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Home My WebLink About1591 MARBRISA CIR; ; CB121160; Permit08-02-2012 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No: CB121160 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title Area 5411 COLUMBUS CR CBAD St RW RETAIN 2111310700 Lot# $3,238 04 Construction Type. 0 NEW GRAND PACIFIC RESORTS 169 SF RETAINING WALL FOR SDGE TRANSFORMER Status Applied' Entered By. Plan Approved Issued. Plan Check*- ISSUED 06/19/2012 JMA 08/02/2012 08/02/2012 Inspect Applicant. GRAND PACIFIC CARLSBAD L P HUSTON ARNOLD 5900 PASTEUR CT #200 CARLSBAD CA 92008 760-585-8879 Owner GRAND PACIFIC CARLSBAD L P 5900 PASTEUR CT #200 CARLSBADCA 92008 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Green Bldg Standards (SB1473) Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES $68.07 $0 00 $47 65 $0 00 $1 00 $1 00 $0 00 $0 00 $0 00 $0 00 $11772 Total Fees $117 72 Total Payments To Date $47 65 Balance Due: $70.07 Inspector FINAL APRRQVAL Date- lm\\y Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City (Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been oiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired THE FOLLOWING APPROVALS REQUIRED PRIORTO PERIVIIT ISSUANCE: 0PLANNING 0ENGINEERING 0BinLDIN6 DFIRE • HEALTH • HAZMAT/APCD CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 www carlsbadca.gov Plan Check No. C6>iZ I ^ Est. Value Plan Ck. Deposit Date ^ // 2^ I SWPP / JOB ADDRESS CT/PHOJECT tt SUITE#/SPACE#/UNIT# 1)) -0^ TENANT BUSINESS NAME 7^ R LOT# PHASE # # OF UNITS • # BATHROOMS CONSTR TYPE DESCRIPTION OF WORK: /nclude Square Feet of Affected Area^s} EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS YES • # Nofe.^ YES • N^^B YES • Nolfe^ APPLICANT NAME (Primary Contact) j \ /I APPLICANT NAME (Secondary ContactrT^ ^ I J ADDRESS rs ^ C '°°'^00 Vfie^TSi^/L C^i,0r. Si./7^^^ CITY/^ STATE ^ ' ZIP ^ CITY^ STATE ^ ZIP PROPERTY OWNER JWME —* /' id CONTLCTORBUS.NA.E^ ^^P^^ (^^^ ADDRESS r\ /"A ADDRESS CI5r-i STAIE ' ZIP CITY STATE ZIP PHONE FAX Y\ojrv^ U P rM>6r=^ - <t5''^ EI^AIL ,«CH/DESIGNER NAME &yADDRB«< 1 STATE LIC # STATE LIC # CLASS CITY BUS LIC # (Sec 7031 5 Business and Professions Code Any City or County VKhich requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions ofthe Contractor's License Lawjphanter 9, commending vnth Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)) Workers' Compensation Declaration / hereby affinn under penalty of pequry one of tiie foiiowing deciarations O I have and will maintain a certificate of consent to self-msure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this pemiit is issued • I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this perniit is issued My workers' compensation insurance camer and policy number are Insurance Co Policy No Expiration Date V This section need nol be completed if the pemiit is for one hundred dollars ($100) or less rS—Certificate of Exemption. I certify that m the performance of the work for which this permit is issued, 1 shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws ot <California WARNING, Failure to secure workers' compensation coverage is unlawful, and shall subject an employerto criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in SectionjglS-of the Labor codejnts£SsLaiMl.«tt«mcy's feei / / ygf CONTRACTOR SIGNATURE ^.^S^ ' ^slfi^N^ P^^^ ^ // tosxa' / hereby affirm (hat / am exempt from Contractor's Ucense Law for tiie following reason • I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for i sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) \|zr (; as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) 3 I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and matenals for construction of the proposed property improvement • Yes • No 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work) Is the applicant or future building occupant required to submit a business plan, acutely hazardous matenals registration form or nsk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? • Yes N^Ns Is the applicant or future building occupant required to obtain a permit from the air pollution control distnct or airquality management distncP • Yes Is the facility to be constnicted within 1,000 feet of the outer boundary of a school site'' • Yes IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. Ms si I hereby affirm that there is a construction lending agency for the performance ofthe work this permit is issued (Sec 3097 (i) Civil Code) Lender's Name Lender's Address • PS : : I certify thatI have read the applicabon and state that theabove infoimation is conect and that themfonnaton on the plans is accurate. I agree to comply with all City ordinances and State laws relabng to building consttuction. I hereby authonze representative of the City of Cartebad to enter upon the above mentioned property Ibr inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA pemiit is required for excavations over 5'0' deep and demolition or constmction of structures over 3 stones in height EXPIRATION Every permit issued by the Building Official under the provisions of this Code sfajtei^ire by limitation and become null and void if the building or work authonzed by such pemit s not commenced within 180 days from the date of such pemiit or if the building or work authonzed by such peinitifSflsggBdpd or abandonedatany-time'after the worl* is commenced for a penod of,^0 days (Secton 106 4 4 Unifomn Building Code) ygS"APPUCANT'S SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Commercial Projects Only) Fax (760) 602-8560, Email www buildina(5)carlsbadca qov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. C0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY ZIP Carlsbad CA PHONE FAX ElVIAIL OCCUPANT'S BUS UC No. DELIVERY OPTIONS • PICK UP: • CONTACT (Listed above) • OCCUPANT (Listed above) • CONTRACTOR (On Pg 1) • MAIL TO: a CONTACT (Listed above) • OCCUPANT (Listed above) • CONTRACTOR (On Pg 1) • MAIL / FAX TO OTHER: O ASSOCIATED CB#- • NO CHANGE IN USE / NO CONSTRUCTION • CHANGE OF USE/NO CONSTRUCTION ^APPLICANT'S SIGNATURE DATE Inspection List Permit#: CB121160 Type: RETAIN GRAND PACIFIC RESORTS 169 SF RETAINING WALL FOR SDGE TRA Date Inspection Item Inspector Act Comments 06/18/2013 69 Final Masonry PD AP 08/09/2012 66 Grout PD AP 08/08/2012 66 Grout PD AP 08/03/2012 11 Ftg/Foundation/Piers PD AP Friday, October 18, 2013 Page 1 of 1 Carlsbad 12-1160 June 25, 2012 4-' CARLSBAD SPECIAL IMSPECTIOW AGREEMENT B^5 Dj^MM.S.P.iSl.fi.t.A^.lKi^.i!.k iUltdlAg Oii/lsiMi 16J5 F&ad^y 'vJsnue in acwrxSait^o wiSh Chapte-i7 af ghe Oaiitomw Btiiiwirtg C«}a thie fallowing iBMst compietecii^he-n wr>« bsing p^artorni^ rsOTipas spscial mspsGtion. ^tm^iuml «tjsara1»n and (sgnstrvction Riaterlsl t-istrng. .^^^j— ^rojecfPennifc; zJl^— ...... Pnaject Mdte^^CtsS^S^^^Ssl^fJ^^ A- THIS $£CTIOiy WU-ST BE COMPLETED BY THE PROPSRTY OSVWER/AUTHOR12ED AGEMT, PtoB^c thecx if vo:j ^ro Chwr^r^uridci J Lit yctu c^ecketf ss c^nar-tiuidpr yoj .must s?**? ocmplw Setrfion. S of ths aj^eeme*.) ^ Ma4ng Address 12 rnal: WiBier-otsssi lam: !jFTCf>?j|v|^i(^Dp^*yCKvn^'sAijefi»:cifRKwd •A/chiteddfRtjca'd •Eng/ngijrafBeeoid. Slate of California Rsgi^rattaR hlEr.ceci., ZZl aprstiDn Date AS'REE^tENT. i, His ui-i£lersK3r.fX! dedaro unCdr v.ifsWf of pwfu«-y unw Eiic \<ix^ of Ihe Stete Coflm-ia., l-^LI he^'w road, imdersrerui. ac;KnDvrf«!ge ana premise ocTp;-,' '*ith iCe CSy o* c>ap3Lx=d neqijiremgnls tc* special a7a|e~.iaRs; .sinKfejrai otf^rv^iocs. CGi'strup'SoJi Ji^goala-t^ting arai afl-sse fatric-alsoji oi tajij^y; gcfytoortants as presented si tfie 5ta:Bmgrt» SigriaEurB.... CQftracborouilder t awner-iuilder. /\ CoiTlrU'^Slsr S C:jrnp'|py Narnfj (^l^^^^^*^ / ^fc-lP^/^^^^^'^^4l^ ^ ^Pga^gdw.:*. I SiS (3*ii«r-i«ld)ai^J^ t*i?fTS fifinii _ Email rUiT^ \Av^C\^^ttf^C^. Ctf^ P^iQne:_J^!:^!^(|gf:^^ .^tsSe of California CoiTliBCtors lx:^ree ^•suf«J$^ . » ! a..ikn3*»/&£Sf5e anc. sssit 9*'ars, cit special rfiQu^sfisrrtaccffiairssd irs trte •;,tate«'-ef^ nt speoe! .rapecRins. rc«ec or.! the apprcj-ed plara, • I acknffi^ve'jya cwnt'o! wdl tte cKe"Ci.seil ID obtain cor#cs«iar!c;r3 B^^'CLirsHl/uciferj tlocunlcnls appro'od bythtf B,~dj"ig offi:>3l, • I will bafve in-f)l3De piocaiiires faresie'jcising o:sTirGl ^itmi ojr ^ihe Donir.Hctflr's'i csganizatoni for ths rrelhcxJ and fryr^jercy s;? j^^jxirting: anc? ir»? tisb'ibulfelin rfthe nPMJorte,, arrd » i certjly 5f«a11 *ii tave a qaalir<«! j^'^r^xi witrun our \ifi^ comzcAiif^) orgara^tran ^ft soch cnnt/al. * I wff proi/kie a frnai nepcM? / teKef frt co/rtpf^affcg tw'fJb CBC Section i 704.1.2 .prhr to rmtfeatfTTg ffnaj 'Sigral:urE Dais. p. 45 Psga ^ of • Rijv, cai'11 BURKETT&WONG ENGINEERS MEMO ' SI>r,iCl:JHA ."NGiNI-^KlNG CiVlL ENGiNEEPING Date: July 10,2012 Attn: Kuil Culver Esgil Plan Check No: 12-1160, Set II ...AMP PI ANNING From: Jeff Densley RE: Marbrisa Resort Retaining Wall Description: Below is a summary of the responses to plan review comments. Structural Comments: 1. The soils report will be provided by the contractor. The existing slope is 2:1 and is addressed in the soils report. Calculations have been revised to account for the 2:1 sloped backfill. 2. The details on S 1.1 have been revised to accommodate the sloped backfill. 3434 Fourth Avenue • San Diego, CA 92103 P 619 299 5550 • F 619 299 9934 • wwwburkett-wong.com San Diego - Las Vegas EsGil Corporation ^ In VartnersHip ivitfi government for (Buifcfing Safety DATE: July 31, 2012 • APBLICANT JURISDICTION: Carlsbad cnTOTREVlEWER • FILE PLAN CHECK NO.: 12-1160 SET: III PROJECTADDRESS: 5411 Columbus Circle PROJECT NAME: Marbrisa Retaining Walls ^ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. I I The applicant's copy of the check list has been sent to: IXI EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Mail Telephone Fax In Person • REMARKS: By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • PC log 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partnersfiip witfi government for (BuiCcCing Safety DATE: July 3, 2012 • APPI ICANT (5" JURISTIC JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 12-1160 SET II PROJECTADDRESS: 5411 Columbus Circle PROJECT NAME: Marbrisa Retaining Walls I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ^ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Grand Pacific Carlsabd attn: Housten Arnold 5900 Pasteur Ct., #200 Carlsbad 92008 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. IXI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Housten Arnold Telephone #: 760-585-8879 Date contacted: 7/3112, (by:pgj, Email: harnold(ggpresorts.com g- Mail v^Telephone Fax In Person n REMARKS: By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • PC 6/28/12 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 12-1160 July 3, 2012 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 1. Please submit a copy of the referenced soils report. The soil bearing value, EFP, etc. will be verified then. THE SOILS REPORT DOESN'T PROVIDE AN EFP FOR THE 1:1 SLOPE SHOWN. PLEASE SUBMIT AN ADDENDUM TO ADDRESS. MORE IMPORTANTLY. THE CALCULATIONS USED THE WRONG EFP FOR THE SLOPED CONDITION! 2. The site plan seems to show a sloped backfill behind the rear wall, but the design is based on level backfill? THE DETAIL ON S1.1 STILL SHOWS LEVEL BACKFILL. PLEASE REVISE. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. EsGil Corporation In (Partnersfiip witfi government for (Buiiding Safety DATE June 25, 2012 •AEELICANT IJCJURIS^ JURISDICTION Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO 12-1160 SET I PROJECTADDRESS 5411 Columbus Circle PROJECT NAME Marbrisa Retaining Walls r~| The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes r~] The plans transmitted herewith will substantially comply with the junsdiction's codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to forward to the applicant contact person X The applicant's copy of the check list has been sent to Grand Pacific Carlsabd attn Housten Arnold 5900 Pasteur Ct, #200 Carlsbad 92008 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed IX EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted Housten Arnold H) Telephone # 760-585-8879 Date contacted (by \<iL^) Email harnold(ggpresorts com ^ Mail Telephone Fax In Person • REMARKS By Kurt Culver Enclosures EsGil Corporation • GA • EJ • PC 6/21/12 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 Carlsbad 12-1160 June 25, 2012 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 12-1160 PROJECTADDRESS: 5411 Columbus Circle DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 6/21/12 June 25, 2012 REVIEWED BY: Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? • Yes • No Carlsbad 12-1160 June 25, 2012 1 Please submit a copy of the referenced soils report The soil beanng value, EFP, etc will be verified then 2 The site plan seems to show a sloped backfill behind the rear wall, but the design is based on level backfilP 3 Detail 1 on SI 1 shows the wall's vertical rebar on the wrong face Please revise 4 Detail 1 on SI 1 doesn't specify the footing width Please show the required width as per the calculations 5 Special inspection is required for the masonry and concrete Please complete the Carlsbad Special Inspection form (attached) The junsdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review Items, please contact Kurt Culver at Esgil Corporation Thank you Carlsbad 12-1160 June 25, 2012 W CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Bmlding Division 1635 Faraday Avenue 760-602-2719 www;carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. ^rojecyPermit: Project Address."