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Home My WebLink About2604 OBELISCO PL; ; CB070159; Permit2604 OBELISCO PL CBAD RHDNTL Sub Type: 215460~900 I Lot #: $100,957.00 Coristruction Type: Reference #: 0 Structure Type: 0 Bathrooms: OBENBERGER ' RES-631 SF 2ND DU, ADD 145 SF To EXIST& 419 SF DECKS Job Address: Permit Type: Parcel N6: Valuation: Occupancy Group-. ~ Dwelling Units: Bedrooms: Project Title: Xpplicant: WORTHING INC, B. A. ~SUITE #201 690 CARLSBAD VILLAdE DR CARLSBAD, CA 92008 619-729-3965 RAD 0 VN N ISSUED' 01/18/2007 RMA 10/16/2007 110/16/2007 AP T_ Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC* Plan Check* Owner: OBENBERGER FAMILY TRUST 07-23-04 P 0 BOX 130756 CAkLSBAD-CA 92013 A , City -of CO.rlsbaid I ". t, 1* 1635 Faraday.Av Carlsbad, CA 9 2009' Resiftntial ~Perm.it Perm~ it No: CB070159 Building Inspection Request.Line (7QO),602-2725 1~ '.. I . I 10-16-2007 I Building Permit i549.64 Meter Size J Add'I Building Permit Fee/ ,,$0.00 Add'I Recl. Water Con. Fee $0.00 Plan Check ~ter Fee a 357.27- Me $0.00 A -Fee -F d'I Plan Check $0'00,/,~,SDCWA ee $0.00 0 `~~off Feb $0.00 Plan Check Discoun/ $00' t~CFD--P .$ 1 . P S105540) $1 83742, Strbn Motion Fee 10,10 FF (' ~ 0 i7 . I - Park-in Lieu Fee $0-00'- PFFJ905540)~~,,/_7 $1,696.08 Park Fee $0.0 License.-Tax,(31041 q3) $0.00 I 0~ I .,;, - LFM Fee $31o.bO L'icen's-e Tax (4304193) $0.00 Bridge Fee. $0.00 Traffic Impacffee (31055V t $324.30 Other Bridge Fee $316~00 'Traffi~ Impi6t Fee (43055~41 $365.10 I I I _, ~-- $0.00 BTD #2 Fee s(~ob,,, -'S'd6walk' Fee -er- i BTb #3 Fee $0.00 ?~LIMBING TOTAL,,,~-,- A '_ I ).. J , 1 $111.00 ~0.00 ELECTRICAL; $20.00 Adal Renewal Fee R90" MECHANICA Renewalree $61.00' Other Building Fee $0,00-.' H6u g.lrn~p`a t sin m $0.00 HIMP Fee $0.. Housing InLie 'F 6 $0.00 Pot. Water Con. Fee $0.00 Housing- Ciredit Fee $0.00 'ter Drainage Fee Meter Size $0.00 Add'I Pot. Water Con. Fee, $0.00 S6~6111- ~6V ~11 'Recl. Water Con. Fee -$0.00 gdi~itional Fees $0.00 $5,960.51 ToTAC-PERMIT-FE-Ii ta 'rP . Total Fees: i5,960.51 -To aynnents To Darte: $5:960-.'51 Balahce Due: $0.06 BU11 DING PLANS A ATT7 A'.GlIED R A FINA Inspector: Date: Clearance:. NOTICE: Please take NOTICE that approval of your project includes the "Imposition". of Vees, dedications, reserva'tions,, of other exactions hereaft . er collectively referred to as 'fees/exactiohs." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must i 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, vbid,' 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 plan ning,.zoni ng, grading or other similar application processing or service fees'in connection with this project. NOR DOES IT APPLY to any I fe6s/exactions of which you have Previously been given a NOTICE similar to this.'or as to which the statute of limitations has Previously otherwise exoired. F P. R OFFI.CE,.U.S PERMIT APPLICATION _,R~AN, 'CARLSBAb~~guILDING-.DEPA-RTK4ENT CITY, OF Plari Ck,.-Deposit-.~~,.,: 1686 Fair'AdAyAV6.,' t 42008' Vailidatilidly-~1 Date tv V NF O-RM ~1!7 T .. _~PROJIEC_. ATION=,, ~d Addre'ss (inclu a Bldg/Sui Business Name at this,addrbss)1'Z,' J Legal- Descriptiorf- LotNo. Name./,Number No. Phase No. Til of units Asiesrol Parcel sti rodked Use'4,- Add ]t'lli SQ.'FT #of'Stoiib§ ht'bfBedroorns~ 'Description of. Work I&24-ot ~Z4/Ul R~SSAW,I~jfldlff J..Name -4 -'.Address .1 %,Tel6l~ihbrin, At Fix # l'~ EM7n7~_—AppLICJA~f# fContr`&c;tDr lbot Tor QaAtracto—t-,.' '-Name -'~-'Address .'-c1by State/Zip Telephone V X_~ PIOPERW ~i~ Name Addr9s,s City~_ S.tate,/Zip Telephone LTORA,161 (Sec.,7031.5 Business, and Professions Code: Any,City r~ a.pe~rtij,;q oRq§tru -any -Aii ty wl~ich, rpquirps- alter impril demo ish or repair ructure,,prql~~o 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 Il ',~,.