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Home My WebLink AboutMS 02-05; CARLSBAD OCEANVIEW ESTATES; PRELIMINARY GEOTECHNICAL ENGINEERING STUDY REPORT; 2001-06-22... ... ... --... ... ... ... ... ... .. ... ... ... "" ... ... "" ... ... ... ... ... .. .... ... ... ... ... I RECORD COPY! ! O~#l"fl i, I _Cf,h > /11 ' l n itia I D:1 ie f<1~:<1;-~~1v~;::1--) -·· • ,;..,__,I I JUL 2 9 2016 PRELIMINARY GEOTECHNICAL ENGINEERING STUDY REPORT HENRY'S LOTS Located at NE Corner of Hoover & Adams Street Carlsbad, California For Mr. Henry Oliver 4370 Hallmark Way #101 San Bernardino, California 92407 Project G-1845-06 June 22, 2001 Geotechnicat Solutions, Inc .. · Geotechnical and Environmental Engineering O]--oS ... ... ' ""',~ Geotechnical Solutions, Inc. : liiiiiiiiiJ Geotechnical & Environmental Engineering .. June 22, 2001 .. ... .. .. ... .. .. .. .. .. .. .. ... .. .. .. .. ... .. -.. ... Project: G-1845-06 Mr. Henry Oliver 4370 Hallmark Way #101 San Bernardino, California 92407 Re: Preliminary Geotechnical Engineering Study Approximately 1.15-acre parcels NE corner of Adams & Hoover Streets Carlsbad, California Gentlemen: As authorized submitted herewith is the report of a preliminary geotechnical investigations conducted by this office for proposed development at the subject property, located north of Adams Street and east of Hoover Street, in Carlsbad, County of San Diego, California. The scope of this investigation was established in collaboration with the client. . Based upon findings of this investigation, it is concluded that the development of the project as three custom homes are feasible, subject to the compliance with the recommendations outlined in the attached report . Underlying near the surface sandstone bedrock is favorable for foundation support and site stability . The property lies within an area of moderate seismicity and known active faults and occasional ground shaking from moderate to large magnitude should be expected during the life of proposed developments. The closest known active fault to the site is the Rose Canyon Fault Zone, which is located about 5.3 miles away from the site. The project site does not lie within an Alquist-Priolo Earthquake Fault Zone and the potential for direct surface fault rupture is considered unlikely . An adequately constructed foundation system consisting of conventional continuous footings established in competent bedrock or newly certified Phone: (949) 261-8328 17935 Sky Park Circle Drive, Suite F, Irvine, CA 92614 Fax: (949)261-0449 .. ... .. ... .. ... .. .. .. ... .. ... .. ... .. . ... .. ... .. ... .. .. .. .. .. ... .. .. ... ... .. .... .. . .. ' compacted fill is expected to provide satisfactory support for proposed structures . The investigation was made in accordance with generally accepted engineering principles and procedures and included such field and laboratory tests considered necessary in the circumstances. The accompanying report has been substantiated by mathematical and other data and presents fairly . the design information requested by your organization . Respectfully submitted, Geotechnical Solutions, 1.nc. Distributions: (5) Mr. Henry Oliver c . C. Mars all Payne Senior E gineering Geologist CEG #3 7 -- • ... Table of Contents Introduction ...................................................................................................................... 1 -Proposed Development ................................................................................................... 1 ... -Site Description ................................................................................................................ 1 -Geologic Conditions ......................................................................................................... 2 -Faulting and Seismicity .................................................................................................... 3 Field lnvestigation ............................................................................................................ 4 -Laboratory Testing ........................................................................................................... 5 Moisture and Density .................................................................................................... 5 -Mechanical Analysis ..................................................................................................... 5 Direct Shear ..................................................................................................................... 5 .. Consolidation ................................................................................................................... 6 .. Expansion ..................................................... ., ................................................................. 6 ... Chemical Analysis .... ·····'···· .. ·· .. ······ .. ·· .. ······ ....... ··· .... · ........... ···· .. ·.·· .......... ·· ... · ...... ···· .. ··.··· 6 --Design Values··· .. · ................... · .... · ........ · .................................. , ....................................... 6 Seismic Factors ............................................................................................................ 7 ... Conclusions and Recommendations ............................................................................... 7 Foundation Support ......................................................................................................... 8 .. ... Lateral Resistance ........................................................................................................... 9 .. Active Pressure .......................................................................................................... 9 General Grading Criterla ............................................................................................. 