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Home My WebLink AboutCT 03-02; CARLSBAD RANCH PLANNING AREA 5; GEOLOGIC RECONNAISSANCE; 2001-11-29,iebrati11.§' --ice & I ~o ~~ ;::: Cl> ~ :::--~ -== h -..::: 1961 -2001 Leighton and Associates GEOTECHNICAL CONSULTANTS GEOLOGIC RECONNAISSANCE PROPOSED 53-ACRE RESORT DEVELOPMENT, LOT 17, PLANNING AREA 5, CARLSBAD RANCH, CARLSBAD, CALIFORNIA Project No. 040575-001 November 29, 2001 Prepared For: GRAND PACIFIC RESORTS 5900 Pasteur Court, Suite 200 Carlsbad, California 92008 3934 Murphy Canyon Road, #8205, San Diego, CA 92123-4425 (858) 292-8030 • FAX (858) 292-0771 • www.leightongeo.com To: Attention: Subject: Leighton and Associates GEOTECHNICAL CONSULTANTS November 29, 2001 Grand Pacific Resorts 5900 Pasteur Court, Suite 200 Carlsbad, California 92008 Mr. Tim Stripe Project No. 040575-001 Geologic Reconnaissance, Proposed 53-Acre Resort Development, Lot 17, Planning Area 5, Carlsbad Ranch, Carlsbad, California In accordance with your request and authorization, we have performed a geologic reconnaissance for the proposed 53-acre resort development to be located in Planning Area 5 of Carlsbad Ranch in Carlsbad, California. The accompanying report presents a summary of our current reconnaissance study. The report also provides generalized geotechnical assessments of the on site geologic units. If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Distribution: ( 6) Addressee 3934 Murphy Canyon Road, #8205, San Diego, CA 92123-4425 (858) 292-8030 • FAX (858) 292-0771 • www.leightongeo.com 040575-001 1.0 INTRODUCTION 1.1 Purpose and Scope This report presents the results of our geologic reconnaissanc(; for the proposed 53-acre resort development site located south of Cannon Road and north of Lego land in. Carlsbad, California (Figure I). The purpose of our reconnaissance was to prepare a geologic map for the site and to provide a preliminary geotechnical assessment of the geologic units for consideration in evaluating feasibility of the proposed development. Our scope of services included the following: • Review of published and unpublished geotechnical reports, maps and aerial photographs (Appendix A). • Site reconnaissance and geologic mapping. • Compilation and analysis of the geologic data obtained from our review and field investigation, including preparation of a geologic map of the ,proposed site development (Plate 1). • Preparation of this report presenting our findings, summaries of the geologic conditions, and discussions related to the geotechnical impacts of the geologic conditions. -I- ;io. NORTH BASE MAP : Thomas Bros. GeoFinder for Windows, San Diego County, 1995, Page 1126 Carlsbad Ranch Planning Area 5 Resort Site Carlsbad, California 1"=2,000' SITE Project No. II 040575-001 LOCATION Date MAP November 2001 Figure No. 1 1.2 040575-001 Site Location and Description The site is located south of Cannon Road and north of the Legoland Family Park within the Carlsbad Ranch development in Carlsbad, California (Figure I). Carlsbad Ranch, is an irregular- shaped complex encompassing approximately 548 acres. Carlsbad Ranch is bounded by Palomar Airport Road on the south, Car Country Carlsbad and Paseo Del Norte on the west, Agua Hedionda Lagoon on the north and Hidden Valley Road and undeveloped land within a north- south trending canyon on the east. The proposed Planning Area 5 Resort is being considered within Lot 17 of the Carlsbad Ranch development. Lot 17 encompasses approximately 53 acres in the northeast comer of the Carlsbad Ranch development and is situated north of Lot 18 which is occupied by the Legoland California Theme Park. Topographically, the site area is characterized by a northwest-southeast trending ridge. Elevations of the subject site range from approximately 180 feet mean sea level (ms!) on the west side of the property to approximately 250 feet ms! on the ridgeline along the eastern edge of the property. Natural slopes on the site are relatively gentle, however, a near vertical slope is present parallel and adjacent to the eastern property line. This near vertical slope is estimated to vary in height from ±10 to ±40 feet. Existing improvements are generally related to past and present agricultural activities on the site. Existing improvements include irrigation lines and valves, agricultural storage yard and city water lines supplying the water reservoir located along the east side of the site. Other unknown buried improvements may also exist. I .3 Proposed Development Based on or review of the Conceptual Site Development Plan included in this report as Plate 2 (KIT Abayashi Design Studio, 2001) and our understanding of the project, future use of the site will include the