, Volume 1, pp. 679-688. O'Day Consultants, 1993, Grading Plans for Carlsbad Ranch, Phase I, 9 Sheets, Scale 1"=100', dated May 27, 1993. ----, 1995, Master Tentative Tract Map for Carlsbad Ranch, Scale 1"=100', Job No. 89-104, dated March 31, 1995. ----, undated, Revised Grading Plans for Carlsbad Ranch, Unit III, 3 Sheets, 1" = 100', undated (received March 9, 1994). ----, undated, Site Plan, Carlsbad Ranch, Scale 1"=300', undated (received June 20, 1994). Reichle, M.S., and Kahle, J.E., 1990, Planning Scenario for a Major Earthquake, San Diego-Tijuana Metropolitan Area: California Division of Mines and Geology, Special Publication 100. Seed, H.B., and Idriss, I.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes, Monogram Series, Earthquake Engineering Research Institute, Berkeley, California. A-2 I I I I I I I I I I I I I I I I I I I 4960151-001 APPENDIX A ( continued) Weber, F.H., Jr., 1963, Geology and Mineral Resources of San Diego County, California: California Division of Mines and Geology, County Report 3, 309p. ----, 1982, Recent Slope failures, Ancient Landslides and Related Geology of the North-Central Coastal Area, San Diego County, California, California Division of Mines and Geology, Open File Report 82-12, LA Wilson, KL., 1972, Eocene and Related Geology of a Portion of the San Luis Rey and Encinitas Quadrangles, San Diego, California. Ziony, J.I., and Yerkes, R.F., 1985, Evaluating Earthquake and Surface-Faulting Potential in Ziony, ed., 1985, Evaluating Earthquake Hazards in the Los Angeles Region -An Earth - Science Perspective: U.S. Geological Survey, Professional Paper 1360, pp. 43-91. I Date I Source I Flight No. I Photo No. I Scale I 1978 San Diego County 210-15B 30 and 31 1"=1000' 4-11-53 USDA AXN-14M 17, 18 and 19 1"=2000' 4-11-53 USDA AXN-8M 99,100,101 and 102 1"=2000' 1928 San Diego County 30 D1,D2,E1 and E2 1"=1100' A-3 I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG KEY Date ----------Project ---------'KE=Y=--=-TO=-=B;..::O:..::RIN=.::::G~WG=-==-G=RAP=a.:;H=I=-=CS=------ Drilling Co. Sheet 1 of 1 Project~ ---------'fypeofRig Hole Diameter Drive Weight ____________________ Drop in. Elevation Top of Hole +/-ft. Ref. or Datum . :n "' ."' C 0 +-+-GI~ ell • GEOTECHNICAL DESCRIPTION o .... .c"' (J 2: C/10 -'-V' Cllcn -.... Cl'I Cl'I"' ::,+-Ill • +-GJ ........ .CO, GJ GI 3.f CCf. -u Ill GJ a. GJ 0.0 +-0 GJ (J +-c u . >Cf. GJ GJ f..J 0 -'-co. Cl'I GI _!!!v-c~ z a. al GJ V' -.... _en Logged By (!) e :n Oc -;:; Ul ftl 0.. '-E: 0 (I) C u ~V' Sampled By 0 w CL Inorganic clay of low to medium plasticity; gravelly clay; sandy clay; silty clay; lean clay ~ OI Inorganic clay of high plasticity; fat clay 1 .. A...,A...,A.., OL-OH Organic clay, silt or silty clay-clayey silt mixtures A A A A A..._A_._A ML Inorganic silt; very fine sand; silty or clayey r111e sand; clayey silt with low plasticity fndicate MH Inorganic silt; diatomaceous fine sandy or silty soils; elastic silt SPT s ~II Sample ClrML Low plasticity clay to silt mixture J:I '1idicate ML-SM Sandy silt to silty sand mixture Cal ij &. Sample a:,.sc Sandy clay to clayey sand mixture ~: . 2. ... -~ SCSM Cayey sand to silty sand mixture . ,. :•:•:•:• water '8¥81 at ........ tine o_t drli,g SW Well graded sand; gravelly sand, little or no r111es 10 ··•!•!•· :. =. :;. :::: SP Poorly graded sand; gravelly sand, little or no r111es :I. . . .. ..... . · .. -. SM Silty sand; poorly graded sand-silt mixture o¼¾1.• -I_/. SC Cayey sand; poorly graded sand-clay mixture o·"!.\...l 1 o·,..•·~ GW Well graded gravel; gravel-And mixture, little or no fines t> V c: GP Poorly graded gravel; gravel-sand mixture, little or no fines o·. •. 15 Pi'~ GM Silty gravel; gravel-And-Qlt mixture ~ GC Clayey gravel; gravel-and-clay mixture -~ Sandstol1e -=...• i--_~ ~~ Siltstone ---------Oa,stoae 20 "Qo00 Breccia (angular gravel and cobbles or matrix-supported conglomerate) (J .,,. I} ,. .. ' Coagtomerate (rounded gravel and cobble, clast-supported) ' ' \ ' Igneous granitic or granitic type rock 1,,-.. -.. , ~~~t Metavolcanic or metamorphic rock ///~//, Artificial or man-made rill 25--Asphaltic concrete !ti~ Portland Cement Concrete - - ... 505AC11m> LEIGHTON & ASSOCIATES I I I 'I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG B-1 Date 6-5-96 Sheet _1_ of _1_ Project -------------=Leg=o::..::la:::::n:c.:d=------------Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ----------=14..:..:0::...Pa:.O"'"'u=-=n::.:d~s'----------Drop_ ~in. Elevation Top of Hole +/-163 ft Ref or Datum Mean Sea Level . ::Jl ,... In" C 0 +-+-Qj~ GEOTECHNICAL DESCRIPTION -~" 0 z Ill 0 ·-L '-" Ill • .J:." ·-Ill Ill" Ill~ ........ ........ .J:. C) Qj Qj 30 C'+-:::,+--u Ill QI a. Qj 0.0 +--oLL. Qj 0 "t;c (.) . >Qj Qj Qj 111...J 0 a. -L □a. ·-Qj _(/) Qj ... □0 L z IC QI V' o+-Logged By KAB -'"" (.!) E ::Jl ·-::i Ill 0.. ;cC IJJ (/) L 0 ~V' Sampled By KAB □ (.) 0 .. 1 19 1135 6.0 SM TOPSOIL ... .. @ 0': Brown to reddish brown, moist, slightly silty, fine to medium SAND -... . . ... -... . . 160 -. . . tighter drilling reported at 3 feet ... -.. . . . . . 5-... 2 23 @5': Ali above, sample disturbed (3 rings) .. ... 50/5" -....: :--: - - --... SM TERRACE DEPOSITS Very hard@ 6 feet, reddish brown, damp, dense, silty, fine to medium SAND -... . . . . . 155 -... .. -. . . . . . . . 10-3 33 123.9 11.8 @10': Reddish brown, damp to moist, very dense, silty, fine to medium SAND ... 50/4" -... . . . . . -. . . . . . . . 150 -... ... -· : .. 15-4 15 @ 15': Ali at 10 feet with dark green-gray, fine to medium SAND, stringers .. . . ... 15/5" throughout -· . . ... -... 145 -:-.. ' @18': Rocks in boring reported by driller ... -... 20-5 29 @ 20': Ali at 15 feet ... 50/5" -Total Depth = 21 Feet I- No Ground Water Encountered at Time of Drilling Backfilled: 6/5/96 140 - ~ - l- 25- ~ - l-- ~ 135 - I-- .r 505A(11/77) LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG B-2 Date 6-5-96 Sheet _1_ of _1_ Project No. 4960151-001 I Project --------------=Leg=o;;.;l;.;;.;a.;;;;n-=d ___________ _ Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight I Elevation Top of Hole +/-168 ft Ref or Datum ::n " ui" I I I I I I I I I I I I I ,I C o,... ·-+-+-QJ Ill QJ >c+-OJ...., LLJ 165 160 155 150 145 140 0 .c" ·-+-+-.cm a. QJ 0.0 QJ QJ 111..J 0~ t. (!) 0 .. ... .. -... .. . . . - .. -. . . ... -.. . . . . . . . 5-... .. . . . -..: :"!" ... -· .. ... . . _ . . . . . ... ... . . -... . . 10-.. ... .. -.. . . . -.. . . . -... . . . . . - .. 15-... . . . . .. . . . . -· ... -... ... -. -... .. . . . 20-:i 7.??..9,::. :~ . , . - - - 25- - - - - ., . 0 of-of-QJ~ z 1110 ·-t....., Ill • Ill 111,-.. :,of-111CJ? QJ QJ 30 C'+--u +-oLL QJ 0 °ti C u. 0 -ca. a. -t. ·-QJ _en z E 10 QJ ...., o+- Ill a. ::n :cC ·-::i en t. 0 ~...., C u 1 45 1135 4.4 SM 2 52 127.9 7.9 -sl'J" - 3 75 SM 4 50/6" SM/CL 5 50/5" 119.4 105 SM/CL 140 pounds Drop ~in. Mean Sea Level GEOTECHNICAL DESCRIPTION Logged By KAB Sampled By KAB ARTIFICIAL FILL @0': Reddish brown, damp to moist, dense, silty, fine to coarse SAND ... @5': Brown, damp to moist, dense, slightly clayey, silty, fine to medium SAND \_@ 6': Driller reports tighter drillin~ ____________________ ~ TERRACEDEPOSITS(OO @10': Reddish brown, damp to moist, dense, slightly clayey, silty, fine to coarse SAND @15': Light brown, moist, dense, clayey, silty, fine to coarse SAND ~ L.. SANTIAQQ EQRMATIQN Cis) @ 20': Verv lll!ht gray, damp, dense, clavev, fine to coarse SAND Total Depth = 21 Feet ~ No Ground Water Encountered at Time of Drilling Backfilled: 6/5/96 ... L- ... ... I I 505A(11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I. I I I GEOTECHNICAL BORING LOG 8-3 Date ____ ....;6::...•::..5•.:c.96""----Sheet _1_ of _1_ Project --------------=Le=go=l=an=d=-------------Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ________ _.;:;14..:;0~p;:c;ou:::.:n::.:d~s=----------Drop __ 2!!._in. Elevation Top of Hole + /-176 ft Ref or Datum Mean Sea Level . :n " tn" C 0 +-+-QJX GEOTECHNICAL DESCRIPTION o,._, 0 z Ill 0 ·-L '-" Ill • :;:+-.J:." ·-Ill Ill" :,+-Ill~ +-+-.J:. 0) QJ QJ 30 C'+--u ttlQJ a. QJ a.o +--oLL QJ 0 tic u. > QI QI QI ttl.J 0 a. -L ca. __ QI _en w0 00 L z E al QJ '"" o+-Logged By KAB (.!) Ill a.. :n ;cC ·-::i I.LI en L 0 ~'"" Sampled By KAB C u 0 .. SM Tilled topsoil to 4 feet, brown, moist, loose, silty, fine to coarse SAND : .. ~ 175 -.. .. -.. . . . . -• . . . . -.. . . . 5-• ~.: •":' -sl\i-1 23 88.7 11.9 TERRACE DEfQ,SITS (Ot) .. 50/5" @5': Orange-brown, damp to moist, dense, silty, fine to medium SAND 170 - : -.. : .. -.. . -.. 10-: .. 2 27 120.4 12.6 @10': As at5 feet 165 -. .. 50/5" - -. .. .. -. : . . . 15-.. 3 23 @ 15': Orange-brown, moist, dense, silty, fine to medium SAND with manganese 160 -50/6" staining .. -.. ... -.. I-- 20-.. 4 71 111.8 8.2 SP @20': Light brown with black staining throughout, moist, dense, medium SAND .. . . 155 -Total Depth = 21 Feet No Ground Water Encountered at Time of Drilling Backfilled: 6/5/96 - I-- I-25- ... 150 - I-- ~ - ~ - .. 505A(11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG 8-4 Sheet _1_ of _1_ Date ____ ......,::6c..::•5'""'-9::....:6::,.._ __ _ Project -----------------'-Leg---=-o.c..I"""a_nd-"--___________ Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight -----------'1=-4=0:....Pc.O""u=n=d=s'----------Drop 2Q...in. Elevation Top of Hole +/-174 ft Ref or Datum Mean Sea Level . :n ,... . ,... C 0 + + QI~ (II • GEOTECHNICAL DESCRIPTION o,... 0 z (II 0 ·-'-'-' (11(1) :;:+ .c" ·-(II (II,... ::,+ tll • ++ .cm QI QI :3 0 C'+ -u tll QI C. QI c.o + oLL QI 0 "tic u. >QI QI QI tll...J 0 -cc. c.. -'-·-QI _en Ql0 □0 '-z e cc QI '-' o+ Logged By KAB (!) tll a.. :n :C C ·-::5 LL! en '-0 ~'-' Sampled By KAB C u 0 SM @0': Tilled topsoil to 4 feet: Brown, dry at surface to moist, loose, silty, fine to ... -: coarse SAND '-.. ... '--... L. -. . . . . 170 --~-·~ --- --------------------------------------... SM TERRACE DEPOSITS (Qt) .. @ 4': Orange-brown, m01st, dense, silty, fine to medium SAND s-I-... Bag-2 31 120.2 13.8 ... @S'-7' 50/4" L. -.. -: .. '- . . I--. . . . . . . 165 -· .. . . . . . I-10-· ... 3 39 @ 10': As at 5 feet -... 50/4" '- . . . : . L. -· ... '--.. .. . . . '-160 -. . ... I- 15-.. .. 4 32 123.3 12.3 @ 15': Orange-brown, moist, dense, silty, fine to medium SAND with minor clay ... 50/5" component as thin stringers scattered throughout -I- ... I-. . . -.. . . . .. '-- ... '-155 -... '-20-... 5 31 @ 20': As at 15 feet with slightly coarser sand component .. sols· -Total Depth = 21 Feet I-No Ground Water Encountered at Time of Drilling Backfilled: 6/5/96 '-- 150 - 25- - - - 145 - ·- SOSA( 11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG 8-5 Date ____ ....;6=---5=--•=--96;a_._ __ _ Sheet _1_ of _1_ Project --------------=Le=go=-=l=an=d::;..____________ Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ---------=-14"'"'0"'--p"'"o"'"u=n=d=s"----------Drop__ 2!!_ in. Elevation Top of Hole +/-162 ft Ref or Datum Mean Sea Level . ::n ,,.... Ul" C: 0 +-+-QIX GEOTECHNICAL DESCRIPTION o,,.... 0 z Ill 0 ·-t.....,, Ill • :;:+-.c:" ·-Ill 111,,.... :::,+-Ill CJ? ........ .c:m QI QI 30 C:'+--u Ill QI a. QI a.o +--ol.1. QI 0 "ti C: u. > QI QI QI 111..J 0 a. -c.. oa. ·-QI _(I) Ql0 o'+-t. z IC QI ....,, o+-Logged By KAB ....,, (.!) E ::n ·-::i Ill a.. :c C: IJ.I (/) t. 0 ~v Sampled By KAB 0 u 0 1 82 SM @0': Brown, dry to damp, dense, silty fine to coarse SAND with abundant roots ... and debris -... ... ~ 160 -.. . . . -: .. I- . . . I--... 5-·~· ·.~ --sM-TERRACE DEPOSITS (Ot) ~ ... 3 35 .. Bag-2 50/3" @ 5': Orange-brown, moist, dense, slightly clayey, silty fine SAND; slightly ... -. .. @5'-7' porous .. . . . ... 155 -... . . I--• . . . . ... ~ -.. . . . . . 10-~~~ ~ 4 56 SM-CL @ 10': Mixed orange-brown, moist, dense, silty fine to coarse SAND with -~K«~:_:·_.1-1 green-gray, moist, stiff clay to sandy clay ... 150 -l?K«·· --~ ~ ~~:_:·_.1-1 ~K«~).J ~ @13': Driller reports difficult drilling -~K«·:. ~ ~ 15---~L> ... IJ' •••• 5 50/6" SM-CL . ·.?I/. •"'T-~l; - - ------------------· --------------------~ SANITAQO EORMATION (Tu) 7 @ 15'6": Very light gray to almost white, damp to moist, dry dense, clayey, medium to coarse SAND 145 -Total Depth = 16 Feet No Ground Water Encountered at Time of Drilling ... -Backfilled: 6/5/96 ... -... 20- - 140 - - - 25- - 135 - - - ... 505A(11/77) LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG 8-6 Date ____ .....:6::...;-5::..•.::...;96=--------Sheet _1_ of _1_ Project --------------=Le=go:::..:l=an=d=-------------Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight _________ 1=4=0'-p.._o=u=n=d=s'----------Drop ....J.!Lin. I Elevation Top of Hole +/-142 ft Ref or Datum Mean Sea Level :::n ,... tn" I I I I I I I I I I I I I I I C o,... 0 .c" ·-·-... +-QI ...... .CO) Ill QI a. QI a.o QI QI 111.J > ... □0 QI.._,, '-(!) LLJ 0 l,r-X~---·. -~~~<-:-~ 140 - r~~<-:-~ -i; •. -~~: 5 -t~/1,, 1,W,··· .• - ~~~;_::::-1~ 135 -L, .• , -~~~;_:·:~ I,, .••. • ~ -t~i: .. './:.-.1 ~ 10-I; • :.. • . ·.-... .. -... . . . . . 130 -.. . . -... .. . . . -. .. . .:-.: . . 15-.. ·.~. .. -... . . .. 125 -.. . . . . . .. -... . . -.. . . . . 20-... .. 120 - - - 25- - 115 - - - .,. 505AC11/77) . 0 Ill z QI QI +-0 -a. z E Ill en 1 Bag-2 @9'-11' 3 - 4 5 +-+-QI~ GEOTECHNICAL DESCRIPTION ·-Ill • 1110 Ill" '-....,, 111U? ::,+-30 C'+--u oLL QI 0 +-C u . ca. Ill QI -'-_en ca QI ....,, ·-... Logged By KAB :::n Oc ·-::5 a.. '-:c 0 C u g....,, Sampled By KAB TOPSOIL @ 0': Tilled field: brown, dry to moist, loose silty fine to medium SAND L- .. -------------------------------------~ 25 116.5 15.2 sM-CL-COIJ,UYIUM (Ocol) 50/4" @ 5': Brown, moist, dense to stiff clayey fine to medium SAND I- L- ~ L- I- 22 119.1 14.4 SM @ 10': Orange-brown to gray, moist to very moist dense, silty, fine to medium 50/5" SAND I- ~ ~ @ 13': Rocks in borehole I- -- - --------------------------------------~ 50/5" 124.1 7.6 SM SANTIAGO FORMATION (Tu) @ 15': Mixed orange-brown and green-gray, moist, dense, silty fine to medium '-- SAND with very light gray, clayey, medium to coarse SAND at tip of sample tube .. ~ 50/5" 1225 7.8 @ 20': Light brown, moist, very dense, silty fine to coarse SAND, light gray to tan at tip Total Depth = 21 Feet No Ground Water Encountered at Time of Drilling Backfilled: 6/5/96 I- I- L- I- L- LEIGHTON & ASSOCIATES I I I I I I I 1· I I I I I· I I I I I I GEOTECHNICAL BORING LOG 8-7 Date 6-5-96 Sheet _1 _ of _1 _ Project _____________ Le=g=o"-Ia'-'-n---'d::..,___________ Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ---------=1-"-40::....&:ep-=-ou=n=d==s'----------Drop __ ~ in. Elevation Top of Hole +/-154 ft Ref or Datum Mean Sea Level . :n ,.., In" C 0 +-+-Qlx GEOTECHNICAL DESCRIPTION o,.., 0 z tJl 0 ·-t. '-' tJl • :;:+-.c" ·-tJl t/1,.., :::,+-Ill~ ........ .c C) QI QI 30 C't--u Ill QI 0. QI 0.0 +--oU. QI 0 t;c (.J • ::> QI QI QI 111...J 0 0. -c.. Cl 0. ·-QI _(/) ~0 □0 t. z E al QI '-' o+-Logged By KAB (!) Ill a.. :n :C C ·-::, UJ (/) t. 0 ~'-' Sampled By KAB Cl (.J 0 .. SM @ 0': Tilled topsoil, brown, dry to moist, silty fine to coarse SAND ... -: . . .. ... -.. . . . . . I--. .. . . . . . I-150 -.. . . . . . 5-i,;7~·,,.·1: 1 60 122.1 13.4 sM-CL-TERRACE DEPQSIIS -~~: @5': Weathered orange-brown to brown, damp to moist, dense, clayey, fine to ~~7/4~ medium SAND with manganese staining throughout -~~~~<<~ 145 -'~~---:~ 10-I, ··.~k . . . 2 25 SM @ 10': & at 5 feet with scattered stringers of green-gray silty SAND ... .. 50/3" -... . . . . . -.. . . . . . -. .. . . . 140 -.. . . . . . 15-... 3 50/6" 126.1 10.9 @ 15': Orange-brown, moist to very moist, dense, silty, fine to coarse SAND with .. .. scattered gravel clasts -.. . . . I--... ... -. @18': Rocks encountered (Santiago?) ... . . 135 -... . . . . . 20--~ :_"':'. - -- --------------------------------------~ 4 50/6" SM SANTIAQQ EQRMATIQN (Tu) .. @ 20': Olive green-gray, moist, verv dense, siltv fine to coarse SAND -Total Depth = 21 Feet No Ground Water Encountered at Time of Drilling Backfilled: 6/5/96 - I- 130 - I-25- - ~ - L-- 125 - .,,, 505A(11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG B-8 Date 6-5-96 Sheet 1 of _1_ Project ___________ ___::Le=go=l=an=d::;____________ Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ________ ....:::1::....:4"'"0.iepe!<o=-un::::cd,.,s"---------Drop ~in. Elevation Top of Hole +/-ft Ref or Datum Mean Sea Level . :::n ,.. ui,.. C 0 + + QI~ GEOTECHNICAL DESCRIPTION o,.. u z Ill 0 ·-'-....,, Ill • :;:+ ..t::.,.. ·-Ill II),.. :,.._ 111CJ? .._+ .cm QI QI ::30 cc+--u 111 QI D.. QI D..O + oLL QI 0 +c u. >QI QI QI 111.J 0 -CJD.. Ill QI D.. -c.. _en ~0 00 '-z aJ QI ....,, ·-+ Logged.By KAB (!) E :::n Oc ·-::i UJ 111 a. '-:c 0 (/) CJ u ~....,, Sampled By KAB 0 1 26 133.0 4.0 SM ARTIFICIAL FILL -: .. 50/4" @ 0': Brown, damp, dense, silty, fine to coarse SAND .. . . ... L.. -... -: ... L.. -.. . . . s-i,;17·,,.:.:.. sM-cC -------------------------------------L r:~~---.• ~ 2 24 117.8 11.6 QUATERNARY ALLUVIUM (Qlll) -!~~).J @ 5': Orange-brown, moist, medium dense, clayey, silty fine to coarse SAND L.. -L.. /~· l, -~~:·: .. ) @ 8': Difficult drilling encountered (Santiago Formation) ~ -/~· ,,, L.. r:~._.'.;(-'. l, .• .I, 10-. ":.,. - - - --------------------------------------~ . . . 