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HomeMy WebLinkAboutCT 03-01-01; LA COSTA RESORT & MSTR PLAN; GEOTECHNICAL INVESTIGATION; 2007-11-13GEOTECHNICAL INVESTIGATION PROPOSED RESORT VILLAS LA COSTA RESORT & SPA COSTA DEL MAR ROAD CARLSBAD, CALIFORNIA -Prepared By- Sladden Engineering 39-725 Garand Lane, Suite G Palm Desert, Califomia 92211 (760) 772-3893 o O UJ X o z < -J Q. Sladden Engineering 77-725 Enfield Lane, Suite 100, Palm Desert, CA 92211 (7<iO) 772-3*9.1 Fax (760) 772-3895 6782 Stanton Ave., Suite A, Buenu Park, CA 90621 (714) S23.0<)52 Fax (714) 523-1369 450 Egan Avaiuc, Buaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 15438 Cholame Road, Suite A, Victorville. CA 92392 (760)962-1868 Fax (760) 962-1878 September 6,2007 Project No. 444-3161 07-09-634 La Costa Resort and Spa KSL Development Corporation 2100 Costa Del Mar Road Carlsbad, Califomia 92009 Subject: Geotechnical Addendum/Update Project; Proposed Roadway Realignment Project La Costa Resort & Spa Costa Del Mar Road Carlsbad, Califomia Ref: Geotechnical Investigation report prepared by Sladden Engineering dated November IL 2003; Project No. 444-3161; Report No. 03-10-183. As requested, we have reviewed the referenced Geotechnical Investigation report as it relates to the design and constmction of the realigned roadway proposed for the La Costa Resort and Spa complex in the City of Carlsbad, Califomia. ITic proposed project will include the construction of a new roadway off of Arenal Road and the abandonment of the previous roadway. The referenced Geotechnical Investigation report includes recommendaiions for the design and construrtion of paved roadways. Based upon our review of the referenced report, our involvement throughout the grading and construction of the adjacent La Costa facilities, our recent site observations and our understanding of the proposed project, it is our opinion that the recommendations included in the above referenced report remain applicable for the proposed roadway realignment project. The previously recommended asphalt pavement section remains appropriate for preliminary design. The soil exposed at the subgrade level should be sampled after grading for R-Value testing to verify the adequacy of the proposed pavement section. It i$ our opinion that the remedial grading and compaction recommended for paved roadways in the referenced report remain appropriate. The remedial grading should indude recompachon of the surface soil throughout the roadway areas. The roadway areas should be cleared of any surface vegetation prior to grading. In order to provide for firm and uniform pavement support remedial compaction is recommended. The exposed surface should be scarified, moisture conditioned and compacted to a minimum of 90 percent relative compaction. Fill material may then be placed in thin lifts and compacted to at least 90 percent relative compaction. September 6,2007 -2-Project No. 544-2063 07-09-634 We appreciate the opportunity to provide service to you on this project, if you have any questions regarding this letter or the referenced report please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett L. Principal Engineer SER/gl Copies: Sladden Engineering Sladden Engineering ^uite A. Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 39-725 Garand Kn.. Suite G, Palm Desert. CA 92211 (760) 772-3893 Fax (760) 772.3895 November 11, 2003 Project No. 444-3161 03-10-183 La Costa Resort and Spa KSL Development Corporation 2100 Costa Del Mar Road Carlsbad, California 92009 Attention: Mr. Chevis Hosea Project: Proposed Resort Villas La Costa Resort & Spa 2100 Costa Del Mar Road Carlsbad, California Subject: Geotechnical Investigation lZTd^o:l^et cdt ResTtlT investigation prepared for the new resort viUas proposea ior the La Costa Resort & Spa complex located at 2100 Costa Del Mar Road in the Citv of Carlsbad, California. The prehminary plans indicate that the proposed resort viUas wiU consis of 2 or 3 story structures with subterranean paridng levels. This report was prepared in oTder to n^o^n! recommendations for design and construction ofthe proposed biSldmg fordat'ns ' This report presents the results of our field investigation and laboratory testing alone with conclusions and recommendations for design and construction. This report comp Ses our agTeeS upon scope of services as described in our proposal dated July 30, 2003. ^ We appredate the opportunity to provide service to you on this project. Ifyou have any questions regarding this report, please contact the undersigned ^ questions Respectfully submitted, SLADDEN ENGINEER] Brett L. Anderson Principal Engineer SER/pc Copies: 6/La Costa Resort and Spa GEOTECHNICAL INVESTIGATION PROPOSED RESORT VILLAS LA COSTA RESORT & SPA COSTA DEL MAR ROAD CARLSBAD. CALIFORNIA November 11, 2003 TABLE OF CONTENTS INTRODUCTION SCOPE OF WORK "...''^ PROJECT DESCRIPTION ^ REGIONAL SEISMICITY. LIQUEFACTION ^ SUBSURFACE CONDITIONS ^ CONCLUSIONS AND RECOMMENDATIONS .o Foundation Design Settlements ^ Lateral Design , ^ Retaining WaUs ^ Expansive Soils "^ Concrete Slabs-on-Grade ^ Soluble Sulfates .ZZZZ'Z'Z. Tentative Pavement Design ^ Shrinkage and Subsidence General Site Grading '^ 1. Clearing and Demohtion g 2. Preparation of Buildmg and Foundation Areas 6 3. Placement of Compacted Fill g 4. Preparation of Slab and Pavement Areas 7 5. Testing and Inspection „ GENERAL '^ • 7 APPENDIX A- APPENDIX B Site Plan & Boring Logs Field Exploration Laboratory Testing Laboratory Test Results APPENDIX C - 1997 UBC Seismic Design Criteria .^la/Idp.n Fncinfi/^rinQ November 11, 2003 .1. Project No. 444-3161 03-10-183 INTRODUCTION r^L7enlZZT th! T"^'' °V Geotechnical Investigation performed m order to provide recommenaations tor the design and construction of the proposed resort villaQ Spa complex It is our understanding that the proposed resort villas wHl consist of 2 or^ SCOPE OF WORK s^itfacHoTs on°7h '^''^^"^"^ engineering characteristics of the near surtace soils on the site in order to develop recommendations for foundation desien and .