- A. THIS SECTION IVIUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder • (If you checked as owner-builder you must also complete Section B of this agreement) Name (Please print) Mailing Address. (First) (Ml) (Last) EmaiL Phone. I am •Property Owner QProperty Owner's Agent of Record QArchitect of Record OEngineerof Record State of California Registration Numbet Expiration Date AGREEMENT I, the undersigned, declare under penalty of perjury under-the laws of the State of California, that I have read, understand,, acknowledge and promise to comply with the City of Carlsbad requirements for special-inspections, structural observations, construction materials testing and offrsite fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required t?y the California Building Code 'Signature^ Date B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 17Q6j. This section must be completed by the contractor / builder / owner-builder Contractor's Company Name. Name (RIeasepnnt) Mailing Address Email Please check if you are Owner-Builder O (First) -(Ml ) (Last) Phone. State of California Contractor's License Number. . Expiration Date I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans, I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official, I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the .distribution of the reports, ,and I certify that Twill have a qualified person within our (the contractor's) organization to exercise such control / will provide a final report / letter in compliance with CBC Section 1704.1.2 prior to reguestma final inspection. Signature _Date B-45 Page 1 of 1 Rev 08/11 Carlsbad 12-1160 June 25, 2012 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 12-1160 PREPARED BY: Kurt Culver DATE: June 25, 2012 BUILDING ADDRESS: 5411 Columbus Circle BUILDING OCCUPANCY: Wall TYPE OF CONSTRUCTION: Mas. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Ret. Wall 169 19.16 3,238 Air Conditioning Fire Spnnklers TOTAL VALUE 3,238 Junsdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review • Repetitive Fee Repeats • Complete Review • Other j-| Hourly EsGil Fee • Structural Only Hr. @ $68.07 $44.25 $38.12 Comments: Sheetl of 1 macvalue doc + PLAN CHECK ^ CITY OF PLAN CHECK Community & Economic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www carlsbadca gov DATE: 07/09/12 PROJECT NAME: GRAM PACIFIC RESORT - PA 5 (MARBRISA) PLAN CHECK NO: CB 12-1160 SET#: 1 ADDRESS: 5411 COLUMBUS CR PROJECT ID: CT03-02 APN: 211-131-07-00 V D This plan check review is complete and has been APPROVED by the ivision. By: A Final Inspection by the CM&i Division is required i ,Yes No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on I—J the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: iiarnoid@gpresorts com You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked ^ '*5W602.46ir^VT-j tf: ENGINEERINjG":!^***-' V60^O2-275O****'4% *. ''^:SFJRErPREVEPiiTIONf < Chris Sexton ^ 760-602-4624 Chris SextonOcarlsbadca gov f Kathleen Lawrence ! ' 760-602-2741 Kathleen Lawrence@carlsbadca gov [~ "1 Greg Ryan J 760-602-4663 Gregory Ryan@carlsbadca gov ' Gina Ruiz 760-602-4675 Gma Ruiz@carlsbadca gov • : Linda Ontiveros J. 760-602-2773 Linda Ontiveros@carlsbadca gov Cindy Wong - ' 760-602-4662 Cynthia Wong@carlsbadca gov I. ^ 1 Dominic Fieri i_ _J 760-602-4664 Dommic Fieri@carlsbadca gov Remarks: PLAN CHECK PLAN CHECK Community & Economic W CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www carlsbadca gov DATE: June 20, 2012 PROJECT NAIVIE: PROJECT ID: PLAN CHECK NO: CB 12-1160 SET#: 1 ADDRESS: 5411 Columbus Circle APN: 211-131-07-00 • This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required • Yes No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: You may also have corrections from one or more ofthe divisions Usted below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the followmg reviewer as marked. PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 X Chris Sexton 760-602-4624 Chns Sexton@carlsbadca fiov 1 1 Kathleen Lawrence 760-602-2741 Kathleen Lawrence@carlsbadca fiov 1 1 Greg Ryan 760-602-4663 Gregorv Rvan@carlsbadca gov 1 1 Gma Ruiz 760-602-4675 Gina Ruiz@carlsbadca fiov 1 Linda Ontiveros 760-602-2773 Linda Ontiveros@carlsbadca gov 1 Cindy Wong 760-602-4662 Cvnthia Wong@carlsbadca fiov • • 1 1 Dominic Fieri 760-602-4664 Dommic Fien@carlsbadca gov Remarks: ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www carlsbadca gov PERMIT NUMBER CB 12-1160 DATE June 19, 2012 ADDRESS 5411 Columbus Circle RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING VILLAGE FAIRE SOLAR PANELS OTHER PLANNER Chris Sexton DATE June 20, 2012 p-29 Page 1 of 1 07/11 C&I2II4>6 e #5 BARS ;s r S 0 c (V) / / / / / "71 ^ EXISTING VAULT SDG&E TRANSFORMER PAD PLAN NOT TO SCALE ALTERNATE BENDS CORNER BARS SAME SIZE AND SPACING AS HORIZ FTG REINF (TYP INTERSECTION OPTIONAL CORNER SINGLE LAYER OF REINFORCEMENT STD HOOK CORNER BARS SAME SIZE AND SPACING AS HORIZ FTG REINF (TYP) INTERSECTION OPTIONAL CORNER DOUBLE LAYER OF REINFORCEMENT L = PER 11/S1 3 FOR CONCRETE L = PER 12/31 3 FOR MASONRY TYP REINF @ INTERSECTIONS OF FIG'S , AND CMU WALLS R = 3D FOR #8 BARS AND SMALLER R = 4D FOR BARS LARGER THAN #£ 120^ UON MIN TYPICAL HOOK TYPICAL HOOK BEAM STIRRUPS COLUMN OR BEAM TIES NOTE USE OFFSET ONLY WHERE SPECIFICALLY DETAILED AND AT COLUMNS a S SPACED SPUCE- —1 CONCRETE SEE 2;S1 1 MASONRY SEE3;S1 1 CONTACT SPLICE- TYPICAL REINF BAR BENDS TURNED DOWN FOOTING WHERE - NO WALL OCCURS SDG&E TRANFORMER PAD RETAINING WALL CONCRETE LAP SPLICES PER ACI 318-08 BAR SIZE LAP CLASS F c=3000 psi UP INCHES F c=4000 psi U\P INCHES 3 B 24 24 4 B 29 25 5 B 36 31 6 B 43 37 7 B 63 54 8 B 72 62 9 B 81 70 NOTES 1 TABULATED VALUES ARE FOR NORMAL WEIGHT CONCRETE MULTIPLY BY 1 3 FOR USE IN LT Vn^ CONCRETE 2 TABULATED VALUES ASSUME NO EPOXY COATING 3 TABULATED VALUES ASSUME CLEAR COVER IS AT LEAST 1 0 DB AND CLEAR SPACING IS AT LEAST 2 0 DB 4 FOR HORIZONTAL BARS WITH MORE THAN 12" OF FRESH CONCRETE CAST BELOW THE BARS MULTIPLY VALUES BY 1 3 5 BARS LARGER THAN #11 SHALL NOT BE SPLICED 6 BUNDLED BARS ARE NOT COVERED BY THIS SCHEDULE CONCRETE LAP SPLICE SCHEDULE MASONRY LAP SPLICES PER ACI 530^)8 & 2010 C B C BAR SIZE 2 MIN CLEAR COVER & SPACING LAP (INCHES) 3 5 MIN CLEAR COVER & SPACING LHP (INCHES) 3 16 16 4 26 21 5 40 26 6 54 43 7 63 58 8 72 72 9 82 82 NOTES 1 TABULATED VALUES ARE FOR GRADE 60 REINFORCING BAR AND MINIMUM 1500 psi MASONRY 2 TABULATED VALUES ASSUME NO EPOXY COATING 3 TABULATED VALUES ASSUME MINIMUM CLEAR COVER AND SPACING AS NOTED 4 #9 BARS ARE THE WRGEST DIAMETER BARS ALLOWED FOR USE IN MASONRY 5 BUNDLED BARS ARE NOT PERMITTED IN MASONRY 6 FOLLOW ACI 530 05 FOR CIRCUMSTANCES NOT MEETING THESE ASSUMPTIONS MASONRY LAP SPLICE SCHEDULE COPYRIGHT (C) 2012 BURKETT& WONG ENGINEERS GENERAL 1 THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND NOTIFY THE ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES THAT ARE FOUND 2 SPECIFIC NOTES AND DETAILS ON THESE DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL NOTES AND THE TYPICAL DETAILS ON THIS SHEET 3 WHERE NO CONSTRUCTION DETAILS ARE SHOWN OR NOTED FOR ANY PART OF THE WORK THE DETAILS USED SHALL BE THE SAME AS OTHER SIMILAR WORK 4 WHEN A DETAIL IS IDENTIFIED AS TYPICAL THE CONTRACTOR IS TO APPLY THIS DETAIL IN ESTIMATING AND CONSTRUCTION TO EVERY LIKE CONDITION WHETHER OR NOT THE REFERENCE IS REPEATED IN EVERY INSTANCE 5 ALL WORK SHALL CONFORM TO THE 2010 EDITION OF THE CALIFORNIA BUILDING CODE AND OTHER REGULATORY AGENCIES WHO MAY HAVE AUTHORITY OVER THE WORK 6 THESE DRAWINGS REPRESENT THE BUILDING IN ITS FINAL CONFIGURATION IT IS THE RESPONSIBILITY OF THE CONTRACTOR FOR ALL MEANS AND METHODS ASSOCIATED WITH ACHIEVING THIS FINAL CONFIGURATION INCLUDING BUT NOT LIMITED TO WALL BRACING SOILS EXCAVATIONS AMONG OTHERS 7 DO NOT SCALE DETAILS OR DRAWINGS SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL DIMENSIONS WHERE REQUIRED FOUNDATION 1 CHARACTER OF FOUNDATION SOIL SEE SOILS REPORT BY GEOTECHNICAL INVESTIGATION PROJECTNO 1916-A08 DATED NOVEMBER4 2011 2 FOOTING ALLOWABLE BEARING VALUE IS SOOOpsf INCREASE FOR DEPTH OVER 2 0 TO MAXIMUM OF 8000 PSF AND EXTEND 2 0 BELOW ADJACENT PAD GRADE MIN ADDITIONALLY A 1/3 INCREASE MAY BE APPLIED WHEN CONSIDERING SHORT TERM LOADS (WIND OR SEISMIC) 3 PRIOR TO THE CONTRACTOR REQUESTING BUILDING DEPARTMENT FOUNDATION INSPECTION THE SOILS ENGINEER SHALL ADVISE THE BUILDING OFFICIAL IN WRITING THAT A THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE SOILS REPORT B THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFIELD AND COMPACTED C THE FOUNDATION EXCAVATIONS COMPLY WITH THE SOILS REPORT AND APPROVED PLAN 4 BACKFILL RETAINING WALLS WITH ON SITE SOILS AS DIRECTED BY THE SOILS ENGINEER 5 RETAINING WALLS SHALL BE WATERPROOFED AND DRAINED AS RECOMMENDED BY THE SOILS REPORT AND ARCHITECT 6 EXPANSION POTENTIAL PER SOILS REPORT SECT 3 10 CONCRETE CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH IN 28 DAY! AS FOLLOWS MAX W/C RATIO A SLAB ON GRADE 8, STRUCT SLAB 4000 psi 0 40 B WALLS 4000 psi 0 45 C FOUNDATION 3000 psi 0 50 2 CEMENT SHALL COMPLY WITH A S T M Cl 50 TYPE II CLASS F FLY ASH SHALL BE SUBSTITUTED UP TO A MAXIMUM OF 15% BY WEIGHT OF CEMENTITIOUS MATERIALS IN NORMAL WEIGHT CONCRETE FOR FOUNDATION SLABS ON GRADE SHALL HAVE CU^SS F FLY ASH COMPRISING 25% BY WEIGHT OF CEMENTITIOUS MATERIALS MAXIMUM WATER CONTENT SHALL BE 40 GALLONS PER YARD OF CONCRETE 3 NO PIPES OR DUCTS SHALL BE PLACED IN CONCRETE WALLS OR SLABS UNLESS SPECIFICALLY DETAILED 4 REINFORCEMENT SHALL BE SECURELY SUPPORTED IN POSITION PRIOR TO PLACING CONCRETE 5 WALLS AND COLUMNS SHALL BE DOWELED FROM SUPPORTS WITH BARS OF THE SAME SIZE AND SPACING UNO 6 SPLICE CONTINUOUS REINFORCING WITH 2 0 MIN LAP U N 0 PER 11/S13 BARS SPLICED WITH NONCONTACT UP SPLICES SHALL NOT BE SPACED TRANSVERSELY FARTHER APART THAN THE SMALLER OF ONE-FIFTH THE REQUIRED LAP SPLICE LENGTH AND 6 IN 7 ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318 LATEST APPROVED EDITION) ANO THE MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION BY C R S I AS MODIFIED BY THE PROJECT DRAWINGS AND SPECIFICATIONS STAGGER SPLICES AT SLAB ON GRADE PROVIDE BAR BENDS PER 2/S1 1 8 TYPICAL CONCRETE COVERAGE OF REINFORCING CONCRETE CAST AGAINST EARTH 3 EXPOSED TO EARTH OR WEATHER #6 AND LARGER 2 -#5ANDSMALLER- UNEXPOSED COLUMNS BEAMS & GIRDERS (INTERIOR) - 1 1/2 1 1/2 WALLS 3/4 SUB NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND — 3/4 9 REINFORCEMENTSHALLCOMPLYWITHASTM A615 GRADE 60 (ASTM 706 GRADE 60 AT WELDED REBAR) REINFORCED MASONRY 1 CONCRETE BLOCK UNITS SHALL COMPLY WITH A S T M C 90 MEDIUM WEIGHT rm = 1500 psi WITH SPECIAL INSPECTION 2 ALL WALLS SHALL BE GROUTED SOLID LIFTS SHALL NOT EXCEED 4 0" IN HEIGHT CLEANOUT HOLES SHALL BE PROVIDED AT THE BASE OF ALL GROUTED CELLS GREATER THAN 24 oc FOR SOI IDLY GROUTED MASONRY GROUT SHALL BE MECHANICALLY VIBRATED 3 GROUT CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR 1 1/2 BELOW THE TOP OF THE UPPERMOST UNIT 4 MORTAR SHALL BE TYPE S PER THE 2010 CALIFORNIA BUILDING CODE 1900 psi MIN 5 GROUT SHALL BE 2000 psi MIN @ 28 DAYS AND SHALL COMPLY WITH CBC 2105 2 2 1 2 6 REINFORCING SHALL COMPLY WITH A S T M A615 GRADE 60 7 PROVIDE 2 VERTICAL BARS TYP @ END OF ALL WALLS TYP 8 CONTINUOUS REINFORCING SHALL UP PER 3/Sl 1 9 MASONRY CONSTRUCTION SHALL BE RUNNING BOND UON 10 ALL JOINTS SHALL BE FULL BUTTERED ENGINEEflS ENGINEERS & SURVEYORS 3434 Fourth Ave San Diego CA 92103 5704 (619)299 5350 < CQ < fl o •5 o RETAINING WALL CITY SUBMHTAL PLAN CHK RESUBMFT 06-27-12 Drawn Sy GENERAL NOTES S1.1 BURKETT&WONG ENGINEERS Structural Engineenng • Civil Engineenng • Surveying • LandPlanning 3434 Fourth Ave. San Diego, CA 92103 Phone (619) 299-5550 « Fax (619) 299-9934 www burkett-wong com 9 info@burkett-wong com Engr: CCoivin/J Densley Date: July, 2012 Job Hi a: 11132A4 00 STRUCTURAL CALCULATIO FOR lARBRisA RESORT lE TRANSFORMER PAD RETAINING WALL CARLSBAD, CA DAT£. T i: ENGINEERS ENG! briEEI_J JOB NOjIi3XAj4_ PROJECT S'C!S+ £ I fS-^SP^ifi^&t- '-~2&r-*-i*i"'J^ LAj,f-^ 2' i / i 3.73' 3.75 —37 ^ 1 -&fClc^.u-j ) ^^^^^^^ ^*CicFi-^ '^i fr«frW5S S JTS-WJwP.V(i, "TA-Vfeplt^^T T^OViWfeS. ~p«:5T>*»VT AC^^'ViT' Sv-i x» //<iS? Burkett & Wong Engineers Use settings screen to create your company title block here Page 2 Date JUL 5,2012 Title Marbrisa Clubhouse July 2012 Job* 11132A Dsgnr JD Description Design of concrete wall at SDGE Transformer Level This Wall in File IW \PROJECT\Nogel-0nuffer\11132A 4 00 IV Retain Pro 9 © 1989 - 2011 Ver 9 20 8155 Registration* RP-1164305 RP9 20 Licensed to Burkett and Wong Engineers Cantiievered Retaining Wall Design Code CBC 2010 Criteria Retained Height = 8 00 ft Wall height above soil = 0 50 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 0 00 in Water height over heel = 0 0 ft Soil Data Surcharge Loads Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0 0 lbs Axial Live Load = 0 0 lbs Axial Load Eccentncity = 0 0 in Design Summary Wall Stability Ratios Overturning = 1 52 OK Slab Resists All Sliding 1 Total Beanng Load resultant ecc 1,956 lbs 15 69 in Allow Soil Beanng = 5,000 0 psf Equivalent Fluid Pressure Method Heel Active Pressure 33 0 psf/ft Toe Active Pressure 35 0 psf/ft Passive Pressure 300 0 psf/ft Soil Density, Heel = 11000 pcf Soil Density, Toe = 11000 pcf FootingllSoil Fnction 0 400 Soil height to ignore for passive pressure = 12 00 in Thumbnail I [^tera^^a^pphe^t^tem^J [AdjacentFootin^^ad Soil Pressure @ Toe = 1,094 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 5,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,531 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 10 8 psi OK Footing Shear @ Heel = 3 1 psi OK Allowable = 75 0 psi Sliding Calcs Slab Resists All Sliding ' Lateral Sliding Force = 1,406 2 lbs Lateral Load = 0 0 #/fl Height to Top = 0 00 ft Height to Bottom = 0 00 ft The above lateral load has been increased 1 00 by a factor of Wind on Exposed Stem = 0 0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0 0 lbs 0 00 ft 0 00 in 0 00 ft Line Load 00ft 0 300 t Stem Construction | Top stem ^wmm^mmmmmmmi^^^mm^ Stem 01 Stem OK ft= 0 00 = Masonry 8 00 # 5 16 00 Edge Design Height Above Ftg Wall Matenal Above "Hf Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa = 0 813 Total Force @ Section lbs = 1,689 6 Moment Actual ft-#= 4,505 6 Moment Allowable = 5,539 0 Shear Actual psi = 24 5 Shear Allowable psi = 69 7 Wall Weight = 78 0 Rebar Depth 'd' in = 5 75 LAP SPLICE IF ABOVE in = 45 00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 