1 O Excavatibility ......................................................................................... , ........................ 11 ... ... Limitations ...................................................................................................................... 11 .. Remarks ........................................................................................................................ 12 ... Appendix 1 ....................................................................................................................... 1 .. Appendix 11 ....................................................................................................................... 2 ... .. ... ... ... -- ... -,..., - -... ... .. .. ... .. -... .. ... -... ... .. .. ... ... .. ... , Project No. G-1845-06 Henry Lois I Carlsbad Introduction The primary objectives of this investigation were to evaluate surface and subsurface conditions within the project site and to explore the existing soils and bedrock conditions relative to site development. The objectives of the investigation were met by a visual reconnaissance of the site and vicinity, review of avallable conceptual development plans, review of other published and unpublished literature's for the site and vicinity, exploratory drilling, test pit excavations, sampling of earth materials, laboratory testing and engineering. analysis. Project development is in preliminary design stage and no grading plans were available for review at this time, therefore general recommendations given in this report ls for planning of the proposed development. Review of grading and project development plans will be performed and further recommendations wlU be submitted, as deemed necessary . Proposed Construction It is understood that the subject parcel is planned to be prepared for construction of three residential single-family custom homes. The proposed development includes three lots, which will lie on top of the very low relief terrace surface as shown on Plate B. All of the proposed lots are located on natural terrain. Site grading to provide terrac.ed, relatively level pads will require cuts and fills, removals and new fill slopes to be constructed at the site . Site Description The subject proposed three lot, residential hillside development is located at the northeast intersection of Adams and Hover Streets in the City of Carlsbad, San Diego County (See Plate A). The trapezoidal shaped parcel measures roughly 400-feet (northwest-southeast} by 300-feet (northeast- southwest) and has an area just over one acre. Elevation across the parcel from northeast to southwest ranges from 60 to 110-feet · or about a 50-foot elevation difference. This natural southwest-facing parcel has low smooth and rolling relief (about 3 to 1 to 4 to 1 slope ratios). A gentle swale extends through about the central portion of the parcel. Steep road cuts three to five feet high ascend from Adams and Hover Streets. Most of the 1 - ... ... ... .. .. Project No. G-1845-06 ' Henry Lots I Carlsbad slope surface is plowed (grass covered) regularly; however there are a few scattered trees and ice plant grows along the property borders with the adjacent streets . There has been no grading on the property except for the plowing of the annual grasses. Though a swale projects through the site there has been no excessive erosion of the ground surface. Sandy surface soils are either non-existent or are less than a foot thick. Sandstone bedrock is discontinuously exposed on the property and along the cut slopes near the two streets. The soils and bedrock are considered well drained. .. Geologic Conditions ... .. .. .. .. .. .. .. ... .. .. .. .. .. .. ... The project site is situated about 500-feet to the north-northeast of Aqua Hedionda Lagoon and 4500-feet from the coastline. Terraced hills in the area are broad and project in an irregular fashion toward the northwest paralleling the coast. They represent an elevated marine (eroded) bedrock surface though the bedrock reportedly is of non-marine origin (river outwash deposits) . Geologic conditions on the property are without complication. Bedrock is exposed discontinuously on and around the property and was exposed in the four-backhoe test pits excavated on-site for this study.· Bedrock outcrops also were observed in proximity to the property. The rock has been mapped as the Plio-Pleistocene age Upper sub-unit of the Linda Vista Formation. As noted, the rock had a strong reddish brown color though at a depth of about four feet yellow brown and light gray tones began to show-up. Bedrock consisted of very massive fine-grained sandstone with a trace of silt Iron cementation provided a low to moderated level of indurations/consolidation. Both the overlying mostly residual soils (silty sands) were considered well drained. The degree. of cementation wfll provide a very suitable base for foundation footings, Structurally the rock displayed marginal evidence for stratification. Only one bedrock attitude was taken on a discolored sandstone lenses ( 10 degree north dip in TP-2). This attltude agrees with the regional mapping by Webber, 1982, CDMG OFR-82-12). Joints, fractures and small faults essentially were absent. No evidence of near surface groundwater was noted on or near the site. The bedrock ls considered quite capable of storing and transporting water 2 .... ... ... -... ... ... ... ... ... .. ... ... ... .. ... .. ... ... ... .. ... ... ... ... ... ... ... ... ... Project No. G-1845-06 ' Henry Lots I Carlsbad but as mentioned above, it is well drained. The depth to water is judged to be near sea level or at about a depth of 60 to 100-feet on the property. Slope stability is not considered a geologic constraint The slope geometry (3 to 1 of less) and moderate