^S PROJECT DESCRIPTION S.^n?f/ ^T''^. ^""^ ^""^^'^^ °" northeast corner of El Camino Real and Costa Del Mar Road m the City of Carlsbad, Cahfornia. The proposed project wm LlSe t^e cons ruction of 11 resort/residential buildings along with various associated site Improvements The associated improvements will include reconfigured walkways, driveways and pIrSng areas landscaped areas and underground UtiHties. pariang areas. It is our understanding that the proposed resort/residential buHdings wHl be of relatively hehtweieht wood-frame and/or steel frame construction and wiU include subterranean parkmg k^^^^^^^^ proposed resort/residential buildings will be supported by conventional shaUow spread ZlLs and concrete slabs on grade. Based upon prehminary foundation loading informationTrovi?e?by KS^^^ we assumed isolated column loads of up to 100 kips and waU loads of up to 5.0 kips per^ea, LffJ^ the resort ^aIlas buUdmgs. We also assumed isolated column loads of up to 50 kips andTaU loads^^^^ up to 3.0 kips per hnear foot for the proposed spa building. Grading is assumed to ndude ex avation for the proposed subterranean parking levels along, with cutting and fHhng of the s^foce soils to construct level building pads and to provide for proper site drainage The proposed resort villas wiU be constructed within the central portion of the La Costa Resort and Spa complex m the vicinity of the new spa and baUroom buildings. The majority ofthfproposed resort viUas locations are concentrated within existing landscape areas but some eLting structured and improvements wiU be removed to accommodate the new buildings. The proposed bSldLg si e and adjacent areas slope gently downward towards the south hut some areas incluS^ irregX ZT^'r^V T '° ""Tr ^^'^"^ ^"'^ landscaping. There are several existing b^d ngs nte area mcludmg the new baUroom and spa buildings as weU as several older structures S^e are numerous underground utihties servicmg the existing buUdmgs and transectmg t"e new bu dfn November 11, 2003 Project No. 444-3161 03-10-183 REGIONAL SEISMICITY sSr^cTvi;^^ 1tVXv'^"^^n - compilation of data related to earth uale ^^Its fn Y^^The pro^^^^^^ ' databases and provides both distances to causitive fa^ts andT>;. ^ ™ available may be experienced on the site due to eZthnZl.^ > ^^f^spondrng accelerations that relationship utihzed for this proiect was h.^H n ^^""l^ '^^'^ ^he attenuation data from this program is inclX irApS^^^^^^ attenuation curves. The output hquefaction evaluation Appendix C. The information generated was utihzed in our t: '£t:v^::;^z;'r^^^^^ xi r" 'tf r "T.'^-°^ ^^^^ - approximately 16.8 kilometers west S tt it. TV, ^^^P^^'-Inglewood (offshore) fault is located 0.332g. This acceleration L^seTtolltir^^^^^^ ^ estimated to be LIQUEFACTION must be present for hqueSon to ocf^ '^^f ^^^^^^^ ^^-^itions generally loose soils Ld'^n^ he sus ep^^^^^ characteristics and the generat on Z lt^T f . liquefaction based upon grain-size accelerations. Liquefac lofSs prilrJv wf '"f ''"""'"^ ^"'^"^^'^ ^^^^^ relative densities. Pnmarily loose, uniform grained cohesionless sands with low several of our bortgs The v^^IbTe toun'r"^^^ encountered at varymg depths within SUBSURFACE CONDITIONS the upper 5 to 10 feefwlt^,^ the tSf^^ I encountered within underlain pr^arii, h.Te'^S X^^rU'd;"Li^IXiltf ^^^^^^^^ pci. Sampler penetration resistance indicates that den^^tv wifV f-^^f ^ *° 123 generaUy increases with depth The .nil-Twl.T A u ^ , underlymg native soils but some nearly saturlrsoUs i ' ^n ''''^^'''f I' throughout the depth of our borings varying from 1.0 to 37 0 percent ^^^"""^^-d. Laboratory testing indicates moisture content November 11, 2003 .3. Project No. 444-3161 03-10-183 Laboratory testing indicatea that the surface soils consist primarily of silty clavs tb«t w..« fr. ^ . tLTiaZt^^irr^^^^ '^''^^ a/expansL°'i:trofTlt\ri^^^^^^^ susceptible to only minor consolidation andyor compression relatersetdeSs ' e^Xf ^T^^ ''''''' - ' ^^1- the B grouna surtace. lhe lack of groundwater withm several of our bormcs suePP<,t<5 t>.«f t>,. ?r^l°hT ""^ ^"-'l™'*' concentrated within rrrperrable lay^^^^ CONCLUSIONS AND RECOMMENDATIONS prep:?arar":;Si„'.:dttS7aJr„?Z^^^^^^^^ .eco^^endatione^or s,te poten^Lrhti^^™ a^ecL*^ ttstTcZtrd J L^M^^t rur"o;tZ tit-*"^ Lrdtdrssirht^-::^ Jbm,lJl'' located in a seismicaUy active area as is aU of Southern Cahfornia. Design professionals Hfr ^f site setting and the potential for earthquake activity during the aTtSZed hfe of the structure should be acknowledged. The accelerations that may he experiLced on the '"te Iz ziTuSi - excavation criteria. On the basis of our observations of the materials encounterrTe antidpatt that the near surface clayey sUts and sUty sands wiU be dassified by CalOSHA as Spl B anSvne em;t;dTrStrac^^^^^^ ^''^ -"^^ ^ ^ "CoS^^terptr^^^^ The surface soils encountered during our investigation were found to be moderately expansive Laboratory testmg indicated an Expansion Index of 81 for the near surface sUty clays and davey 2 reda?-Tf ''^''^'^y - a--^-- with UBc'^^talrd 18 2. Special expansive soil design criteria as outhned in the Uniform Building Code should not be Z ""'^^ ''''' thifpfoieSt? zit November 11, 2003 .A. ^ . ^ Project No. 444-3161 03-10-183 t?.