3 50/5" 120.4 11.6 SM SANTIAGO FORMATION O's) ... . . .. @ 10': Very light gray, damp, very dense, silty fine to coarse SAND ~ - .. L.. -.. . . . -: .. L.. . . . . . L.. -... L.. 15-4 50/5" 114.4 8.3 @ 15': As at 10 feet ... -Total Depth = 16 Feet No Ground Water Encountered at Time of Drilling Backfilled: 6/5/96 - - 20- - - - - 25- L.. - ~ - L.. - L.. - <O 505A(11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG 8-9 Date 6-6-96 Sheet _1_ of _2_ Project -------------=Le==g110::.::la=n::..:d=-------------Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ---------=14""'0"--p-=-o=u=n=d=s'----------Drop_ ..Ml.in. Elevation Top of Hole +/-143 ft Ref or Datum Mean Sea Level . ::n ,...., . ,...., C 0 +-+-Qj~ Ill • GEOTECHNICAL DESCRIPTION -~"" 0 z 1110 ·-L...,, lllcn J:."" ·-Ill 111,-... tll • ........ ........ J:. 0) Qj Qj 30 C'+-:::,+--u tll Qj 0. Qj 0.0 +-oLL Qj 0 1;ic u . >Qj Qj Qj td.J 0 -co. Qj'+-□0 0. -L ·-Qj _en L z E IC QI ...,, o+-Logged By KAB _...,, (!) tll a. ::n :C C ·-:::i l1J (I) L 0 ~...,, Sampled By KAB C u 0 SM ARTIFICIAL FILL (Afu) ... -.. @ 0': Light brown to brown, moist, medium dense, slightly clayey, silty fine to L-... medium SAND . . ... ~ -... 1 37 128.4 10.1 @2': Orange-brown, damp to moist, dense, silty fine to medium SAND .. 50/4" 140 -... L. . . . . . L. -... 5-. . @ 5': Brown to dark gray at tip of sample, damp, dense, silty fine to coarse SANB ~ ... 2 50/4" 122.7 5.9 .. ... Bag-3 with dry grass and weeds throughout ~ -· ... @5'-8' . . ~ -... . . . . . L- 135 -· ... .. L--... .. . . . 10-~~m....:/=~ L. 4 62 125.7 8.6 SM-CL @ 10': Brown to orange-brown, moist, dense, slightly clayey, silty fine to medium --~-t; SAND L. -~~\-:-~ ~ -~-~ 130 ~~~ ~ -~~; L- 15- L-~~~~1 5 32 113.2 145 @ 15': Brown to green-gray, moist, medium dense, clayey, silty fine to coarse SAND ~ - -~m~)_} 125 -~ ~m·:-~ • . I.> -I,~;_ ••• •• 1,-1; ·2· .. • • .I 20-~ .. • .. ~. 6 37 SM @ 20': Green-gray, moist, medium dense, silty SAND with several rings all plastic ... .. sheeting, trash in spoils (plastic wood, piping, etc.) -... . . . . . -.. ... . . L- 120 -... . . -.. '. ' ' ' . 25-' .. 7 12 86.3 30.9 @ 25': As at 20 feet with slightly less plastic sheeting .. ' -' . . . '. -''' .. ''' 115 -' '. -''' ''' .. .. 505A(11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG B-10 Date 6-5-96 Sheet _1_ of _1_ Project -------------=Le=go.:c::I=an:=cd=-------------Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger HoleDiameter Sin. Drive Weight ------------===1~40!!....l:p~ou=n~d~s"-----------Drop__ 2!Lin. Elevation Top of Hole +/-150 ft Ref or Datum Mean Sea Level . ::n ,... . ,... C 0 +-+-QI~ Ill • GEOTECHNICAL DESCRIPTION o,... 0 z Ill 0 ·-t. V tlloo :;:+-.I:." ·-Ill Ill,... ::,+-Ill • ++-.I:. 0) QI QI 30 C'+--u Ill QJ Q. QJ Q.O +--olL QJ 0 tic (.J • > QJ QI QI 111.J 0 Q. -c.. CQ. ·-QI _Cl) ~0 00 t. z al QJ V o+-Logged By KAB C!) E ::n :C C ·-::i Ill 0. UJ Cl) t. 0 ~v Sampled By KAB C (.J 150 0 SM ARTIFICIAL FILL (Afu) ... .. @ 0': Brown, dam~, medium dense, silty fine to coarse SAND with scattered -trash and de ris .. ... ... -... . . . . -... . . . . . .... -.. 145 s-:17~:. :_~ 1 50/5" 116.0 11.5 SM-CL @ 5': Orange-brown, damp to moist, dense, silty fine SAND to gray-green, ~~~ Bag-2 - - - - ____ sl!ghylyclayey, fine to coarse SAND _________________ ~ @5.5-8' SM-CL SANTIAQQ FORMATIQN(Tu) -~~w.a-.· _:·: @ 6': Gray-green, moist, slightly clayey, silty, fine to coarse SAND (bulk) L- -:~-:-~ ~ ~~-:·!}. i;~·--.L< ... • •. I; ~~j(l.i 140 10-1: •• ;~. ~ ... 3 50/5" 122.5 10.4 SM @ 10': Light gray, damp to moist, dense, silty fine to coarse SAND . . ... -... . . . ~ -.. . . L--... .. L--. . . L- 135 15-4 50/6" @ 15': As at 10 feet ... -Total Depth = 16 Feet ... No Ground Water Encountered at Time of Drilling Backfilled: 6/6/96 ... - ~ - ... 130 20- -... - ~ - - .... 125 25- -... - ... -... - 1?n--- 505A(11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG 8-11 Date ____ _:6~-6.::..·..:;.96"'-----Sheet 1 of _1_ Project _____________ Le~go-'--l""'"an_d____________ Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ----------=1-=-40::..J:cp"°"ou=n=d==se,.._ ________ Drop ...M!_in. Elevation Top of Hole +/-152 ft Ref or Datum Mean Sea Level . ::n ,... ui" C 0 .... .... cu~ GEOTECHNICAL DESCRIPTION o,... 0 z U'I 0 ·-C. 'V Ill • :;::+-.c" ·-Ill 11),... :::, .... 111~ .... +-.CO) (1,1 (1,1 30 C'+--u 111 QI a. QI a.a .... oLL QI 0 +-C > QI QI QI 111...J 0 -ca. Ill QI u, a. -C. en ~0 00 C. z ID Q,I 'V --.... -Logged By KAB (.!) e ::n Oc ·-::::i L1J 111 a. C. :c 0 ~'V en C u Sampled By KAB 0 SM ARTIEICIAL Ell.L (Afy) .. @ 0': Brown to dark brown, moist, silty fine to coarse SAND -... ... 150 -... -~~~i..::}~ SM-CL-QUATERNARY t\LWVIUM (Oal) • -·~·I; @ 3': · Brown, damp to moist, clayey, silty fine SAND ~~-:.-:-~ 5-i;~. ,, @ 5': Dark brown, moist to very moist, dense, clayey, silty, fine SAND; slightly ~~:_:···-~ 1 55 122.1 12.4 -1;,0•·· porous :;~;· :; 145 - 1:~~ -·~~~:_:: I? -:~·:··~ ~~<.-:-~ 10-- - - -1;,~I~ 2 50/4" 120.3 13.4 SM-CL SANTIAQQ EQRMATIQN (Tu) -:~~~:_:·.:~ @ 10': Olive green-gray, moist, dense, clayey, fine to coarse SAND, weakly to ::~::···:; moderately indurated 140 - 1:~::.~ -·~~·::···:; -:~:_:_.1~ .~~·:••I; 15-• . . j ~~~·.·. 3 50/4" 112.6 12.7 @ 15': As at 10 feet " . ·/ .. ::;,, ;, 135 -Total Depth = 16 Feet No Ground Water Encountered at Time of Drilling Backfilled: 6/6/% - ~ - ~ 20- ~ - I.. 130 - ~ -... - I.. 25- I.. - I.. 125 - ~ - ~ - ... 505A(11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG 8-12 Date ____ ....,6"--6=--·""'96~--- Project ____________ _::;Le::cgcz.;o::..::l;::;an::.:d=--------------Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ---------=1-=-40;:....ccp-=-ou=n::.:d==s'----------DroQ _ _l!Lin. Sheet 1 of _1_ Elevation Top of Hole +/-157 ft Ref or Datum Mean Sea Level . ::n ,,.... ui""' C 0 +-+-QJX GEOTECHNICAL DESCRIPTION -~""' 0 z 1110 ·-'-V' U'I • .I:.""' ·-U'I U'lr\ Ill CJ? +-+-++-.I:. 0) QJ 30 C'+-::,+- Ill QJ Q. QJ Q.0 +-QJ oLL QJ 0 "tic -u -u . > QJ QJ QJ 111..J 0 Q. -'-CQ. ·-QJ _en QJ .... □0 '-z E IC QJ V' o+-Logged By KAB _...,, (.') ::n ·-::i Ill a. ;cC I.LI CJ) '-0 ~V' Sampled By KAB □ u 0 .. SM @ 0': Tilled topsoil: Brown, dxy to damp, loose, silty fine to medium SAND ... . . -... . . 155 -... . . -~~~ SM-CL-SANTIAGQ EQRMATIQN (Th) ~~~:_:_._I.: @ 3': Olive green-gray, damp, dense, clayey, silty-fine to coarse SAND 5-~~~)_:~ 1 37 @ 5': Olive green-gray, damp, dense, clayey, medium to coarse SAND - ~r.z~:_::_:-~ 50/3" 150 - ~~~-_::_:-~ - 1;,~---·V. -;~~~ 10-2 50/4" @ 10': As at 5 feet with large gravel clast in tip of sample tube; no recovexy I,~-.~ -~~~ 145 ~~~=-·_.v. -~~[0:>_J I?~---~ l<' .-Li ,,:_,z . 15 • t)v. 3 50/5" ML-CL @ 15': Olive green-gray, damp, dense, siltstone to claystone -~ 140 -~ ... -~ ~ ... ~ 20-. I-r:·j·-4 50/5" SM @ 20': Light gray to off-white, damp, dense, silty fine to coarse SAND •. ·.-. 135 -Total Depth = 21 Feet ~ No Ground Water Encountered at Time of Drilling Backfilled: 6/6/% I-- L-- L- 25- ~ - 130 - L-- - .,. 505A(11/77) LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG 8-13 Date ____ --=-6-"'-6'--'-9'-"6'-----Sheet _1_ of _2_ 1 Project --------------=Le=g,;:;ol::.:;a:.:::n;,;;;;d~----------- Drilling Co. Barge's Drilling Service Project No. 4960151-001 Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight 140 pounds Drop ~in. I Elevation Top of Hole +/-153 ft Ref or Datum Mean Sea Level . :JI ,... ui,... C 0 +-+-QJ~ GEOTECHNICAL DESCRIPTION o,... 0 z II) 0 ·-c..v II) • ·-+-.c" ·-II) 11),... ::,+-Ill CJ? +-QJ +-+-.CC) QJ QJ 30 c ... -u Ill QJ 0.. QJ 0..0 +-oLL QJ 0 1n C u . QJ QJ 111..J 0 -en. > ... a. -c.. ·-QJ _en GJv 00 c.. z e IO QJ V o+-Logged By KAB (!) :JI :cC ·-::::i IJJ Ill a. c.. 0 ~v en C u Sampled By KAB 0 .. SM @0': Tilled topsoil: Brown, damp, loose, silty fine to coarse SAND : .. -: .. I--: 150 -: .. : I--.. : 5-"i-=-• -~ -sM--------------------------------------~ .. 1 45 114.9 9.7 QUATERNARY ALLUVIUM (Qi!l) -: .. @5': Dark orange-brown, damp, dense, slightly clayey, silty fine to medium ... : SAND .. ... -: .. I-145 -: .. : ~ - 10-: : ... .. 2 55 124.3 7.6 @10': Dark brown, damp, dense, silty fine to coarse SAND ... -. : .. -. : ... I-140 .-. : .. -· : ... .. : I- 15-: : 3 28 126.0 10.2 @15': Dark brown, damp, dense, silty fine to medium SAND -· : 50/6" ~ .. . . ~ -... 135 -: I--: ~ 20-: 4 28 1275 10.1 @20': As at 15 feet slightly more moisture .. Bag-5 50/5" I--: @20'-2~ : ~ -: ... 130 -. : ~ - I-25-· : 6 56 @25': Olive green-gray, damp, dense, clayey fine to coarse SAND -.. : - 125 -. -. : .. " I I I I I I I I I I I I I I I I 505AC11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I .. GEOTECHNICAL BORING LOG 8-13 Date ____ ____::6....:-6:...:•9:::..,6<------ Project -------------=Le::::igc,:o~la=n::.:d::.._ __________ _ Drilling Co. Barge's Drilling Service Hole Diameter 8 in. Drive Weight Sheet _2_ of _2_ Project No. 4960151-001 Type of Rig Hollow-Stem Auger 140 pounds Drop __ _M!_in. Elevation Top of Hole +/-153 ft Ref or Datum Mean Sea Level . Jl " ui" C 0 +-+-QJ~ GEOTECHNICAL DESCRIPTION o,... 0 ·-Ill • .s::." ·-Ill z Ill 0 111,-.. t. '-" I'd CJ? :;:+-........ .CO) QJ QJ 30 C'+-:,+--u I'd QJ a. QJ 0..0 +--oLL QJ 0 in C u. >QJ QJ QJ l'd...J 0 a. -c.. C 0.. ·-QJ _en ~0 □0 t. z t0 QJ '-" o+-Logged By KAB (!) E Jl ·-:::5 I'd a.. :C C LiJ en t. 0 ~'-" Sampled By KAB □ u 30 .. 7 23 SM SANTIAQQ EQRMADQN (Tu) ... -.. 50/5" @ 30': ~§Tgar!E slightly weathered, moist, dense, silty fine to coarse SAND tc ... . . ... -.. . . . -120 -... . . . -.. . . . . . 35-:ig7~---~ 8 50/6" SM/CL @ 35': As at 30 feet rock in top of sample with slough slightly clayey - 1,-=-·sx.· .• •'. V. -Total Depth = 36 Feet No Ground Water Encountered at Time of Drilling Backfilled: 6/6/% 115 - -- -40- - >-- >-110 ----45- -- >---105 - - so- -- - >-100 - - 55- - - 95 - - " 505A(11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG 8-14 Date ____ ....,6:....-7:....-9:::..:6::....-__ _ Project -------------=Le:=ig:2.:0:.::la=n::.:d=---------------Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ----------"'1'-'-40~p~ou!::;n~d~s"----------Drop __ __JQ__ in. Sheet _2_ of _2_ Elevation Top of Hole +/-196 ft Ref or Datum Mean Sea Level . :::n I"'\ Ul,..... C 0 .... .... QIX GEOTECHNICAL DESCRIPTION o,..... 0 z Ill 0 ·-C.....,, Ill • .J:.I"'\ ·-Ill 111,..... Ill~ :;:+-........ .J:. C) QI QI 30 C'+-::, .... -u IIIQI a. QI a.o .... -olJ. QI 0 ti C u. > QI QI QI 111.J 0 a. -C. ca. ·-QI _en ~0 00 C. z 10 QI ....,, o+-Logged By KAB (.!) E :::n :C C ·-::i w Ill n. C. 0 g....,, en C u Sampled By KAB 30 .. 6 I 30 SM lERMCB DBfQSIIS (Contin!!~Q) 165 -50/4" @ 30': Tan to orange-brown, damp, dense silty fine SAND ... . . ... -... . . -. . . . . . . . -.. . . . 35-:.:..:.:~: 7 50/6" SP @ 35': Tan to black, moist, dense fine SAND (Beach?) ... . •. -· 160 -. : :·. . . .. . . . . .. . -... ·.:-:.:: ... . . . . -:_:_::_:_:: ...... - -.··.:--· ... 40--·.,_··::,i, 8 48 ML-CL @ 40': Mottled light green-gray to brown, damp, stiff, silty clay to clayey SILT 155 -~ .... -~ ¥ -~ - -- 45-~ @ 45': No recovery, ground water - 9 59 150 ½ -Total DeW,h = 46 Feet .... Ground ater Encountered at 43 Feet . Backfilled: 6/6/96 ---- .... 50- - 145 - .... - .... - - 55- .... 140 - - ,-.. - - kO SOSA( 11/77) LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG 8-15 Date 6-7-96 Sheet _1_ of _2_ I Project _____________ Le~go.;;...I..;..;.an_d-"-------------Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight -----------=1...,_40::....cp~ou::an::.;d::se...-________ Drop 2!L in. I Elevation Top of Hole +/-202 ft Ref or Datum Mean Sea Level :::n '"' ,i,'"' I I I I I I I I I I I I I I I I C o,.._ 0 .r:.'"' ·-+ ·-+-QJ ++-.r:. 0) RI QJ Q. QJ Q.O QJ QJ RI..J >c+-~ ..... 00 t. (!) I.LI 0 : .. -: .. : 200 -.. : .. -: .. : -: • L:... .. 5-,.,. .. .. -: .. : 195 -.. : .. -: .. -.. 10-: .. : -. . .. 190 -. : . . -. .. : .. -· : .. 15-: . . : .. -· : .. : 185 -.. : -.. -: 20-: -: .. : 180 -.. : -: : -.. : 25-: : .. -.. : 175 -: .. : - -. : .. 505A( 11/77) . 0 Ill z QJ QJ +-0 -Q. z E I'll (I) 1 Bag-2 @8'-10' 3 4 5 6 +-+-QJX GEOTECHNICAL DESCRIPTION ·-Ill • Ill 0 t. .._, RI~ U),-.. :::,+-30 C'+-c::;~ ell. QJ 0 +-C en. Ill QJ a:i t. _(/) ...., ·o+ Logged By KAB QJ :::n 1::C ·-::i a.. t. 0 ~.._, C u Sampled By KAB @0': Tilled Topsoil: Brown, damp, loose, silty, fine to medium SAND with organic debris from recent crop throughout ,_ ~ ,_ ... -sM--------------------------------------~ 54 119.5 13.9 TBRRACB DBfQSITS (0(1 @5': Reddish brown, moist, dense, slightly clayey, silty fine to medium SAND, ... slightly porous ... ~ ~ ~ 23 SM @10': As at 5 feet 50/5" .... ,_ ~ ,_ ... 29 @15': As at 10 feet still porous with black manganese staining throughout 50/5" ... ... ~ ,_ 28 @20': Orange-brown, moist, dense, slightly clayey, silty fine to medium SAND 50/5 ... ~ ~ ~ ... 22 @25': As at 20 feet 58/5" ... ... ... ,_ LEIGHTON &ASSOCIATES' I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG B-15 Date ____ ....:6e<...-7.:....•.::...96::.-__ _ Project --------------=Le=go:::..:l:;;:;an::cd=--------------Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ---------=1:...:4.,,,_0..i:Pc;:.Ou=n=d:os'---------Drop __ _fill in. Sheet _2_ of _2_ Elevation Top of Hole +/-202 ft Ref or Datum Mean Sea Level . ::71 ,,.... . ,,.... C 0 +-+-QIX VI • GEOTECHNICAL DESCRIPTION o,,.... 0 z .,,o ·-t.....,, Ulen :;:+-.r:."' ·-VI .,,,,.... :::,+-Ill • ........ .J::. C) QI QI 30 c:c+--u IIIQI a. QI 0.0 +--olJ.. QI 0 t;c u. > QI QI QI 111.J 0 a. -c.. co. ·-QI _en QI'+-00 t. z E IQ QI ....,, o+-Logged By KAB _....,, (.!) ::71 ·-::i UJ Ill a. t. I: C: Cl) 0 ~....,, Sampled By KAB C u 30 7 28 SM TERRACE DE£QSITS (CQntin~ll) -: .. 50/5" @ 30': Orange-brown, damp, dense, silty fine SAND .. 170 -.. . . . . . -. . . . . . . . -.. 35-8 29 @ 35': A1; at 30 feet .. ... 50/5" -· ... . . 165 -· .. . . . --. . ... .. -· .. . . . . . 40--~ .. :_--:-__ ... 9 50/6" SP @40': Light brown to tan, moist, dense, fine SAND (Beach?) . ·.:• .· -... . . . @41': Rocks in boring . . . . . .. . . · 160 -.-•. :-. ·:. ... . ·.:-:-· 7 \@43': Refusal (large rocks) -Total Depth = 43 Feet No Ground Water Encountered at Time of Drilling Backfilled: 6/7 /96 45- ~ - 155 - - -,_ so- - 150 - - ,_ - 55- '-- ~ 145 - - - h' 505A(11/77) LEIGHTON & ASSOCIATES I I .I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG 8-16 Date ____ ....;6::....•..:....7•..:;;..96=-----Sheet _2_ of _2_ Project ____________ ----=:Leg=o::.:I:=an=d=------------Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ---------=1...:.40::....&:p.::cou:::n::.:d=s=-----------Drop __ _Mlin. Elevation Top of Hole +/-144 ft Ref or Datum Mean Sea Level . :n ,... ui" C 0 +-+-(U~ GEOTECHNICAL DESCRIPTION o,... u z Ill 0 ·-t. ..,_, Ill • :;::+-.r:." ·-Ill Ill" ::,+-Ill CJ? +-+-J:tl) (U (U 30 C'+--u Ill (U Q. (U Q.O +--oLL (U u 'tic u . >QI (U (U 111..J 0 Q. -t. CJ Q. ·-QI _(I) cu'+-00 t. z al (U ..,_, o+-Logged By KAB ..,_, (!) E :n ·-:::i Ill Q., :C C w (I) t. 0 g..,_, Sampled By KAB CJ u 30 1-~~---·. 9 50/6" 118.4 11.4 SM-CL SANI1AQQ EQRMATIQN -~~---I, @ 30': Olive green-gray, moist, dense, clayey fine to coarse SAND ~ -~~:~ @ 32': Very hard drilling -~~~-:-·1; .... ~~-I, 110 l,~9,;-·:-~ i.; •. I, 35 .. ·~,. .. ·1-·. 10 50/6" SM @ 35': As at 30 feet with slightly more coarse SAND component : ·-: -:-: -Total Depth = 36 Feet No Ground Water Encountered at Time of Drilling Backfilled: 6/7 /96 - 105 - 40- - - - 100 - 45- - - - 95 - so- - - - .... 90 - 55- ~ - - .... - 85 - "' 505A(11/77) LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG B-17 Date ____ .....:6::....-7.:....•.::...96,.__ __ _ Sheet _1_ of _2_ I Project --------------=Leg=o~l=an=d=-------------Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ----------=14"""0:a..c.po""'u:=.:n=d=s=-----------Drop ...fill in. I Elevation Top of Hole +/-134 ft Ref or Datum Mean Sea Level JI ,... tn" I I I I I I I I I I I I I I I I C o,... 0 .c" ·-·-+ +QJ ++ .CO) Ill QJ 0.. QJ 0..0 > ... QJ QJ 111...J ~....,, 00 '-(!) LL.I 0 ... -... . . ... -.. .. . . .. -... . . . 130 -.. . . 5-... ... -· . . .. . . -... . . . . . -· ... .. 125 -... . . . 10--. .... - - - 120 - 15-·. - -.• -- 115 - 20-· 1/✓ -½ -~ -~ 110 - 25-~ - - - 105 - -- 505A(11/n) Ill QJ + 0 z . 0 + + QJ~ GEOTECHNICAL DESCRIPTION ·-Ill • z Ill 0 (II,-. '-....,, Ill~ ::I+ QJ 30 c ... -u oU. QJ 0 +c u . -0 0.. Ill QJ 0.. -'-_(I) ca OJ ....,, ·o+ Logged By KAB E JI :cC ·-::i Ill a.. '-(I) 0 ~....,, Sampled By KAB 0 u SM QUATERNARY CQLLUVIUM (OcoJ) Bag-1 @ 2'-5': Light brown, moist, medium dense, silty fine SAND @2'-5' 2 48 1075 9.2 @ 5': As at 2 to 5 feet, dense 3 42 111.2 16.2 SM-ML @ 10': Light brown, damp, dense, fine sandy SILT to silty fine SAND 4 36 106.0 15.8 @ 15': As at 10 feet 5 48 107.3 195 ML-CL @ 20': Light brown, damp, dense, silty fine SAND to brown, damp, dense clayey silt to silty clay at top 6 50/5" 116.3 12.0 ML @ 25': Light brown, damp to moist, very dense fine sandy SILT to silty fine SAND LEIGHTON & ASSOCIATES L. .... .... L. L. L. ~ L. ~ ~ ~ L. I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG 8-17 Date ____ ....:6._-7,_•::...;96~---Sheet 2 of _2_ Project ------------=Leg=o=la=n=d:;____________ Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ________ _.,1"-'4~0~p""o:ee.un~d~s"---------Drop __ ~in. Elevation Top of Hole +/-134 ft Ref or Datum Mean Sea Level . ::n r.. tn,... C 0 .... +-Qlx GEOTECHNICAL DESCRIPTION o,... 0 z Ul 0 ·-t. '-' Ul • :;:+-.c,r.. ·-Ul Ulr.. :::1 .... Ill CJ? ........ .c. 0) QI QI 30 C'+--u Ill QI 0.. QI 0..0 .... -ol.J... QI 0 °tjc u. > QI QI QI 111...J 0 0. -t. □ 0.. ·-QI _en ~0 □0 t. z IC QI '-' o+-Logged By KAB (.!) e ::n ·-:::i Ill a. :C C lJ.J (/) t. 0 ~'-' Sampled By KAB □ u 30 ll ,I_ 7 50/5" 116.3 13.6 SM-ML QUATERNARY CQLLUVIUM (Contin!.!~Q) ---~ ~·=-~ig!lLb~..t <!_a~Ei_ <!_el_!_SS ~ltygnE ~ !O_sa_!l<!Y§l!:r -------~ -SANTIAGQ EQRMATIQN m) @ 30'6": Light brown damp, very dense, SANDSTONE, well indurated - --@ 33': Refusal light.brown; damp; very dense SILTSTONE 8 50/5" 114.9 12.6 ML 100 35- Total Depth = 34 Feet -No Ground Water Encountered at Time of Drilling Backfilled: 6/7 /% - - - 95 - -40- ----- -90 --45- -- I---- I- 85 - I-so- -- --- I- 80 --55--- - - 75 - ,:n SOSA( 11/77) LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG 8-18 Date ____ _,6!-•7,_•.:c..:96e!-..---Sheet _1_ of _1_ Project No. 4960151-001 Type of Rig Hollow-Stem Auger I Project --------------==Le=go:::.:I=a=n=d ___________ _ Drilling Co. Barge's Drilling Service Hole Diameter 8 in. Drive Weight ---------=1""-40"--"p=ou=n::::;d=s"'--________ Drop 2!!_in. I Elevation Top of Hole +/-113 ft Ref or Datum Mean Sea Level :n ,... ui" I I I I I I I I I I I I I I I I C -~" 0 .s:::." ·-...... ++ .s:::.m Ill QJ a. QJ a.o >QJ QJ QJ 111...J ~0 □0 t. (!) I.LI 0 .. ... .. -: .. . . ... -... . . 110 -: .. . . . . . -.. . . 5-.. . . . -. . . ... . . -... .. . . . 105 -· .. ... .. -... .. . . . 10-·. .,_ - - 100 - - 15-· - - - 95 - - 20- - 90 - - 25- ...J - 85 - - ., SOSA( 11/77) . 0 Ill z QJ QJ + 0 -a. z E Ill (/) 1 2 3 4 + ... GJX GEOTECHNICAL DESCRIPTION 1110 ·-t.""' Ill • 111,-.. Ill CJ? 30 c ... :I+ -u oLL QJ 0 +c □a. Ill QJ u. -c.. _(/) al QJ ""' ·a+ Logged By KBC a.. :n :C C ·-::i t. 0 ~""' KBC □ u Sampled By SM QUATERNARY COLLUVIUM (Ocol) @ 0': Brown damp, medium dense, silty fine to coarse SAND ~ 23 111.6 8.8 @5': Light brown, moist, medium dense, silty fine SAND 26 106.2 165 SM-ML @ 10': Light brown with light gray mottling, moist to wet, fine sandy SILT to silty fine SAND 50/6" 115.0 16.6 -ML -SANTIAQQ EQRMATIQN (Tu) @15': Brown, moist, dense, fine sandy SILT; moderately to well indurated 50/5" 117.4 11.9 @20': Light brown, damp, very dense, fine sandy SILTSTONE LEIGHTON & ASSOCIATES t- t- t- ,- - - - I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG B-19 Date ____ --=6--=-1=0....::.·9-=-6 __ _ Project --------------=Le:.::oga:o::..=l=an:=.:d=-------------Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight _________ 1=-4..:..:0,_pa:.o=u=n=d=s"-----------Drop __ _ML in. Sheet _1_ of _1_ Elevation Top of Hole +/-170 ft Ref or Datum Mean Sea Level . ::n .-. ui .-. C 0 +-+-Qlx GEOTECHNICAL DESCRIPTION -~---0 z Ill 0 ·-L .._,, Ill • ,er. ·-Ill 11).-. Ill CJ? +-+-+-+-.cm QI 30 C'+-:,+-Ill QI Q. QI Q.O +-QI ol.L. QI 0 t;c -u -u. > QI QJ QI 111..J 0 Q. -L CQ. ·-QJ _en QI'+-00 L z '°GI ....,, o+-Logged By KBC _....,, (.!) E ::n ·-::i Ill n.. :C C LI.J en L 0 ~....,, Sampled By KBC C u 170 0 .. SM QUATERNARY CQLLUVIUM (O!:QI) .. @0': Brown, dry, loose, silty, fine to medium SAND; organic material common -... . . -.. . . . . . -. . . . . . -.. . . . . . . . 165 5-... 1 69/12" 111.8 8.8 @ 5': Red-brown, moist, dense, silty, fine to medium SAND; slightly clayey, ... moderately cemented, one near-vertical fracture in sample -· . . @ 6': Drilling became more difficult (per driller) ... . . -· .. . . . . . -· ... .. -· . . .. . . . 160 10-._: :":' -- - -.. 2 50/6" 113.5 15.8 SM SA,NTIAGQ FORMATIQN a() . . . -@ 10':sXfJbe light green to off-white, moist, very dense, silty, fine to medium ... ; slightly clayey, moderately cemented . . . -... . . -... .. . . . -.. . . . . . . . 15-. . 155 ... 3 I 50/5" @ 15': rm;e light green to off-white, moist very dense, silty, fine to medium .. / \ S ; sligntlv clavev; well cemented -Total Depth = 15 Feet 5 Inches No Ground Water Encountered at Time of Drilling ~ -Backfilled: 6/10/96 - ~ - 150 20- - .... - .... - L-- ~ 145 25- ~ - .... - L-- L-. - 1,m--:;;- 505A(11/77) LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG B-20 Date ____ ....,,6~-1=0....::·9=6 __ _ Sheet _1_ of _1_ Project No. 4960151-001 I Project --------------=Le=g.:;;.:ol;::;;a=n-=d ___________ _ Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight 140 pounds Drop ..l!!__in. I Elevation Top of Hole +/-170 ft Ref or Datum Mean Sea Level . :JI ,... Ul" C 0 +-+-Qlx GEOTECHNICAL DESCRIPTION o,... u z UI 0 ·-L .._,, UI • :;:+-.i::." ·-UI 111,-. ::,+-Ill <I! +-+-.cm QI QI 30 C'+--u IIIQI a. QI 0.0 +-oLL QI u ~c u. >QI QI QI 111...J 0 -ca. a. -L __ QI _en Ql0 00 L z e IC QI ...,, o+-Logged By ;KBC (.!) Ill a. :JI :C C ·-:::i I.LI en L 0 ~...,, Sampled By KBC 0 u 170 0 .. SM QUATERNARY CQLLUVIUM (0!:QI) .. @ 0': Light brown, dry, loose, silty, fine SAND; organic material common -... . . ... -.. ... @2': Drilling became more difficult (per driller) I--.. . . ~ -.. . . . . . I-165 5-... .. 1 81/10" @ 5': Red-brown, damp, very dense, silty fine SAND; slightly clayey, micaceous, ... few fine pores .... -. .. ... . . -· .. . . . . . .... -· .. ... .. .... -· .. .. . . . .... 160 10-. . ... 2 49/12" @ 10': Light reddish brown, moist, medium dense to dense, silty, fine SAND; micaceous I--... .. . . . -. . . ~ .. . . L.. _. •.• .· .. -. . . .... . . 155 15-. . . . . L.. .. 3 77/12" 108.0 10.1 @ 15': Light brown, moist, dense, silty, fine to medium SAND; micaceous weakly ... cemented ~ -... L.. -.. . . . . . I--... . . .... -.. . . . ~ 150 20-... .. 4 68/12" @ 20': Very light green and light orange-brown, moist, dense, silty, fine to ... medium SAND; micaceous, weakly cemented ~ -. .. . . . -c:.. . ..,. -sl\f-\_@ 22': Drilling became more difficul~ (£er drille!) ______________ 17' ... .. SANTIAGQ FORMATION (Th) ~ -... . . . ~ -.. 145 25-5 5015" @25': Light green-gray, moist, very dense, clayey, silty, fine to medium SAND; \ well cemented I -Total Depth = 25 Feet 5 Inches No Ground Water Encountered at Time of Drilling I--Backfilled: 6/10/96 ~ - ~ - 140· -- I I I I I I I I I I I I I I I I 505A(11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG 8-21 Date 6-10-96 Sheet _1_ of _1_ Project --------------=Le~gi:i.:o:c::Ia=n=-=d:..____________ Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ---------=1...:..40~p=ou=n=d==s'----------Drop_. ~in. Elevation Top of Hole +/-123 ft Ref or Datum Mean Sea Level . jl .,.... ii,,... C 0 +-+-QJX GEOTECHNICAL DESCRIPTION -~.,.... 0 z Ill 0 ·-c......,, Ill • .I:.,... ·-11'1 Ill,... Ill~ +-+-+-+-.I: D) QJ QJ 30 C'f-::,+--u Ill QJ a. QJ a.o +--oLL QJ 0 °tn C u. > QJ QJ QJ IIIJ 0 a. -c.. ca. ·-QJ _en 0J0 00 c.. z e 10 QJ ....,, o+-Logged By KBC CD Ill 0. jl 1:C ·-::i L1J en c.. 0 ~....,, Sampled By KBC Cl u 0 .. SM QUATERNARY ALLUVIUM (Oal) ... . . -@ 1': Gray-brown, damp, loose, silty fine SAND; organic material common .. Bag-1 ... @l'-5' -... . . 120 -. . . -. . . . . . . . 5-~ 2 33/12" 107.0 12.0 SC @ 5': Light brown, moist, medium dense, clayey, fine SAND - 115 -I - 10-~~ 3 40/12" @ 10': No recovery -~· 110 -i - 15 : ... 4 55/12" 102.7 11.5 ML-SM SANTIAQQ EQRMATIQN (Tu) .·. @ 15': Light green-gra$ANI)moist, stiff, silty CIA Y and light green-gray, moist, -dense, silty, fine ; weakly cemented .·. -.·. .. 105 -.·. -.· . . ·. 20-5 1105/11" @ 20': Olive-green, moist, hard, silty CIA Y and light green, moist, very dense, .·. -.·. silty, fine SAND, moderately cemented, rare charcoal present .. -- '-100 -.. .·. ~ -.·. I- 25-.·. ~ - -Total Depth = 25 Feet 11 Inches I-No Ground Water Encountered at Time of Drilling Backfilled: 6/10/96 '- 95 - '-- .,. 505A(11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG B-22 Date 6-10-96 Sheet _2_ of _2_ Project -------------=Le=.=.gc:z..;o=Ia=n=d:;____________ Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight -----------=-14-'-'0::...i:.P.::.cou=n=d=s'----------Drop __ _ML in. Elevation Top of Hole +/-110 ft Ref or Datum Mean Sea Level . ::n ,,.... . ,,.... C 0 + + QJX Ill • GEOTECHNICAL DESCRIPTION o,,.... 0 z 1110 ·-'-v lllcn :;::+ .c" ·-Ill Ill,,.... ::,,._ Ill • ++-.cm QJ QJ 30 C'+--u Ill QJ 0. QJ 0.0 + -oLL QJ 0 1;ic u. > QJ QI QJ 111--' 0 0. -c.. 00. ·-QJ (I) Ol0 00 '-z E al QJ V o+--Logged By KBC l!) Ill a. ::n ;cC ·-::::i UJ (I) '-0 ~v Sampled By KBC 0 u 80 30 6 84/11" SW @ 30': Orange-brown, wet, very dense, fine to coarse SAND; few fine gravels -:::::::: -:::::::: @ 32': Drilling became more difficult (per driller) - -:::: ,• 75 35-:~~~: 7 50/6" -SP--SANTIAQQ EQRMATIQN ('.Th) ... @ 35': Light gray to light gray-brown, moist, very dense, slightly clayey, fine to I -medium SAND· micaceous -Total Depth = 35 Feet 6 Inches Ground Water Encountered at 18'5" Backfilled: 6/10/96 - - 70 40- - - - - 65 45- - ~ - L-- L-- L- 60 so- L-- ~ - L-- ~ - L- 55 55- L-- L-- ~ - -- <:n-k' 505A(11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG B-24 Date 6-10-96 Sheet 1 of _1 _ Project ---------------=Le=go:=-:;l:;:::an::::.d=-------------Project No. 4960151-001 Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight --------~1-=-40"--l:p.,<.ou""'n::.:d,,.,s,__ ________ Drop ...ML in. Elevation Top of Hole +/-144 ft. Ref. or Datum Mean Sea Level . :JI ,... tn" C 0 +-+-QJ~ GEOTECHNICAL DESCRIPTION o,... 0 z UI 0 ·-L....,, UI • ·-+-.c" ·-UI U),-.. ::,+-Ill CJ? +-QJ +-+-.cm QJ QJ 3 0 C'+--u Ill QJ a. QJ a.o +-oLL. QJ 0 +-C u. OJ QJ 111.J 0 -oa. UI QJ >Cf-a. -L _en ~ ..... 00 L z 1:0 OJ ....,, ·-+-Logged By KBC (.!) E :JI Oc ·-:;j Ill a.. :c 0 I.LI en L ~....,, Sampled By KBC 0 u 0 .. SM QUATERNARY COLLUVIUM (Ocol) ... -: @ 0': Reddish brown, damp, loose, clayey, silty, fine to medium SAND; .. micaceous; organic material common ... -.. . . . -. . . ..... 140 -. . . . . 5-... 1 37/12" 107.6 8.6 @ 5': Red-brown, moist, medium dense, slightly clayey, silty, fine to medium ... SAND; micaceous ~ -. ... . . .... -· . . . . . . . ~ -· . . ... L-135 -. . . . . . 10-~ ~ 2 40/12" 110.9 175 SC @10': Light brown to greenish gray, moist, medium dense, fine to medium sandy -CIA Y; charcoal fragments common - ~~:~;:~< ~ - 130 -~ 15 ... t1/. 3 30/12" 1095 135 SW @15': Gray-brown, moist, medium dense, slightly clayey, fine to coarse SAND; micaceous .... -:- -. -•·•·•·•· •·•·•·•· 125 -:= 20-···:··•.; :~: ··':-: 4 46/12" 112.2 13.9 SM @20': 1:,ight gray-brown, moist, medium dense, slightly clayey, silty, fine SAND; .. m1caceous -... . . . -.. -... . . . 120 -... 25-·L..!..· . .,.. -sM-5 50/5" SANTIAQO EQRMATIQN (Tu) -@ 25': Light pinkish brown, moist, very dense, slightly clayey, silty fine to medium SAND; moderately to well cemented -Total Depth = 25 Feet 5 Inches No Ground Water Encountered at Time of Drilling Backfilled: 6/10/96 - 115 - ., 505A(11/77) LEIGHTON & ASSOCIATES - -- - ----- - -·--- - ----LOG OF TRENCH NO.:~T--4~-- c.n 0 ..... I )> -...... 0 ..... co 0 - r ~ (C :::r 0 ::, ~ ? en 0 0 a CD en Project Name: Legoland Logged by: KAB ENGINEERING PROPERTIES Project Number: 4960151-01 Elevation: ±174' mean sea level Equipment: Backhoe Location: GEOLOGIC GEOLOGIC Sample Moist. Density ATTITUDES DATE: 5/30/96 DESCRIPTION: Test Pit UNIT uses No. (%) (pcf) TERRACE DEPOSITS Qt SM Light reddish brown, damp, very dense (near refusal w/310C), fine to coarse sand Total Depth= 3.5 Feet No Ground Water Encountered at Time of Drilling Backfilled: 5/30/96 GRAPHIC REPRESENTATION SCALE: l" = 5' SURFACE SLOPE:¢ TREND: N5°W I ------------... -----... ----- I I I I I I I I I I I I I I I I I . I . . I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I , : ,I : I•.•. I . ,I •. Y .... l.f:•T.·,, 7T 1 I T 1 I I I I I I I I I I I I I I I --= l(\ .:::. :;~.-:: :i: \·. \ / ---. --. ---. . . , . . --'-.·• ,: .. ·f· ----. . ~ ·. -----,-- ----------------_._ ----_._ --- ------------------- 01 0 ..... I )> -..... 0 ..... co 8 r (D cc ':::1' 5 :::, ~ )> en en 0 0 iij -(D en LOG OF TRENCH NO.:~T_-6 __ _ Project Name: Legoland Logged by: KAB ENGINEERING PROPERTIES Project Number: 4960151-01 Elevation: +165' mean sea level Equipment: Backhoe Location: GEOLOGIC GEOLOGIC Sample Moist. Density ATTITUDES DATE: 5/30/96 DESCRIPTION: Test Pit UNIT uses No. (%) (pcf) Surface 2 to 3 inches: A.C. broken weathered then; Asphalt AC TERRACE DEPOSITS Reddish brown, damp, dense, silty fine to coarse sand becomes very dense at base of trench Qt SM Total Depth= 4.5 Feet No Ground Water Encountered at Time of Drilling Backfilled: 5/30/96 GRAPHIC REPRESENTATION SCALE: l" = 5' SURFACE SLOPE:2°S TREND: NS ..... _,_ _ .... --_,_ -1-------- ------ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --t\f·: .. ··· ·w;<-~·~:~?;-.:~::::-\: y --}\ -. --. ---. ----- ' ..... -.. ~./~ :/ ---- ..... ---1-- ..... ---1-- ------ ------ -------------------LOG OF TRENCH NO.:_T~-7~-- 01 0 ~ I )> -_... 0 ..... (0 0 - r CD (0 ::r a-::s ~ ~ 0 0 0 ~ 0 Project Name: Legoland Logged by: KAB ENGINEERING PROPERTIES Project Number: 4960151-01 Elevation: ±156' mean sea level Equipment: Backhoe Location: GEOLOGIC GEOLOGIC Sample Moist. Density ATTITUDES DATE: 5/30/96 DESCRIPTION: Test Pit UNIT uses No. (%) (pcf) TERRACE DEPOSITS Topsoil SM Reddish brown, slightly damp, very dense, silty fine to coarse sand SANTIAGO FORMATION Ts SM-CL Olive green-gray, moist, medium dense to dense sandstone to claystone 4 to 6 inches thick, cobble layer at contact with Qt Total Depth= 7 Feet No Ground Water Encountered at Time of Drilling Backfilled: 5/30/96 GRAPHIC REPRESENTATION SCALE: l" = 5' SURFACE SLOPE:l0°SW TREND: N20W ------ ------ .... ----- .... ----- I I I I I I I I I I I I . I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I \ .. , .. , .. ·->~-: ~-:/ -~-~: ~---:-/. V I I I I I I I I I I I I I I I I I I .... -~ .:.-,,;.•.: • -1-- I-·.:.:: :--:: ·=. .... -. ·. ·:. • ..... ----. . :: . : ·_ · ..••. .,, .• .... -~ .. J ... •• ·=. _.··. ----. . .. .. . . ,,.. . . . . -. . . . ~ . . ---• . . -.. ,. ----\:-., --._: .,;_r••':: '"':::l"';✓ ~ V . r---. ---. .... ----- I .... -------1---- ------------------- 01 0 ..... I )> -_., 0 ...... (0 0 - r CD co =r 5 ::, ~ ~ "' 0 0 i -CD "' LOG OF TRENCH NO.:~T~-8 __ _ Project Name: Legoland Logged by: KAB ENGINEERING PROPERTIES Project Number: 4960151-01 Elevation: +164' mean sea 1 evel Equipment: Backhoe Location: GEOLOGIC GEOLOGIC Sample Moist. Density ATTITUDES DATE: 5/30/96 DESCRIPTION: Test Pit UNIT uses No. {%) {pcf) TOPSOIL Topsoil SM Brown, damp, loose, silty fine to medium sand TERRACE DEPOSITS Qt SM Dark reddish brown, damp, very dense, silty fine to coarse sand, moderately to well indurated Total Depth = 6 Feet No Ground Water Encountered at Time of Drilling Backfilled: 5/30/96 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 4°SW TREND: N27° ------ ------ --'----------- I I I I I I I I I I I I I . . . I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~ ~-•::-! .-t-: .,--J ~ • -.L.· . .r:::; . !/; I l I I I I I I I I I I I I I I I I I --:. ~~--·-=-··\· • .::: ~ ~·-.:.: ~ .. ':~::, _t: ..:; -• • • "' • I .. • --- == \:·,:_··.~--;. ::..-..\· :··:. ··w-······-•• -. -:._·::_·:·._<_::--,:.:. --- ----. ~ • . .. . -· .. :.. .. . . . •.. ·: : : . .... _.,_ : __ ·._ :·: ·. :_ .. : ·: ·_ :· . : . :· .· .-_,_ - L ·: :-• ".J ~ --'--_,_ - .... -'---- ..... _,_ _.,_ - ..... _,_ ---- ------------------- en 0 ..a. I > -...... 0 ...... co 3 r (D (0 . =r -0 ::, S)O > "' "' 0 Q '1) . -(D "' LOG OF TRENCH NO.:~T~-~9 __ _ Project Name: Legoland Logged by: KAB ENGINEERING PROPERTIES Project Number: 4960151-01 Elevation: +158' mean sea 1 evel Equipment: Backhoe Location: GEOLOGIC GEOLOGIC Sample Moist. Density ATTITUDES DATE: 5/30/96 DESCRIPTION: Test Pit UNIT uses No. (%) (pcf) TOPSOIL Topsoil SM T-9@ 2' 11.6 110.2 Light brown to brown, damp to moist, loose, silty fine to medium sand ARTIFICIAL FILL UNDOCUMENTED Afu SM 6 to 20 inch lifts of dark brown to light gray, silty fine to coarse pebbly sand with scattered debris (plastic sheeting, wood, concrete, etc.) at approximately 10 feet very strong organic odor, wood debris with petrochemical odor bagged and retained for tests TERRACE DEPOSITS Qt SM Reddish brown, damp to moist, dense, silty fine to coarse sand Total Depth = 15 Feet No Ground Water Encountered at Time of Drilling Backfilled: 5/30/96 GRAPHIC REPRESENTATION SCALE: l" = 5' SURFACE SLOPE: 8°SW TREND: N20E ~ ... ...,.-·. ·~ ~ ..::--; -~-_:.;-_: < :f :-: : :". •. :-::__:: ... ~ I • .... •-: .... •.• .. · --_..: .. -• .. -e-- =t:}8\ · .... -. . -.. ~ .•-··-··-· . :-.. _: _: ·---;-•. :_,. -: ... -~-_._: :·:. ~/;;t.·/·_:·1···--~--; . --------:·:·::: .. • _:: •. ,· ·.:·· ..... :_ --:. • • • j: • • •• --- I I I I I I I I I I I I ,-; I, ~ • I' . . 'l .•. 1· .: 1; • • I : • •• 0 1 .• i • 0 1·· I I I I I I I I I I I I I I I I I I I I I I I I I I I I I .·•I • •.1. • \ •.• :."s,· ~ ~ .. ' .: :•.•·.':/· I I I I I I I I I I I I I I I I I ..... --. ·. _ .. _ . ·. •. _ .. : ,· .. : _-.·.: __ \ : ... . .. -..... -\·-: .. ·: :-. : . : :.-. . . . . ..... ---.. . . . . . ----l. . . . . .. . ·-y··, .. .. -· -•.. ............. ---o • • • I, • -· ··-· ----. . . : . . . . .. _.. . .. , ..... -.... .. . .. . .. ..... -. . '. _·. : .. -e--.... , . . . . . ...... . . -.-., .... . . . . . . •• .• @ .• :· V :-· ..... ·.-· . ; .. ·1 ---• J'',•,•.· •.. .. ... . . . . ---.. --... ---x: .: :· .. :· :":" --:-. -7· ---. . .... .. . . . · ...• I ..... ---\(·:._·:. -----·y· ; : • .. ·: .• .... --. -. :. · .... ---. . . · .. ' . .. . . -------------------LOG OF TRENCH NO.:_T_-1~0 __ (11 0 .... I )> -.... 