45 00 Masonry Data rm Solid Grouting Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi = psi = 1 500 60 000 Yes Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1 200 1 600 1 600 1 600 1 000 Modular Ratio 'n' Equiv Solid Thick Masonry Block Type Masonry Design Method Concrete Data fc 21 48 in = 7 60 = Medium Weight = LRFD psi = psi = Retain Pro Software © 2009 HBA Puolications, Inc All Rights Reserved Licensed to Burkett and Wong Engineers San Diego CA 92103 WWW RetainPro com Burkett & Wong Engineers Use Settings screen to create your company title block here Page 3 Date JUL 5,2012 Title Marbrisa Clubhouse July 2012 Job* 11132A Dsgnr JD Descnption Design of concrete wall at SDGE Transformer Level This Wall in File M \PROJECT\Nogel-Onuffer\11132A 4 00 IV Retain Pro 9 ©1989 - 2011 Ver 9 20 8155 Registration # RP-1164305 RP9 20 Licensed to Burkett and Wong Engineers Cantiievered Retaining Wall Design Code CBC 2010 JFootm^^imens^^ [^^^ootm^Desig^Result^^^Jl Toe Width = 4 00 ft Heel Width = 1 00 Total Footing Width = 5 00 Footing Thickness = 16 00 in Key Width = 12 00 in Key Depth = 0 00 in Key Distance from Toe = 2 00 ft f c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150 00 pcf Mm As% = 0 0018 Cover @ Top 2 00 @ Btm = 3 00 in Toe 1,531 8,861 2,431 6,430 10 79 75 00 #5@ 16 50in None Spec'd None Spec'd Heel 0 psf 0 ft-# 189 ft-* 189ft-# 3 11 psi 75 00 psi Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe #4@ 9 00 in, #5@ 14 00 in, #6@ 19 75 in, #7(J Heel Not req'd, Mu < S * Fr Key Slab Resists Sliding - No Force on Key I 26 75 in, #8@ 35 25 in, *9@ 44 ^ummar^^vert^^ Item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 1,437 3 3 11 -31 1 0 44 4,471 7 -13 8 Total 1,406 2 OTM 4,457 9 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1 52 1,956 3 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight = Vert Component = Force lbs RESISTING Distance ft 293 3 663 0 1,000 0 4 83 4 33 2 50 2 50 RM^ Moment ft-* 1,417 8 2,873 0 2 500 0 6,790 8 Total = 1,956 3 lbs " Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation DESIGNER NOTES Retain Pro Soft.vare © 2009 HBA Publications Inc All Rights Reserved Licensed to Burkett and Wong Engineers San Diego, CA 92103 WWW RetainPro com Sliding Restraint 1406 2* 1093 7psf 8 in Mas w/ *5 @ 16 in o/c Solid Grout Special Insp Sliding Restraint *5@16 5in @ Toe Designer select all honz reinf See Appendix A Burkett & Wong Engineers Use settings screen to create your company title block here Title Marbrisa Clubhouse July 2012 Job* 11132A Dsgnr JD Descnption Page B Date JUL 5,2012 Design of concrete wall at SDGE Transformer 2 1 slope This Wall in File M \PROJECT\Nogel-Onuffer\11132A 4 00 IV Retain Pro 9 © 1989 - 2011 Ver 9 20 8155 Registration* RP-1164305 RP9 20 Licensed to Burkett and Wong Engineers Cantiievered Retaining Wall Design Code CBC 2010 Cnteria Retained Height = 8 00 ft Wall height above soil = 0 50 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 0 00 in Water height over heel = 0 0 ft I [Soil Data Surcharge Loads Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0 0 lbs Axial Live Load = 0 0 lbs Axial Load Eccentricity = 0 0 in Design Summary | Wall Stability Ratios Overturning = 1 54 OK Slab Resists All Sliding i Total Beanng Load resultant ecc 2,472 lbs 24 19 in ACI Factored (J ACI Factored Footing Shear Footing Shear Allowable Sliding Calcs Lateral Sliding Force 2,582 2 lbs Allow Soil Beanng = 5 000 0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60 0 psf/ft Toe Active Pressure 35 0 psf/ft Passive Pressure 300 0 psf/ft Soil Density, Heel = 11000 pcf Soil Density, Toe = 110 00 pcf FootingllSoil Fnction 0 400 Soil height to ignore = 12 00 for passive pressure = 12 00 in I [^teraMLoa^^pphedto^ten [Adjacen^ootm^^ad Lateral Load = 0 0 #/ft Height to Top = 0 00 ft Height to Bottom = 0 00 ft The above lateral load has been increased 1 00 by a factor of Wind on Exposed Stem = 0 0 psf Soil Pressure @ Toe = 929 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 5,000 psf Soil Pressure Less Than Allowable Toe = 1,300 psf Heel = 0 psf g Toe = 10 8 psi OK ® Heel = 3 1 psi OK 75 0 psi Slab Resists All Sliding ' Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0 0 lbs 0 00 ft 0 00 in 0 00 ft Line Load 00ft 0 300 Stem Construction | Top stem Design Height Above Ftg Wall Matenal Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section lbs = Moment Actual ff-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW m = HOOK EMBED INTO FTG m = Stem OK ft= 0 00 = Masonry 8 00 * 5 8 00 Edge 0 809 3,072 0 8,192 0 10,124 0 44 5 69 7 78 0 5 75 45 00 45 00 Masonry Data fm Fy Solid Grouting Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi = psi = 1,500 60,000 Yes Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1 200 1 600 1 600 1 600 1 000 Modular Ratio 'n' Equiv Solid Thick Masonry Block Type Masonry Design Method Concrete Data fc Fy 21 48 7 60 Medium Weight LRFD psi = psi = Retain Pro Software O 2009 HBA Publications Inc All Rights Resen/ed Licensed to Burkett and Wong Engineers San Diego, CA 92103 WWW RetainPro com Burkett & Wong Engineers Use settings screen to create your company title block here Title Marbrisa Clubhouse July 2012 Job* 11132A Dsgnr JD Descnption Page 7 Date JUL 5,2012 Design of concrete wall at SDGE Transformer 2 1 slope This Wall in File M \PROJECT\Nogel-Onuffer\11132A 4 00 IV Retain Pro 9 ©1989 -2011 Ver 9 20 8155 Registration # RP-1164305 RP9 20 Licensed to Burkett and Wong Engineers Cantiievered Retaining Wail Design Code CBC 2010 ^ootmg^Dimensi^^ [^^ootin^Desigi^esi|lts^^^^J Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Mm As % Cover @ Top 2 00 6 58 ft 1 00 7 58 16 00 m 12 00 in 0 00 in 2 00 ft 60,000 psi 150 00 pcf 0 0018 @ Btm = 3 00 in Toe 1,300 19,730 6,372 13,357 10 79 75 00 #5@ 16 50in None Spec'd None Spec'd Heel 0 psf 0 ft-* 189 ft-* 189 ft-* 3 11 psi 75 00 psi Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe #4@ 7 50 in, *5@ 11 75 in, *6@ 16 50 in, *7@ 22 50 in, *8@ 29 50 in, #9@ 37 Heel Not req'd, Mu < S * Fr Key Slab Resists Sliding - No Force on Key ^ummai^^^Overti^^ Item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 2,6133 3 11 -31 1 0 44 8,1304 -13 8 Total Resisting/Overturning Ratio Vertical Loads used for Soil Pressure 2,582 2 OTM = 8,116 5 1 54 2,472 3 lbs RESISTING Force Distance Moment lbs ft ft-* Soil Over Heel = 293 3 Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 663 0 Earth @ Stem Transitions = Footing Weight = 1,516 0 Key Weight = Vert Component = 7 41 6 91 3 79 2 50 2,174 6 4,583 5 5,745 6 Total = 2 472 3 lbs RM= 12,503 8 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation DESIGNER NOTES Retain Pro SoiSware © 2009 HBA Publications Al' Rights Resereed Licensed to Burkett and Wong Engineers San Diego, CA 92103 www RetainPro com Sliding Restraint I I 2582 2* 928 83psf ! in Mas ^''^^{^^Q'[jt°''' Special Insp Sliding Restraint *5@16 5in @ Toe . J Designer select all honz reinf See Appendix A 6'-7" 7'-7" B'-O" 8'-6" r-4" DATE. ENGINEERS SHEE1 O ENGR_ JOB NO. PROJECT 3,67 l< OS - 0,<^ / ic.-ri^ 1\ Sales, Activity & Fitness Buildings Projecl No 1916-A08 MarBnsa ResorL Carlsbad. CA Log No 11-1409 General Compaction Standard All fills should be compacted to a minimum of 90 percent relative compaction All fill matenals should be placed in thin lifts not more than 8 inches and compacted Matenal should be moisture- conditioned and processed as necessary to achieve a uniform moisture content at near optimum moisture to achieve adequate bonding between lifts and compaction Fill surfaces and finished subgrades should not be allowed to dry and should be maintained in a moist condition or scanfied prior to placing additional fill. Fill soils outside structure and under vehicular pavement should be compacted to at least 90 percent relative compaction However, the top 12 inches of subgrade under all vehicular pavement should be compacted to at least 95 percent relative compaction. Backfill of utilities should be compacted to a nunimum of 90 percent relative compaction All compaction shall be based on Test Method ASTM D1557. Moisture content of all fill and backfill soil should be at least 2 percent above optimum moisture content Import Fill Matenal If required, import fill should consist of non-expansive granular soils, and have a maximum particle size of 1 inch Import material should have an expansion index (EI) of 20 or less Where import soils will be in contact widi concrete or buried metal pipes a standard conrosion series test should be performed Foundation The recommendations and design criteria are "minimum", m keeping with the current standard-of- practice They do not preclude more restrictive criteria by the goveming agency or structural considerations The project structural engineer should evaluate the foundation configurations and reinforcement requirements for actual structural loadings Proposed structures are anticipated to be supported by properly compacted fill Conventional continuous or isolated footings are considered suitable for structural support founded on engineered fill Allowable soil bearing capacity for continuous or isolated footing with a minimum width of 2 feet are the following 11 \7L Sales, Activity & Fitness Buildings Project No 1916-A08 Maj-Brisa Resort. Carlsbad, CA Log No 11-1409 Embedment Below Lowest Adjacent Grade Allowable Soil Bearing Values 2 feet 5,000 psf 3 feet 6,500 psf 4 feet 8,000 psf (maximum) The above allowable bearing values may be increased by one-third where wind or seismic loads are considered in combination with dead and/or live loads. Minimum horizontal setback distance from the face of slopes for all building footings should be H/2, where H is the slope height, wilh a maximum of 15 feet along 2'1 slopes. This distance is measured from the outside edge of the footing, horizontally to the face of slope Lateral Resistance Lateral forces may be resisted by fnction on the base of foundations, and passive earth pressure on the sides of the portions of foundations or shear keys bearing against competent native formation or compacted engineered fill The allowable base friction may be calculated using a coefficient of 0.33 The allowable passive pressure may be calculated as equivalent to that of a fluid weighing 350 pounds per cubic foot (pcf) for foundations bearing against compacted engineered fill Settlement For design consideration, a maximum setdement of at least 1-inch with a differential setdement of 1/2-inch in a span of 40 feet should be incorporated. Intenor Slab-On-Grade Interior slab-on-grade should be designed for the actual applied loading conditions expected. The structural engineer should size and reinforce slabs to support the expected loads utilizing accepted methods of pavement design, such as those provided by the Portland Cement Association or the American Concrete Institute A modulus of subgrade reaction of 200 pounds per cubic inch (pci) could be utilized in design. Based on geotechnical consideration, interior slab should be a minimum of 5 inches Appropnate slab reinforcement should be designed by the project structural engineer based upon low expansion potential 12 Sales, Activity & Fitness Buildings Project No 1916-A08 MarBnsa Resort. Carlsbad. CA Log No 11-1409 Floor slabs should be underlain by a capillary break matenal consisting of at least 4 inches thick clean sand In moisture sensitive flooring areas, such as carpeted or hnoleum covered areas, a 10- mil visqueen moisture barrier or equivalent should be installed midheight within the capillary break matenal Alternatively, a Stego Wrap moisture barrier or equivalent may be installed following manufacturers recommendations. The sand should be moistened just pnor to the placing of concrete Concrete is a rigid brittle material that can withstand very little strain before cracking Concrete, particularly extenor hardscape is subject to dimensional changes due to variations in moisture of the concrete, variations in temperature and applied loads It is not possible to ehminate the potential for cracking in concrete, however, cracking can be controlled by use of joints and reinforcing Joints provide a pre-selected location for concrete to crack along and release strain and reinforcement provides for closely spaced numerous cracks m lieu of few larger visible cracks Extenor Concrete Slab/Flatwork Extenor slabs should be supported by at least 12 inches of properly compacted fill Compacted fill should have al least 90 percent relative density based on Test Method ASTM D1557. Exterior concrete slab/flatworks should have a nominal thickness of 4 inches Reinforcement may be provided for stability purposes Controlled joints should be provided to eliminate potential for cracking. Retaining Wall Embedded structural walls should be designed for lateral earth pressures exerted on them The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher Such walls as basement and swimming pools should be designed for the "at rest" conditions If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water table and backfilled with on-site soils (expansion index less than 20) IS provided below Retaining wall backfill should be compacted to at least 90 percent relative 13 Sales, Activity & Fitness Buildings MarBnsa Resort. Carlsbad CA Project No 1916-A08 Log No 11-1409 compaction (based on ASTM Test Method D1557) Recommended pressures are tabulated below Equivalent Fluid Weight (pcf) Condition Level 2.1 (H V) Slope Active 33 60 At-Rest 55 80 Passive 350 (Maximum of 3 ksf) 150 (Sloping Down) Soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above Further, for sliding resistance, a friction coefficient of 0 33 may be used at the concrete and soil interface The passive pressure and the fnction of resistance could be combined without reduction In addition, the lateral passive resistance is taken into account only if it is ensured that the soi! against embedded structures will remain intact with time Drainage of backfill behind walls may be provided by a vertical layer of Miradrain 6200 with Mirafi 140 Geofabric, or equivalent, placed at die back of the wall; or by a minimum 12-inch width of 3/4 inch open-graded crushed gravel enveloped in Mirafi 140 Geofabric Subdrains should consist of 4-inch diameter Schedule 40, PVC pipe or equivalent, embedded in approximately 1 ftVlmear foot of 3/4-inch down open-graded gravel, enveloped in Mirafi 140 Geofabric Filter or equivalent, with the pipe being 3+ inches above the trench bottom; a gradient of at least 1% being provided to the pipe and trench bottom; discharging into suitably protected outlets Alternatively low-retaining walls (less than 5 feet retained) may use weep holes Preliminary Pavement The preliminary pavement sections presented below are based on the R-value of the upper on-site soil (R-value of 25), assumed Traffic Index, and minimum pavement section based on the City of Carlsbad Supplemental Standard GS-17 Final pavement designs should be evaluated based on R- value tests of the actual subgrade matenal after completion of grading Where the pavement is subject to repeated turning stress (i.e. Trash Enclosures Aprons) die pavement should be Portland cement concrete. 