bedrock in durations plus the lack of adverse geologic structure (clay seams) and shallow groundwater are considered quite favorable with respect to slope stability (see geologic cross sections Plate B-1 ). Slope stability analyses were not conducted for the reason just described . Faulting and Seism.icity No faults of any kind have been detected trending towards or through the site area. The site does not lie within an Alquist Priolo Earthquake Fault Zone as designated by the California Department of Mines and Geology. The potential for direct surface fault rupture is considered unlikely . The closes known active fault is the offshore portion of the Newport- Inglewood-Rose Canyon Fault Zone. This is a northwest trending right lateral slip type of fault. If the fault was to rupture opposite the site very strong ground motions can be expected. Earthquake design criteria are summarized in proceeding Section of this report for the proposed development. EQFAUL T (version 3.0) indicates the Rose Canyon Fault Zone (RCFZ) to be closest to the site 5.3 miles (8.5Km). The largest earthquake acceleration noted is 0 .. 344g associated with the RCFZ . FRISKSP provides a probabilistic seismic hazard assessment of the amount of ground shaking, which can be expected at the site. Considering a 1 O"/o probability of ex:ceedance in 50 · years, peak horizontal ground acceleration of 0.23g with an average return period of 475 years can be expected for the site vicinity (Campbell & Niazi, 1999) . Under criteria pubHshed in the Uniform Building Code (UBC), the Rose Canyon Fault is considered to be a "seismic source type "B". The site is located within "seismic zone" 4 with a "seismic zone factor" of 0.4 (Table 16-1}. Field observations indicate the bedrock to be "soil profile type" "Sc" (Table 16-J) . 3 -• -, Project No. G-1845-06 ., -,._, ... ... ... ... ... ... -... ... ... .. ... .. .. .. --... ... ... .. .. ... ... ... Henry Lots I Carlsbad The site is located within "seismic zone" 4 with a "seismic zone factor" of 0.4 (Table 16-1). Field observations indicate the bedrock to be "soil profile type" "Sc" (Table 16-J) . In addition to possible strong earthquake shaking from a large nearby event other secondary effects include: liquefaction induced flooding, landsliding and subsidence. These are addressed below: Liquefaction: Because bedrock lies at or near the surface and groundwater is judged to be over 60-feet deep, the potential for liquefaction is considered unlikely. Induced Flooding: The property lies high and/or far enough from the coast or large inland body of water (lagoon) to preclude hazards from a tsunami or seiche wave or from the inundation from the rupture of an up-gradient reservoir. Induced Landsliding: Induced landsliding is considered unlikely due the slope geometry, shallow bedrock and bedrock type. No steep or high cuts are proposed for the development. Induced Subsidence: Similarly, because sound bedrock underlies the entire property at or near the ground surface the potential for induced subsidence is considered unlikely . Field Investigation In addition to an examination of surface features, the field investigation, which was conducted, included: (1) Field reconnaissance and geologic mapping of the site . (2) Four test pits were excavated using a backhoe to variable depths of up to 5.5 feet. Trench logs are enclosed in Appendix I of this report . (3) One relatively deep boring with hollowstem drill rig drilled to a depth of 25 feet below ground surface . 4 -- -... , ... .... - -... .. ... .. ... .. ... .. .. .. ... .. .. .. ... - -... -.. .. ... .. ... - Project No. G-1845-06 Henry Lots I Carlsbad A continuous record of the soils encountered during exploration was made by the field geologist and is presented in test boring and test pit logs and Log of test pits/boring are presented on Plates C through C-6. Undisturbed samples were secured at selected depth intervals for laboratory examination and testing . Disturbed bulk samples representative of the basic subgrade soil types encountered were also obtained. Even though the actual transitions between materials are comparatively well defined, it should be noted that the lines designating the interfaces between soil types and rock strata on the test hole logs represent approximate boundaries only. No evidence of groundwater was observed within the depths penetrated by this exploration . Laboratory Testing Laboratory testing was programmed following a review of the field investigation data and consideration of the various structural and grading elements to be evaluated. Testing included physical testing to determine all foundation and active lateral pressure bearing characteristics, selective classification tests, relative compaction and expansion potential. A. Moisture and Density_ In-situ moisture content and density values were determined for all undisturbed samples obtained during exploratory drilling. Test results are tabulated on Plates C through C-4 . B. Mechanical Analysis Mechanical analysis was performed on typical natural soil samples to confirm field classification. Test results indicated the following grain size compositions: Test Pit No . 1 2 3 Depth (Feet) 3-4 2-3 3-4 Percent Sand 78 87 80 5 Percent Sand 12 3 13 Percent Sand 10 10 7 -.. -Project No. G-1845-06 Henry Lots I Carlsbad • - • -... - ... . . ... -... - -... ... ... -... -... - -... -... -.. -.. -.... 