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Home My WebLink About2438 JEFFERSON ST; ; CB054085; Permit03-27-2006 Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB054085 Building Inspection Request Line (760) 602-2725 2438 JEFFERSON ST CBAO RESDNTL 1551600300 $398,727 00 1 Sub Type SFD Lot# 0 Construction Type NEW Reference # Structure Type SFD Bathrooms 405 FLETCHER RES-790 SF HOUSE-DEMO IN 1988-NEW 3,616 SF HOUSE, 810 SF GARAGE Status Applied Entered By Plan Approved Issued Inspect Area Orig PC# Plan Check# Applicant RDA DESIGNS PO BOX 40 CARLSBAD CA 92018 760 729-8099 * Owner FLETCHER LIVING TRUST 07-12-00 ISSUED 11/30/2005 MDP 03/27/2006 03/27/2006 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check.Fee Plan Check Discount Strong Motion Fee / Park in Lieu Fee ? ' Park Fee ^' "I" LFMFee * Bridge Fee | , /" Other Bridge Fee ! "f!\ ' BTD#2Fee \ ' ^ BTD #3 Fee Renewal Fee { Add'l Renewal Fee * * Other Building Fee \ HMP Fee \ Pot Water Con Fee \ Meter Size \ Add'l Pot Water Con Fee\ Reel Water Con Fee ,$1,46748 S ,$000 $0 00 $000 $3987 $0 00 "-$OdC \$0 OO $0 00 $p"00 ^$OOO / $0*00 I $0 00 V,$'p 00 $0 00 _ / $0 00! '$000 MeterSize ~'( Add'l Reel Water Con Meter Fee, ^r* \ \" ^ SDCWA Fee^ \ , ; ;CF,D Payoff Fee \ ' PFFS(3105540) \ PFF (4305540) ^ - "/ \ License-Tax" (310^193) License-tax (4304193) Traffic Impact Fee {3105541? Traffic'lmpact'Fee (4305541) .Sidewalk Fee ^' <f / RtUMBING TOTAL,, s ELECTRICAL TOTAL* MECHANICAL TOTAL Housing Impact Fee^ 'Housing InLieu Fee Housing Credit*Fee Master^Drainage Fee > I• f Aditonal Fees^- $000 $000 $000 $000 $000 $000 t $000 $000 ', $502 90 > $567 10 J $0 00 I $224 00 ' $60 00i $74 50 '$2,92500 $000 $000 $464 94 $985 00 $000 $8,264 65 Total Fees ,264 65 Total Payments To Date ,$8,264^65 Balance Due $0.00 BUILDING PLANS IN STORAGE ATTACHED Inspector FINAL APPRQVAL Clearance NOTICE Please take NOTICE that approval of your profect includes ttie "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refetted to as "leestexactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. I 1 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 0533401-2 0010 11/30/2005 001 11 PLAN CHECK NO VAL Plan Ck Deposit Validated By Date Business Name {at this address) ff of Bedrooms ff of Bathroomsv^S$'^m}m^f^ sjfBTt ^c..^^^,^ Name Address J™fffAf>?UCANf lljjjrj Q ^^^^wjfr^^i^rim^rAr^a(^, Owner City Stafe/Zip Telephone* Fax'ff "wit Tnrs*"*.^tMn)i)*'iijrH! tf *!8&sa»{!'!'Pr > Fl'W.rwttifti.F'Jf'Kti * * IfffiMKSl&r 1", .fT' 'IfftTTf* !**•* " zrawirasflAgent for, Ownerf *, UWtUb'iSJ Jllrfllis ^'.S\, !™1 U ,G ^OiIliM< iJ JfLlJ Name Address City State/Zip i7rry^-''«'rtm'5n«TiT"^^•itS _J-j 'i ijli* (-""_* j j__ 'ft J ! i-t? _Lrf , "-^^ _^ iOi-aJ^*J^U*^Nrt*F- _^^«.iJk- it—Jifli- ^^n •« r Ju-^>.Jl^J< _^ ^..iliilita—J Ji/'* "-' Telephone # ESESTKt Name / Address 1 City r^^r^TPhT^^"^7^^i'Hi^r^~ir JT*"—. —..~mi; r^~^Trrj~">r^^tm?»t't <j*" "*r^'i!?t^rrfr'*''*!''''*w:*w''"''t'"'^ •J"^i'^F^sf]"nTr''fT^''i^t|irvn|TTirji'r!'l5roONTRACTOR£cOMPANY,rWMEES^^ (Sec 7031 5 Business and Professions Code Any City or County which 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 of the Contractor s License Law (Chapter 9, commending with 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 IS5001) Name State ense # Address License Class ZzjL City State/Zip City Business License ff Telephone ff C-? Designer Name ** Address City State/Zip Telephone State License # '6r7I[WORkERSfCOMPENSATION™ ^llPrT"^- $^" ""^PfllTIf* ''\" ';WW^ f>af<III! Uff '"''ISPlPy „;JflWPr Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations [U I have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of th^work for which this permit is issued %fl 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 permit is issued My worker's compensation insurance carrier and policy number are Insurance Company ^T^sfSr*^. (—^S*JjS? S^£(/l*s*r Policy No £?_~L~S^&^f *~^~.C&it Expiration Date &>/ // (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) n CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($4^wOOO), in adrfjiterto the^ffst of compensation damages as provided for in Section 3706 of the^La^or code,interest and attorney's fees SIGNATURE.x^C^ ~*~i~>^Z'r /£DATE I hereby affirm that I am exempt from the Contractor s License Law for the following reason Q 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 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) Q I, 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) n I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES QNO 2 1 (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 number / 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 number / 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 number / type of work) PROPERTY OWNER SIGNATURE DATE SECTONiF.O"RWO»/ies«^7WiB^ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? O YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES O NO 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 W7^f"T—p*1""*"*"?1 ^^ ^^^rr^nr^^^Tn^r^i'^wpr?',ij Lilihij ••} aiiiliyi !i8iS!a(-i(!*U>.JW!«)! a tit iMiUbsi- ; I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER'S NAME LENDER'S ADDRESS ^-jfc.,,1,, !,«.„' s*sja. ^j^^^ij^w^^m^iajs^m^m^s^sa 1 certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for 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 permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the,building Official undet the provisior^ of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is mm i. nifd withjnjnn days frornthe date oLadch oermit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commence/for (a pertq^6iJBn^J^y's|(Section/^/ A^Jniform Building Code) APPLICANT'S SIGNATURE DATE WHITE File YffLLOW Applicant PINK Finance City of Carlsbad Final Building Inspection Dept Building Engineering Planning CMWD St Lite Fire Plan Check # Permit* Project Name Address Contact Person Sewer Dist Inspected By Inspected By Inspected-*..By CB054085 FLETCHER RES 790 SF HOUSE DEMO IN 1988 NEW 3 616 SF HOUSE 810 SF GARAGE 2438 JEFFERSON ST RON Phone 7608013274 CA Water Dist CA Date Inspected Date Inspected Date Lot Date Perm it Type Sub Type 0 RESDNTL SFD Approved l^-""Disapproved .Approved Inspected Approved Disapproved Disapproved Comments Permit* Inspection Type / Inspected By. STORM WATER INSPECTOR Construction Site NPDES Compliance Inspection Checklist Construction Management & Inspection Division Date Weather Project #/Name Project Location Mark (V) box "Yes", "No", or "N/A", if there are comments, mark (V) box "Comment" Yes No N/A Comment Inspection Description DDK! DDE D D 0 D H D D D SI D D $ D B D DDE D D 0 ^ a D D D B DDK s a a D 0 D Comments • L jt7jJ2/ D D 12 /' D D « D D D D D D a <^/^ 1 Are slopes steeper than 3 1 properly covered9 2. Are areas flatter than 3 1 covered or protected by desilting basins9 3 Is the SWPPP wall map up to date and accurate9 4 Are all gravel bags, straw waddles, silt fences, and other linear sediment barriers in place in accordance with the SWPPP, and are they functioning properly9 5. Are basins designed and maintained to provide the required retention/detention9 6 Is the stabilized construction entrance preventing tracking (i e working properly)9 7 Are all downstream storm drain inlets protected with devices that are in working order and being properly maintained9 8 Are non-storm-water BMP's being used9 (e g concrete washouts) 9 Are all material and equipment handling, storage, and maintenance areas clean, and free of spills, leaks, or other deleterious materials9 10 Is the site free from litter and the litter collected and placed in covered containers9 1 1 Are temporary stockpiles and/or construction materials in approved areas and protected/covered9 12 Are all areas designated to be seeded or landscaped properly maintained (i e irrigation functioning properly, 90-100% coverage)9 NO BMP's REQUIRED 13 Are all natural drainage courses and open spaces in proximity to this project protected9 14 Are all BMP's maintained in functional order9 (e g sediment removed, basins pumped down, repairs made, etc ) ^^ *y*s&w>*>. d/vs? ^,,~^,~^^ £/*»,> fajt/f-Sf^S £t^tyy /it /Psl/Mf , ^fy&-t$i?) f_sfjrt ,j^£e£^y ^rssf ^TlSfar 43S) s£sf_/^*JTs 4*11 ^ '. ^S/s-^jrfs? £Sr»« ^#&Ji/ / ^y ' ^ s*\ Signature ,stfS^i*t,,t 7 />fxM ,^2S -*7 ^ ' s jffl) £> (~ff$£fsSss) f^fs*s fl^ f&sn srL*sx , fj>7?&/sr s ssd&fa-t/zSjtsa /ztsvTry flf u/sTl^rf? t it^J^'L^n flffSl &sti~*J ,J>fr*9f-t*ff'*- ^tSTLf^^ . -f*Z? "-^ Permit# CB054085 Type RESDNTL SFD Date Inspection Item Inspector Act 03/30/2007 89 Final Combo PC AP 03/30/2007 89 Final Combo Rl 02/27/2007 98 BMP Inspection DB PI 01/23/2007 23 Gas/Test/Repairs PY AP 11/07/2006 23 Gas/Test/Repairs PY NR 10/16/2006 17 Interior Lath/Drywall PY AP 10/16/2006 18 Exterior Lath/Drywall PY AP 10/16/2006 23 Gas/Test/Repairs PY NR 10/06/2006 16 Insulation PY AP 10/03/2006 14 Frame/Steel/Bolting/Weldin PY AP 10/03/2006 84 Rough Combo PY AP 09/06/2006 13 Shear Panels/HD s PY AP 09/06/2006 15 Roof/Reroof PY AP 09/06/2006 32 Const Service/Agricultural PY AP 09/06/2006 39 Final Electrical PY WC 05/24/2006 22 Sewer/Water Service MC AP 05/23/2006 22 Sewer/Water Service MC CO 05/16/2006 11 Ftg/Foundation/Piers PY AP 05/10/2006 21 Underground/Under Floor PY AP 05/10/2006 24 Rough/Topout PY WC FLETCHER RES 790 SF HOUSE DEMO IN 1988 NEW 3 616 SF HOUSE 810 SF GA Comments SEE FILE MPGUAGE CHECK TEMP GLASS @ MASTER TPPB SEE CORRECTION NOTICE Monday April 02 2007 Page 1 of 1 City of Carlsbad Bldg Inspection Request For 03/30/2007 PermiW CB054085 Title FLETCHER RES 790 SF HOUSE DEMO Description IN 1988 NEW 3 616 SF HOUSE 810 SF GARAGE Inspector Assignment PY Type RESDNTL Sub Type SFD Job Address 2438 JEFFERSON ST Suite Lot 0 Location APPLICANT RDA DESIGNS Owner FLETCHER LIVING TRUST 07 12 00 Remarks Phone 7608013274 Inspector Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By RON Entered By CHRISTINE Act ^Comment T Comments/Notices/Holds Associated PCRs/CVs Original PC# CV000401 CLOSED OVFRSI/L 1 LOWFR SI AND FLOWER S TAND SFI I S OFF SITF MERCHANDISE CV030935 CLOSED O EXP BI7 LICENSE #1210534 CV050009 CLOSED O EXPIRED BI7 LICLNSF PCR06132 ISSUED 1I ETCHER RES DLI-ERRFD TRUSS SUBMITTAL Inspection History Date Desc pt 02/27/2007 98 BMP I p t 01/23/2007 23 Ga /T t/Rep 11/07/2006 23 GasH" t/Rep 10/16/2006 17 I te L th/Dryw II 10/16/2006 18 E te Lath/Drywall 10/16/2006 23 G s/T t/Rep 10/06/2006 16 I It 10/03/2006 14 Frame/St el/Bolt g/Weld g 10/03/2006 84 Ro gh Comb 09/06/2006 13 Sh a P Is/HD Act I p Comm nts PI DB SEE FILE AP PY NR PY MPGUAGE AP PY AP PY NR PY AP PY AP PY AP PY CHECK TEMP GLASS @ MASTER AP PY City of Carlsbad Bldg Inspection Request For 01/23/2007 Permit# CB054085 Title FLETCHER RES-790 SF HOUSE-DEMO Description IN 1988-NEW 3,616 SF HOUSE, 810 SF GARAGE Type RESDNTL Sub Type SFD Job Address 2438 JEFFERSON ST Suite Lot 0 Location APPLICANT RDA DESIGNS Owner FLETCHER LIVING TRUST 07-12-00 Remarks Inspector Assignment PY Phone 7608013274 Inspector Total Time Requested By RON Entered By CHRISTINE CD Description 23 Gas/Test/Repairs Act Comment Com ments/Notices/Holds Associated PCRs/CVs Original PC# CV000401 CLOSED OVFRSIZE FLOWER STAND FLOWER STAND SELLS OFF SITE MERCHANDISE CV030935 CLOSED O-EXP Bl/ LICENSE # 12 10534 CV050009 CLOSED O- EXPIRED Bl/ LICENSE, PCR06132 ISSUED FLETCHER RES-DFFFRRED TRUSS, SUBMIT! AL Date 11/07/2006 10/16/2006 10/16/2006 10/16/2006 10/06/2006 10/03/2006 10/03/2006 09/06/2006 09/06/2006 09/06/2006 09/06/2006 05/24/2006 05/23/2006 05/16/2006 05/10/2006 05/10/2006 Inspection History Description 23 Gas/Test/Repairs 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 23 Gas/Test/Repairs 16 Insulation 14 Frame/Steel/Bolting/Welding 84 Rough Combo 13 Shear Panels/He's 15 Roof/Reroof 32 Const Service/Agricultural 39 Final Electrical 22 Sewer/Water Service 22 Sewer/Water Service 11 Ftg/Foundation/Piers 21 Underground/Under Floor 24 Rough/Topout Act NR AP AP NR AP AP AP AP AP AP we AP CO AP AP we / Insp Comments PY MP GUAGE PY PY PY PY PY PY CHECK TEMP GLASS @ MASTER PY PY PY TPPB PY MC MC SEE CORRECTION NOTICE PY PY PY NOTICECITY OF CARLSBAD (760) 602 2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE IS KU tC^ TIME LOCATION PERMIT NO oF JL FOR INSPECTION CALL (760) 602 2725 RE INSPECTION FEE DUE? FOR FURTHER INFORMATION CONTACT YES D G SPEC O CODE E ORC EN OFFICE WILLIAM E BILLINGS ' LAND SURVEYOR P O BOX 4231, CARLSBAD, CA 92018-4231 760 434-6442 MAY 8, 2006 BUILDING DEPARTMENT CITY OF CARLSBAD 1635 FARADAY AVENUE CARLSBAD, CA 92008 RE SETBACK CERTIFICATION FOR HOUSE AT 2438 JEFFERSON STREET (APN 155-160-03) ON MAY 8,2006,1 CHECKED THE FOUNDATION FORMS FOR SETBACK COMPLIANCE FROM FOUND CORNERS MARKED LS 5112,1 FOUND THE FOUNDATION FORMS MEET OR EXCEED THE MINIMUM SETBACKS SHOWN ON THE APPROVED PLANS CB 05-4085, APPROVED MARCH 27, 2006 WILLIAM E BILLINGS, LS NO 3338 -O* f I7 if ' " •**.. > *v? ^r/ r Geotechnical *-Coastal * Geologic * Environmental \^_ DATE 5"-5-06 NAME t2- C^f* HOURS iV~ Client Name FOOTING TRENCH OBSERVATION SUMMARY *fi 'Protect Name Location/Tract Unit/Phase/Lot(s) Referenced Geotechnical Report(s) /./V ^ .(3 7*7i j Observation Summary Initials A representative of GeoSoils, Inc observed onsite soil and footing trench conditions Soil conditions 7(" Date in the trench are generally free ofjoose soil and debris, non-yielding and uniform, and plumb, and are in general conformance with those indicated in the geotechnical report &P* t ^' Initials A representative of GeoSoils, Inc observed and reviewed footing excavation depth/width, Footing Vr Date excavations generally extend to proper^depth and bearing strata, and are in general^cohformance with recommendations of the geotechnicarreport ^ Initials A representative of GeoSoils, Inc reviewed footing setbacks from slope face (if applicable) ^The U/l] Date setback was in general accordance with the recommendations of the geotechnicaljreport ' Initials Date // / Notes to Superintendent/Foreman **\ J I J/ 1 Footing excavations should be-cleaned of loose debris and thoroughly moistened just prior to placing concrete 2 Based on expansion potential of'underlying soils, presoaking of soil below slabs may be recommended Consult ", the~ geotechnical report-.for presoaking recommendations /We note that clayey soils may take an extended period of time for such, and the confractor shoulcl|scheduleTacc6rdingly * ' In the event of a site change subsequent to our footing observation and prior to concrete placement (i e , heavy ram, etc), we should be contacted to perform additional site observations and/or testing This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report Notes to Building Inspector Soil compaction test results, as well as depth of fill, relative compaction, bearing values, corrosivity, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Compaction Report provided at the completion of grading Representative of GeoSoils, Inc 5741 Palmer Way Carlsbad, CA 92008 (760)438-3155 1446E Chestnut Ave Santa Ana, CA 92701 (714)647-0277 26590 Madison Ave Murneta, CA 92562 (951)677-9651 SFNT BV oEOSOlLS IIJC 76093 0915 n 1 1 1 "* FIELD TESTING REPORT FACE 1 / DAfE «T-P £>*= NAMElTjL HOURS _J[ EQUIPMENT. COMMENTS PACjf This f eld report presents a nummary of observations and testing by Geo oils Inc personnel Our work does not include supe~v 3 on o d rec on of the actual work of the cent actor his employees or agents The Contractor should be i formed that nerthe the presence of cur teld rep esentative nor (ha observation an<J test ng by our fir TJ shall excuse him m any wsy for defads discovered in h s work It is understood that our firm wil not oe responsible for JOD or site safety on this p oject SENT IV CFOoOIL^ INC 760931091 Of 10 48AM GeoSoils, Inc. y \. / DATE TO FROM SUBJECT Reference v ' ( _ J Geotechn cal Coastal Geologic Environmental Palmer Way Carlsbad California 92010 {760)4^8 ,3155 FAX(760^31 -0915 MEMORANDUM May 12 2006 W O 4S74 B SC Picturesque Homes r/o Ron Sevenno @ 720 5250 Robert Cnsman Engineering Geologist Clanlration of Geotechnical Recommendations 2438 Jefferson Street Oity of Carlsbad County of San Diego California Compaction Report of Rough Grading <?438 Jefferson Street Carlsbad San Diego County California WO 4674 B SC dated May 3 2006 by QeoSoils inc ourIn accordance with your request GeoSotls he (GSI) has reviewed site conditions and referenced report Unless specifically superseded herein the conclusions and recc mmen Jalions presented in tne referenced report are considered valid and applrab e Based on oar review the following comments are prouded Floor s'ab concrete shouid have a minimum compressive &trergfh of 2500 psi and a wa er /cement ratio of 0 5 or Based on the granular very low e<paisive character of sLbgrode soils onste underslab /apor barrier may minimally consist of 10 mil visqueen or equivalent The conclusions and recommendation presented herein are professional opinions These opinions have been derived in accordance with current standards of practice and no warranty either express or implied is given Standards of practice are subject to change with time The opportunity to be of service is greatly appreciated should you have any questions please contact this office EsGil Corporation In Partnership with (jov rnmentfor <Buit£ Q Saf ty DATE March 9 2006 a APPLICANT 4 JURIS JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 05 4085 SET III PROJECT ADDRESS 2438 Jefferson St PROJECT NAME Fletcher Residence X] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction s building codes The plans transmitted herewith will substantially comply with the jurisdiction s building codes when minor deficiencies identified below are resolved and checked by building department staff 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 The applicant s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant s copy of the check list has been sent to Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Ron Alvarez Telephone # In Person Date contacted (by ) Fax # Mail Telephone Fax In Person A] REMARKS Applicant will deliver plans to City By Bill Elizarraras Enclosures Esgil Corporationn GA n MB n EJ n PC LOG 9320 Chesapeake Drive Suite 208 + San Diego California 92123 * (858)560 1468 ^ Fax (858) 560 1576 EsGil Corporation / (Part ersfiip w td governm tfo <B t£ g Safety DATE February 9 2006 g APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 05 4085 SET II PROJECT ADDRESS 2438 Jefferson St PROJECT NAME Fletcher Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction s building codes The plans transmitted herewith will substantially comply with the jurisdiction s building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted fora complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck 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 RDA Designs PO Box 40 Carlsbad CA 92018 Esgil Corporation staff did not advise the applicant that the plan check has been completed X) Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Ron Alvarez Telephone # 760 729 8099 Date contacted^/1 °/°^(b^J^ Fax # Mail Telephone \/ Fax \/ In Person REMARKS By Bill Ehzarraras Enclosures Esgil Corporation D GA D MB D EJ D PC 2/2/06 t mtldot 9320 Chesapeake Dme Suite 208 + San Diego California 9? 123 4- (858)560 1468 + Fax (858) 560 1:>76 Carlsbad 05 4O85 February 9 2006 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2438 Jefferson St DATE PLAN RECEIVED BY ESGIL CORPORATION 2/2/06 REVIEWED BY Bill Ehzarraras PLAN CHECK NO 05 4085 SET II DATE RECHECK COMPLETED February 9 2006 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code Uniform Plumbing Code Uniform Mechanical Code National Electrical Code and state laws regulating energy conservation noise attenuation and disabled access 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 Per Sec 106 4 3 1997 Uniform Building Code the approval of the plans does not permit the violation of any state county or city law A Please make all corrections on the original tracings and submit two new complete sets of prints to Esgil Corp ortothebldg dept of the juris B To facilitate recheckmg 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 C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D 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? UYes QNo Carlsbad O5 4O85 February 9 2006 The following corrections are from the original deficiency list and were either not addressed or a result of new changes PLANS 1 Please make all corrections on the original tracings as requested in the correction list Submit two 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)6022700 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)5601468 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 2 All sheets of plans must be signed by the person responsible for their preparation (California Business and Professions Code) 3 Plans specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation Specify expiration date of license (California Business and Professions Code) 4 Provide a letter from the soils engineer confirming that the foundation plan grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required by the soil report) Not yet received 5 Specify the beam size at the stairwell area Section 2320 11 6 Still not shown on the plans To speed up the review process note on this list (or a copy) where each correction item has been addressed le plan sheet note or detail number calculation page etc 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 Bill Ehzarraras at Esgil Corporation Thank you EsGii Corporation / <Partn rsfap -w tfi. government for Quitting Safety DATE December 13 2O05 Q APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 05 4O85 SET I PROJECT ADDRESS 2438 Jefferson St PROJECT NAME Fletcher Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction s building codes The plans transmitted herewith will substantially comply with the jurisdiction s building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XJ The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person /<j The applicant s copy of the check list has been sent to RDA Designs PO Box 40 Carlsbad CA 92018 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Ron Alvarez Telephone # 760 729 8099 Date contacted /2//<//^^(by^63 Fax # Mail ^/Telephone V Fax In Person REMARKS By Bill Ehzarraras Enclosures Esgil Corporationn GA n MB n EJ n PC 12/1/05 9 20 Chesapeake Drive Suite 208 + SanDie^o California 9? 123 + (858)560 1468 4- Fax (8^8) 560 1576 Carlsbad 05 4O85 December 13 2005 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO 05 4085 JURISDICTION Carlsbad PROJECT ADDRESS 2438 Jefferson St FLOOR AREA 3616 sq ft Dwelling STORIES 3 810 sqft Garage 535 sq ft roof deck HEIGHT 35 REMARKS DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION ESGIL CORPORATION 12/1/05 DATE INITIAL PLAN REVIEW PLAN REVIEWER Bill Ehzarraras COMPLETED December 13 2005 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code Uniform Plumbing Code Uniform Mechanical Code National Electrical Code and state laws regulating energy conservation noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department Engineering Department Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24) which adopts the following model codes 1997 UBC 2000 UPC 2000 UMC and 2002 NEC The above regulations apply to residential construction regardless of the code editions adopted by ordinance 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 Per Sec 106 4 3 1997 Uniform Building Code the approval of the plans does not permit the violation of any state county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e, plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans Carlsbad O5 4085 December 13 2005 PLANS 1 Please make all corrections on the original tracings as requested in the correction list Submit two 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 2 All sheets of plans must be signed by the person responsible for their preparation (California Business and Professions Code) 3 Plans specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation Specify expiration date of license (California Business and Professions Code) 4 Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 edition of the California Building Code (Title 24) which adopts the 1997 UBC 2000 UMC 2000 UPC and the 2002 NEC 5 On the cover sheet of the plans specify any items that will have a deferred submittal (trusses) 6 Show locations of permanently wired smoke detectors with battery backup a) Centrally located in corridor or area giving access to sleeping rooms @ lower bedroom area 7 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 Show at actual window locations a) Where the bottom exposed edge of the window glazing is less than 60 inches above a standing surface and dram inlet of tubs and drains b) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24 inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface c) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface 8 Dimension on the plans 30 clear width for water closet compartments Section 2904 Carlsbad OS 4O85 December 13 20O5 9 Guardrails (Section 509 1) a) Shall have a height of 36 ^ b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16 B c) Openings between railings shall be less than 4 The triangular openings formed by the riser tread and bottom element of a guardrail at a stair shall be less than 6 10 Provide stairway and landing details Sections 1003 3 3 a) Show a maximum rise of 8 and minimum run of 9 b) Minimum headroom is 6 8 c) Minimum width is 36 d) Provide structural details 11 Handrails (Section 1003 3 3 6) a) Handrails and extensions shall be 34 to 38 above nosing of treads and be continuous b) The handgrip portion of all handrails shall be not less than 1 1/4 inches nor more than 2 inches in cross sectional dimension Handrails projecting from walls shall have at least 1 1/2 inches between the wall and the handrail 12 Provide details of winding stairway complying with Section 1003 3382 a) Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest 13 The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one hour fire resistive construction Section 1003 339 14 Specify roof material and application Chapter 15 15 Specify on the plans the following information for the roof materials per Section 10633 a) Manufacturers name b) Product name/number c) ICBO approval number or equal 16 Specify on the plans the following information for the deck materials per Section 10633 a) Manufacturers name b) Product name/number c) ICBO approval number or equal 17 Specify on the plans the following information for the skylight(s) per Section 10633 a) Model name/number b) ICBO approval number or equal Carlsbad O5 4O85 December 13 2O05 18 Show roof and deck drains and overflows Sections 1506 2 and 1506 3 19 Show the required ventilation for attics The minimum vent area is 1/150 of attic area Show area required and area provided Section 1505 3 20 Show location of attic access with a minimum size of 22 x30 Section 1505 1 21 Provide a letter from the soils engineer confirming that the foundation plan grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required by the soil report) 22 The foundation plan does not comply with the soils report recommendations for this project Please review the report and modify design notes and details as required to show compliance Show depth width reinforcement for footings and slabs 23 Show adequate footings under the bearing wall @ wall between bedroom 1 and Bath Section 18063 24 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that Prior to the contractor requesting a 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 backfilled and compacted and c) The foundation excavations the soils expansive characteristics and bearing capacity conform to the soils report 25 Provide truss details and truss calculations for this project Specify truss identification numbers on the plans 26 Please provide evidence that the engineer of record (or architect) has reviewed the truss calculation package prepared by others (i e a review stamp on the truss calculations or a letter) Section 106 3 4 1 27 Specify the beam size at the stairwell area Section 2320 11 6 28 The shear wall between BA1 and the hallway upstairs needs a bearing / drag beam @ sill'? 