\11^°'^r^ recommendations present more detailed design criteria that have been developed on the basis of our field and laboratory mvestigation. ueveiopea on Fouridation Design: The results of our investigation indicate that either conventional ShaUow continuous footings or isolated pad footings that are supported upon properly recompacted soils, may be expected to provide satisfactory support for the proposed residential structure foundations. proposed Footings should extend at least 18 inches beneath lowest adjacent grade. Isolated square or Trfr' f ^Inn"'' ? ' ^'^""^^ ^'''^^'^ allowable bearing pressure of 2500 pounds per square foot. Continuous footings at least 12 inches wide may be designed usmg an aUowable bearing value of 2000 pounds per square foot. The aUowable bearmg pressures may be increased by 200 psf for each additional one foot of width and 250 psf for each additional 6 inches of depth, if desired. The maximum aUowable bearing pressure should he 3000 psf uwduie oearmg The allowable bearing pressures are for dead and frequently apphed live loads and may be mcreased by 1/3 to resist wind, seismic or other transient loadmg. Drarnage fr^m the building area should be rapid and complete. ^ The recommendations provided in the preceding paragraph are based on the assmnption that au lootings will be supported upon properly compacted soil. All grading should be performed under the testing and inspection of the SoUs Engmeer or his representative Prior to the placement of concrete we recommend that the footing excavations be inspected m order to verily that they extend into compacted soU and are free of loose and disturbed materials. Settlements: Settlements resultmg from the anticipated foundation loads and fUl placement are expected to be minimal. We estimate that ultimate settlements should be less than one inch wheii using the recommended fomidation bearing values. As a practical matter deferential settlements between footings can be assumed as one-half of the total settlement. ' Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coeffident of friction of 0.40 between soU and concrete may be used with dead load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may be used for the sides of footings that are poured against properly compacted native soUs. Passive earth pressure should be ignored within the upper 1 foot except where confined (such as beneath a floor slab). Retaming WaUs: Retaining waUs wUl be necessary to accomphsh the proposed construction Lateral pressures for use in cantilever retahiing waU design may be estimated using an eqmvalent flmd weight of 40 pcf for level drained native backfUI conditions. For waUs that are to be restrained at the top (such as the subterranean parking level waUs). the equivalent fluid weight should be increased to 60 pcf for level drained native backfUI conditions Backdrams should be provided for the fuU height of the waUs. The recommended lateral reqSr'^r apphcable for use in the design of temporary shoring systems, if Expansive SoUs: Due to the presence of "medium" expansion category soUs near the surface throughout the majority of the site, spedal expansive soU design criteria should be considered in the design of foundations and concrete slabs-on-grade. Due to the somewhat variable conditions, expansion potential should be reevaluated after grading November 11, 2003 . ° Project No. 444-3161 03-10-183 Concrete Slabs-on-Grade: AU sm-faces to receive concrete slabs-on-grade should be underlain by a mimmum compacted fill thickness of 12 mches. placed as described in the Site Grading Section of tins report. Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab is not desired, we recommend the use of an appropr ate vapo barrier or an adequate capUlary break. Vapor barriers should be protected by sand in oX to reduce the possibUity of puncture and to aid in obtaining umform concrete curing. Reinforcement of slabs-on-grade in order to resist expansive soU pressures wiU likely be necessary. Slab reinforcement wUl also have a benefidal effect m containing cracking due to concrete shrinkage. Temperate and shrinkage related crackmg should he anticipated in aU concrete slabs-on-grade. Slab reinforcement and the spacing of control joints should be determined by the Structural Enghieer based upon post-grading expansion test results. Soluble Sulfates: The soluble sulfate concentrations ofthe surface soUs were determined to ae IIA and 1832 parts per mUlion (ppm) which is considered potentiaUy corrosive with resped to concrete. The use of Type V cement and spedahzed sulfate resistant concrete mix designs may be necessary. The soluble sulfate content of the surface soils should be reevaluated after grading and appropriate concrete mix designs should be determined based upon post-gradmg test results. Tentative Pavement Design: AU pavmg should be underlain by a minimum compaded fiU thickness of 12 inches (excluding aggregate base). This may be performed as described in the faite Gradmg Section ofthis report. Based upon the surface soU conditions observed an R- Value of approximately 30 is expected. Based upon a design R-Value of 30, a prehminary pavement design section of 3.0 inches of asphalt on 6.0 inches of Class 2 base material is recommended for parking areas and areas hmited to auto and light truck traffic (Traffic index In driveway areas and areas where heavy truck traffic is expected (Traffic index - 6.5;, the pavement section should be increased to 4.0 inches of asphalt on 6 0 inches ot base material. Pavement should be confmed by curbs. Subgrade should be compacted to at least 90 percent and base material should be compacted to at least 95 percent of maximum density Final SSng pavement should be based upon R-Value testing performed after rough Aggregate base should conform to the reqmrements for Class 2 Aggregate Base in Section 26 ot CalTrans Standard Specifications. January. 