0 ' (0 0 - r (I) co =r -0 :J s:io ~ "' 0 () ~ -(I) "' Project Name: Legoland Logged by: KAB ENGINEERING PROPERTIES Project Number: 4960151-01 Elevation: +150' mean sea level Equipment: Backhoe Location: GEOLOGIC GEOLOGIC Sample Moist. Density ATTITUDES DATE: 5/30/96 DESCRIPTION: Test Pit UNIT uses No. (%) (pcf) TOPSOIL Topsoil SM Brown to dark brown, damp, loose, silty fine to medium sand with abundant organic debris (green leafy matter from recent strawberry harvest) TERRACE DEPOSITS Qt SM Reddish brown, damp, dense, silty fine to coarse sand, massive, with scattered pockets of gray silty fine to medium sand Total Depth= 4.5 Feet No Ground Water Encountered at Time of Drilling Backfilled: 5/30/96 GRAPHIC REPRESENTATION SCALE: l" = 5' SURFACE SLOPE: 2°SW TREND: N25°W ------ .... ---1--.... --_.,.. - ..... --_,_ - I I I I I I I I I I I I I . I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~ . I •1• •• ·.·:~.•-·: ·'·:2"· :· •.. •··•o/'·•·· I I I I I I I I I I I I I I I I I ~: ~ . :--:' .. -.--"t •• ---\(•" ~-·· ~ •. ·, ••. ·. y ---·.-.·-:·.·~ ---• : ~---\ ,.·.:.i..:. ,• •.. --- • :·: ~~ :_~ : __ ::. ;:,y:·; <:. . --P'-•. : • •. ---: .... , , ---, . , --- I---_,_ - .... ----- ---_,_ - ---_,_ - -------------------LOG OF TRENCH NO.: T-14 en 0 .... I )> :::;: 0 ...... co 0 - r 9? cc -=s' -0 :::, po )> C/J C/J 0 0 i» <D C/J Project Name: Legoland Logged by: KAB ENGINEERING PROPERTIES Project Number: 4960151-01 Elevation: ±104' mean sea level Equipment: Backhoe Location: GEOLOGIC GEOLOGIC Sample Moist. Density ATTITUDES DATE: 5/31/96 DESCRIPTION: Test Pit UNIT y.scs No. (%) (pcf) ALLUVIUM Qal SM-CL T-14@5' 10.2 102.1 Light brown to dark gray; moist, medium dense, slightly , clayey, silty fine to coarse sand, weakly bedded to laminated SANTIAGO FORMATION Ts SM-CL Olive green-gray, moist, dense, clayey, fine to coarse sand to sandstone (weakly to moderately indurated) Total Depth = 15 Feet No Ground Water Encountered at Time of Drilling Backfilled: 5/31/96 GRAPHIC REPRESENTATION SCALE: I" = 5' SURFACE SLOPE:I0°SW TREND: N25°E s·. _.-. _: .--_. _--·. _.: :-.-: __ -. _.-... -. _. .. _-. · .......... .. . / -. . -: :-1/ --- ---~ .. ---. ., : . . . . •. . , . ---.. . . . . . .. 7 ---. . .. . . . ., . .. • . . : . ,: . . ..• . --.... \ . . : • . . . --- I I I I I I I I I I I I r.·,· ·.·, .. -, . , I ' I • I • I . •. I :. ·, , ·;:I, I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I .. ~ I . . I .I I 1·. . I. : I _-I • .1 J I I I I I I I I I I I I I I I I ---... . . . ---. ·7:1----\: ...... ., .... ---. .. .... . . . - ---•. · ... '·. o 1 ., I I Io o ... ---. . . . . . . . . ,• •• J -_,_ .. o o I o o ---~ .. "J· . . . ' .. . . . . . ~ . L/ _ .... .. .. : . . ... . ----.. , .. . . .. ., • • • ,I . . ' ~ -_ .... ~ -:-a. ---.·:y-···.· -_ .... ~. '---._, . ---. . . .. . . ,· =-: ---_ .... ---. . ~-... -------------------LOG OF TRENCH NO.: T-17 ------------- ,, ::> .i. I I> :;: ::> .... 0 ::> - D 5 ';T ) ::, lO I> ,, ,, ) 2 I> ... D ,, Project Name: Legoland Logged by: KAB ENGINEERING PROPERTIES Project Number: 4960151-01 Elevation: +136' mean sea level Equipment: Backhoe Location: GEOLOGIC GEOLOGIC Sample Moist. Density ATTITUDES DATE: 5/31/96 DESCRIPTION: Test Pit UNIT uses No. (%) (pcf) TOPSOIL Topsoil SM-ML T-17@ 2' 9.6 101.4 Brown, damp, loose, slightly clayey, silty, fine to coarse sand with abundant rootlets and organic litter COLLUVIUM Qcol SM-CL Mixed brown to yellow-brown, moist, medium dense, clayey, silty fine to coarse sand; weakly bedded SANTIAGO FORMATION Ts SM-CL Olive green-gray to blue-gray, moist, medium dense to dense, clayey, fine to coarse sand to coarse sandy claystone; scattered slickensides in clayey portions from shrink/swell Total Depth= 9 Feet No Ground Water Encountered at Time of Drilling Backfilled: 5/31/96. GRAPHIC REPRESENTATION SCALE: l" = 5' SURFACE SLOPE: 6°S TREND: EW ------------ ------------ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~ ··-• .!_.:... . -,. r I I I I I I I I I I I I I I I I I -·-----•.:...:_:..: ~-·-·· ._.· .__:_ ---. : -...--... .. , ___ ·-·._:_· -t: . . . : . --~-----. . . . . -. . .. . ---. • .. ·, •.·. •. ---....... • • .. ·.•/ I--..... . --. ---\ .. • .• : .... . . . . . . . , .. .. I --~ X ....... ··;; ---. . . . • • I • o 0 ,. . . ..... --\ .... . .. -1--. . . · ... . . .. ..... --• I I• -1-! - ..... --~ i:-:.Y -1--. ------------------- J1 ::> .... I I> :::;: ::> .... 0 ::> - e l 'j ; ::, ~ I> f) f) ) 2 ~ ... D f) LOG OF TRENCH NO.:~T_-=18 __ _ Project Name: Legoland Logged by: KAB ENGINEERING PROPERTIES Project Number: 4960151-01 Elevation: +150' mean sea level Equipment: Backhoe Location: GEOLOGIC GEOLOGIC Sample Moist. Density ATTITUDES DATE: 5/31/96 DESCRIPTION: Test Pit UNIT uses No. {%) {pcf) TOPSOIL Topsoil SM Brown, damp, loose, silty fine to coarse sand with scattered roots and grass litter SANTIAGO FORMATION Ts SM-CL Light brown to light gray, damp to moist, silty, slightly clayey, fine to coarse sand; moderately indurated Total Depth= 5 Feet No Ground Water Encountered at Time of Drilling Backfilled: 5/31/96 GRAPHIC REPRESENTATION SCALE: l" = 5' SURFACE SLOPE: 5°E TREND: NS ------ --1---- ----:--- ------ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ·-• • .;;;;::•. I I I I I I I I I I I I I I I I I I I I I I I I I ---.. • . ·.:.:...: .: ..,... .. ·-·. -1--..... -·-·. :,·•--·,-7 ... . . ·-.--~ I---·.·:-:.:--1--·:7· . . . .. I---. . . . . . . . . . . ·. -1--. . ·-o o o I o o 0 I-_,_ .. . · .. .. ·. ,, . ---..... . . . -----1-- ..... ---_,_ - ..... -1-_,_ - ..... ---_,_ - ----. _, ________ , __ _ ----I LOG OF TRENCH NO. : ____.T __ -2=2,..___ __ Project Name: Legoland Logged by: KAB ENGINEERING PROPERTIES Project Number: 4960151-01 Elevation: ±167.9' mean sea lev Equipment: Backhoe Location: : GEOLOGIC GEOLOGIC Sample -Moist. Density 'ATTITUDES DATE: 5/31/96 DESCRIPTION: Test Pit UNIT uses No. (%) (pcf) • ~ TOPSOIL Topsoil SM • Dark brown, moist, loose to medium dense, fine ) . to medium sand with very slight organic odor; trench is ) ) located at edge of plowed field TERRACE DEPOSITS Qt SM Reddish brown, damp, dense, silty fine to coarse sand with scattered pockets of light green-gray fine sand, minor clay Total Depth= 9 Feet No Ground Water Encountered at Time of Drilling Backfilled: 5/31/96 . . I GRAPHIC REPRESENTATION SCALE: l" = 5' SURFACE SLOPE: 2°s TREND: N41°E • ---_,_ ----_,_ -------. ,--1---- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~ • ~.:.. :· ~ ~ ...:_: . . -· .. .!-" 1· I I I I I I I I I I I I I I I I I I I--:;;·: ..... ~: >· ---•. ~ . :_:. •. -~ ,--~ •" •••I ' ........ ---. . ~~-~.-✓:··~ ---":~·,-:--: ---- • ,I -__,z. . ---.... : .. . . . . ... -I--.. , ... _..;. -• ---. . , . ..... t .. ~--~r ·-· ----_.:.. -~ .::. _,_ -.·· .. --: . • .. _ .. _ ,----.... --- w::·· ·1 . _;,• . ,---,• --- ,---: ~-,__.,. --- ----------~-------- . • ) i . . . , • . LOG OF TRENCH NO.:_T_-2_4 __ _ Project Name: Legoland Logged by: KAB ENGINEERING PROPERTIES Project Number: 4960151-01 Elevation: +194' mean sea level Equipment: Backhoe Location: GEOLOGIC GEOLOGIC Sample Moist. Density ATTITUDES DATE: 5/31/96 DESCRIPTION: Test Pit UNIT uses No. (%) (pcf) TOPSOIL Topsoil SM Dark brown, moist, loose, silty fine to medium sand with scattered organic litter (strawberry) TERRACE DEPOSITS Qt SM-CL Reddish brown, damp to moist, dense, silty fine to coarse sand with scattered pockets of light green-gray, fine to medium clayey sand Total Depth= 7 Feet No Ground Water Encountered at Time of Drilling Backfilled: 5/31/96 GRAPHIC REPRESENTATION SCALE: l" = 5' SURFACE SLOPE: 5°W TREND: NS -_,_ ----_,_ --------------- I I I I I I I I I I I I I I I I I I _, I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I \-• ~ ... 1-:-1 . "";-. 7· I I I I I I I I I I I I I I I I I I ---_!_.· _... • • . ...::._ ·.-.-·_·7. ·, ·_:_;,y· >----.._. :__:. _:_..; .. 1~ '--' •• --. ---\-··· /• .. . . ---. . ... ------~·.· (··.: -~ • : • ~ •✓ •• --- ~ / ---. ---' ------------------ ------------------- . . I I . . . t • . . LOG OF TRENCH NO.:_T_-2_5 __ _ Project Name: Legoland Logged by: KAB ENGINEERING PROPERTIES Project Number: 4960151-01 Elevation: +140' mean sea level Equipment: Backhoe Location: GEOLOGIC GEOLOGIC Sample Moist. Density ATTITUDES DATE: 5/31/96 DESCRIPTION: Test Pit UNIT uses No. (%) (pcf) TOPSOIL Topsoil SM Light brown to dark brown, damp, medium dense; silty fine to coarse sand TERRACE DEPOSITS Qt SM Reddish brown, damp, very dense, silty fine to coarse sand; moderately to well indurated Total Depth= 4 Feet No Ground Water Encountered at Time of Drilling Backfi 11 ed: 5/31/96 GRAPHIC REPRESENTATION SCALE: I" = 5' SURFACE SLOPE: oo TREND: NS ---------------------_,_ - I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I . . I I I I I I I I I I I I I I I I I I I I :~--~ ~ .. _ --~v~·:· • •• --,.... . :-----... ---, -------=-. , , . --. . .. • ..... ---.·_· .. . : , .... : ----------- -----------------I ------- -------------------LOG OF TRENCH NO. :___.T_-2=6 ____ _ Project Name: Legoland Logged by: KAB ENGINEERING PROPERTIES Project Number: 4960151-01 Elevation: +143' mean sea level Equipment: Backhoe Location: : GEOLOGIC GEOLOGIC Sample Moist. Density • ATTITUDES DATE: 5/31/96 DESCRIPTION: Test Pit UNIT uses No . (%) (pcf) • TOPSOIL Topsoil SM . Brown, dry to damp, dense, silty fine to medium sand , , TERRACE DEPOSITS Qt SM ) , Reddish brown, damp to moist, medium dense, silty, fine to coarse sand Total Depth= 4 Feet No Ground Water Encountered at Time of Drilling Backfi 11 ed: 5/31/96 . . . GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 2°s TREND: NS » • .... ----- .... -----. ------. ------ I I I I I I I I I I I I I I I I I I I I . I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I • -:;-:-. ·~ .. ~ · .. -:.·. ,:I' ..,-,:,, ·-C:7 1 I 1 l I I I I I I I I I I I I I I I 18 .. _} ·:·. ·;7· -.~. ·:·· . ---· ... ~ .. ,. : ... :---- ' ----•,• .' •, ••,,••'•:,I ---. ---• • • .. : ·.: ~ ,· ...... ' -. -----1---- I------ .... _.,__ ----_.,__ ----_.,__ --- I I I I I I I I I I I I I} I I 1· I I I APPENDIXB LOGS BY LEIGHTON AND ASSOCIATES OF SMALL AND LARGE-DIAMETER BORINGS EXCAVATED DURING THE PRELIMINARY GEOTECHNICAL INVESTIGATION LEGO FAMILY PARK AND POINTE RESORTS (Leighton, 1995) (18 borings) B-1 4960151-001 I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG SD-1 Date ____ ...::9'---1:::1::....·9:c..::5=----- Project Legoland/Carlsbad Ranch Project No. 4950294-001 Drilling Co. Barge's Drilling Company Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ________ ____.,1:...:4-'<-0...,p~o~u.::.n:,:,ds:<-________ Drop __ .2Q_in. Sheet _1 _ of _1_ Elevation Top of Hole +/-82 ft Ref or Datum Mean Sea Level . . ::,i ,.... . ,.... C ~ +-+-QI~ Ul • GEOTECHNICAL DESCRIPTION -~" 0 Ul 0 ·-L..., Ulcn .s::." Ul Ul" Ill • ........ ........ .J::.O) QI QI 30 cc+-::,+--u Ill QI Q. QI Q.O +--oLL QI 0 "t;c u. > QI QI QI 111.J 0 Q. -L on. ·-QI _en ~0 00 L z e CXl QI ..., o+-Logged By SCB (!) Ill Q. ::,i ;cC ·-::i UJ (f) L 0 g..., Sampled By SCB CJ u 0 :, .. SM ALLUVIUM . . . . : • -: .•. : @ 0-1': Light brown, dry, loose, silty SAND with trash debris -~/-·v. SM-CL @ 1'-5': Orange/brown, moist, loose, silty SAND with gray silty CIA Y 80 -~~----:~ ~ •• 1 -;,~----:·v. ;,~·-"' ;.. •. 1 -;,~-·:·.? ~ :7✓·"' 5 . ·. /, 1 16 109.5 16.3 ML-CL @ 5': Dark gray with rust nodules, moist, stiff silty CIA Y to clayey SILT with small root hairs - 75 - - - 10-~ @ 10': Dark gray, moist, stiff dense, clayey SILT with small pebbles 16 ML - 70 -I--2 105.6 -ML -w.AlllBRED SANI1AQQ EQRMATIQN 23 20.2 @ 12': Light gray, wet, medium stiff SILTwith fractured SILTSTONE rip-up -clast - 15-3 31 106.1 16.7 ML @ 15': Pinkis~Mmoist, medium dense, fine sandy SILT with small interclast of srr.; 0 - 65 - - - 20-4 50/6" 14.8 ----ML-SANI1AQQ EQBMATIQN @ 21': Pinkish gray, moist, very dense, fine sandy SILTSTONE 60 - - - ~ 25-5 73/11" 114.9 15.9 -@ 26': Gray to light brown, damp, very dense SILTSTONE with dark magnesium - \ staining and some fractures I 55 -Total Depth = 265 Feet -No Ground Water Encountered at Time of Drilling .... Hole Backfilled on September 11, 1995 .... - .,. SOSA( 11/77) LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG SD-2 Sheet _1_ of _2_ Date ____ -=9:..:.·~11"-•9~5::,..._ __ _ I Project Legoland/Carlsbad Ranch Drilling Co. Barge's Drilling Company Project No. 4950294-001 Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight I Elevation Top of Hole +/-78 ft Ref. or Datum . . :JI ,... . ,... C 0 +-+-QI~ (II • GEOTECHNICAL DESCRIPTION o,... .c" u z Ill 0 ·-t..v lllcn ·-.... Ill lllr. ::,..,. I'll • +-QI ........ .COi QI QI 30 C'f--u I'll QI 0. QI 0.0 +-oLL QI 0 °tlC u. a,QI 111..J 0 -co. >&f-0. -'-·-a, _en ~"" o<t-'-z al a, V o+-Logged By SCB "" (.!) E :JI :E: C ·-:::5 I'll a.. LLJ (I) '-0 ~"" Sampled By SCB 0 u 140 pounds Drop ~in. Mean Sea Level 0 .. SM .EILL ... .. @ 0-5': Tan to ~llow, damp, medium dense, silty SAND with slight clay binder -. : . (Roadway Fill) .. ... ... -. . . . . . . . . 15 -. . . ... . . ... ... -. . . . . . . . . 5-. . . 1 22 107.2 15.9 SM @ 5': Dark brown, moist, medium dense silty SAND ... .. . . . --· ·--MC --------------------------------------~ ALIJJYIUM @ 6': Dark brown, moist, medium dense SILT with small pebbles -... 70 -... - 10-2 22 107.3 17.6 ... -@ 11': Same as at 6 feet I--... 65 - @ 13.5': Driller reports change in material ~ -... 15-3 25 115.6 16.1 -,_ . .,. Sl ... SM @ 16': Tan to brown, wet, medium dense silty SAND ... . . . . -... . . . 60 -·,.:.· 11/.:• . .; ... ~-SM-SC @ 18': Tan to brown, wet, medium dense silty SAND with clay binder -. . ~ ... ... ~~ 20-. 4 14 106.1 21.8 @ 20': Same as at 18 feet .. fZ -. . . ~ -. ~ .. S5 -. .. ~ -. ~t0-: . . ~ 25-. .. lZ 5 21 1005 23.8 -0 SM-ML @ 26': Gray with orange staining, wet, medium dense, fine silty SAND to sandy SILT ... -... 50 - .... - "ll' I I I I I I I I I I I I I I I I 505A(11/77) LEIGHTON & ASSOCIATES I I GEOTECHNICAL BORING LOG SD-2 Date ____ --=9'-•=ll"-•9,_5..__ __ _ Sheet _2_ of _2_ Project ----------=Leg=,.:::;ol::.:::a=n-=-d/<....:C::;.:a:::::r..::ls:e::b..::ad=Ra=nc=h:....-________ Project No. Drilling Co. Barge's Drilling Company Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ________ :..14-'-"0'--'pt:.!oc=u:.::n=d::..s ________ Drop_ . ..1Q_in. 4950294-001 I Elevation Top of Hole +/· 78 ft Ref. or Datum Mean Sea Level . . :n ,... I I I I I I I I I I I I I I I I C o,... ·-.... .c" .... QJ ...,+ Ill QJ 0. QJ >c+-QI QJ .?v-ct UJ 30 - - 45 - - 35- - - 40 - - 40- - - 35 - - 45- - - 30 - - so- - - 25 - - 55- - - 20 - - N 505AC11/77) . 0 0 :z Ill .c C) QJ QJ 0.0 + -IIJJ 0 0. '-:z e (.!) Ill Cl) ~ 6 -. .. ~ .. .. .. . . ~ .. .. . . .. .. . . . . ~ 7 . ,... .... .... QJ~ Ill • GEOTECHNICAL DESCRIPTION 1110 ·-'-V' lllcn I/Ir. :1..., Ill • ::30 C'+--u olL QJ 0 "t;c u. -'-co. ·-QI _en '° QI V' o+ Logged By SCB Q. :n ;cC ·-::5 L 0 ~V' Sampled By SCB C u 13 102.9 23.4 CL-SM @ 31': Brown to tan with dark sta'=· nin , wet, soft, sandy CIA Y interbedded with tan silty medium to coarse 22 104.6 21.8 @ 36': Same as above Total Depth = 36.S Feet Ground Water Encountered at 16 Feet Hole Backfilled on September 11, 1995 ~ I- I- I.. I.. LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG SD-3 Date ____ ..::;9-=-1=1-=-9~5___ Sheet _1_ of _1_ 4950294-001 I Project Legoland/Carlsbad Ranch Project No. Drilling Co. Barge's Drilling Company Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ---------=1,._,4-=<-0-&:p~o-=un:::d==s<---------Drop ~in. I Elevation Top of Hole +/-182 ft Ref. or Datum Mean Sea Level . . :n " ui" I I I I I I I I I I I I I I I I C o" 0 ·-+ .c" ·-+-a, ++-.cm Ill QJ 0. QJ 0.0 >4-QJ QJ 111..I ~...,, c<t-'-...,, t!) LI.I 0 .. . . -: .. .. 180 -. :. . . .,. ... -: .. .. . . . . . -.. . . . . . . . . s-... .. . . -. .. . . . 11S - - - 10- - 170 - - - 15- - 165 - - - 20- - 160 - - - ZS- - 1S5 - - - -~ 505A(11/n) Ill QI +-0 z . . . . . . . 0 +-+-QJ~ GEOTECHNICAL DESCRIPTION z 1110 ·-'-...,, Ill • Ill" :,+-Ill~ QJ 3 0 C'+--u -oLL QJ 0 -:0 C u. 0. -'-co. ·-QJ _en E a::i QI ...,, o+-Logged By SCB :n ·-::i Ill n.. 1:C (/) '-0 ~...,, Sampled By SCB C u SM IBRRACE DEPOSITS/FILL?? @ 0-2': Light reddish brown, dry, loose silty SAND -slli-TERRACE DEPOSITS 1 31 124.8 10.7 @ 2':-Orange-brown, moist, medium dense to dense, fine silty SAND with iron oxide staining and manganese staining 2 46 124.0 11.2 @ 6': Same as above Total Depth = 6.S Feet No Ground Water Encountered at Time of Drilling Hole Backfilled on September 11, 199S LEIGHTON & ASSOCIATES ,- - .... - ,- - ,- .... .... I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG SD-4 Date ____ ~9-=-1=1-...::;9:::..S __ _ Project Legoland/Carlsbad Ranch Drilling Co. Barge's Drilling Company Hole Diameter 8 in. Drive Weight Sheet _1 _ of _1_ Project No. 4950294-001 Type of Rig Hollow-Stem Auger 140 pounds Drop_._Mlin. Elevation Top of Hole +/-142 ft Ref or Datum . Mean Sea Level . :n ,,.... . ,,.... C 0 +-+-QI~ CII • GEOTECHNICAL DESCRIPTION -~"' 0 z CIIO ·-'-v Cllcn .s::."' ·-CII CII,,.... :,..,. Ill • ........ ........ .S::.D> QI GI 30 C'f--u Ill QI 0. QI 0.0 +-oU. QI 0 "tic u. > QI QI QI 111.J 0 -co. 0. -'-·-QI _en ~0 00 '-z E al QI V o+-Logged By SCB (l) Ill D.. :n ;cC ·-::i UJ en '-0 ~v Sampled By SCB C u 0 J.J:J SM .EILL @ 0-1': Brown, dry, loose, silty SAND ~ SC @ 1'-5': Dark brown, moist, medium dense clayey SAND 140 - -I - s-I 1 23 121.4 10.6 @ S': Brown, tan and gray ( mottled), moist, medium dense, silty clayey SAND -with small pebbles to 1/8 inch diameter 135 -~ - - ~~---10-2 27 SP/ML @ 10': Orange medium-to coarse-grained SAND with gray clayey SILT. - )~ SM/SC @ 11': Orange and gray, moist, medium dense, silty clayey SAND 130 - -::::~ -.... 