14 GEOTECHNICAL INVESTIGATION Proposed Sales, Activity and Rtness Buildings Carlsbad Ranch, Planning Area 5 MarBiisa Phase U Carlsbad, Califonua Prepared For: Grand Pacific Resorts, Inc. 5900 Pasteur Court, Suite 200 Carisbad, Califomia 92008 Pli^aiFedBy: 6295 Fenis S'quare,, Suite C Sam Diego, California 92121 Project Ifto. l9l6^Am s ••'\ ,A Geotechnical Engineering Construction inspection Materials Testing Environmental Office Locations Orange County Corporate Branch 2992 E La Palma Avenue Suite A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 San Diego Imperial County 6295 Pprns Square Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Inland Empire 14467 Mendian Parkway Building 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 India 44917 Golf Center Parkway Suite 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 OC/LA/lnland Empire Dispatch 800 491 2990 San Oiego Dispatch 888 844 5060 www mfglinc com Project No. 1916-A08 Log No. 11-1409 November 4, 2011 Grand Pacific Resorts, hic 5900 Pasteur Court, Suite 200 Carlsbad, Califomia 92008 Attention" Mr. Bruce 2felenka SUBJECT: Geotechnical Investigation Proposed Sales, Activity and Fitness Buildings Carlsbad Ranch, Planning Area 5 MarBrisa Phase II Carlsbad, Califomia Dear Mr. Zelenka: In accordance with your request and authorization we have completed a geotechnical investigation at the site for a proposed Sales, Activity and Fitness Buildings including two Swimming Pools at the Carlsbad Ranch, Planning Area 5, MarBrisa Phase If in Carlsbad, CA. We are pleased toi present the following report with our conclusions and recommendations. The site for proposed development is located inside the MarBrisa Resort that was previously gjraded with an elevated pad on the east comer with tennis court. OujT report concludes that the proposed improvement and addition would be feasible pro vided the recommendations presented are incorporaled into the plans and speafications. Details related toi seismicity, geologic conditions, fomHfation dbsrgn, and constmetioni considerations are included in subseqpient sections of this leporL We Hook; forward toi provic Gonstoctiori! off the projecl additionall coiirsa'lliing services, during the planning; and Sales, Activity & Fitness Buildings MarBrisa Resort. Carlsbad. CA Project No 19I6-A08 Log No 11-1409 If you have any questions regarding our leport, please do not hesitate to contact this office We appreciate tins opportunity to be of service Respectfully submitted, MTGL, Inc. Eduardo C. Dizon, RC^E Senior Engineer MB (Ben) Lo, RGE Chief Geotechnical Engineer Sales, Activity & Fitness Buildings Project No 1916-A08 MarBnsa Resort. Carlsbad. CA Log No 11-1409 TABLE OF CONTENTS INTRODUCTION 1 PROPOSED CONSTRUCTION 1 SCOPE 1 SITE DESCRIPTION 2 FIELD EXPLORATION . . 2 LABORATORY TESTING GEOLOGY „ , 3 REGIONAL GEOLOGY 3 LOCAL C^OLOGY 4 SITE GEOLOGIC CoNDraoNs 4 Fill 4 Terrace Deposit. 5 GROUNDWATER 5 DISCUSSION OF GEOLOGIC AND SEISMIC HAZARDS..^ „ . 5 FAULTING AND SmsMiorr..... .... — 5 LlQUEFACnDNl POTENriML 6 LANDSLIDE, MUDEIJOW AND FIOODING „ 6 CSCOIMD ROFTORE O 6 SEISMIC SEniEMENrr . .....—. ....... . 5 LATERAL, SPREMJMG . 7 TSiMAMlS AND SEICHES 7 SEEME: DESKJM PARAMEIERS .... „ ...... ...... .—.—.„.......... . ..7 SUMMARY ANB CONCLUSIONS.^ GEMERAL CtJNSODERAlKJNS ™ EXOtVAimMC&ARACTEKISliTCS.^. ... C5Pr/Ita,lfeAlNSIIIEmCOM>iro BSPAEaSSOeJ PlOTElOTML ^ COilROSWEEY ™, . , .. m Sales, Activity & Fitness Buildings Project No 1916-A08 MarBnsa Resort. Carlsbad. CA Log No 11-1409 General Compaction Standard 11 Import Fill Material 11 FOUNDATION Il LATERAL RESISTANCE 12 SETTLEMENT 12 INTERIOR SLAB-ON-GRADE 12 EXTERIOR CONCRETE SLAB/FLATWORK 13 RETAINING WALL 13 PRELIMINARY PAVEMENT , 14 CONSTRUCTION CONSIDERATIONS 15 Moisture Sensitive SoilsAVeather Related Concerns 15 Drainage and Groundwater Considerations 16 Excavations 16 Utility Trenches 17 SITE DRAINAGE 17 PLAN REVIEW 17 GEOTECHNICAL OBSERVATtON/TEsnNG 17 LIMITATIONS . -..18 Figure 1 - Site Location Map Figure 2- Boring Location Plan Appendix A - References Appendix B - Field Exploration Progpam Appendix C - Labotratory Testing Ptocedures Appendix D—Engineering Analysis Appendix E - General Earthwork: and Grading Specifications BV Sales, Activity & Fitness Buildings Project No. 1916-A08 MarBnsa Resort. Carlsbad. CA Log No. 11-1409 INTRODUCTION In accordance with your request and authorization, MTGL, Inc. has completed a geotechnical investigation for the subject site. The following report presents our findings, conclusions and recommendations based on the results of our mvestigation, laboratory testing and engineering review- PROPOSED CONSTRUCTION A sales building of two to three-story with basement is planned on elevated pad with existing tennis court Planned grading for the basemsit level consists of the removal of ^proximately 12 feet of the existing soil. In addition, site grading is to include the re-constmction of the elevated pad slopes to enlar^ the existing pad area. The activity and fitness buildings including associated two swimming pools are to be constructed west of the sales building. 1; is our understanding thai the activity and fitness buildings are to inclatfc a basement leveL Additional related improvements include paved driveway and parking, flatwoiks, and underground utilities. Future Qiirt^n two- to three-story villas witfi paved paiking are planiKd amund the swimming pools. SCOPE The sct^ of our Geotedmical sCTvices inscludbii the following: " Geoteclmical investigalitMi consisting of drilliiiig six toiimgs to explo-re SKbsunfece conditions and to obtain sam^lles for Mimaiory testing. (See O^jCedmical Boiring LocMion Pfam, FigiMe 2, fm tbe locatioiiii of bofin^ and App^idix B, FieM Itavestig^ioni, for bonig LabOT^oiy testing rf samnpfes (Siec Aj^seiMfa C). Sales, Activity & Fitness Buildings Project No 1916-A08 MarBnsa Resort. Carlsbad. CA Log No. 11-1409 SITE DESCRIPTION The project site is located on the northwestern portion of the existing MarBrisa Resort on Grand Pacific Drive south of Canon Road in Carlsbad, CA. Existing development at the MarBrisa Resort includes a hotel budding, resort conference facility building, restaurant building, sales building, villas, paved driveway and parking, and associated retaining walls and landscaping. Mass grading for the entire MarBrisa Resort including the project site under this mvestigation was performed in 2005 and 2006 under the observation and testing of Leighton and Associates, Inc. The sales building site located on the southeast comer is elevated with a ground elevation of approximately 215 feet The site for the planned activity and fimess building including two swimmiag pools and future villas are located on the ^edy slopes down to Ihe west with elevation ranging from 198 feet to 186 feet Currently this area is tilled with partial plants within the southeast Numerous shallow underground water lines exist on the entire lot for irrigation purposes. The As-Graded Report by Lei^ton and Associates, Mc. dated August 2, 2006 reveals the temnis court area is mamtled by approxinnately 14 to 18 feet of documented filL The other area of the site is mantled by varying thickness of documraited fill ramgiinig ftom 2 to 13 feet. Expan^ve dayey soil was buried at the time of mass jading within the fiiitme planned parking lots. EffiLD EIPLOESATEOM The srabsMEfece conditioffls at the project: site were expioted with sis test boring. Two off the borings WCTS drilled withim the pool aiea aiiiid fair of the boriiigs wei© driBed witMm the sales tamiMing tocrfioiL The ^iproxiffliale borimg localiafis aire shown om the Bosiiiiig LcKralioffl Plan (Eigiiire 2). Al tedngs weie advanced wiiii a tmdL mmmsisd ddl rig ecp^ied with an W diainetrar faolow stram aii^'. ltehoi[iii{g^vme:dol0dl!oiadlqp(lie^he£wmi^ai!id3O&^ site grades. Sv^ifes wans oteoraed wMk tte Sfindaidi Pbn^riatism Te^ (SFI') mid CAL Sampler fm Sales, Activity & Fitness Buildings Project No 1916-A08 MarBnsa Resort. Carisbad. CA Log No 11-1409 LABORATORY TESTING The laboratory testing included moisture content of the disturbed and undisturbed samples. The maximum density was determined on selected samples of the near surface soils for compaction and shrinkage calculations. Direct shear and consoUdation testmg were accomplished for foundation bearing determinations. Soluble sulfates were determined on selected on-site soil samples to determine its degradation on concrete stmctore. Resistivity and pH testing were performed on representative soil for corrosion potential of buried metals. Index testing including sieve analysis and expansion index were performed on selected soil samples. R-value testing was performed for pavement design analysis. The results and expanded explanation of laboratory testmg are presented in Appendix C. GEOLOGY Regional Geology The site lies within the Peninsular Ranges province of Southern Califomia. The Peninsular Ran^s are a group of mountain ranges, in the Pacific Coast Ranges, which stretch 1500 km &om southern California in the United States to the southem tip of Mexico's Baja Califomia peninsula. They are part of the North American Coast Ranges that run along the Pacific coast firom Alaska to Mexico. Elevations range firomi 500 ft to 11,500 ft Rocks in lie ranges are dominated by Mesozoic granitic rodts, dferived firom the same massive bathoEtfa which forms, the core of the Sierra Nevada Mountains in California. They are part of a geologic province knowm as the Salinian Blodt: which broke off the Morth America® Plate as the Ssm Aradreas FauJt and Grff of California came into being. AcoEHidiiBg to Kennedy (]19¥5), the Pteniinisralar Ranges province iincfeides two principat rock Emits. The trirfedying basement rcrefe include igneous and mettamiOEphiic roefcs and tte overlying rock; smits inciiiEde sedinienitaiy roefes off a variety types. The baseanreiil rocks are structnrailly conaplex;, imetanmasiiGOsed volcamcs aid. vokawllastik: rocks dmd intrusive rocks rdi^ed m pant to emplaECTieiiiE; of liie Crefiaeeoiss sBtfliheiiBi CaMbsMa balfetlith vsffoichi fmm& the backbone of the P'emiiisalar Kanges pupviraiee- The medymg, sedsmeutaEy loete wese d'ep(Mted ora a hii^ reiffief smhos. MosE of the ®veii%iiiEg sedlmentey loeto ai^ Upper CEetaceosis straM csf 3 Sales, Activity & Fitness Buildings Project No 1916-A08 MarBrisa Resort. Carlsbad. CA Log No 11-1409 marine, lagoonal, and nonmarine origin related to two major transgressive and regressive depositional episodes. The geologic stmcture of southem Califomia is donunated by nght-latered strike-sUp faulting with the movement of two tectonic plates. The San Andreas fault system marks the principal boundary between the Pacific plate and the North American plate. Additional faults that affect the geologic stmcture of tiie project vicinity include the Elsinore-Juhan Fault and the Rose Canyon Fault Local Geology The project site is located within a developed area with documented filL Based upon available geologic map (Tan and Kennedy, 1996, Oceanside, San Luis Rey and San Marcos 7.5' Quadrangles), the underiying natural soil at the site consists of the Pleistocene-aged Terrace deposits. The Terrace deposits are composed of reddish-brown, poorly bedded, pooiiy- to moderately-indurated sandstone, siltstone and conglomerate. This uiut was encountered in all borings below the fil at approximate depth of between 8 and 18 feet below existing site grades. Site Geologic Conditions A brief discussion of the earth materials encountered in the borings is presented in the foiiowing sections. Refer to the boring logs ht tihe Ap|rendix B for a more detailed tecription of these materials. Fit Dacurnented fil matarial was sacouintered in al borings ranging in thickness between 7 and 18 feet from the surfece. The encountered fill geoieiraJty consists off brown to orange-braiwiE si^^ sand, ^s^Il^eh^ was ^neralty iraiistt and mediumi dense to very dense at the time of our expIoiratioiE, The documented S im its onett conditktm wauM be suitabl'e for structEKafl SGEpport for the proposed de¥eIo{mneat. £fowe\i^, fm msM&mm. mM bearimg suffort smi to elinnate cnl/fiiM transitkira conditHMS withim biidding pad it is recommiieiiided that existing soil should be excarated md iieeOTiiestedtPadleptkoffatljeastlfeetbetow ILA test: resate indicate a very km esqismkm pofiEnfell for tfee; existMg ois-STfe fil soifs. 