29 Show the location type and size (BTU s) of all heating and cooling appliances or systems 30 Show on the plan the location of the electrical service and the location of the sub panels V Carlsbad 05 4085 December 13 2005 31 Show on the plans compliance with the residential energy lighting requirements (Mandatory requirement) a) In the kitchen at least one half of the wattage rating of the fixtures must be high efficacy with non high efficacy fixtures switched separately Note Approximately3/ of the fixtures will be required to be of the high efficacy variety b) In bathrooms, garages, laundry rooms, and utility rooms all fixtures must be high efficacy style or be controlled by a manually on occupancy sensor c) All other rooms require any installed fixtures to be high efficacy or be controlled by a manually on occupancy sensor or dimmer (Closets under 70 square feet are exempt) d) Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photocontrol/motion sensor Note Generally a high efficacy style of fixture is fluorescent complete with electronic ballasts Regular incandescent quartz halogen and halogen MR lamps do not comply CITY REQUIREMENTS 32 New residential units must be pre plumbed for future solar water heating Note two roof jacks must be installed where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No 8093) 33 Note two 3/4 copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof (City Ordinance No 8093) 34 All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy) 35 Show deck slope (Minimum 2% and deck finish ICBO#) To speed up the review process note on this list (or a copy) where each correction item has been addressed le plan sheet note or detail number calculation page etc 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 Bill Elizarraras at Esgil Corporation Thank you Carlsbad 05 4085 December 13 2005 ! VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO OS 4O85 PREPARED BY Bill Ehzarraras DATE December 13 2005 BUILDING ADDRESS 2438 Jefferson St BUILDING OCCUPANCY R3/U1 TYPE OF CONSTRUCTION VN BUILDING PORTION Dwelling Garage Deck Air Conditioning Fire Sprinklers TOTAL VALUE Ju sdcto C d AREA (Sq Ft) 3616 810 535 cb 1 QQd I inr Ri nlH nn Do m ^ Foo W Valuation Multiplier Per City Value ji-7 l*> By O d a Reg Mod VALUE ($) T/A?,f (HI I 9$ X -330,702/ ' — H[XlD <f> Gt-5 IW 7 2L7 '•690-732 $1 442 84 1994 UBC Plan Check Fee $937 85 Type of Review Complete Review Structural Only DRepett eFeej Repeats Comments Other Hourly Esgil Plan Review Fee Hour $807 99 Sheet 1 of 1 mac alue do xs* DATE BUILDING ADDRESS PROJECT DESCRIPTION \ City of Carlsbad Public BUILDING PLANCHECK CHECKLIST PLANCHECK NO CB rks — Engineering ASSESSORS PARCEL NUMBER S5""EST VALUE ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans information and/or specifications provided in your submittal therefore any changes to these items after this date including field modifications must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached as failure to comply with instructions in this report can result tn suspension of permit to build D A Right of Way permit is required prior to construction of the following improvements DENIAL By Please seethe attached report of deficiencies marked witn D^ Make necessary corrections to plans or specification for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review Date Date FOR OFFICIAL USE ONLY EERING AUTHORIZATION TO ISSUE BUILDING PERMIT Date !RTSATTACHME D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Neighborhood Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right of Way Permit Application [] Right of Way Permit Submittal Checklist and Information Sheet \ ENGINEERING DEPT CONTACT PERSON Nar*ie Taniya Barrows City of Carlsbad Address 1635 Faraday Avenue Carlsbad CA 92008 Phone (760) 602 2773 CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract A4 Far^&ly Avenue Carlsbad CA 92OO8I-7314 (76O) 602 2720 FAX (760) BUILDING PLANCHECK CHECKLIST RD SITE PLAN Provide a fully dimensioned site plan drawn to scale Show D D North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines (show all dimensions Easements Right of Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral xisting or proposed water service Existing or proposed irrigation service < 15 Show on site plan -3^ ,f>^oo &-f l&Jz-TCi MA/ >n __^ .— /-./ / Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course ADD THE FOLLOWING NOTE Finish grade will provide a minimum positive drainage of 2% to swale 5 away from building Sling & Proposed Slopes and Topography ize .type location alignment of existing or proposed sewer and water service (s) th^t^serves the project Each unit requires a separate service however second 'welling units and apartment complexes are an exception ewer and water laterals should not be located within proposed drivewavsjDer^ standards 3 Include on title sheet A Site address B Assessors Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects include total building square footage with the square footage for each different use existing sewer permits showing square footage of different uses (manufacturing warehouse office etc) previously approved EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF Example Tenant Improvement for 3500 SF of warehouse to 3500 SF of office BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE**^ 4a Project does notjcgmphLwith the following Engineering Conditions of approval for ED CH CH 4b All conditions are in compliance Date DEDICATION REQUIREMENTS Dedication for all street Rights of Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 16,330 pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows _ Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 / x 11 plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date IMPROVEMENT REQUIREMENTS CH D D 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 81.650 pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the BUILDING PLANCHECK CHECKLIST ..SI ~ D D D checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date D D D 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $ 400 00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows EH 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15 16 060 of the Municipal Code LD D 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut fill import export and remedial) This information must be included on the plans D D 7b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by _ Date _ D D 7c Partial Site Release from Engineering Inspector BUILDING PLANCHECK CHECKLIST iST n n n 2ND oRD n n n n n n 7d Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) 7e No Grading Permit required 7f If grading is not required write No Grading on plot plan MISCELLANEOUS PERMITS 8 A RIGHT OF WAY PERMIT is required to do work in City Right of Way and/or private work adjacent to the public Right of Way Types of work include but are not limited to street improvements tree trimming driveway construction tying into public storm drain sewer and water utilities Right of Way permit required for _ n INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area you need to contact the Carlsbad Municipal Water District located at 5950 El Camtno Real Carlsbad CA 92008 District personnel can provide forms and assistance and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438 2722 extension 7153 for assistance Industrial Waste permit accepted by Date D n n n n n n n n NPDES PERMIT 10a Storm Water Requirements Applicability Checklist Completed 10b Priority Determination and Compliance a Priority Project a Subject to Standard Permanent Storm Water BMPs a Exempt 11 FEES Required fees are attached a No fees required WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low flow conditions If it is oversized for the life of the meter the City will not accurately bill the owner for the water used All single family dwelling units received standard 1 service with 5/8 service BUILDING PLANCHECK CHECKLIST 1ST 2',RD D If owner/developer proposes a size other than the standard then owner/developer must provide potable water demand calculations which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided check against the meter sizing schedule to verify the anticipated meter size for the unit Maximum service and meter size is a 2 service with a 2 meter If a developer is proposing a meter greater than 2 suggest the installation of multiple 2 services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) 12b Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 If the project is a newer development (newer than 1998) check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so at the water meter station the demand in gpm may be listed there Irrigation services are listed with a circled I and potable water is typically a circled W The irrigation service should look like STA 1+00 Install 2 service and 1 5 meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course) then the applicant must provide irrigation calculations for estimated worst case irrigation demand (largest zone with the farthest reach) Typically Larry Black has already reviewed this if landscape plans have been prepared but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations keep a set for your reference In general the calculations will include Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10°/ residual pressure at point of connection In general all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water BUILDING PLANCHECK CHECKLIST 2ND 3RD service boundary the City intends on switching these irrigation services/meters to a new recycled water line in the future D D 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water then they should be connecting to this line to irrigate slopes within the development For subdivisions this should have been identified and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However if they front a street which the recycled water is there but is not live (sometimes they are charged with potable water until recycled water is available) then the applicant must pay the San Diego Water Capacity Charge If within three years the recycled water line is charged with recycled water by CMWD then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However let the applicant know that we cannot guarantee the refund and they must deal with the SDCWA for this D HH 13 Additional Comments D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal fcff" . Bldg Permit No Qfc&T-Address Prepared by.Date 1 ^/^OT"checked by Date EDU CALCULATIONS List types and square footages for all uses Types of Use £>f^f\ Sq Ft/LJnits \_ Types of Use Sq Ft/Units V<bu \d ) Sq Ft/Units APT CALCULATIONS List types and square footages for all uses Types of Use S:Pr\ Sq Ft /Units [_ Types of Use Sq Ft /Units EDUs EDUs ADTs ADTs FEES REQUIRED WITHIN CFD D YES (no bridge & thoroughfare fee in District #1 reduced Traffic Impact Fee)DNO PARK IN LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS -2 TRAFFIC IMPACT FEE ADTs/UNITS \FEE/ADT B 3 BRIDGE AND THOROUGHFARE FEE (DIST #1 DIST #2 DIST #3 ADTs/UNITS 4 FACILITIES MANAGEMENT FEE UNIT/SQ FT 5 SEWER FEE EDUs BENEFIT AREA EDUs X FEE/ADT ZONE X FEE/SQFT/UNIT FEE/EDU =$r J X FEE/EDU =$_ D 6 SEWER LATERAL ($2 500) 7 DRAINAGE FEES PLDA_ _ _.__ ACRES r'" X 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE *"> t>t»fi HIGH FEE/AC /LOW METER FEE SDCWA FEE IRRIGATION 1 of 2 F \FEE CALCULATION WORKSHEET d ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 9 RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES* $ *NOTE This calculation sheet is NOT a complete list of all fees which may be due Dedications and Improvements may also be required with Building Permits 2 of 2 F \FEE CALCULATION WORKSHEET d 1 PLANNING COMMISSION RESOLUTION NO 5972 2 A RESOLUTION OF THE PLANNING COMMISSION OF THE 3 CITY OF CARLSBAD CALIFORNIA APPROVING A COASTAL DEVELOPMENT PERMIT CDP 05 04 TO ALLOW 4 FOR THE CONSTRUCTION OF A NEW SINGLE FAMILY - RESIDENCE ON A 6 500 SQUARE FOOT LOT LOCATED AT 2438 JEFFERSON STREET BETWEEN LAS FLORES DRIVE 6 AND BUENA VISTA WAY WITHIN THE MELLO II SEGMENT OF THE LOCAL COASTAL PROGRAM AND IN 7 LOCAL FACILITIES MANAGEMENT ZONE 1 CASE NAME CASA DE BUENA VISTA 8 CASE NO CDP 05 04 9 WHEREAS Gary and Debra Fletcher Developer/Owner has filed a verified 10 application with the City of Carlsbad regarding property described as 12 Lot 8 and the South 15 feet of Lot 9 in Block 4 of Sunny Slope Tract of Carlsbad in the City of Carlsbad in the City of 13 Carlsbad County of San Diego State of California according to Map thereof No 486 filed in the Office of the County 14 Recorder of said San Diego County February 7 1888 Also that portion of the West half of the Alley adjoining said j£ lots on the East as closed to the public on October 6 1941 by order of the Board of Supervisors of San Diego County a 17 certified copy of which was recorded October 6 1941 in Book 1251 Page 318 of Official Records 18 B jo (the Property ) and 20 WHEREAS said verified application constitutes a request for a Coastal 21 Development Permit as shown on Exhibits A - F dated October 19 2005 on file in the 22 Planning Department CASA DE BUENA VISTA - CDP 05 04 as provided by Chapter 23 21 201 040 of the Carlsbad Municipal Code and 24 WHEREAS the Planning Commission did on the 19th day of October 2005 25 2/: hold a duly noticed public hearing as prescribed by law to consider said request and 27 WHEREAS at said public hearing upon hearing and considering all testimony 28 and arguments if any of al] persons desiring to be heard said Commission considered all factors relating to the CDP 66020 If any such condition is determined to be invalid this approval shall be invalid 2 unless the City Council determines that the project without the condition complies with all requirements of law 3 5 Developer/Operator shall and does hereby agree to indemnify protect defend and hold harmless the City of Carlsbad its Council members officers employees agents and ^ representatives from and against any and all liabilities losses damages demands claims and costs including court costs and attorney s fees incurred by the City arising directly 6 or indirectly from (a) City s approval and issuance of this Coastal Development Permit (b) City s approval or issuance of any permit or action whether discretionary or non ? discretionary in connection with the use contemplated herein and (c) „ Developer/Operator s installation and operation of the facility permitted hereby including without limitation any and all liabilities arising from the emission by the facility of 9 electromagnetic fields or other energy waves or emissions This obligation survives until all legal proceedings have been concluded and continues even if the City s approval is not 10 validated 6 Prior to the issuance of a building permit the Developer shall provide proof to the 12 Director from the Carlsbad Unified School District that this project has satisfied its obligation to provide school facilities 13 7 This project shall comply with all conditions and mitigation measures which are required *4 as part of the Zone 1 Local Facilities Management Plan and any amendments made to that . c Plan pnor to the issuance of building permits 16 8 The applicant shall apply for and be issued building permits for this project within 24 months of approval or this coastal development permit will expire unless extended per 17 Section 21 201 210 of the Zoning Ordinance 18 9 Prior to the issuance of the Coastal Development Permit Developer shall submit to the 19 City a Notice of Restriction to be filed in the office of the County Recorder subject to the satisfaction of the Planning Director notifying all interested parties and successors in 20 interest that the City of Carlsbad has issued a Coastal Development Permit by Resolution No 5972 on the property Said Notice of Restriction shall note the property 21 description location of the file containing complete project details and all conditions of 22 approval as well as any conditions or restrictions specified for inclusion in the Notice of Restriction The Planning Director has the authority to execute and record an amendment 23 to the notice which modifies or terminates said notice upon a showing of good cause by the Developer or successor in interest 24 10 At issuance of building permits the Developer shall pay to the City an mclusionary housing impact fee as an individual fee on a per market rate dwelling unit basis in the 26 amount in effect at the time as established by City Council Resolution from time to time 27 Engineering 98 /~^X/11 ) Pnor to approval of any grading or building permits for this project Developer shall \~S cause Owner to give written consent to the City Engineer to the annexation of the area PCRESONO 5972 4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 12 13 shown within the boundaries of the subdivision into the existing City of Carlsbad Street Lighting and Landscaping District No 1 and/or to the formation or annexation into an additional Street Lighting and Landscaping District Said written consent shall be on a form provided by the City Engineer Prior to commencement of any work within the public right of way a right of way permit shall be applied for and obtained from the City Engineer Work to be performed under the right of way permit includes removal of the existing driveway and installation of a new dnveway as generally shown on the site plan Developer shall also remove and replace or repair any broken pavement concrete curbs gutters and sidewalk adjacent to Jefferson Street Developer shall comply with the City s requirements of the National Pollutant Discharge Elimination System (NPDES) permit Developer shall provide improvements constructed pursuant to best management practices as referenced in the California Storm Water Best Management Practices Handbook to reduce surface pollutants to an acceptable level pnor to discharge to sensitive areas Plans for such improvements shall be submitted to and subject to the approval of the City Engineer Said plans shall include but not be limited to notifying prospective owners and tenants of the following A All owners and tenants shall coordinate efforts to establish or work with established disposal programs to remove and properly dispose of toxic and hazardous waste products B Toxic chemicals or hydrocarbon compounds such as gasoline motor oil antifreeze solvents paints paint thinners wood preservatives and other such fluids shall not be discharged into any street public or private or into storm dram or storm water conveyance systems Use and disposal of pesticides fungicides herbicides insecticides fertilizers and other such chemical treatments shall meet Federal State County and City requirements as prescribed m their respective containers C Best Management Practices shall be used to eliminate or reduce surface pollutants when planning any changes to the landscaping and surface improvements Pnor to issuance of building permits Developer shall pay all fees deposits and charges for connection to public facilities Developer shall pay the San Diego County Water Authority capacity charge(s) pnor to issuance of Building Permits Developer shall exercise special care during the construction phase of this project to prevent offsite siltation Planting and erosion control shall be provided m accordance with Carlsbad Municipal Code Chapter 1516 (the Grading Ordinance) to the satisfaction of the City Engineer PCRESONO 5972 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No Planner Chris Sexton APN Address Phone (760) 602-4624 Type of Project & Use FfrlT Net Project Density M S DU/AC Zoning ftS General Plan P»nOtT Facilities Management Zone J CFD (in/out) #_Date of participation Remaining net dev acres Circle One (For non residential development Type of land used created by thi permit \ Legend E3 Item Complete Q Item Incomplete Needs your action Environmental Review Required YES NO *r TYPE DATE OF COMPLETION Compliance with conditions of approval? If not state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO * PROJECT NO YES NO TYPE £OP OTHER RELATED CASES Compliance with conditions or approval? If not state conditions which require action Conditions of Approval PerdOnfll^ t6r\ ^Q no.«4, " Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES \x NO _ CA Coastal Commission Authority? YES _ NO _ If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive Suite 103 San Diego CA 92108-4402 (619)7672370 Determine status (Coastal Permit Required or Exempt) _ Coastal Permit Determination Form already completed'? YES _ NO _ If NO complete Coastaf Permit Determination Form now Coastal Permit Determination Log # _ Follow Up Actions 1) Stamp Budding Plans as Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed Incluslonary Housing Fee required YES *v NO (Effective date of Incfusionary Housing Ordinance May 21 1993) Data Entry Completed? YES \r NO (A/P/Ds Activity Maintenance enter CB# toolbar Screens Housing Fees Construct Housing Y/N Enter Fee UPDATEI) Site Plan FtovWDt D DKj D Provide a fully dimensional site plan drawn to scale Show North arrow proper^ |ine easements existing and proposed structures streets existing street improvements right of width dimensional setbacks and existing topographical lines (including all side and rear slopes) Provide legal description of property and assessor's parcel number Policy 44- Neighborhood Architectural Design Guidelines 1 Applicability YES *^" NO 2 Project complies YES */ NO n n Gra nn n Zoning 1 Setbacks Front Intenor Side Street Side Rear Top of slope 2 Accessory structure setbacks Front Requir Intenor Side Reqi Street Side Required Rear Required Structure separation Required. 3 Lot Coverage 4 Height Required Required Required Co Required Required Required ^ 0 7 35" Shown, Shown. Shown. Shown Shown Shown Shown Shown. Shown Shown Spaces Required.Shown ttLo 5 Parking --*• (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATI 1/7/to Alta Vista engineering Civil Engineers and Land Planners STRUCTURAL CALCULATIONS FOR THE FLETCHER RESIDENCE Owner Mr & Mrs Gary Fletcher 2438 Jefferson St Carlsbad CA 92008 Site address 2438 Jefferson St Carlsbad CA 92008 Enginee Bruce H MacFaffane R C E 28062 Expires 3 31 06 /Zl 969 Vale Terrace Suite A Vista California 92084 (760) 7)8 3955 STRUCTURE TYPE LOADING Two story wood frame truss and tiled roof stucco exterior wallboard interior ITEM Roof Ceiling Exterior Walls Interior Walls Floors/Deck Balcony Soffit (optional) ELEMENTS UNIT WEIGHT Ibs IS F concrete tile felt 1/2 ply framing /truss Dead Load = Live Load = framing 1/2 gypsum miscellaneous Dead Load = studs / plates 1/2 gypsum 7/8 stucco Dead Load = studs / plates 1/2 gypsum (2 sides) Dead Load = framing 3/4 plywood 1/2 gypsum miscellaneous Dead Load = Floor Live Load = framing 3/4 plywood 1/2 gypsum miscellaneous Dead Load = Floor Live Load = framing 7/8 stucco miscellaneous Dead Load = 100 05 20 25 150 160 20 20 1 0 50 30 20 11 0 160 30 40 70 40 30 20 1 0 100 400 40 30 20 1 0 100 600 20 11 0 1 0 140 LATERAL ANALYSIS AND DESIGN WIND CRITERIA P=C CqQs/w For Wind Exposure Height (ft ) 0 15 1520 2025 2530 30-40 Vw= PA B C 062 067 072 076 084 Projected area method eq 20 1 Vw=PA=(Cqqs/w)C A Vw= 1638 CA SEISMIC CRITERIA Cq= 1 3 /*= 1 q= 126 A= Projected area (sf) Eh=(25C /W/R)/14 eq 30 5 / 14= 0 143 W R= 5 5 C=044N Mo N (Soil Type Sd) Assumed W=Dead Load Z = 0 4 7-1 E=Eh+E E =0(ASD) Reliability/ Redundancy Procedure 1 Do initial seismic design assuming p - 1 0 for TrEn 2 Determine r max and p max per story ( p - 1 0 mm 1 5 max ) 3 Adjust seismic load (E=/?Eh) for shearwall and holdown design 4 Design to most critical lateral force E or Vw Vertical Distribution of Force h = 32 Ct = 0 02 F =(V Ft)w h / Swh eq 30 15 T=Ct(h )3M = 0 27 Ft= 07W (Ft=0 for T less than 0 7 sec) p a = 2 20 / r (m ,(AB)1 = V Ws 107 V TT / d< 1 5 \1/2 (max)TOT w SHEARWALL CASE DESCRIPTIONS CASE1 WALL SHEAR PANEL CASE 2 DOCR PIER SHEARWALL H V*. = V (SL) ph H=V (SL)03) V J- k SL a NOTE M\XRATK3 ph/ SL =2 1 2(SL)min ph 03) NOTE MVXRATK) ph/ SL =2 1 CASE3 WINDOWPIER SHEARWALL wph = V (SL) ph /T=v (SL)<r4i)/<SL 03) k—SL—si NCOE MAX RATIO (wph)/(SL) =2 1 KEY HEADER TO SOLID BLOCKING TIE STRAP STRAP CAPACITY TO BE 1/2 VSP MIN SILL PLATES TO SOLID BLOCKING TIE STRAP STRAP CAPACITY TO BE 1/2 VSP MIN v UNIT SHEAR (#/lf) VSP PANEL SHEAR (#) H HOLD DOWN FORCE (#) SL SHEARWALL LENGTH (If) ph PANEL OR HEADER HEIGHT (ft) wph WINDOW PIER HEIGHT (ft) 0 3 HOLD DOWN OFFSET FROM PANEL EDGE SHEAR PANEL SCHEDULE 3/8 C D C C OR OSB PLYWOOD NAILED WITH 6 D NAILS @ 3 O C AT EDGES AND 12 O C FIELD PER TABLE 23 II I 1 U B C ALLOWABLE SHEAR CAPACITY = 350 #/FT USE 5/8 ANCHOR BOLTS @24 OC WITH 2 X2 X3/16 WASHERS FOR 2 NOMINAL SILL PLATE ** ON FOUNDATION OR SILL NAIL WITH 16D @ 6 O C TOGETHER WITH A 35 OR A 35F @ 24 O C TO FLOOR PLY AND SOLID BLOCKING PLYWOOD JOINT AND SILL NAILING SHALL BE STAGGERED MAINTAIN 1 7/8 EDGE DISTANCE WITH ANCHOR BOLTS USE A 35 @ 16 OC FROM TOP PLATE TO ROOF OR FLOOR BLOCKING OR JOIST 3/8 CD CC OR OSB PLYWOOD NAILED WITH 8 D NAILS® 3 OC AT EDGES AND 12 OC FIELD PER TABLE 23 II I 1 U B C ALLOWABLE SHEAR CAPACITY = 490 #/FT ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THEN A SINGLE 3 NOMINAL MEMBER USE 5/8 ANCHOR BOLTS @ 16 OC WITH 2 X2 X 3/16 WASHERS FOR 2 NOMINAL SILL PLATE ON FOUNDATION OR SILL NAIL WITH 16D @ 4 O C TOGETHER WITH A 35 OR A 35F @ 20 O C TO FLOOR PLY AND SOLID BLOCKING PLYWOOD JOINT AND SILL NAILING SHALL BE STAGGERED MAINTAIN 1 7/8 EDGE DISTANCE WITH ANCHOR BOLTS USE A 35 @ 12 O C FROM TOP PLATE TO ROOF OR FLOOR BLOCKING OR JOIST 15/32 CD C C OR OSB PLYWOOD NAILED WITH 10 D NAILS @ 3 O C AT EDGES AND 12 O C FIELD PER TABLE 23 II I 1 UBC ALLOWABLE SHEAR CAPACITY = 600 #/FT ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THEN A SINGLE 3 NOMINAL MEMBER USE 5/8 ANCHOR BOLTS @ 14 OC WITH 2 X2 X3/16 WASHERS FOR 2 NOMINAL SILL PLATE ON FOUNDATION OR SILL NAIL WITH 16D @ 4 O C TOGETHER WITH A 35 OR A 35F @ 16 O C TO FLOOR PLY AND SOLID BLOCKING PLYWOOD JOINT AND SILL NAILING SHALL BE STAGGERED MAINTAIN 1 7/8 EDGE DISTANCE WITH ANCHOR BOLTS USE A 35 @ 8 OC FROM TOP PLATE TO ROOF OR FLOOR BLOCKING OR JOIST SEE PLYWOOD SHEARWALL SILL PLATE ANCHOR BOLTING TO FOUNDATION CALCULATIONS FOR 2 NOMINAL PLATE IN STRUCTURAL CALCULATIONS PLYWOOD SHEARWALL SILL PLATE ANCHOR BOLTING TO FOUNDATION CALCULA TIONS FOR 2 NOMINAL PLA TE REF 1997 NATIONAL DESIGN SPECIFICATIONS (NDS) 1997 UNIFORM BUILDING CODE (UBC) FOR WOOD TO CONCRETE CONNECTIONS SEE SECTIONS 823 732 232 TABLES 731 8 2E (NDS) TABLE 19D AND 23 1 11 1 (UBC) FOR1 1/2 WOOD MEMBER 5/8 ANCHOR BOLT WITH 6 EMBEDMENT Z= 890#/BOLT (TABLE 8 2E NDS) Z= 507 (890#/BOLT)1 6 = 712#/BOLT FOR ALLOWABLE SERVICE LOAD ON EMBEDDED BOLT PER TABLE 19D (UBC) 5/8 BOLT EDGE DIST = 3 3/4 ALLOWABLE SHEAR = 2750# CALC FOR EDGE DIST 507 (3 3/4 )= 1 7/8 PRORATE ALLOWABLE SHEAR 507(2750) = 1375# = Ze Ze =507 (Z CONTROLS) ANCHOR BOLTING FOR VARIOUS SHEAR PANEL RATINGS (#/FT) 2 SILL PLATE FOR 350#/FT OR LESS SHEAR PANEL USE 5/8 ANCHOR BOLTS @ 24 OC (712#/350 = 203/BOLT) 490#/FT OR LESS SHEAR PANEL USE 5/8 ANCHOR BOLTS @ 16 O C (712#/490=145/BOLT) 600#/FT OR LESS SHEAR PANEL USE 5/8 ANCHOR BOLTS @ 14 O C (712#/600 = 1 19/BOLT) FOR ALL USE 6 MIN EMBEDMENT ANCHOR BOLT WITH 1 7/8 MIN EDGE DISTANCE 2 NOMINAL SILL PLATE FOR PLYWOOD SHEAR WALLS 350 600#/FT CAPACITY USE 2 x2 x3/16 WASHERS WITH ANCHOR BOLTS REDUCTION FACTOR TABLE 23 11 1 1 NOTE 3 (UBC) CDTABLE232(NDS) GRID SECTOR KEY MAP - XX DIRECTION LEGEND GRID SECTOR BOUNDARY GRID SECTOR SHEARWALL UPPER Y A y Y LOWER GRID A DIRECTION XX WIND EXPOSURE, UPPER jt Vwu= l638CtAj= 2614 WIND EXPOSURE, LOWER VwL = Vwy + 16 38 C A = 4 625 SEISMIC MASS 210 SF)(C u = 0 76 ) (A. = 198 S F )(C L - 0 62 ) UPPER STORY LOWER STORY ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS ROOF & CEILING FLOOR/DECK EXTERIOR WALLS INTERIOR WALLS SF 524 510 110 0 332 460 0 * /SF 20 16 7 20 10 16 7 w * 10460 8160 770 0 3320 7360 0 HT (AVE) 24 165 165 11 10 5 5 K# (w h ) 252 135 13 0 33 37 0 VsL=SlV25CA//R14(WSD) = Vsu = VsL( 252 + 135 13 4299 3657 30090 = V wxhx / )=469 Wh 469 SHEARWA /, _ 6«l d V SL 55 zARW* su' Iw - CASE 1 ILLS 332 * QTY 2 UPPi /FT= t; VSP 1828 bK Ph 10 P d= 1 0 L/SE 110 HOLD DOWN FORCES (H) # 3516 /? = 012 /w= 11 0 LF LF 3/8 PLY SCH 1 RECOMMENDED HOLD DOWNS MST60 MSTC66B3 SHEARWALLS LOWER VWL//"= 343 * /FT= v P <*= 1 0 L/SE 135 LF p = 064 w= 135 LF 3/8 PLY SCH 1 SL 8 55 CASE 1 1 QTY 1 1 VSP 2741 1884 ph 10 10 HOLD DOWN FORCES (H) # 3559 3624 RECOMMENDED HOLD DOWNS STHD10 PHD2 or HTT22 w/ SSTB16 STHD14 PHD5 or HTT22 w/ SSTB20 GRID B DIRECTION XX WIND EXPOSURE, UPPER &Vwu = 16 3g Ce^Au = 4 382 WIND EXPOSURE, LOWER VwL = Vwu + 16 38 C A = 6 840 SEISMIC MASS UPPER STORY LOWER STORY ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS ROOF & CEILING FLOOR/DECK EXTERIOR WALLS INTERIOR WALLS VsL=2lV25CA///?14(WSD) = 434 164 61 766 A SHEARWALLS UPPER p rf Vsu//w = 305 */FT= 77 352 SF)(C u = 0 76 ) (/V = ?F 904 620 530 0 710 280 380 242 */SF 20 16 7 20 10 16 7 %w = SF) W# 18080 9920 3710 0 7100 4480 2660 45950 (CL = HT (AVE) 24 165 165 11 10 5 5 # K/.