0~:-· 15- . . . .,,, .-'. ·.·. 3 32 118.2 6.1 SM @ 15': Orange to rust, moist, medium dense, poorly graded silty SAND ... . . . -.. . . . ... 125 -.. . . . . . . .. . ... -... . . . . ... -. . . . . . . . . . 20-... @ 20': Orange and gray, moist, medium dense, silty SAND with decomposing ... .. 4 27 116.2 11.9 ... vegetative debris, small weed husk --. . . . . . . . -120 -· .. . . . ... -· .. . . . . . -: ..:.. . .,. -sM--------------------------------------~ ... SANTIAGO FORMATION 25-: .. @ 24': Gray, damp, dense, poorly graded, fine to medium coarse silty ... .. s 51 SANDSTONE . . . -.. 115 -Total Depth = 265 Feet No Ground Water Encountered at Time of Drilling Hole Backfilled on September 11, 1995 - - . .., 505A(11/77) LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG SD-5 Date ____ ~9~-8:....<·9~5___ Sheet _2_ of _2_ I Project Legoland/Carlsbad Ranch Project No. 4950294-001 Drilling Co. Barge's Drilling Company Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ________ ..... 1~4"'-0_..,p""o~un:::d~s,__ _______ Drop _.2!!._in. I Elevation Top of Hole +/-145 ft Ref. or Datum Mean Sea Level . . :n ,-.. Ill,... I I I I I I I I I I I I I I I I C 0,-.. .s::.,-.. ·-.... ........ +-QI Ill QI 0. QI QI QI >4-~...., □0 I.LI 11S 30 - - - - 110 35- - - - - 105 40- - - - - 100 45- - - - - 95 so- - - - - 90 ss- - - - - o<:. N 505A(11/77) • 0 0 Ill z ..C:0) QI QI 0.0 +-IIIJ 0 -0. ·& z e Ill Cl) .. ½ 9 . . . .. 0.: . ~;-10 ... -35 .. 0 ... ~ .. . . . . . ~ . ... .. 0 . : . .. ~ . : . . . ... 11 ::-: +-+-QI~ GEOTECHNICAL DESCRIPTION ·-Ill • Ill 0 111,-.. t....., 111(1) 30 C'+-::,+-. -u ou. QI 0 tic u . co. -c:.. ·-QI _Cl> ca QI ...., o+-Logged By SCB :n ·-::i 0.. :C C t. 0 ~...., Sampled By SCB □ u 38 SM/SC ALLUVIUM @ 30': Gray and brown, moist, medium dense, silty, clayey, coarse-grained SAND S3/6" ... ~, SANTIAGO FORMATION 1= \@ 36': Grav, moist, vcrv dense, fine silty SAND • I/ Total Depth = 365 Feet No Ground Water Encountered at Time of Drilling Hole Backfilled on September 8, 1995 ... ... ... ... - - - ... LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG SD-6 Date ____ ---=9-8-=-::-9;.::;5 ___ _ Sheet _1_ of _1_ Project No. 49S0294-001 I Project Legoland/Carlsbad Ranch Drilling Co. Barge's Drilling Company Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight I Elevation Top of Hole +/-148 ft. Ref. or Datum ::n I I I I I I I I I I I I I C o,.._ -.... .... QI Ill QI > ... ~V' UJ 145 140 135 130 125 120 0 .i::."' ·-........ .i::.m Q. QI Q.O QI QI 111..J c0 t. (!) 0 . ... . . .. -... . . ... -.. . . . . . -. -: ~·.·; .. %' . . . -.. ~ • . ... .. ~ 5-... ~ : : : -.. ~. ... .. 0 ... -.. ~0.< . . . .. 0 -... ~ .. . . . -.. ~. . . . 10-.. ~ .. ~ •. ... -.. 0 ... ~ . . -. . . .. ~ . . . -.. ... ~~-. . . -. . . .. 0 ... ~ 15-.. ... .. 00•· -. . . .. 0 . . . -:7: ~ -.. ~ ... . . - 20- - - - - 25- - - - - ... . " Ut" 0 .... .... QI~ ·-Ill • Ill z Ill 0 Cl),-.. t. V' Ill CJ? :, .... QI QI 30 C't--u .... oLL QI 0 °tjc u. 0 -co. Q. -t. ·-QI _cn z e IXl QI V' o+-::n :C C -::5 Ill a. t. (/) 0 ~V' C u SM sri/sc- S2 1 38 117.8 14.<F Bag-2 @S'-8' 3 13 93.1 29.0 4 23 112.0 18.9 5 50/5" 121.1 13.8 sri/sc 140 pounds Drop 22._ in. Mean Sea Level GEOTECHNICAL DESCRIPTION Logged By SCB Sampled By SCB TOPSOIL/FILL @ 0-3': Dark brown, moist, loose, silty SAND ,- ALLUVIUM @ 3': =ran e-brown, ~with gray and black areas), moist, medium dense, silty with clay inder @ 3'-10': Orange-brown, wet, medium dense, silty SAND with clay binder ,- @ 10': Gray, and orange-brown, wet, loose to medium dense, silty clayey coarse SAND ,- @ 15': Gray and orange-brown, wet, medium dense, silty clayey SAND -------------------------------------SANTIAQQ EQRMATIQN @ 17': Gray, wet, very dense, silty clayey SAND ,- Total Depth = 18 Feet 6 Inches Ground Water Encountered at S Feet at Time of Drilling ,- Hole Backfilled on September 8, 1995 ,- ,-I I I 05AC11/n) LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG SD-7 Date ____ __.9c..;-8::...·=95"--___ Sheet _1_ of _1 _ I Project Legoland/Carlsbad Ranch Project No. 4950294-001 Drilling Co. Barge's Drilling Company Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight ---------=1'-"40~p~o-=un==-d=s"----------Drop --~in. I Elevation Top of Hole +/-146 ft Ref. or Datum Mean Sea Level :n '"' . '"' I I I I I I I I I I I I I I C -~'"' +-+-Illa.I ;::.Cl.I ~0 UJ 145 140 135 130 125 .c'"' 0 +-+-.cm 0. QI Cl.IQ.I 0.0 111...J 00 '-(!) 0 ... -: : •• ~ :"'!' -··· .. . . . -· .. . . . . . -· ... . . . . . 5-:.:·· -· ... ... -· ... . . . . . -.·. ... .. -.. . . 10-:·:-:-: ... . . -... _· .... . : . -: . :·· ... -.. . . . 15-::::: .. -. . . ... . . -... . . ... -. . . -· .. . . . . . 20-:.: •• -· .. .. . . . -..... ... -:~~ -~. -: •• 25-.•• .. . . . 0 Cl) z QI +-0 z QI -0. e Ill (J) 1 N/R +-+-QI;.: Cl) 0 ·-'-V' Cl)'"' :,+-30 C'+-oLL Q.10 tic -'-00. __ Cl.I C'.l QI V' o+-:n a.. :C C '-0 0 u 70 18 88 124.1 10.0 Cl) • lllcn Ill • -u u. _en ·-::i ~V' SM - - - -SM GEOTECHNICAL DESCRIPTION Logged By Sampled By SCB SCB FILL/[OPSOIL @ 0-18": Tan to orange-brown, dry to damp, loose, silty SAND -------------------------------------.EILL @ 18"-8': Orange-brown, moist, medium dense silty SAND @8': Brown to olive and orange (uniform color) damp, very dense silty SAND - with small pieces of glass - @ 15': PlasticfVtsqueen recovered in sampler with dark olive silty SAND _matrix - @ 21': Plastic recovered in sampler -----------------------------------------SM SANTIAGO FORMATION @ 23': Gray, moist, very dense, fine silty SAND 120 -. : µ_:..1.:..:4-__ .J--_-.JIII __ -J---+----l-----+-------------------------H - - - Total Depth = 265 Feet No Ground Water Encountered at Time of Drilling Hole Backfilled on September 31, 1995 - I L--L.,;-~-======~~~~===========!;j LEIGHTON & ASSOCIATES 505A( 11/77) I I GEOTECHNICAL BORING LOG SD-8 Date ____ _,,_9-8-=--::·9=5 ___ _ Sheet _1_ of _1_ Project No. 4950294-001 I Project Legoland/Carlsbad Ranch Drilling Co. Barge's Drilling Company Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight I Elevation Top of Hole +/-148 ft. Ref. or Datum :Jl ,.. I I I I I I I I I I I I I I I C -~" ++-111GJ > QI ~~ LI.I 145 140 135 130 125 120 u .i=" ·-++-,J;D) 0. QJ 0.0 QIQI 111.J 0~ L (!) 0 .. ... .. -... . . . . . . -.. . . . . . . . -. . . . . . . . -. . . . . . . . . . . 5-. . . .. . . . -· . . . . ... . . -. . . .. . . . -· .. ... . .. -. . . . . . . . . 10-. . .. . ... . . -..... . :. ·.·. - ~ :·::.·.,: ~I•--_-: - -:~ 15 .. 0 ... -.. ~0-... .. 0 ... -.. ~ . . . ~~ -.. ... .. ~ ... -.. ~ . . . 20-~ ~ ~ -~•: . . .. -.. . . . -.. ... . . . .. -... . . . . . -. . . . . . . . .. 25-. . ... . . . . . . . -. . . . . . - - - ~ . ,;. .... 0 +-+-QJX ·-CII • CII z CIIO ell" L V 111CJ? QJ 30 C'f-:,+- +-QJ oll. QJ u t;c -u 0 -00. u . 0. -L ·-QI _en z ca a, V o+-e :Jl :C C ·-:;j Ill Q. L en 0 ~v 0 u SM N/R 77 SM 1 45 119.6 6.5 SC 2 35 112.4 11.9 SM/SC - - - -3 so 113.5 12.7 SM 140 pounds Drop ~ in. Mean Sea Level GEOTECHNICAL DESCRIPTION Logged By SCB Sampled By SCB .EILL @0-8': Dark brown, moist, medium dense silty SAND @5': Orange, damp, medium dense silty SAND .... .... .... @12': Gray, moist, medium dense clayey SAND ._ @ 15': Fill comprised of Santiago and Terrace depasit materials with corroded metalic debris, gray, brown and orange, moISt, medium dense, silty clayey .... SAND @ 19': Same as at 15 feet; piece of white plastic found in sample -------------------------------------SANTIAQQ EQRMATIQN @20': Gray, moist, dense, fine silty SAND ._ - Total Depth = 26.5 Feet No Ground Water Encountered at Time of Drilling Hole Backfilled on September 3, 1995 - 505A(11/77) LEIGHTON & ASSOCIATES I I Date 9-8-95 I Project Drilling Co. Hole Diameter 8 in. I Elevation Top of Hole +/-165 I I I I I I I I I I I I I I C -~'"' .s:::.'"' u --4-+--4-+-.J:.D) Ill QI Q. QI 0.0 > QI QJ QI 111.J ~t ct L (.!) w 165 0 ... -. . . ... . . -fiit:: ·-· -~;; -~:: -~·. 160 s-~ ·= ~:: -~·,. ..., . ~:: -·-· ~II: : : -..... . ... -: : : •• 15S 10-. • •. ·.' :~: -~: -· .. .. ... -. . . . . . . . -... .. . . . -. . . 150 15-: =: ::: : ... -.... . . . - - - 14S 20- - - - - 140 25- - - - -I 1""· .,. 505AC11/77) I . 0 CII z QI QI -t-~ Q. e Ill en 1 Bag-2 @S'-8' 3 4 s GEOTECHNICAL BORING LOG SD-9 Sheet _1_ of _1_ Project No. 4950294-001 Legoland/Carlsbad Ranch Barge's Drilling Company Type of Rig Hollow-Stem Auger Drive Weight ft. Ref. or Datum 140 pounds Drop _ _ML in. :,'I '"' -t-+-QIX CII 0 ·-LV :30 CII'"' ::,,._ C'f-oil. QJ u 'tic -'-co. ·-QI al QJ V o-t-:,'I a. :C C L 0 C u 22 113.1 73 22 ~ 27 113.8 12.9 68 123.2 11.9 SS/6" 127.0 12.0 . '"' Ill • lllen Ill • -u u. _en . ·-::::, ~v Mean Sea Level GEOTECHNICAL DESCRIPTION Logged By Sampled By SCB SCB -;~ -'~1L4": faphalt Concrete _____ ~ ________________ _ @ 1/4"·2': Dark brown, moist to damp, loose, fine-to medium-coarse silty SAND sw..sM SM TERRACE DEPOSIT @ 2'-6': Brown, moist,· medium dense, fine to coarse, slightly silty SAND @ 6': Orange-brown, wet, medium, slightly silty SAND @ 7.5': Orange-brown with some dark brown to black areas of staining, wet, medium dense silty SAND with small pebbles to 1/8 inches ----SM SANTIAGO FORMATION @ 10'6": Gray-tan with black staining, moist, very dense, coarse-grained silty SANDsrONE @ 15'6": Same as above Total Depth = 16.S Feet Perched Ground Water at 7 Feet at Time of Drilling Hole Backfilled on September 8, 199S LEIGHTON & ASSOCIATES ... ... ... I GEOTECHNICAL BORING LOG SD-10 Date ____ ..::9..::-1=-==1-==-9""5 __ _ I Project Legoland/Carlsbad Ranch Drilling Co. Barge's Drilling Company Hole Diameter 8 in. Drive Weight Sheet _1_ of _1_ Project No. 4950294-001 Type of Rig Truck Mounted 140 pounds Drop ....filL in. I Elevation Top of Hole +/-182 ft Ref. or Datum . :n " . "" C 0 + +-Qlx Ill • GEOTECHNICAL DESCRIPTION Or. .r:." 0 z 1110 ·-'-V' lllcn -+ ·-Ill Ill" ::,+-Ill • +-QI ++-.r:.oi QI QI 30 C'f--u Ill QI 0. QI 0.0 + ell. QI 0 1,"i C u . Q) QI IIIJ 0 -co. >..,. 0. -c.. ·-Q) _(/) .,!!!v-c~ '-z O'.l Q) V' o+-Logged By SCB (!) s :n :C C ·-::i w Ill 0. '-(/) 0 gv-Sampled By SCB C u Mean Sea Level 0 .. SM I I I I I I I I I I ... ...... .. -~: TOPSOIL __ @. Q:l.'._; Jl~.z.d~'!._se.1.l~.1..s!!tr_~ ___________________ --- - I I I I I 180 17S 170 165 160 155 -.. . . . -... ... -. . . . . -... . . . s-: : : -. . . . . . -. . -. . . ... -· . . . 10-: : : : : : . -· ... - - - 15- - - - - 20- - - - - 25- - - - - -- 505A(11/77) I . .. . .. . . .. . . .. .. . . . . . . . .. .. .. .. . . SM TERRACE DEPOSITS @ 1'-5': Orange-brown, damp, dense, silty SAND with trace of clay binder; -slightly cemented .... .... 1 67 118.3 12.3 @ 5': Same as above ... .... ... .... - S0/S" 127.7 12.1 @ 10': Same as above ... Total Depth = 115 Feet No Ground Water Encountered at Time of Drilling ... Hole Backfilled on September 11, 1995 .... .... - - ... - LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG LB-1 Date ____ """9..;;·2=6..;:;.·9-=-5___ Sheet _3_ of _3_ I Project __________ Le~g_ol_a_nd~/_C_a_r_ls_b_ad_Ra_n_c_h________ Project No. Drilling Co. Daves Drilling Type of Rig Bucket Auger 4950294-001 Hole Diameter 24 in. Drive Weight _____ 0=--•=-27'-=-4=,S:;..;:OO=#-'-'; 2=7:-...;•5=2'-=-=3=,7:...::0=0#"------Drop __ 12 in. I Elevation Top of Hole 139 ft. Ref. or Datum Mean Sea Level :::n I I I I I I I I I I I I I I I I u .r:." ·-++-.J::. 0) 0. QI 0.0 QI QI IIIJ c~ L (.!) 60 - - - - 65- - - - - 70- - - - - 15- - - - - 80- - - - - 85- - - - - - 505AC11/77) . Ill 0 QI z "C :, QI +--·-0. +-+-E Ill (J: Cl) ,... ui" +-+-QI~ GEOTECHNICAL DESCRIPTION 1110 ·-LV Ill • lllr. :,+-111CI? :30 C'+--u oU. QI u "tic u. co. -L ·-QI _en IC QI V o+-Logged By MLF :::n . a.. :E: C ·-:::, L 0 ~v Sampled By MLF C u \ @ 60': Olive, damp, CIA YSfONE, randomly oriented shears/parting surfaces @ 60': Stoooed drilling due to severe caving from perched water Total Depth = 60 Feet See~e at 58 Feet Bae 1 led on September 26, 1995 LEIGHTON & ASSOCIATES I - ... ... - ... ... ... - ... ... - ... - I GEOTECHNICAL BORING LOG LB-2 Date 9-26-95 Sheet _2 _ of _2 _ 4950294-001 I Project _________ ...;;Leg=c:.;ol==a=-nd=,/c...:C::.::a=r-=Is:..=b=-ad=Ra=nc=h~-------Project No. Drilling Co. ------------=D..:.:a..:..ve=s....;;;D:;.;n=·1=1i=ng..,___________ Type of Rig Bucket Auger Hole Diameter 24 in. Drive Weight _____ ...,,0c..::·2:..:.7_=...;4"",Sc,:0.,,_0#"'--'--'; 2:,..,7c...:•5~2=-=...,3::.1.,7~0c,:0"'"# _____ Drop _ _g_in. I Elevation Top of Hole ft Ref. or Datum Mean Sea Level I I I I I I I I I I I I I I I I u .c,-.. +-... .CC> a. QJ 0.0 QJ QJ 111...J Cl~ bs 30 .. . . . -: .. . . . . -.. . . . . . -. . . . . . . . -... . . 35 - - - - 40- - - - - 45- - - - - so- - - - - 55- - - - - ll1 505AC11/77) . Ill 0 +-QJ z 1110 "C :, 30 QJ +--oU. ·-a. -c.. +-IC QJ +-E Ill a.. <C Cl) :n ,-.. . +-QJ~ 111,-.. GEOTECHNICAL DESCRIPTION ·-c......, Ill • 111,-.. 111(/) C<t-:, ... . ' -u QJ u t;c (J • co. ·-QJ _(/) ...., o+-Logged By MLF :n ·-:::i :cC c.. 0 ~...., Cl (J Sampled By MLF @ 34': As above Total Depth = 35 Feet No Ground Water Encountered at Time of Drilling Backfilled on September 26, 1995 ... ... ... - - ... LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG LB-3 Date ___ ____,9:....;•2=6=-=-9=5___ Sheet _1_ of _2_ I Project ----------=Leg=.;:;ol=a=n.::.d/L.,;C::;::a==r-=Is=-=b=ad=Ra=nc=h~--------Project No. 4950294-001 Drilling Co. __________ _,,;;;D..;:;a;.:..ves:;.;:...;;D;;.:na::·1=1i=n.,._g_________ Type of Rig Bucket Auger Hole Diameter 24 in. Drive Weight 0-27=4.S00#; 27-52=3,700# Drop .J!.in. I Elevation Top of Hole ft Ref or Datum Mean Sea Level . . :n ,,... . Ill"' DESCRIPTION I I I I I I I I I I I I I I I .c"' +-+-0. QI QI QI 00 0 - - - - 5- - - - - 10- - - - - 15-· - - -. -. 20-: - -· - -: 25-: - - - - ... 0 ·-.Ctn 0.0 IIIJ '-(!) I-• . -: : .. : : : .. . . : : : : : : : : : : : : : : : : : : : : S0SA(11/77) I . Ill 0 QI "'C z ::, QJ +--·-0. .... s .... Ill <I: Cl) Bag-1 2 3 +-+-QI~ GEOTECHNICAL ·-Ill • 1110 11),-.. '-..., 111(1) 30 C't-::,,._ . oLL °tjc -u QI 0 u. co. -c,_ ·-QI _en IQ QJ ..., o+-Logged By MLF a.. :n :c 5 ·-:j '-C u ~..., Sampled By MLF ML :IBRRACE DBfQSITS Reddish yellow with iron oxide staining; damp, loose, SILTwith fine SAND @5': Driller reports harder drilling 5 SM @10': Yellowish red with iron oxide staining, moist, dense, silty fine SAND 6 @20': As above LEIGHTON & ASSOCIATES I- ... ... I- I- I- I- - I GEOTECHNICAL BORING LOG LB-3 Date 9-26-95 Sheet _2_ of _2_ I Project -----------=Leg=o=-=l=an::.d::.fc..:C::::a::.:r..::ls:..::h:.:a.=d.::.Ra=n:.:::ch:::...._________ Project No. 4950294-001 Drilling Co. ___________ D=av.:.;:e:.::s-=D::..:n:.=:·1=1i=n:a.g__________ Type of Rig Bucket Auger Hole Diameter 24 in. Drive Weight 0-27=4.S00#; 27-52=3,700# Drop __ 12 in. I Elevation Top of Hole ft Ref. or Datum Mean Sea Level . . JI ,... . QJX 111" GEOTECHNICAL DESCRIPTION I I I I I I I I I I I I I I I I u .r:." ·-...... .CC> 0. QJ 0.0 QJ QJ 111..J c~ L (!) 30 .. ... . . - ... -.. . . . . . -. . . . . . . . -.. . . . . . . . 35-... .. . . . -· . . ... . . -. . . . . . . . -. . . . .. -. . . . . . . . 40-... . . - - - 45- - - - - so- - - - - 55- - - - - N 505AC11/n) Ill 0 QJ "C z ::, QJ ... -·-0. ... ... e Ill a: en 4 s ... ... ·-Ill • 1110 Ill" L '-' Ill~ 30 C'+-::,,._ -u oU. QJ 0 -+-c u. -L co. -~ QJ _en tO QJ '-' o-+-Logged By MLF ::n :cC . a.. ·-::, c.. 0 ~'-' C u Sampled By MLF SM 8 @ 35':~pale brown, with iron oxide staining, moist, dense, silty fine 7 @ 40': AJ; above; last S feet completed on September 27, 1995 Total Depth = 41 Feet No Ground Water Encountered at Time of Drilling Backfilled on September 27, 1995 LEIGHTON & ASSOCIATES ... ... ... .... ... I GEOTECHNICAL BORING LOG LB-4 Date ____ --'9'""'•2=7'""'-9""'5"'-----Sheet _2_ of _2_ I Project Legoland/Carlsbad Ranch Drilling Co. Daves Drilling Project No. 49S0294-001 Type of Rig Bucket Auger Hole Diameter 24 in. Drive Weight 0-27=4.S00#; 27-S2=3,700# Drop __ -1.t.in. I Elevation Top of Hole 103 ft. Ref. or Datum jl ,.. Iii" Mean Sea Level I I I I I I I I I I I I I I· I I u .r:." ·-.... + .r:.m a. QI a. 0 QI QI 111...J 0~ L C!) 30 -~ - - 35- - - - - 40- - - - - 45- - - - - so- - - - - 55- - - - - m SOSA( 11 /77) . Ill 0 QI z "C :, QI .... -·-a. .... .... E <C Ill Cl) 1:1~~-" .... .... QI~ GEOTECHNICAL DESCRIPTION 1110 ·-L'-" Ill • 1/lr. 111CI? 30 C'+-:, .... -u ou. QI u 'ti C: u . ca. -L ·-QI _Cl> Q'.l QI V o+-Logged By MLF jl :C C ·-=i a.. L 0 ~v C u Sampled By MLF CL SANTIAGQ FORMATION (CQotioy~!J) @ 30': Pale brown and light tan, silty CIA Y with pieces of very hard, dry, CIA Y approximately 5 to 1 inches in diameter Stoooed drilling due to being in bedrock and caving due to 2r0und water Total Dicth = 32 Feet Perched Ground Water at 28 Feet Cavi~·n at 28 Feet Bae 11led on September 27, 1995 LEIGHTON & ASSOCIATES I- .... .... .... .... .... .... I GEOTECHNICAL BORING LOG LB-5 Date ____ _.9~•2::.:7'-'•9~5~---Sheet _2_ of _2_ Project No. 4950294-001 Type of Rig Bucket Auger 1 Project Legoland/Carlsbad Ranch Drilling Co. Daves Drilling Hole Diameter 24 in. Drive Weight 0-27=4,S00#; 27-52=3,700# Drop __ _ll_in. I Elevation Top of Hole 260 ft Ref or Datum j'I " ui" Mean Sea Level I I I I I I I I I I I I I I I I 0 .c" ·-➔-➔-.cm 0. QJ a. 0 QJ QJ n!..J 00 '-(!) 