4 3-4 83 9 8 C. Direct Shear Direct shear tests were performed on undisturbed natural samples of the bedrock encountered within the full depth explored, and were considered . most pertinent slope stability calculations. All tests were performed in the saturated-drained and remold to 90°/o with optimum moisture condition. Individual test results are shown on Plate D . D. Consolidation Consolidation (load deformation) test were performed on undisturbed samples at selected depth. Plotted test results are presented on Plate E and J . E. Expansion Expansibn Index test was performed on selected sample of the underlying near surface soils. Test results are as follows: TP-No. 1 Depth (ft) 1-2 Moisture Cont. (%) 8.6 Dry Density (pcf) 116.0 Expansion Index 0 Expansion Index test shows very low expansion potential based on UBC, Table 29-C . F. Chemical Analysis Chemical sulfate analysis was performed on a representative sample by the CAL 417-A method. A soluble sulfate of 155 parts per million was indicated therefore, the use of type ll cement will be adequate for foundation, floor slab and other concrete elements, in contact with the soil. 6 -.. ... Project No. G-1845-06 Henry Lots I Carlsbad - •· ... - - • - -.... -.... , - -... - • - --.. .... ... .. .. "" .. .... ... ... Design Values These preliminary design parameters are representative values selected from the test data and other sources for design and are tabulated below: Field Density (pct) Expansion Index Angle of Internal Friction, Degrees Cohesion p.s.f. Subgrade Reaction "K" Seismic Factors a. Soil Profile Type b. Subject site is located in Seismic Zone 4, c. Seismic zone Factor c. Fault Distance d. Seismic Coefficient e. Near Source Factor f. Seismic Source Type g. Magnitude h. Maximum Slip Rate i. Probabilistic Acceleration j. Max. Site Earthquake Acceleration Conclusions and Recommendations = Type Sc = 0.4 120 0 28,34 200,300 100 pci = 5.3 miles (8.5 km) c.= 0.40 N.. Cv = 0.56 NV N.= 1.0 NV= 1.1 = Type B = 6.9 = 1.5 mm I year = 0.23g =0.344g Based on the subsurface condition and from a geotechnical standpoint, it is concluded that. the development of the project site is feasible relative to 7 ,.. .. , ... -... --' - -... ... ... ... ... ... .... ... .. ... ... ... ... .. ... .. ... ... ... .. ... ... ... Project No. G-1845-06 Henry Lots I Carlsbad soils, bedrock and other geotechnical factors, if recommendations outlined in this report are properly executed . The site lies within a seismically active region of southern California. The site is not located within or near Alquist-Priolo Earthquake Fault Zone. The potential for surface fault rupture, liquefaction or flooding is considered very low to nil. Strong earthquake shaking from adjacent and distant active faults is very likely at any time during the life of the structure. No ground water was encountered in the excavations nor was any evidence found to suggest that there is a near surface ground water in the site . The followings are general recommendations to be followed for the site development: a. Site grading plan shall be reviewed to evaluate proposed cut and fill pads and to provide specific recommendation for grading and site development, as necessary . b. Existing surficial surface soils, loose alluvium and topsoil's are not suitable for structure support and support of new fills. c. All new cut and fill slopes should not have an inclination steeper than 2:1 (H:V) . d. Structures shall not be placed in two different type of material. In case buildings are placed in cut-fill transition. it is recommended to either extend all footings into the bedrock or over excavate the cut areas to a depth of 3 feet below grade and re compact. In this case all footings will be embedded into certified compacted fill . Foundation Support For design purposes, an allowable bearing capacity of 2,500 pounds per square foot at minimum embedment of 12 inches into firm natural bedrock may be used. Footings on approved compacted fill may be designed for an allowable bearing value of 2,000 pounds per square foot. 8 ' ,.. ,.. ,.. ,.. .... ,.. ,.. .. .. ... .. .. .. ... ... .. loo .. ... .. ... ... ' Project No. G-1845-06 Henry Lots I Carlsbad An increase of 150 pound per square foot ·250 psf is allowed for each additional foot of increase in width and depth, respectively to a maximum value of 3,500 psf. Settlement calculations are based upon consolidation test results in accordance with the method set forth in Fundamentals of Soils Mechanics by D.W. Taylor. The amount of settlement is a function of the size of the loaded area as well as of the load. The magnitude of the imposed stress in the soil diminishes with depth in accordance with the influence factor, which is a dimensionless quantity that depends on the area and Poisson's ratio. Settlement calculations are based on the maximum stress. When the stress at depth becomes less than ten percent of the applied stress, it is assumed that consolidation would be negligible. Settlement calculations for typical footings are less than 1/2 inch, for loading of 3.5 kips per square foot. Differential settlement will be 1/3 inch maximum for a horizontal distance of 50-feet. In order to provide a uniform bearing conditions, all foundations for isolated individual structures should be embedded in the same bearing materials such as entirely in native bedrock or entirely in compacted fill or bedrock . This allowable bearing value is for dead plus live load and may be increased by one-third for transient loads such are wind or seismic forces . Lateral Resistance Horizontal forces may be resisted by passive pressure acting on the side, and sliding res.istance. The passive pressure may be 300 psf per foot of embedment from the lowest adjacent grade up to a maximum of 4,500 psf . Friction between base of footings and/or floor slabs, and the underlying soils or bedrock may be assumed to be 40 percent of the dead loads. The allowable bearing capacity and the allowable resistance of horizontal forces may be increased one-third for transient forces . Friction and lateral pressure may be combined, but not to exceed two- thirds of the allowable lateral pressure . 