4 Sales, Activity & Fitness BuUdings Project No. 1916-A08 MarBnsa Resort. Carlsbad. CA Log No 11-1409 Terrace Deposits Underlying the fill is Terrace deposits, which extend at least to the maximum explored depth of 50 feet below existing site grade. This encountered deposits generally consists of orange-brown silty sand. At the time of exploration the deposits were moist and dense to very dense. Expansion potential for this Terrace deposits is very low. Groundwater Groundwater was not encountered withui the maximum explored depth of 50 feet below existing grade. Geotechnical reports by Lei^ton and Associates, Inc reported localized perched groundwater encountered during their investigation and the subsequent mass grading at elevation between the terrace deposits and the underlying Santiagp Formation. During our investigation the underiying Santiago Formation was not encountered. The perched groundwater would have no impact on the proposed development However, it is possible that transient oversaturated ground conditions at shallower depths could develop at a later time due to periods of heavy precipitation, landscape watering, leaking water lines, or other unforeseen causes. DISCUi^ION OF GEOLOGIC ANB SEISMIC HAZARDS Faulting and Seismicitv Faults are one of the most widespread geolo^c hazards to dey&lopment in Califomiau Faolts oi vmst concern are those fcignated as active (less than about 11,000 years since last movement and potentially active (11,000 to ^out 75Oi,OQ0 years). According to Hart and Bryanit,, (2007) the site is not within a designated eaiAtquake &plt zone. il the event of an eaAquake, the closest active fauM likely to gerffirate the hi^est gcouMd accelerations at ^te is iie Rose Canyom FmA, wttdB ruins paiaiMel to and Just ofehore of the coast iroiiM north of CaEMiM to sofAc^IJixdte TheEoseCk)!Q^oli£FaQ'Itwithania!xiQl^^ eaffithqwake inagnitwie CMw) of 7.2 is located ^proKimtdy 815 km soulhwest of the project: safe. A MEHber €£ other ^gplieant faiifs al's® mem m the Sm Diegae rmetEopoitam area suggesting that fe regional faisirag pattern is very convex, Famlts smk as those o'ffihojie are kmmm tsis be active audi ^iiif mwM cause a dasa^g eaKthcpake. The IXe^ m^^^Mm. mm has; e^i m£§or eax^tiakes ia past, md wM M3d^ eis^s^sms. iiiitee unajjor eaxtii^akess. S Sales, Activity & Fitness Buildings Project No 1916-AOS MarBnsa Resort. Carlsbad. CA Log No 11-1409 Other active faults which could cause ground shaking at the site include the offshore Newport- Inglewood Fault, located approximately 11.6 km to the northwest and the offshore Coronado Bank Fault, located approximately 21.1 km to the southwest. Liquefaction Potential Liquefaction involves the substantial loss of shear strength in saturated soil, when subjected to impact by seismic or dynamic loading. This usually occurs within a uniform fine-grained soil, with loose relative density, and low confining pressures. liquefaction potential has been found to be greatest when the groundwater level is within 50 feet fmm the surface and loose fine sands or silts occur within that depth. Liquefaction potential decreases with increasing gain size, and clay and gravel content, but increases as the ground acceleration and duration of shaking increase. The on-site documented fill is underlain by terrace deposits, in tum, underlain by Santiago Formation. Due to the medium d«ise to very dense nature of the documented fill and the imderlying formation unit liquefaction potential at fhe site is negligible. Landslide. Mudflow and Flooding Landslide, mudflow and flooding are not considered a significant hazard at the site due to the absence of ascending slopes, vaMeys and rivers in the vicinity area. A review of the available Landslide Hazard Maps PJMG Open-File Report 95-04) indicates no mapped landslide within the project site. Ground Rupture Nb known active or potentially active fkdts, wiflt knoiwn suiface tracra^ cross fc site. Therefore, the potentiai for ground rapture ctae to feiuliting is considCTed to be neglgiibte. Sdisiimc SettteMieniE SatuK^ied and. noix-satuiFatedl gmmdm: soils aie suij|€ct: tm dbxt^catiom uindbr strtimg ^lakii^ The lower the density off Che soils, the hitter the Mileaisiilg?' and fifeiralioiii of shakfnig„ resuiflis iini greafer dg^ee off demiffieatioiEL The prtsleet site is umdeiBaiiiE by very dense ffmmalioirai xsmt that is Sales, Activity & Fitness Buildings MarBrisa Resort. Carlsbad. CA Project No 1916-AOS Log No 11-1409 considered not subject to settlement. Based on the anticipated earthquake effect and the stratigraphy of the site, seismically induced settlement is considered negligible. Lateral Spreading Lateral spreading may occur where liquefaction occurs at depth and there is either a nearby free face or there is a general slope of the terrain. The overlying non-liquefiable soUs tend to break into blocks, which then may tilt and move laterally over the liquefiable soUs, Given the stated low nsk potential for liquefaction, we consider the potential for lateral spreading to be negligible. Tsunamis and Seiches Given that the site is located a sufficient distance inland from die coast and due to its elevated location, inimdation by tsunanus is considered to be nonexistent. Due to the lack of surface water impoundment in the immediate site vicmity, the seiche potential is also considered to be very low to nonexistent Earthquake Accelerations / CBC Seismic Parameters The computer program Earthquake Ground Motion Parameters Version 5.1 0 was used to calculate the CBC site specific design parameters as required by the 2010 Califoraia Budding Code (CBC). Based upon boring data and SPT values, the site can be classified as Site Class D. The spectral^ acceleration values for 0 2 second and 1 second periods obtained ftom the computer program and ini accordance with Section 1613.5 of the 2007 Califomia Building Code are tabulated below. 1 Grsaxiii Motion 1 Paramefer Yalue 2Xm CBC Reference 1 Ss 1252g Sectioni 16135.1 1 S( 0.473g Section I6I3.5.1 1 SiteCte D Table 1613.5.2 1 Fai 1.0 TaWte 161333(1) i Fy 1327 Tabfe 161333(2)) 052g Sectioni 1613.53 ! Smi 0.722g Section 161333 1 SES, ®.835g Seclioia I6I33.4 1 Spj Section 16133.4 | Sales, Activity & Fitness Buildings Project No 1916-AOS MarBnsa Resort. Carlsbad. CA Log No 11-1409 SUMMARY AND CONCLUSIONS General Considerations Given the findings of the investigation, the proposed project appears to be feasible from a geologic and geotechnical standpomt, provided the recommendations presented in this report are fully incorporated into the design and constraction of the project Specific conclusions pertaining to geologic conditions are summarized below: Excavation Characteristics The site is mantied by documented fill, underlain by terrace deposit Excavation on these materials can be accomplished with the use of conventional constmction equipment. Expansion Potential Generally, the engneered fill and terrace deposits possess a very low expansion potential. As a result, die on-site soils are considered suitable for use as compacted fill within the project site. Cut/Fill Transition Conditions With the varying thickness of docimtrented fill of betw^n 2 and 18 feet, it is anticipated that proposed buiMiE^ and other stmctures to have cut/fiH transition conditioiK. M order to minimize the potential for differential settiement na areas of cut/fiE transitions, it is recommended that all proposed buildings and ^ftleraeet sensitive structures to be entirely supported by properly compacted fill. A minimum 2 f^t of compacted fill is reOTmmended below bottomi of footings. This miiaimtKii 2 feet coiiq>acted fill requxrememt should extend across the mtire bmlding pad and at least 5 fedt beyond boiildiiig footprint. Corro^n series ie^s eoesisting of pH, sdiuihle siil&te^ and wmmmam resistivity wi^ performed on se'Iected sain^lle of the on-sfte s©ilsu So'Iufele suffete levdis for the onhsife soil indicate a iKgjii^te sfflfee esEposcaie fm concrete stmctiMe. As such, no spedai cora^er^ions are retjuirBd for CMGiete pjaeed. im GOiaitact: withi the on-sie soSs^ I&3iwe;veFy it is necMmEiirded that Type M cemiQQtt tP he iiisgd for d coixoiete. Sales, Acuvity & Fitness Buildings Project No. 1916-A08 MarBnsa Resort. Carlsbad. CA Log No. 11-1409 The corrosion potential of the on-site soil is moderate to high and considered to impact underground ferrous metals. The actual corrosive potential is determined by many factors in addition to those presented herein. MTGL, Inc. does not practice corrosion engineering. Underground metal conduits in contact with the soil need to be protected. We recommend that a corrosion engineer be consulted. RECOMMEMDATIONS General The recommendations presented herein are considered minimum and may be superseded by more conservative requirements of the architect stmctural engineer, building code, or goveming agencies. The foimdation recommendations are based on the load-deformation characteristics and shear strength of the onsite soils. In addition to the recommendations in this section, additional general earthwork and grading specifications are included in Appendix E. Site Grading Recommendations Site Preparation Current improvements within proposed development include tennis court plants and underground utilities. Prior to the start of any gra&ig, all of these existing improvements should be removed and utilities be relocated. Temporary Excavatioa We anticipate tea^orary excavation for the basement level would not exceed 15 feet below existing ^de. Temporary vertical excavations of up to 4 feet deep for the on-site fil and terrace d^osits wotild be generaly stable. Excavationi beyond 4 feet deep shouH be benched or sloped back not steefKr than 1:1 ^ifzoMafcvertical) up to a maximum hei^t of 15. Beyond 15 feet hi^ temporaiy slopes ^louiM have am indlinatioti of between 13:1 and 2:1. The oa-site teoace deposits material aixdffl soil should be classifieds Type Csoii , 9 Sales, Activity & Fitness Buildings Project No. 1916-AOS MarBnsa Resort. Carlsbad. CA Log No 11-1409 Site Grading Sales Building - Grading of the pad includes cutting approximately 12 feet of the existing soil and the constmction of new fill slopes. The materials anticipated to be used in new fill slope grading consist of the onsite soil derived ftom the cutting of the site It is anticipated that the finish fill slope for the building pad to be approximately 10 to 25 feet high. For slope stability purposes, the finished fill slope should have an inclination not steeper than 2.1. Constraction of the new fill slope should include the excavation of key at the toe with a width of at least 8 feet and minimum depth of 2 feet below lowest adjacent grade into firm soil. Benching into the existing slope should be performed simultaneously during the fill slope constraction at a vertical interval of 2 to 4 feet Additional grading recommendations within proposed buUding pad is to excavate and recompact the existing soil to a depth of at least 2 feet below bottom of footings for unifonn soU bearing support and eliminate cut/fill transition condition. Activity and Fitness BuUdings — A cutffiM transition condition could be anticipated within buUding pads. For uniform soil bearing support and to eliminate cut^fill transition condition, it is recommended that grading for the building to include removal and recompaction of the existing soil to a depth of at least 2 feet below bottom of footing elevation. Future Swimming Pools and Villas - Likewise with the above proposed stmctures, entire foundations are recommencfed to be supported by prop^ly compacted fill. Existing soil should be removed and recompacted to a dqith of at least 2 feet below bottom of footing elevation for uniform soil bearing and eliminate cutffiil transition condition. J£ highly expan^ve clay is encountered within building pads, it shouM be removed and replaced with availabte oosite soil with low expansion potential. The depth off removal and replacement off highly expansive clay should be at least 3 feet bdow bottom of footing for buildings and at least 5 feet below bottom of slab fer swinomiiiijg pooL The removal and reptoement should extend at least 5 fest beyond stmcture feotprinL The lateral limit of gc^iiig for ail stmctitres ^lould extend at least 5 feet beyond biMldfng footprint Prior to recompactifflHi process,, the bottom of ejacavatioii to receive fill should be scaofied to a depth of 6 inches, moistuEC condiioned and ueecMapactBd Sales, Activity & Fitness Buildings Project No 1916-A08 MarBnsa Resort. Carlsbad. CA Log No. 11-1409 General Compaction Standard All fills should be compacted to a minimum of 90 percent relative compaction. All fill materials should be placed in thin lifts not more than 8 inches and compacted. Material should be moisture- conditioned and processed as necessary to achieve a uniform moisture content at near optimum moisture to achieve adequate bonding between lifts and compaction. FiU surfaces and finished subgrades should not be allowed to dry and should be maintained m a moist condition or scarified prior to placing additionai fill. Rll soils outside stmcture and under vehicular pavement should be compacted to at least 90 percent relative compaction. However, die top 12 inches of subgrade under all vehicular pavement should be compacted to at least 95 percent relative compaction. Backfill of utilities should be compacted to a minimum of 90 percent relative compaction. All compaction shall be based on Test Method ASTM D1557. Moisture content of all fill and backfill soil should be at least 2 percent above optimum moisture content Irnport Fill Material If required, import fill should consist of non-expansive gpanular soils, and have a maximum particle size of 1 inch. Import material should have an expansion index (EI> of 20 or less. Where import soUs will be in contact with concrete or buried metal pipes a stan&rd corrosion series test should be praformetl feumdation The recommen^tions and desigp crEtteria are "raniimfflmT, in keeping with the current stOTdardkif- practice. Thi^ do not preclude more restrictive criteria by the goveming agency or stmctural considerations. The project structuird en^neer shouM evaluate the foundation! configiurations asad E^nforcmieiit requirements for actual strudu'ral loadin^v Proposed stEiK:ti!ifes aire aiitieipated foi be supported by prwperly compacted ML Conventional conthraous or isolated feotiBg^ are cramdleiEd stitailjle fer stmctaral support fotinded om en^neered filL AJIowdile soil hrarimg capacity fiaar coEdliiEErQus cnr iso;Ialted footing m& a