construction of a resort development which includes a 350 room hotel with underground parking, a number of villas, 2 restaurants, meeting rooms, swimming pools, and associated improvements (e.g. driveways, parking, landscaping, utilities etc.). Based on review-of the site tentative map; proposed grading is anticipated to consist of cuts and fills to create the building pads, driveways, and other improvements within the site. Maximum depth~ of cut and fill on the order of ±20 feet from existing site elevations are anticipated. -3- 1.4 040575-001 Previous Subsurface Exploration and Laboratory Testing A previous subsurface investigation of the Carlsbad Ranch was performed on September, 1995 and included of the excavation, logging, and sampling of 2 small-diameter borings and 4 large- diameter exploratory borings/within the site (Leighton, 1995). The borings were excavated to a maximum depth of 41 feet. using a truck mounted hollow-stem auger for the small-diameter borings, an9 a bucket ~uger for the large-diameter borings. AH borings were logged and sampled by our geologist and backfilled upon completion. The small-diameter borings have been designated SD-3 and SD-I 0, the large-diameter borings have been labeled LB-3, LB-5, LB-6, and LB-7. Logs of these borings are included as Appendix B. The locations of the previous exploratory excavations are indicated on the Geotechnical Map (Plate I). This previous study was performed as part of a general evaluation of the Carlsbad Ranch development. -4- 3.1 3.2 040575-001 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS Regional Geology The 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 site is underlain by Terrace Deposits formed by sea level changes during late Quaternary time. These soils were deposited on wave cut platforms on the underlying Santiago Formation. Site Geology As encountered during previous site investigations and our review of geotechnical reports applicable to the site (Appendix A), Lot 17 of the Carlsbad Ranch is underlain by bedrock units consisting of the Santiago Formation and Terrace Deposits. The areal distributions and stratigraphy of the units are shown on the Geotechnical Map (Plate 1) and Geologic Cross Section E-E'. Undocumented fills associated with previous farming activities are also anticipated within portions of the site. Descriptions of each of the units are presented below. While colluvial soils are likely present, they are undifferentiated from the disturbed Terrace Deposits and undocumented fills. 3.2.l 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 thickly bedded sandstone with interbedded clayey siltstone and silty claystone. The sandstone consists primarily of light gray, light brown, and light yellow-brown, moist, dense, silty, fine-to occasionally medium-grained sandstone. The sandstone is 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 is typically gray to brown, moist, stiff to hard, fine- grained, sandy to silty claystone that was moderately sheared. 3.2.2 Terrace Deposits {Map Symbol-Qt) Quaternary-aged Terrace Deposits overlie the Santiago Formation in most areas of the site. These deposits generally consist of orange to red brown, damp to moist, medium dense, silty fine-to medium-grained sand. The upper portion of the Terrace Deposits (generally the upper 4 to 6 feet typically highly weathered and/or disturbed by the agricultural activities of the site and is anticipated to be slightly porous and potentially compressible. Localized deeper accumulations of weathered soils should be anticipated in the drainage along the western portion of the site and within the area northeast of the water tanks. In general, the Terrace Deposits have a very low to low expansion potential. With the exception of the upper weathered zone, the Terrace Deposits have favorable engineering -5- 3.3 040575-001 properties and are suitable to receive the proposed improvements. The weathered/disturbed portion of the Terrace Deposits will require removal and recompaction in areas of proposed/disturbed improvements or fill soils. 