1992. Asphaltic concrete should conform to Section 39 of the CalTrans Standard Specifications. The recommended sections should be provided with a uniformly compacted subgrade and precise control of thickness and elevations during placement. Drainage from paved areas should be rapid and complete It should he noted that the pavement sections recommended above are minimum sections U heavUy loaded vehides are expected to cross automobUe parking and driving areas thicker pavement sections should he considered in these locations. Pavement dedgn sections are tentative and should be confirmed at the completion of site grading when the subgrade soUs are in-place. This wUI indude samphng and testing of the actual subgrade soUs and an analysis based upon the spedfic use. November 11, 2003 g ProjectNo. 444-3161 03-10-183 ^?:s^^:^acS^S:iSr^^^^ —d and cX^a^^Ish^Z ll ret^LT:n1 2 fe^T " ^ type of equipment used, the mo sture conteltf the s °i f'' ''^'^'^^^ the degree of compaction attained dmSg These v'^V ^ f ""'^ ^tual are exdusive of losses that wUl occ^ Sie to t>.p ! T ^^^^^^e and subsidence removal of unsuitable material^ ^^"^^^^ demohtion and the o"^5t£^cty^;,^^^^^^^^^ -f-^- —dance with the grading developed on the basis of om-fieMandlS"^^^^^^^^ recommendations have been 1. Clearing and Demohtion: Proper clearincr w,li Kr. pavements, slabs, foundations trees and tlT ^'7. ^niportant. AU previous removed from the buUdinrareas UnH. . associated root systems should be the buUding areas Sous t"^^^^^ operations should be removed and renWd 1 7 n J '^'^""'"^ ^""^ demohtion direction ofthe Soils Engneer '° compacted fiU under the sZr^Za:if^^::t!z^^^ ^^^^-^ r ^^-^ -^-^ —nded as weU as the Pr~runrati:n h^^^^^^^^^^ foundation support. Removals within TTII K !i ° umform minimuin depth of 3 feet beW the bmldmg areas should extend to a footings. whicWr is dtper ^"'^ ' '^^^ ^°ttom of the ^oi:l%~nd' rtiZded^att ~ " ^ ^^^^ Once cleaned of unsuitable TaS thl^^ f. ^i'''"''' ^'^^^^^^ compaction. controUed compacted Ml ' ^^^^^^^ted soUs may then be replaced as ' S;r:rL?^^^^^^^^ sous or approved compacted to a minimX of O^nttinr ^ ! "^''"'^^ "'"^"ture content and ShaU be of equalTi^Zr auaUtv r T <=°°^P/ction. Imported fiU material notify the SoUs ELmeer at W 48 bn "'*T '"^'^'f "^^^ '^"-tractor shaU provide sufficient tSie foi !h f ^ T f °^ ^"^^^ °-der to contractor shaU bl r^p^n^L t Zwrng mltLT^thrsrtbT'^^t" the projed specifications. Approval by tL S Fn" -1^! 'T""^''' ^''^ material dehvered to the site a^l not the^^titty etrationIfltttruLT"^ XtdL^trh: mtt^^^^^^^^^ 0—b' '"^^^ our investigation indicate that equipment and she^sfLt compactors A'^^^^^^ °'^/'^ tired gradmg content should be maitainedZS platr ™^^^^^^^^^ November 11, 2003 .7 Project No. 444-3161 03-10-183 4. Preparation of Slab and Pavmg Areas: AU surfaces to receive asphalt or concrete paving and exterior concrete slabs-on-grade should be underlain W . ''°^'=^^te compacted fUl thickness of 12 inches. ThTs may he aLmp^shefby a c J overexcavation scarUication and recompaction of the surface soUs and tht placement of the excavated material as compacted engineered fUI. Compadion of he concrete slab areas should be to a minimum of 90 percent relative compaction Compaction withm the proposed pavement areas should be to a minimum of 95 percent relative compaction. xuixumum 01 95 wfilol^EnS'r*""^ 1?"'"' ^'^^"^ observations should be performed by the SoUs Engmeer or his representative in order to verUy that the gradine is beine performed in accordance with the project specifications. Field densirtestmg shalf be performed m accordance with applicable ASTM test standards. The miSmum ac eptable degree of compaction shaU be 90 percent of the maximum dry Z^ZTs denX L ''?™ '''' W^-^ testing indicates insXln GENERAL mdicated m this report, this office should be notified. ^ nr^LTT to be apphcable for use by La Costa Resort and Spa for the specific site and are employed to perform any soU testing, this office should be notified prior t'o suc^ estW I o^^^^^^^ Z^eX °^ representative and to assur'e indem"ol7f Sladden We recommend that a pre-job conference be held on the site prior to the initiation of site eradine APPENDK A Site Plan Borings Logs APPENDIX A FIELD EXPLORATION For our field investigation, 11 exploratory borings were excavated on September 3 and 4 9nn^ • raratdTth': i^tZ appro&l-n? lof^l-- SHSSi^-—^^^^ sealed co„ta.ne;t:rde"rt;^^^^^^ • • ':y".7C'':r-'W .^/y-v\'. . ••• 1 3 . M o o -H > ^ m ^ Approximate Boring Locations Boring Location Map La Costa Resort N.E.C. El Camino Real & Costa Del Mar Road Carlsbad. California Sladden Engineering Project Number: 544-3 1-61 | Date: 11-10-03 La Costa Resort jV^:CJEl Camino Real & Costa Del Mar Road / Carlsbad. California Borino No. 1 - Lot in Date: 9-3-03 La Costa Resort NiE^CElCamino Real & Costa Del Mar Road / Carlsbad, Califc Boring No. 2 - Lot 11 rnia J2 a) OJ c o XI E C/D 10 CO o s DESCRIPTION o GO Clayey Sand: Brown, slightly silty, fine grained 12/17/20 13/40/45 SC m 20 1: Silty Clay: Brown, sandy CL 25 30 35 21/33/30 Clayey Sand: Brown, slightly silty 7/20/36 SC I 40 45 50 15/27/36 5/22/35 Sand: Grey brown, fine grained trace silt, trace clay SP HI Recovered Sample I J I Standard Penetration Sample u ft Da 123 121 115 103 Ol u 3 11 Job No.: 444-3 161 REMARKS 44% passing #200 79% passing #200 38% passing #200 26% passing #200 14% passing #200 16% passing #200 Total Depth = 31.5' No Bedrock No Groundwater Note: The stratification lines represent the approximate boundaries between the soil types; the transitions may be gradual! Date: 9-3-03 La Costa Resort jV:E^C_El Camino Real & Costa Del Mar Road / Carlsbad, Califc . . Boring No. 3 - Lot LS rnia DESCRIPTION Silty Clay: Brown, slightly sandy 15 20 2/13/17 14/20/27 23/33/37 17/23/24 Silty Clay: Brown, sandy 25 30 35 12 CL Clayey Sand: Brown, very clayey, silty, finegrained 11/19/26 6/50-5" Silty Sand: Grey brown, fine grained SC 45 Sand: Grey brown, fine grained HH Recovered Sample PxCI Unrecovered Sample UJ Standard Penetration Sample SM 120 115 SP 55 REMARKS Scattered tree roots 6% passing #200 Totai Depth = 31.5' No Bedrock No Groundwater Note: The stratification lines represent the approximate boundaries between the soil types; the transitions may be graduaf Date: 9-3-0 La Costa Resort ^J^:E^CE[Cam^^ & Costa Del Mar Road/ Carlsh^d^ Boring No. 4 - Lot 14 Date: 9-3-03 La Costa Resort JV:E,C^1 Camino Real & Costa Del Mar Road / Carlsbad. Califo rnia t3 ,4) a"" (u c fte. o E c • •-c \o on O 5 DESCRIPTION ^^Blj30/3 1/26 10 15 20 Clayey Sand: Brown, slightly silty, fine grained 25 30 35 y I 26/50-5' 19/30/37 15/15/15 Clayey Sand: Brown, fine to coarse grained, silty a >> H ft .