[Chapter-9,,commending..with Section, 7000 of,Division 3 :of the.susiness, and Profession~'s"Co'de'i',or,'that,'he~ jis,~' - t thereir ni I exemp o ; and the, basi§,Jor,'jhi alleged ;1 a . xemption. Any violation of Section 7031.5 by any fi t f permit subjects,the'applicaht to'a civil penalty of not morethan five hundred dollars $ Vpican or a A. Name e - -., city, Address State/Zip -Telephoil IJ Cl s ate L icel ass C, Business Licirsie # icense # q~ 7g: 1&, 4-7 1- f Z- Will z -u Designer N :pity State/ZiP 'Telephone "State ll 16~26RRWMORNIKSICNO MMAS_AT1QNl Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: I have.and will maintain ~a,certificatre, 'of consent to salt-insureJor vvorke(.s',,c61mpiiinsatiol provided -by. Section 3700 of;the,.Labor..Code, for the.per4ormance. of the work for which this permit is issued. -1 hilive-and,will,maintain workers-compensationi- as reqUired,by Section 3700 -of ~the 1_6bor~, Code, 4or the performahceL;6fl the work for- which tlhis`~4ermit is - ~S-uecl. My worker's compensation insurance c d Ii b a~qier an po i9y, num or are: C -662299 26' &p~riti.n ..714.1 C Insurance ompany Poli D~t (THIS SECTIOWNEED,NO T BE, COMPLETED I F TH E PERMIT IS FOR ONE-HUNDRED DOLLARS [$100I OR LESS) 'Cl il~:_ _,,q~RTIFICATfqFE~E!~PTION: I certify that in the performance of the work for which this" pel issued,'I -shall hot ernployeny person in, any manner so as to become subject to the Workers" dol;rielisation'Liw; of Cal ornia. WARNING.-I, 'ur O'secure wo is' co coverage is unlawful.- and. shall,subject, an emiployer to criminaVpenaltlei and 'civil fine up to-one hundred'; thousand do a 00 1. In t the cost of co mpeniation, damages as provided for in Section 3706 of, the Lill ccAe,- interest, and,attorney's fees. 1.0 C RATION. til from thqAtontractor's License Law for the following reason: I hereby affirrh that I am 0.-1, "as owner of,ilh'le',proRK~ or employees with wages ast air so a compensation, will do the work and the structure is not intended or offell for sale, M (Sec.,-7044, Bui - ~6i~i~s~Licii~s6L~w.~oes~'no"t-a'pp'iy''to an;owrjer~jo`ill - rty, who builds'. or ii 06~~bij*ereofi,, and whoAoes prope 4 r' such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the buildill improvement ii;~: _,_,sold~within.one year of,complationi lhe:owner-builder will have.the burden of'proving that he did not,build or improve ior,the puirp'oil of sale).-'.'-' 1, as owner of the property, arn exclusively contracti . ng, With licensed co I intractors to construct the project (Sec. 7044~fBusiness Code7.~Jhe,,. all Profes '-4* 'Contrict-oPs _Li~ense Law dogs' 'no't"a'ppli'to,an owner of - p! op~it~_'Wfio~b6ilds'& in~pro`Ves thire--oh, a n I d colitracts for s_uWplroi wi h' it contractor(s) lice sed p.y!pyant to the Contractor!s License Law).~ I am exempt under Section Business,and Professions Code for this. reason- I-pers6nally plan to provide the major labor and rnaterials,for,construction of Ahe-P~qpose mell YES C] I C~' property improve 2'-,' -1 Wave / have no-t)'signed an ipplickion'for-a buildin perimit for the pf6i wbrk. 9 have contraic ted with the Jollowing.personlirril provide.the proposed,constr I uction (include name /.address, ph one.n6mber'/ contrktoir,~,license`nuimbed: '4~- 1 plaht-o" _~id6 Ooii~tioni -of ih abdil I S- /-ph il' pro e'W6rk but fhaviihill the following 'Oersoh to cooidinke, supervise an providi the majdr'W6-r k firiclude number / contractors license number): 5. 