-ZlM'/O = Kff (w h ) 434 164 61 0 71 22 13 766 6564 649 * = \/ wxhx /Wh P rf= 10 /? = 031 /w= 185LF (7SE 185 LF 3/8 PLY SCH 1 SL 75 4 3 CASE 1 3 3 QTY 1 2 1 VSP 2290 1221 916 ph 10 8 8 HOLD DOWN FORCES (H) # 3181 2641 2714 RECOMMENDED HOLD DOWNS MST48 MSTC66B3 MST48 MSTC66B3 MST48 MSTC66B3 SHEARWALLS LOWER Iw= 314 * /FT= 77 P " = 10 /? = 080 /w= 21 8 LF USE 21 8 LF 3/8 PLY SCH 1 SL 145 53 2 CASE 1 1 3 QTY 1 1 1 VSP 4549 1663 627 ph 10 10 8 HOLD DOWN FORCES (H) # 3204 3326 2953 RECOMMENDED HOLD DOWNS STHD10 PHD2 or HTT22 w/ SSTB16 STHD10 PHD2 or HTT22 w/ SSTB16 STHD10 PHD2 or HTT22 w/ SSTB16 GRID C , DIRECTION XX WIND EXPOSURE, UPPER Vwu= 16 38 c AJ = 3 187 * (Au = 256 S F) (C „ = 0 76 ) WIND EXPOSURE, LOWER VwL= Vwu+ 1638 C A = 5056 * (A.= 184 S F ) (C L = 0 62 ) SEISMIC MASS SF */SF w* HT K* (AVE) (w h ) UPPER ROOF & CEILING 685 20 13700 24 329 STORY EXTERIOR WALLS 290 16 4640 16 5 77 INTERIOR WALLS 552 7 3864 16 5 64 LOWER ROOF & CEILING 0 20 011 0 STORY FLOOR/DECK 582 10 5820 10 58 EXTERIOR WALLS 300 16 4800 5 24 INTERIOR WALLS 340 7 2380 5 12 = 35 204 * 2(w h ) = 563 * VsL=SlV25CA//tf14(WSD) = 5 029 * Vsu = VsL( 329 + 77 + 64 )K* = 4189 * = ^ ^x^x / -£ W h 563 ^ SHEARWALLS UPPER P «= ^o p = oez /w= 80LF p «Vsu/'w= 524*/FT=f L/SE 80 LF USE 2 48 x 10 RF STRONGWALLS = ( 2115# x 2 ) = 4230# CAPACITY SHEARWALLS LOWER P <=io /? = oe/ /w= SOLF VWL//W= 632*/FT=i; t/SF 8 0 LF USE 2 48 x 10 STRONGWALLS = ( 4095# x 2 ) = 8190# CAPACITY GRID D DIRECTION XX WIND EXPOSURE, UPPER Vwu = 16 38 c iAj = 2 091 (AU = WIND EXPOSURE, LOWER VwL=Vwu+ 1638 CA= 3269 SEISMIC MASS UPPER STORY LOWER STORY ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS ROOF & CEILING FLOOR / DECK EXTERIOR WALLS INTERIOR WALLS VsL =2W 2 5 CA7 / R1 4 (W S D ) = VSu = VsL( 225 + 156 + 17 )K* = K*494 K SHEARWALLS UPPER p dVsu//w = 463*/FT= ^ 168 S F ) (C u = fl 76 ) * (AL = 116 SF) (C L = 0 62 ) SF 468 590 148 0 452 590 120 9 /SF 20 16 7 20 10 16 7 VM/ - W* 9360 9440 1036 0 4520 9440 840 1A COO HT (AVE) 24 165 165 11 10 5 5 * V/u/ h K* <w h ) 225 156 17 0 45 47 4 i — * n * 4 948 3 931 = V wxhx /W h = 047 494 = 86LF USE 86 LF USE 1 48 x 10 RF STRONGWALL = 2115# CAPACITY USE 1 32 x 10 RF STRONGWALL = 1400* CAPACITY USE 1 24 x 10 RF STRONGWALL = 850# CAPACITY TOTAL CAPACITY = 4365* SHEARWALLS LOWER p -=10 p = 053 l p 5edVsL//^= 575*/FT=f USE 86 LF USE 1 48 x 10 STRONGWALL = 4095* CAPACITY USE 1 32 x 10 STRONGWALL = 2460* CAPACITY USE 1 24 x 10 STRONGWALL = 1590# CAPACITY TOTAL CAPACITY = 8145# w = SGLF GRID SECTOR KEY MAP - YY DIRECTION LEGEND GRID SECTOR BOUNDARY GRID SECTOR SHEARWALL UPPER LOWER Y A >x GRID 1 .DIRECTION YY WIND EXPOSURE, UPPER wy = 16 38 c iAj = 2 515 * WIND EXPOSURE, LOWER 202 S F )(C u = 0 76 ) VwL= VWu+ 1638 SEISMIC MASS 4079 UPPER STORY LOWER STORY ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS ROOF & CEILING FLOOR/DECK EXTERIOR WALLS INTERIOR WALLS Vsu = VsL( 390 4(WSD) = 214 + 57 )K* = SF 812 810 490 0 644 780 136 7500 6254 154 /SF 20 16 7 20 10 16 7 SF) W* 16240 12960 3430 0 6440 12480 952 (C L = 0 62 ) # - 52502 / HT (AVE) 24 165 165 11 10 5 5 # v/... Wh K* (w h ) 390 214 57 0 64 62 5 792 k'*792 A SHEARWALLS UPPER p d Vsu//w = 261 */FT= V P d= 1 0 L/SE 240 LF = 082 / w= 240 LF 3/8 PLY SCH 1 SL 8 CASE 1 QTY 1 VSP 2085 ph 10 HOLD DOWN FORCES (H) # 2707 RECOMMENDED HOLD DOWNS MST48 MSTC66B3 SHEARWALLS LOWER p = 10 p = 080 I w~ 240 LF aV SL 8 SL/ lw = CASE 1 313 * QTY 1 /FT= V VSP 2500 ph 10 USE 24 0 HOLD DOWN FORCES (H) # 3247 LF 3/8 PLY SCH 1 RECOMMENDED HOLD DOWNS STHD10 PHD2 or HTT22 w/ SSTB16 GRID 2 , DIRECTION YY WIND EXPOSURE, UPPER Vwu= 1638 CuAu= 2042 WIND EXPOSURE, LOWER 164 SF)(Cu= 076 ) VwL= Vwu+ 1638 SEISMIC MASS 3138 108 SF)(C L = 0 62 ) UPPER STORY LOWER STORY ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS ROOF & CEILING FLOOR/DECK EXTERIOR WALLS INTERIOR WALLS SF 448 440 380 0 360 270 0 /SF 20 16 7 20 10 16 7 VM/ - w* 8960 7040 2660 0 3600 4320 0 oc con HT (AVE) 24 165 165 11 10 5 5 # V/.., *, N K* (Wx/ixJ 215 116 44 0 36 22 0 VsL=2l4/25CA//R1 4(WSD) = 433 215 116 44 3797 3292 # _wx/i 433 * SHEARWALLS UPPER = 1 0 = 001 lw~ 90 LF SL 9 CASE 1 366 # QTY 1 /FT= V VSP 3292 ph 10 USE 90 HOLD DOWN FORCES (H) # 3783 LF 3/8 PLY SCH2 RECOMMENDED HOLD DOWNS MST60 MSTC66B3 SHEARWALLS LOWER used VSL//W= 844 # /FT = V p = o 96 I w~ 4B LF USE 45 LF USE 1 22 x 8 x 6 GARAGE PORTALS = 1995# CAPACITY USE 2 16x8x6 GARAGE PORTALS = (1245# x 2 ) = 2490# CAPACITY TOTAL CAPACITY=5235# GRID 3 DIRECTION YY WIND EXPOSURE, UPPER Vwu= l638cuAu= 5577 WIND EXPOSURE, LOWER VwL = Vwy + 16 38 C A = 8 807 SEISMIC MASS 448 SF)(C u = 0 76 ) (AL= 318 SF)(C L = 0 62 ) UPPER STORY LOWER STORY ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS ROOF & CEILING FLOOR/DECK EXTERIOR WALLS INTERIOR WALLS SF 972 260 790 0 858 260 550 * /SF 20 16 7 20 10 16 7 W* 19440 4160 5530 0 8580 4160 3850 HT (AVE) 24 165 165 11 10 5 5 K* (w h ) 467 69 91 0 86 21 19 45720 VsL=2W25CA//R14(WSD) = Vsy = VsL( 467 + 69 + 91 )K* = if*752 K SHEARWALLS UPPER )=752 6531 5439 * = y wx^x /Wh = 1 0 p = 063 /w= 195 LF V SL 11 5 8 \N\J/ lW = CASE 1 1 286 * QTY 1 1 IFT= V VSP 3289 2288 ph 10 10 USE 195 HOLD DOWN FORCES (H) # 2937 2971 LF 3/8 PLY SCH 1 RECOMMENDED HOLD DOWNS MST48 MSTC66B3 MST48 MSTC66B3 SHEARWALLS LOWER P = 1 0 p ~ 041 /w~ 180 LF V SL 11 5 65 WL//W = CASE 1 1 489 ff QTY 1 1 /FT= V VSP 5626 3180 ph 10 10 USE 180 HOLD DOWN FORCES (H) # 5024 5129 LF 3/8 PLY SCH 2 RECOMMENDED HOLD DOWNS HTT22 w/ SSTB24 HTT22 w/ SSTB24 GRID 4 DIRECTION YY WIND EXPOSURE, UPPER (AU=vwy= 1638°^- 1793 WIND EXPOSURE, LOWER VwL = Vwy + 16 38 C A = 3 052 SEISMIC MASS 144SF)(C u = 0 76 ) UPPER STORY LOWER STORY ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS ROOF & CEILING FLOOR/DECK EXTERIOR WALLS INTERIOR WALLS VsL=2W25CA//R14(WSD) = Su = VsL( 190 + 119 + 16 )K* = SF 396 450 140 0 262 450 140 3843 3185 124 SF 20 16 7 20 10 16 7 SF) W* 7920 7200 980 0 2620 7200 980 (C L = 0 62 ) HT (AVE) 24 165 165 11 10 5 5 26900 = V wxhx / /7) = (w h ) 190 119 16 0 26 36 5 392 Wh 392 A SHEARWALLS UPPER P <* = 1 o p = 088 lw~ 125 LF a V SL 8 45 $\j/ lw - CASE 1 3 255 * QTY 1 1 /FT= V VSP 2039 1147 Ph 10 8 USE 125 HOLD DOWN FORCES (H) # 2647 2184 LF 3/8 PLY SCH 1 RECOMMENDED HOLD DOWNS MST48 MSTC66B3 MST48 MSTC66B3 SHEARWALLS LOWER p d VSL//W= 307 * /FT = v P rf = 10 p = 085 lw= 125LF USE 125 LF 3/8 PLY SCH 1 SL 8 45 CASE 1 3 QTY 1 1 VSP 2459 1383 ph 10 8 HOLD DOWN FORCES (H) # 3194 2635 RECOMMENDED HOLD DOWNS STHD10 PHD2 or HTT22 w/ SSTB16 STHD10 PHD2 or HTT22 w/ SSTB16 BEAM DESIGN # 1 DESCRIPTION WINDOW HEADERS FOR BEDROOM #4 SUPP ROOF & CEILING LOAD TYPE LOADING UNIFORM SPAN (SP) =80 FT 7R/B FT */SF LOAD #/F7 4 ROOF CEILING EXT WALL INT WALL FLOOR/D BALCONY SOFFIT OTHER R R MOMENT (M) = UL(SP)2/8 = 2208 # EN ALLOWED DEFLECTION (A) = d = SIN Fb= 1300PSI E = 16x106PSI USE GIVEN PROPERTIES SECTIONAL AREA REQ = SECTION MODULUS REQ = MOMENT OF INERTIA REQ = MIN 4x8 6 31 6 5 LL 1$ -L 7 'DECK 50 fV 70 14 TOTAL UNIFORM LOAD (UL) = D REACTION(R) = SP(UL)/2 = SP(12)/ 360 = (R UL(J/12))15/ 85PSI = M(12)/Fb = (5/384)(ULyi2)(SPx12)4/EA= DOUGLAS FIR LARCH #1 186 30 0 0 0 0 0 60 276 #/FT 1104# 027 IN 16 IN2 20 IN 60 IN4 A =25 4 o —307 IN*1= 111 2 IN4 BEAM DESIGN # 2 DESCRIPTION BEDROOM #4 WINDOW HEADER W/ HIP GIRDER TRUSS LOAD SPAN (SP) = 60 FT a = 15 FT b= 45 FT a < b LOAD TYPE UNIFORM WITH CONCENTRATED LOAD LOADING TRIB FT */SF LOAD */FT CL ROOF 6 31 186 IT a UL < b UL CEILING 6 5 30 EXT WALL 16 0 4- 4 v 4 4- 4 4 wvr WALL 7 o FLOOR/DECK 50 0 BALCONY 70 0 SOFF/T 14 0 SP >l OTHER 60 n,Rb TOTAL UNIFORM LOAD (UL) = 276 CONCENTRATED LOAD (CL) = 2340 * E/VD REACTION (Ra) = MAX SHEAR (V) = UL(SP/2 + CL(b/SP = 2583 * END REACTION (Rb) = UL(SP)/2 + CL(a/SP = 1413 # MAX MOMENT (M)= UL(SP2/8) + CL(a)(b/SP = 3875* ALLOWED DEFLECTION W = SP(12/ 360 = 0 20 IN MOMENT OF INERTIA REQ = ((5/384)(UL/12)(SP )4+CLa b (a +2b )(3a (a +2b ))1/2/27(SP ))/E A= 51 IN4 Fb - 2900 PSI E = 2 0 x 10s PSI USE M//V 3 1/2 x 91/2 PARALLAM 20 E GIVEN PROPERTIES M= 13055* V= 6430* 1= 250 IN4 BEAM DESIGN # 3 DESCRIPTION LAUNDRY ROOM WINDOW HEADER SUPP ROOF & CEILING LOAD TYPE LOADING UNIFORM SPAN (SP) =SOFT TRIB FT * 13 13 R R MOMENT (M) = UL(SP)2/8 =1650 ROOF CEILING EXT WALL INT WALL FLOOR/DECK BALCONY SOFFIT OTHER TOTAL UNIFORM LOAD (UL) = * END REACTION (R) = SP(UL/2 = d =6 IN 1300 PSI E = 1 6 x 106 PSI USE GIVEN PROPERTIES ALLOWED DEFLECTION (A) = SP(12/ SECTIONAL AREA REQ = (R UL (rf/12)) 1 5 / 85 PSI = SECTION MODULUS REQ = M(12/Fb = (5/384)(UL/12)(SPx12)4/EA= DOUGLAS FIR LARCH #1 'SF LOAD*/FT 31 5 16 7 50 70 14 JL) = /2 = 0 = 403 65 0 0 0 0 0 60 528 1320 017 #/F # IN MOMENT OF INERTIA REQ = MIN 4x6 A — 1Q 1 IKI^ Q — 19 IN2 28 IN^ 177 IN5 48 5 IN* BEAM DESIGN # 4 DESCRIPTION POPOUT & MSTR BATH HEADER SUPP DECK & PARAPET WALL LOAD TYPE LOADING UL rf- en UNIFOR 4 4 ' •w SPAN (SP) =7 OFT TRIB FT */SF LOAD */FT R R Fb = 2600 PSI E = 1 9 x 106 PSI USE MIN GIVEN PROPERTIES SHEAR CAPACITY REQ = MOMENT CAPACITY REQ = MOMENT OF INERTIA REQ = ALLOWED DEFLECTION (A) = 1 3/4 x 14 ROOF 2 31 CEILING 2 5 EXT WALL 6 16 INT WALL 7 FLOOR/DECK 1 50 BALCONY 70 SOFFIT u OTHER TOTAL UNIFORM LOAD (UL) = V = R= SP(UL/2 = UL(SP)2/8 = (5/384)(UL/12)(SPx12)4/EA= SP(12/ 360 = MICROLAM 19E 62 10 96 0 50 0 0 60 278 */F 973* 1703 * 34 IN' 023 IN M = 12130 •#4655 I —400 IN4 BEAM DESIGN # 5 DESCRIPTION BEDROOM #2 HEADER SUPP GIREDER TRUSS & PARAPET WALL SPAN (SP) = 50 FT a = 20 FT b = LOAD TYPE UNIFORM WITH CONCENTRATED LOAD LOADING 3 OFT a < b TRIB FT 5 5 VSF LOAD*/FT 31 5 16 7 50 70 14 R E/VD REACTION (R.) = END REACTION (Rb) = MAX MOMENT (M) = ALLOWED DEFLECTION (A) = SECTIONAL AREA REQ = SECTION MODULUS REQ = ROOF CEILING EXT WALL INT WALL FLOOR/DECK BALCONY SOFFIT OTHER TOTAL UNIFORM LOAD (UL) = CONCENTRATED LOAD (CL) = UL(SP)/2 + CL(b)/SP = UL(SP/2 + CL(a)/SP = UL(SP2/8) + CL(a)(b)/SP = SP(12/ 360 = (R8 UL (d/12)) 1 5 / 85 PSI = M(12)/Fb = MOMENT OF INERTIA REQ = ((5/384)(UL/12)(SP )4+CLa b (a +2b )(3a (a +2b ))1/2/27(SP Fb = 1300 PSI USE MIN A= 155 25 0 0 0 0 0 60 240 */F 1800" 1680* 1320* 2910 * 017 IN 26 IN2 27 IN3 41 IN4 E - 16X106 PSI rf = 10 IN 4 x 10 DOUGLAS FIR LARCH #1 GIVEN PROPERTIES A= 32 4 IN2 S= 50 IN3 1= 230 8 IN4 BEAM DESIGN # 6 DESCRIPTION DROP BEAM SUPP TOWER ROOF WALL & HIP GIRDER TRUSS SPAN (SP) = 90 FT a = 40 FT b = 50 FT a < b LOAD TYPE UNIFORM WITH CONCENTRA TED LOAD LOADING TRIB FT VSF LOAD */FT ROOF 5 31 155 CEILING 5 5 25 EXT WALL 2 16 32 INT WALL 7 0 FLOOR/DECK 50 0 BALCONY 70 0 SOFFIT 14 0 OTHER 60 R b TOTAL UNIFORM LOAD (UL) = 272 */F' CONCENTRATED LOAD (CL) = 2500 * END REACTION (R ) = MAX SHEAR (V) = UL(SP)/2 + CL(b/SP = 2613 * END REACTION (Rb) = UL(SP/2 + CL(a)/SP = 2335# MAX MOMENT (M) = UL(SP2/8) + CL(a)(b/SP = 8310* ALLOWED DEFLECTION (A) = SP(12/ 360 - 0 30 IN MOMENT OF INERTIA REQ = ((5/384)(UL/12)(SP )4+CLa b (a +2b )(3a (a +2b ))1/2/27(SP ))/E A= 174 IN4 Fb = 2900 PSI E = 2 0 x 106 PSI USE MIN 1 3/4 x 117/8 PARALLAM 20 E GIVEN PROPERTIES M = 9950 * V = 4020 * I = 245 IN4 BEAM DESIGN # 7 DESCRIPTION DROP BEAM SUPP TOWER ROOF CONC LOAD END OF #6 SPAN (SP) = 170 FT a = 80 FT b = 90 FT a < b LOAD TYPE UNIFORM WITH CONCENTRATED LOAD LOADING TRIB FT VSF LOAD */FT ROOF 5 31 155 CEILING 5 5 25 EXT WALL 16 0 INT WALL 7 o FLOOR /DECK so 0 BALCONY 70 0 SOFFIT 14 0 OTHER 60 Rb TOTAL UNIFORM LOAD (UL) = 240 */F CONCENTRATED LOAD (CL) = 2613 * END REACTION (Ra) = MAX SHEAR (V) = UL(SP/2 + CL(b/SP = 3423 * END REACTION (R b) = UL(SP/2 + CL(a)/SP = 3270 * MAX MOMENT (M)= UL(SP2/8) + CL(a)(b/SP = 19737* ALLOWED DEFLECTION (A) = SP(12/ 240 = 0 85 IN MOMENT OF INERTIA REQ = ((5/384)(Ul/12)(SP )4+CLa b (a +2b )(3a (a +2b ))1/2/27(SP ))/E A= 536 IN4 Fb = 2900 PSI E = 2 0 x 106 PSI USE MIN 5 1/4 x 117/8 PARALLAM 20 E GIVEN PROPERTIES M= 29855* V- 12055* 1= 735 IN4 BEAM DESIGN # 8 DESCRIPTION RETREA T HEADER SUPP ROOF & CEILING LOAD TYPE LOADING UNIFORM SPAN (SP) =6 OFT TRIE FT VSF LOAD */FT III UL I I I 10 10 d d = ROOF CEILING EXT WALL INT WALL FLOOR/DECK BALCONY OTHER R R TOTAL UNIFORM LOAD (UL) = MOMENT (M)= UL(SP)2/8= 2565 * END REACTION (R) = SP(UL)/2 = /ALLOWED DEFLECTION (A) = SP(12/ SECTIONAL AREA REQ = (R UL (d/12)) 1 5 / 85 PSI = SECTION MODULUS REQ = M(12/Fb = MOMENT OF INERTIA REQ = (5/384)(UL/12)(SPx12)VEA MIN 4x8 DOUGLAS FIR LARCH #1 31 5 16 7 50 70 'L) = /2 = 0 = 310 50 0 0 150 0 60 570 1710 020 #/F # IN 6 IN Fb = 1300 PSI E = 1 6 x 10s PSI USE GIVEN PROPERTIES 25INZ 24 IN3 52 IN4 A =25 4 S =307 IN3 1= 111 2 IN4 BEAM DESIGN # 9 DESCRIPTION BEAM SUPP ROOF & PARAPET WALL FOR DECK 0 VER RETREA T 4 R LOAD TYPE LOADING UNIFORM SPAN (SP) =9 0 FT TRIB FT #/SF LOAD */FT UL 1 < onoF .1> Fb= 2900 PSI E = 2 0 x 106 PSI USE MIN GIVEN PROPERTIES ROOF 7 CEILING 7 •I I EXT WALL 5 INT WALL FLOOR/DECK BALCONY SOFFIT OTHER R TOTAL UNIFORM LOAD (UL) SHEAR CAPACITY REQ = V = R = SP( MOMENT CAPACITY REQ = UL(S MOMENT OF INERTIA REQ = (5/384)(UL/12)(SPx12)4/EA= ALLOWED DEFLECTION (A) = SP(12/ 211/16 x 91/2 PARALLAM 20E 31 5 16 7 50 70 14 JL) = /2 = /8 = 'EA= 0 = 217 35 80 0 0 0 0 332 #/FT 1494 # 3362* 82 IN4 030 IN M= 10025*V=4935 1=190 IN* BEAM DESIGN # 11 DESCRIPTION MICROLAM FLOOR JOIST UNDER UPPER DECK AREA LOAD TYPE UNIFORM SPAN (SP) = 16 0 FT LOADING TRIB FT */SF LOAD */FT ROOF 31 0 UL CEILING 1 5 5 4144444 EXT WALL 16 0 INT WALL 7 0 FLOOR/DECK 1 50 50 BALCONY 70 0 SOFFIT 14 0t t SP OTHER R R TOTAL UNIFORM LOAD (UL) = 55 #/FT SHEAR CAPACITY REQ = V = R = SP(UL/2 = 440 # MOMENT CAPACITY REQ = UL(SP)2/8 = 1760* Fb = 2600 PSI MOMENT OF INERTIA REQ = (5/384)(UL/12)(SPx12)4/EA= 80 IN4 E = 1 9 x 106 RSI ALLOWED DEFLECTION (A) = SP(12/ 360 = 0 53 IN USE MIN 1 3/4 x 91/2 PARALLAM 20E GIVEN PROPERTIES M = 8925 * V = 3950 # I = 244 IN4 USE 13/4 x11 7/8 MICROLAM & RIP TO 9 1/2 MIN DEPTH TO DECK SLOPE DRANAGE BEAM DESIGN # 12 DESCRIPTION DECK FLOOR BEAM SUPP ROOF & WALLS FROM STORAGE & BBQAREA LOAD TYPE UNIFORM SPAN (SP) = 16 0 FT LOADING TRIB FT */SF LOAD n/FT ROOF 5 31 155 UL CEILING 5 5 25 4444444 EXT WALL ie o INT WALL 7 0 A A FLOOR / DECK 1 50 50 BALCONY 70 0 SOFFIT 14 0 OTHER 100SP R R TOTAL UNIFORM LOAD (UL) = 330 #/FT SHEAR CAPACITY REQ = V = R= SP(UL/2 = 2640# MOMENT CAPACITY REQ = UL(SP)2/8 = 10560* Fb = 2900 PSI MOMENT OF INERTIA REQ = (5/384)(UL/ 12)(SPx12)4/EA= 456 IN4 E = 2 0 x 106 PSI ALLOWED DEFLECTION (A) = SP(12/ 360 = 0 53 IN USE MIN 7 x 91/2 PARALLAM 20 E GIVEN PROPERTIES M = 26115 * V = 12855 # I = 500 IN4 USE 7 x 11 7/8 PARALLAM & RIP TO 9 1/2 MIN DEPTH TO DECK SLOPE DRANAGE BEAM DESIGN* 13 DESCRIPTION FAM ROOM FLOOR BEAM SUPP BEARING BEDROOM WALL ABOVE LOAD TYPE LOADING UNIFORM SPAN (SP) =15 OFT TRIB FT */SF LOAD */FT 444 UL 4 444 t t SP R R Fb = 2900 PSI E = 20X106 PS! USE MIN GIVEN PROPERTIES SHEAR CAPACITY REQ = MOMENT CAPACITY REQ = MOMENT OF INERTIA REQ = ALLOWED DEFLECTION (A) = 3 1/2 x 14 ROOF CEILING EXT WALL 6 INT WALL 10 FLOOR/DECK 10 BALCONY SOFFIT OTHER TOTAL UNIFORM LOAD (UL) = V = R= SP(UL/2 = UL(SP)2/8 = (5/384)(UL/12)(SPx12)4/EA= SP(12/ 31 5 16 7 50 70 14 JL) = /2 = /Q = PEA= 0 = 0 0 96 70 500 0 0 666 #/F 4995 # 18731 * 759 IN4 050 IN M = 27160 V = PARALLAM 20E 9475 * I = 800 IN4 BEAM DESIGN # 14 DESCRIPTION HEADER SUPP END OF BEAM #13 SPAN (SP) = 60 FT a = 10 FT b = 50 FT a < b LOAD TYPE UNIFORM WITH CONCENTRATED LOAD LOADING TRIB FT */SF LOAD */FT ROOF 31 0 CEILING 5 0 EXT WALL 16 0 INT WALL 7 0 FLOOR /DECK 8 50 400 BALCONY 70 0 SOFFIT 14 0 OTHER Rb TOTAL UNIFORM LOAD (UL) = 400 "/FT CONCENTRA TED LOAD (CL) = 3995 * END REACTION (R ) = MAX SHEAR (V) = UL(SP/2 + CL(b/SP = 4529 * END REACTION (Rb) = UL(SP/2 + CL(a/SP = 1866 * MAX MOMENT (M)= UL(SP2/8) + CL(a)(b/SP = 5129* ALLOWED DEFLECTION (A) = SP(12/ 360 = 0 20 IN MOMENT OF INERTIA REQ = ((5/384)(UL/12)(SP )4+CLa b (a +2b )(3a (a +2b ))1/2/27(SP ))/E A= 63 IN4 Fb= 2900 PSI E = 20X106 PSI USE MIN 3 1/2 x 91/2 PARALLAM 20 E GIVEN PROPERTIES M= 13055* V= 6430 " 1= 250 IN4 BEAM DESIGN # 15 DESCRIPTION FLUSH FLOOR BEAM OVER DINING RM FAM RM & HALLWAY SPAN (SP) =SOFT a = c = 10 FT FT b = d = SOFT 6 OFT a c < b ^ d LOAD TYPE UNIFORM W/DBL CONC LOAD & SHEARWALL REACTION (SR) LOADING ROOF CEILING EXT WALL INT WALL FLOOR/DECK BALCONY SOFFIT OTHER TOTAL UNIFORM LOAD (UL) = TRIB FT 9 9 10 2 VSF 31 5 16 7 50 70 14 LOAD */F 279 45 0 70 100 0 0 SHEARWALL REACTION (SR)= 2971 3679 END REACTION (Ra) = END REACTION (Rb) = CONCENTRATED LOAD 1 (CLO = CONCENTRATED LOAD 2 (CL2) = + UL(SP/2 + CMb/SP + CL2(d)/SP = UL(SP/2 + (SR(fn) + CLO(a/SP + CL2(c)/SP = R R a(CL 1 2 SR (f )) b(CL 1 2 SR (f )) (SR(fn) + C^Xb/SP + CL2(d)/SP = (SR(fn) + CL^a/SP + CL2(c)/SP = L (SPy 2 =2SR(fn»MAX CLB = R b(CL 1 2 SR (T ))(d) = MAX MOMENT (M) = ALLOWED DEFLECTION (A) = MOMENT OF INERTIA REQ = SP(12/ 360 = 494 1494 6406 * 2344 # 4311 # 862 # 5793 # 4311 # 5173 # 7396 # 020 IN ((5/384)(UL/12)(SP )4+ b (a +2b )(3a (a +2b ))1/2)+(CL2c d (c +2d )(3c (c +2d ))1/2)/27(SP ))/E A=49 IN4 Fb = 2900 PSI E = USE MIN 211/16 x GIVEN PROPERTIES M= 10025 # UBCSEC 1630821 $ = 1 0 CD = 1 33 UBC TABLE 232 CHAP 23 20X106 PS! 91/2 PARALLAM 20E V= 4935 # 1= 190 IN4 i 1 33 = 1 24 BEAM DESIGN # 16 DESCRIPTION CANTILEVER BEAM SUPP DECK LOAD CANTILEVER (L) = 60 FT LOAD TYPE CANTILEVER LOADING CL L = E = 1 9 x 106 PSI USE MIN GIVEN PROPERTIES 1 17 OFT TRIB FT ROOF CEILING EXT WALL INT WALL FLOOR/DECK BALCONY 8 SOFFIT OTHER CONCENTRATED LOAD (CL) = MAX SHEAR (V) = CL = REACTION (Ra) = CL(L+L)/L = REACTION (Rb) = CL(L/L ) = MAX MOMENT (M) = CL(L) = ALLOWED DEFLECTION (A) = L(12/ 360 = MOMENT OF INERTIA REQ = CL(L(12))3/3 E A= 3/4 x 117/8 VSF 31 5 16 7 50 70 14 LOAD* 0 0 0 0 0 560 0 50 M = 8925 V = 3950 610 * 610 # 825 294 * 21 5 294 * 3660 # 020 IN 200 IN4 MICROLAM 19E @16 O C I =244 BEAM DESIGN # 17 DESCRIPTION WINDOW HEADER SUPP FLOOR & BALCONY JOISTS LOAD TYPE UNIFORM SPAN (SP) = 6 0 FT LOADING TRIB FT */SF LOAD */FT ROOF 31 0 CEILING 5 0 EXT WALL 16 0 INT WALL 7 0 FLOOR/DECK 50 0 BALCONY 70 0 SOFFIT 14 0 OTHER 1260 R TOTAL UNIFORM LOAD (UL) = 1260 #/F SHEAR CAPACITY REQ = V = R= SP(UL/2 = 3780# MOMENT CAPAC/TYREQ = UL(SP)2/8 = 5670 * Fb = 2900 PSI MOMENT OF INERTIA REQ = (5/384)(UL/12)(SPx12)4/EA= 92 IN4 E = 2 0 x 106 PSI ALLOWED DEFLECTION (A) = SP(12/ 360 = 0 20 IN USE MIN 3 1/2 x 91/2 PARALLAM 20 E GIVEN PROPERTIES M = 13055 * V = 6430# I = 250 IN4 BEAM DESIGN # 18 DESCRIPTION HEADER @ STAIRWELL SUPP FLOOR JOISTS & RAILING LOAD TYPE UNIFORM SPAN (SP) = 9 5 FT LOADING TRIB FT */SF LOAD */FT ROOF 31 0 UL CEILING 5 0 4- 4- 4 I 4 4 4 EXT WALL 16 0 INT WALL 7 0 FLOOR /DECK 6 50 300 BALCONY 70 0 SOFFIT 14 0 OTHER 1006 SP 3 t R R TOTAL UNIFORM LOAD (UL) = 400 #/F SHEAR CAPACITY REQ = V = R= SP(UL/2 = 1900# MOMENT CAPACITY REQ = UL(SP)2/8 = 4513 * Fb = 2900 PSI MOMENT OF INERTIA REQ = (5/384)(UL/12)(SPx12)4/EA= 116 IN4 E = 2 0 x 106 PSI ALLOWED DEFLECTION (A) = SP(12)/ 360 = 0 32 IN USE MIN 211/16 x 91/2 PARALLAM 20E GIVEN PROPERTIES M= 20855* V= 7275# 1= 615 IN4 BEAM DESIGN* 19 DESCRIPTION KITCHEN HEADER SUPP DECK FLOOR & EXT WALL LOAD LOAD TYPE LOADING UNIFORM SPAN (SP) =SOFT TRIB FT VSF LOAD */FT I I ROOF CEILING EXT WALL 14 INT WALL FLOOR/DECK 17 BALCONY SOFFIT OTHER R R TOTAL UNIFORM LOAD (UL) = MOMENT (M) = UL(SP)2/8 = 3356 # END REACTION (R) = SP(UL)/2 = ALLOWED DEFLECTION (A) = SP(12/ d = 10 IN Fb = 1300 E = 16x106PSI USE GIVEN PROPERTIES SECTIONAL AREA REQ = SECTION MODULUS REQ = MOMENT OF INERTIA REQ = M1N 4 x 10 (R (5/384)(UL/12)(SPx12)4 DOUGLAS FIR LARCH #1 31 5 16 7 50 70 14 JL) = i/2 = 0 = >SI = 'Fb = FEA= 0 0 224 0 850 0 0 1074 #/FT 2685 # 017 IN 32 IN2 31 IN 57 IN4 A = 32 4 IN2 S = 50 IN3 I = 230 8 IN4 BEAM DESIGN # 20 DESCRIPTION GARAGE HEADER W/ CONC LOAD & SHEARWALL EFFECTS SPAN (SP) =SOFT a = c = 10 FT 6 5 FT u. JLl d = 7 OFT 15 FT a c < b ^ d LOAD TYPE UNIFORM W/DBL CONC LOAD & SHEARWALL REACTION (SR) LOADING c TRIB FT */SF LOAD */FT CL,+SR(fn) CL2 X-X- ' - b-f ROOF CEILING EXT WALL 12 INT WALL FLOOR /DECK 13 BALCONY SOFFIT OTHER TOTAL UNIFORM LOAD (UL) = 31 5 16 7 50 70 14 0 0 192 0 650 0 0 100 SHEARWALL REACTION (SR)= SR(fn) = END REACTION (Ra) = END REACTION (Rb) = R R 3783 4685 CONCENTRATED LOAD 1 (CL,) = CONCENTRATED LOAD 2 (CL2) = SR(fn) + UL(SP/2 + CL,(b)/SP + CL2(d/SP = UL(SP/2 + (SR(fn) + CL1)(a/SP + CL2(c) /SP = (SR(in) + CL^b/SP + CL2(d)/SP = (SR(fn) + CMa/SP + CL2(c) /SP = — £? -i- I II /QP^O —1 K a b (CL1 2 SR (ffl))MAX + UL w"/ ^ ~ M CLA = R a(CL 1 2 SR (f ))(a) = a(CL 1 2 SR (f )) b(CL12SR(f )) MOMENT (M) = ALLOM/ED DEFLECTION (A) = MOMENT OF INERTIA REQ = CLB b(CL 1 2 SR (f 2UL(SP)/8 + MCLMAX = SP(12/ 360 = 942 /F 3051 # 1881 # 11475# 6263 # 7122# 2495 # 10890# 7122 # 3743 # 14658 # 027 IN ((5/384)(UL/12)(SP )4+ b (a +2b )(3a (a +2b ))1/2)+(CL2c d (c +2d )(3c (c +2d ))1/2))/27(SP 227 IN4 Fb = USE 2900 PSI MIN 5 1/4 M= 19585 »-" _ x #GIVEN PROPERTIES flt=28 fn = ^/ 17 x UBCSEC 1630821 4> = 1 0 CD = 1 33 UBC TABLE 232 CHAP 23 20X106 PSI 91/2 PARALLAM 20E V = 9645 # I = 375 IN4 c 1 33 = 1 24 BEAM DESIGN # 21 DESCRIPTION GARAGE HEADER SPAN(SP) = 16 OFT a= 6 0 FT b= 10 OFT a < b LOAD TYPE UNIFORM WITH SHEARWALL REACTION (SR) LOADING TRIB FT */SF LOAD */FT ROOF 14 31 434 ±SR(y_ ±S/?(fn) CEILING 14 5 70 EXT WALL 12 16 192 INT WALL 7 0 FLOOR/DECK 13 50 650 4 4- BALCONY 70 0 U SP > SOFF/T 14 0 OTHER 100 TOTAL UNIFORM LOAD (UL) = 1446 */F Ra Rb SHEARWALL REACTION (SR)= 3783* SR(fn) = 4685* END REACTION (R,) = MAX SHEAR (V) = UL(SP)/2 + SR (fn) = 16253 # E/VD REACTION (Rb) = (V) = UL(SP)/2 + SR (fn)a/SP = 13325 * MAX MOMENT (M) = UL(SP2/8)+SR (fn)a(b)/SP = 63840 "* ALLOWED DEFLECTION (&)= SP(12/ 360 = 0 53 IN MOMENT OF INERTIA REQ = (5/384)(UL/12)(SPx12)4/EA= 1999 IN4 Fb = 2900 PSI E = 2 0 x 10s PSI USE MIN 7 x 16 PARALLAM 20E GIVEN PROPERTIES M= 69905* V= 21655* 1= 2390 IN4 Cl= 28 fn = fl/ 17 x 133 = 124 UBCSEC 1630821 4> = 1 0 CD = 1 33 UBC TABLE 232 CHAP 23 / PIER FOOTING DESIGN ALLOWABLE BEARING PRESSURE - qa = 1500 */SF PIER # 1 LOADING ; BEAM # 20 BEAM # BEAM # " TT T "k OTHER <^SQ -»] TOTAL LOAD PIER # 2 BEAM # 20 6263* * REQUIRED PIER SIZE = * (TOTAL LOAD / q a)1/2 = 2 1 2 FT SQ 500* 212 x12 /FT= 255 6763 * LOADING 11475* t/SE 26 SQ P/EK Ttttt <-SQ BEAM # 27 16253 BEAM # OTHER 2800 707VIL LOAD 30525 REQUIRED PIER SIZE = (TOTAL LOAD / qa) = 20 40 SQ FT \USE 36"X80" RECT PIER PIER # 3 LOADING i \ •TTV <-SQ ~+ BEAM # 21 BEAM # BEAM # OTHER TOTAL LOAD 13325* # 1400* * J4725 * REQUIRED PIER SIZE = (TOTAL LOAD / q a)1/2 = 313 313 x12 /FT= 376 | USE 38 "SQ PIER FT SQ PIER # 4 LOADING BEAM BEAM # BEAM # OTHER REQUIREBrlER SIZE = (TOTAL LOAD/qa)1/2 = 00 x12 /FT = 0 00 FT SQ r f I * *>*» * f Geotechnical Coastal Geologic Environmental PRELIMINARY GEOTECHNICAL EVALUATION 2438 JEFFERSON STREET CARLSBAD SAN DIEGO COUNTY CALIFORNIA FOR PICTURESQUE HOMES 354 OAK AVENUE CARLSBAD CALIFORNIA 92008 W O 4674 A SC FEBRUARY 7 2005 Geotechnical Geologic Environmental 5741 Palmer Way Carlsbad California 92008 (760) 438 3155 FAX (760) 931 0915 February? 