-3 o ti3 SC SC Sand: Brown, slightly silty, slightly clayey, fine grained Sand: Grey brown, fine grained SP/SM SP Silty Sand: Grey brown, fine grained 7/10/13 SM Silty Clay: Brown 7/9/9 45 50 55 7 I 8/9/8 8/17/19 CL Silty Clay: Brown with very silty fine grained sand layer 2" thick CL I 8/7/17 Silty Clay: Brown, stiff 7/14/19 Silty Clay: Brown with very silty fine grained sand layer 2" thick CL CL Silty Clay: Brown, stiff CL m Recovered Sample Uj Standard Penetration Sample =1 'o 102 102 100 102 22 37 37 22 17 22 _w ca cc; E Job No.: 444-2161 REMARKS 23% passing #200 : 1% passing #200 3% passing #200 26% passing #200 91% passing #200 92»/o passing #200 '\7 Groundwater @ 33' 78% passing #200 93% passing #200 71% passing #200 Note: The stratification lines represent the approxiniate boundaries between the soil types; the transitions may be graduaL 92% passing #200 Total Depth = 51.5' No Bedrock IDate: 9-3-03 *3 ,0) IftC^ La Costa Resort J^LE^CJEl^amino Real & Costa Del Mar Road^nH.h.d^ Californi Boring No. 6 - ].nt 17 tn 5 DESCRIPTION Silty Clay: Brown, sandy 0) a. H *o CL ^•9/13/23 10 15 20 25 19/12/16 m 16/35/43 Clayey Silt: Brown with thin interbedded silty fine to coarse grained sand layers ft •t; " ce; H ML Silty Clay: Brown, sandy 35 40 20/34/50 8/13/17 Silty Clay: Brown, stiff CL 108 16 99 20 16 CL 9/16/17 Clayey Silt: Brown with clayey, silty fine grained sand layer 6" thick Silty Sand: Grey brown, fine grained Recovered Sample ML 115 17 SM 45 50 55 I [ I Standard Penetrati Sample ion 14 Job No.: 444- REMARKS 82% passing #200 67% passing #200 85% passing #200 91% passing #200 51 Repassing #200 19%) passing #200 Total Depth = 31.5' No Bedrock No Groundwater Note: The stratification lines represent the approximate boundaries between the soil types' the transitions may be graduaL La Costa Resort Date: 9-4-03 — Boring No. 7 - Lnf 1(i DESCRIPTION Clayey Sand: Brown, slightly silty, fine grained a. H 'o CZ) sc ft •tic? OS 10/15/19 Clayey Sand: Brown, fine to coarse grained, silty sc Ol 3 O 108 25 15/18/18 9/25/25 Sand: Brown, slightly silty, slightly clayey, fine grained - § Pi S jQb_No.: 444-3 UlL 10 SP/SM 118 121 10 10 107 16 Sand: Brown, slightly silty, slightly clayey, fine to coarse grained with gravel SP/SM 50-4" Hi Recovered Sample ff) Standard Penetration Sample 13 REMARKS 22% passing #200 24% passing #200 Groundwater @ 14' \7 14% passing #200 " 19% passing #200 13% passing #200 Unrecovered sample Total Depth = 31.5' No Bedrock Note: The stratification lines represent the approximate boundaries between the soil types- the transitions may be graduaL ' Date: 9-4-03 La Costa Resort N:EJCE! Camino Real & Costa Del Mar Road / Carl.h^H Califo 10 15 20 CQ Boring No. 8 - Lot 17 rnia DESCRIPTION 6/17/8 19/9/12 16/10/1 Clayey Silt: Brown H 'o C/) ML Silty Clay: Brown with slightly silty, slightly clayey sand layer layer 6" thick 25 30 6/11/13 Silty Ciay: Brown, slightly sandy CL CL Silty Clay: Brown CL 4/6/6 6/10/10 7/8/10 55 5/6/6 50-2" Silty Clay: Brown, sandy H Recovered Sample ff] Standard Penetration Sample CL u ft C o Da 3 o 100 108 16 114 16 111 17 19 16 23 - g .t 'a o< E O Job No.: 444-^ REMARKS 85% passing #200 Groundwater (Q 9' 71% passing #200 87% passing #200 Note: The stratification lines represent the approximate boundaries between the soil types' the transitions may be graduaf 93% passing #200 94% passing #200 91% passing #200 89% passing #200 94% passing #200 87% passing #200 83% passing #200 Total Depth = 51.5' No Bedrock IDate: 9-4-03 La 4> 2 a loS E 10 La Costa Resort N^E-C. El Camino Real & Costa Del Mar Road / Carl.h^d Californi Boring No. 9 - Lot 11 o 3 DESCRIPTION 15 20 25 30 6/9/13 8/12/12 Silty Clay: Brown, sandy IU Or o c/3 CL Da in 7> 10/13/15 20/50-5" Silty Clay: Brown with interbedded silty clayey sand layers III CL I 19/24/24 25/50-5' Clayey Sand: B slightly silty, fine rown, grained SC 105 Sand: Grey brown, slightly silty, fine grained 45 50 Recovered Sample I I J Standard Penetration Sample SP/SM 98 55 cu 3 o 13 12 a _n ca (U Q< a E Job No.: 444-3] f,] REMARKS Asphalt 3" thick 82% passing #200 80% passing #200 68% passing #200 32% 'o passing #200 10% passing #200 I % passing #200 Total Depth = 31.5' No Bedrock No Groundwater Note: The stratification lines represent the approximate boundaries between the soil types; the transitions may be graduaL La Costa Resort jjiMiELCamin^^ & Costa Del Mar Road / Carl.hnd California Boring No. 10 - Lot 7 Date: 9-4-03 ftS o o X) E La Costa Resort jV:E^El Camino Real & Costa Del Mar Road / Carlsbad. Californi Boring No. 11 - Lot.S G vo Vi o 5 DESCRIPTION ;^^HJ8/11/I5 10 15 20 25 Silty Clay: Brown <u CL, H 'S (Zl CL ft Da 10/35/30 17/24/30 Sand: Brown, slightly silty, slightly clayey, fine grained Sand: Grey brown, slightly silty, fine grained 35 40 45 ] 21 /24/30 Sand: Grey brown, fine grained 7/9/22 7/9/9 so 55 Silty Clay: Brown, sfiff Silty Clay: Brown, sandy ^H Recovered Sample Standard Penetration Sample SP/SM 108 <u 3 o 17 119 SP/SM 93 SP CL 97 CL 29 ^ CJ _« ea (U Pi E Job No.: 444-1^1 REMARKS 87% passing #200 15% passing #200 1% passing #200 4%. passing #200 91% passing #200 Groundwater @ 27 S- 82% passing #200 Total Depth = 31.5' No Bedrock Note: The stratification lines represent the approximate boundaries between the soil types- the transitions mav be eraduaL ions may be gradua APPENDIX B Laboratory Testing Laboratory Test Results APPENDIX B LABORATORY TESTING performed mttokases Trfistpt^^^^^^ "^^^^ <^-tmg was generaUy the existing natm^I soU and the eene-? tmg m order to determine the compaction of This testing was perfLed in ord^^^^^^^^^^ classifications of the soUs underlying the dte. serve as a basis for selecrn. samples for '!