3.2.3 Undocumented Fill (Unmapped) Undocumented fill soil is anticipated on the site in various locations and is expected to consist of minor fills placed to create unimproved farm roads, end-dumped piles, and utility trench backfill. In addition to these areas, based on previous experience on other areas of Carlsbad Ranch, we anticipate that some previous filling of drainage alignments and smoothing of the natural terrain was performed to facilitate onsite agricultural uses. However, based on aerial photographic review and site reconnaissance, there appears to be no major areas of undocumented fills present on site which would require extensive remedial grading. In their present state, undocumented fills are not suitable for the support of additional fills and/or structural loads. These undocumented fill soils, where present, soils should be removed to expose competent material in areas of proposed additional fill or improvements. Geologic Structure Based on our review of the geologic mapping completed during the nearby rough grading operations, literature review and our professional experience on nearby sites, the geologic units are generally massive with no apparent bedding. However, based on our professional experience in the area, the contact with the underlying Santiago Formation is anticipated to be relatively gently dipping (i.e., 5 to 10 degrees) to the west. Based on our previous field explorations and a review of published geologic maps of the site and vicinity, no active faults have been mapped ·or were encountered on or immediately adjacent to the site. The significance of faulting is discussed in the following section on faulting and seismicity. 3 .4 Mass Movement Based on our review of the previous geotechnical reports, available geologic literature, maps, and . aerial photographs, no indication of mass movements such as deep-seated landslides, were observed within the site. Some sloughing and slumping can be observed in the near vertical slope along the easterly property line. -6- 040575-001 3 .5 Ground Water 3.6 3.7 Ground water and/or seepage conditions were encountered during our previous site exploration in Borings LB-5 and LB-6 at respective depths of 31 and IO feet below the existing ground surface. Ground water was also encountered during previous grading for Lego land Family Park adjacent to the southwesterly portion of the site, and a subdrain was installed to direct water away from this area. The ground water is believed to be perched on the contact between the overlying Terrace Deposits and underlying Santiago Formation. Seepage was also subsequently observed within Legoland East Expansion area. This seepage was observed along a clayey bed within the relatively porous Terrace deposits near the relatively dense (less permeable) Tertiary Santiago Formation. Local areas of lush vegetation in the open space natural canyon area east of the site also indicates the likely presence of a zone of perched water. The proposed site development will include cuts that may extend down to the depth where previous ground water and/or seepage conditions were encountered As a result, to further mitigate the potential for accumulation of a shallow perched groundwater condition, we recommend additional subdrains and interceptor drains be installed during site grading and for· all retaining wall. The locations of the proposed subdrains should be determined after additional field investigation and/or during the site grading operations. Faulting Our discussion of faults on the site is prefaced with a discussion of California legislation and policies concerning the classification and land-use criteria associated with faults. By definition of the California Mining and Geology Board, an active fault is a fault that has had surface displacement within Holocene time ( about the last I 1,000 years). The state geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years). This definition is used in delineating Earthquake Fault Zones as mandated by the Alquist-Priolo Earthquake Fault Zoning Act and as subsequently revised in 1997. The intent of this act is to assure that unwise urban development and certain habitable structures do not occur across the traces of active faults. The subject site is not included within any Earthquake Fault Zones as created by the Alquist-Priolo Act (Hart, 1997). Our review of available geologic literature (Appendix A) indicates that there are no known major or active faults on or in the immediate vicinity of the site. The nearest known active regional fault is the Rose Canyon Fault Zone located approximately 4.8 miles west of the site. However, fault segments has been mapped to the northeast and east of the site, but are believed to be inactive. Seismicity The site can be considered to lie within a seismically active region, as can all of southern California. Site specific evaluation of the earthquake hazard was performed using a deterministic and a probabilistic approach. The earthquake source data used for deterministic evaluation of the design ground motion was obtained from the California Division of Mining and Geology -7- 040575-001 (CDMG, Open File Report 96-08). A summary of our deterministic evaluation is provided in Table 1. Table I Seismic Parameters for Active Faults (Blake, 20000, CDMG, 1996) Distance Maximum Magnitude Earthquake Fault from Fault to