9 ... .. ' ... .. ... .. ... - ... "" ... .. .. ... .. ... - .. "" ... .. ... ... ... "" ... .. ... .. ""' Project No. G-1845-06 Henry Lots I Carlsbad Active pressure Recommended active lateral soil pressure values for design of drained retaining walls if any, are as follows: Surface Slope Of Retained Earth Level 3:1 Slope 2:1 Slope On-site Backfill 35 40 50 A pipe and gravel drain (4" perforated PVC Schedule 40 or equivalent, embedded in at least three cubic feet of gravel per lineal foot of pipe) should be provided at the retained earth side, near the base of all the retaining walls. Backfill should consist of sand and/or grave.I. All backfills should be compacted to the required degree; care should be taken when working close to the walls to prevent excessive pressure . Walls of underground structure shall be designed for a restrained condition . The restrained condition will be 55 pounds per cubic foot of equivalent fluid pressure. General Grading Criteria a. Grading at a minimum should conform to Chapter 33 of the Uniform Building Code. b. The existing ground surface should be prepared for grading by removing all vegetation, debris, non-complying fill, and any other organic material. Voids created by removal of such material should be properly backfilled and compacted. No compacted fill should be placed unless the underlying soil has been observed by the Geotechnical Engineer. c. Toe key and uphill benches should be excavated into firm and competent material under all fills placed over natural ground sloping 5:1 or steeper. At areas of steep natural slopes, benching should be provided on all back cuts . 10 -• -Project No. G-1845-06 Henry lots I Carlsbad .. ... .. ... ... .. - .. ... .. ... ... -... .. .. ... -.. ... .. ... d: Areas receive fill, the exposed bedrock surface should be scarified, minimum of six inches, moisture conditioned as required, thoroughly mixed to a uniform near optimum moisture condition, and recompacted to at least 90 percent of ASTM 0-1557-96 laboratory test standard . e. The bottom of all excavation should be observed by a representative of this firm prior to processing or placing fill. f. All fill and backfill should be brought to near optimum moisture, placed in layers with loose thickness not greater than six (6) inches and should be compacted to a minimum of ninety (90) percent of the maximum dry density obtainable by the ASTM 0-1557-96 test method. g. Strict management of irrigation above the slope should be provided and m;:iintained, because excessive water migrating to the slopes may cause a failure . h. Drainage systems should be designed so the water is not discharged into the slopes or near structures. Final site grade should be such that all water is diverted away from the structures, and is not allowed to pond, and should not flow over the slopes. i. Plans and specifications should be provided to Geotechnical Solutions, Inc., prior to grading. Plans should include the grading plan and proposed site development plans, if any. j. Temporary excavation slopes up to five (5) feet high can be cut vertical. Over excavation or any cut deeper than 5 feet should be excavated at an inclination of 1 H:1V or flatter. Stability of those slopes will depend to a great extent on keeping traffic and outside load away from the slope top, at a minimum distance equal to the excavation depth. No water should be allowed to pond above or freely run over the slope face . Excavatibilty Based on this cursory investigation, it is apparent that the soils and "" bedrock underlying the . site is considered economically rippable with ... conventional, and heavy duty grading equipment. .. ... .. 11 ... -• - • - ... ' - • -.. -.. - • - - ----.. ... .. -.. -.. ... ... .. .. ... .. Project No. G-1845-06 Henry Lots I Carlsbad Limitations This report is issued with the understanding that it is the responsibility of the owner or his representative to see that the information and recommendations contained herein are called to the attention of the other members of the design team for the project and that the applicable information is incorporated into the plans, and that the. necessary steps are taken to see that the contractors and the subcontractors carry out such recommendations. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether due to natural processes or to the works of man, on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated, wholly or in part, by changes outside of our control. The validity of the recommendations of this report assumes that Geotechnical Solutions, Inc. will be retained to provide these services. The scope of our services did not include any investigation for the presence or absence of hazardous or toxic materials in the soil, surface water, groundwater or air, on or below or around this site. Remarks The conclusion and recommendations contained herein are based on the findings and observation made at the boring locations. While no significant variations in soil conditions are anticipated, if conditions are encountered during the site grading which appear to differ from those disclosed by the test borings, this office should be notified so as to consider the need for modifications. Your attention is directed to the fact that while caving was not encountered in the small diameter borings; it is possible that a trench or larger diameter excavation could react in an altogether different manner. All shoring and bracing should be in accordance with current requirements of CAL-OSHA, the Industrial Accident commission of the State of California and all other public agencies having jurisdiction. This report is subject to review by the controlling public agencies having jurisdiction. Geotechnical Solutions, Inc . 