2005 WO 4674 A SC Picturesque Homes 354 Oak Avenue Carlsbad California 92008 Attention Mr Ron Alvarez Subject Preliminary Geotechnical Evaluation 2438 Jefferson Street Carlsbad San Diego County California Dear Mr Alvarez In accordance with your request GeoSoils Inc (GSI) has performed a preliminary geotechnical evaluation of the subject site The purpose of the study was to evaluate the onsite soils and geologic conditions and their effects on the proposed site development from a geotechnical viewpoint EXECUTIVE SUMMARY Based on our review of the available data (see Appendix A) field exploration !a{?p/£tory testing geologic and engineering analysis the proposed developrrferlt bf the pteperty appears to be feasible from a geotechnical viewpoint provided the rsetyrimgndSftuDns presented in the text of this report are properly incorporated into the design and construction of the project The most significant elements of this study aic summarized below All existing improvements deleterious debris and vegetation should be removed from the site and properly disposed should settlement sensitive improvements be proposed within their influence Removals of all compressible undocumented artificial fill topsoil/colluvium and near surface weathered Quaternary terrace deposits will be necessary prior to fill placement Depths of removals are outlined in the Conclusions and Recommendations section of this report In general removals will be on the order of ±2 to ±21/2 feet across a majority of the site However localized deeper removals cannot be precluded and should be anticipated To provide for uniform foundation support footings should not simultaneously bear on compacted fill and terrace deposits The cut portion of a cut/fill transition lot or a lot with planned fills less than 3 feet thick will require overexcavation to at least 3 feet below pad grade or to a depth where a minimum of 24 inches of compacted fill is provided beneath the footings (whichever is greater) The overexcavation should be completed per the Uniform Building Code ([UBC] International Conference of Building Officials [ICBO] 1997) or to a minimum of 5 feet outside the building footprint whichever is greater Additionally if paleohquefaction features are encountered during site earthwork overexcavation of the building pad to a depth of at least 3 feet below slab subgrade or 24 inches below the bottom of the footing (whichever is deeper) will be necessary in order to mitigate the potential differential settlements The overexcavation should be completed per the UBC (ICBO 1997) or to a minimum of 5 feet outside the building footprint whichever is greater As an alternative to overexcavation provided that paleohquefaction features are not encountered during site grading the removal of unsuitable bearing soils within the building footprint should be performed and fill soils placed within the building footprint should be minimally compacted to 95 percent relative compaction for concrete slab on grade support The proposed footing excavations should then be deepened to encounter suitable bearing terrace deposits and allow forthe minimum footing embedment recommended herein For this alternative scenario the structural engineer should design the footings and slabs to accommodate at least 1/2 inch differential settlement between these elements The maximum to minimum fill thickness below settlement sensitive improvements should not exceed a ratio of 3 1 (maximum minimum) On a preliminary basis temporary slopes should be constructectirr $t£ordafite With criteria established in Article 6 of the State of California Construction Safety Coders (CAL7OSHA) for Type C soils Temporary slopes should b&Tutther £valu£ted during site grading The possibility of inclining temporary slope$tQ#t)attergradjent may be recommended if adverse soil conditions are observed* If the required gradient of any temporary slope conflicts with property boundarias,stiorinanriay be necessary Heavy equipment and/or stockpiles should not be stored withm^ feet of any temporary slope Additionally heavy equipment should not be operated within 5 feet from the top of any temporary slope The expansion potential of tested onsite soils is generally very low (Expansion Index [E I ] 0 to 20) Conventional foundations may generally be utilized for these very low expansive soil conditions However post tension foundations are specifically recommended to mitigate the potential for differential settlement by the presence of regionally pervasive paleoliquefaction features if encountered during site grading Picturesque Homes W O 4674 A SC FI \wp9\4600\4674 pg Page Two GeoSoils, Inc Laboratory testing regarding the corrosion potential of site soils is not complete An addendum letter will be provided when the data becomes available Based upon our experience with similar sites it is anticipated that the site soils will present negligible sulfate exposure to concrete and will be corrosive to ferrous metals when saturated Consultation with a qualified corrosion engineer is recommended regarding foundations piping etc Regional groundwater was not observed during the field investigation and is not expected to be a major factor in development of the site However due to the nature of the site materials seepage and/or perched groundwater conditions may develop throughout the site along boundaries of contrasting permeabilities (i e fill/terrace deposits and/or terrace deposits/formational contacts) and should be anticipated Thus more onerous slab design for mitigation is warranted A locally perched water table is located approximately ±18 to ±19 feet below the site at or near the geologic contact between the terrace deposits and the underlying Tertiary Santiago Formation Regional groundwater is anticipated to exist at or near Mean Sea Level (MSL) or approximately ±70 feet below the site Our evaluation indicates that the site currently has a very low potential for liquefaction Therefore no recommendations for mitigation are deemed necessary The seismic acceleration values and design parameters provided herein should be considered during the design of the proposed development Our evaluation indicates there are no known active faults crossing the site Adverse geologic features that would preclude project feasibility were not encountered The recommendations presented in this report should be mdofpfcratecf into the design and construction considerations of the project Picturesque Homes W O 4674 A SC F i \wp9\4600\4674 pg Page Three GeoSoils, Inc The opportunity to be of service is greatly appreciated If you have any questions concerning this report or if we may be of further assistance please do not hesitate to contact any of the undersigned Respectfully submitted GeoSptfs Inc Boehmer Staff Geologist hn P Franklin ngmeering Geologis RB/JPF/DWS/jk Distribution (4) Addressee David W Skelly Civil Engineer RCE 47857 Picturesque Homes Fl \wp9\4GOO\4674 pg W O 4674 A SC Page Four GeoSoils, Inc TABLE OF CONTENTS SCOPE OF SERVICES 1 SITE CONDITIONS/PROPOSED DEVELOPMENT 1 SITE EXPLORATION 1 REGIONAL GEOLOGY 3 Paleohquefaction Features 3 SITE GEOLOGIC UNITS 3 Artificial Fill Undocumented (Map Symbol afu) 4 Topsoil/Colluvium (Not Mapped) 4 Quaternary Terrace Deposits (Map Symbol Qt) 4 Tertiary Santiago Formation (Not Mapped) 4 GEOLOGIC STRUCTURE 4 FAULTING AND REGIONAL SEISMICITY 5 Regional Faults 5 Local Faulting 7 Seismicity 7 Seismic Shaking Parameters 8 Seismic Hazards 8 GROUNDWATER 9 LIQUEFACTION POTENTIAL 9 SETTLEMENT * 10 SLOPE STABILITY 10 LABORATORY TESTING 11 General 11 Classification 11 Moisture Density Relations 11 Expansion Potential 11 Direct Shear Test 11 Saturated Resistivity pH and Soluble Sulfates 12 CONCLUSIONS AND RECOMMENDATIONS 12 General 12 GeoSotlSj Inc EARTHWORK CONSTRUCTION RECOMMENDATIONS 15 General 15 Site Preparation 15 Removals (Unsuitable Surficial Materials) 15 Fill Placement 16 Transitions/Overexcavation 16 Temporary Slopes 17 Monitoring Existing Offsite Improvements 17 RECOMMENDATIONS FOUNDATIONS 17 Preliminary Foundation Design 17 Bearing Value 18 Lateral Pressure 18 Foundation Settlement 18 Footing Setbacks 18 Construction 19 Very Low Expansion Potential (El 0 to 20) 19 POST TENSION SLAB FOUNDATIONS 20 General 20 CONSTRUCTION 20 CORROSION 22 WALL DESIGN PARAMETERS 22 Conventional Retaining Walls 22 Restrained Walls 23 Cantilevered Walls 23 Retaining Wall Backfill and Drainage .. 23 Wall/Retaining Wall Footing Transitions 27 DRIVEWAY FLATWORK AND OTHER IMPROVEMENTS 27 DEVELOPMENT CRITERIA 30 Drainage 30 Erosion Control 30 Landscape Maintenance 30 Gutters and Downspouts 31 Subsurface and Surface Water 31 Site Improvements 31 Tile Flooring 32 Additional Grading 32 Footing Trench Excavation 32 Trenching/Temporary Construction Backcuts 32 Utility Trench Backfill 33 Picturesque Homes Table of Contents F, \wp9\4600\4674pg ItlC SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING 33 OTHER DESIGN PROFESSIONALS/CONSULTANTS 34 PLAN REVIEW 35 LIMITATIONS 35 FIGURES Figure 1 Site Location Map 2 Figure 2 California Fault Map 6 Detail 1 Typical Retaining Wall Backfill and Drainage Detail 24 Detail 2 Retaining Wall Backfill and Subdram Detail Geotextile Dram 25 Detail 3 Retaining Wall and Subdram Detail Clean Sand Backfill 26 ATTACHMENTS Appendix A References Rear of Text Appendix B Boring Logs Rear of Text Appendix C EQFAULT EQSEARCH and FRISKSP Rear of Text Appendix D Laboratory Data Rear of Text Appendix E General Earthwork and Grading Guidelines Rear of Text Plate 1 Boring Location Map Rear of Text in Folder Picturesque Homes Table of Contents Fll \wp9\4600\4674 pg Page III GeoSoils, Inc PRELIMINARY GEOTECHNICAL EVALUATION 2438 JEFFERSON STREET CARLSBAD SAN DIEGO COUNTY CALIFORNIA SCOPE OF SERVICES The scope of our services has included the following 1 Review of the available geologic literature for the site (see Appendix A) 2 Geologic site reconnaissance subsurface exploration with three exploratory hand auger borings (see Appendix B) sampling and mapping 3 General areal seismicity evaluation (see Appendix C) 4 Appropriate laboratory testing of representative soil samples (see Appendix D) 5 Engineering and geologic analysis of data collected 6 Preparation of this report SITE CONDITIONS/PROPOSED DEVELOPMENT The subject site is a rectangular shaped relatively flat property located at 2438 Jefferson Street in Carlsbad San Diego County California (see Figure 1 Site Location Map) The site is bounded by existing development to the east north andsouth TotheweSt HMsite is bounded by Jefferson Street The site is relatively vacant with the exception of a*flower stand located within the property s southwest corner A flower garden occupies the eastern half of the property An approximately ±11/2 to±21/2 foot high retaining wall is located along the eastern property boundary Site drainage appears fobe directed to the west via sheet flow runoff The elevation of the site is approximately ^7t) Teet Mean Sea Level (MSL) It is our understanding that the site will be prepared for the construction of a single family residential structure that would be supported by conventional continuous spread and pad footings with a concrete slab on grade floor Building loads are assumed to be typical for this type of relatively light construction (wood frame and/or masonry block) It is anticipated that sewage disposal will be tied into the municipal system The need for import soils is unknown at this time SITE EXPLORATION Surface observations and subsurface explorations were performed on January 26 2005 by a representative of this office A survey of line and grade for the subject lot was not conducted by this firm at the time of our site reconnaissance Near surface soil and GeoSoils, Inc Base Map TOPO'® ©2003 National Geographic USGS San Luis Rey Quadrangle California-San Diego Co 7 5 Minute dated 1997 current 1999 Base Map The Thomas Guide San Diego Co Street Guide and 2005 Edition by Thomas Bros Maps page 11 06 LOCATION AND SCALES APPROXIMATE Rpclcewihprm g dbyfh mas B M p Th m p copyrg d yTTi mas os M p wful py p cell ypth fwhth prso sa with ut p m I g ts rv N GeoSotIs, Inc WO 4674 A SC SITE LOCATION MAP Figure 1 geologic conditions were explored with three hand auger borings within the site The approximate locations of each boring are shown on the attached Boring Location Map (see Plate 1) Hand Auger Boring Logs are presented in Appendix B REGIONAL GEOLOGY The subject property is located within a prominent natural geomorphic province in southwestern California known as the Peninsular Ranges It is characterized by steep elongated mountain ranges and valleys that trend northwesterly The mountain ranges are underlain by basement rocks consisting of pre Cretaceous metasedimentary rocks Jurassic metavolcanic rocks and Cretaceous plutonic rocks of the southern California batholith In the San Diego County region deposition occurred during the Cretaceous Period and Cenozoic Era in the continental margin of a forearc basin Sediments derived from Cretaceous age plutonic rocks and Jurassic age volcanic rocks were deposited into the narrow steep coastal plain and continental margin of the basin These rocks have been uplifted eroded and deeply incised During early Pleistocene time a broad coastal plain was developed from the deposition of marine terrace deposits During mid to late Pleistocene time this plain was uplifted eroded and incised Alluvial deposits have since filled the lower valleys and young marine sediments are currently being deposited/eroded within coastal and beach areas Paleoliquefaction Features A recent geologic investigation conducted by Franklin and Kuhn (2000) located approximately 5Vz miles southeast of the site indicated several epochs of liquefied sediments (sand dikes lateral spreads and a sand laccolith) These reglbnal liquefied sediments range from late Holocene (no more than 2 000 to 3 000 yeajs qld) to'pecb&ps Pleistocene in age and reflect at least two and perhaps multiple paleoliquefactionevegts based on soil and stratigraphic relationships However features potentially associafSCfi/vith paleoliquefaction were not directly observed onsite SITE GEOLOGIC UNITS The site geologic units encountered or observed during our subsurface investigation and site reconnaissance included undocumented artificial fill topsoil/colluvium Quaternary terrace deposits (weathered and unweathered) The Tertiary Santiago Formation was not encountered during the field investigation due to its depth below the site However based upon a review of GSI (2003 and 1993) the Tertiary Santiago Formation underlies the terrace deposits at a depth of approximately ± 16 feet The earth materials are generally described below from the youngest to the oldest The distribution of these materials is shown on Plate 1 Picturesque Homes ~ ~~ W O 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 F, \wp9\4600\4674apg 6«OSOll$, IlIC Artificial Fill Undocumented (Map Symbol afu) Undocumented artificial fill was encountered in Hand Auger Boring HA 2 These fill soils were most likely placed during the construction of the existing gravel driveway/parking lot The fill soils predominately consist of medium brown to dark brown silty sands with gravel that are generally loose and non uniform in nature Where encountered the undocumented artificial fill was on the order of ±2 feet thick These soils could settle differentially under loading conditions and therefore should be removed and reused as properly compacted fill Topsoil/Colluvium (Not Mapped) Topsoil/colluvium was observed to mantle a majority of the site and primarily consists of brown to dark red brown moist loose silty sands to poorly graded sands that are on the order of ±2 to ±21/2 feet thick The porous nature of these soils renders them unsuitable to support settlement sensitive improvements in their existing state Mitigation in form of removal and recompaction will be necessary Quaternary Terrace Deposits (Map Symbol Qt) Quaternary terrace deposits were observed to directly underlie the colluvial soils and artificial fill and consist of dense silty sands These deposits are generally red brown and moist The upper ±1/2 foot of these deposits are locally weathered and are considered unsuitable for support of settlement sensitive improvements in their present condition and should be removed and recompacted Based on a review of data collected by GSI (2003 and 1993) during investigations on the property located directly west of tfie site (across Jefferson Street) the thickness of the terrace deposits is approximately *1S feet Although not observed during our site exploration paleoliquefaction fesftur$s*(as discussed above) could be encountered within these terrace deposits during future.site eajlhwQrk Tertiary Santiago Formation (Not Mapped) Sedimentary bedrock belonging to the Eocene age Santiago Formatiorrtfllconfotffiably underlies the terrace deposits at depth A review of GSI (2003 and 1993) indicates thatthe Santiago Formation predominately consists of mterbedded dense sandstones and very stiff claystones Based upon its depth below the site the Santiago Formation is not anticipated to be encountered during development GEOLOGIC STRUCTURE According to GSI (2003 and 1993) nearly horizontal contacts were observed in the exploratory boring between terrace deposits and the underlying Santiago Formation Clayey mterbeds within the Santiago Formation also displayed relatively horizontal Picturesque Homes W O 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 Fl \wp9\4600\4674 pg Page 4 GeoSotls, Inc contacts within the bounding sandstone units (GSI 1993) Regional mapping by Tan and Kennedy (1996) indicates approximately horizontal to very gently dipping bedding structures Based on the available adverse geologic structures are generally not anticipated to adversely affect the proposed development FAULTING AND REGIONAL SEISMICITY Regional Faults Our review indicates that there are no known active faults crossing this site within the area proposed for development and the site is not within an Earthquake Fault Zone (Hart and Bryant 1997 Jennings 1994) However the site is situated in an area of active as well as potentially active faulting These include but are not limited to the San Andreas fault the San Jacmto fault the Elsmore fault the Coronado Bank fault zone and the Newport Inglewood Rose Canyon fault zone The location of these and other major faults relative to the site are indicated on Figure 2 (California Fault Map) The possibility of ground acceleration or shaking at the site may be considered as approximately similar to the southern California region as a whole Major active fault zones that may have a significant affect on the site should they experience activity are listed in the following table (modified from Blake 2000a) ABBREVIATED FAULT NAME Newport Inglewood (Offshore) Rose Canyon Coronado Bank Elsmore (Temecula) Elsmore (Julian) Elsmore (Glen Ivy) San Joaqum Hills Palos Verdes Earthquake Valley Newport Inglewood (L A Basin) San Jacmto Anza San Jacmto San Jacmto Valley Chmo Central Ave (Elsmore) APPROXIMATE DISTANCE MILES (KM) 5 2 (8 3) 5 8 (9 3) 21 4 (34 4) 23 8 (38 3) 242(389) 32 7 (52 7) 34 3 (55 2) 35 2 (56 6) 44 4 (71 4) 45 0 (72 4) 46 3 (74 5) 467(751) 467(751) Picturesque Homes 2438 Jefferson Street Carlsbad Fl \wp9\4600\4674 pg GeoSotls, Inc W O 4674 A SC February 7 2005 Page 5 CALIFORNIA FAULT MAP PICTURESQUE HOMES 1100 1000 4- 900 800 + 700 + 600 + 500 + 400 + 300 + 200 + 100 + 0 + 100 400 300 200 100 100 200 300 400 500 600 W O 4674 A SC Figure 2 GeoSoils, Inc Local Faulting No local faulting was observed to transect the site during the field investigation Additionally a review of regional geologic maps does not indicate the presence of local faults crossing the site Seismicitv The acceleration attenuation relations of Boore et al (1997) Bozorgnia Campbell and Niazi (1999) and Campbell and Bozorgnia (1997 Revised) have been incorporated into EQFAULT (Blake 2000a) EQFAULT is a computer program developed by Thomas F Blake (2000a) which performs deterministic seismic hazard analyses using digitized California faults as earthquake sources The program estimates the closest distance between each fault and a given site If a fault is found to be within a user selected radius the program estimates peak horizontal ground acceleration that may occur at the site from an upper bound ( maximum credible ) earthquake on that fault Site acceleration (g) is computed by one or more user selected acceleration attenuation relations that are contained in EQFAULT Based on the EQFAULT program peak horizontal ground accelerations from an upper bound event at the site may be on the order of 0 60g to 0 68g The computer printouts of portions of the EQFAULT program are included within Appendix C Historical site seismicity was evaluated with the acceleration attenuation relations of Campbell and Bozorgnia (1997 Revised) and the computer program EQSEARClH-(Blake 2000b) This program performs a search of the historical earthquake recbrds for magnitude 5 0 to 9 0 seismic events within a 100 mile radius between ftje years 1800 to June 2004 Based on the selected acceleration attenuation relationship apeak^owzqptal ground acceleration is estimated which may have effected the site ctunng the £f5§cific event listed Based on the available data and the attenuation relationship irsed *the estimated maximum (peak) site acceleration during the period 1800 to June 2004 was 025g A historic earthquake epicenter map and a seismic recurrence* ttjrvedfe also estimated/generated from the historical data Computer printouts of the EQSEA0CH program are presented in Appendix C A probabilistic seismic hazards analyses was performed using FRISKSP (Blake 2000c) which models earthquake sources as 3 D planes and evaluates the site specific probabilities of exceedance for given peak acceleration levels or pseudo relative velocity levels Based on a review of this data and considering the relative seismic activity of the southern California region a peak horizontal ground acceleration of 0 27g was calculated This value was chosen as it corresponds to a 10 percent probability of exceedance in 50 years (or a 475 year return period) Computer printouts of the FRISKSP program are included in Appendix C Picturesque Homes WO 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 F le \wp9\4600\4G74 pg Page 7 GeoSoils, Inc Seismic Shaking Parameters Based on the site conditions Chapter 16 of the Uniform Building Code ([UBC] International Conference of Building Officials [ICBO] 1997) seismic parameters are provided in the following table [ 1997 UBC CHAPTER 16 TABLE NO Seismic Zone (per Figure 162) Seismic Zone Factor (per Table 161) Soil Profile Type (per Table 1 6 J ) Seismic Coefficient C (per Table 16 Q ) Seismic Coefficient C (per Table 16 R ) Near Source Factor N (per Table 16 S ) Near Source Factor N (per Table 16 T ) Distance to Seismic Source Seismic Source Type (per Table 16 U ) Upper Bound Earthquake (Newport Inglewood [Offshore]) SEISMIC PARAMETERS 4 040 S 044N 064N 1 0 1 1 5 2 mi (8 3 km) B M 71 Figure and Table references from Chapter 16 of the UBC (ICBO 1997) Seismic Hazards The following list includes other seismic related hazards that have been cqnjidered during our evaluation of the site The hazards listed are considered negligible and/or complqtely mitigated as a result of site location soil characteristics and typical site devefdrSment procedures Dynamic Settlement Surface Fault Rupture Ground Lurching or Shallow Ground Rupture Seiche It is important to keep in perspective that in the event of a maximum probable or credible earthquake occurring on any of the nearby major faults strong ground shaking would occur in the subject site s general area Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structures mass than from those induced by the hazards considered above This potential would be no greater than that for other existing structures and improvements in the immediate vicinity Picturesque Homes WO 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 FI \wp9\4600\4674 pg Page 8 GeoSoils, Inc GROUNDWATER Regional subsurface water was not encountered within the property during field work performed in preparation of this report Subsurface water is generally not anticipated to adversely affect site development provided that the recommendations contained in this report are incorporated into final design and construction These observations reflect site conditions at the time of our investigation and do not preclude future changes in local groundwater conditions from excessive irrigation precipitation or that were not obvious at the time of our investigation According to GSI (2003 and 1993) perched water was encountered at approximately ± 18 to ± 19 feet below the existing grade on the property directly across Jefferson Street Since the elevations do not significantly vary from site to site it is anticipated that the depth of perched water below the subject site is on the order of 18 to 19 feet The regional groundwater table is anticipated to be near MSL or approximately ±70 feet below the site Perched groundwater conditions along fill/terrace deposits and/or terrace deposits/ formational contacts and along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation poor drainage conditions or damaged utilities and should be anticipated Thus more onerous slab design for mitigation is warranted Should perched groundwater conditions develop this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions LIQUEFACTION POTENTIAL Seismically induced liquefaction is a phenomenon in which cyclic stresses prodtioefl by earthquake induced ground motion create excess pore pressures in soils *The soil? may thereby acquire a high degree of mobility and lead to lateral movement sliding sgnd boils consolidation and settlement of loose sediments and other damaging deforrtiEtrons This phenomenon occurs only below the water table but after liquefaction has devfjgped it can propagate upward into overlying non saturated soil as excess pocs water dissipates Typically liquefaction has a relatively low potential at depths greater tharr45 feet^rtd is virtually unknown below a depth of 60 feet Liquefaction susceptibility is related to numerous factors and the following conditions should be concurrently present for liquefaction to occur 1) sediments must be relatively young in age and not have developed a large amount of cementation 2) sediments generally consist of medium to fine grained relatively cohesionless sands 3) the sediments must have low relative density 4) free groundwater must be present in the sediment and 5) the site must experience a seismic event of a sufficient duration and magnitude to induce straining of soil particles Picturesque Homes W O 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 FI \wp9\4600\4674 pg Page 9 GeoSoils, Inc The condition of liquefaction has two principal effects One is the consolidation of loose sediments with resultant settlement of the ground surface The other effect is lateral sliding Significant permanent lateral movement generally occurs only when there is significant differential loading such as fill or natural ground slopes within susceptible materials No such loading conditions exist on the site In the site area we found there is a potential for seismic activity and a relatively shallow perched water table However the terrace deposits were observed to become dense with depth and therefore are generally considered to be non hquefiable Since at least three or four of these five required concurrent conditions discussed above do not have the potential to affect the site our evaluation indicates that the potential for liquefaction and associated adverse effects within the site is very low even with a future rise in groundwater levels based on the available data The site conditions will also be improved by removal and recompaction of low density near surface soils Therefore it is our opinion that the liquefaction potential does not constitute a significant risk to site development SETTLEMENT The presence of paleoliquefaction features may create a non uniform condition within the underlying native soils that has the potential to provide for relatively large differential settlement This potential differential settlement could be on the order of 1 inch to 11/2 inches in a 40 foot span an angular distortion of 1 /320 A differential settlement on the order of 1 inch in a 40 foot span (1/480) is considered to be the tolerance limit fqr typical concrete slabs on grade and conventional foundation systems As such the presence of paleoliquefaction features would preclude the use of conventional foundations arid a post tension design would then be more appropriate and recommended On a preliminary basis differential settlement is anticipated to be on the order of3/ mcti in a 40 foetopan SLOPE STABILITY Based on site conditions and planned improvements significant permanent cut aqgl/gr fill slopes are not anticipated Slope stability analyses conducted during GSr^2t)(J3) indicates that the natural slope located on the properly directly across Jefferson Street is grossly and surficially stable Recommendations for temporary cut slopes are provided herein Picturesque Homes W O 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 FI \wp9\4600\4674 pg Page 10 GeoSotls, Inc LABORATORY TESTING General Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical characteristics The test procedures used and results obtained are presented below Classification Soils were classified visually according to the Unified Soils Classification System (Sowers and Sowers 1979) The soil classifications are shown on the Hand Auger Boring Logs in Appendix B Moisture Density Relations The field moisture content and dry unit weight were determined for a selected undisturbed sample in