30 .. ... .. -: : : . . ... - - 35- - - - - 40- - - - - 45- - - - - so- - - - - 55- - - - - (,fl 505A(11/77) . Ill 0 QJ z "C ::, QJ + -·-0. + E + n! <C (/) I- - - - - + + a,X GEOTECHNICAL DESCRIPTION Ill 0 ·-'-'-' Ill • Ill" 111 CJ? 30 C<f-::1+ -u oLL QJ 0 1n C u. -c.. 00. ·-QJ _Cl> al QJ '-' o+ Logged By MLF a. j'I :C C ·-::i '-0 ~'-' Sampled By MLF 0 u SP-SM ¥'. @ 32': Yellowish red, wet, fine to medium SAND with fine to coarse gravel and cobbles; rounded, up to 6 inches diameter quartzite Sto~ 32 feet due to caving caused by Ground Water Tota Depth = 32 Feet Ground Water Encountered at 31 Feet ea~· at 31 to 32 Feet Bae died on September 27, 1995 LEIGHTON & ASSOCIATES ... 7 ... - ... ... ... ... - ... ... ... ... - I GEOTECHNICAL BORING LOG LB-6 Date 9-27-95 Sheet _2_ of _2_ 4950294-001 I, Project ----------=Leg==ol=a=n.=.d/'--'C:::::a=-r=ls=ba::..::d::...;Ra=n==c=h--------Project No. Drilling Co. Daves Drilling Type of Rig Bucket Auger Hole Diameter 24 in. Drive Weight -----""'"0-=27.,_=_4-'--',S=OOc=#_,_; =27.,_-=52=-=--=3=,7:..::0=0=# _____ Drop __ _g_ in. I Elevation Top of Hole 228 ft Ref. or Datum Mean Sea Level . jl " In" QI~ GEOTECHNICAL DESCRIPTION I I I I I I I I I I I I I I I I 0 .r:." ........ .r:.m a. QI a. 0 QI QI fll...J □0 '-(!) 30 - - - - 35- - - - - 40- - - - - 45- - - - - so- - - - - ss- - - - - N 505A(11/n) 411 0 QI z "O :s QI .... -·-a. .... .... E fll (I: (/) I- .... .... 4110 ·-t.'-" Ill • I/Ir. fll(/) 30 cc+-:s..., . -u oLL QI 0 t;c u . -'-CD. ·-QI _en al QI V o+-Logged By MLF jl . a. ;cC ·-:::::, '-0 ~v Cl u Sampled By MLF Total Depth = 30 Feet Due to No Recovety Seepage at 10 Feet Backfilled on September 27, 1995 LEIGHTON & ASSOCIATES ... -- ... ... ... - ... ... I· I I I I I I ·I I I I I I I I I I I I APPENDIX B LOGS BY LEIGHTON AND ASSOCIATES OF LARGE-DIAMETER BORINGS EXCAVATED DURING THE CARLSBAD RANCH PHASE II INVESTIGATION (Leighton, 1994) 8-6 0 TD33' (6 borings) B-1 4930489-05 I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG B-2 Date _____ 2_-___ 24 __ -__ 94 _____ _ Sheet _1_ of _1 _ Project Carltas/Carlsbad Ranch Phase II Project No. 4930489-03 Drilling Co. San Diego Drilling Type of Rig Bucket Aguer Hole Diameter 30 In. Drive Weight 0-27' 2,290#, 24-42' 1,445# Drop __ll_ in. Elevation Top of Hole +/-109 ft. Ref. or Datum See Geotechnical Map . :JI ..... ui"' C 0 +-+-QI~ GEOTECHNICAL DESCRIPTION o"' 0 ·-C. V' Ill • .J:."' ·-Ill z Ill 0 Ill"' Ill Cl) ·-+-+-+-.J:. 0) QI 30 Cc+-:,+-. +-QI QI -u Ill QI Q. QI Q.0 +-oLL QI 0 t;c u . QI QI 111..J 0 -CQ. >c+-Q. -c. ·-QI _cn ~V' 00 C. z 10 QI V' o+-Logged By RKW (.!) E :JI :cC ·-::5 UJ Ill a. C. 0 ~V' (/) C u Sampled By RKW 0 .. SM Ut:iDQCUMENTED EILL ... .. @ 0' Medium brown, moist, medium dense, silty fine SAND; abundant asphalt -... chunks; scattered concrete, brick and other construction debris· ( no evidence -. . ... of wood or plastic); appears to have 4 to 6 inch thick fill lifts -.. ... . . . ·' -. .. u: ... . . . . 105 -. . . .... . . . . . . . s-... -. . . . . -· . . @ 6': Fill lifts are 2 to 4 inches thick and near horizontal ... . . -· : . .. . . . -· . . ... .. 100 -... ... -. . . 10-.. . . ·• . . . -~~ SC @ 10.5': Medium and dark gray, moist to very moist, medium dense, clayey SAND; scattered organics; moderate organic odor -@ 12': Dark ~y moist, to very moist, medium stiff clayey SAND; scattered -chunks of asphalt; rather homogeneous ,-~ 95 -,- ~ •:;:,: 15- : './.1/; -0. •"':". SC/SM @ 16': Contains lifts of soft to very soft very moist, plastic clay and medium-deOS( . .. silty SAND; scattered organics (not decomposed) -~ .. -~ .. ~ .. 90 -.... 0~-· .. 20-.. .... :? .... 1 s 119.3 13.1 -~M. -@ 20': Gray-brown, moist, medium dense, slightly clayey SAND; homogeneous, .. '1 scattered rootlets possibly topsoil layer; about 6 to 8 inches thick; : -.. SM \. __ _gradational upper and lower contacts _________________ .. SANTIAQQ EQRMATIQ~ -· @ 20': Light brown to off-white, moist, dense, silty, fine-to medium~ined ... ... SANDSTONE; massive; light brown randomly oriented infille joints, -decreasing with depth; gradational upper contact dipping approximately 25 ... degrees to the west as -. . ... . . 25-.. 2 13 122.6 12.0 ... . . -Total Depth ,. 26 Feet No Ground Water Encountered - -Geologically Lo~ed to 24 Feet Backfilled on 2 24/94 - 80 - V 505A(11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG B-3 Date ____ -'2=--·=-24.:...•:c...94-=-----Sheet _1 _ of _1_ Project Carltas/Carlsbad Ranch Phase II Project No. 4930489-03 Type of Rig Bucket Aguer Drilling Co. San Diego Drilling Hole Diameter Elevation Top of Hole C o,..,. 0 .c" U'I ·-.... +(II ........ .c C) (II 111 QI Q. (II 0.0 + >'+-(II QI 111.J 0 ~...,, 0~ l. z (.!) w 0 .. ... .. -.. -i;_.· ... -: .. . . . 105 -... 5-. . . .. -. ... --.. . . . --=. .. . . -: .. 100 .. . .. 10-. . . .. . . . -... .. . . . -.. -... .. . . . 95 -. . . .. 15 - - - 90 - 20- - - - 85 - 25- - - - 80 - 30 in. +/-109 . 0 z QI -a. E 111 Cl) 1 2 Drive Weight ft Ref or Datum :n ,..,. ui,..,. +-+-(llx ·-l....,, U'I • U'I 0 U'I,-,. 111U? :,+ :J 0 C't--u olL QI 0 ti C u. -l. ca. ·-QI _(I) IC QI ...,, o+-:n i:;C ·-::i 0. l. 0 ~v 0 u SM SM/SC 6 N/A 5.5 SM 4 N/A N/A 0-27' 2,290#, 24-42' 1,445# Drop _g__ in. See Geotechnical Map GEOTECHNICAL DESCRIPTION Logged By RKW Sampled By RKW UNDOCUMRNTED FILL @ 0': Orange-brown and medium gray-brown, medium dense, silty fine-to medium-grained SAND - @ 2': Contains off-white silty SAND and orange-brown clayey SAND lifts; scattered asphalt chunks I.. I.. ... @ 5': Contains abundant concrete chunks @ 8': Contains abundant pieces of wood, asphalt and partially decomposed pieces of brush in black silty SAND; strong organic odor . -- ... @ 11 ': Material in sampler is loose and most likely highly disturbed ~ I.. @ 14': Abundant concrete debris \@ 15': Refusal on concrete chunks? T Total Depth = 15 Feet No Ground Water Encountered Not Geol°fi"cally Logged Due to the Strong Organic Odor and Loose Nature of the 111 Soils Backfilled on 2/24/94 ... I.. L- ... ~ ... ... L- ... ~ I 505A(11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG 8-4 Date ____ ..;;:2 ... -2a..a4 .... •9--4 __ _ Project Carltas/Carlsbad Ranch Phase II Drilling Co. San Diego Drilling Hole Diameter 30 in. Drive Weight Sheet _l_of_l_ Project No. 4930489-03 Type of Rig Bucket Aguer 0-27' 2.290#, 24-42 1,445# Drop _g_ in. Elevation Top of Hole +/-118 ft. Ref or Datum See Geotechnical Map . :JI '"' ,ii'"' C 0 +-+-QI~ GEOTECHNICAL DESCRIPTION -~'"' 0 z Ill 0 ·-c.. '-' Ill • .c'"' ·-Ill Ill'"' 111"'? ++-++-.cm QI QI 30 C'+-::,+--u tO QI a.GI a.o +--oLL Q,I 0 'tic u. >QI Q,I QI tO...J 0 a. -c.. OQ. ·-QI _en a,<+-o<+-c.. z OJ QI '-' o+-Logged By RKW -'"' '-' (!) e :n ·-::i tO 0.. :cC LIJ (/) c.. 0 ~'-' Sampled By RKW 0 u 0 SM UNDOCUMENTED FILL ... -: .. @ 0': Orange-brown, moist, medium dense, silty fine-to medium-grained SAND; .. scattered rounded gravel and asphalt pieces ~ .. ... -... 115 -. .. @3': Contains lifts of off-white silty fine-to coarse-grained SAND .. . . . -.. @4': Contains cloth rags, plastic sheets and styrofoam pieces ... . . . . s-... . . . . . -. . . .. 1 2 116.8 9.8 . . ... -· .. . . . . '-110 -· .. ... .. -: ~. :-:-~! SW @ 9': Light brown to light gray, very moist, loose silty to clayey fine-to : : : : : : : : coarse-grained SAND 10-?Iii 2 ~ush/t; 110.7 13.7 - -;ltrn 105 -@ 13': Dark brown to very dark gray, moist, medium dense clayey fine-to . ... coarse-grained SAND; scattered decomposed organics; occasional lifts of - :tmrn light gray fine sand and off-white clay fine-to coarse-grained sand; free water in silty sand lifts between 13 and 1S feet 1S-3 3 102.3 9.0 -:..,.::::::: ... SM @16.2': Medium brown, moist, loose, silty fine-grained SAND; near horizontal ... . . . -. .. bedding; very friable; sharp lower contact ... SM .. '- 100 -... . . . -~ : -t ----SANTIAGO FORMATION ... .. @ 19': Ligllt brown, slightly moist to moist, dense, silty fine-to coarse-grained 20-... 4 10 119.2 12.7 SANDSTONE; massive; abundant ·quartz grains .. . . . -Total Depth ,. 21 Feet No Ground Water Encountered, Free Water Encountered at 13 to 1S Feet 95 -Geologically Lo~ed to 19 Feet Backfilled on 2 24/94 - 25- - - 90 - - -- 505A(11/n) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG 8-5 Date ____ ...::2=--·2=-4.:....•::;..94,:_ __ _ Sheet _1_ of _1 _ Project Carltas/Carlsbad Ranch Phase II Drilling Co. San Diego Drilling Hole Diameter 30 in. Drive Weight Project No. 4930489-03 Type of Rig Bucket Aguer 0-27' 2,290#, 24-42' 1,445# Drop _g__ in. Elevation Top of Hole +/-125 ft Ref or Datum See Geotechnical Map . :n ,... rii" C 0 +-+-QJ~ GEOTECHNICAL DESCRIPTION o,... 0 z Ill 0 ·-.C..~ Ill • ·-.... ..c." ·-Ill 111 ...... :::,+-111 CJ? +-QJ ........ ..C,·D) QJ QJ 3 0 C'f--u 111 QJ 0. QJ 0.0 +-01.L QJ 0 t;c u. QJ QJ 111...J 0 -00. >r.+-a. -c.. ·-QJ _en .!~ 0~ c.. z a) QJ ~ ~t Logged By RKW (.!) e :n ·-::i UI Ill a.. c.. 0 ~~ en C u Sampled By RKW 125 0 .. SM UNDOCUMENTED FILL ... .. @ 0': Orange-brown, moist, medium dense, silty fine-to medium-grained SAND; -... @ l': Contains lifts of light brown silty fine-to coarse-grained SAND -. . ... -.. 1 3 117.2 11.2 ... -: : : . . I-.. ;. ,:.,, -svr--------------------------------------1--... ::: SANTIAGO FORMATION 1-... @ 3.5': L:ro• WcY to light brown, slightly moist, dense silty fine-to coarse-grained ... :=: ·•: SA D ONE; massive; sharo horizontal uoocr .contact .. ... 120 5 -Total Depth = 5 Feet No Ground Water Encountered Geologically Lo~ed to S Feet ... -Backfilled on 2 24/94 - - ... •1~ 115 10- - -... - ~ -... 110 15- -. - - -... 105 20- ~ -... - L. -... - ~ 100 25-... - ~ - ~ - .... - O<· ~ 505A(11/n) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG 8-6 Date ____ --=2=---2=-4.,___-9:;...4-=-----Sheet _1 _ of _2_ Project Carltas/Carlsbad Ranch Phase II Project No. 4930489.03 Drilling Co. San Diego Drilling 'I)'pe of Rig Bucket Aguer Hole Diameter 30 in. Drive Weight 0-27' 2,290#, 24-42' 1,445# Drop _g_ in. Elevation Top of Hole +/-107 ft. Ref. or Datum See Geotechnical Map . JI ,,... . ,,... C 0 +-+-QI~ Ill • GEOTECHNICAL DESCRIPTION o" 0 z Ill 0 ·-c..'-' Ill Cl) ·-.... .s:::." ·-Ill :30 "'""' ::,+-111 • ........ .c 0) QI cc+-,. +-QI QI -u 111 QI 0. QI 0.0 +--oLL QI 0 't;c u. >c+-~~ 111...1 0 0. -c.. 00. ·-QI _(I) ~v c.. z e ID QI V o+-. Logged By RKW (.!) 111 0. JI :cC ·-:::, LrJ Cl) c.. 0 ~v Sampled By RKW Cl u 0 SM 1.!~DQC1!MENTEJ2 EILL .. @0': Orange-brown, moist, medium dense silty fine-to medium-grained SAND -: 105 -... .... .. : ... -. .. -~-.... .. SM/SC @4': Contains 1~· t brown and medium.gray silty to clayey SAND; scattered s-.. rounded c bles ... . . . . . . ... -.. 100 -. . ... . . . -. . . . -... . . . ... 10-.. "' . . . -... @ 11 ': Light to medium gray, moist, medium dense silty to slightly clayey fine : . SAND; relatively homogeneous 95 -· .. ~ -.. . . . -· .. 1s-: .. -. . ... . 90 -:.:-· ... .. SM @ 17': Medium gray-brown, moist, loose to medium dense silty fine-to -: : medium-grained SAND ~ .. Bag-1 . . . -.. . . . . 20-.. 1 1 104.3 10.4 -. . . . . . . 85 -· .. @ 22': Dark gray to black mottled light gray, moist to very moist, loose, clayey .. SAND and silty SAND; scattered organics, plastic sheeting, concrete -. . . chunks, and pieces of wood; strong organic odor : .. -· .. 25-:: .. . . -. : .... 80 -. .. .... -. . . : -. : Q SOSA( 11/n) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG 8-6 Date ____ =2..:;:-2c..:.4•..::.9...;.4 __ _ Project Carltas/Carlsbad Ranch Phase II Drilling Co. San Diego Drilling Hole Diameter 30 in. Drive Weight Sheet _2_ of _2_ Project No. 4930489-03 Type of Rig Bucket Aguer 0-27' 2,290#, 24-42' 1,445# Drop _g_ in. Elevation Top of Hole +/-107 ft Ref or Datum See Geotechnical Map . :n " iii" C 0 +-+-QIX GEOTECHNICAL DESCRIPTION o,..._ 0 z Ill 0 ·-L SJ Ill • ·-+-.J:." ·-Ill 111 ...... ::,+-roU? +-a, +-+-.J:..D) QI QI 30 C'+--u I'd QI a.GI Q.O +--oLL QI 0 "t,c u. >c+-QI QI l'd..J 0 a. -L ca. ·-QI _(I) ~\J c::!; L z e aJ QI \J a+-Logged By RKW (.!J :n 1:C ·-:::i I.LI I'd Q. L 0 ~\J (I) C u Sampled By RKW 30 FILL (Continued) ... -: . . . . ... . . ¥ 7S ... -.. N/A @ 32': Contains slight: silty fine-to coarse-grained SAND; moderate seepage no'"" 2 3 N/A sample rccovcrc \ @ 33': Becomes loose saturated running sands; boring keeps filling in with 7 saturated sands unable to drill anv deeocr due to hole cavin2 -Total De~h = 33 Peet 35- Ground ater Seepage/Perched Ground Water at 32~3 Feet Not Geolo~·cally Lo~cd Due to the Strong Omnic or, Loose Nature of the Fill ils, and ving of the Boring at 32 33 Feet -Backfilled on 2/24/94 70 - - - 40---... 6S ---... - 45- -. 60 - - ,.. -... so- - ss - - - ss- - ,.. so -... - ,.. - ~· 505A(11/77) LEIGHTON & ASSOCIATES I I I I I I I I I I I I I I I I I I I APPENDIX B ( continued) LOGS BY LEIGHTON AND ASSOCIATES OF SMALL-DIAMETER BORINGS EXCAVATED DURING THE PHASE II ENVIRONMENTAL INVESTIGATION OF CARLSBAD RANCH (Leighton, 1989b) B-5 ® TD 10' (5 borings) B-4 4930489-05 I I I I I I I _, I I I I I I I I I I I APPENDIX B ( continued) LOGS BY GEOTECHNICS OF TEST PITS EXCAVATED DURING THEIR CARLSBAD RACNH INVESTIGATION (Geotechnics, 1992) TP-16 -TO 7' (16 trenches) B-9 4930489-0S I I I I I I I I I I I I I I I -I I I I . TEST PIT NO. 1 Logged by: WLV Date: 10/16/92 Method of Excavation: Backhoe (JD 51 0) EfevaUon: 138' • DEPTH DESCRIPTION .. .. 1ft. FIii: Silty sand (SM), medium grained, 20% non-plastic silt, dark brown, moist, very dense scattered plasti~ netting and sheets, weakly cemented .. 2 ft. ----------------------------------------------------------61 of clay (CH), highly plastic, reddish gray, very moist, firm, old •c• horizon 3 ft. 4 ft. Qin: Sandy clay and clayey sand (CL.SC), 20%-80% fine to medium grained sand, 20%-80% medium plastic clay, dark red sand, medium gray clay, moist, hard to 5 ft. dense; sand is mottled with clay ~ 6 ft. 7 (t. Bulk Sample ·from 3'-6' 8 ft. Total Depth 6' 9 ft. No Water, No Caving Backfilled 9/26/92 10 ft. TEST PIT NO. 2 .. Logged by: WLV Date: 10/16/92 Method of Excavation: Backhoe (JO 510) Elevation: 168' DEPTH DESCRIPTION 1 ft. Topsoil: Silty sand (SM), medium grained, 15% non-plastic silt, dark brown, moist, very dense weakly cemented 2 ft. Grades to 3 ft. Qin: Silty sand (SM), fine to medium grained, 15% non-plastic silt, dark reddish brown, 4 ft. moist, very dense, Indistinct lenses and vertical zones of pale yellow, clean sand 5 ft. 6ft. 7 ft. Bulk Sample 0'-6' 8 ft. Total Depth 6' No Water, No Caving 9 ft. Backfilled 9/26/92 10 ft. PROJECT NO. 0054-001-00 LOG OF EXPLORATION TEST PIT FIGURE: 8-1 I I I I I I I I I I I I I I I I I I I TEST PIT NO. 3 Logged by: WLV Date: 10/16/92 Method of Excavation: Backhoe (JD 510) Elevation: 163' DEPTH DESCRIPTION Topsoil: Poorly graded sand (SP), fine to medium grained, non-plastic, dark brown, damp, 1 ft. very dense, weakly cemented ' 2ft. Qin: Poorly graded sand (SP), fine to medium grained, trace of plastic clay, dark red brown, moist, very dense 3 ft. 4 ft. 5ft. 6 ft. 7 ft. 8 ft. 9ft. Total Depth 8' . No Water, No Caving 10ft. Backfilled 9/26/92 .,. TEST PIT NO. 4 Logged by: WLV Date: 10/16/92 Method of Excavation: Backhoe (JD 510} Elevation: 165' DEPTH DESCRIPTION Topsoil: Silty sand (SM) fine grained, 15% non-plastic silt, damp, very dense, weakly 1 ft. cemented 2ft. Qin: Poorly graded sand (SP), trace of plastic clay, medium red brown, very moist, very dense: red sand Is mottled with pale yellow ,fine grained, -clean sand, minor 3 ft. Indistinct horizontal lamanae 4 ft. 5 ft. 6ft. 7ft. 8 ft. 9 ft. Total Depth 8' No Water, No Caving 10 ft. Backfilled 9/26/92 PROJECT NO. 0054-001-00 LOG OF EXPLORATION TEST PIT FIGURE: B-2 I I I I I I I- I I I I I I I I I I I I TEST PIT NO. 5 .. • ':. Logged by: WLV Date: 10/16/92 Method of Excavation: Backhoe (JD 51 0) Elevation: 121• DEPTH DESCRIPTION Topsoil: Silty sand (SM), fine grained, 20% non-plastic silt, brown, dry, very dense, weakly 1ft. cemented • . 2 ft. --------c,ay-(CH~ plastic~brownTsti gray,-moist,lirm------------------------... 3 ft. Gradatlonal Contact 4 ft . Tsa: Sandy clay (CH), 20% medium grained sand, plastic, brownish gray, moist, firm . 5 ft. 6ft. At 6' grades to clayey sand (SC), medium grained, 20% plastic clay, brownish gray wet, dense; seepage in sand 7 ft. 8 ft. Bulk Samples at_3' and 4'-7' 9ft. Total Depth 7' Seepage at 6', No Caving 10 ft. Backfilled 9/26/92 -~- TEST PIT N0.6 .. :-, .. Logged by: WLV Date: 10/16/92 Method of Excavation: Backhoe (JD 51 0) Elevation: 116' DEPTH DESCRIPTION ,:-opsoll: Clayey sand (SC), fine grained, 20% plastic clay, dark brown, dry, loose 1 ft. 2ft. Tsa: Clayey sand (SC), medium grained, 20% plastic clay, grayish yellow, very moist. dense-very dense, massive 3 ft. 4 ft. 5 ft. 6ft. Bulk Samples at 1 '-5' 7ft. Total Depth 5' No Water, No Caving 8 ft. Backfilled 9/26/92 9 ft. 10 ft. PROJECT NO. 0054-001-00 LOG OF EXPLORATION TEST PIT FIGURE: B-3 -1 I I I I I I I I I 1_ I I I I I I I I TEST PIT NO. 7 Logged by: WLV Date: 10/16/92 Method of Excavation: Backhoe (JD 510) Elevatlon: 109• • DEPTH DESCRIPTION Topsoil: Clayey sand (SC), fine grained, 20% plastic clay, dark brown, dry, loose 1 ft. . 