12 - -Project No. G-1845-06 Henry Lots I Carlsbad - •· - -.. ... ... ... ... .. - ---.... ... ... ... ... ... ... ... .. .. ... ... APPENDIX I Vicinity Map Site Plan & Boring/Test Pit Locations Cross Sections Log of Boring Log of Test Pits Direct Shear Test Consolidation Tests 1 VICINITY MAP CARLSBAD LOTS Project No. G-1845-06 Northeast corner of Hoover and Adams street, Carlsbad, California Plate: A Geotechnical Solutions, Inc. -~ ' C -CROSS SECTIONS I " ., ., ., • I w -~ <>,· _ U,)61" L 9'...,._"-Ii l)u.,~,-.,,_,,,. -,k A' -· ]\ 12 j I I · I _ :-~qo , -_ «1.8>' I~-~--' / ;; ., \ t" r=---(l"A Lo~2_ \_ "" 3 / ic;;je'"~ ==f Ge ----c_ ------_I f _t." l1. 1-\ -,;ed'<"dz. .~ . =--•~ r : ' -,-,: I 't,,-si' ..,.._ eoi';'. ,; ( • ="" ,:::::::=" i I _e-'-'.3:._J ~ t :; 1" 'fo 1' ~Ni~ rs· .. . .9,-\3:>~'f"O l,;)E, Ui iii s1Rff1 . -~ -_-, . --\.111='~;' -"';=o~"""""°"' v• ~ ( <I. ·:·· ' < \'>,.)'t>~ v\S. . :,., J1l . :' -:u __::> SECTI0'0 A-M 1 , to V : .. -.• · ~ _ (l...ootcn~ \..-.~\~T"',J T ~ +w ---i A-'i ~---''K,su,,.,_ ~ 1· ' ' I I ~~' -. ·Effif .. ·:i< I r ~ I . :D\:l~...J.J\,,)f\ ! -~\DJ,.Q.I. ~IL.. ...... -- B I -~ I.,, I' ~ s·1-· n--r __ =-. -".!...?.L...:..i ~ 1ii:ns . I ---~ e, 1 S1R"'..£\ !i,.).\.b---1' ... c:.:e: i----t. '72. . I ' ·1-- l . o-n~ r ~u<>-~t> · l ~ ' · · ... : i'{\~...S\U'ii. ~&"'W\,.:rs __ -O! c:,,a-"~ ~ '"\"1:)..1.!.. r "' ts•-\ 1ie. /e,,c,,= ~-- -~,.._,~., l),s,,,. i='-'"-"'-"'-"o"' -u.. ~ -I t,,, ~ ~ r"''5 ~ " I ':'-.: --~ ___ __;;, S'i:GTlo..:, 'B--'B' . r ~ wr ~~~~ ~ l I ! I I \l ~ V. '!,e~~· 1-.e 20 1 .. .. •• I .. I CARLSBAD LOTS Project No. -G-1845-06 .. Northeast corner of Hoover and Adams street, Carlsbad, California Plate: B-1 Geotechnical Solutions, Inc . .. ... ... .. .... ... ... .. ... .. ... .. ... .. .. ... .. ... "" ... .. ... .. .. ... .. ... .. .. ... .. ... ... .. ... Log of Test Hole No. 1 Drilling Equipment: 8" Hollowstem Auger Drilling Date: Drivin( Weiaht: 140 lbs. (ci) 30" Drop Depth (ft' ~18 uescriD!ion N D w 'ff4 #2UO Sand silty -------------------------· -Sandstone bedrock 66 109 5 - - 5 fine grained 71 107 4 --massive -- 10 88 111 6 ---- 15 -75 104 4 -- -- 20 -102 113 5 - --- 25 -111 109 4 --End of boring @ 25-feet. -No caving. -No groundwater 30 - -- -- 35 - --- - 40 - Legeod· s Core Sample B Bulk Sample N Number of Blows #4 % Passing Sieve No. 4 D Dry Density #200 % Passing Sieve No. 200 w Field Moisture Content CARLSBAD LOTS Northeast·. corner of Hoover and Adams street, Carlsbad, California Geotechnical Solutions, Inc . 5/30/01 C F reddish mod browm dense dense to very dense C Color F Firmness Project No. G-1845-06 Plate: C - ... Log of Test Pit No.1 ... Equipment: Manual sampling/Jack hammer Drilling Date: 5/30/01 Drivin Weight: 64 lbs. cal 30" Drop ... Depth (ftJ :-:.18 Descriotion N D vv = #200 C t---Sand, silty Reddish dense ... -brown -Sandstone Bedrock to 1 --very -.. -fine grained dense -.. 2-... - -massive 119 112 6 .. -... - 3-.. ----.. 4- -.. -End of excavation @ 4.0-ft. -No caving & no' groundwater. .. - -.. --.. - ---... --.. -.. --.. -.. --.. - -.. -.. Legeod: .. s Core Sample B Bulk Sample C Color N Number of Blows #4 % Passing Sieve No. 4 F Firmness .. D Dry Density #200 % Passing Sieve No. 200 .. w Field Moisture Content ... CARLSBAD LOTS Project No. G-1845-06 ... Northeast; corner of Hoover and Adams street, Carlsbad, California Plate: C1 .. Geotechnical Solutions, Inc . .. .. .. Log of Test Pit No. 2 .. Equipment: Manual sampling/Jack hammer Drilling Date: 5/30/01 Drivina Weiaht: 64 lbs. @ 30" Droo .. Deoth lftl SIBI Descrint1on N D w = #200 ( . I-.. .. - 1111 Sand, silty -Reddish dense -brown --Sandstone Bedrock to 1-.. -very ---cobble to 8 inch dense -- 2-----lenses 124 106 3 . -fine grained -- 3-----End of excavation @ 3.0-ft. -No caving & no groundwater. -- 4-.. ------ -.. ----- -... --- -... --.. -... --.. -----Legend: .. s Core Sample B Bulk Sample C Color .. N Number of Blows #4 % Passing Sieve No. 4 F Firmness D Dry Density #200 % Passing Sieve No. 200 .. w Field Moisture Content .. CARLSBAD LOTS Project No. G-1845-06 ... Northeast; corner of Hoover and Adams street, Carlsbad, California Plate: C2 ... Geotechnical Solutions, Inc . ... - -Log of Test Pit No. 3 -Equipment: Manual sampling/Jack hammer Drilling Date: 5/30/01 Drivina Weiaht: 64 lbs. 1m 30" Droo -Deoth (ftl :S,I ti I uescriot1on N D w -#200 L. F .. -- --1111 Sand, silty Reddish dense -brown -Sandstone Bedrock to 1-to --lightly cemented very --light -Reddish dense --lenses brown 2-fine grained ---121 111 4 --- 3------ --4-.. --moderately well cemented --.. - 5----... -... -End of excavation @ 5.5-ft. .. 6-No caving & no groundwater. --... -... --... -... --.. - ----Legend: .. s Core Sample B Bulk Sample C Color N Number of Blows #4 % Passing Sieve No. 4 F Firmness -D Dry Density #200 % Passing Sieve No. 200 w Field Moisture Content -CARLSBAD LOTS Project No. G-1845-06 Northeast', corner of Hoover and Adams street, Carlsbad, California Plate: C3 .. Geotechnical Solutions, Inc . .. ... .. Log of Test Pit No. 4 Equipment: Manual sampling/Jack hammer Drilling Date: 5/30/01 Drivin Weiaht: 64 lbs. 1m 30" Droo -Deoth (ft ::-: B 1 iescriotion N D w = :tt200 (. F ... --Sand, silty Reddish dense --brown -Sandstone Bedrock to 1 -to --slightly cemented very --Friable light -Reddish dense --brown 2---to -lenses 110 107 3 --fine grained multi color -massive 3 yellow --brown .. -to -light brown -- 4-----moderately well cemented -.. - 5---- ---End of excavation @ 5.5-ft. ... 6-No caving & no groundwater . ----.. - ---.. ----.. ---Legend· s Core Sample B Bulk Sample C Color N Number of Blows #4 % Passing Sieve No. 4 F Firmness -D Dry Density #200 % Passing Sieve No. 200 ... w Field Moisture Content .. CARLSBAD LOTS Project No. G-1845-06 ... Northeast, corner of Hoover and Adams street, Carlsbad, California Plate: C4 ... Geotechnical Solutions, Inc . ... .. .. ""' - ""' -""' - ""' -... -... .. ... -... -... -... -... .. .. ... -... .. .. ... Geologic Test Pit Log GR(JU,~D Sl.t.~~ . di (I( (LLJUUUmrllJJ(l!