Moment Peak Ground Acceleration Site (Miles) Magnitude (g) Rose Canyon 4.8 6.9 0.50 Newport-7 6.9 0.41 Inglewood Coronado Bank 21 7.4 0.24 Based on a deterministic approach, Table 1 presents the peak ground. accelerations that we postulate could be produced by an earthquake of the maximum moment magnitude on the respective fault. The maximum moment magnitude earthquake is defined as the maximum event that a fault is capable of producing considering the known tectonic setting. Site-specific seismic parameters reported are the distances to the causative faults, earthquake magnitudes, and expected peak ground accelerations. As indicated in Table 1, the Rose Canyon Fault Zone is considered to have the most significant affect at the site from a design standpoint. The maximum moment magnitude earthquake is expected to produce a peak ground surface acceleration at the site of 0.50g. The Rose Canyon Fault Zone is considered a Type B seismic source according to Table 16-U of the 1997 Uniform Building Code (UBC). The effect of seismic shaking may be mitigated by adhering to the Uniform Building Code and state-of-the-art seismic design parameters of the Structural Engineers Association of California. The site is located within Seismic Zone 4 as designated by the Uniform Building Code (ICBO, 1997, Figure 16-2). The soil profile designation for the site is estimated to be type Sc per the 1997 UBC, Table 16-J. However, we recommend deep borings be performed to confirm the soil profile type. In lieu of performing deep borings, a soil profile designation of S0 may be assumed in design. Near source factors Na and Nv for the site equal to 1.0 and 1.1, respectively, are appropriate based on the seismic setting and criteria of Tables 16-S and 16-T of the 1997 UBC. Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground rupture, soil liquefaction and dynamic settlement, seiches and tsunamis. These secondary effects of seismic shaking are discussed in the following sections. 3.7.1 Shallow Ground Rupture Ground rupture because of active faulting is not likely to occur on site due to the absence of known active faults. Cracking due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site. -8- 3.8 040575-001 3.7.2 Liquefaction and Dvnamic Settlement Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Both research and historical data indicate that loose, saturated, granular soils are susceptible to liquefaction and dynamic settlement. Liquefaction is typified by a loss of shear strength in the affected soil layer, thereby causing the soil to liquefy. This effect may be manifested by excessive settlements and sand boils at the ground surface. The Terrace Deposits are not considered liquefiable due to their physical characteristics and unsaturated condition. The Santiago Formation, which may be below the water table at depth, is not considered liquefiable due to its high-density characteristics and indurated nature. 3.7.3 Tsunamis and Seiches Based on the distance between the site and large, open bodies of water, and the elevation of the site with respect to sea level, the possibility of seiches and/or tsunamis is considered to be very low. Existing Slope Conditions A graded cut slope exists on the south side of the site within an inclination of approximately 2: 1 (horizontal to vertical). Slopes having inclinations steeper than 2: 1 should be considered temporary slopes and should be regraded at maximum slope inclinations of 2: 1 (unless properly designed with a retaining wall structure). Along the eastern portion of the site at the top of the open space area exists localized areas with near vertical slope. A slope setback is recommended for structures near these areas. For planning purposes, we would suggest a setback that is equivalent to a 2 to I slope (horizontal to vertical) projected upward from the base of the near vertical section. 3 .9 Expansion Potential The anticipated expansion potential of the soils encountered within Lot 17 of the Carlsbad Ranch are described as follows: • Terrace Deposits: Very low to low expansion potential. This is the predominant soil type at- grade within the site. • Santiago Formation: Low expansion potential for silty sandstone, medium to high for sandy to clayey siltstones and high to very high for the silty claystones. This soil type will likely be encountered in the northern portion of the site and in area of deep cuts. Expansion testing of representative soils in proposed building areas should be performed to better assess the expansion potential of the soils near the proposed finish grade so that to develop foundation recommendations and/or selective grading recommendations. -9- 040575-001 3. IO Soil Corrosivity The test results