imnMiam width of 2 feet aire the foSoswing; Sales, Acuvity & Fitness Buildings Project No. 1916-AOS MarBrisa Resort. Carlsbad. CA Log No 11-1409 Embedment Below Lowest Adjacent Grade Allowable Soil Bearing Values 2 feet 5,000 psf 3 feet 6,500 psf 4 feet 8,000 psf (maximum) The above allowable bearing values may be increased by one-third where wind or seismic loads are considered in combination with dead and/or live loads Minimum horizontal setback distance from the face of slopes for all buUdmg footings should be H/2, where H is the slope height, with a maximum of 15 feet along 2:1 slopes. This distance is measured from the outside edge of the footing, horizontally to the face of slope. Lateral Resistance Lateral forces may be resisted by friction on the base of foundations, and passive earth pressure on the sides of the portions of foundations or shear keys bearing against competent native formation or compacted engineered fill. The allowable base friction may be calculated using a coefficient of 0.33. The allowable passive pressure may be calculated a& equivalent to that of a fluid weighing 350 pounds per cubic foot (pcf) for foundations bearing against compacted engineered fill. Settlement For desigp considCTation, a m^dmum settiement of at least I-inch with a differential settlement of I/2-incfe in a spam of 40 feet should be incorporated. literior Slab-Ont-Grade Interior slafo-oit-grade shouM be desired for tbe actual appl&d loading conditions expected. The structBral ea^neer should size and reinforce slabs to support the expected loads utilizing accepted methods of pavement design, such as lisoss: proivided by Ite Fiortlaxid Cemeiit Associatiora or the AnnericaiR Concrete listitufe.. A motftstos of subgrade reactioni of 200) pounds per cubic inehi (per) couH be iitilized ini desigM. Based on geotechnical consideration!, interior slab should be a mmmmm. of 5 rrrchesi Appropriate slab reirforcemeiit: ^ou'lld be dbsigrred bj the project stmctural ei^iiiieer based upon km e^amsioiiii potential 12 Sales, Acuvity & Fitness Buildings Project No 1916-A08 MarBnsa ResorL Carlsbad. CA Log No. 11-1409 Floor slabs should be underlain by a capillary break material consisting of at least 4 inches thick clean sand. In moisture sensitive flooring areas, such as carpeted or hnoleum covered areas, a 10- mil visqueen moisture barrier or equivalent should be instaUed midheight within die capiUary break material. Altematively, a Stego Wrap moisture barrier or equivalent may be instaUed following manufacturers recommendations. The sand should be moistened just prior to the placmg of concrete. Concrete is a rigid brittie material that can witiistand very littie strain before cracking. Concrete, particularly exterior hardscape is subject to dimensional changes due to variations in moisture of the concrete, variations in temperature and applied loads. It is not possible to eliminate the potential for cracking in concrete; however, cracking can be controUed by use of joints and reinforcing. Joints provide a pre-selected location for concrete to crack along and release strain and reinforcement provides for closely spaced numerous cracks in lieu of few larger visible cracks. Exterior Conarete Slab/Flatwork Exterior slabs should be supported by at least 12 inches of properly compacted fUI. Compacted fill should have at least 90 percent relative density based on Test Method ASTM D1557. Extenor concrete slab/flatworks should have a nominal thickness of 4 inches. Reinforcement may be provicfed for stability purposes. Controlled joints should be provided to elimmate potential for cracking. Retaining Wall Embedcted structural wals should be desigped for lateral earth pressures exerted on than. The magnitude of these pressuiss d^eodte on the aiHaourtt of defarmation that the wall cans yield under load. W the wall eaa yidd emui^ to mobilize the full shear stren^fe of the soi, it cam be desired for '"active"' pressure. Iff the wal cannot yield under the applied load, the shear strength off iie soil canmot be mobilized md the earth pressure wiH be higher. Such walls as hmsmsM. and sOTnamnaiing pools shouM be designed for the "att re^'" conditions. If a straetEBre mewes toward fhe soils, the resuilting resistaiiee deivela^d by tfie soil is the "passive" resistance. For diesigja ptarpasss, Che j^xmmmndsd eqpiivafent Mmd presswe fm eaeh case for walls foundled aboive the static gpjuiisl watar table and b^kffiiedi vifith oni-site sois. (ocpaiKBOEB inifex: less than 20) BS provided befemw, Kebmimg wal backfill shouM be campac&d: to at least 90* percent refiatEve 13 Sales, Activity & Fitness Buildings MarBrisa Resort. Carlsbad. CA Project No 1916-A08 Log No 11-1409 compaction (based on ASTM Test Method D1557). Recommended pressures are tabulated below. Equivalent Huid Weight (pcf) Condition Level 21(H:V)SloDe Active 33 60 At-Rest 55 80 Passive 350 (Maximum of 3 ksf) 150 (Sloping Down) Soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, a fiiction coefficient of 0.33 may be used at the concrete and soil interface. The passive pressure and the friction of resistance could be combined without reduction, hi addition, the lateral passive resistance is taken into account only if it is ensured that the soil against embedcted structures will renaain intact with time. Drainage of backfill bdiind walls may be provided by a vertical lay^ of Miradrain 6200 witti Mirafi 140 Geofabric, or equivalait, plaml al the back of the wall; or by a minimum 12-inch width of 3/4 imdh open-graded (sudied gravel ^veloped in Mirafi 140 Oeofttbric. Subdrains should conast of 4-incfa dianitetar Sdrfule 40, PVC pipe or equivalent, embedded in approxiinately 1 fl^/Iinrar foot of 3/4-ii!idi down open-graded gravel, enveloped in Mirafi 140 Geofabric Filter or equivateaiil, with tibs ppe being 3+ ioches above the trench boftom; a gradient of at feast 1% being provided to the pipe and tioiidi bottom; dischargiiig into suitably protected outiets,. Alffiraiatively low-ietaimnig wails (less tham 5 fe^ retainedl) may use we^ holes. The preffiiisiiiiiaiiy pavemiCTt secticans pussented bdlow are based OIE the R.-vaIue of the tmpper ois-site -vahie of 25), asssraied Traffic fateE, and mimimnim pavraneaat 1 Sjiii]pp|e»iwHaiiit3it Stamdard (GS^i7. liiial pavCTioit de^ipis: f the actmal srii^r^de mi^ierial afier com^H^iom gradiiig. suhfect t0 r^ieated tunxtg stress TusA Bidones i^a»s() the fmmaeM shmM be PMEamd M Sales, Activity & Fitness Buildings MarBrisa Resort. Carlsbad. CA Project No 1916-A08 Log No 11-1409 Pavement AC Class n Base Loading Condition Trafficlndex Thickness Tliickness Auto Parking Areas 4.5 4.0 inches 4.0 inches Auto Driveways 5.0 4.0 inches 4.0 inches Light Duty Track Driveways 6.0 4.0 inches 9.0 inches 1 Moderate Duty 1 Track Dnveways 7.0 4.0 inches 11.0 inches AU fill under pavement should be conqiacted to at least 90 percent relative compaction with exception of the upper 12 inches. Prior to the placement of base material, the upper 12 inches of pavement subgrade should be scarified; moisture conditioned and compacted to a minimum 95 percent relative compaction based on Test Method ASTM D1557. Aggregate base material should conform to Caltrans Standard Specifications Section 26 (Class 2) or tiie Standard Specification for Public Works Consttuction (Crashed Aggregate Base or Qrushed MisceUaneous Base) and should be compacted to a minimum 95 percent relative compaction based on Test Method ASTM D1557 prior to placement of the asphaltic concrete. Portiand cement concrete pavement sections may incorporate steel reinforcement and to be provided with crack control joints as desigied by the prefect stmctiual engineer. Recommended concrete mix should be at least 3300psL M is recommended that Portland ces^M concrete swales to be designed and constricted witiiin ^phalt pavement areas for drainage of suH&ce water. Fill soils under curb and gutter shouM be ccHnpacted to a minimium 90 percent relative eompactioni based on Test Method ASTM D1557. Constructioni Considbrations Moisture Sensiitive Soils/Weaiher Related Coneems The scfflls encourflered at the site Enay be seaisteve to di^urbances caused by consCmctiom e§Hii|jment andl tO) diangss m moisture content Ehiriirg wet weaker periods, increases m the moisture content off the soil cm cause si^ficant redtrelioni im the soil strength and support capabfl'itii^ hi addittonu soils that become vsret may be slow t® dky and thus si^ii&aiiitly tettasd the progress of gsading and Sales, Activity & Fitness Buildings Project No 1916-A08 MarBnsa Resort Carlsbad. CA Log No 11-1409 compaction activities. It wiU, therefore, be advantageous to perform earthwork and foundation constmction activities during dry weather. Much of the on-site soils may be susceptible to erosion during periods of mclement weather. As a result, tiie project CivU Engineer/Architect and Grading Contractor should take appropriate precautions to reduce the potential for erosion during and after constraction. Drainage and Groundwater Considerations No groimdwater was encountered within the maximum explored depth of 50 feet below existing grade. It should be noted, however, that variations in the ground water table may result from fluctuation in the ground surface topo^phy, subsurface stratification, precipitation, irrigation, and other factors that may not have been evident at the time of our exploration. Seepage sometimes occurs where relatively impermeable and/or cemented formational materials are overlain by fiU soils. We should be consulted to evaluate areas of seepa^ during constmction. Positive site dramage should be designed to reduce infiltration of surface water around and underneath the buUding. Finish grades should be sloped away from the building. Excavations It is mandated by federal regulation that excavations, like utility trenches, basement excavation or foundation etcavations, be constmcted in accordance with the new OSHA guidelines. It is our und^standii^ that OSHA regulations are bdng strictly enforced and if not closely followed, tbe ownor and the contractor could be liable for substantial penalties. The coffitraetor is solely responsible for desiring and constmcting stable, temporary excavations and should stae, slc^e, or bench the sicfes of the excavations as required to maintaiii stability off both the excavatioQ ssdss and bottom. The contiactof s '"re^ousible person"', should evaluate the sol exposed in the excavations as part of the contractsH^s safety procedures, hi uoi case^ should height, slope inclination, or excavation depth, iricfaing utility trench excavatiois depth, exosed ths^ spea&d im local, st^e^ ansd federal sa^f^ reguilIaliofiSL. Sales, Acnvity & Fitness Buildings Project No 1916-AOS MarBnsa ResorL Carlsbad. CA Log No 11-1409 Utility Trenches Except where extending perpendicular under proposed foundations, utility trenches should be constracted outside a 1:1 projection from the base-of-foundations. Trenches for utUity lines under stifuctures should be properly backfiUed and compacted. Utilities should be bedded and backfiUed with approved sand or granular matenal to a depth of at least 1-foot over the pipe. Sand bedding material should be moisture conditioned and properly compacted. Compaction by jetting is not aUowed. The remainder of the backfUl may be typical on- site soU or imported soil which should be placed in lifts not exceeding 8 inches in thickness, watered or aerated close to optimum moisture content, and mechanicaUy compacted to at least 95 percent (under stmcture and pavement) and 90 percent (not under stmcture and pavement) of maximum dry density (based on ASTM D1557). Site Drainage Drainage should be designed to coUect and direct surface waters away from stractures to approved drain^e facilities. Downspouts, berms, area drains and other drainage controls should be included in construction considerations to minimize discharging or ponding of water near the foundation line. For earth are^, a minimum ^adient of 1 percait should be maintained and drainage should be direc&d toward s^pproved swales or drainage faeilties. Positive drainage wilh a minimum gradient of 2 percent away firom all stractures should be provided and maintained within at feast 5 feet fromi structure to reduce any ranoff from infiltraliDg the soil benealhi stmctural foundation. Plan Review The geotechnical and ^©logical consoilttants should be retamed to review gradSng and foundatioB plans and specl&ations to ascertain conformance with site conditions and lecommendations The ^teefciHcafi md ^ologfeaJ c0iijsjdtant& should be letainedl t® performs «ffli-si£e constractroni obs^raatkims; md testiMg to aso^tan that co^ditiot^ ccnespoixd tusi the; findings md comcMsiom preseiiExI ft^em md tiafi: GonstmctBW GOnfbrM ^nerairy t& the reeoMHeHdatiioris: pEeseated herefeL, 17 Sales, Activity & Fitness Buildings Project No 1916-A08 MarBnsa Resort. Carlsbad. CA Log No. 11-1409 The geotechnical and geological consultants should be caUed upon for testing and observations as indicated in this report and at least for the foUowmg: » During site grading and overexcavation. » During foundation excavations and placement. 9 During excavation and backfiUing of all utUity trenches a Upon completion of any foundation and retaining wall footing excavation prior to placing concrete a During processing and compaction of the subgrade for the access and parking areas and prior to constmction of pavement sections. ft is the responsibUity of the contractor to coordinate ail inspections and testing required by this firm or by other regulatory agencies. LMTATIQNS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they existed at the time of our investigation and fiirther assume the explorations to be representative of the subsurfece conditions throu^out the site, different subsurface conditions are observed during constraction, we should be promptly notified for review and reconsideration of our recommendations- This report was prepared for the exclusive use and benefit of the owner, architect, and engineer for evaluating the design off the &:ilties as it weMes to geotechnical aspects. It should be made available to prospective confractsHis for iisfoimation on feetual data only, and not as a warranty of subsurface conditions induded in this report Our intvestig^ore was p^formed using the standard of care md level of skill ordinarily exercised under ^milar circumi^aixces by reputayie soil ^igine^ md ^ologcsts onrreiiilfy practking im. this or sxiBlar localities. Nkx other wmm&ij^ repress or ir^^led, is made ais to the coiiiciu&ions and profes^nai advice inchoifed im t£is report. IS 1 x//--*" f VaUey r^' / Vr Higli Sch» \^ ^ SALIS; AC'IlVflY S: fllMESSBlJlLiaiNlSS! .