the laboratory The dry unit weight was determined in pounds per cubic foot (pcf) and the field moisture content was determined as a percentage of the dry weight The results of these tests are shown on the Hand Auger Boring Logs in Appendix B Expansion Potential Expansion testing was performed on a representative samples of site soil in accordance with UBC Standard 18 2 The results of expansion testing are presented in the following table SAMPLE LOCATION AND DEPTH (ft) HA3@02/ (Composite) EXPANSION INDEX <5 EXPANSION J POTENTIAL Very Low i Direct Shear Test Shear testing was performed on a representative undisturbed sample of site soil in general accordance with ASTM Test Method D 3080 in a Direct Shear Machine of the strain control type The shear test results are presented as follows and are provided in Appendix D Picturesque Homes 2438 Jefferson Street Carlsbad Fl \wp9\4600\4674 pg GeoSoils, Inc W O 4674 A SC February/ 2005 Page 11 SAMPLE LOCATION AND DEPTH (ft) HA3@2/ PRIMARY COHESION (PSF) 755 FRICTION ANGLE (DEGREES) 42 RESIDUAL COHESION (PSF) 211 FRICTION ANGLE (DEGREES) 31 Saturated Resistivity, pH. and Soluble Sulfates Laboratory testing regarding saturated resistivity pH and soluble sulfates is not complete An addendum letter will be provided when the data becomes available Based upon our experience with similar sites it is anticipated that the site soils will present negligible sulfate exposure to concrete and will be corrosive to ferrous metals when saturated Consultation with a qualified corrosion engineer is recommended regarding foundations piping etc CONCLUSIONS AND RECOMMENDATIONS General Based on our field exploration laboratory testing and geotechnical engineering analysis rt is our opinion that the site appears suitable for the proposed development from a geotechnical engineering and geologic viewpoint provided that the recommendations presented in the following sections are incorporated into the design and construction phases of site development The primary geotechnical concerns with respecj to the proposed development are Depth to competent material Overexcavation of the building pad Potential for perched groundwater during and after development Temporary slope stability On going expansion and corrosion potential of site soils Regional seismic activity The recommendations presented herein consider these as well as other aspects of the site The engineering analyses performed concerning site preparation and the recommendations presented herein have been completed using the information provided and obtained during our field work In the event that any significant changes are made to proposed site development the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office Foundation design parameters are considered Picturesque Homes 2438 Jefferson Street Carlsbad Fl e \wp9\4600\4674 pg GeoSoils, Inc WO 4674 A SC February/ 2005 Page 12 preliminary until the foundation design layout and structural loads are provided to this office for review 1 Soil engineering observation and testing services should be provided during grading to aid the contractor in removing unsuitable soils and in his effort to compact the fill 2 Geologic observations should be performed during grading to verify and/or further evaluate geologic conditions Although unlikely if adverse geologic structures are encountered supplemental recommendations and earthwork may be warranted 3 All compressible undocumented artificial fill on the order of ±2 feet thick topsoil/colluvium on the order of ±2 feet to ±21/2 feet thick and the upper ±1/2 foot of locally weathered terrace deposits are considered unsuitable for the support of settlement sensitive improvements in their present condition based on current industry standards These materials are potentially compressible in their present condition and may be subject to differential settlement Mitigation in the form of removal and recompaction will be necessary 4 To provide uniform foundation support the cut portion of a cut/fill transition lot or a lot with planned fills less than 3 feet thick will require overexcavation to at least 3 feet below pad grade or to a depth where a minimum of 24 inches of compacted fill is provided beneath the footings (whichever is greater) The overexcavation should be completed per the UBC (ICBO 1997) or to a minimum of 5 feet outside the building footprint whichever is greater Additionally if paleohquefaction features are encountered during site eaffhwprk overexcavation of the building pad to a depth of at least 3 fsct belew slab subgrade or 24 inches below the bottom of the footing (whichever is greater) will be necessary in order to mitigate the potential differential seftJemertg The overexcavation should be completed per the UBC (ICBO 1997) .otto a nnimmum of 5 feet outside the building footprint whichever is greater As an alternative to overexcavation provided that paleohquefaction feature^ase not observed during grading the removal of unsuitable bearing soils within theJSflBtijng footprint should be performed and any fill soils placed within the building footprint should be minimally compacted to 95 percent relative compaction for concrete slab on grade support The proposed footing excavations should then be deepened to encounter suitable bearing terrace deposits and allow for the minimum footing embedment recommended herein For this alternative scenario the structural engineer should design the footings and slabs to accommodate for at least 1/2 inch differential settlement between these elements 5 In general and based upon the available data to date regional groundwater is not expected to be a major factor in development of the site However perched Picturesque Homes WO 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 Rl \wp9V4600V4G74apg , ItlC groundwater conditions along fill/terrace deposits and terrace deposits/formationa! contacts and along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation poor drainage conditions or damaged utilities and should be anticipated Should perched groundwater conditions develop this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions In addition subdramage systems for the control of localized groundwater seepage may not be precluded 6 On a preliminary basis resultant temporary slopes from any subsurface excavation should be constructed in accordance with criteria established in Article 6 of the State of California Construction Safety Orders (CAL/OSHA) for Type C soils Temporary slopes should be further evaluated during site grading The possibility of inclining temporary slopes to a flatter gradient may be recommended if adverse soil conditions are observed (f the required gradient of any temporary slope conflicts with property boundaries shoring may be necessary Heavy equipment and/or stockpiles should not be stored within 5 feet of any temporary slope Additionally heavy equipment should not be operated within 5 feet from the top of any temporary slope 7 General Earthwork and Grading Guidelines are provided at the end of this report as Appendix E Specific recommendations are provided below 8 Our laboratory test results and experience on nearby sites related to expansion potential indicate that soils with very low expansion indices generally unc^rjip the site This should be considered during project design and conSttuefion Foundation design and construction recommendations are provided hqj-feig tor a very low expansion potential classification 9 Post tension foundations are specifically recommended to support the residence in order to mitigate the potential for differential settlement caiiSSd by recj9pally pervasive paleoliquefaction features if encountered during gilding Otherwise conventional foundation may be utilized Preliminary conventional eodpost^er^jon foundation design and construction recommendations are provided herein (or a very low expansion potential classification Final foundation desftja 3nd construction recommendations will be provided at the conclusion of site grading 10 The seismicity acceleration values provided herein should be considered during the design and construction of the proposed development Picturesque Homes W O 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 Fl \wp9\4GOO\4674apg Page 14 GeoSoils, Inc EARTHWORK CONSTRUCTION RECOMMENDATIONS General All grading should conform to the guidelines presented in Appendix Chapter A33 of the UBC the requirements of the City and the Grading Guidelines presented in Appendix E except where specifically superceded in the text of this report Prior to grading a GSI representative should be present at the preconstruction meeting to provide additional grading guidelines if needed and review the earthwork schedule During earthwork construction all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GSI If unusual or unexpected conditions are exposed in the field they should be reviewed by this office and if warranted modified and/or additional recommendations will be offered All applicable requirements of local and national construction and general industry safety orders the Occupational Safety and Health Act (OSHA) and the Construction Safety Act should be met Site Preparation All existing lot improvements vegetation and deleterious debris should be removed from the site prior to the start of construction Removals (Unsuitable Surficial Materials) Due to the relatively loose condition of the undocumented artificial fill tdpfeoil/collCjvium and weathered near surface terrace deposits these materials should bp remoy£cj*and recompacted in areas proposed for settlement sensitive improvements*®* areas to receive compacted fill At this time removal depths on the order of ±2 to ±*FA> feet (iftdflding locally weathered terrace deposits) below the existing grade shqyl4 l?e anticipated throughout a majority of the site however locally deeper removals cannot be proakjded and should be anticipated Removals should be minimally completed bfctow a 1 1 projection down and away from the edge of any settlement sensitive improvements and/or limits of proposed fill Once removals are completed the exposed bottom should be scarified in two perpendicular directions moisture conditioned to at least optimum moisture content and recompacted to 90 percent relative compaction It should be noted that the UBC/CBC (ICBO 1997 and 2001) specifically requires that removals of unsuitable soils be performed across all areas to be graded not just within the influence of the residential structure Relatively deep removals may also necessitate a special zone of consideration on perimeter/confining areas This zone would be approximately equal to the depth of removals if removals cannot performed offsite Thus any settlement sensitive improvements (walls curbs flatwork etc) constructed within this zone may require deepened foundations reinforcement etc or will retain some potential Picturesque Homes WO 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 FI \wp9\4600\4674 pg Page 15 GeoSoils, Inc for settlement and associated distress This will require proper disclosure to the homeowner and any future homeowners Fill Placement Subsequent to ground preparation onsite soils may be placed in thin (±6 to 8 inch) lifts cleaned of vegetation and debris brought to at least optimum moisture content and compacted to achieve a minimum relative compaction of 90 percent If fill soil importation is planned a sample of the soil import should be evaluated by this office prior to importing in order to assure compatibility with the onsite soils and the recommendations presented in this report At least three business days of lead time should be allowed by builders or contractors for proposed import submittais This lead time will allow for particle size analysis specific gravity relative compaction expansion testing and blended import/native characteristics as deemed necessary Import soils for afill cap should be low expansive (Expansion Index [E I ] less than 50) The use of subdrams at the bottom of the fill cap may be necessary and subsequently recommended based on compatibility with onsite soils Transitions/Overexcavation In order to provide for uniform foundation support a minimum 3 foot thick compacted fill blanket is recommended for lots containing earth material transitions (i e fill juxtaposed to terrace deposits) Any cut portion of a transition lot or lots with planned fillsJfe&than 3 feet should be overexcavated a minimum 3 feet below finish pad grade in prdgr to provide for a minimum 3 foot compacted fill blanket or 24 inches of compacted fill beneath the footings (whichever is greater) The maximum to minimum fill thickness t>elow settlement sensitive improvements should not exceed a ratio of 3 1 (m^injum minjggom) The overexcavation should be completed per the UBC (ICBO 1997) OF to a minimum of 5 feet outside the building footprint whichever is greater Additionally if paleoliquefaction features are encountered during site earthwork overexcavation of the building pad to a depth of at least 3 feet below slab suttfjrate or 24 inches belowthe bottom of the footing (whichever is deeper) will be necessary in order to mitigate the potential differential settlements The overexcavation should be completed per the UBC (ICBO 1997) or to a minimum of 5 feet outside the building footprint whichever is greater As an alternative to overexcavation provided that paleoliquefaction features are not observed during site grading the removal of unsuitable bearing soils within the building footprint should be performed and fill soils placed within the building footprint should be minimally compacted to 95 percent relative compaction for concrete slab on grade support The proposed footing excavations should then be deepened to encounter suitable bearing terrace deposits and allow for the minimum footing embedment recommended herein For this alternative scenario the structural engineer should design Picturesque Homes ~ ~ WO 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 FI \wp9\4600\4674 pg Page 16 GeoSoils, Inc the footings and slabs to accommodate for at least 1/2 inch differential settlement between these elements Temporary Slopes On a preliminary basis resultant temporary slopes from any subsurface excavation should be constructed in accordance with criteria established in Article 6 of the State of California Construction Safety Orders (CAL7OSHA) for Type C soils Temporary slopes should be further evaluated during site grading The possibility of inclining temporary slopes to a flatter gradient may be recommended if adverse soil conditions are observed If the required gradient of any temporary slope conflicts with property boundaries shoring may be necessary Heavy equipment and/or stockpiles should not be stored within 5 feet of any temporary slope Additionally heavy equipment should not be operated within 5 feet from the top of any temporary slope Monitoring Existing, Offsite Improvements It is recommended that the condition of existing offsite improvements (buildings walls fences pavement etc) be reviewed and documented prior to the start of earthwork and be monitored during and at the conclusion of construction to evaluate if construction at the site has influenced the condition of these improvements RECOMMENDATIONS FOUNDATIONS Preliminary Foundation Design In the event that the information concerning the proposed developmental! isnotdflfrect or any changes in the design location or loading conditions of the prppqsed stwcMres are made the conclusions and recommendations contained in thia<epert are fer the subject site only and shall not be considered valid unless the changed &ffe revieaftfeUand conclusions of this report are modified or approved in writing by this office The information and recommendations presented in this section are considered minimums and are not meant to supercede design(s) by the project structural engineer or civil engineer specializing in structural design Upon request GSI could provide additional consultation regarding soil parameters as related to foundation design They are considered preliminary recommendations for proposed construction in consideration of our field investigation laboratory testing and engineering analysis Our review field work and recent laboratory testing indicates that onsite soils have a very low expansion potential (El = 0 to 20) Preliminary recommendations for foundation design and construction are presented below Final foundation recommendations should be provided at the conclusion of grading based on laboratory testing of fill materials exposed at finish grade Picturesque Homes 2438 Jefferson Street Carlsbad F, \wp9\4600\4674pg WO 4674 A SC February 7 2005 ItlC Bearing Value 1 The foundation systems should be designed and constructed in accordance with guidelines presented in the latest edition of the UBC 2 An allowable bearing value of 1 500 pounds per square foot (ps1) may be used for design of continuous footings 12 inches wide and 12 inches deep and for design of isolated pad footings 24 inches square founded entirely into compacted fill or competent terrace deposits and connected by grade beam or tie beam in at least one direction This value may be increased by 20 percent for each additional 12 inches in depth to a maximum value of 2 500 psf The above values may be increased by one third when considering short duration seismic or wind loads No increase in bearing for footing width is recommended Footings should not simultaneously bear on compacted fill and terrace deposits Lateral Pressure 1 For lateral sliding resistance a 0 35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load 2 Passive earth pressure may be computed as an equivalent fluid having a density of 250 pcf with a maximum earth pressure of 2 500 psf 3 When combining passive pressure and fnctional resistance the passive pressure component should be reduced by one third Foundation Settlement Conventional foundation systems should be designed to accommodate a differential settlement of at least % inch in a 40 foot span provided that paleohqucjI^Ql^n featyr^s are not observed during site grading Footing Setbacks All footings should maintain a minimum 7 foot horizontal setback from the base of the footing to any descending slope This distance is measured from the footing face at the bearing elevation Footings should maintain a minimum horizontal setback of H/3 (H = slope height) from the base of the footing to the descending slope face and no less than 7 feet nor need be greater than 40 feet Footings adjacent to unlined drainage swales should be deepened to a minimum of 6 inches below the invert of the adjacent unlined swale Footings for structures adjacent to retaining walls should be deepened so as to extend below a 1 1 projection from the heel of the wall Alternatively walls may be designed to accommodate structural loads from buildings or appurtenances as described in the Retaining Wall section of this report Picturesque Homes WO 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 FI \wp9\4600\4674 pg Page 18 GeoSoils, Inc Construction The following foundation construction recommendations are presented as minimum criteria from a soils engineering standpoint The onsite soil expansion potential is generally very low (El 0 to 20) Preliminary foundation construction recommendations for very low expansive soil conditions are presented herein If paieohquefaction features are observed during site grading post tension foundations will be specifically recommended for the support of the residential structure Recommendations by the projects design structural engineer or architect which may exceed the soils engineers recommendations should take precedence over the following minimum requirements Final foundation design will be provided based on the expansion potential of the near surface soils encountered during grading Very Low Expansion Potential (El 0 to 20) 1 Exterior and interior footings should be founded at a minimum depth of 12 inches for one story floor loads and 18 inches for two story floor loads entirely into compacted fill or competent terrace deposits Column and panel pads should be founded at a minimum depth of 24 inches entirely into compacted fill or competent terrace deposits All footings should be reinforced with two No 4 reinforcing bars one placed near the top and one placed near the bottom of the footing Footing widths should be as indicated in UBC (ICBO 1997) 2 A grade beam reinforced as above and at least 12 inches square s'heutel be provided across large (e g doorways) entrances The base of ttfe grade beam should be at the same elevation as the bottom of adjoining*(potings lagged exterior pad footings should be tied into the mam foundation tn at teas* one direction with a grade beam 3 Concrete slabs should be a minimum of 5 inches thick and should be mioimally reinforced with No 3 reinforcing bars at 18 inches on center in both direciWCiS. All slab reinforcement should be supported to ensure placement near the vertical midpoint of the concrete Hooking of reinforcement is not considered an acceptable method of positioning the reinforcement The design engineer should determine the actual thickness of the slab based on loadings and use 4 Garage slabs should be reinforced as above and poured separately from the structural footings and quartered with expansion joints or saw cuts A positive separation from the footings should be maintained with expansion joint material to permit relative movement 5 Concrete utilized for slabs on grade (including garages) shall utilize a maximum water cement ratio of 0 50 and a minimum strength of 4 000 psi to mitigate the Picturesque Homes WO 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 FI \wp9\4600\4674 pg Page 19 GeoSoils, Inc effects from post development perched water and to impede water vapor transmission Slab underlayment for the residences and garages should consist of 2 inches of washed sand placed above a vapor barrier consisting of 15 mil polyvmyl chloride or equivalent will all laps sealed per the UBC The vapor barrier shall be underlain by 4 inches of pea gravel placed directly on the slab subgrade and should be sealed to provide a continuous water proof barrier under the entire slab as discussed above All slabs shall be additionally sealed with a suitable slab sealant Presaturation is not required for these soil conditions The moisture content of the subgrade soils should be equal to (or greater than) the soil s optimum moisture content to a minimum depth of 18 inches in the slab areas prior to concrete placement POST TENSION SLAB FOUNDATIONS General As stated earlier post tension foundations are exclusively recommended to support the proposed residential structure rf paleohquefaction features are observed during site grading The recommendations presented below should be followed in addition to those contained in the previous sections including differential settlement as appropHfite The information and recommendations presented below in this section are not npeagt to supercede design by a registered structural engineer or civil engtneef famrtiepwith post tensioned slab design Upon request GSI can provide additional cfafe/consUltation regarding soil parameters as related to post tensioned slab design The presence of paleohquefaction features creates a non uniform cdficfition wtflliFi the underlying native soils that has the potential to provide for relatively focge ditferential settlement This potential differential settlement could be on the order of 11/2 mohes in a 40 foot span or an angular distortion of 1/320 Furthermore from a soil expansion/shrinkage standpoint a common contributing factor to distress of structures using post tensioned slabs is fluctuation of moisture in soils underlying the perimeter of the slab compared to the center causing a dishing or arching of the slabs To mitigate this possibility a combination of soil presaturation and construction of a perimeter cut off wall should be employed CONSTRUCTION Perimeter cut off walls should be embedded a minimum of 12 inches deep below the lowest adjacent grade into properly compacted fill or competent terrace deposits for very Picturesque Homes WO 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 F I \wp9\4GOO\4674 pg Page 20 GeoSoils, Inc low expansive soils The walls should be a minimum of 12 inches in thickness The cut off walls may be integrated into the slab which should be a minimum of 6 inches thick Concrete utilized for slabs on grade shall utilize a maximum water cement ratio of 0 50 and a minimum strength of 4 000 psi to mitigate the effects from post development perched water and to impede water vapor transmission Slab underlayment for the residence and garage should consist of 2 inches of washed sand placed above a vapor barrier consisting of 15 mil polyvmyl chloride or equivalent will all laps sealed per the UBC The vapor barrier shall be underlain by 4 inches of pea gravel placed directly on the slab subgrade and should be sealed to provide a continuous water proof barrier under the entire slab as discussed above All slabs shall be additionally sealed with a suitable slab sealant Specific soil presaturation is not required for very low expansive soils However the slab subgrade moisture content should be at or slightly above the soil s optimum moisture content to a depth of 12 inches Post tensioned slabs should be designed using sound engineering practice and be in accordance with local and/or national code requirements Soil related parameters for post tensioned slab design are presented below Allowable surface bearing value Modulus of subgrade reaction Coefficient of friction Passive pressure 1 000 psf 75 psi per inch 035 250 pcf Post Tensionmq Institute Method Post tensioned slabs should have sufficient stiffness to resist excessive bending due to non uniform swell and shrinkage of aufocjrade saris The differential movement can occur at the corner edge or center of slab file poterftial for differential uplift can be evaluated using the 1997 UBC Section 1816 •bflsed OQ design specifications of the Post Tensioning Institute The following table presents suggested minimum coefficients to be used in the Post Tensioning Institute desi^fi lYiethocf Thornthwaite Moisture Index Correction Factor for Irrigation Depth to Constant Soil Suction Constant soil Suction (pt) Modulus of Subgrade Reaction (pci) Moisture Velocity 20 inches/year 20 inches/year 7 feet 36 75 0 7 inch/month The coefficients are considered mmimums and may not be adequate to represent worst case conditions such as adverse drainage and/or improper landscaping and maintenance The above parameters are applicable provided structures have positive drainage that is Picturesque Homes 2438 Jefferson Street Carlsbad Fl \wp9\4600\4G74 pg GeoSoils, Inc W O 4674 A SC February 7 2005 Page 21 maintained away from structures Therefore it is important that information regarding drainage site maintenance settlements and effects of expansive soils be passed on to future owners Based on the above parameters the following values were obtained from figures or tables of the 1997 UBC Section 1816 The values may not be appropriate to account for possible differential settlement of the slab due to other factors If a suffer slab is desired higher values of ym may be warranted EXPANSION INDEX OF SOIL SUBGRADE em center lift em edge lift ym center lift ym edge lift VERY LOW EXPANSION (E I = 0 20) 5 0 feet 2 5 feet 1 0 inch 0 3 inch CORROSION Upon