2 ft. Tsa: Clayey sandstone (SC), medium grained, 20% plastic clay, yellow gray, moist very dense, moderately cemented; discontinuous lenses of gray clay (CH) with t 3 ft. brittle fracture at 2• spacing 4 ft. 5 ft. -· 6ft. 7ft. Total Depth 61 No Water, No Caving 8ft. Backfilled 9/26/92 9ft. 10 ft. TEST PIT NO. 8 Logged by: WLV Date: 10/16/92 Method of Excavation: Backhoe {JD 51 O) Elevation: 143' DEPTH DESCRIPTION 1 ft. Topsoil: Silty sand (SM), fine grained, 20% non-plastic silt, dark brown, damp, very dense 2 ft. weakly cementa~ 3 ft. Cal: Clayey sand (SC), fine.to medium grained, 10% plastic clay, dark red brown, moist dense 4ft. 5ft. 6ft. Total Depth 5' No Water, No Caving 7ft. Backfilled 9/26/92 8ft. 9ft. 10 ft. PROJECT NO. 0054-001-00 LOG OF EXPLORATION TEST PIT FIGURE: 8-4 I I I I I I I I I I I I I I I I I I I APPENDIX B ( continued) LOGS BY LEIGHTON AND ASSOCIATES OF EXPLORATORY TRENCHES EXCAVATED DURING THE COLLEGE BUSINESS PARK INVESTIGATION (Leighton, 1991) T-2 EEJ TD7' (2 trenches) B-7 4930489-0S I I I I I I I I I I I I I I I I I I I APPENDIX B ( continued) LOGS BY LEIGHTON AND ASSOCIATES OF EXPLORATORY TRENCHES EXCAVATED DURING THE 4930489--05 CARLSBAD RANCH PHASE I AND PHASE II INVESTIGATIONS (Leighton, 1993 and 1994) T-36 [:;;.iii TD 10' (36 trenches) B-6 -- - - ---- --- - -- --Project Name: Carltas/Carlsbad Ranch Logged By: RKW ENGINEERING Project Number: 4930489-01 Elevation: 1s1 feet TRENCH NO. T-5 C C/l Equipment: JD 410 Extend-a-hoe Location: see Geotechnical MaQ . Ill Cl) ZS 0 "O n ..... GEOLOGIC GEOLOGIC (1) ATTITIJDES DATE: July 12, 1993 DESCRIPTION: UNIT C/l TOPSOIL SM e) ~ Dark red-brown, moist, loose to medium dense, silty fine-grained sand; massive; disturbed; @2' approximately 18 to 24 inches thick WEA1HERED TERRACE DEPOSITS ~4' [!!] Dark orange-red brown, mois~, medium dense to dense, slightly clayey silty fine-grained sand; Qt SM massive; scattered block carbonized organic blebs; slightly porous TERRACE DEPOSITS Qt SM [£J . Orange-red-brown, moist, medium dense, silty fine-to medium-grained sand; massive Total Depth = 7 Feet No Ground Water Encountered Backfilled on July 12, 1993 GRAPHIC REPRESENTATION West Wall SCALE: 1" = 5' SURFACE SLOPE: ()" TREND: N70E- .. ... ... ... ............ ······w···· µ .... . ·0· ..... <"" ...... . ..... . .. .. .. . .. A ..... ---:----:-.. . ... ~",....._·. •• •• •• •• •• L '-. . . .. . . . . . . ..... . .. .. .. ....... -~ • ~ . :.:..:..:...: _,_,__ .. ·-..... ..-.....·--···· . ·-..:.· . .:..:.·· ..... I-... . ::., . . .• .. ·..,...,..~-~-·-~. • .-c-• • . • ..... • •"'\o•. . ~ ~ ·, . .. .. .. .... . -~··.:·.· .. I . I . . . • I• • •• • • • • 'II ._ •I• I• ' I . . ' I I I . I I I I I I I ''-V \:J" : .• ; _.; .• ; ~-; : I ; .• .-r. , •. ·:. ·.•. ·: .. ~-•·v ' 7 7 I I I ....... . . . . . . . . . . ...,_. ···@•"-•" .. · ... · ..... · .. . . . . ..... ~ ... ... @)~ ...... . . . . -,. ·-.. .. ~ ::_: ,_:·~--~· ... ... • .. ~.~--@] ... ...:..:.-. .:..:. ·: ·:. C ·: -. . . . . . . ----. -·--- I-.. ... .... '-... --- .... --- -- - PROPERTIES 3: 0 ,-.. ..... o\0 V, ._, rt' C 'i (1) 12.1 13.9 ' I I ! ,-..c, "O rt> (') ::s Hi Vl ._, I-'• rt '-< 125.1 116.7 I I - - -- - - -- -- - - 5 C) 0 'Tl .., :;c, m z n :i: z 0 -I I <J1 - --- - - --- -------Project Name: Carltas/Carlsbad Logged By: RKW ENGINEERING Project Number: 4930489-03 Elevation: +128' TRENCH NO. T-17 c:: C/) Equipment: Case 450B Backhoe Location: See Geotechnical Mae Ill en ZS 0 'U n ..... GEOLOGIC GEOLOGIC Cl) ATTITIJDES DATE: 2/25/94 DESCRIPTION: UNIT en A UNDOCUMENIBD F1LL: Red-brown, orange-brown and medium brown, moist, medium Afu SM/SC dense, silty to clayey fine-grained sand; scattered pieces of plastic sheeting; 2 to 6 inch thick fill lifts; numerous rootlets B SANTIAGO FORMATION: Light gray to off-white, slightly moist, dense, silty fine-to coarse-grained sandstone; m~ive; slightly cemented Ts SW Total Depth = 5 Feet No Ground Water Encountered Backfilled on 2/25/94 GRAPHIC REPRESENTATION WWaJJ SCALE: 1" = 5' SURFACE SLOPE: 00 TREND: N25"W .... -- .... ~ ---.... --..... ~: i-;-; k.:.. • ~ . i-:-.· 0 ,l..-=.. ~/ ... . -!-. - • • • .. A .. .... .... . , ·.~·-=. :-: •:-. . . . I I . I I . . I I . . . I I . . . . ' I ·~ i-:.--·~ ~.,. V I I I 1 I . I . I . I I I I • --. . . . . ·:-··-:-'.·7··· .. • RrKl .... ~ ~ .. -. ~--::: . .... .... ... ~-. ---. . . -.... ------ .... -... -L.. .... ..... ... -... .... I--~ -L.. --PROPERTIES 3: ,-...c::, 0 "C Cl) ........ I-'• n ::s o\O ti) I-ti Vl __, rt '-.JI-'• C: rt "1 '< Cl) --- -. . . I I • I ---- - - - - r 0 C) 0 'Tl -i :::a m z n ::i:: z 0 - i1 ... ..... -- - -- - -- ---- -- - -- --Project Name: Carltas/Carlsbad Logge,d By: RKW ENGINEERING PROPERTIES Project Number: 4930489-03 Elevation: ±156' TRENCH.NO. T-21 C: (/l 3: ---o Equipment: Case 450B Backhoe Location: See Geotechnical Mae . Pl 0 "O (1) (/l ~~ ---..... n ::I 0\0 tr, Mi V, (") .... '-' r-t -....J ..... GEOLOGIC GEOLOGIC . (1) C r-t ATTITIJDES DATE: 2/}5/94 DESCRIPTION: UNIT (/l '1 '< . (1) ~ TOPSOIL: Dark brown, very moist, medium dense, silty fine-grained sand; ma~ive; porous; Topsoil SM scattered roots J3 IBRRACE DEPOSITS: Orange-red brown, moist to very moist, medium dense, silty fine- grained sand; massive; slightly porous in upper 12 inches Of SM r, SANTIAGO FORMATION: _light to medium olive-green, moist, dense, silty fine-to Ts SM ~ medium-grained sandstone; massive; slightly micaceous Total Depth = 6.5 Feet No Ground Water Encountered Backfilled on 2(15/94 GRAPHIC REPRESENTATION WWall SCALE: l" = 5' SURFACE SLOPE: er TREND: N5°W .. ... ---r-... . -... . ... 0, . -.. ·t-... -t-~ .. __,_ f+• ·-·.:.. •. ~ ... ,:>.:.. •• ·:",'., I I I I I ~. : } • • I • • • • _I I I . . I ---1 I . I I I ...... ' . I . I I . . I I I I . I I I ~ .. ·-·~-~....._,;..· . . - I . . I I i--. . . . -·-· ... · .. ... -.. ... -·-.· .... . . . . . .. . --... . K ... @) . . .. ... -t-. . .. -~ . . . . .... ---·-·-... .... .. ----... . ·. 0 C) 0 "T] -'l :::0 n, z n :t: z l 0 -i I "' ,_. ---... .. _ I-... C .... - ... -... . ., - ... -- .... --,.... - -- - - - - - -- --- - - --Project Name: Carltas/Carlsbad Logge9 By: RKW ENGINEERING Project Number: 4930489-03 Elevation: +139' TRENCH NO. T-23 C (/l Equipment: Case 450B Backhoe Location: . See Geotechnical Mae . Ill (/l ~~ n . -GEOLOGIC GEOLOGIC . Cl) ATTITIJDES DATE: 2/l.5/94 DESCRIPTION: UNIT CJ) . A TOPSOIL: Dark red-brown, very moist, medium dense, silty fine-grained sand; scattered roots; slightly porous Topsoil SM B TERRACE DEPOSITS: Orange-brown, moist to very moist, medium dense, silty fine- grained sand; massive Qt SM @6': Becomes medium brown mottled orange-brown in color Total Depth = 10 Feet No Gro~nd Water Encountered Backfilled on 2/l.5/94 GRAPHIC REPRESENTATION WWall SCALE: 1" = 5' SURFACE SLOPE: ()" TREND: N75°E to-.. -- ~ ----... ... ~ •. ~-. :·-.· .. 0 I . -· .:..-: :+ ;-~fl-.. t·:···.: . . . . . ·-.... . . -·-. -· -· .,: ~ _l I 1 I I I I I I c1'• • I •• • •t • .. I I I I . I I I I _J I I I _l cl I . I I . • ' ' . '\ ' ' . ' I . . :-: ;.: . -=-• . -=· ,.:_. ....... I .... .. • .. --... . . . ... . -· ;--... ~:.:;.: [!] •. • : •• •• ·;· . ... .. -\.·· . I • • . . . . · .. -·-.. --.. ·: ---,-·-. . . . . . . . . . . . -·:·j· -·--, ... -. . . -,-.... 1--. - • . . ,. . .. -~ . . "·• .... . . . .. .. ... -. ... -.... - - - PROPERTIES 3: ~ 0 0 "C Cl) ............ (') ::, o\O (/) '"I)(/) '-J rt ,__, ..... C: r-t >1 '< Cl) I I I I I I I I ---- -- -- --- - 5 Cl 0 'Tl -l ::0 t11 z n ::x:: a ----------·-- - - --Project Name: Carltas/Carlsbad Logged By: RKW ENGINEERING Project Number: 4930489-03 Elevation: +142' TRENCH NO. T-24 c:: CJ'l Equipment: Case 450B Backhoe Location: See Geotechnical Mae II) CJ'l Z9 0 't:I n . -GEOLOGIC GEOLOGIC . ('I) DATE: 2/25/94 DESCRIPTION: UNIT CJ'l ATTITIJDES . IA TOPSOIL: Dark red-brown, very moist, medium dense, silty fine-grained sand; scattered Topsoil SM roots; slightly to moderately porous B COLLUVIUM: Medium brown and orange-brown, mottled dark brown, very moist, Qcol SM medium dense, silty fine-grained sand; occasional zones of slightly clayey sand; slightly porous t TERRACE DEPOSITS: O~nge-brown, moist, medium dense, silty fine-grained sand; Qt SM massive; very gradational upper contact Total Depth = 10 Feet No Ground Water Encountered Backfilled on 2/25/94 GRAPHIC REPRESENTATION WWall SCALE: l" = 5' SURFACE SLOPE: 0~ TREND: N35°W .. -.. .. •I-... .. K .;_ .~·1. .• _;:r; ::!:.·: }: .... -~ ... · .. :-x-; .:r:-·.· ... . :-· A .. . , .•• -:!--·-·. .... -~-·.·. . . . . . . . . . . . . . . . . . • . • -=~-· . . I I . . . I . I . . . · . . I I I I I . , ... •. ' I•• • • t • •• ·•;·'' I I I I . I 1 I . z.,_:~_;. . . . . . . . . . -·--1-• .. · •. •. .. •. [!] •. '-......... ..... -'-... . . . . . . . . . -·-,_ __ -.. · .. . . . . . . . . . .. -... -·. . . . . . , ' .---; --. . -.. . . -·-" ... . : .. ·--· .. . . ,.,,,,,,,,,,., -~ '-. . . . . --:---:-. . . . .. · .. , -'---· --··-. .... . ·-. .. . . . ... -. . \ ·.·@].· .• !... .. ... .... C ... L.. -. ,. . -~.-. .... . .. . . . j .... -. . : J ---.. -... ... ---- . - - - PROPERTIES 3: ,..... 0 0 't:I ('I) ,..... .... , (") ::s o\O U') 1-t) V> .._, .-t .._, .... C .-t "i '< (I) I . I I I I I -·· -- - - - - -- -- - - r 0 Cl 0 'Tl -'! :::0 m z n :c: z 0 r I I I I I I I I I I I I I I I I I I I 4960151-001 APPENDIXC Laboratory Testing Procedures and Test Results Moisture and Density Determinations Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings and/or trenches. The results of these tests are presented in the boring and/or trench logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. Classification or Grain Size Tests: Typical materials were subjected to mechanical grain-size analysis by sieving from U.S. Standard brass screens (ASTM Test Method D422). Hydrometer analyses were performed where appreciable quantities of fines were encountered. The data was evaluated in determining the classification of the materials. The grain-size distribution curves are presented in the test data and the Unified Soil Classification (USCS) is presented in both the test data and the boring and/or trench logs. Atterberg Limits: The Atterberg Limits were determined in accordance with ASTM Test Method D423 for engineering classification of the fine-grained materials and are presented in the table below .. Sample Liquid Plastic Plastic uses Soil Location Limit(%) Limit(%) Index(%) Classification B-1 #4@ 26' 68.0 40.9 27.1 MH Direct Shear Tests: Direct shear tests were performed on selected remolded and/or undisturbed samples which were soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box, and reloading the sample, pore pressures set up in the sample due to the transfer were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The samples were tested under various normal loads with a motor-driven, strain-controlled, direct-shear testing apparatus at a strain rate of less than 0.001 to 0.5 inches per minute ( depending upon the soil type). The test results are presented in the test data and summarized below: Sample Type of Friction Angle Apparent Cohesion Location Sample (degrees) (psf) B-2 #1 @20' Undisturbed 48 1,400 B-4 #1@ 10' Undisturbed 27 150 T-2 #1 @2' Remolded 42 60 T-6 #1@ 1' Remolded 33 100 B-1 #2@ 11' Undisturbed 29 350 B-2 #3 @ 18.5' Undisturbed 20 1,040 B-3 #2@ 15' Undisturbed 28 160 B-5 #2@ 25' Undisturbed 15 640 B-7, 5' -6' Undisturbed 43 450 C-1 I I I I I I I I I I I I I I I I I I I 4960151-001 APPENDIX C ( continued) Maximum Density Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM D1557-78 (five layers). The results of these tests are presented in the test data. Sample Sample Maximum Dry Optimum Moisture Location Description Density (pcf) Content(%) B-1 #2@ 13'-14' Gray silty to clayey sand 128.0 9.0 B-4 #1 @ 10'-11' Dark brown clayey sand 125.0 9.5 T-2 #1 @2' Terrace Deposits (silty sand) 124.5 8.5 T-3 #2@3' Colluvium (silty sand with clay) 127.0 10.0 T-6 #1@ 1' Topsoil (silty sand) 133.0 9.0 T-2 #1@ 1.5'-3' Medium brown sandy clay 117.0 13.0 T-5 #1 @ 2'-7' Orange-brown silty sand 121.0 11.0 T-6 #1 @ 4'-7' Orange-brown silty sand 122.0 12.0 Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, U.B.C. Standard No. 18-2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample Sample Compacted Dry Expansion Expansion Location Description Density (pcf) Index Potential B-4 #1@ 10'-11' Clayey sand 115.2 35 Low T-3 #2@3' Colluvium 106.6 0 Very Low T-8 #1 @3' Topsoil 113.8 0 Very Low T-19 #1@ 5' Silty sand 120.6 0 Very Low T-1 #1 @ 0'-3' Slightly silty sand 125.1 0 Very Low T-2 #1@ 1.5'-3' Sandy Clay 113.5 98 High TP-5 # 1@ 3' Clay NIA 127 High TP-6 #1 @4' Clayey Sand NIA 15 Very Low TP-12 #1 @ 2'-6' Medium Sand NIA 12 Very Low B-10, 6' -8' Medium Sand 108.6 22 Low B-15, 8' -10' Medium Sand 113.0 10 Very Low C-2 I I I I I I I I I I I I I I I I I I I 4960151-001 APPENDIX C ( continued) Consolidation Tests: Consolidation tests were performed on selected, relatively undisturbed ring samples. Samples were placed in a consolidometer and loads were applied in geometric progression. The percent consolidation for each load cycle was recorded as the ratio of the amount of vertical compression to the original 1-inch height. The consolidation pressure curves are presented in the test data. Samples that were tested for hydroconsolidation only are presented below: Sample Location % Hydroconsolidation B-22, 11' 0.03 B-23, 16' 0.15 B-24, 16' 0.03 B-9, 11' 0.02 B-17, 16' 0.02 B-18, 6' 0.08 B-18, 11' 0.03 B-13, 16' 0.01 B-13, 11' 0.02 B-9, 26' 0.08 B-9, 3' 0.0 B-20, 16' 0.02 B-21, 6' 0.07 B-22, 16' 0.02 B-17, 11' 0.03 B-6, 6' 0.35 B-6, 11' 0.02 B-13, 6' 0.14 C-3 I I I I I I I I I I I I I I I I I I I 4960151-001 APPENDIX C (continued) Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods. The test results are presented in the table below: Sample Sulfate Content Potential Degree of Location (%) Sulfate Attack· T-10 #1 @0.5' 0.024 Negligible T-13 #1@ 1' less than 0.015 Negligible T-20 #1 @0' less than 0.015 Negligible T-28 #1 @0.5' less than 0.015 Negligible T-1 #1 @ 1'-3' less than 0.015 Negligible T-5 #1 @ 2'-7' less than 0.015 Negligible B-3 #1@ 10' less than 0.015 Negligible B-5 #1@ 20' less than 0.015 Negligible • Based on the 1991 editions of the Uniform Building Code, Table No. 26-A-3, prepared by the International Conference of Building Officials (ICBO, 1991 ). Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 643. The results are presented in the table below: Sample Minimum Resistivity Location pH (ohms-cm) T-1 #1@ 1' 6.9 2,900 T-13 #1@ 1' 7.4 5,000 T-20 #1 @0' 6.6 5,800 T-28 #1 @0.5' 6.5 8,900 T-1 #1 @ 1'-3' 7.5 53,000 T-5 #1 @ 2'-7' 6.3 53,000 B-3 #1@ 10' 8.1 26,700 B-5 #1 @20' 7.5 33,400 C-4 I I I I I I I I I I I I I I I I I I I 0 .... -r-NIL 1 ~~ 2 "- 3 ~ • 4 I'\ \ 5 I\ \ 6 I\ 7 \ \ 8 I\ r'. 9 10 11 12 0.1 1 10 VERTICAL STRESS (ksf) • Before Adding Water Test Method: ASTM D2435-90 • After Adding Water Boring No. SD-1 Dry Density (pcf) 105.0 Sample No. 1 Moisture Content(%): Depth (feet) 6.5 Before 17.4 Soil Type SC After 17.5 Type of Sample Undisturbed CONSOLIDATION Project No. 4950294-001 -PRESSURE CURVE -Project Name Legoland/Carlsbad Ranch Date 10/3/95 Figure No. _1_ -· [][I] I I I I I I I I I I I I I I I I I I I 0 1 -----......... '--N• 2 l'--1'-- 3 ""-"" 4 ~-.. ~ 5 r-... ~ 6 '\.. 'f\ '\ 7 .. 8 9 10 11 12 0.1 1 10 VERTICf.L STRESS (ksf) • Before Adding Water Test Method: ASTM 02435-90 • After Adding Water Boring No. SD-2 Dry Density (pct) 103.7 Sample No. 4 Moisture Content(%): Depth (feet) 21.5 Before 22.5 Soll Type SM-ML After 20.4 Type of Sample Undisturbed CONSOLIDATION Project No. 4950294-001 -PRESSURE CURVE -Project Name Legoland/Carlsbad Ranch [][TI Date 10L3L95 Figure No. _2_ I I I I I I I I I .I I I I I I I I I I 0 ._ r-,...._ 1 ......._N ll. r-.. 2 r-.. ~ 3 '\ 4 '\ \ 5 I\ \ 6 I\ \ 7 ~ i\ 8 \ \ 9 \ i"e 10 11 12 0.1 1 10 VERTICAL STRESS (ksf) • Before Adding Water Test Method: ASTM D2435-90 • After Adding Water Boring No. SD-2 Dry Density {pcf) 102.2 Sample No. 6 Moisture Content (%): Depth (feet) 31.5 Before 23.2 Soll Type ML-CL After 18.7 Type of Sample Undisturbed CONSOLIDATION Project No. 4iQ02i4-001 -PRESSURE CURVE -Project Name Legoland/Carlsbad Ranch Date 10/3/95 Figure No. _3_ -· [fjDJ I I I I I I I I I -,I I I I I I I I I I 0 --,.-,-,_ r---._ ,_ 1 --. "" 2 I'-.. ['e I'-.. 3 " (',.."' t'. 4 5 6 7 8 9 10 11 12 0.1 1 10 VERTICAL STRESS (ksf) • Before Adding Water Test Method : ASTM 02435-90 • After Adding Water Boring No. SD-4 Dry Density (pcf) 121.2 Sample No. 1 Moisture Content(%): Depth (feet) 6.5 Before 10.0 Soil Type SM-SC After 13.9 Type of Sample Undisturbed CONSOLIDATION Project No. 4950294-001 -PRESSURE CURVE -Project Name Legoland/Carlsbad Ranch [][I] Date 10L3L95 Figure No. _4_ I I I I I I I I I I I I' I I I I I I I 0 • i--t--....._ 1 , .... "-i-.. ~ 2 --. t--r--3 -r--. i--.." t-,.ht 4 5 6 7 8 9 10 11 12 0.1 1 10 VERTICAL STRESS (ksf) ~ • Before Adding Water Test Method: ASTM D2435-90 • After Adding Water Boring No. SD-5 Dry Density (pct) 100.0 Sample No. 6 Moisture Content(%): Depth (feet) 21.5 Before 10.3 Soil Type SM-SP After 22.8 Type of Sample Undisturbed CONSOLIDATION Project No. 4950294-001 -PRESSURE CURVE -Project Name Legoland/Carlsbad Ranch Date 10/3{95 Figure No. _5_ -· [][l] I I I I I I I 1: I I I I I I I I I I I 0 1 ._ I'--I"-.. 