^\^"^^"f characteristics of the soU and to soil mechanics testing Sfs test^^. itlu^ n^^^ 'T""^- "^^^ ^^'^^"^ ^°--ted of was performed m order to proude a r^ 'Jnf^^^^^ expansion testmg the mechanical properties of th' soU '^'^'^^ recommendations based on CLASSIFICATION AND COAIPACTION TESTING to testmg in order t. d ferZ^ Z m^LSlttr Tit"""" °' T'' 'T"" -"^J^*" .eneit. o.the aoi. in ttsnatnra. cond^fon'The^X oj^hi te^rfarrhot "^Z^^ S2ita^*"TSTT'^^^^ Representative soil types were selected tor Siandard D1657-9I Ss?MethTA T^e f 7 7'.""f"™*'' '» accordance with the ASTM appendi.. The Max™ dtatite a^ c mfa^ed tf thf ?7J T P"-n«^,^aphicaIly in thts determine the e»stmg relative coTpa"tL to,he to^ 'S" f ">e soU in order to useful .nes.i„atn,,t£ strength a JcoCe«rith!^^^^^ °" ^"'"^ " t:^^sLnts^:xE S^^^^ res^tson^^^^^^^^ SOIL MECHANIC'S TESTING Dkect Shear Testing: Three buU. samples were selected for Dked Shear Testing Tbi« t measures the shear strene-fb nf <-V.« or^^i • , LJu.a^.i onear testing. Ihis testmg parameters for foundSLJn an^^^^^^^^^^^ ^^^^T" "^^"^ ^^^^^^^^^ specimens, which were saturated Trtl lZ f f- "^^^ performed using recompacted test .eat apparatus w.th nral^lr^jr. S^or.37o;ru^d:r sTafer— d.stmed water. The hnear e/prlrtheZeastel^t^l^JlJt^^^^ F'^T^^ttj.JS^^^^^ -""Hdation testing. 11620 psf apXrprotS™lf Z r"vf t from 675 psf-to placement of each rbSrit bad ThT "'^'= increment. """""f ent load. The speamens were saturated at the 575 paf or 720 psf load Max amum Densif^VOptimum Moisture ASTM D698/D1557 Project Number: Project Name: Lab ID Number: Sample Location: Description: Maximum Density: Optimum Moisture 444-3161 La Costa Villas Bulk 1 @ 15-20' Sandy Silt with Traces of Clay 123 pcf 9% Octobers, 2003 ASTMD-1557 A Rammer Type: Machine Sieve Size % Retained 3/4" 3/8" #4 Moisture Content, % Maximum Density/Optimum Moisture ASTM D698/DI557 Proj ect Number: 444-3161 Project Name: La Costa Villas Lab ID Number: Sample Location: Bulk 3 @ 25-30' Description: Sand October 3, 2003 ASTMD-1557 A Rammer Type: Machine Maximum Density: 107 pcf Optimum Moisture 8% Sieve Size % Retained 3/4" 3/8" #4 Maximum Density/Optimum Moistu ASTM D698/DI557 Project Number: 444.3 ] g i re La Costa Villas Project Name: Lab ID Number: Sample Location: Bulk 7 @ 1-5 Description: Silty Sand with Traces of Clay Maximum Density: Optimum Moisture 116 pcf 12% October 3, 2003 ASTMD-1557 A Rammer Type: Machine Sieve Size % Retained 3/4" 3/8" #4 Direct Shear ASTM D 3080-90 (modified for unconsolidated, undrained conditions) Job Number 444-3161 October 3, 2003 Job Name La Costa Villas Lab ID No. Sample ID Bulk 1 @ 0-5' Classification Sandy Silt with Traces of Clay Sample Type Remolded @ 90% of Maximum Density Imtial Dry Density: 112.0 pcf Initial Mosture Content: 9.0 % Peak Friction Angle (0): 34° Cohesion (c): 90 psf Test Results Moisture Content, % Saturation, % Norniai Stress, kips Direct Shear ASTM D 3080-90 (modified for unconsolidated, undrained conditions) Job Number 444-3 161 Octobers, 2003 JobName La Costa Villas Lab ID No. Sample ID Bulk 3 @ 25-30 Classification Sand Sample Type Remolded @ 90% of Maximum Density Initial Dry Density; 95.1 pcf Initial Mosture Content: 8.0 % Peak Friction Angle (0); 37° Cohesion (c): 130 psf Moisture Content. % Saturation, % Normal Stress, kips Peak Stress, kips 0.099 0.405 0.765 !.206 • Peak Stress Linear (Peak Stress^ 0.6 0.8 Normal Stress 1.0 1.2 1.4 Direct Shear ASTM D 3080-90 (modified for unconsolidated, undrained conditions) Job Number 444-3161 La Costa Villas Job Name Lab ID No. Sample ID Bulk 7 @ 0-5' Classification Siity Sand with Traces of Clay Sample Type Remolded @ 90% of Maximum Density October 3, 2003 Initial Dry Density: 102.3 pcf Initial Mosture Content: 12.0% Peak Friction Angle (0): 26° Cohesion (c): 80 psf One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 444-3161 Job Name: La Costa Villas Sample ID: Boring 1@ 15' Soil Description: Sandy Silt Octobers, 2003 Initial Dry Density, pcf: ] ] 4.5 Initial Moisture, %: 14 Initial Void Ratio: 0.456 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram -Before Saturation • Rebound After Saturation Hydro Consolidation One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 444-3161 Job Name: La Costa Villas Sample ID: Boring 1 @ 20' Soil Description: Silty Sand October 3, 2003 Initial Dry Density, pcf 105.1 Initial Moisture, %: 9 Initial Void Ratio: 0.587 Specific Gravity: 2.67 %> Change in Height vs Normal Presssure Diagrar —Before Saturation Rebound After Saturation Hydro Consolidation One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 444-3161 Job Name: La Costa Villas Sample ID: Boring 2 @ 5' Soil Description: Silty Sand October 3, 2003 Initial Dry Density, pcf: 122.8 Initial Moisture, %: 9 Initial Void Ratio: 0.357 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram -0—Before Saturation -9— Rebound ->ir—After Saturation *—Hydro Consolidation 0-0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 One Dimensional Consolidation ASTM D2435 &D5333 Job Number: 444-3161 Job Name: La Costa Villas Sample ID: Boring 2 @ 10' Soil Description: Silty Sand October 3, 2003 Initial Dry Density, pcf 116.8 Initial Moisture, %: n Inifial Void Ratio: 0.427 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram — Before Saturation -©—Rebound After Saturation Hydro Consolidation 0-0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 444-3161 Job Name: La Costa Villas Sample ID: Boring 3 @ 15' Soil Description: Silty Sand