completion of grading additional testing of soils (including import materials) for corrosion to concrete and metals should be performed prior to the construction and foundations WALL DESIGN PARAMETERS Conventional Retaining Walls The design parameters provided below assume that either non expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) or native onsite mafenala (up to and including an E I of 65 are used to backfill any retaining walls The type of backfill (i e select or native) should be specified by the wall designer and clearly shown on the plans Building walls below grade should be water proofed or damp proofed depending on the degree of moisture protection desired The foundation system for the proposed retaining walls should be designed in accordance with the recommendations presented in this and preceding sections of this report as appropriate Footings should be embedded a minimum of 18 inches below adjacent grade (excluding landscape layer 6 inches) and should be 24 inches in width There should be no increase in bearing for footing width Recommendations for specialty walls (i e crib earthstone geognd etc) can be provided upon request and would be based on site specific conditions Picturesque Homes 2438 Jefferson Street Carlsbad Fl \wp9\4600\4674 pg GeoSoils, Inc W O 4674 A SC February/ 2005 Page 22 Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re entrant or male corners should be designed for an at rest equivalent fluid pressure (EFP) of 65 pcf plus any applicable surcharge loading For areas of male or re entrant corners the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high Design parameters for walls less than 3 feet in height may be superceded by City and/or County standard design Active earth pressure may be used for retaining wall design provided the top of the wall is not restrained from minor deflections An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall Appropriate fluid unit weights are given below for specific slope gradients of the retained material These do not include other superimposed loading conditions due to traffic structures seismic events or adverse geologic conditions When wall configurations are finalized the appropriate loading conditions for superimposed loads can be provided upon request SURFACE SLOPE OF RETAINED MATERIAL (HORIZONTAL VERTICAL) Level 2to1 EQUIVALENT FLUID WEIGHTPCF (SELECT BACKFILL) 35 50 EQUIVALENT FLUID WEIGHTPCF (NATIVE B^CIfFH-L) 45: 60 Level backfill behind a retaining wall is defined as compacted earth Materials properly drained without a slope for a distance of 2H behind the wall Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabnc and outlets A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height Details 1 2 and 3 present the back drainage options discussed below Backdrams should consist of a 4 inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or 3A inch to 11/2 inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent) For low expansive backfill the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot For native backfill that has up to medium expansion potential continuous Class 2 permeable dram materials should be used behind the wall This material should be continuous (i e full height) behind the wall and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Picturesque Homes 2438 Jefferson Street Carlsbad Fl \wp9\4600\4674 pg WO 4674 A SC February/ 2005 Page 23 GeoSoils, Inc DETAILS NTS Provide Surface Drainage ©Waterproofing Membrane (optional) Weep Hole Finished Surface WATERPROOFING MEMBRANE (optional) Liquid boot or approved equivalent ROCK 3/4 to 1 1/2 (inches) rock FILTER FABRIC Mirafi 140N or approved equivalent place fabric flap behind core PIPE 4 (inches) diameter perforated PVC schedule 40 or approved alternative with minimum of 1 / gradient to proper outlet point WEEP HOLE Minimum 2 (inches) diameter placed at 20 (feet) on centers along the wall and 3 (inches) above finished surface (No weep holes for basement walls ) TYPICAL RETAINING WALL BACKFILL AND DRAINAGE DETAIL DETAIL 1 Geotechnical • Geologic « Environmental DETAILS NTS Provide Surface Drainage (D Waterproofing Membrane (optional) Weep Hole Finished Surface 1 or Flatter WATERPROOFING MEMBRANE (optional) Liquid boot or approved equivalent DRAIN Miradram 6000 or J drain 200 or equivalent for non waterproofed walls Miradram 6200 or J dram 200 or equivalent for waterproofed walls FILTER FABRIC Mirafi 140N or approved equivalent place fabric flap behind care PIPE 4 (inches) diameter perforated PVC schedule 40 or approved alternative with minimum of 1 / gradient to proper outlet point WEEP HOLE Minimum 2 (inches) diameter placed at 20 (feet) on centers along the wall and 3 (inches) above finished surface (No weep holes for basement walls ) RETAINING WALL BACKFILL AND SUBDRAIN DETAIL GEOTEXTILE DRAIN DETAIL 2 Geotechnical • Geologic • Environmental DETAILS NTS Provide Surface Drainage Waterproofing Membrane (optional) Clean Sand Backfill WATERPROOFING MEMBRANE (optional) Liquid boot or approved equivalent CLEAN SAND BACKFILL Must have sand equivalent value of 30 or greater can be densified by water jetting FILTER FABRICFILTER FABRIC Mirafi 140N or approved equivalent ROCK 1 cubic foot per linear feet of pipe or 3/4 to 1 1/2 (inches) rock PIPE 4 (inches) diameter perforated PVC schedule 40 or approved alternative with minimum of 1 / gradient to proper outlet point 1 WEEP HOLE Minimum 2 (inches) diameter placed at 20 (feet) on centers along the wall and 3 (inches) above finished surface (No weep holes for basement walls ) RETAINING WALL AND SUBDRAIN DETAIL CLEAN SAND BACKFILL DETAIL 3 Geotechnical • Geologic • Environmental Drainage Detail) For limited access and confined areas (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdram Detail Geotextile Dram) Materials with an E I potential of greater than 65 should not be used as backfill for retaining walls For more onerous expansive situations backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdram Detail Clean Sand Backfill) Outlets should consist of a 4 inch diameter solid PVC or ABS pipe spaced no greater than ±100 feet apart with a minimum of two outlets one on each end The use of weep holes only in walls higher than 2 feet is not recommended The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (E I <90) Proper surface drainage should also be provided For additional mitigation consideration should be given to applying a water proof membrane to the back of all retaining structures The use of a waterstop should be considered for all concrete and masonry joints Wall/Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report Should wall footings transition from cut to fill the civil designer may specify either a) A minimum of a 2 foot overexcavation and recompaction of cut materials for a distance of 2H from the point of transition b) Increase of the amount of reinforcing steel and wall detailing (i e elpansioia joints or crack control joints) such that a angular distortion of 1/360 Joj*3 distapoe^f 2H on either side of the transition may be accommodated Expansion joints should be placed no greater than 20 feet on center in accordance uZitia the "structural engineers/wall designers recommendations regardless of whether or not transition conditions exist Expansion joints should be sealed with aflexible non shuiriKfjrout c) Embed the footings entirely into native formational material (i e deepened footings) If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view) then the designer should follow recommendation a (above) and until such transition is between 45 and 90 degrees to the wall alignment DRIVEWAY, FLATWORK. AND OTHER IMPROVEMENTS The soil materials on site may be expansive The effects of expansive soils are cumulative and typically occur over the lifetime of any improvements On relatively level areas when the soils are allowed to dry the dessication and swelling process tends to cause heaving Picturesque Homes W O 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 FI \wps\4600\4674 pg Page 27 GeoSoils, Inc and distress to flatwork and other improvements The resulting potential for distress to improvements may be reduced but not totally eliminated To that end it is recommended that the developer should notify any homeowners or homeowners association of this long term potential for distress To reduce the likelihood of distress the following recommendations are presented for all exterior flatwork 1 The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction and then be presoaked to 2 to 3 percentage points above (or 125 percent of) the soils optimum moisture content to a depth of 18 inches below subgrade elevation If very low expansive soils are present only optimum moisture content or greater is required and specific presoakmg is not warranted The moisture content of the subgrade should be proof tested within 72 hours prior to pouring concrete 2 Concrete slabs should be cast over a non yielding surface consisting of a 4 inch layer of crushed rock gravel or clean sand that should be compacted and level prior to pouring concrete If very low expansive soils are present the rock or gravel or sand may be deleted The layer or subgrade should be wet down completely prior to pouring concrete to minimize loss of concrete moisture to the surrounding earth materials 3 Exterior slabs should be a minimum of 4 inches thick Driveway slabs and approaches should additionally have a thickened edge (12 inches) adjacent fo all landscape areas to help impede infiltration of landscape water under th3 slab 4 The use of transverse and longitudinal control joints are recjDQfigriend^el to help control slab cracking due to concrete shrinkage or expansfon Two W3ys to mitigate such cracking are a) add a sufficient amount (3t reinfordo&^teel increasing tensile strength of the slab and b) provide an adequate ameunt of control and/or expansion joints to accommodate anticipated 66Tidrete eTTrlftkage and expansion In order to reduce the potential for unsightly cracks slabs should be reinforced at mid height with a minimum of No 3 bars placed at 18 inches on center in each direction If subgrade soils within the top 7 feet from finish grade are very low expansive soils (i e El <20) then 6x6 W1 4xW1 4 welded wire mesh may be substituted for the rebar provided the reinforcement is placed on chairs at slab mid height The exterior slabs should be scored or saw cut 1/2 to % inches deep often enough so that no section is greater than 10 feet by 10 feet For sidewalks or narrow slabs control joints should be provided at intervals of every 6 feet The slabs should be separated from the foundations and sidewalks with expansion joint filler material Picturesque Homes WO 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 F le \wp9\4600\4674 pg Page 28 GeoSoils, Inc 5 No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength Concrete compression strength should be a minimum of 2 500 psi 6 Driveways sidewalks and patio slabs adjacent to the house should be separated from the house with thick expansion joint filler material In areas directly adjacent to a continuous source of moisture (i e irrigation planters etc) all joints should be additionally sealed with flexible mastic 7 Planters and walls should not be tied to the house 8 Overhang structures should be supported on the slabs or structurally designed with continuous footings tied in at least two directions If very low expansion soils are present footings need only be tied in one direction 9 Any masonry landscape walls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long These segments should be keyed or doweled together 1 0 Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions 1 1 Positive site drainage should be maintained at all times Finish grade on the lots should provide a minimum of 1 to 2 percent fall to the street as indicated "rj^rein It should be kept in mind that drainage reversals could occur including post construction settlement if relatively flat yard drainage Qr^dfents are not periodically maintained by the homeowner or homeowners as^ocption 1 2 Air conditioning (A/C) units should be supported by slabs that are the building foundation or constructed on a rigid slab with flejfolp couplings for plumbing and electrical lines A/C waste water lines should be drsuracd to a suitable non erosive outlet 13 Shrinkage cracks could become excessive if proper finishing and curing practices are not followed Finishing and curing practices should be performed per the Portland Cement Association Guidelines Mix design should incorporate rate of curing for climate and time of year sulfate content of soils corrosion potential of soils and fertilizers used on site Picturesque Homes W O 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 F! \wp9\4600\4674 pg Page 29 GeoSotIs, Inc DEVELOPMENT CRITERIA Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations hardscape and slopes Surface drainage should be sufficientto prevent ponding of water anywhere on a lot and especially near structures and tops of slopes Lot surface drainage should be carefully taken into consideration during fine grading landscaping and building construction Therefore care should be taken that future landscaping or construction activities do not create adverse drainage conditions Positive site drainage within lots and common areas should be provided and maintained at all times Drainage should not flow uncontrolled down any descending slope Water should be directed away from foundations and not allowed to pond and/or seep into the ground In general the area within 5 feet around a structure should slope away from the structure We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures and whenever possible should be above adjacent paved areas Consideration should be given to avoiding construction of planters adjacent to structures (buildings pools spas etc) Pad drainage should be directed toward the street or other approved area(s) Although not a geotechnical requirement roof gutters down spouts or other appropriate means may be utilized to control roof drainage Down spouts or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system Areas of seepage may develop due to irrigation or heavy rainfall and should be anticipated Minimizing irrigation will lessen this potential If areas of seepage develop recommendations for minimizing thi§ effect could be provided upon request Erosion Control Cut and fill slopes will be subject to surficial erosion during and after gradfrtQ OnSite^arth materials have a moderate to high erosion potential Consideration §tWJl{d be given to providing hay bales and silt fences for the temporary control of surfaee. water, from a geotechnical viewpoint Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided Over watering the landscape areas will adversely affect proposed site improvements We would recommend that any proposed open bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet As an alternative closed bottom type planters could be utilized An outlet placed in the bottom of the planter could be installed to direct drainage away from structures or any exterior concrete flatwork If planters are constructed adjacent to structures the sides and bottom of the planter should be provided with a moisture barrier to prevent penetration of irrigation water into the subgrade Provisions should be made to drain the excess irrigation water from the Picturesque Homes WO 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 FI \wpg\4600\4674 pg Page 30 GeoSoils, Inc planters without saturating the subgrade below or adjacent to the planters Graded slope areas should be planted with drought resistant vegetation Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i e some trees will have an effect on concrete flatwork with their extensive root systems) From a geotechnical standpoint leaching is not recommended for establishing landscaping If the surface soils are processed for the purpose of adding amendments they should be recompacted to 90 percent minimum relative compaction Gutters and Downspouts As previously discussed in the drainage section the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures If utilized the downspouts should be drained into PVC collector pipes or other non erosive devices (e g paved swales or ditches below grade solid tight lined PVC pipes etc) that will carry the water away from the house to an appropriate outlet in accordance with the recommendations of the design civil engineer Downspouts and gutters are not a requirement however from a geotechnical viewpoint provided that positive drainage is incorporated into project design (as discussed previously) Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans Perched groundwater conditions along zones of cortftcfetmg permeabilities may not be precluded from occurring in the future due tq gtfR urigatip/t poor drainage conditions or damaged utilities and should be anticipated Should perched groundwater conditions develop this office could assess the affected &rek(s) ancfproyide the appropriate recommendations to mitigate the observed grouncj^ater cqncjjfions Groundwater conditions may change with the introduction of irrigation- rainfall & other factors Site improvements If in the future any additional improvements (e g pools spas etc) are planned for the site recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request Pools and/or spas should not be constructed without specific design and construction recommendations from GSI and this construction recommendation should be provided to the homeowners any homeowners association and/or other interested parties This office should be notified in advance of any fill placement grading of the site or trench backfilling after rough grading has been completed This includes any grading utility trench and retaining wall backfills flatwork etc Picturesque Homes W O 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 Fl \wp9\4600\4674apg , ItIC Tile Flooring Tile flooring can crack reflecting cracks in the concrete slab below the tile although small cracks in a conventional slab may not be significant Therefore the designer should consider additional steel reinforcement for concrete slabs on grade where tile will be placed The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets Slipsheets or a vinyl crack isolation membrane (approved by the Tjle Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade Additional Grading This office should be notified in advance of any fill placement supplemental regradmg of the site or trench backfilling after rough grading has been completed This includes completion of grading in the street driveway approaches driveways parking areas and utility trench and retaining wall backfills Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement The purpose of the observations is to evaluate that the excavations have been made into the recommended bearing material and to the minimum widths and depths recommended for construction If loose or compressible materials are exposed within the footing excavation a.glfteper footing or removal and recompaction of the subgrade materials would be recommended at that time Footing trench spoil and any excess soils generated TMM utility trench excavations should be compacted to a minimum relative compaction pf go percent jf not removed from the site Trenching/Temporary Construction Backcuts Considering the nature of the onsite earth materials it should be anticipated that*caving or sloughing could be a factor in subsurface excavations and trenching Sharing or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees [except as specifically superceded within the text of this report]) should be anticipated All excavations should be observed by an engineering geologist or soil engineer from GSI prior to workers entering the excavation or trench and minimally conform to CAL OSHA state and local safety codes Should adverse conditions exist appropriate recommendations would be offered at that time The above recommendations should be provided to any contractors and/or subcontractors or homeowners etc that may perform such work Picturesque Homes W O 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 FI \wp9\4600\4674a pg Page 32 GeoSoils, Inc Utility Trench Backfill 1 All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard As an alternative for shallow (12 inch to 18 inch) under slab trenches sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place Observation probing and testing should be provided to evaluate the desired results 2 Exterior trenches adjacent to and within areas extending below a 1 1 plane projected from the outside bottom edge of the footing and all trenches beneath hardscape features and in slopes should be compacted to at least 90 percent of the laboratory standard Sand backfill unless excavated from the trench should not be used in these backfill areas Compaction testing and observations along with probing should be accomplished to evaluate the desired results 3 All trench excavations should conform to CAL OSHA state and local safety codes Utilities crossing grade beams perimeter beams or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer or pass through the footing or grade beam in accordance with the recommendations of the i->+r-l l*-»tl l«-ll d-i §-»/-I I t-l/I ^ •• SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by tsSl at eaoh-of the following construction stages During gradmg/recertification During excavation During placement of subdrains toe drains or other subdramage devices prior to placing fill and/or backfill After excavation of building footings retaining wall footings and free standing walls footings prior to the placement of reinforcing steel or concrete Prior to pouring any slabs or flatwork after presoakmg/presaturation of building pads and other flatwork subgrade before the placement of concrete reinforcing steel capillary break (i e sand pea gravel etc ) or vapor barriers (i e visqueen etc) Picturesque Homes WO 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 F i \wp9\4GOO\4674 pg Page 33 GeoSoiIs, Inc During retaining wall subdram installation prior to backfill placement During placement of backfill for area dram interior plumbing utility line trenches and retaining wall backfill During slope construction/repair When any unusual soil conditions are encountered during any construction operations subsequent to the issuance of this report When any developer or homeowner improvements such as flatwork spas pools walls etc are constructed prior to construction A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages in order to provide concise and clear documentation of site work and/or to comply with code requirements GSI should review project sales documents to homeowners/homeowners associations for geotechnical aspects including irrigation practices the conditions outlined above etc prior to any sales At that stage GSI will provide homeowners maintenance guidelines which should be incorporated into such documents OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer structural engineer post tension designer architect landscape architect wall designer etc should review the recommendationfe JJrtJvided incorporate those recommendations into all their respective plaos ^and by reference make this report part of their project plans This report presents rwoiffium design criteria for the design of slabs foundations and other elements {WSSibly applicable to the project These criteria should not be considered as substitutes far Actual d§signs by the structural engineer/designer Please note that the recommendations contained herein are not intended to preclude the transmission of water or vapor through thfe Steb or foundation The structural engineer/foundation and/or slab designer should provide recommendations to not allow water or vapor to enter into the structure so as to cause damage to another building component or so as to limit the installation of the type of flooring materials typically used for the particular application The structural engineer/designer should analyze actual soil structure interaction and consider as needed bearing expansive soil influence and strength stiffness and deflections in the various slab foundation and other elements in order to develop appropriate design specific details As conditions dictate it is possible that other influences will also have to be considered The structural engineer/designer should consider all applicable codes and authoritative sources where needed If analyses by the structural engineer/designer result in less critical details than are provided herein as Picturesque Homes WO 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 F le \wp9\46oo\4674 pg Page 34 GeoSoils, Inc minimums the minimums presented herein should be adopted It is considered likely that some more restrictive details will be required If the structural engineer/designer has any questions or requires further assistance they should not hesitate to call or otherwise transmit their requests to GSI In order to mitigate potential distress the foundation and/or improvement s designer should confirm to GSI and the governing agency in writing that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and other design criteria specified herein PLAN REVIEW Final project plans (grading precise grading foundation retaining wall landscaping etc) should be reviewed by this office prior to construction so that construction is in accordance with the conclusions and recommendations of this report Based on our review supplemental recommendations and/or further geotechnical studies may be warranted LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area however soil and bedrock materials vary in characten-frpJYveen excavations and natural outcrops or conditions exposed during mass grading .Site conditions may vary due to seasonal changes or other factors Inasmuch as our study is based upon our review and engineering analysed a data the conclusions and recommendations are professional opinion^ TJiesecopinjons have been derived in accordance with current standards of practice ^n^l no warranty either express or implied is given Standards of practice are subject to change wiib time GSI assumes no responsibility or liability for work or testing performed by other? -OP their inaction or work performed when GSI is not requested to be onsite to evaluafa it our recommendations have been properly implemented Use of this report constitutes an agreement and consent by the user to all the limitations outlined above notwithstanding any other agreements that may be in place In addition this report may be subject to review by the controlling authorities Thus this report brings to completion our scope of services for this portion of the project All samples will be disposed of after 30 days unless specifically requested by the client in writing Picturesque Homes W O 4674 A SC 2438 Jefferson Street Carlsbad February 7 2005 Fil \wp9\4600\4674 pg Page 35 GeoSoils, Inc APPENDIX A REFERENCES APPENDIX A REFERENCES Blake Thomas F 2000a EQFAULT A computer program for the estimation of peak horizontal acceleration from 3 D fault sources Windows 95/98 version 2000b EQSEARCH A computer program for the estimation of peak horizontal acceleration from California historical earthquake catalogs Updated to June 2003 Windows 95/98 version 2000c FRISKSP A computer program for the probabilistic estimation of peak acceleration