^!^proximate Location of Boring APPENDIXA REFERENCES Blake, Thomas P., 2000, "EQFAULT, A Computer Program for die Deterministic Prediction of Peak Horizontal Acceleration From Digitized Califomia Faults CDMG, Califomia Division of Mines and Geology, 2000, DMG CD 2000-003, Digital finages of Official Maps of Alquist-Priolo Zones. Bryant, WJi. and Hart, E.W.,2007, Fault Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act witii Index to Earthquake Fault 2bnes Maps, California Department of Conservation, Califomia Geological Survey, Special Publication 42 Jennings. C.W., 1994, Fault Activity Map of Califoraia and Adjacent Areas, Califomia Division of Mines and Geology. Scale 1:750,000. Califomia Department of Conservation, Division of Mines and Geology, Geologic Map of the Nortiiwestem Part of San Diego County, Califoraiav DMG Open-FUe Report 9^4X2. Scale 1:24,000. California Department of Cbns^ation, Division of Mines aind Geology, Recent Failures, Ancknt Landslides, and Related Geology of die North-Central Cbasta! Area, San Diego County, Califomia by F. Harold Weber, Jr, 1982, DMG Open-File R^rt 82-12. Scale 1:24,000. U.S. Geological Survey. Topogra|Mc Map of the San Luis Quadrangle, Califomia^an Diego County, 73-Minute Series (Tc^gr^iiiK;), 1997, Scale 1:24,000. Cattmiia Departm^t of CoQiservatiom, Division of Mines and Geology, 1995, Lai^dslide Hazacds in ije NorthiMni Plait «rf the Sam Diego Metrofwrfitao Area, Sam Diego Owly, CA, DMG O^zt-iile Report 95-04, Landslide Hazard Meutificatioa Map No. 35. Califoraia Diepaztmi^t of ConsravHtioiii, Division of Mines and Cieology, The Rose Canpn Fault Zbne.SouitfeemCaiif«MM, 1^, DMG C^Ja[^fiIe R^iort 93-02. Gclfforraia Buildinig Stamifads OMHfm^OEi, 2007 CkfiffcHrniia Buildinig Code, CailfcHim Code of RegpIatioHS, TMe 24, fettt 2, Voimifi 2 Z ISs^^mMseM. off ihe Mavy, MavEl FaoUes Eiigpeoiiig Comratnl, 19S2, FoumdafMii^ amd Eaitfai StmBdtaK^ NIAVFAC DM-7:2. I^^s]iMm^e€^l!^SFy,'i^miFa£M&ssEi^^'^mgCkmBmmd, 1^2, Soil Mi^haiii&^MAWAC 15, Leighton and Associates, Inc., 2006, As-Graded Geotechnical Report of Rough and Fine Grading, Hotel One, Resort and Conference Facilites, Sales Building, and ViUas No. 53 through 56, Lots 10, 11 and A Portion of Lot 1, Grand Pacific Carlsbad, Carlsbad, CA, Project No. 040575-005, August 2,2006. APPENDIX B FIELD EXPLORATION PROGRAM On October 6, 2010, six exploratory borings were drilled utilizing 6-inch diameter hollow stem auger driUed to a depth of between 20 and 50 feet below existing site grade. Samples were obtained with the Standard Penetration Test (SPT) sampler, CAL Sampler and a bulk sample, as appropriate. The approximate location of the borings are shown on the Boring Location Plan, Figure 2, attached. Tlie field exploration was performed under the supervision of our Geologist/Engineer who maintained a continuous log of die subsurface soils encountered and obtained samples for laboratory testing. The soils encountered were classified in general accordance with tiie Unified Soil Oassification System (see Key to Logs, Figure BnQ). Subsurface conditions are summarized on the Boring Lo^ Figures B-1 and B-5. Hie soils WMC classified based on field obse^ations and laboratory tests. DEFINITION OF TERMS PRIMARY DIVISIONS SYMBOLS TV SECONDARY DIVISIONS n < _j £ o III o o m < . m 3 O Q u. Z lu INE INE u.<« RA O UJ AN li GER 8IE <o tc < o o MO CO Ul o 03 u. -J IS < > Q Ul X 40 eg z z w o < — o < oc »-< d a uiflc z Ul MOR MATE THAN FIN MOR MATE THAN GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE SANOS MORE THAN HALF OF COARSE FRACTION IS SMALLER THA»^ NO. 4 SIEVE CLEAN QRAVELS (LESS THAN 5% FINES) a GW QRAVEL WITH FINES CLEAN SANDS (LESS THAN 5% FINES) SANDS WITH FINES Wall graded gravals, graval-sand mlxtwas. Ilttis or no fines. QP Poorly graded i^avela or gravel-sand mlxttirae. attia or no tines. GM Silty gravala, i^val-saiHl-aM mtetures, non-plastie fines. GC Clayey gravels, ipavel-aand-clay fidxtures. pteatic tines. SW Well graded sands, d^avally sands, ittk) or no f^ss. SP Poorly graded sands or grevslly eanda, ^SEs & RO fln@3. SM Silty sands, sand-silt mixtures. non-g>^8tle finaa. SC Clayey aandq. sand-clay mixtures, plaatte t^@. SILTS AND CLAYS LIQUID LIMIT IS LESS THAN SO% ML Inorganic slits and very t^e aands, rock Kam, silty or ciayy fina saBtda or clayey aWts gWi siigM ptea^lty. CL SILTS AND CLAYS LIQUID LIBSIT IS GREATER THAN SO% Inorganic clays of low to medium plasticity, gravelly clays, aaiaiy claya. lean clays. " OL Organic silts and organic sUty clays at 8e«? ^stlcSty. MH Inorganic ailta;, micacaoua or d^temacesKss or silty soils, atestte aHta. CH inorganic clays of It^h plaatlcity. Sat clays. OH Organic days of medferai to i^^ alKa. HIGHLY ORGANIC SOILS Pt Peat and other M^ly or^ante 8<^s. GRAIN SiZES SILTS AND CLAYS SAND GRAVEL rsss£ 1 ^ESiisaa | COARSE j COARSE GOBBLES BOUUDERS 200 40 to 3/4' S" CLEAR S<3i9^E SEVE ^ GROUND WATER LEVEL OR QROUHO WATER SEEPAGE. LOCATION OF SABSPLE TAKEM USIMQ A STAIlDARO 3PLBT TUBE SAMPLER, 2-B0ICH 0.0.^ 1-3/S-lliCH t.O. ORIVEta WITH A t*0 POUND HAHSSER FALO^ aa-BMCHES. LOCAT80H OF SAMPLE TAKEN U88N6 A MODIFIED CALIFORNIA SA^PLEfl. S-'S/S-'INCH 0.0^ Wntt S--I/2-BNCH LO. LINER RNiaS. StRIVEM WSm® THE WESQHT OF KELLY SAR fLAROE DIASSETER BORSNCS} OR SISm® A «4® P«^I3)SB HAifl^EII FALLISaa SO-liSCHEa (SHALL OIAI^ETER SORBN@).* LOCATION OF SAMPLE TAKEN aiSINa A S-I^OH THS^-mLa.Elt TSSBE SAiSPLSR imm&.®r TI§SE9 sBV^isAtaoeALLY pyssasn. i.®®ATio^ HF mmt.m. SAMPLE rmsmm m&m AI0@ER airm@®s. IZl KEY TO LOSS - 1^ iW^B S09L C KJ^SSnCATIOH SYS ITEM iM %TM 1^24971 nm&m |ffiATIE: |FI@lffi!8E: ^ DATE OBSERVED LOGGED BY ECD 10 Oct 6, 2011 METHOD OF DRILLING: 8* Hollow Stem Augsf GROUND ELEVATION; ±188' LOCATION See Figure 2 ca a CM SB-1 SB-2 S&3 15 20 SS-1 SS-2 SS^ SS.4 36 52 76 54 56 43 55 > Oi a Si "8 13.5 12.5 9.3 11.8 10.4 ia4 ia4 3^ Si 122.9 120.4 124.1 BORING NO. B-1 DESCRIPTION FiU.; Silty Sand (SM), orange-brown, moist, medium dense, trace day Grades to dense. TERRACE DEiKiSnS: SSty Sand (SM), arange-brovini. motet, very dense, ririx yelloKF-tHotmi color, trace clay. GradK Willi mix ^ef cotor. Grades wiSi <Sa^ (Mmm OD&ur. {BB \ssBy fl&itiit^L SOIL TEST Ccnroshrity R-value Gradatran Direct Sitear ConsoGdatian DATE OBSERVED. LOGGED BY: ECD Oct 6, 2011 METHOD OF DRILLING: 8* Hollow Stem Auger GROUND ELBVATICH: ±190 LOCATION: 10 15 ot ca a CU SB-1 SB-2 SB^ SSh^l SS-2 8 O n 48 ^5 37 to ca OU ca > oi a 121 13 5 132 10 2 8.2 See Figure 2 124 8 126.2 1^.8 BORING NO. B-2 DESCRIPTION FIU.: Silty Sand (SM), orange-tHown, moist, medium dertse to dense, trace clay. Grades to mix oranga-bromm Siily Sand. TERRACE DEPOSITS: SIty SaiKl (SM), arange-faiown. moisl, dense, mix wnth r^Murasoi mtor. Grades to medhDn donse Grades tio dense. Boiaig Taminated at 20 Fe^ •Bgnshsda BaiUed on IQIS^I. SOIL TEST Max. Density Expansion Index Conosivity Direct Sliear Consoiidalian Figmre B-2 DATE OBSERVED: LOGGED BY- ECD Oct 6,2011 METHOD OP ORII1I.IN6: 8° Hollow Stem Augor GROUND ELEVATION ±21S' LOCATION. See Figure 2 10 I 15 •a CU SB-1 SB-2 S&3 S&4 SS-1 33-2 SS^ CO 3 m 39 105 36 45 to M Q 2S ca Z. 9l 14 3 8.1 11.7 9.4 iai 3.7 S_3 ca M Q 123 132.8 125.8 131.9 BORING NO. B-3 DESCRIPTION FILL: Silty Sand (SM), orange-brown, mdst, medium dense, trace clay. Mix witti darit brawn cttor. very doise. Grades to mediuni d^ise. TERRACE DEPOSITS: SfltvSa nd (SM), otange-toown. motst, very dense, trace day. nd (SM), otange-toown. Giaiifss to daisa. SOIL TEST R-value •ATS OBSERVED: ECD Oct 6,2011 METHOD OF DRILLING: 8° HoliowStem Auger GROtJND ELEVATIOH: ±215' LOCATION: See Rgure 2 10 15 20 SS-2 S&3 SS-4 SS-5 SS-S SS-7 22 72 47 47 11.2 7.4 BJ5 B.7 11312 8L5 SL5 BORING NO. B-4 DESCRIPTION FILL: Silty Sand (SM), brown, moist, meifitmi dense, trace day. Graifes ft> mix y^ow-biown and orangs-fatown cohw. Bmdes to veiy dtense. TCRHJM:E DEPOSITS: SiBy Sand {SM), moist orargis- EniRa^ uraiy dsnse, trace c^y. EnantiimiiBtrimni lf%iUR SOIL TEST Max Dertaty Conosmiy DATE OBSERVED. LOGGED BY: ECD Oct 6,2011 METHOD OF DRILLING. 8" HollowStem Augef GROUND ELEVATICM: ±215' LOCATION See Figure 2 40 «5 u CU SS-8 SS-9 SS-10 50/3' to § pa 45 57 79 CO ca >^ > 9.5 9.8 5.7 ca " Q BORING NO. B-4 DESCRIPTION TERRACE DEPOSITS: Silty Sand (SM), orange-brovwi. moist, dense, trace day. Grades to gravel tndi^ons, very dense. Bormg lemrnsH^ at 50 Fe^ No GroiindHSiH-BncoiD^sred. Bor^Hda Baciif^l asi 1(HS/2iao. SOIL TEST DATE OBSERVED: LOGGED BY ECD Oct 6,2011 METHOD OF DRILLING. 8" HollowStsm Auger GROUND ELEVATION ±215' LOCATION-See Figure 2 10 15 o: ca m oa CU SB-1 CO s o CO 53 SB-2 ^-3 ^4 ^1 SS-S 43 CO 1 H Ci Q 11.2 35 SO 37 laa 9JS ajs ca CU g I 1283 12.9 122.1 121.4 125.4 BORING NO B-6 DESCRIPTION FILL: Silty Sand (SM), orange-brown, moist, mecfium dense to dense, trace day. Mix Willi darfc brovm color. TEfSlACE DEPICTS: S Sy Sand (SilQ, oiange-tBoranc •y-moist, very dase, tiasce da Sy Sand (SilQ, oiange-tBoranc •y- Qiact^ fig wBy (SsBe. BonEoig TdWiBni^d at 30 Fe et. No Gnmnultiiiiii&v Bmundes ed- BonElisde Ba&SiBaiS tan tW&SOft. SOIL TEST Max. Density Exparsion Index Conodvity GiaaJalian Direct Shear Wii^esB^ B-S APPENDIX C LABORATORY TESTING PROCJEDimES GENERAL The results of laboratory testing are discussed and presented in this appendix. MOISTURE/DENSITY Determinations of in situ moisture content and dry density were performed on selected undisturbed samples. Soil moisture content determinations were performed according to the ASTM D 2216. The dry density of soil was detennined on CAL samples in general accordance with ASTM D2937. Results of these tests are presented on the boring logs. Figures B-I through B-2. in Appendix B. CLASSIHCATION The Unified Sod Classification System was utilized for visual (ASTM D2488) and laboratory (ASTM D2487) classifications of soils encountered. GRADATIOM The sieve andysis of selected soil samples was performed in accordance with ASTM D422 and results are presented m Figures C-l to C-5 MAXIMUM DEMSmr A maximum densi^ test was; performed! on a representative bag sample of the near surface soils ia accordance wills ASTM D1557. The test results are shown below. 1 Location MsadmamBry Density ^ef) C^tiknomi Moisfiire €ontEati%} \ @ S'- 12* 1303 B-4 @ -12' 1342 F-6 @ 5' -P" 1313 9.7 DIRECT SHEAR Direct shear tests were performed in general accordance with ASTM D3080-98. Direct shear tests were performed on undisturbed soil samples. Test results are as follows. Location Cohesion (PSF) Angle of Internal Friction (Deg.) B-1 @ 5' 435 38 B-2 @ 10' 1003 40 B-5 @ 15' 10O4 35 B-6 @ 15' 66 44 EXPANSION INDEX Expansion Index testing was completed in accordance with ASTM D4829 Test results are presented in the following table [ Boring Deptii Expansion Index CBC No. (feet) (ED Potential Expansion B-2 8'- 12' 0 Very Low B-4 8"-12' 0 Very Low B-6 5' -9' c ./ Very Low coRROSivrrY Corrosivity Testing in compliance with Caltrans Test Method 417, 422, & 643. Test results are presented below. Sample Location PH ! Soluble Sulfates ^ (%) Min. Resistivity (ohm-cm) B-1 @ V- 5' 1 6 8 0.032 1,460 B-2 @ 8'-12' , 6.7 0.021 1,694 B-4 @ 8' -12' 6.6 0.011 1,781 B-6 @ 5' -9' 1 6.7 0.010 2,080 CONSOLIDATION Consolidation test was performed on representative, relatively undisturbed sample of the underlying soil to detennine compressibility characteristics in accordance with ASTM D2435. Test result is presented on Figure C-6 to C-9 R-VALUE R-value testing was performed on existing upper on-site soil within proposed pavement areas. Califoraia Department of Transportation (Caltrans) Test Method 301 was used to determine exudation and expansion values. 1 Location R- Value 1 B-l@ l'-5' 25 B-3 @ 1" -5' 48 Particle Size Distribution Report UJ z u. H Z LU O DC Ui 0. GRAIN SIZE - mm. Q.0Ot %+3"' % Gravel %Sanif %F?ne» %+3"' Coarse t Fine Coarse il/ledTum Fine Silt i Oaf 0.0 0.0 f 0.6 0.9 j 35.7 46.4 16-4 SIEVE PERCENT SPEC* PASS? 1 SIZE FINER PERCEWTT (X=NO) SIS lOQiJ #4 994 #10 983 #20 943 6ZJS #ea J72 #100 242 #200 16.4 Rffaterfal! Descdptioni Afterbero Limits UL= Pf,= Dgep^ 0731!S •lop 0333« Coefffelenfs DBS= 016501 03CP 0.1986 li^finF O.403 S uscs= GfassificaffacB msmo= Remarks Sampfe i^mbeiz B-1 Depth:, 5 D^fec mmm nfFGIU inc. PteOBBcf: SM£S/'FOm5KSM]!HLDWGl-SMRBK! AmieifTeliii, CA Fiiqiiire C-I Te-sttecCBgr M Ui o IT UJ Particle Size Distribution Report ami GFtAIN SIZE-mm. % +3" % GraveC %Sand 1 % Hnes % +3" Coarse | Rne Ctaarse Medium, Fine SCR I Ctay 0.0 1 00 t 6LI 3.4 27-1 29v4 34.0 StEVE PEHCEMT SPEC* PASS? SIZE FilJiEB PERCENT (X=m} -375 1 I0O.O #4 i 93.9 #10 90-5 #20 #40 63.4 #60 4'6.g #100 39a #200 34J0 Matenal Description Atferbera Lnnits LL- ObQF L7910 ETsop 02834 Coeffifcfents CUP US€S= Crassiffcaffotv Riemarlcs Sampre !liciinf>eir; B-2 Depfhi W IDiafe:. biL,, Bii CA Figure €-2 Testetf Byr CainecftecfBteBO^ tr Ul z u. i-2 UJ O CE UJ Particle Size Distribution Report Q a a Q O Q O 100 90 80 70 60 50 40 30 20 10 0? 100 10 0.1 0.01 GRAIM SIZE - mm. %+3" % Gravel %Sand % Fines %+3" Coarse Fine Coarse 1 Medium Fine snt 1 Clay i 0.0 0.0 0.0 0-0 ' 16.6 49.0 34.4 SIEVE [ PERCENT SPEC* PASS? SEZE RMER ! PERCENT fX=MO> 1 #4 100.0 1 #10 IOOO #20 98.9' #40! 