from the previous investigations performed for the Carlsbad Ranch project and adjacent tracts indicate the onsite soils derived from Terrace Deposits possess a negligible to minor soluble sulfate content and a very mild to moderate potential for corrosion to buried metals. Material derived from the Santiago Formation have been found on nearby sites to present a negligible to severe potential for sulfate attack and moderate to high potential for corrosion of buried metals to minor soluble sulfate content and a very mild to high potential for corrosion to buried metals. Laboratory testing of finish grade soils at-grade or in contact with concrete and/or buried metal conduits should be performed once site-specific plans are developed. -10- ---1 1 ;::::; -;:::: =.::: -~ --~ --= 040575-001 4.0 CONCLUSIONS Based on the findings of this geologic reconnaissance, it is our professional opinion that development of the site is feasible from a geotechnical standpoint. Based on conceptual site development plans, we anticipate shallow remedial grading along with proposed cuts and fills will generally be required to prepare the site to receive the proposed improvements. The presence of granular Terrace Deposits at-grade is considered conducive to either conventional or post- tensioned shallow foundations. Measures to mitigate ground water should be anticipated. -11- 040575-00] 5.0 RECOMMENDATIONS From our limited study of the site to date, it is our opinion that construction of the proposed 53-acre resort is feasible from a geotechnical standpoint. Detailed geotechnical studies including further subsurface exploration will be needed to provide m~re specific design recommendations. Additional investigation should include a more extensive subsurface investigation, laboratory testing, geotechnical analysis, and preparation of a preliminary geotechnical report presenting our recommendations concerning site grading, development, and engineering design parameters. -12- ·, _. I 1 j : :£ i -.,, 0 ' ' ' ' ' ' "I " ' \ \ \._ ' I "'--\_ / '\ \. 750,000 \ \ .\ \ \\:,.. ,,;. ' . '\··' \\ - '. \ ' . ·; .. ~ . ,,. ·. u: • • 'It \ 0•C'lru11 ._r.., . .,, \ \ Adapted from Jennings, 1994, Fault Activity Map of ~alifornia and Adjacent Areas: CDMG, California Geologic Data Map Series, Map No. 6 EXPLANATION Fault traces are indicated by solid lines where well located, by dashed lines where approximate or inferred, by dotted lines where concealed and queried where uncertain. Coloring and highlighting indicate the age or regency of displacement: PINK ORANGE GREEN PURPLE BLACK Faults that show displacement during historic time (i.e. last 200 ye~rs) Faults that show displacement during Holocene (i.e. last 10,000 years) Faults that show displacement during late Quaternary (i.e. last 700,000 years) Faults that show displacement during Quaternary (i.e. last 1.6 million years) Faults without recognized Quaternary displacement (considered inactive faults) REGIONAL FAULT LOCATION MAP Carlsbad Ranch Planning Area 5 / Resort Site Carlsbad, California Project No. Scale Engr./Geol. Drafted By Date 040575-001 1"'=approx. 12 miles SAC/MRS KAM Nov. 2001 Leighton and Associat.es, Inc. II Figure No. 3 Blake,2000,EQFAULT, Version3.0. APPENDIX A REFERENCES California Building and Safety Commission (CBSC), 1998, California Building Code. 040575-001 California Division of Mines and Geology, 1988, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada, February 1998. · CDMG, 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California, Open-File Report 95-04. ----, 1996, Probabilistic Seismic Hazard Assessment for the State of California, Open-File Report, 96-08. Hart, E.W., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning with Index to Special Study Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. International Conference of Building Officials (ICBO), 1997, Uniform Building Code. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, with Locations and Ages of Recent Volcanics Eruptions: California Division of Mines and Geology, California Geologic Data Map Series, Map No. 6, Scale I :750,000. KITAbayashi Design Studio, 2001, Site Plan, Lot 17-Resort, Carlsbad, California, dated July 12, 2001. Leighton and Associates, Inc., 2001, As-Graded Report of Rough and Fine Grading, East Expansion Area, Lego land, California, Carlsbad, California, Project No. 960151-015, dated February 20,200 I. ----, 1998, Final As-Graded Report of Rough Grading, Lego Family Park, Carlsbad, California, ProjectNo. 