((f f~ ~(l!.i~UJ:f '.1 .' . ·~ .... ; . -' , ·... . .' . : S'1Vv\11....~ To 't:i6b\,>..tCIJ;:: :))?Ft µi:::, Fo1,; T'?-l . ' CARLSBAD LOTS Northeasl'corner of Hoover and Adams street, Carlsbad, California Geotechnical Solutions, Inc . Project No. G-1845-06 Fi ure CS .. ... .. ... .. .. ... .. .. .. .. .. .. ... .. .. ... .. ... .. -ii,. .. ... -.. .. .. ... Geologic Test Piflog -----=:::.~ ~crn·-1. IJ \..>tTS.: <;;:W,MW,.S:~ TD ~,~IUIE ,., ' ~"'£ffi\..:.~ W'd'.:1':1 'SE.D t=D~ \\>-\ !06' ~ i\c.V_Cll.J...(Al"E \ I I i C\~T~fttl~H ~o/ f;.o\JV\.IE W\/.i~U \,..:iG-o F ; f'iVJJW ~ill I-' P.;1,.jJ) / i. \C~"T ~'ellLlYP I OJ.&¥£.1,G'tE.. r l ~12: c;~l 't--JEb ~SW\..JE. · }jo ST!cW.::~~ l-..\'I c:,-c(E.(). CARLSBAD LOTS Project No. G-1845•06 Northeast: corner of Hoover and Adams street, Carlsbad, California Fi ure C6 Geotechnical Solutions, Inc . ... ... ... ... .. ... ... .. ... ... ... ... ... .. ... ... .. .. ... ... ... .. ... .. ... ... ... ... ... .. .. ... ... .. 5.0 4.0 ~ ~ ~ 3.0 0 ~ ~ er., 2.0 1.0 0.0 0.0 SYMBOL LOCATION A* B** Test Pit No. 1 Test Pit No. 1 • Bedrock ** Fill DIRECT SHEAR 1.0 2.0 3.0 4.0 NORMAL LOAD (KSF) DEPTH (FT) TEST CONDITION 2'-31 Saturated -Drained 2'-3' Remold to 90% CARLSBAD LOTS Northeast corner of Hoover and Adams street, Carlsbad, California Geotechnical Solutions, Inc . 5.0 COHESION FRICTION (PSF) (DEG) 200 34 300 28 Project No. G-1845-06 Plate: D - -CONSOLIDATION Load In Kips per Square Foot --.5 .6 .8 1 2 3 4 5 6 8 10 15 20 30 --.. 1 • ' ' -' -' -2 " -' ' ' 3 ' ' ' ' .§ ' . ' -. ' 4 ' ...• '( --·= -( 5 - I 6 7 - -0 After Waler Added to Sample Test Pit# 1 @ 2-3 ft ,_ CARLSBAD LOTS Project No. G-1845-06 .Northeast:corner of Hoover and Adams street, Carlsbad, California Plate: E -Geotechnical Solutions, Inc. .. -... CONSOLIDATION .. Load In Kips per Square Foot -.5 .6 .8 1 2 3 4 -5 6 8 10 15 20 30 -... -1 • .. - ' 2 - ' -" ' -3 . ' -' -' ' -4 "-- II 5 - - 6 - -7 - 0 ·· · After Water Added to Sample Test Pit# 2@ 2-3 ft CARLSBAD LOTS Project No. G-1845-06 Northeast I corner of Hoover and Adams street, Carlsbad, California. Plate: F Geotechnical Solutions, Inc. - -CONSOLIDATION Load In Kips per Square Foot -.5 .6 .8 1 2 3 4 5 6 8 10 15 20 30 ... ---1 •• 'l""l ~ --' 2 ' ' -' ' ' .. ... 3 ' ' .. ' ... -- ~ ' :t ' J 4 -.. ( 5 -... .. ... 6 .. ... -7 ... ... .... 0 After Water Added to Sample -.... Test Pit# 3@ 2'-3' -CARLSBAD LOTS Project No. G-1845-06 ... Northeast1 corner of Hoover and Adams street, Carlsbad, California Plate: G -Geotechnical Solutions, Inc. -.. , -CONSOLIDATION ... Load In Kips per Square Foot -.. .5 .6 .8 1 2 3 4 5 6 8 10 15 20 30 .. .. .. 1 l J -.. ~ .. ' ' .. 2 ' ' ... ' -' ' .. 3 ' -' ' -: ' . -: 4 - C -. ' •• I 5 -... .. • 6 - -7 ,. - -0 After Water Added to Sample Test Pit# 4 @ 2'-3' CARLSBAD LOTS Project No. G-1845-06 :Northeast corner of Hoover and Adams street, Carlsbad, California Plate: H Geotechnical Solutions, Inc. .. "" ... .. "" .. - "" .. "" ... - ""' .. .. "" .. .. -.. -... --... .... ... ... .5 .6 .8 1 1 r ' 2 3 - 4 11 5 6 7 Boring 1 @ 2'-3' CONSOLIDATION Load In Kips per Square Foot 2 3 ' 4 5 6 ' ' '' ' 8 10 ' 0 After Water Added to Sample CARLSBAD LOTS Northeast'corner of Hoover and Adams street, Carlsbad, California Geotechnical Solutions, Inc . 15 20 30 Project No. G-1845-06 Plate: I - CONSOLIDATION Load In Kips per Square Foot - .5 .6 .8 1 2 3 4 5 6 8 10 15 20 30 ' ' - "' ,~ r ' 1 ··• -... ' -2 ' ' -' ' ·~ 3 ' ' .... --4 .. \.. ~ -I 5 .. 6 - 7 • 0 After Water Added to Sample Boring 1 @ 5-6 ft. CARLSBAD LOTS Project No. G-1845-06 Northeastcorner of Hoover and Adams street, Carlsbad, California Plate: J Geotechnical Solutions, Inc. ... .. ... ... ... ... .. ... .. .. .. .. .. .. .. .. .. - ... ... ... ... - -.. -.... Project No. G-1845-06 Henry Lots I Carlsbad APPENDIX II Seismic Data EQ-Fault FRISKSP 2 -• - • - • CALIFORNIA FAULT MAP Henry Lots .. -1000 .. -900 ... ... 800 ... 700 .. -600 .. ... 500 .. .. 400 --300 .. 200 .. -100 -.. 0 ... ... -100-+-~~ ....... ~~~+-'~+-' ....... ~~~ ....... --+-~--+-~~ ....... ~ ....... ~-f-''-+~~--+-~~+--'-~~-, ..,..,, -400 -300 -200 -100 0 100 200 300 400 500 600 - - - -... , --... ... ... ... TEST.OUT *********************** * * * * * E Q F A U L T version 3.00 * * * * * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS ... JOB NUMBER: G-1845-06 .. .. .. ... .. .. JOB NAME: Henry Lots CALCULATION NAME: EQ Fault Analysis FAULT-DATA-FILE NAME: CDMGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1487 SITE LONGITUDE: 117.3299 SEARCH RADIUS: 100 miles DATE: 06-20-2001 ATTENUATION RELATION: 12) Bozorgnia Campbell Niazi (1999) Hor.-Soft Rock-car. UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: o.o DISTANCE MEASURE: cdist SCOND: 0 Basement Depth: .5.00 km Campbell SSR: 1 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION .. FAULT-DATA FILE USED: CDMGFLTE.DAT ... .. .. .. ... .. --... -... - - MINIMUM DEPTH VALUE (km): 3.0 Page 1 ... ... ... ... ... ... "" ' ... ... ... ... .. ... "" ... "" ... .. .. .. .. .. -.. ... - -... .. TEST.OUT EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 -------------------------------------------------------------------------------I . I ESTIMATED MAX. EARTHQUAKE EVENT ABBREVIATED I AP6~~~I~~~E 1-M~IMUM--,---;;;_K---,~~T~-~IT~ FAULT NAME I mi (km) IEARTHQUAKEI SITE !INTENSITY I I MAG. (Mw) I ACCEL. g IMOD.MERC. ================================l=====~=======l==========l===~=====I========= ROSE CANYON I 5.3( 8.5)1 6.9 I 0.344 I IX NEWPORT-INGLEWOOD (Offshore) 6.0( 9.7) I 6.9 I 0.317 I IX CORONADO BANK 21.2( 34.l)I 7.4 0.147 I VIII ELSINORE-TEMECULA 24.1( 38.8)1 6.8 I 0.087 I VII ELSINORE-JULIAN 24.2( 39.0)I 7.1 I 0.106 I VII ELSINORE-GLEN IVY 34.2( 55.1) I 6.8 I 0.060 I VI PALOS VERDES 36.5( 58.7)1 7.1 I 0.069 I VI EARTHQUAKE VALLEY 43.4( 69.8)1 6.5 I 0.038 I V NEWPORT-INGLEWOOD CL.A.Basin) 46.7( 75.2)1 6.9 I 0.047 I VI SAN JACINTO-ANZA 46.7( 75.2)1 7.2 I 0.058 I VI SAN JACINTO-SAN JACINTO VALLEY 47.3( 76.2)1 6.9 I 0.046 I VI CHINO-CENTRAL AVE. (Elsinore) 48.4( 77.9)1 6.7 I 0.055 I VI WHITTIER 51.9( 83.5)1 6.8 I 0.039 I v SAN JACINTO-COYOTE CREEK I 52.1( 83.9)1 6.8 I 0.039 I V COMPTON THRUST 1· 56.5( 90.9) I 6.8 I 0.051 I VI ELSINORE-COYOTE MOUNTAIN 57.4( 92.4) I 6.8 I 0.035 I V ELYSIAN PARK THRUST I 59.3( 95.5) 6. 