and uniform hazard spectra using 3 D faults as earthquake sources Windows 95/98 version Boore DM Joyner W B and Fumal TE 1997 Equations for estimating horizontal response spectra and peak acceleration from Western North American Earthquakes A summary of recent work Seismological Research Letters vol 68 no 1 pp 128 153 Bozorgnia Y Campbell KW andNiazi M 1999 Vertical ground motion Characteristics relationship with horizontal component and building code implications Proceedings of the SMIP99 seminar on utilization of strong motiort data September 15 Oakland pp 2349 Campbell KW and Bozorgnia Y 1997 Attenuation relations for soft todk condrfl&tfe, in EQFAULT A computer program for the estimation of peak horizontal from 3 D fault sources Windows 95/98 version Blake 2000a Franklin JP and Kuhn GG 2000 Paleoseismic features exposed by lowest coastal terrace at Carlsbad California in Shlemon RJ Kuhn GG^and Legg M R eds Neotectonics and coastal instability Orange and Northern San Diego Counties California joint field conference Vol I AAPG Pacific Section SPE Western Section Long Beach California June 19 22 2000 GeoSoils Inc 2003 Updated preliminary geotechnical evaluation APNs155 140 37 and 155 14038 City of Carlsbad San Diego County California WO 3213 A SC dated September 18 1993 Preliminary geotechnical evaluation parcel 155 14009 Carlsbad California W O 1624 SD dated November 2 Hart EW and Bryant WA 1997 Fault rupture hazard zones in California Alquist Priolo earthquake fault zoning act with index to earthquake fault zones maps California Division of Mines and Geology Special Publication 42 with Supplements 1 and 2 1999 GeoSotls, Inc International Conference of Building Officials 1997 Uniform building code Whittier California vol 1 2 and 3 Jennings CW 1994 Fault activity map of California and adjacent areas California Division of Mines and Geology Map sheet no 6 Scale 1 750 000 Tan S S and Kennedy M P 1996 Geologic maps of the northwest part of San Diego County California Division of Mines and Geology Plate 2 scale 1 24 000 RDA Designs 2004 Site plan for 2438 Jefferson Street Carlsbad California 10 scale job no Fletcher dated October 26 Sowers and Sowers 1979 Unified soil classification system (After U S Waterways Experiment Station and ASTM 02487 667) m Introductory Soil Mechanics New York Picturesque Homes Appendix A FI \wp9\4GOO\4674 pg Page 2 GeoSoils, Inc APPENDIX B HAND AUGER BORING LOGS UNIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY OR RELATIVE DENSITY Major Divisions OOC\J 0w 5 £Z CD .52 CD £ 3 100 ® iar -\ i—<-> el 0 Group Symbols GW GP GM GC SW SP SM SC Typical Names CRITERIA Well graded gravels and gravel sand mixtures little or no fines Standard Penetration Test Poorly graded gravels and gravel sand mixtures little or no fines Penetration Resistance N (blows/ft) Relative Density Silty gravels gravel sand silt mixtures Clayey gravels gravel sand clay mixtures Well graded sands and gravelly sands little or no fines 0 4 4 1 0 10 30 30 50 > 50 Poorly graded sands and gravelly sands little or no fines Very loose Loose Medium Dense Very dense Silty sands sand silt mixtures Clayey sands sand clay mixtures ML Inorganic silts very fine sands rock flour silty or clayey fine sands Standard Penetration Test CL in — CO Inorganic clays of low to medium plasticity gravelly clays sandy clays silty clays lean clays Penetration Resistance N (blows/ft)Consistency Unconfined Compressive Strength (tons/ft2) OL Organic silts and organic silty clays of low plasticity O MH Inorganic silts micaceous or diatomaceous fine sands or silts elastic silts CH Inorganic clays of high plasticity fat clays OH Organic clays of medium to high plasticity <2 2 4 4 8 8 1 5 15 30 >30 Very Soft Sott <025 • » • • •••#025 060* •• stiff••• » • VerySlift••••• • •HbPd • 1 00 200••• •••• • •••*200 4du'*•• •••• • *•••• >400»» Highly Organic Soils PT Peat mucic and other highly organic soils 3/4 #4 #10 #40 #200 U 5 'standard Sieve Unified Soil Classification Cobbles Gravel coarse fine Sand coarse medium fine Silt or Clay MOISTURE CONDITIONS Dry Absence of moisture dusty dry to the touch Slightly Moist Below optimum moisture content for compaction Moist Near optimum moisture content Very Moist Above optimum moisture content Wet Visible free water below water table MATERIAL QUANTITY trace few little some 0 5^ 5 10 ^ 10 25 ^ 25 45 ^ OTHER SYMBOLS C Core Sample S SPT Sample B Bulk Sample ^T Groundwater Qp Pocket Penetrometer BASIC LOG FORMAT Group name Group symbol (grain size) color moisture consistency or relative density Additional comments odor presence of roots mica gypsum coarse grained particles etc EXAMPLE Sand (SP) fine to medium grained brown moist loose trace silt little fine gravel few cobbles up to 4 in size some hair roots and rootlets File Mgr c \Soi1Classif wpd PLATE B-1 w 111^f »— ^S f\ifeo-S^ CO0 O CMo 8s §^. i- C EZ5 - S •§y £2 ^Q_ Q)c(D"3COCOC\J COoz DCOm DC LU Q < DCosoro a.xLU LL. O Oo }zo La.DESCRI> . Sgl iT LU DC ID ^ CO i. O Q- t~ *""S O. c *< ^ Sooi EC ^ § >"U CO X a. E: a i£ 0 x^z CDO_g•4—1COoEco-DQ^CO^_bCO TOPSOIL/COLLUVIUM SAND w/SIL"porous occasional rootlets^CO CLCO CM o 4— 'COoEco.aCDca•aQ<COt,CO WEATHERED TERRACE DEPOSITSloose porousCO \ C\J OJ •*— 'COoEcoa>Q2CO{_CO CO QUATERNARY TERRACE DEPOSITdenseCO CM Total Depth = 4No Groundwater/Caving EncounteredBackfilled 1 26 2005,- X EaELUCCCD5Q<CO^ CO Q ARTIFICIAL FILL UNDOCUMENTEcaD)caCOQT3CDcoJ5CO0)COcCD•a brown to dark brown dry mediumpebble size clasts occasional asphaltCO CM O CM X tooEco_QT3CDQZCOs_I —CO C/)QUATERNARY TERRACE DEPOSI1dense1 1 1 1 CO ^"^ CO CM Total Depth = 3/aNo Groundwater/Caving EncounteredBackfilled 1 26 2005CMfflUJ O CO "O LO?n CD to OUJ F -Q O< g _co c\jCO3cr0313w C C5 o njo £2 -3Q. 0)COCOCM COo•z CCom DC UJo I DC O <DC O Q_ XLU Ll. O G O ^o DESCRIPT. >- . Q — C*f^ CO o d|s LU CC Z) _ Si o2 ^x Q. H ^l&£ c1Q GROUPSYMBOLLp™ ••^^"i p .^ Q " Qg 2! /R O ^lz wOEQQ.E(13•aco^•DCDt_CO -n ILTY SAND (oots/rootletsco ± 03 ^ — — m ^ OD o Zj ° 8 §$J o TOPSOILloose porx CD ° CO CM O 4— »COoEco-QCD*—QCO^CO DEPOSITSLU O DC DC UJI— > CC "*QUATERfdensein COCM O) CD 3 c\j1© =) CO CO ^icounteredi_ LU D) ^S m --. O CO 0) ^ si-Q. C "O 0) 3 Q)Q 0 = "5 O 03 \- ~Z. CD CO ?: coCDLU APPENDIX C EQFAULT, EQSEARCH, AND FRISKSP • • • • •«• • • •• • • • • < • • • • • • i ••••• * ••••• •••••• •••• •• 3 co •p CO 0)ou MAXIMUM EARTHQUAKES PICTURESQUE HOMES 01 x X X ^ XX X 001 1 10 Distance (mi) 100 W O 4674 A SC GeoSotls, Inc Plate C 1 (0 0) (A+*c 0) LU 0) -Q E3z 0) E E2o 100 10 01 001 EARTHQUAKE RECURRENCE CURVE PICTURESQUE HOMES -- 35 40 45 50 55 60 65 70 75 80 85 90 Magnitude (M) W 0 4674-A-SC Plate C-2 GeoSoils, Inc. 1100 1000 -- 900 - -. 800 -- 700 -- 600 -- 500 -- 400 -- 300 -- 200 -- 100 -- 0 -- EARTHQUAKE EPICENTER MAP PICTURESQUE HOMES 100 400 300 200 100 100 200 300 400 500 600 WO 4674-A-SC Plate C-3 GeoSotts, Inc. PROBABILITY OF EXCEEDANCE CAMP & BOZ (1997 Rev) SR 1 0)oc (0•o 0)ooX HI "IQOyrs 0 00 0 25 0 50 0 75 1 00 1 25 Acceleration (g) 1 50 WO 4674 A SC GeoSoils, Inc Plate C 4 KMo^^ P<oc - III rfUJ DC -I CO UJ ~ O § O rru- < ^^ 0) • ^T\ 0) 2>1^^j' n N g§ oc °s illUJ Q_ OL ^ -^ < tt°LI- D LUnruu \\oooooo -\ ^\\\ \100000 -\ \ _ \ \\' * oooo T- ^A \v ^\ \ \ ooo ^\s, XI1 oo t • • • • • • » •• • • • • • r • • » • s^ — — — • • * — • ^ O LO• in CM T- O ra^•^ \jt • • • • ^™* o^m • • • • ^^ * • *• is *- : :'• fl)• rt _ *• U7«TT ••••• Q) •. .. o•.:..• o * o < * ••v> Q • •• fert * • • •• • •• • • 10 CM•o oo •o WO 4674-A-SC (sjA) pouad GeoSoiUj Inc. Plate C-5 APPENDIX D LABORATORY DATA 3000 2500 a 2000 X1-ozUJa:i-</) tf. S) 1 500rw 1 000 500 0 t / 7 / < /' /^ A / \ // i I,/ / \ / \^ /- i i i i / D 500 1 000 1 500 2 000 2 500 «>900 NORMAL PRESSURE psf Sample Depth/El Primary/Residual Shear Sample Type • HA 3 25 Primary Shear Undisturbed • HA 3 25 Residual Shear Undisturbed Yd MC/ c 4» 1300 95 755 42 1300 95 211 31 Note Sample Innundated pnorto testing GeoSoils Inc «••« -»OT 5741 Palmer Way GeoSoOs^Inc. Carlsbad CA 92008 **&J"*gJl± Telephone (760)4383155 Fax (760)931 0915 DIRECT SHEAR TEST Project PICTURESQUE HOMES Number 4674 A SC Date February 2005 Figure D 1 APPENDIX E GENERAL EARTHWORK AND GRADING GUIDELINES I • • • • • • • • •»* • GENERAL EARTHWORK AND GRADING GUIDELINES General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans including preparation of areas to filled placement of fill installation of subdrams and excavations The recommendations contained in the geotechnical report are part of the earthwork and grading guidelines and would supercede the provisions contained hereafter in the case of conflict Evaluations performed by the consultant during the course of grading may result in new recommendations which could supercede these guidelines or the recommendations contained in the geotechnical report The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide observation and testing services and geotechnical consultation during the duration of the project EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing edttrrtuork procedures and testing the fills for conformance with the recomnrjepfiation^ gf the geotechnical report the approved grading plans and applicable gpadmg codes and ordinances The geotechnical consultant should provide testing and observation so that determ+nation may be made that the work is being accomplished as specified It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes so that they may schedule their personnel accordingly All clean outs prepared ground to receive fill key excavations and subdrams should be observed and documented by the project engineering geologist and/or soil engineer prior to placing and fill It is the contractors s responsibility to notify the engineering geologist and soil engineer when such areas are ready for observation Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D 1557 78 Random field compaction tests should be performed in accordance with test method ASTM designation D 1556 82 D 2937 or D 2922 and D 3017 at intervals of approximately 2 feet of fill height or every 100 cubic yards of fill placed These criteria GeoSoils, Inc would vary depending on the soil conditions and the size of the project The location and frequency of testing would be at the discretion of the geotechnical consultant Contractors Responsibility All clearing site preparation and earthwork performed on the project should be conducted by the contractor with observation by geotechnical consultants and staged approval by the governing agencies as applicable It is the contractors responsibility to prepare the ground surface to receive the fill to the satisfaction of the soil engineer and to place spread moisture condition mix and compact the fill in accordance with the recommendations of the soil engineer The contractor should also remove all major non earth material considered unsatisfactory by the soil engineer It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines codes or agency ordinances and approved grading plans Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material rate of placement and climatic conditions If in the opinion of the geotechnical consultant unsatisfactory conditions such as questionable weather excessive oversized rock or deleterious material insufficient support equipment etc are resulting in a quality of work that is not acceptable the consultant will inform the contractor and the contractor is expected to rectify the conditions and if necessary jtop work until conditions are satisfactory During construction the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water The contractor shall take reflneflial meaSUf&s to control surface water and to prevent erosion of graded areas until such tiftip as drainage and erosion control measures have been installed SITE PREPARATION All major vegetation including brush trees thick grasses organic debris and other deleterious material should be removed and disposed of off site These removals must be concluded prior to placing fill Existing fill soil alluvium colluvium or rock materials determined by the soil engineer or engineering geologist as being unsuitable in place should be removed prior to fill placement Depending upon the soil conditions these materials may be reused as compacted fills Any materials incorporated as part of the compacted fills should be approved by the soil engineer Any underground structures such as cesspools cisterns mining shafts tunnels septic tanks wells pipelines or other structures not located prior to grading are to be removed or treated in a manner recommended by the soil engineer Soft dry spongy highly fractured or otherwise unsuitable ground extending to such a depth that surface Picturesque Homes Appendix E FI \wp9\4600\4674 pg Page 2 GeoSoils, Inc processing cannot adequately improve the condition should be overexcavated down to firm ground and approved by the soil engineer before compaction and filling operations continue Overexcavated and processed soils which have been properly mixed and moisture conditioned should be re compacted to the minimum relative compaction as specified in these guidelines Existing ground which is determined to be satisfactory for support of the fills should be scarified to a minimum depth of 6 inches or as directed by the soil engineer After the scarified ground is brought to optimum moisture content or greater and mixed the materials should be compacted as specified herein If the scarified zone is grater that 6 inches in depth it may be necessary to remove the excess and place the material in lifts restricted to about 6 inches in compacted thickness Existing ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report or by the on site soils engineer and/or engineering geologist Scarification disc harrowing or other acceptable form of mixing should continue until the soils are broken down and free of large lumps or clods until the working surface is reasonably uniform and free from ruts hollow hummocks or other uneven features which would inhibit compaction as described previously Where fills are to be placed on ground with slopes steeper than 5 1 (horizontal to vertical) the ground should be stepped or benched The lowest bench which will act aa«J<ey should be a minimum of 1 5 feet wide and should be at least 2 feet deep into firm Material and approved by the soil engineer and/or engineering geologist IfifiJLpver SUP gjope conditions the recommended minimum width of the lowest bench or key is also *5 feet with the key founded on firm material as designated by the Geotechrticrfi^onsuftSVTt. As a general rule unless specifically recommended otherwise by the Sflii Engijieec the minimum width of fill keys should be approximately equal to Vz the hetght of the«9lope Standard benching is generally 4 feet (minimum) vertically exposing firm material Benching may be used to remove unsuitable materials although it is undefstood that the vertical height of the bench may exceed 4 feet Pre stripping may be coftSidfered for unsuitable materials in excess of 4 feet in thickness All areas to receive fill including processed areas removal areas and the toe of fill benches should be observed and approved by the soil engineer and/or engineering geologist prior to placement of fill Fills may then be properly placed and compacted until design grades (elevations) are attained Picturesque Homes Appendix E FI e \wp9\4600\4674a pge Page 3 GioSoils, Inc COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been determined to be suitable by the soil engineer These materials should be free of roots tree branches other organic matter or other deleterious materials All unsuitable materials should be removed from the fill as directed by the soil engineer Soils of poor gradation undesirable expansion potential or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other bedrock derived material Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact Oversized materials defined as rock or other irreducible materials with a maximum dimension greater than 12 inches should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the soil engineer Oversized material should be taken off site or placed in accordance with recommendations of the soil engineer in areas designated as suitable for rock disposal Oversized material should not be placed within 10 feet vertically of finish grade (elevation) or within 20 feet horizontally of slope faces To facilitate future trenching rock should not be placed within the range ©f foundation excavations future utilities or underground construction unless specifffcaFly approved by the soil engineer and/or the developers representative If import material is required for grading representative samples of thfe rflaterialS W be utilized as compacted fill should be analyzed in the laboratory by thp gftil engigear to determine its physical properties If any material other than that previously teetecf is encountered during grading an appropriate analysis of this material should be cogtfUCted by the soil engineer as soon as possible Approved fill material should be placed in areas prepared to receive fill in near horizontal layers that when compacted should not exceed 6 inches in thickness The soil engineer may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction Fill layers at a moisture content less than optimum should be watered and mixed and wet fill layers should be aerated by scarification or should be blended with drier material Moisture condition blending and mixing of the fill layer should continue until the fill materials have a uniform moisture content at or above optimum moisture Picturesque Homes Appendix E Fl \wp9\4600\4674 pg Page 4 GeoSoils, Inc After each layer has been evenly spread moisture conditioned and mixed it should be uniformly compacted to a minimum of 90 percent of maximum density as determined by ASTM test designation D 1557 78 or as otherwise recommended by the soil engineer Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compaction Where tests indicate that the density of any layer of fill or portion thereof is below the required relative compaction or improper moisture is in evidence the particular layer or portion shall be re worked until the required density and/or moisture content has been attained No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements and is approved by the soil engineer Compaction of slopes should be accomplished by over building a minimum of 3 feet horizontally and subsequently trimming back to the design slope configuration Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed Special efforts may be necessary to attain the specified compaction in the fill slope zone Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment Afinal determination of fill slope compaction should be based on observation and/or testing of the finished slope face Where compacted fill slopes are designed steeper than 2 1 (horizontal to vertical) specific material types a higher minimum relative compaction and special grading procedures rfiEy be recommended If an alternative to over building and cutting back the compacted fill felofies is then special effort should be made to achieve the required compaction in tbe outer 1 Q feet of each lift of fill by undertaking the following 1 An extra piece of equipment consisting of a heavy short shanked sheepsfoolgh°u'd be used to roll (horizontal) parallel to the slopes continuously as fill is placed The sheepsfoot roller should also be used to roll perpendicular to the slopes and extend out over the slope to provide adequate compaction to the face of the slope 2 Loose fill should not be spilled out over the face of the slope as each lift is compacted Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re rolling 3 Field compaction tests will be made in the outer (horizontal) 2 to 8 feet of the slope at appropriate vertical intervals subsequent to compaction operations 4 After completion of the slope the slope face should be shaped with a small tractor and then re rolled with a sheepsfoot to achieve compaction to near the slope face Subsequent to testing to verify compaction the slopes should be grid rolled to Picturesque Homes Appendix E FI \wp9\4600\4674 pg Page 5 GeoSoils, Inc achieve compaction to the slope face Final testing should be used to confirm compaction after grid rolling Where testing indicates less than adequate compaction the contractor will be responsible to rip water mix and re compact the slope material as necessary to achieve compaction Additional testing should be performed to verify compaction Erosion control and drainage devices should be designed by the project civil engineer in compliance with ordinances of the controlling governmental agencies and/or in accordance with the recommendation of the soil engineer or engineering geologist SUBDRAIN INSTALLATION Subdrams should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant Subdrain locations or materials should not be changed or modified without approval of the geotechnical consultant The soil engineer and/or engineering geologist may recommend and direct changes in subdram line grade and drain material in the field pending exposed conditions The location of constructed subdrams should be recorded by the project civil engineer EXCAVATIONS Excavations and cut slopes should be examined during grading by*tfre engineering geologist If directed by the engineering geologist further excavation^p/ QyerexcqYat'ori and re filling of cut areas should be performed and/or remedial grading of cilU slopes should be performed When fill over cut slopes are to be graded unless oJh^T/yise approved the cut portion of the slope should be observed by the engineering geologist prior to placement of materials for construction of the fill portion of the slope The engineering geologist should observe all cut slopes and should be notified by the contractor when cut slopes are started If during the course of grading unforeseen adverse or potential adverse geologic conditions are encountered the engineering geologist and soil engineer should investigate evaluate and make recommendations to treat these problems The need for cut slope buttressing or stabilizing should be based on in grading evaluation by the engineering geologist whether anticipated or not Unless otherwise specified in soil and geological reports no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies Additionally short term stability of temporary cut slopes is the contractors responsibility Picturesque Homes Appendix E FI \wp9\4600\4674 pg Page 6 GeoSoils, Inc Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies and/or in accordance with the recommendations of the soil engineer or engineering geologist COMPLETION Observation testing and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and filled areas are graded in accordance with the approved project specifications After completion of grading and after the soil engineer and engineering geologist have finished their observations of the work final reports should be submitted subject to review by the controlling governmental agencies No further excavation or filling should be undertaken without prior notification of the soil engineer and/or engineering geologist All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect Such protection and/or planning should be undertaken as soon as practical after completion of grading JOB SAFETY General AtGeoSoils Inc (GSI) getting the job done safely is of primary concern Tfie fodewmg is the companys safety considerations for use by all employees brf nfiulti employer construction sites On ground personnel are at highest risk of injury and possible fatality on grading and construction projects GSI recognizes that construction activities wrfkvary on each site and that site safety is the prime responsibility of the contractor htfWdVer everyone must be safety conscious and responsible at all times To achieve our goal of avoiding accidents cooperation between the client the contractor and GSI personnel must be maintained In an effort to minimize risks associated with geotechnical testing and observation the following precautions are to be implemented for the safety of field personnel on grading and construction projects Safety Meetings GSI field personnel are directed to attend contractors regularly scheduled and documented safety meetings Safety Vests Safety vests are provided for and are to be worn by GSI personnel at all times when they are working in the field Picturesque Homes Appendix E FI \wpg\4600\4674 pg Page 7 GeoSotls, Inc Safety Flags Two safety flags are provided to GSI field technicians one is to be affixed to the vehicle when on site the other is to be placed atop the spoil pile on all test pits Flashing Lights All vehicles stationary in the grading area shall use rotating or flashing amber beacon or strobe lights on the vehicle during all field testing While operating a vehicle in the grading area the emergency flasher on the vehicle shall be activated In the event that the contractors representative observes any of our personnel not following the above we request that it be brought to the attention of our office Test Pits Location. Orientation and Clearance The technician is responsible for selecting test pit locations A primary concern should be the technicians s safety Efforts will be made to coordinate locations with the grading contractors authorized representative and to select locations following or behind the established traffic pattern preferably outside of current traffic The contractors authorized representative (dump man operator supervisor grade checker etc) should direct excavation of the pit and safety during the test period Of paramount concern should be the soil technicians safety and obtaining enough tests to represent the fill Test pits should be excavated so that the spoil pile is placed away form oncoming traffic whenever possible The technician s vehicle is to be placed next to the tast pit opfidsite the spoil pile This necessitates the fill be maintained in a dnvea&le condition Alternatively the contractor may wish to park a piece of equipment in front erf fhe test holes particularly in small fill areas or those with limited access A zone of non encroachment should be established for all test pits Nojgradmg equipment should enter this zone during the testing procedure The zone should .extend approximately 50 feet outward from the center of the test pit This zone is estabjist^ for safety and to avoid excessive ground vibration which typically decreased test reStjIts When taking slope tests the technician should park the vehicle directly above or below the test location If this is not possible a prominent flag should be placed at the top of the slope The contractors representative should effectively keep all equipment at a safe operation distance (e g 50 feet) away from the slope during this testing The technician is directed to withdraw from the active portion of the fill as soon as possible following testing The technician s vehicle should be parked at the perimeter of the fill in a highly visible location well away from the equipment traffic pattern The contractor should inform our personnel of all changes to haul roads cut and fill areas or other factors that may affect site access and site safety Picturesque Homes Appendix E FI \wp9\4600\4674 pg Page 8 GeoSoils, Inc in the event that the technicians safety is jeopardized or compromised as a result of the contractors failure to comply with any of the above the technician is required by company policy to immediately withdraw and notify his/her supervisor The grading contractors representative will eventually be contacted in an effort to effect a solution However in the interim no further testing will be performed until the situation is rectified Any fill place can be considered unacceptable and subject to reprocessing recompaction or removal In the event that the soil technician does not comply with the above or other established safety guidelines we request that the contractor brings this to his/her attention and notify this office Effective communication and coordination between the contractors representative and the soils technician is strongly encouraged in order to implement the above safety plan Trench and Vertical Excavation It is the contractors responsibility to provide safe access into trenches where compaction testing is needed Our personnel are directed not to enter any excavation or vertical cut which 1) is 5 feet or deeper unless shored or laid back 2) displays any evidence of instability has any loose rock or other debris which could fall into the trench or 3) displays any other evidence of any unsafe conditions regardless of depth All trench excavations or vertical cuts in excess of 5 feet deep which.9fl^pers00 epjers should be shored or laid back Trench access should be provided m aocordanoe with CAL OSHA and/or state and local standards Our personnel are directed not to^ttfer any trench by being lowered or riding down on the equipment If the contractor fails to provide safe access to trenches for comftefcticfh testing our company policy requires that the soil technician withdraw and notify Fiis/her supgjyrsor The contractors representative will eventually be contacted in an effort to effect a solution All backfill not tested due to safety concerns or other reasons could be siIGjeCt to reprocessing and/or removal If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation If corrective steps are not taken GSI then has an obligation to notify CAL OSHA and/or the proper authorities Picturesque Homes Appendix E FI \wp9\4600\4674 pg Page 9 GeoSoils, Inc CANYON SUBDRAIN DETAIL TYPE A PROPOSED COMPACTED FILL •NATURAL GROUND v -^ X COLLUVIUM AND ALLUVIUM (REMOVE) ,-X BEDROCK TYPICAL BENCHING ALTERNATIVES TT-vf1 TYPE B \ PROPOSED COMPACTED FILL S ^ -< /x ,s ^ _^ \ .