4960151-003,datedFebruary IO, 1998. ----, 1995, Preliminary Geotechnical Investigation, Lego Family Park and Pointe Resorts, Lots 17 and 18 of Carlsbad Ranch, Carlsbad, California, Project No. 4950294-001, dated October 5, 1995. ----, 1992, City of Carlsbad Geotechnical Hazards Analysis and Mapping Study, 84 Sheets, dated November 1992. A-I Date Source 4-1-53 USDA APPENDIX A (Continued) AERIAL PHOTOGRAPHS Flight No. Photo No. AXN-8M 100, l 01, and 102 Aerial Fotobank, 1999, Aerial Foto-Map Book, San Diego County, 1999. Aerial Graphics, 1986-87, Aerial Foto-Map Book, San Diego County 1986-87. A-2 040575-001 Scale 1"=2000' ,/ GEOTECHNICAL BORING LOG KEY Date ___________ """."'"'.: Project KEY TO BORING LOG GRAPHICS Sheet _!_of -L. Project No. -Drilling C.O. Hole Diameter . Elevation Top of Hole +/- s'"' s:." u -... --;z ...... !] !~ >-.. _!...., L&I 0 w ~ ...... A A A A A_A A Ill s--•-½11 10 1S - - 505A(11/n) ·. ·,1 :♦ •• V///. 1/ ✓-Y./. ~-~o'-?: 0" a.,.,..,,_ 0 \)' ( o:. ·. >rP ~ -~ ~- ------------ = ... :i ft. • :i • - ... -ii J ·iii 1 Q. - - "' "' "' - - "' "' .. Type of Rig Drive Weight __________________ Drop in. Ref. or Datum ,. "' . "' ... ,~ -. -"'en Ji • • ... ... -u -i u . ...., -... _en ' ~s . -::::, C,J cS...., CL CH OL-OH ML MH CL-ML ML-SM CL-SC SC-SM SW SP SM SC ow GP GM oc GEOTECHNICAL DESCRIPTION Logged By Sampled By IDOrpnic day of low to medium plutic:ity; paveUy clay; IUldy clay; lilly day; lean day - lnorpnic day of hip pluticity; fat day Orpnic clay, silt or silty clay-clayey lilt mixtura lnorpnic silt; very fine sand; silty or clayey fine sud; clayey lilt with low pluticity lnorpnic silt; diatomaceoua fine sandy or silty soils; elastic silt Low plasticity clay to lilt mixture Sandy silt to silty sand mixture Sandy clay to clayey sand mixture □ayey sand to silty sand mixture Well graded sand; gravelly sand, little or DO fina Poorly graded sand; gravelly sand, little or DO fines Silty sand; poorly graded sand-lilt mixture □ayey sand; poorly graded sand-clay mixture Well graded gravel; gravel-laod mixture, little or DO fina Poorly graded p,avel; gravel-laod mixture, little or DO fines Silty gravel; gravel-sand-lilt mixture □ayey gravel; gravel-sand-clay mixture Sandstone Silt1tonc □aystone Breccia ( angular gravel and cobbla or matrix-cupported coqlomerate) Conglomerate (rounded p-avel and cobble, clast-111pported) Igneous granitic or granitic type rock Metavolcanic or metamorphic rock Artificial or man-made rill Asphaltic concrete Portland Cement Concrete .... "' "' ... LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG SD-3 Date 9-11-95 Sheet _!_ of _L . Project _______ ___:1.§::::ao:::;:;lan=d;&..;/Carb==ba=d.::;Ran=cb::::-_____ _ Project No. 4950294-001 Drilling Co. Barge's Drilling Company Type of Rig Hollow-Stem Auger Hole Diameter 8 In. Drive Weight 140 pounds Drop A in. Elevation Top of Hole +/-182 ft. Ref. or Datum Mean Sea Level . ::, " . " 5,... 0 .... .... QI:,.: UI • GEOTECHNICAL DESCRIPTION u z .,_o -t."" lllu, J:." -= .,.,... Ill • -.... ........ fg 3if c .... :,,._ .... QI Q. QI QI +-c -u j~ .... 0 GI U u. a,J! f.J i -en. Ill QI Q. -1. _en c"" 10 QI "" -.... Logged By SCB (!) e :,, ~c . Ill 0.. -:::, UJ Cl) '-8 ~'"' Sampled By SCB C 0 . SM '[BRRACE DEPOSITS/flLJ37 . . . -: .. . @ 0-2': Light reddish brown, chy, l005C silty SAND .. . ... 180 -. .:.: .. . .-: . -sM-TERRACE DEPOSITS .. . . .. 1 31 124.8 10.7 @ 2': Onngc-bl'OIVJI, moist, medium dense to dense, fine silty SAND with iron -... oxide staining and manganese staining . . . . . . . -... s-. . ... . 2 46 124.0 11.2 . . . . . -. . @ 6': Same as above 175 -... Total Depth -= 6.5 Feet -No Ground Water &countered at Time of Drilling I-Hole Backfilled on September 11, 1995 - 10- - 170 - -. - 15- - 165 - - -I-... 20-I- - 160 -I- - -I-I- 2.5-I- - 155 - -I- --- SOSA( 11/77) LEIGHTON &ASSOCIATES GEOTECHNICAL BORING LOG SD-10 Date 9-1UJ5 Sheet _!_ of -L · Project _______ _..:l.eg=o~lan=dL.:/Car=ls=ba=d-==Ran=ch~------Project No. 4950294-001 Drilling Co. ________ Ba=rge:.i::i:.'s=-Drlllin==:a.K..::C;.::;om::..:;pan=y-------Type of Rig Truck Mounted Hole Diameter 8 In. Prive Weight 140 pounds Drop A in. Elevation Top of Hole +/· 182 ft. Ref. or Datum Mean Sea Level • :JI ,.. . "' 5,.. +-GI~ UI • GEOTECHNICAL DESCRIPTION-u 0 +--~"' Ill z 1110 "'" LV lllu, -.... -~if :,+-Ill • -:az ........ fg GI GI it -u n.Z +-+-C CJ • f.J _g -co. Ill QI >ct-GIit-t -L _en ,!v Cv al QI V -.... Logged By SCB (!) :JI is o=> UJ Ill 0. L (I) C cnv Sampled By SCB 0 SM TOPSOIL ... . -: .. _ ~ 0-1': B~ dense, ~ lilt?, SAND __________________ ,_. -~· -™-.. TBRRACB DEPOSITS . . . . -: .. . @ 1'-S': Orange-brown, damp, dense, silty SAND with trace of day binder, 180 .. slightly cemented · ~ . . . . . -. . . . . . . . .. . ~ -. . . . . . . . . s-.. 1 67 118.3 12.3 @ S': Same as above ... . . -· .. . .. . . . . 175 -. . . . . . . . -... I-. . . . . -. . . ~ . . . . . . . 10-... . . @ 10': Same as above .. 