Octobers, 2003 Initial Dry Density, pcf 120.3 Initial Moisture, %: 12 Initial Void Ratio: 0.386 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagrar • Before Saturation • Rebound After Saturation Hydro Consolidation One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 444-3161 Job Name: La Costa Villas Sample ID: Boring 3 @ 20' Soil Description: Sandy Silt October 3, 2003 Initial Dry Density, pcf H 3.5 Initial Moisture, %: 15 Initial Void Ratio: 0.469 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram Before Saturation -Q— Rebound After Saturation Hydro Consolidation One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 444-3161 Job Name: La Costa Villas Sample ID: Boring 8 @ 15' Soil Description: Silty Sand October 3, 2003 Initial Dry Density, pcf ] 08.2 Initial Moisture, %; 16 Inifial Void Ratio: 0.541 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram — Before Saturation -©—Rebound After Saturation Hydro Consolidation 1.5 2-0 2.5 3.0 3.5 4.0 4.5 5.0 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 444-3161 Job Name: La Costa Villas Sample ID: Boring 8 @ 20' Soil Description: Silty Sand October 3, 2003 Initial Dry Density, pcf I ] o.6 Inifial Moisture, %; i g Inifial Void Ratio: 0.507 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diag ram — Before Saturation -S—Rebound After Saturation Hydro Consolidation 0.0 0.5 I.O 2-0 2.5 3.0 3.5 4.0 4.5 5.0 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 444-3161 Job Name: La Costa Villas Sample ID: Boring 10 @ 15' Soil Descripfion: Silty Clay October 3, 2003 Inifial Dry Density, pcf 94.3 Inifial Moisture, %; 25 Inifial Void Ratio: 0.767 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diag ram • Before Saturation • Rebound After Saturation Hydro Consolidation One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 444-3161 Job Name: La Costa Villas Sample ID: Boring 10 @ 20' Soil Description: Silty Clay October 3, 2003 Inifial Dry Density, pcf; 92.2 Inifial Moisture, %,: 26 Inifial Void Rafio; 0.807 Specific Gravity: 2.67 %. Change in Height vs Normal Presssure Diag ram - Before Saturation - Rebound After Saturation Hydro Consolidation One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 444-3161 JobName: La Costa Villas Sample ID: Boring 11 @ 5' Soil Descripfion: Sandy Silt October 3, 2003 Initial Dry Density, pcf 105.1 Initial Moisture, %; jy Initial Void Rafio: 0.586 Specific Gravity; 2.67 % Change in Height vs Normal Presssure Diag ram — Before Saturation Rebound After Saturation •—Hydro Consolidation -5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 444-3161 JobName: La Costa Villas Sample ID: Boring 11 @ 10' Soil Description: Silty Sand October 3, 2003 Initial Dry Density, pcf ] i g Q Inifial Moisture, %: 7 Initial Void Rafio: 0.412 Specific Gravity; 2.67 % Change in Height vs Normal Presssure Diag ram - Before Saturation •Rebound After Saturation j Hydro Consolidation Project Number: Project Name: Sample ID: 444-3161 La Costa Villas Bulk 1 @ 15-20' Gradation ASTMC117&CI36 Sieve Sieve Percent Size, in Size, mm Passing 1" 25.4 100 3/4" 19.1 100 1/2" 12.7 100 3/8" 9.53 100 #4 4.75 100 #8 2.36 100 #16 1.18 100 #30 0.60 100 #50 0.30 97 #100 0.15 84 #200 0.074 58 •0 O.I Sieve Size, mm Gradation ASTMC117&C136 Project Number: Project Name: Sample ID: 444-3161 La Costa Villas Bulk 3 @ 25-30' Sieve Size, in Sieve Size, mm 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 25.4 19.1 12.7 9.53 4.75 2.36 1.18 0.60 0.30 0.15 0.074 Percent Passing 100 100 100 100 100 100 100 100 100 48 9 LO 0.1 Sieve Size, mm Project Number: Project Name: Sample ID: 444-3161 La Costa Villas Bulk 7 @ 1-5' Gradation ASTM Cl 17&C136 Sieve Sieve Size, in Size, mm 25.4 3/4" 19.1 1/2" 12.7 3/8" 9.53 #4 4.75 #8 2.36 #16 1.18 #30 0.60 #50 0.30 #100 0.15 #200 0.074 Percent Passing 100 100 100 100 97 96 93 88 78 63 48 LO 0.1 Sieve Size, mm 0.0 Gradation ASTMC117&C136 Project Number: 444-3161 Project Name: La Costa Villas Sample ID: Boring 7 @ 5' Sieve Sieve Percent Size, in Size, mm Passing 1" 25.4 100 3/4" 19.1 100 1/2" 12.7 100 3/8" 9.53 100 #4 4.75 98 #8 2.36 93 #16 1.18 86 #30 0.60 75 #50 0.30 54 #100 0.15 31 #200 0.074 22 Job Number: Job Name: Lab ID: Sample ID: Soil Descripfion: Expansion Index ASTM D 4829/UBC 29-2 444-3161 La Costa Villas Date: Tech: 10/3/03 Jake Bulk 1 @0-5' Sandy Silt wifii Traces of Clav Wt of Soil -t- Rine: 595.0 Weight of Ring: 179.0 WtofWet Soil: 416.0 Percent Moisture: 8% Wet Density, pcf 126.0 Dry Denstiy, pcf 116.7 [— . p_ |"/o Saturation: | 43-7 j Expansion Rack# Date/Time 10/7/03 1 11:50 prr. Initial Reading 0.500 Final Reading 0.581 Expansion Index (Final - Initial) x 1000 81 El Sladden Engineering Revised 12/10/02 Job Number: Job Name: Lab ID: Sample ID: Soil Description: Expansion Index ASTM D 4829/UBC 29-2 444-3161 10/3/03 Wt of Soil -1- Ring; 620.0 Weight of Rine: 179.0 WtofWet Soil: 441.0 Percent Moisture: 6% Wet Density, pcf 133.6 Dry Densfiy, pcf 126.1 j% Saturation: j 43 j j Expansion R,.^« Date/lime 10/6/03 8:00 a.m Inifial Readine 0.500 Final Reading 0.501 Expansion Index (Final - Initial) x 1000 EI Sladden Engineering Revised 12/10/02 Job Number: Job Name: Lab ID: Sample ID: Soil Descripfion: Expansion Index ASTM D 4829/UBC 29-2 444-3161 La Costa Villas Date: Tech: 10/3/03 Jake BuIk7_^_0-5; Silty Sand with Traces of Clav Wt of Soil -b Ring; 565.0 Weight of Rine: 179.0 Wt of Wet Soil: 386.0 Percent Moisture: • 11% Wet Density, pcf 117.0 Dry Denstiy, pcf 105.4 j% Saturation: 49.6 1 Expansion Rack# Date/Time _ 10/9/03 7:30 a.m. 1 Initial Reading 0.500 Final Reading 0.542 Expansion Index (Final - Initial) X 1000 42 El Sladden Engineerine Revised 12/10/02 ANAHEIM TEST LABORATORY 3008 S. ORANGE AVENUE SANTA ANA. CALIFORNIA 92707 PHONE (714) 549-7267 TO: SLADDEN ENGINEERING: 6 782 STANTON AVE, SUITE A BUENA PARK, CA. 90621 ATTN; BRETT/DAVE PROJECT: #444-3161 DATE: 9/22/03 P.O.No.Chain of Custody SWppef No. LoB.Nio. A-3815 1-2 Speciflc dlicxi: Mcfteriol; SOIL ANALYTICAL REPORT CORROSION SERIES SUMMARY OF DATA pH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN. RESISTIVITY per CA. 417 per CA. 422 per CA. 643 ppm ppm ohm-cm #1 B-7 e 1 '-S' 6.5 774 #2 B-1 e 15'-20' 6.6 1,832 304 364 600 max 600 max APPENDIX C 1997 UBC Seismic Design Criteria 1997 UNIFORM BUILDING CODE SEISMIC DESIGN INFORMATION The Intemafional Conference of Buildine Officiak IQQV nr^if.. r, •t.j- substantia, regions and add..,o„s to .he Xa^ g n'Lg e .