2 '"" ', 3 r---...... ' 4 ~ 5 ·~ 6 I'-. '\ II 7 \ \ 8 \ \ 9 '\ • 10 11 12 0.1 1 10 VERTICAL STRESS (ksf) • Before Adding Water Test Method : ASTM D2435-90 • After Adding Water Boring No. SD-6 Dry Density (pct) 104.1 Sample No. 3 Moisture Content(%): Depth (feet) 11.5 Before 22.2 Soll Type SM-SC After 19.2 Type of Sample Undisturbed CONSOLIDATION Project No. 4950294-001 -PRESSURE CURVE -Project Name Legoland/Carlsbad Ranch [fj[I] Date 10L3L95 Figure No. _6_ I I I I I I I I I I I I I I I I I I I 0 ---, ... 1-,_ r--. 1 r--. r--_ r--2 't--.. o,...,.._ l'e 3 4 5 6 7 8 9 10 11 12 0.1 1 10 VERTICAL STRESS (ksf) • Before Adding Water Test Method: ASTM D2435-90 • After Adding Water Boring No. SD-8 Dry Density (pct) 117.1 Sample No. 2 Moisture Content(%): Depth (feet) 16.5 Before ~-1 Soil Type SM After 13.6 Type of Sample Undisturbed CONSOLIDATION Project No. 4950294-001 -PRESSURE CURVE -Project Name Legoland/Carlsbad Ranch Date 10[3[95 Figure No. _7_ -· [fj[D I I I I I I I I I I I I I I I I I I I 0 !!!!-,._ Ha.. '-i... 1 ,, 2 3 ◄~ I'. 4 I'-- "~ 5 1-... -l's. 6 f'.., "'- 7 8 9 10 11 12 0.1 1 10 VERTICAL STRESS (ksf) • Before Adding Water Test Method: ASTM D2435-90 • After Adding Water Boring No. SD-9 Dry Density (pct) 110.8 Sample No. 1 Moisture Content(%): Depth (feet) 4.5 Before 7.4 Soll Type SM After 13.8 Type of Sample Undisturbed CONSOLIDATION Project No. 4~50294-001 -PRESSURE CURVE -Project Name Legoland/Carlsbad Ranch [][TI Date 10[3[95 Figure No. _8_ I I I I I I I I I I I I I I I I I I I 0 1 ... r--.. t--N ........ 2 ~ 3 "'I ~ 4 "l'e r--...ts.. 5 "t---t'-. 6 7 8 9 10 11 12 0.1 1 10 VERTICAL STRESS (ksf) ■ Before Adding Water Test Method: ASTM 02435-90 • After Adding Water Boring No. B-11 Dry Density (pcf) 120.1 Sample No. 1 Moisture Content(%): Depth (feet) 6.0 Before 12.9 Soil Type SM After 12.9 Type of Sample Undisturbed CONSOLIDATION Project No. 4960151-001 -PRESSURE CURVE -Project Name Legoland Date 7L23L96 Figure No. _1_ -. [][I] I I I I I I I I I I I I I I I I I I I 0 2 1111 ..._I'-- 1---t,.... t1~ 4 ~ ~ 6 \ 8 I\ I 10 ~ \ I\ 12 \ [\ II 14 I'\ 16 \ ~ 18 0.1 1 10 VERTICAL STRESS (ksf) - • Before Adding Water Test Method: ASTM 02435-90 • After Adding Water - Boring No. 8-16 Dry Density (pct) 95.6 Sample No. 7 Moisture Content(%): Depth (feet) 23.0 Before 17.8 Soil Type SC After 20.9 Type of Sample Undisturbed CONSOLIDATION Project No. 4960151-001 -PRESSURE CURVE -Project Name Legoland [fjCT] Date 7L23L96 Figure No. _2_ I I I I I I I I I I I I I I I I I I I 0 -,-H l--i-. ;--.!----. 1 ~ ~ 2 -~ 3 "\ f'II 4 5 6 7 8 9 10 11 12 0.1 1 10 VERTICAL STRESS (ksf) • Before Adding Water Test Method : ASTM D2435-90 • After Adding Water Boring No. B-23 Dry Density (pct) 108.6 Sample No. 5 Moisture Content(%): Depth (feet) 21.0 Before 17.7 Soil Type CL After 19.0 Type of Sample Undisturbed CONSOLIDATION Project No. 4960151-001 -PRESSURE CURVE -Project Name Legoland Date 7L23L96 Figure No. _3_ - [][l] I I I I I I I I I I I I I I I I I I I -2 -,.. " ~r-,... r-l'e 0 ... :---. -H l--,_ i-r--... 2 4 6 8 10 12 0.1 1 10 VERTICAL STRESS (ksf) Test Method: ASTM D2435-90 • Before Adding Water • After Adding Water Boring No. B-8 Dry Density (pct) 123.1 Sample No. 1 Moisture Content(%): Depth (feet) 1.0 Before 10.7 Soil Type SM-SC After 16.2 Type of Sample Undisturbed CONSOLIDATION Project No. 4960151-001 -PRESSURE CURVE -Project Name Legoland [lj[TI Date 7L23L96 Figure No. _4_ I I I I I I I I I I I I I I I I I I I 0 II-r---I--.. Hl-1-i---r-1 ----I'! 2 -I'--- I"--..___ 3 -I'-,.,, 4 I'--."' .. r. 5 6 7 8 9 10 11 12 0.1 1 10 • VERTICAL STRESS (ksf) • Before Adding Water Test Method: ASTM D2435-90 • After Adding Water Boring No. 8-8 Dry Density (pcf) 115.9 Sample No. 2 Moisture Content(%): Depth (feet) 6.0 Before 11.5 Soil Type SM After 13.7 Type of Sample Undisturbed CONSOLIDATION Project No. 4960151-001 -PRESSURE CURVE -Project Name Legoland Date 7L23L96 Figure No. _5_ - [lj[I] I I I I I I I I I I I I I I I I I I I 500 0 4000 ,... 'f-V /' ~ 3000 '-' (/) (/) w 0:: 1-(/) 0:: / ~ / ~ 2000 en V • 1000 0 0 500 1000 1500 NORMAL STRESS (psf) Boring Symbol Boring No. B-2 Sample No. 1 Type of Sample Depth (ft) Soil Type . Undisturbed Friction Angle {deg.) Cohesion {psf) 48 1400 Project No. 20.0 SM 2000 4930489-03 DIRECT SHEAR TEST RESULTS Project Name Carlsbad Ranch. Phase II Date 3/15/94 Figure No. _1_ / 2500 []OJ I I I I I I I I I I I I I I I 1· I I I "' ... 2500 200 0 ~ 1500 ' ....,, (I) Cl) UJ ct: ~ I/ ct: / ~ 1000 (I) V V 500 / V ~ 0 0 500 Boring Symbol Boring No. Sample No. 1000 1500 NORMAL STRESS (psf) 8-4 1 " Depth (ft) Soil Type Type of Sample Remolded Friction Angle (deg.) 27 Cohesion (psf) 150 Project No. 10.0 SC 2000 4930489-03 DIRECT SHEAR TEST RESULTS Project Name Carlsbad Ranch. Phase II Date 3/15/94 Figure No. _2_ 2500 [][I] I I I I I I I I I I I I I I I I I I I 3SOO SoN Oeacription: Fine Sands 3000 2500 -Q. 2000 rn "' w f: "' a: Type of Satrc>le: - Loading Rate: I I . I I I I . I I -' i ! 0Remokiedto_~ Relative Compaction [K]Undlat~ 0.005 In.Im.. I I j i I . i • I ! ! I I i ' I I I i • I : ! . . /.--I < ~ 1500 I I ! ~ • "' ·~,,.. ~ • ~ i ~ _/ • I ~ I 1000 • __!.....---,/ I I • I __...-I .JI' V I ._i.--,/ ~ ,. ~ V i..----.. _/ 'II ., I 500 / . I I ..... . I I ,/ I I I / I ~ I V I 0 p 500 1000 1500 2000 2500 3000 NORMAL STRESS. paf Boring Symbol EB Average Moisture Contents Sample Location Symbol Before After Friction Angle Coheaion Remarks 8-3 #2@ 15' • 7.4 NIA 28° 160psf 8-5 #2@ 25' ■ 28.3 NIA 19° 640psf DIRECT SHEAR TEST RESULTS Project No. _8_89_1_5_5_1-_0_l ___ _ Project Name Carl taslCarl sbad Figure No. 6 Cf[}] 3015 1088 - ----------------- .c .!!' 100 to I 10 I 70 > i 10 ,.. • .. • .5 50 IL c • u • ' .. :, 2 I I > I) \W EXPLORATION NUMBER TP..-1 U.S. S1andard Sin• Opening In lnchea U.S. Slandard Sieve Numbe,a I ' 3 2 1~ 1 " ,. ,llJ 3 .J I _L101 .. II 20 30 ,0 50 70 100 1•0 200 I I I I I • Ii' I ~ ~ I I I I I I -~ - ' ' . \ " }' ' " \. ' ~ ~ . • - 100 IO 10 5 1 0.1 Grain SIH In Millime1e,1 0.1 0.015 Cobbl .. a, • .,., ~ f.iDt. [ Sand I I Co■ra I M•dfwm I fJoa ELEVATION PLOT UNIAEDSOIL Trench Symbol -SAMPLE OR DEPTH SYMBO CLASSIFICATION DESCRIPTION 2-6" 0 SC Clayey sand Hydromeler . 0.01 0.005 Sill or Clay 0 10 20 30 40 50 '"'o "O - .. ~ -• ~ ,.. • ! • 0 u ·c • u ~ .. I 00 0.001 PLASTICITY ll PL - Pl GEOTECHNICS INCORPORATED I I PROJECT No. oo 54 -ooi ... op FIGURE a ] PARTICLE SIZE ANALYSIS ------------------ 100 90 I 10 I 10 I ~ . r i • ,. • ~ 5 ! ... c • u • ' .. 3 2 I I :, 0 0 0 ~ EXPLORATION NUMBER TP"l"l2 U.S. Standard Sie"e Opening in lnchH U.S. Standard Sieve Numbera • • 3 2 1~ 1 " )\ 31■ 3 ,A a Jl..10 14 11 20 30 •o !SO 10 100 uo 200 I I I I I I 11 I ... , I ~ ~·· I I I I I I ~ ' ~ . ,! , ~ ' \ \ t.) \. \. ~ " - 100 IO 10 • I 1 0.5 Grain SIH In Milllmeletl 0.1 0.01 Cobble• Gravel C91r9 I flnt I Cptfft l M9djyffl Saftd l f.lnl ELEVATION PLOT UNIFIED SOIL Trench Symbol -SAMPLE OR DEPTH SYMBO CLASSIFICATION DESCRIPTION 2..-6 t 0 SC Clavev sand Hydrometer . 0.01 0.005 Silt or C••• 0 10 ::zo 30 ,o 50 0 ,g ~- 0 ., ~ .. • ~ ,., .. ~ • 0 u c • u . • ~ , 00 0.001 PLASTICITY LL PL - Pl GEOTECHNICS INCORPORATED I I PROJECT No. 0054.,...001 ..... 60 FIGURE g ] PARTICLE SIZE ANALYSIS ------------------- ~ .!' 100 10 10 I 70 • l 10 ,. • ! 5 I .. c • u .. ) ' L 3 I) 2 0 0 ~ EXPLORATION NUMBER TP-2. U.S. Standard Sieve Opening in Inch•• U.S. Standard Slav• Numbet1 I .. 3 2 ,~ 1 " ~311 3 ~ I J,J0U ~ 20 30 ,o 50 70 100 1'0 200 I l I I J I \ .., I '\JI T\!/' ~ l ~ I I I I I I ~ ' \ . \ \ ' - ' \ \ \ ' r\ Q ....... ~~ ~ -. 100 10 10 I 1 0.1 Grain S11• In Milllmet•ra 0.1 0.01 Cobbl" Gravel Co1rn I tint I eo,,,. I ¥•dJvm s. nd I fJAa ELEVATION PLOT UNIFIED SOIL Trench Symbol -SAMPLE ORDEPlH SYMBO CLASSIFICATION DESCRIPTION 0-6 1 0 SC Clayey sand Hydrometar . 0.01 0.005 Slit or Clay 0 ' ~ . ' ~ -• l ,. • ' so ! , • 0 u 0 i u i ... 0 0 0 , 00 0.001 PLASTICITY LL PL Pl GEOTECHNICS INCORPORATED I PARTICLE SIZE ANALYSIS I PROJECT NO. 0054-001-~0 FIGURE 10 ] I I I I I I I I I I I I I I I I I I I 4950294-001 General Earthwork and Grading Specifications (Cont'd.) The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than 1 percent (by volume) of the fill material should consist of these materials and nesting of these materials should not be allowed. 3.2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of uneven features which would inhibit uniform compaction. 3.3 Overexcavation: Soft, dry, organic-rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to competent ground, as evaluated by the geotechnical consultant For purposes of determining quantities of materials overexcavated, a licensed land surveyor/civil engineer should be utilized. 3.4 Moisture Conditioning: Overexcavated and processed soils should be watered, dried- back, blended, and/or mixed, as necessary to attain a uniform moisture content near optimum. 3.5 Recornpaction: Overexcavated and processed soils which have been properly mixed, screened of deleterious material, and moisture-conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise recommended by the geotechnical consultant 3.6 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horirontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, at least 2 feet into competent material as evaluated by the geotechnical consultant Other benches should be excavated into competent material as evaluated by the geotechnical consultant Ground sloping flatter than 5:1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. 3. 7 Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas, and toe-of-fill benches, should be evaluated by the geotechnical consultant prior to fill placement 4.0 Fill Material 4.1 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior to placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical consultant or mixed with other soils to achieve satisfactory fill material. D-2 I I I I I I I I I I I I I I I I I I I 4950294-001 General Earthwork and Grading Specifications (Cont'd.) 4.2 Oversize: Oversize material, defined as rock or other irreducible material with a maximum dimension greater than 6 inches, should not be buried or placed in fills, unless the location, materials, and disposal methods are specifically recommended by the geotechnical consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize materials should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. 4.3 Import: If importing of fill material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to observe ( and test, if necessary) the proposed import materials. 5.0 Fill Placement and Compaction 5.1 Fill Lifts: Fill material should be placed in areas prepared and previously evaluated to receive fill, in near-horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture throughout. 5.2 Moisture Conditioning: Fill soils should be watered, dried-back, blended, and/or mixed, as necessacy to attain a uniform moisture content near optimum. 5.3 Compaction of Fill: After each layer has been evenly spread, moisture-conditioned, and mixed, it should be uniformly compacted to not less than 90 percent of maximum dry .density (unless otherwise specified). Compaction equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree and uniformity of compaction. 5.4 Fill Slopes: Compacting of slopes should be accomplished, in additional to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the fill out to the slope face should be at least 90 percent. 5.5 Compaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed by the geotechnical consultant. The location and frequency of tests should be at the consultant's discretion based on field conditions encountered. In general, the tests should be taken at approximate intervals of 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils. In addition, on slope faces, as a guideline approximately one test should be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of the slope. D-3 I I I I I I 4950294-001 APPENDIXD General Earthwork and Grading Specifications 1.0 General Intent These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications as well as the geotechnical report and approved grading plans. I 2.0 Earthwork Observation and Testing I I I I I I I I I I I I Prior to the commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It shall be the responsibility Qf the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods . to accomplish the work in accordance with applicable grading codes and agency ordinances, recommendations in the geotechnical report and the approved grading plans not withstanding the testing and observation of the geotechnical consultant. If, in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to evaluate the degree of compaction should be performed in general accordance with the latest version of the American Society for Testing and Materials test Method ASTM D1557. 3.0 Preparation of Areas to be Filled 3.1 Clearing and Grubbing: Sufficient brush, vegetation, roots, and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies, and the geotechnical consultant. D-1 I I I I I I I I I I I I I I I I I I I 4950294--001 General Earthwork and Grading Specifications (Cont'd.) 6.0 Subdrain Installation Subdrain systems, if recommended should be installed in areas previously evaluated for suitability by the geotechnical consultant, to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials should not be changed or modified unless recommended by the geotechnical consultant. The consultant, however, may recommend changes in subdrain line or grade depending on conditions encountered. All subdrains should be surveyed by a licensed land surveyor/civil engineer for line and grade after installation. Sufficient time shall be allowed for the surveys, prior to commencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes should be evaluated by a representative of the geotechnical consultant ( as necessary) during grading. If directed by the geotechnical consultant, further excavation, overexcavation, and refilling of cut areas and/or remedial grading of cut slopes (Le., stability fills or slope buttresses) may be recommended. 8.0 Quantity Determination For purposes of determining quantities of materials excavated during grading and/or determining the limits of overexcavation, a licensed land surveyor/civil engineer should be utilized. D-4 I I I I I I I I I I I I I I I I I I I APPENDIXE STABILITY ANALYSIS FOR HOMOGENEOUS EARTII SLOPES Design Parameters and Assumptions Type of Slope: 2: 1 cut slope Type of Soil Materials: Santiago Formation Sands H = Height of Slope p = Angle of Slope . Yt = Total (wet) Unit Weight cf> = Angle of Internal Friction C = Cohesion • No seepage forces = 20 feet = 26 degrees = 130 pcf = 34 degrees = 150 psf • Total shear strength parameters are used in lieu of effective strength Analysis Dimensionless Parameters = Y, • H • tan cl> '-r1 = ----= 12 C Stability Number (from Figure 10 of Reference 2) = Ne/= 36 4950294-001 Minimum Factor of Safety = F.S. (min.) = C Nr/ • --= 2.0 Y,. H (~1.5 O.K.) References 1. Bell, J.M., Dimensionless Parameters for Homogeneous Earth Slopes, Journal, Soil Mechanics and Foundation Division, American Society of Civil Engineers, No. SMS, September 1966. 2. Janbu, N., Discussion for (Reference -1), Journal, Soil Mechanics and Foundation Division, American Society of Civil Engineers, No. SSM6, November 1%7. E-1 I I I I I I I I I I I I I I I I I I I • • APPENDIX E ( continued) SURFICIAL SLOPE STABILITY ANALYSIS 2:1 Cut Slope Santiago Formation ASSUMED PARAMETERS z = Depth of Saturation =3ft. l = Slope Angle = 26 degrees Yw = Unit Weight of Water = 62.4 pcf Yt = Saturated Unit Weight of Soil = 130 pcf cf> = Apparent Angle of Internal Friction = 34 degrees C = Apparent Cohesion = 150 pcf C + atan. cf> = C +(y, -y ,)Z cos2i tan cf> FS = ___ __,_ T y,Zsinicosi FS = 1.7 (> 1.5; o.k.) E-2 4950294-001 I I I I I I I I I I I I I I I I I I I APPENDIX E ( continued) STABILITY ANALYSIS FOR HOMOGENEOUS EARTH SLOPES Design Parameters and Assumptions Type of Slope: 2:1 Fill Slope Analysis Type of Soil Materials: Sandy soils from Santiago Formation H = Height of Slope f3 = Angle of Slope Yt = Total (wet) Unit Weight cf> = Angle of Internal Friction C = Cohesion • No seepage forces = 20 feet = 26 degrees = 125 pcf = 32 degrees = 125 psf • Total shear strength parameters are used in lieu of effective strength Dimensionless Parameters = y, • H • tan cl> i-.tf = C = 12 Stability Number (from Figure 10 of Reference 2) = Ne/= 36 4950294-001 Minimum Factor of Safety = F.S. (min.) = C NJ· --= 1.1 y 'Yt. H (~1.5 O.K) References 1. Bell, J.M., Dimensionless Parameters for Homogeneous Earth Slopes, Journal, Soil Mechanics and Foundation Division, American Society of Civil Engineers, No. SM5, September 1966. 2. J anbu, N., Discussion for (Reference -1 ), Journal, Soil Mechanics and Foundation Division, American Society of Civil Engineers, No. SSM6, November 1%7. E-3 I I I I I I I I I I I I I I I I I I I APPENDIX E ( continued) SURFICIAL SLOPE STABILITY ANALYSIS • 2:1 Fill Slope • Sandy soils from Santiago Formation ASSUMED PARAMETERS z = l = Yw = Ye = <I> = C = FS = Depth of Saturation = 3 ft. Slope Angle = 26 degrees Unit Weight of Water = 62.4 pcf Saturated Unit Weight of Soil = 125 pcf Apparent Angle of Internal Friction = 32 degrees Apparent Cohesion = 125 pcf C + atan cf> = C +(y, -y)Z cos2i tan <I> FS=---~ T r, Z sin i cos i 1.5 (> 1.5; o.k.) E-4 4950294-001