50/S" 127.7 12.1 . . . . . . . -.. . . . . . 170 -Total Depth = 11.S Feet No Ground Water Encountered at Time of Drilling -. Hole Backfilled on September 11, 1995 -"" 15- - 165 - -I- - 20- "" - 160 - - - 25- - 15S - -"" - .... 505AC11/TT) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 Date 9-26-95 Sheet _!_ of 2 · · Project _______ ___,:l.eg=za;O:.::lan=dL.::/Carls==ba=d.:.:Ran=ch=--------Project No. 4950294-001 Drilling Co. __________ Da=ves=-=Drllllng=;:;:::;a--------Type of Rig Bucket Auger Hole Diameter 24 In. ]}rive Weight 0-27=4,500#; 27-52:i=J,700# Drop _JA_ID. Elevation Top of Hole ft. Ref. or Datum Mean Sea Level . :II " . " -5 i ... ... ;c ... GEOTECHNICAL DESCRIPTION .i:=" u -s -"'en ...... .t:m ::, Ji • • Q. QI II a1.1. ...... -CJ QI QI li.9 ... --i CJ • -Q. =~ _en c~ '-... & ..., -... Logged By MLF t!) ... ~ ~5 • ~ Q. -:::::, G: i""' CJ Sampled By MLF 0 Bag-1 ML TRRRAC3 DEPOSrl'S Reddish yellow with Iron oxide staining; damp, loolc, SILTwitla fine SAND - - - - s-@S': Driller reports harder drilling I- -I- -.. - -- 10---· -~. I- : : : 2 s SM @10': Yellowish red with Iron oxide staining, moist, dense, silty ranc SAND -: .. .. I- . : -. : .. . -. . . . . --. ... . . . . 15-... . : . -. . : I--... . . . . I--· .. -· : -.. 20-,• .. -. : . 3 6 @20': As above .. -: -: : ... -: -: : ~ 25-: : .. : -.. .... -. . --. : .. . . -.. . . . ·~ SOSA( 11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 Date 9-26-95 Sheet _L of _L · Project _______ ____:Leg=a.o==lan=d:&..:/Carls==ba=d.;;Ran=ch=-------Project No. 4950294-001 Drilling Co. ___________ Da=-ves=-Drlllfn==g-________ Type of Rig Bucket Auger Hole Diameter 24 In. ]?rive Weight 0-27=4500#; 27-52=3,700# Drop .J!.in. Elevation Top of Hole ft. Ref. or Datum Mean Sea Lem • :I' ,.. .,.. i 0 ... ... .~ -. GEOTECHNICAL DESCRIPTION u z ·.-g -'-"' •en .c" -"'" :::,,._ • • ...... fg :::, • ~u. i't -u a. cu +--~i (.) . cu cu 111.J -I -c.. ca. _en c~ '-... ma, ..., -... Logged By MLF (!) +-Ill a.. ~ ~B -:; cc en i"' Sampled By MLF C 30 SM ... -. . . I-. . . . . -.. . . . -. . . . . -. . . . . . 35-. . ... 4 8 @ 35': ~pale brown, with iron oxide staining, moist, dense, silty fine .. . . -· . . ... . . -. . . .. . . . -. . . . . . -.. . . . 40-.. . . ... s 7 @ 40': As above; last S feet completed on September 27, 1995 -Total Depth• 41 Feet No Ground Water Encountered at Tune of Drilling Backfilled on September 27, 1995 I-- - 45- - I-- - - so-~ - - - - 55-I- - - - - r.~ 505AC11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-5 Date 9-27-95 Sheet _j_ of __l_ Legoland/Carlsbad Ranch Project ----------=::a:=:=..;=====-------Project No. 4950294-001 Daves Drilling Drilling Co. -----------===-===.a--------Type of Rig Bucket Anger HoleDiameter 241n. . 0-27=4.500#;27-52=3,700# Drop .J!_in. Drive Weight Elevation Top of Hole 260 Mean Sea Level ft. RetorDatum 0 .... -\/} -~-\·/ =t) ..... 5-::·:·:·: ... . . . . . -.. ·. ·.· . . . . . . . . -: : : : : .... -: ·-: ·>: . . . . . . ,· ~ ·.···. 505AC11/77) i ... ... ... (C . 0 ... z lo & QI 0. -'-m QI ,a CL en Bag-1 2 7 3 8 4 6 :JI ,.. ... .,~ Ill"' '-....,, :,,._ it ... c C 0. -QI ....,, -... ~ Oc :c 0 C (J .,.. ... •en Ill • -u (J • _en . -::) ~....,, SP GEOTECHNICAL DESCRIPTION LoggedBy ______ ....:MLF=:..------ Sampled By MLF TOPSOIL Red-brown, moist, loose to medium dense, fine to medium SAND, tnce ol SILT; micaceous SM TERRACE PEPPSUS -------- @ 4': Yellowish brown, moist, medium dense silty SAND SP @ 10': As above; with trace oC SILT SP @ 20': As above; dense SP @ 29': As above; dense LEIGHTON & ASSOCIATES .. GEOTECHNICAL BORING LOG LB-5 Date 9-27•95 Sheet _L of _L · Project _______ ___,,;I.eg:::ao=lan=d~/Carls==ba=d-=Ran=cb=--------Project No. 4950294-001 Drilling Co. ----------'Da=ves;.::;::.;Drlllln==g,.__________ 'fype of Rig Bucket Auger Hole Diameter 24 In. Drive Weight 0-27=4,500#; 27-52=3,700# Drop ..,ll_in. Elevation Top of Hole 260 ft. Ref. or Datum Mean Sea Level . :JI ,... . ,... I 0 .... .... GI~ -. GEOTECHNICAL DESCRIPTION .c,... u z 1118 -L'J Illa, -i~ Ill • ........ fg ::,,._ !~ GI ~LL. +-C -u .... (J • f-' -CD. Ill II -D. -L _en .... Ill GI 'J -.... Logged By MLF (.!) .... E :JI Oc . Ill 0.. :c 0 -:::::, <C Cl) a (J ~'J Sampled By MLF 30 SP-SM ... -: : .. ¥ .. . . @ 32': Yellowish red, wet, rme to medium SAND with fine to COIIJ'IC pvc1 and cobbles; rounded, UP to 6 inches diameter quartzite -S~ 32 feet due to caving caused by Ground Water To De,&th • 32 Peet -Ground ater Encountered at 31 Peet 35- ~•t 31 to 32 Peet ed on September 1:1, 191JS -I-.. - - - 40-.. - 1-, - I-- - 45-.. I-- - - - so- -I- - -I- - ss- - - - -I- IA 505A(11/n) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-8 . Date 2:21:21 Sheot -L of _a_ Lgoland/Carllbad Ranch Project --------=.a=='-==--=-===-------ProjectNo. mm,+oot Daftl DrBDng Drllllng Co. --------==-==---------TypeofRiJ BadmtAlller ~le Diameter Q-27•4.500#; ll:f2•3.70Qf Drop .JLil. 241p,· Drive Weight Elevation Top of Hole Meu Sea uni 228 ft. Ref. or Datum 0 - - - - s- - =tY .... -:_:_::_:_:: : : :·: .