^n t aZe^f c""'"'? Fault Zone Approximate Distance From Site Fault Type (1997 UBC) Newport - Inglewood 16.8 km R Rose Canyon Fault 8.8 km B factors relevant to seism c n^^itt^L w^^^ 'f' ^^^^^^^^^^ coefficients and vdUL to seismic mitigation for design is accordance with the 1997 code. Seismic Source Newport Inglewood Near-Source Acceleration Factor, N„ 1.0 Near-Source Velocity Factor, Ny 1.0 Seismic Coefficient 0.44 N, Seismic Coefficient Cv 0.64 Nv Rose Canyon Fault 1.0 1.05 0.44 N„ 0.64 Nv EQFAULT Version 3.00 DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NQMBER: 54 4-2063 DATE: 06-23-2002 JOB NAME: Costa Del Mar Road / Carlsbad CALCULATION N.AME: Test Run Analysis FAULT-DATA-FILE NAME: CDMGFLTE . D.AT SITE COORDINATES: SITE LATITUDE: 33.0889 SITE LONGITUDE: 117.2678 SEARCH RADIUS: IQO mi ATTENUATION RELATION: 5) Boore etal Mqq7^H • UNCERTAINTY (M=Median S-^^nlf M ^ " '^10) DISTANCE MEASURE S'2d;p'' ' °^ ^^^"^^^ ^ SCOND: 0 ~ Basement Depth: 5.00 km Campbell S<^R- n ^ COMPUTE PEAK HORIZONTAL ACCELSIOJ Campbell SHR: FAULT-DATA FILE USED: CDMGFLTE.DAT MINIMUM DEPTH VALUE (km): 0.0 EQFAULT SUMMARY DETE.RMINISTIC STTE PARAMETERS Page 1 ABBREVIATED .FAULT NAME ROSE CANYON NEWPORT-INGLEWOOD (Offshore) CORONADO BANK ELSINORE-TEMECULA ELSINORE-JULIAN ELSINORE-GLEN IVY EARTHQUAKE VALLEY PALOS VERDES SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VALLEY SAN JACINTO-COYOTE CREEK NEWPORT-INGLEWOOD (L.A.Basin) CHINO-CENTRAL AVE. (Elsinore) ELSINORE-COYOTE MOUNTAIN WHITTIER COMPTON THRUST SAN JACINTO - BORREGO SAN JACINTO-SAN BERNARDINO ELYSIAN PARK THRUST SAN ANDREAS - San Bernardino SAN ANDREAS - Southern SAN JOSE SAN ANDREAS - Coachella PINTO MOUNTAIN CUCAMONGA SIERRA MADRE SUPERSTITION MTN. (San Jacinto) BURNT MTN. NORTH FRONTAL FAULT ZONE (West) EUREKA PEAK ELMORE RANCH CLEGHORN NORTH FRONTAL FAULT ZONE (East) SUPERSTITION HILLS (San Jacinto) LAGUNA SALADA SAN ANDREAS - 1857 Rupture SAN ANDREAS - Mojave RAYMOND CLAMSHELL-SAWPIT VERDUGO I I APPROXIMATE I DISTANCE I mi (km) I ESTIMATED MAX. EARTHQUAKE EVENT 5 10 20 24 24 , 38. 40. 41. 47 . 5( 4 ( 6( 8( 6( 3( K 7 ( 49. 3 ( 50. 8 ( 52.2( 52 53 57 , 61. 62. 64 . 64 . 67. 67. 73. 73. .8( K 0( 8{ 6( K 5( 4 ( 4 ( 8( 8 ( 74 . 0 ( 76.2 ( 76.5 ( 78.2 ( 78.5( 79. 5 ( 81.2 { 81. 9( 81. 9 ( 82. 7 ( 83. 0 ( 84 .1 { 85.7 ( 85. 7 ( 85. 9( 86. 1 ( 8 8 . 4 ( 8.8)1 16.8) I 33.2)I 39.9) I 39.9)I 62.1) 1 64.8) I 66.1) I 76.7) I 79.4) I 81.8) I 84.0)1 84.9) 1 B5.5) I 91-8) I 99.5 ) 1 100.8) I 103.2) I 103.8) I 108.4) I 108.4) I 118.8) I 118.8) I 119.1) I 122.7) I 123.1)I 125.8) I 126.3)I 128.0) I 130.7) I 131.8) I 131.8) I 133.1) I 133.5) I 135.3) I 138.0) I 138.0) I 138.2) I 138.5) I 142.3) I MAXIMUM PEAK lEST. SITE EARTHQUAKE SITE 1 INTENSITY MAG.(Mw) ACCEL, g 1 MOD.MERC. ========== ========== 6.9 1 0 . 332 1 IX 6.9 1 0 .220 1 IX 7.4 1 0 .173 1 VIII 6.8 1 0.110 VII 7.1 1 0 .129 VIII 6.8 1 0 . 078 VII 6.5 1 0 . 065 VI 7.1 1 0.087 1 VII - 7.2 1 0.082 1 VII 6.9 1 0.068 1 VI 6.8 1 0.063 1 VI 6.9 1 0.065 1 VI 6.7 1 0.071 1 VI 6.8 1 0.061 1 VI 6.8 1 0.058 1 VI 6.8 1 0.066 1 VI 6.6 1 0.048 1 VI 6.7 1 0.050 1 VI 6.7 1 0.061 1 VI 7.3 1 0.066 1 VI 7.4 1 0.070 1 VI 6.5 1 0.049 1 VI 7.1 1 0.055 1 VI 7.0 1 0.052 1 VI 7.0 1 0.062 1 VI 7.0 1 0.062 1 VI 6.6 1 0.041 1 V 6.4 . 1 0.037 1 V 7.0 1 0.060 1 VI 6.4 1 0.036 1 V 6. 6 1 0.039 1 V 6.5 1 0.037 1 V 6.7 1 0.050 1 VI 6.6 1 0.039 1 V 7.0 1 0.048 1 VI 7.8 1 0.071 1 VI 7.1 1 0.049 1 VI 6.5 1 0.044 1 VI 6.5 1 0.044 1 VI 6.7 1 0.047 1 VI DETERMINISTIC SITE PARAMETERS Page ABBREVIATED FAULT NAME LANDERS HOLLYWOOD . HELENDALE - S. LOCKHARDT BRAWLEY SEISMIC ZONE LENWOOD-LOCKHART-OLD WOMAN SPRGS SANTA MONICA EMERSON So. - COPPER MTN. JOHNSON VALLEY (Northern) MALIBU COAST IMPERIAL ********* APPROXIMATE DISTANCE mi (km) I ESTIMATED MAX. EARTHQUAKE EVENT 89. 1 ( 90. 4 ( 91.5( 92. 1 ( 94 . 8 ( 95.2( 96. 8 ( 97. 3 ( 97. 9 ( 143 145 147 , 148 . 152. ) I 153.2)I 155.8)I 156.6)1 157.6)1 I MAXIMUM I EARTHQUAKE I MAG.(Mw) I 7.3 6.4 7 . 1 6.4 7.3 6.6 6.9 6.7 6.7 t*********,*-,.**. 99.2( 159.6) 7.0 ****************.***. PEAK SITE ACCEL. 0, 0. 0 0, 0 . 0 -END OF SEARCH- 50 FAULTS FOUND WITHIN TKE SPECIFIED SE.a.RCH . 053 , 040 . 047 .032 . 051 . 043 0 . 040 0 . 036 0 . 044 0 . 042 **** ***** RADIUS. THE ROSE CANYON IT IS ABOUT 5.5 MILES (8.8 .km) AWAY. FAULT IS CLOSEST TO THE SITE. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.3317 EST. SITE INTENSITY MOD.MERC. VI V VI V VI VI V V VI VI t**i****j. 1100 T 1000 CALIFORNIA FAULT MAP Costa Del Mar Road / Carlsbad 900 800 700 600 500 400 300 200 100 -- 0 -- -100 '''' [ I' 1111111 [' 111 j 11111 ^ -400 -300 -200 -100 o IQO 200 300 400 500 600 STRIKE-SLIP FAULTS 5) Boore et al. (1997) Horiz. - SOIL (310) M=5 M=6 M=7 M=8 c 03 i_ 0) 0 O O < 10 100 Distance fadistl (km) DIP-SLIP FAULTS 5) Boore et al. (1997) Horiz. - SOIL (310) M=5 M=6 M=7 M=8 3 c _o 03 Q) (D O O < ,001 ^0 100 Distance fadistl (km) BLIND-THRUST FAULTS 5) Boore et al. (1997) Horiz. - SOIL (310) 1 c ' 03 t— Q) CD O O < 1 -=: ,01 -= ,001 -k 10 100 Distance fadistl (km) MAXIMUM EARTHQUAKES Costa Del Mar Road / Carlsbad c o '•+-> 03 o o < 1 -=: .01 -=: ,001 .1 X Ul 1 10 Distance (mi) 100 EARTHQUAKE MAGNITUDES & DISTANCES Costa Del Mar Road / Carlsbad 7.75 t 7.50 — r I 7.25 1 0 U D "c 7.00 -j- D) 03 6.75 4- 6.50 -4- 1 10 Distance (mi) 100