7 I 0.045 I VI SAN JACINTO-SAN BERNARDINO I 60.l( 96.8) 6.7 I 0.031 I V SAN ANDREAS -San Bernardino 11 65.1( 104.7) 7.3 I 0.044 I VI SAN ANDREAS -Southern 65.1( 104.7) 7.4 I 0.047 I VI SAN JACINTO -BORREGO 65. 8 ( 105. 9) 6. 6 0. 027 I V SAN JOSE I 69.2( 111.4) 6. 5 0.033 I V PINTO MOUNTAIN I 72.0( 115.9) 7.0 0.032 f V SIERRA MADRE I 72.9( 117.3) 7.0 0.044 I VI SAN ANDREAS -Coachella 1 1 73.1( 117.6) 7.1 0.033 I v CUCAMONGA 73. 2 ( 117. 8) 7. 0 0. 044 / VI NORTH FRONTAL FAULT ZONE (West) II 76.1( 122.5) 7.0 0.042 VI BURNT MTN. 77.9( 125.4) 6.4 0.019 I IV CLEGHORN I 77.9( 125.4) 6.5 0.021 I IV NORTH FRONTAL FAULT ZONE (East) I 80. 5 ( 129. 5) 6. 7 0. 032 \ V EUREKA PEAK 11 1 80. 7 ( 129. 9) 6. 4 0. 019 I IV RAYMOND 81.0( 130.3) 6.5 0.028 I V SAN ANDREAS -1857 Rupture 81.2( 130.6) 7.8 0.050 I VI SANANDREAS-Mojave 81.2(130.6)1 7.1 0.030 I V SUPERSTITION MTN. (San Jacinto) II 82.1( 132.2)1 6.6 0.021 I IV CLAMSHELL-SAWPIT 82.7( 133.l)I 6.5 0.027 I V VERDUGO I 83.6(134.6)1 6.7 0.031 I V HOLLYWOOD I 8 5 . 5 ( 13 7. 6) I 6 .4 0. 02 5 I V ELMORE RANCH I 85.7( 138.0)I 6.6 0.020 I IV SUPERSTITION HILLS (San Jacinto)! 86.8( 139.7)1 6.6 0.020 I IV Page 2 .. .. .. .. .. ... .. ... ... ... .. .. ... ... .. .. TEST.OUT DETERMINISTIC SITE PARAMETERS Page 2 ------------------------------------------------------------------------------- I I APPROXIMATE I==~=~~=~-~:-=~~~~~~~~=-=~=~~ ABBREVIATED DISTANCE I MAXIMUM I PEAK I EST. SITE FAULT NAME I mi (km) IEARTHQUAKEI SITE !INTENSITY I I MAG. (Mw) I ACCEL. g IMOD.MERC . ================================l==============l==========l==========I========= LANDERS I 87.8( 141.3)1 7.3 I 0.032 I V HELENDALE -S. LOCKHARDT 88.5( 142.5)1 7.1 I 0.027 I V LAGUNA SALADA 88.7( 142.8)1 7.0 I 0.025 I V SANTA MONICA 90.2( 145.2)1 6.6 I 0.027 I V LENWOOD-LOCKHART-OLD WOMAN SPRGS 92.5( 148.8)1 7.3 I 0.030 I V MALIBU COAST 92.8( 149.3)1 6.7 I 0.028 I V BRAWLEY SEISMIC ZONE 94.9( 152.7)1 6.4 I 0.016 I IV JOHNSON VALLEY (Northern) 95.6( 153.9)1 6.7 I 0.019 I IV EMERSON 5o. -COPPER MTN. 96. 0( 154. 5) I 6. 9 I O. 022 I IV NORTHRIDGE (E. oak Ridge) 97.0( 156.1) I 6.9 I 0.031 I v SIERRA MADRE (San Fernando) 97.5( 156.9)1 6.7 I 0.026 I V SAN GABRIEL 97.7( 157.3)1 7.0 I 0.023 I IV ANACAPA-DUME 99.4( 160.0)I 7.3 I 0.039 I V ******************************************************************************* -END OF SEARCH-53 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 5. 3 MILES (8. 5 !<m) AWAY . Ill, LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0. 3438 g ... .. ... -.. - ... .. .. .. ... ... Page 3 ... - ... ... CALIFORNIA FAULT MAP Henry Lots .. ... 1000 ... 900 .. -800 .... .. 700 ... -600 .. .. 500 ... .. 400 --300 ... .. 200 ... -100 ... .. 0 -.. -100+:JLL.LL+:JLL.LL-J--LL.L.1-+-LL.L.1-+-LL-'--'---!-.L..l...J...JLj....L.l-L"-t-.L.l-'-L-}-'--'LL.Lf-LLL-'-1 ... -400 -300 -200 -100 0 100 200 300 400 500 . 600 ... ... , ... .. , ... ... , .. -.. .. -... .. ... .. ... - .. ---~ 0 '--' ... >, ..... ... .0 -ro .0 ... 0 I- 0... -Q) () C ro ... "O Q) .. Q) () ->< .. w .. -.... - ..... ..... , ... .. ' PROBABILITY OF EXCEEDANCE BOZ. ET AL.(1999)HOR SR COR 1 100 90 80 70 60 50 40 30 20 10 0 ! 0 : ,, ------------I-- -I---\ -\ ~ ----\\ --I- -'"' --1-) I I I I • I 25 yrs I• I 75 yrs ~ '~ ~ 11~"11 1 I l I I A I 50 yrs I.,.. I 100 'TS I I I I I I I I I 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (Q) ·1 •1 •11111,111 fl fl fl ti fl fl Tl ·1 'I '1 'I Tl .-. Cl) I,.. >, --a 0 ·-I,.. Q) 0.. C "-:J +-' Q) a:: RETURN PERIOD vs. ACCELERATION· BOZ. ET AL.(1999)HOR SR COR 1 1000000 / ,, .,, / 100000 / / / / 10000 / - / / / 1000 / , M , / JI 100 I - I I I I I I I I I I I I I I I I I I I I I I I I I 0.00 0.25 0.50 0. 75 1.00 1.25 1.50 Acceleration (Q) ~ L L s. t, ' • • ~ .. .... ..... ~ .... • J .;, 4 ., --4 --4 .............................. ,. ..... .., .......... , ..... ..,.,...,.,.,...., .... .,...,..,.,.,..,.."'"'llil,jjj&m,·ifw.l\u!nillltilill!'1n1ttltJlinnil1~aiillilliiir.c..O..,_ .. ..,_,.. ........ .., __ ..,_ .. __ ..,..,_,. __________ _,,.."ll is· ~g_· (J) o<l r<1 ~ ~ o, g ,c,.<vQ;-'<:'r::ir:::, ./ "''"-' ,-/ -en 0 )> r-m ~ 11= <,> .q ,i:,, ·. v' ·.,, b<J', .... .,, 1l'. ·o i.5'"' \t• f' i:~+'.\ %-~·:\fl ~..:.::·. : .. ·.=.\ --1 ,,;.-··· 1-,i-, 7 t ,~ > i~· ,: JIO~ 1 ?°J:.' ·.::.:, " I << , < I 8 ~..:..:· ::'•\ 1J :-.:.:-.:--: . ,".\ ::0 ~~--.•:ti, 0 ~i!J ; '8 :::r-< ... t{'l1 ~ Ul ~-:_:-.;µ'-__ . II /I I II I I I I ij ro~ -~ 4 I °' ~ :'.}~ * t't:I i1ft •i ~ ,t e - '"'I,•;...-.....-·-~ -· >-'· ~-; : :!v (l} ->Ii S63'51'46"W ""' :::-~-: .·;.1 87 75' ~ ~ ;: ~ t; m • .,t ~J m g ~..--::· ;_.;,i, • OJ ~-\:j--1-------------r------ g ~~ ~-~ rt?~· -?~ I )> "". 25' :-k.; ~...r=..' ~ ,:t,J..- ~ "."~:: ~\ it m / -~-~ " N '/ I I ,,. ~ i-~.:J (ii ............ ! ' • ~ 4 -ft) ~ 0 ->II !///~--cy ~ ti, tl) S63'51'46"W 4 .-,;. i.'. :1 il\c:, I;;~~:~ 210.59' (::;; ,m1~,1d ft! " c;.-·. .r.., i "'· r; w '-, -c-, ·-·· ~ I I, , ~? ··9i·, , .... ,.. I Y.-,;;: ~ ',1..::: ~ '°..D" \ :'-'--c ·.·,··~ I 0 I 5';"1 ~ ~ ~ ~o tJJ, ll I~ 'O: "" ,,, I~ ."',~ ~ ·~ 'LLLLfL I Q} *•@ m L____ I S74'04'2l"W 195.34• "' ,· ~ ::.:1 I SITE PLAN AND TEST PIT/ BORING LOCATION I CARLSBAD LOTS Project No. G-1845-06 Northeast corner of Hoover and Adams street, Carlsbad, California Plate: B Geotechnical Solutions, Inc. '1:;f & : ... U1 ,°! :~· • "' "f"-,-·: 011£ ~-, (Ji CJ, (h "1 .,..· . .;. ,.,/ :1 ~BIIIIMJD,IIDJrmilD"i!l\!~.lll!IU~l!:ill!Wl'i-t:n'<.'.IIIWff,i~ -