834 #60 59.2 #f00 42 S '< mm 34.4 KSateriaf Descriuf ion Afterberq Limits UL-Pf^ EJgnp 0'5II5S Dggp O.E95S D|QP Coefffclents DgSP 0.4427 CJJP Dgcp 0.2545 USCS= Cfassfficafroni AASHFGJ= Remarks ffpcD speaficaB'oni prDvid'euf|l Sampfs Nurafaeii: B-41 D^epf h:^ lOT Etefe: liO/24/lll •5, iltCrar Glienf:: Frofex^r attES//H(rifESS^BmDINC5'MAIEBKISAPHASE2 Fmme C-3 Testtedlgyr JIHI CfteckedB^H? Particle Size D o GRAfM SIZE - mm. OLOOI %+3" % Gravel Coarse Fine %Sancf Coarse Medium Fine % Fines Silt Clay 0.0 0.0 0.0 0.5 17.7 482 33.6 SIEVE PERCEIVT 1 SPEC* PASS? SIZE FIlklER ! PERCENT CJC=NO) #4 100.0 1 #10 993 wm 98.4 #40 81.8 #60 59J #100 43.4 #200 33.6 Maferiall Descn'pfion Atterbera Limits Dg0r= 0_5460 li>50F 0.1925 CoeffrcSsnts 085P 0.4645 E%£j= a2546 uscs= Cfassificafiioro AASHiTOfc RiemarkS' (jiBi speciliicatiDni psovidedj Samplis Numlier. B-5 PepfliTC 15' Efafe: GIiiei!i£: Propcfc SM^S/fFITOIESSBraLDIMJS- E%orec6Bfge rgl'6>-Am Ffgare C-4 Tested) Bfe M Cftecfesdi By; BP tc UJ z u. Ui o £E Ul a. Particle Size Distribution Report 100 0.001 GRAIN StZE - mm. % Gravel Coarse Fine %San(t Coarse Mediumi Rne % Fines: Siif Clay 0.0 0.0 0-0 0-4 22.1 523 252 SIEVE ! PERCENT 1 SPEC* PASS? SIZE i FINER \ PERCENT {X=NO> 1 #4 j 100-0 1 #10 1 99.6 i #20 993 i #40 i 713 I #60 52L5 #100 350 I #:^o 252 Mat erfa{ Descriiptron PL= Atferberqi Liinits Pt!= i D gnp 0 5952 Dscp 02359 Coefficfefits Ogg= 0.5121 Dgjp 0.H56 EJgOF 02941 USCSi= Cfassiffcafioni AASWOtr Remarks dm specifiicadoni pravfd'edl|) Samplie Ntimlier: B-6 Pepl^:. 115 Dfafet 1004/11 lilU If Mmahefm^ CA Glfenf: PtDjpecl^ SmES/'FraESSBIIILDINiO- Cftecketf BvsED) -04 CONSOLIDATION TEST REPORT EtnylQsinaL LL Pf Sp. Gr. Pc % Sat EtnylQsinaL LL Pf Sp. Gr. Pc % 4163 ai 0.0 CONSOLIDATION TEST REPORT Q. Natural Dry Dens, (pcf) EJL PS OweetuBPdSeit % Sat Moist Dry Dens, (pcf) EJL PS OweetuBPdSeit % a2 HATESML DESCSmroi 2 55 01 a CONSOLIDATION TEST REPORT Sat LL Qr. -05 CONSOLIDATION TEST REPORT Nafufal Sat RIolsL LL ^21. Or. 2559 APPENDKD ENGINEERING and SEISMIC ANALYSIS General The details of the engineering analyses performed as part of this investigation are discussed in this section. Seismicity Seismic d^ign values were computed based on site coordinates of N33.13199 and W 117.31241. The nearest active fault computed by the Thomas Blake EQFAULT program is the Rose Canyon Fault, located approximately 8.5 km soetfiwest of the site. The deterministic analyses are attached. The ground motion values derived from tb& 2010 Califomia Building Code (CBC), Title 24 were obtained from the Java Ground Motion Parameter Calculator, Version 5.1.0 and is attached. Based tipoa the results of the exploratory boring the project site is assigned to Site Oass D. 1100 CALIFORMA FAULT MAP Test Run 1000-- 900 -- 800 -- 700 -- 6Q0-- 500-- 40O-- 300 2!Q0> tm & - - -IIOO--I. t II r s \i II t v II fl i< n s r V t n t h I I! » t V jl -4OT '3m -20© -10® 0 200 30® 500 600) TEST.OUT *********************** * * * EQFAULT * * * * Version 3.00 * * * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 1916-A08 DATE: 10-21-2011 JOB NAME: Sales, Activity & Fitness Buildings CALCULATION NAME: Test Run Analysis FAULT-DATA-FILE NAME: CDMGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1320 SITE LONGITUDE: 117.3124 SEARCH RADIUS: 100 tEii ATTENUATION RELATION: 17) Campbell & Bozorgnia (1994/1997) - Alluvium UNCERTAINTY CCMKedian, s=sig|[ia): M Nuinber of Sigraas: 0.0 DISTANCE MEASURE: cdlst SCOND: 0 Basetnent Depth: 5.00 km Campbell SSR: 0 cantpbell SHRz 0 OMPUTE PEAK MQRIZQMTAL ACCELERATION FAULT-DATA FILE USED: a35itGFLTE.DAT MIMMJM DEFTO VALUE Om): 3.0 iPagie 1 TEST.OUT EQFAULT SUMMARY DETERMINISTTC SITE PARAMETERS Page 1 APPROXIMATE ABBREVIATED DISTANCE MAXi;^ PEAK EST. SITE FAULT NAME mi (km) EARTHQUAKE SITE INTENSITY MAG.(MW) ACCEL, g M(X>.MERC. ROSE CANYON 5.3( 8.5) 7.2 0.435 X NEWPORT-INGLEMOOO (Offshore) 7.2( 11.6) 7.1 0.373 IX C(»0NADO BANK 21.1( 33.9) 7.6 0.218 VIII ELSINORE-TEMECULA 24.3( 39.1) 6.8 0.101 VII ELSIN(»E-3ULIAN 24.3( 39.1) 7.1 0.129 VIII ELSINORE-GLEN IVY 35.4( 57.0) 6.8 0.063 VI PALOS VERDES 37.8( 60.8) 7.1 0.075 VII EARTHQUAKE VALLEY 42.4( 68.3) 6.5 0.038 V SAN JACINTO-ANZA 47.0( 75.6) 7.2 0.062 VI SAN JACI»niO-SAN JACINTO VALLEY 47.8( 77.0) 6.9 0.047 VI NEWPORT-INGLEMtXJD (L.A.Basin) 48.3( 77.7) 7.1 0.055 VI CHINO-CEWTRAL AVE. (Elsinore) 49.8( 80.2) 6.7 0.037 V SAN JACIMTO-COYOfTE CREEK 51.7( 83.2) 6.8 0.039 V WHimER 53.3( 85.8) 6.8 0.037 V ELSINORE-COYOTE MOUNTAIN 56.2( 90.5) 6.8 0.035 V dStPTON THRUST 58.0( 93.3) 6.8 0.032 V ELYSIAN PARK TMRUST 1 60.9( 98.0) 6.7 0.028 V SAN JAdNTO-SAN BERNARDINO 61.3( 98.6) 6.7 0.028 V SAN JACINTO - BORREGO 64.9( 104.5)1 6.6 0.024 V SAN ANDREAS - San Bernardino 65.7C 105.7)1 7.5 0.053 VI SAN ANDREAS - Southern 65.7( 105.7)1 7.4 0.048 VI SAN JOSE 70.6( 113.7)1 6.5 0.019 IV piirro tNgoiMTAiN 72. SC 116.7) 1 7.0 0.030 V SAN AMmEAS - Coachella 73.3C 117.9)1 7.2 0.035 V SIERRA SIAIQRE 74.3C 119.0 1 7.0 0.027 V CUCAMONGA 74.6C 120.1)1 7.0 0.026 V siognii FRONTAL FAULT ZONE (i^st) 77.2C 124.2) i 7.0 0.025 V BURNT mn. 78. OC 125.61 6.4 0.016 IV CLEmam 79. OC 127.2)1 6.5 0.017 IV EUREKA PEAK 80.8C 130.1) 6.4 0.015 IV suPERSirmaiM MTN. Csan Jadmtm) 81.0C 130.4)1 6.6 0.018 IV mmm FEKMTAL FAULT ZONE (East) 81.2C 130.6) 6.7 0.018 IV SAN ASmetEAS - 1857 Runitxiire 82.4C 132.6) 7.8 0.051 VT SAN AinansEAS - mjave GSAmOND 82.4C 132.6) 7.4 0.036 V SAN AinansEAS - mjave GSAmOND 82. 5C 132.8) 6.5 0.015 IV CLAMSMELL-SftMPTT 84.2C 135.5) 6.5 0.015 IV ELMffiiE mmm 84.7C 136.3> 6.6 i 0.017 IV 85.2C 137.1> 6.7 1 0.017 IV syiPEEtSTxrEm BLLLLS Csam jaomtiis} 85.7C 138.0) 6.6 i 0.017 IV 87.IC 140.1) 6.4 I 0.013 m ESTIMATED MAX. EARTHQUAKE EVENT TEST.OUT DETERMINISTIC SITE PARAMETERS Page 2 ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE ABBREVIATED DISTANCE MAXIMUM PEAK EST. SITE FAULT NAME mi (km) EARTHQUAKE SITE INTENSITY MAG. (Mw) ACCEL, g MOD.MERC. LAGUNA SALADA 87.4( 140.7) 7. 0 0.023 IV LANDERS 88.1( 141.8) 7. 3 0.030 V HELENDALE - S. LOCKHARDT 89.4( 143.8) 7. 1 0.025 V SANTA MONICA 91.8( 147.7) 6. 6 0.014 IV LENWOOD-LOCKHART-OLD WOMAN SPRGS 93.1( 149.8) 7. 3 0.028 V BRAWLEY SEISMIC ZONE 94.1( 151.4) 6. 4 0.012 III mLIBU COAST 94.3( 151.8) 6. 7 0.015 IV JOHNSON VALLEY (Northern) 96.1( 154.6) 6. 7 0.016 IV EMERSON So. - COPPER MTN. 96.2( 154.8) 6. 9 0.019 IV NORTHRIDGE (E. Oak Ridge) 98.5( 158.5) 6. 9 0.016 1 IV SIERRA MADRE (San Fernando) 99.0( 159.3) 6. 7 0.014 IV SAN GABRIEL 99.2( 159.7) 7. 0 0.020 1 IV -&S3 OF SEARCH- THE ROSE CANYON 52 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. FAULT IS CLOSEST TO THE SITE. JT IS ABOUT 5.3 MILES (8.5 km) AWAY. LARGEST MAXIMUM-EARTIKJUAKE SITE ACCELERATION: 0.4353 g Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.13199 Longitude = -117.31241 Spectral Response Accelerations Ss and S1 Ss and SI = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 .Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.252 (Ss. Site Class B) 1.0 0.473 (SI. Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Utitude = 33.13199 Longitude = -117.31241 Spectral Response Accelerations SMs and SMI SMs = Fa X Ss and SMI = Fvx SI Site Class D - Fa = 1.0 ,Fv = 1.527 Period Sa (sec) (g) 0.2 1JZ52 (SMs. Site Class D) 1.0 0.722 (SMI, S'ie Class D) (kjoiermimys 48 Stales 2005 ASCE 7 Standaidl Lslia£de = 33.13199 Lomgpfiide = -117.31241 Des^ Spra^lml Respoeise AcceSeratiorcs SDs ax\d SDI SDs = 2^ and SDI =2/3xSM1 SieCfassD- Fa = 1.0 ,Fv= 1.527 Pemsd Sa 0.2 0.835 (SDs, Site Class O) 1.0 0.4S1 (SDI, Sis Class D) APPENDIX E GENERAL EARTHWORK AND GRADING SPECIFICATIONS APPENDIX E GENERAL EARTHWORK AND GRADING SPECIHCATIONS 1 GENERAL These specificabons present general procedures and requirements for grading and earthwork as shown on Uie approved grading plans, includmg preparation of areas to be filled, placement of fiU, installation of subdrains, and excavations The recommendations contained m the attached geotechnical report are a part of Qxe earthwork and grading specifications and shall supersede the provisions contauied herein in the case of conflict Evaluations performed by the Consultant durmg the course of gradmg may result in new recommendations, which could supersede fiiese specifications, or the recommendations of the geotechnical report. 2. EAKTHWORK OBSERVATION AND TESTING Prior to the start of grading, a qualified Geotechnical Consultant (Geotechnical Engineer and Engineering Geologist) shall be employed for the purpose of observing earthwork procedures and testmg the fills for conformance with the recommendations of the geotechnical report and these specifications. It will be necessEuy that the Consultant provide adequate testing and observation so that he may determme that ihe work was accomplished as specified. It shall be the responsibility of Qie Contractor to assist the Consultant and keep them apprised of work schedules and changes so that he may schedule his psisoimel accordmgly It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these speciHca tions and the approved gradmg plans Maximum dry density tests used to determme the degree of compaction will be performed m accordance with the American Society for Testing and Materials Test Method (ASTM) D1557-91 or later revision. 3 PREPARATION OF AREAS TO BE FILLED Clearinp and Grubbing All brush, vegetation and debris shall be removed or piled and otiierwise disposed of Processing Tlie exish'ng ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of 6 inches Existing ground, which is not satisfactory, shall be overexcavated as specified in the following sech'on. Overexcavation' Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, shall be overexcavated down to firm ground, approved by the Consultant. Moisture conditiorung: Overexcavated and processed soils shall be watered, dried-back, blended, and mixed as required to have a relatively uniform moisture content near the optimum moisture content as determined by ASTM D1557. Recompaction' Overexcavated and processed soils, which have been mixed, and moisture conditioned uniformly shall be recompacted to a minimum relative compaction of 90 percent of ASTM D1557 Benching: Where soils are placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground shall be stepped or benched. Benches shall be excavated m firm matenal for a mmimum width of 4 feet. 4 HLL MATERIAL General: Material to be placed as fill shall be free of organic matter and other deleterious substances, and shall be approved by the Consultant. Oversize: Oversized material defmed as rock, or other irreduable material witli a maximum dimension greater than 12 mches, shall not be buried or placed in fill, unless tlie location, material, and disposal methods are specifically approved by the Consultant Oversize disposal operations shall be such that nesting of oversized material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill Oversize material shall not be placed within 10 feet vertically of fmish grade or wilhin the range of future utilities or underground construch"on, unless specifically approved by the Consultant Import: If importmg of fill material is required for gradmg, the import material shall meet the general requirements. 5. nLL PLACEMENT AND COMPACTION Fill Lifts: Approved fill material shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness. The Consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is l>eing achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed dunng spreadmg to attain uniformity of material and moisture in each layer Fill Moisture Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material Moisture conditioning and mixing of fill layers shall continue until the fill material is at uniform moisture content at or near ^ optimum Compaction of Fill- After each layer has been evenly spread, moisture conditioned, and mixed, it shall be uniformly compacted to not less that 90 percent of maximum dry density m accordance with ASTM DI557. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven rebability, to efficiently achieve the specified degree of compaction. FiU Slopes' Compacting on slopes shaD be accomplished, in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet as the fill is placed, or by other methods producing satisfactory results At the completion of grading, the relab"ve compaction of the slope out to the slope face shall be at least 90 percent in accordance with ASTM D1557. Compacfa'on Teshne: Field tests to check the fill moisture and degree of compaction will be performed by the consultant The location and frequency of tests shall be at the consultant's discretion In general, these tests will be take at an interval not exceedmg 2 feet in vertical rise, and/or 1,000 cubic yards of fill placed In addition, on slope faces, at least one test shall be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. 6 SUBDRAIN INSTALLATION Subdrain systems, if required, shall be installed m approved ground to conform to tlie approximate alignment and details shown on the plans or herein The subdrain location or materials shall not be changed or modified without the approval of the Consultant The Consultant, hovs ever, may recommend and, upon approval, direct changes m subdram line, grade or materials. All subdrams should be surveyed for line and grade after installation and sufficient time shall be allowed for the surveys, prior to commencement of fill over the subdrain. 7. EXCAVATION Excavations and cut slopes wiU be examined dunng gradmg If directed by the Consultant, further excavation or overexcavation and refilling of cut areas, and/or remedial grading of cut slopes shall be performed Where fJl over cut slopes are to be graded, unless otherwise approved, the cut portion of the slojje shall be made and approved by the Consultant pnor to placement of materiak for construcbon of the fill portion of the slope. CB121160 5411 COLUMBUS CR RW GRmO PACIFIC RESORTS t-l- om-AiMiMr^ >n/Ai I nriD cnnc TPAM<?FnRIUIFR (.IZ-nllz^ 7/^/17. UT^^JJA • cv Approved Date -7/3///?, By BUILDING PLANNING ENGINEERING FIRE Expedite? Y N AFS Checked by HazMat APCD Health Forms/Fees Sent Reed Due? By Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection CFD Y LandUse N Density ImpArea FY Annex Factor PFF Comments Date Date Date Date Building Planning Engineenng Fire Need? • Done • Done • Done • Done • Done SW ^Z'Zuo \ldiO 10^ • Issued