-—NATURAL GROUND ^S SJfy 1 /// X^^^-COLLUVIUM AND ALLUVIUM (REMOVE) ,'' f^="*"•^ /<„ -"' w H^ \ ^— n/s?/// ^J / "^ ///2L I ^TYPICAL BENCHING/ ^-' ^f" ^•^*- — ^ ^^"^ T ^^ BEDROCK . . ,^ x , . , Mjl^v ^^^t0.&^X^'r, ' ^"7\^3>>L ^-SEE ALTERNATIVES NOTE ALTERNATIVES LOCATION AND EXTENT OF SUBDRAINS SHOULD BE DETERMINED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING PLATE EG-1 CANYON SUBDRAIN ALTERNATE DETAILS ALTERNATE 1 PERFORATED PIPE AND FILTER MATERIAL A-1 MINIMUM FILTER MATERIAL MIKIMUM VOLUME OF 9 FT" /LINEAR FT 6 t ABS OR PYC PIPE OR APPROVED SUBSTITUTE WITH MINIMUM B HU Jfl PERFS LINEAR FT IN BOTTOM HALF OF PIPE ASTMD2751 SDR 35 OR ASTM D1527 SCHD ASTM 0303* SDR 35 OR ASTM D17B5.SCHD FOR CONTINUOUS RUN IN EXCESS OF 5bo FT USE 8 J0f PIPE MINIMUM.. 40 40 6 MINIMUMB-1 FILTER MATERIAL SIEVE SIZE PERCENT PASSING 1 INCH 100 3U INCH 90-100 3/8 INCH AO-10Q NO A 25-40 NO 8 18—33 NO 30 5—15 NO 50 0-7 NO 200 0—3 ALTERNATE 2 PERFORATED PIPE, GRAVEL AND FILTER- FABRld MINIMUM OVERLAP 6 MINIMUM COVER MINIMUM BEDDING 6 MINIMUM OVERLAP A-2 k MINIMUM BEDDING GRAVEL MATERIAL 9 FP/ LINEAR FT PERFORATED PIPE SEE ALTERNATE 1 GRAVEL CLEAN INCH ROCK OR APPROVED SUBSTITUTE FILTER FABRIC" MIRAFI UO OR APPROVED SUBSTITUTE PLATE EG-2 DETAIL FOR FILL SLOPE TOEING OUT ON FLAT ALLUVIATED CANYON TOE OF SLOPE AS SHOWN ON GRADING PLAN ORIGINAL GROUND SURFACE TO BE RESTORED WITH COMPACTED FILL r\BACK CUT CARIES FOR DEEP REMOVALS BACKCUT ^VKSHOULD BE MADE NO STEEPER THAlKM OR AS NECESSARY X- FOR ^APPTV ft. nnuc-mcroATiniJc X */ / X ^x^-umWMAU UKUUNU bUKhACt ANTICIPATED ALLUVIAL REMOVAL DEPTH PER SOIL ENGINEER PROVIDE A 1 1 MINIMUM PROJECTION FROM TOE OF SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMENDED REMOVAL DEPTH SLOPE HEIGHT SITE CONDITIONS AMD/OR LOCAL CONDITIONS COULD DICTATE FLATTER PROJECTIONS REMOVAL ADJACENT TO EXISTING FILL ADJOINING CANYON FILL PROPOSED ADDITIONAL COMPACTED FILL COMPACTED RLL LIMITS LINE Oaf (EXISTING COMPACTED FILL) TEMPORARY COMPACTED RLL RAINAGE ONLY _^- - Qaf yQal (TO BE REMOVED) s^fQR DRAINAGE ONLY %*•&'*cvo> BE REMOVED BEFORE PLACING ADDITIONAL COMPACTED FILL LEGEND Qaf ARTIFICIAL FILL Qal ALLUVIUM PLATE EG-3 LUQ LJ_ CO CO UJo:h- CD in PLATE EG- -1«^_J^•M*<h-UJQ2or Q JZATION / BUTTRESS SUBMATERIAL MINIMUM OF FIVE FP/LINEAR Fl OF PIPF• D:_ Ul OQ S < *I —ito _J<o CL^>- I— U.oUJCDJ_j<.XtoJ<crLUK<sD:UJi__^^^CE )UR Fl /LINEAR Ft OF PIPE WHEN PLACED IN SQUAREuU_ o:o (i\- Z o« *— '2^5t— m tO< Ij to0 < <rr > o-LL ^5 3 >-LU O 2CL UJ LU7ft f_51/1 nLJ nfo LU r;3: S wf 0 *1 £ w-jab!o < wLL 2 LU... < >UJ mx o: ==i- o w LUm •RENCHNATIVE IN LIEU OF FILTER MATERIAL GRAVEL MAY Ir— — " •- S3 tfa _i< c 0 o0 O3 T- :r o m m-o- m ^- t** C*lO 1 i 1 t 1 1 1• i0 0Ql ^jT -i-X 0 o02Z2 —T~ •* eo r> m 5ED IN APPROVED FILTER FABRIC FILTER FABRICL BE MIRAFI HO OR EQUIVALENT FILTER FABRIC. BE LAPPED A MINIMUM OF 12 ON ALL JOINTSM 4 DIAMETER PIPE. ABS-ASTM D-2751 SDR 35< -J -J ZD 0 < < Z-z LU x Mi . • • . • ' ^ i IIwnwiNiw ^- \^ VfN X.^- X 2? zto to — •^ss hK Y/i-1 J* 21 Zr> S. 3E hM I"/2/ ?v^5X^I -r llliiin oo in o otN «-^ - ° ° 5O O!= ^ o o o2 -^ 2 2 2•^ -^ 2 O TM D-1527 SCHEDULE AO PVC-ASTM D-30345 OR ASTM D-1785 SCHEDULE 40 WITH A CRUSHINNOTH OF 1 000 POUNDS MINIMUM AND A MINIMUM OFFORMLY SPACED PERFORATIONS PER FOOT OF PIPE>LLED WITH PERFORATIONS OF BOTTOM OF PIPEDE CAP AT UPSTREAM END OF PIPE SLOPE AT 2%< « s 1 g § CC CL h- 3 2 Ko w 10 « — a. 1 */fl[i 2 \ z 3 \ fN UJ S uj \a. 2 a— 3s D. ? a LUIu.Ulm_j_i<Xt/)—iUJ><D:o ITLET PIPE OUTLET PIPE TO BE CONNECTED TO_jo oh- ^nw , — . —^^^^ KO2O^™r^<OU.OLUa.V)o2io—Jou. 5om-j Ul cco UJ Ul H XH i UJ Q. a. 2 <a:am=>to o2i_ Wy wz <LU Q_-J< H> 25 LU— ^ r ^a ~UJ p-LUQ aUlo SIr —£ «Q- LU< >iti2 it! < U) inU_O^Da „ S0 5 co ^,_ in *° 25h-2UJ_J= SO 0 i2 ^r 0 Z5"" fN o«N O UJ^ Z ° n22— 2 <to UJ t TRENCH FOR OUTLET PIPES TO BE BACKFILLEDWITH ON-SIJ££Q!L2 BAdkflrtXWS AMD LATERAL DRAINS SHALL BELOCATED AT ELEVATION OF EVERY BENCH DRAINFIR§T DRAIN LOCATED-AT ELEVATION JUST ABOVLCV7E* LOTQPAD^ ^DOITIONAL DRAINS MAY BEREQUIRED AT THE DISCRETION OF THE SOILSe^GINE^R AUD70RE8GINEERING GEOLOGISTUJh-s INIW e 5^_ 3>Nw ^' ^^ -~ A 1 fl I L*T— i- ~* .i yi/+r <C_ rZ _ 1 M / f PLATE EG-5 LL PLATE EG-6 LU Q I—IDO LU O U_ < si< 5 Ko o £X 2 ?UJ UJ °-UJ tt jffl 5 E3 § uj UJ 2 2; u u> lu LU U) 5 S-o w > CD OC Ul h-<o < o> urLU «5 PLATE EG-7 <crLUh-<2: LU CD < CO croLL z: aQ LU COoM Q_^ x s m h-co oUJUl aUJCJcc en <a xZ H- U. X UJ ZUl O S PO Q;z oui a. </> I- LU X Ul U o< 03 Q UJ z wS cc 0 o -J"> o Q- Ul £ 5 as. 5 z« 2 < Q CC < UJ ui > Q -r °z jt z Ul Ulz: i- cc3: w ^ cc LU Ij ^>ct a ait 3 ui1 o cc U) CCo ff° <o wUJ CCoog 13E SUJ -JUJ U)2 cco oz u. LU CC •-O UJ i: *tfQ U. < Scc _ UJ 5 Ul 5 VIUlLU (O ^ »p I-I/I ^ >- 2CO UJ •_• T* Hf UJLL 0-7^ O «U) CC.u> sLrt *3* «>z — li Iss S i- a ? =-= aui ui 5 ^< CD CC 31a </> CQ ^ LU t-oz CDZEUJUJz5zLUCCo Q Z cc UJ Ulzoz Ul U) oUl occa. Ul (N X zSM «•i- 5& f Ul S jul ^ BO ^-J V) < «"i S WJ I- L1J ^l LUU. h-si< o1C LUI- O PLATE EG-8 occo cc ID I- LLo LL LO PLATE EG-9 UJCJifccraCDQUIU)OQ_XUl zo QUl CO auiz Ul Ula UJm muiuUJzaui Ul Ulaa. Qui ccou. 0= I-ui ata. 3 ui ° m oa ui-i o 5 ^> UJa) ah- a? lu m2 ccui ut JD Qa LLLU O o: ai otc oz a:uiUlzoz Ul UJ &6^ ^^ £> Ul H- s o cr to am zr> otn o UlI-o •o i- *ttf r^K S if ^o a: P w -7 ui > S o XUJ ccUl z oz UJ Ul-J oto Q Ut < IEa- h- PLATE EG-10 TRANSITION LOT DETAIL CUT LOT (MATERIAL TYPE TRANSITION) NATURAL GRADE PAD GRADE S MINIMUM COMPACTED FILL OVEREXCAVATE AND RECOMPACT W>^^ 3 MINIMUM* UNWEATHERED BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING CUT-FILL LOT (DAYLIGHT TRANSITION) PAD GRADE NATURAL GRADE COMPACTED FILL &*rtfctf 3 MiNtttYt* •K-T xJtV^^x^ OVEREXCAVATE O* *^ AND RECOMPACT 3 MINIMUM* UNWEATHERED BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING NOTE * DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST IN STEEP CUT-FILL TRANSITION AREAS PLATE EG-11 SETTLEMENT PLATE AND RISER DETAIL 2 X 2 X 1U STEEL PLATE STANDARD 3U PIPE NIPPLE WELDED TO TOP OF PLATE 3/4 X 5 GALVANIZED PIPE STANDARD PIPE THREADS TOP AND BOTTOM EXTENSIONS THREADED ON BOTH ENDS AND ADDED IN 5 INCREMENTS •3 INCH SCHEDULE 40 PVC PIPE SLEEVE ADD IN 5 INCREMENTS WITH GLUE JOINTS FINAL GRADE MAINTAIN 5 CLEARANCE OF HEAVY EQUIPMENT _j* MECHANICALLY HAND COMPACT IN 2 VERTICAL LIFTS OR ALTERNATIVE SUITABLE TO AND ACCEPTED BY THE SOILS ENGINEER MECHANICALLY HAND COMPACT THE fMlTUL 5 VERTICAL WITHIN A 5 RADIUS OF PLATE BASE BOTTOM OF CLEANOUT PROVIDE A MINIMUM 1 BEDDING OF COMPACTED SAND NOTE 1 LOCATIONS OF SETTLEMENT PLATES SHOULD BE CLEARLY MARKED AND READILY RADIUS OF PLATE BASE AND p WITHINIS (VERTICAL) FOR HEAVY EQUIPMENT RLL WITHIN CLEARANCE AREA SHOULD BE HAND COMPACTED TO PROJECT SPECIFICATIONS OR COMPACTED BY ALTERNATIVE APPROVED BY THE SOILS ENGINEER „.„„„- AFTER 5 (VERTICAL) OF FILL IS IN PLACE CONTRACTOR SHOULD MAINTAIN A S^RADIUS EQUIPMENT CLEARANCE FROM RISER ,^umo PLACE AND MECHANICALLY HAND COMPACT INITIAL 2 OF FILL PRIOR TO ESTABLISHING THE INITIAL READING IN THE EVENT OF DAMAGE TO THE SETTLEMENT PLATE OR EXTENSION RESULTING FROM EQUIPMENT OPERATING WITHIN THE SPECIFIED CLEARANCE AREA CONTRACTOR SHOULD IMMEDIATELY NOTIFY THE SOILS ENGINEER AND SHOULD BE RESPONSIBLE FOR RESTORING THE SETTLEMENT PLATES TO WORKING ORDER AN ALTERNATE DESIGN AND METHOD OF INSTALLATION MAY BE PROVIDED AT THE DISCRETION OF THE SOILS ENGINEER PLATE EG-U TYPICAL SURFACE SETTLEMENT MONUMENT .FINISH GRADE 3-6 3/8 DIAMETER X 6 LENGTH CARRIAGE BOLT OR EQUIVALENT t-6 DIAMETER X 3 1/2 LENGTH HOLE CONCRETE PLATE EG-15 TEST PIT SAFETY DIAGRAM SIDE VIEW ( NOT TO SCALE ) TOP VIEW 100 FEET 50 FEET SPOIL -* TEST PIT tau. oin 50 FEET V&BCLE APPROXIMATE CENTER OF TEST PIT 5 oin ( NOT TO SCALE ) PLATE EG-16 OVERSIZE ROCK DISPOSAL VIEW NORMAL TO SLOPE FACE PROPOSED FINISH GRADE 20 MINIMUM CO ^5 MINIMUM (/ 00 MINIMUM IE) CO CO 15 MINIMUM (A) CO OC3 oo (Gl OO 5 MINIMUM (C) CO 00 AW^^ BEDROCK OR APPROVED MATERIAL N VIEW PARALLEL TO SLOPE FACE PROPOSED FINISH GRADE 10 MINIMUM IE) ooo< 100 MAXIMUM (B MINIMUM (Cl II>c //TTK—- fs MINIMUM (C)FROM BEDROCK OR APPROVED NOTE (A) ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET (B) HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SIZE AND TYPE OF EQUIPMENT LENGTH OF WINDROW SHALL BE NO GREATER THAN 100 MAXIMUM (CJ IF APPROVED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIAL OR BEDROCK PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION ID) ORIENTATION OF WINDROWS MAY VARY BUT SHOULD BE AS RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST STAGGERING OF WINDROWS IS NOT NECESSARY UNLESS RECOMMENDED (El CLEAR AREA FOR UTILITY TRENCHES FOUNDATIONS AND SWIMMING POOLS IF) ALL FILL OVER AND AROUND ROCK WINDROW SHALL BE COMPACTED TO 90% RELATIVE COMPACTION OR AS RECOMMENDED (G) AFTER FILL BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE LIFT OF FILL COVERING WINDROW WINDROW SHOULD BE PROOF ROLLED WITH A D-9 DOZER OR EQUIVALENT VIEWS ARE DIAGRAMMATIC ONLY ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED IN PLATE RD — 1 ROCK DISPOSAL PITS VIEWS ARE DIAGRAMMATIC ONLY ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED IN FILL LIFTS COMPACTED OVER ROCK AFTER EMBEDMENTr- — I I I ] COMPACTED RLL 1 I I I1 GRANULAR MATERIAL SIZE OF EXCAVATION TO BE , COMMENSURATE WITH ROCK SIZE | ROCK DISPOSAL LAYERS GRANULAR SOIL TO RLL VOIDS DENSIRED BY FLOODING LAYER ONE ROCK HIGH \ IDS -N. M. .COMPACTED RLL f JOCK PROPOSED FINISH GRADE 10 MINIMUM OR BELOW LOWEST UTILJ PROFILE AUNG LOPE FACE CLEAR ZONE 20 MINIMUM LAYER ONE ROCK HIGH PLATE RD-2 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City the applicant and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Building Permit Plan Check Number 0$ Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential rr 15S Nurpber of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit Square Feet of Living Area in SOU Residential Add/tons Net Square Feet New Area Commercial/Industrial City Certification of Applicant Information ire Feet Floor Area Tsbad Unified School District 6225 El Cammo Real Carlsbad CA 92009 (331 5000) San Marcos Unified School District 215MataWay San Marcos CA 92069 (290 2649) Contact Nancy Dolce (By Appt Only) Encimtas Union School District 101 South Rancho Santa Fe Rd Encimtas CA 92024 (944 4300 ext 166) San Dieguito Union High School District 710 Encimtas Blvd Encimtas CA 92024 (753 6491) Certification of Applicant/Owners The person executing this declaration ( Owner1) certifies under penalty of penury that (1) the information provided above is correct and true to the best of the Owner s knowledge and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect and that (2) the Owner is the owner/developer of the above described project(s) or that the person executing this declaration is authorized to sign on behalf of the Owner Signature Date 1635 Faraday Avenue • Carlsbad CA 920O8 7314 (760) 6O2 270O R s d4/20/00 Building Counter (760) 602 2719 FAX (760) 6O? SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned being duly authorized by the applicable School District certifies that the developer builder or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL M\ TITLE GAYLEN FREEMAN HFPHTY SUPERINTENDENT MAMC nir crunni niQTRirr CARLSBAD UNIFIED SCHOOL DISTRICTNAME OF SCHOOL DISTRICT - CARLSBAD, CA 92009 PHONE NUMBER d 4/20/00 A ARA OA S M DOLE SCHOOL I \JfGARt-SBAD UN F ED SCHOOL D S ft C | \JEFFE SON EL EMC RY \ \ V RA OAKS ELEMENTARY | |C RLSB DHGHSCHOOL \ \M GNOU ELEMENTARY | | CARLSBAD V LLAGE ACADEM \ \ PALAVER H LLS SCHOOL * I I ALLEY M DOLE SCHOOL \ \ KELLE SCHOOL | \8UEN VIST SC OOL \ \ O E SCHOO I I ACIFIC RIM | \C LAVER [ |O HER _ LLS M DOLE SCHOOL RECE.VED FROM (If Apple ble) PARENT OFARl PAYMENT FOR DATE ACCOUNT NUMBER H6C6lpt NO 1 Q 1 1 1 AMOUNT hool -fiics RECEIVED BY CASH CHECK #TOTAL 1 I ^ 0,& •hH _i j , C^ s(So Ni oc ?c ocoa1 oc:oa«o^. OC ^n"n >^h^ ^ N x\ (0 tfc11» ^ O o "0*• "Floi Ism X CO(0ftIC1o*Oto-c*Q.OoCOcoCnP»to CO C-i a. %6 \\\rnO)o *o ts>(n O-e %d CDC Oo o §O hj CO § 2 mm <o o"i o-n O% _ I i i : ' j t~4 -i ,_ | 09-05-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR06132 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 2438 JEFFERSON ST CBAD PCR 1551600300 Lot# $0 00 Construction Type FLETCHER RES DEFERRED TRUSS SUBMITTAL 0 NEW Applicant SEVERING CONSTRUCTION 760 720 5250 Status Applied Entered By Plan Approved Issued Inspect Area Owner FLETCHER LIVING TRUST 07 12 00 P O BOX 986 POWAY CA 92074 ISSUED 07/20/2006 RMA 09/05/2006 09/05/^006 Plan Check Revision Fee Additional Fees $18000 $000 Total Fees $180 00 Total Payments To Date $18000 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exa< tions hereafter collectively referred to as fees/exactions YOU have 90 days from the date this permit was issued to prolest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth m Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing m 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 DDES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has_previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 frju&l FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan CK Deposit Validated By Date ^ Address (include Bldg/Suite #)Business Name {at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor s Parcel #Existing Use Proposed Use Description of Work SQ FT #of Stones ff of Bedrooms # of Bathrooms Name Address City )3:T > jAfiMjlCANTr I;k.Q^ntrag:tor,-^it,JQ^AgW^ol Contfacipiv i'?DifcwD*sLr D Agerrtjto'r Owner!'^ State/Zip'Telephone ff Fax # Name Address City State/Zip Telephone i f^:&<^N^ irZvr _",: ^ * ^PT^r^f v .v;Vi^V!^fc (Sec 7031 5 Business and Professions Code Any City or County which 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 of the Contractor s License Law [Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom and the basts 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 19500]) Name State License # Address License Class City State/Zip City Business License ff Telephone # Designer Name State License ff Address City State/Zip Telephone Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations O I nave and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued Q 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 permit is issued My worker s compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 0 CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful and shall subjact an employer to 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 Section 3706 of the Labor code Interest and attorney 5 teas SIGNATURE DATE k^owNEHfBMi^ •^^-^^';vll;^'^;;1l^^i-J^;, ^ ?' i-L * iA.^i * -dw-j'^^lhs L.-I.^^V^V';^."^^ 1 hereby affirm that I am exempt from the Contractor s License Law for the following reason 0 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 sale If however the building or improvement IB sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for ihe purpose of sate) Q I 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) Q I am exempt under Section Business and Professions Code for this reason 1 I personalty plan to provide the major labor and materials for construction of the proposed property improvement O YES QNO 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 number / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide tho major work (include name / address / phone number / 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 number / type of work) PROPERTY OWNER SIGNATURE DATE IQN:^ Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or atr quality management district? Q YES Q NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? Q YES Q NO 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 1 hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER S NAME ^ ____ ___^^^ LENDER S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for 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 permit is required for excavations over 5 0 deep and demolition or construction ot structures over 3 siones in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced wrthin 1 80 days from lhe dale of such permit or if the building or work authorized by such permit is suspended or abandoned al any time after the work is comnjepe6d tor a penod^ot iSO^dtfys (Section 106 4 4 Uniform Building Code) APPLICANT S SIGNATURE.DATE EsGil Corporation In Partnership wttfi government for <Buibfing Safety DATE August 3O, 2O06 OAPPLICANT JURISDICTION Carlsbad Q PLAN REVIEWER U FILE PLAN CHECK NO PCR06-132(Ong O5-4O85) SET II PROJECT ADDRESS 2438 Jefferson St PROJECT NAME Truss Revisions for The Fletcher Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction s building codes XI The plans transmitted herewith will substantially comply with the jurisdiction s building codes when minor deficiencies identified below are resolved and checked by building department staff 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 The applicant s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant s copy of the check list has been sent to Xj Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person A] REMARKS The Owner Set II Must be stamped and signed by Engineer of Design By Bill Elizarraras Enclosures Esgil Corporation D GA D MB C] EJ D PC LOG trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego California 92123 + (858)560-146? 4- Fax (85S) 560 1576 EsGil Corporation In (partnersnip untfi government for (Buitding Safety DATE August 3/2006 Q APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO PCR06-132 (Ong O5-4O85) SET I PROJECT ADDRESS 2438 Jefferson St PROJECT NAME Truss Revisions for The Fletcher Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction s building codes The plans transmitted herewith will substantially comply with the jurisdiction s building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck X] The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant s copy of the check list has been sent to Severmo Const Inc address not legible Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Severmo Const Inc Telephone # 760-801-3274 Date contacted fcR'oO' (by /^_ ) Fax # (~3c/>o)'3?o >2^o Mail Telephone1^ Faxux In Person REMARKS By Bill Ehzarraras Enclosures Esgil Corporation D GA D MB D EJ D PC 7/22/06 trnsmtldot 9320 Chesapeake Drive Suite 208 4- San Diego California 92123 4 (858)560-1465 4- Fax (858) 560 1576 Carlsbad PCRO6-132 (Orig O5-4085) August 3, 2O06 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO PCR06-132 (Orig 05-4085) JURISDICTION Carlsbad PROJECT ADDRESS 2438 Jefferson St FLOOR AREA REMARKS Truss review DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED August 3, 20O6 STORIES HEIGHT DATE PLANS RECEIVED BY ESG1L CORPORATION 7/22/06 PLAN REVIEWER Bill Ehzarraras FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code Uniform Plumbing Code Uniform Mechanical Code National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24) which adopts the following model codes 1997 UBC, 2000 UPC 2000 UMC and 2002 NEC The above regulations apply to residential construction regardless of the code editions adopted by ordinance 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 Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e , plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans Carlsbad PCR06-132 (Orig O5-4085) August 3, 2006 • PLANS 1 Please make all corrections on the original tracings as requested in the correction list Submit two 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 2 Please provide evidence that the engmeer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a review stamp on the truss calculations or a letter) Section 106 3 4 1 /-\ 3 Specify the size and spacing of conventional roof framing me mbers (See truss layout) 4 Design the CH-1 girder truss for point loads from the conventional framing members 5 Specify all the connections and hardware from conventional framing to trusses To speed up the review process, note on this list (or a copy) where each correction item has been addressed i e , plan sheet note or detail number calculation page, etc 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 in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Yes Q No a 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 Bill Elizarraras at Esgil Corporation Thank you Carlsbad PCR06-132 (Orig 05-4085) August 3, 20O6 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad O5-4085) PREPARED BY Bill Ehzarraras BUILDING ADDRESS 2438 Jefferson St BUILDING OCCUPANCY R3/U1 PLAN CHECK NO PCRO6-132 (Orig DATE August 3, 2O06 TYPE OF CONSTRUCTION VN BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq Ft ) cb Valuation Multiplier By Ordinance Reg Mod VALUE ($) 1994 UBC Plan Check Fee $18000 Type of Review I I Repetitive FeeRepeats Complete Review D Other r-n Hourly 1 5 Structural Only Hours Esgil Plan Review Fee $14400 Based on hourly rate Comments Sheet 1 of 1 macvalue doc OCEANSIDE TRUSS INC., Specializing in " irf and * COMMERCIAL * RESIDENTIAL * * ROOM ADDITIONS * * COMPETITIVE PRICING * FREE AND PROMPT ESTIMATES * 2847 Industry Street Oceanside, CA 92054 760/722-7696 Fax 760/722-0438 12'-3' FLETCHER 5/12 PITCH. 2424 JEFFERSON ST 2x4 TOP CHORD CARLSBAD 16* OVERHANG INVOICE 7121 TILE ROOF BEVELED END BLOCK I* OCEANSIDE TRUSS INC ASSUMES NO RESPONSIBILITY FOR TRUSSES CUT . OR INSTALLED IMPROPERLY BACKCHARGES ARE NOT ACCEPTED QTY Description AC • P 'ATB AT6-BK ••; IShT 32 RAFTER/END JACK SECOND FLOOR iOV'PUTE 2 2938479 2 29J847B 5 2937770 2 2938477 2 2937771 2 ^937772 5 2937773 1 2937774 3 2937775 1 2937659 1 3006624 2 2937861 ' 1 2937902 1 3016935 5 2937803 1 CALIF FILL 2 2938807 ' 3 2937904 ' 12V PLATE 4 2938-162 2 2938481 - 2 2938480 19'I1 PLATE 1 2933^76 pCEANSICE TRUSS INC. [CERTIFIED INS CLIS IN STRICT WITH UBC 2321 3 PREFABRICATED 23 AUGUST. 2006 SUPERCEDES ALL PREVIOUS LAYOUTS 23 AUGUST, 2006 IS'-O1 STUB V*\l 374' CampuTrus, Inc. Manufacturing * Engineering * Computer Systems WARNINGS: 1 Read all General Notes and Warnings before construction of trusses 2 Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 3 1x3 compression web bracing must be installed where shown + 4 All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure CompuTrus assumes no responsibility for such bracing. 5 No load should be applied to any component until after all bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component 6 CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 7. This design is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute in "Bracing Wood Trusses, HIB-9T, a copy of which will be furnished by CompuTrus upon request GENERAL NOTES, unless otherwise noted. Design to support loads as shown Design assumes the top and bottom chords to be laterally braced at 2'-0" o c and at 12'-0° o. c. respectively 3 2x4 Impact bridging or lateral bracing required where shown + + 4 Installation of truss is the responsibility of the respective contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use 6 Design assumes full bearing at all supports shown Shim or wedge if necessary. 7 Design assumes adequate drainage is provided. 8 Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center tines 9. Digits indicate size of plate in inches 10 For basic design values of the CompuTrus Plate, indicated by the prefix "C", see I C B O R R 4211 11 The CompuTrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicated 18 ga material is used. All others are 20 ga General Notes- Bracing to top and bottom chords not required, provided the chord members are braced throughout their length by continuous sheathing. RAFTER SPAN CHARTS - 1998LOAD DURATION INCREASE = 1,25 SPACING » 24 O.C.RAFTER SLOPE < 4/12 RAFTER SLOPE >» 4/1 2 C.JST20 20 20 16 16 16 108 15 20 7 14 19 528 35 40 23 30 35 15u_ u_ u. mtn c/> to — H H uiD i UJ CO •V*~lyS. ~/^ Campulrua, Inc.T Itiriufecturing • Engineenng • Computer Systems'6 -, -• -b«?Kif^.ten CN r-. y? **" CO 00 Q CO<A X CNOs?^F- b) * in *"" CO Q n&BTRA oCOr-.JrIn b) CO c? ^ ^ O « XtN bb)^N.f- I b> ID •7 f- cp O • 04 fj.O)intt>CD _t V m co CM Q CONSTX01 CO«pinbCO o CD ^in CD in CN to O D CO tt END VERTICAL MAY BE OMITTED IF TOP CHORD ISf ' ADEQUATELY SUPPORTED» f * iC-tx26FF^Ib,"*tin in m * O) n in Q STANDX74 bi*"iCO b) CR CO *7 f- cn X CO(0 * £CD:b b) °? CD CD E X S1&BTRX IVb)COT b> CO to CO J: X tt X CNCDCD9F- 00 T CO r*- <O h- X • * b>V(DbCD b N. •0 t CO r-. X CONSTX (O V // I * /Ox// UJ // V CO•p«btob CO CM UJ CO in £ X o 03 X(N ib,"*•to £ « ^ CD ** in X STANDX CN flc.1*2B 1 1| SEE CHART FOR MAX SPANS _JOIPr-r-CDt t ^ CO h- Tto ce (0 C4 X oIn*"~b>^ r- O) T r- in **" £ cc (O ooT-CN X CD9Kvr"in o» CO CO ^ ^ oetn I X bJ_^«P*"• h 0> °? •7 r-. CA KCO i CN ST-(DV9 °P CO 4_ ub F- (t CO I 5 CNatV(D*k CO T ^CO *7 N- tt(0Z oto **'jV ^ AND LUMBER GRADES,v ' . ' NOTE; CONNECTOR PLATES SIZED FOR HANDLING ONLY ANDV *" " * ' 'MAY BE REPLACED WITH EQUAL FASTENERVCOb1-inCN ^m ^r , V J^ , s a COCO (O t (MAXIMUM ALLOWABLE)DEFLECTION CRITERIA.COjrf?CN '*- in *inIn9CM CO •* O 5 T~ £» CN a tfl&BTR(0Xex •^ *VCN Q tt (O .mbbCO^~Vf CO r To ', Cs| Q CNtt (O XCN «P<NVCD9CO o a> ^ •? en ^|- fr> O O CO toX SLOPE < 4 12 =L/240 LIVE LOADSLOPE >= 4 12 =L/180 LIVE LOADIFDL >= .5LL(ALLSLOPES) = L/180 TOTAL LOADinin£C7)•«- V ^ -J! . 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