· 10-=~ - - u-=~ =~ -~ ~-~ : . :· . .: =>) ... ·.·,· -: :_::: :: .... -:/>? "-=IF .... _:.:_:;_:_:: -: . ~.: :-~.: ~ .·. :-.· -· :-... . . . . : : :·: .. . ·, ,• SOSA( 11/TT) • i • 2i • -J mi Q. Bag-1 2 push 3 4 l -Ji .., : ;8 ·i~ -. ...... uU -i • -... _en iB -. ia GEOTECHNICAL DESCRIPTION Logged By ______ MU ___________ _ Sampled By MLF SP . - ~ ? -CL -\.~~.:..[lip!. 8El~u~t_<>{_ ~g_e 111!.t ,!b~ !_h:. c.!,at l!!)'C_r _________ ~ SANl]AQQ FORMATION .. SP @ 10': Ugbt olive-gray, moist, CI.A Y; laminations; randomly oriented shcan/parting surfaces @ 18': Driller indicated drilling became hard . .. - -@ 20': Light gray, micaccous, damp, medium dense, fine to medium SAND; ~~-- @ 26': Becomes damp, driller having trouble keeping sand In bucket, friable • SAND LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-6 Date 9-27-95 Sheet j_ of 2 Project ---------=Leg=o=lan=d/i..::Carls=::.:;ba=d.::;:Ran=ch=--------Project No. 4950294-001 Drilling Co. ----------=Da=ves=Drilllng==a.--------Type of Rig Bucket Auger -Hole Diameter 24 In.· Drive Weight 0-27=4,500#; 27-52=3,700# Drop Ja_in. Elevation Top of Hole 228 ft. Ref. or Datum Mean Sea Level . ll ,... •,... -5 :i 0 +-~ts Ill • GEOTECHNICAL DESCRIPTION .r:." CJ -111(1) "'o i~ ::,,._ Ill • ,._+-.r:.m :, GI ~LL -c., Q. QI 0.0 +--+-C (.) . GI GI 111.J -0. -L co. Ill QJ _Cl> ct L +-m GI ..., -... Logged By MLF C!) +-e :JI Oc . Ill 0. :c 0 -::) (C (/) a ~..., Sampled By MLF (.) 30 -Total Depth • 30 Peet Due to No RccoYciy ~atlOPcet -t- Ba ed on September 27, 1995 I- - - 35-t- - - - - 40- - -.. - -- 45- - - - - so-I- - - - - ss- - -~ -~ - AA 505AC11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-7 • Date 9-27-95 Sheet _L of _a_ Project ---------===~====-------Project No. 4950294-001 DrillingCo. -----------==:::..:::;=~--------TypeofRig BucketAuger Legoland/Carlsbad Ranch Daves Drflifng Hole Diameter 24 In. 0-27=4.500#; 27-52=3,700# Drop .J!.in. Drive Weight Elevation Top of Hole 186 Mean Sea Level ft. Ref. or Datum ~,... u ........ ~Q &-I r:LO ct f..J (!) 0 .... -: :·: ·:· . ·. ·.· -::-:-:-. . . . . . -: :·: ·:·: ... . . . . -: :-: -:-: ..... s-:~::~: ..... -: ;·: ·:·: . ·. ·: -: : -: <· : ..... -: :·: ·:·: .. : .. -: ~-: <· : 10-· ... :-::.;· :_:_::_:_:: -:_:_::_:_:: : . :· .. · -.-'·.:-:-:: . . . . -:·:·:>:·:: .·. :-.· . : : .. · -.· ·.:-:-:-.· .... B-=:Jj -._:_: __ :_:: : . :· .. · -(\\ -:.=-::-:.:: : . ·. 20-.·.-.:-:-·. ·::-.-.:· -\{·) .... -: : :·:-: -:>\:) . : :_: :: .... -: : :: : :: .· · .. · .. 2-S-:·\·:-:: .. ·.· .. · -: : :: : :: . . . . . : ... -.... . : ... . . :-· .. -: :_:.: :: ..... : -.... . : . : . . . .. . :-... ~05A(11/n) Ill 1 +- . 0 +-z §& QI -+-+-cc D. -L ma, e Ill Q. en Bag-1 2 4 3 4 ~ ,... +-a,X i~ L"" ::,,._ +-c C r:L --QI ...,, -.... l De l:o u GEOTECHNICAL DESCRIPTION . ,... .. . ._en Ill • -u u • Logged By ______ __.;;MLF=--------- Sampled By MLF _en . -::::, Jl...,, SM JPPSOU. @ O': Dark brown, moist, silty fine to medium SAND Encountered abandoned steel water line at 4 feet, lllOY'Cd 10 feet nortll and rcdrilled / -SM -TERRACEDEPOSIT -----------------------~ @ 5': Yellowish red, moist, dense, silty fme to medium SAND SP @ 10': Yellowish red, moist, medium dense, fine to medium SAND; slightly micaccous @ 20': As above .. .. .. ... LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-7 Date 9-27-95 Sheet _L of _j_ • Project ---------=Leg=o=lan=d/..;;:Carls=::.::ba=d.::.:Ra=n=ch=---------Project No. 4950l94-001 Drilling Co. ___________ Da--:ves ..... =Drlllln==-ai.8 ________ Type of Rig Bucket Auger . Hole Diameter 24 In. Drive Weight 0-27=4,500#; 27-52=3,700# Drop ..Y_in. .. . Elevation Top of Hole 186 ft. Ref. or Datum Mean Sea Level .cr--u = ........ .CQ -g 0. QI 0.0 +-QI: ~.J -C-., +-+-cc . 0 z GI -0. & Ill en 30 .. . . . . Iii 4 .·. :•.··. -. _: -::-:.:: . : .. ·. 35-/)\ -:·: ·:=-~·:: -:·:·::-:-:: .-. :-.· -;-\-:-:: ,·. :--· -·.=.-._:_:, 40-~ 5 - - - 45- - - - - so- - - - - 55- - - - - SOSA( 11/77) +-.,.o ~if -'-IIDa, 0. 10 8 :,I ,.., +-QI~ -"'" '-"' :,,._ i't +-C C 0. Ill GI "' -,._ i Oc :c 0 (.) • r,, -. GEOTECHNICAL DESCRIPTION "'en • • -u (.) . _en Logged By MLF . -::, i'-' Sampled By MLF SP SANTIMl!l EQRMAll!lti @ 30': ~ ~c brown, moist, dense, rmc to medium SAND @ 30': · er Indicated bud drilling CL @ 40': Light olive-gray, damp, very stiff CI.A Y Total Depth• 41 Feet No Ground Water Encountered at nme of Drilling Backfilled on September 27, 1995 LEIGHTON & ASSOCIATES ~