1 will provide some of the work, but I have contracted '(hired) the following persons to provide the work indicated (include, name1address,/. phone,nurribell type work): - PROPERTY OWNER SIGNATURE,. DATE ~ [COMP ,.I:E~TEJ~T,His~sEc=inoiC'F-6-9'fd :I~~ IS , the applicant or future building occupant required tosub mi't 'a;-. b'u-si ii plan, acutely hazardous materials registration form orris management and prt~yunuon --pro'gram-under Sections 25505, 25533 or,25534 of,tlh.e~Presley-Tanner Hazardous Substance Account Act? Y~S ? Is the applicant or future, ing~oc6uoant required to obtiaiin;'alpeirl from:ill Pollution co ii district or air qua ity management district C1 build Yn NO Is the facility,to be constructed- within 1,00Q feet.of the o6t6r,boynjall a school,site? ^,jEl.!,YEP,~ No IF ANY OF THE~ANSWERS ARE, YES, A FINAL~CERTIFICATEOF OCCUPANCY, MAY NOT~BE-ISSUED LIN ESS THE APPLICANTMASVET 00 IS;MEETING THE. 6ifQ6IAEMEll THE OFFICE &'EMERGENCY 9ERVIC t§7AND THE AIR PoLLuTiON'bONTFf& DISTRICT. 10f INOIN 't, OT NJO C I hp~eby-af irm thatthere,is a. onstructionilendinq agency for the. performance of:the worl which this,permit is-issued,(Sec. 30970) Civil Code). J LE NDER'S AD DRESS, ~~r_ERTIFICA K__ I certifi-thavi hd V~e'real epplica tioh,iand stite that the above information; is correct,and that the information oll plins'lisbcCurate., I gree to com h aw, City 6rdilhances.:'ind"Stite laws relating to building ~cbnstructioil I hereby a6th6rize,,reJpresentatives of, the CitV of"Carlsbad,t6 enter'upon the ~'bo 'a e ve'mentioned-~ property for inspection purposes. I ALSO AGREE. TO SAVE, INDEMNIFY. AND KEEP HARMLESS THE CITY OF: CARLSBAD ~ AGAINST~ ALL LIABILITIES,~ JUDGMENTS, COSTS AND1XPENSES WHICH MAY'IN-ANY'WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE'OF'THE GRANTING OF THIS,~PERMIT.- er ll deep and d e"mlioilkion ior,coristir~ciion of-stiru6tures"over n eigil OSHA._JAri permit is requireii for e'xc`6vaiiorl- 3's'stories i t j'iS.b6y I e EXPIRATI011 Every permit-issuecl~by-the building Official underthe provisions of'h a: Shall xpire i-limitaitic.in, and become Pull and voiddlillhei, building or work authorized by such permit is not commenced ith,i,n,,,180qays i the, date of~suclh permit or if the bu bandoned' ilding or work,authorized by such permit is suspended or a ~bject tooll Work ers' C .6 ail w.' '00 1. n AN at a;y fiin6~after the'work-is c _Jfo~pel A~of days.~S~a6iion '166:4.4'UniformlbuildingiCo~,ei.11 ATE APPLIC'ANT'S'iI6NAT6RE YELLOW' Applicant -PINKF~Finance--.'~, -~:~~Wll File' Inspection List Permit#: CB070159 Type: RESDNTL OBENBERGER RES-631 SF 2ND, DU, ADD 145 SF TO EXIST; ADD 39,SF EXTERI Date Inspection Item In spector Act Comments 09/30/2009 89 Final Combo PC, AP 09/30/2009 80 Final Combo RI. OM11/2009 23 Gas/f6st/Repairs PC -AIP GAS YARD LINE ON EAST SIDE 07/20/2009 39 Final Electrical PC- PA EMR - 400 A CHAN.GOUT 06/02/2009 17 Interior Lath/Drywall PC AP SHOWERS 06/02/2009 98 BMP Inspection PC PA NO DRAINAGE OFF'OF SITE 06/01/2009 17 Interior Laih/Drywall PC CA H.O. CANCELED INSPECTION 02/11/2009 18 Exterior Lath/Drywall PC AP CEILING BELOW 2ND DWELLING UNIT 01/16/2009 17 Interior Lath/brywall PC AP 01/16/2009 18, ''Exterior Lath/Drywall PC PA UPPER HALF 01/07/2009 16 Insulation PC AP NO CARD ON SITE TO SIGN 01/05/2009 14 Frame/Steel/Bolting/Weldin PC CO- SUPPORT BM @ MEDIA RM 01/05/12009 24 Rough[Topout PC AP. 61/05/2009 34 Roluglh Electric PC AP 01/05/2009 44 Rough/Ducts/Dampers. PC AP 12/30/2008 13 Shea r.Pa n.els/H D's PC AP. - 12/22/2008 11 Ftg/F6undatioln/Piers P C PA EEEV PIT FTG AC EQUIP PAD FTG 24 Rdugh[Topout PC AP 10/21/2008 23 Gas/Test/Repairs, PC PA 10/15/2008 23 Gas/Test/Repairs PC PA 10/15/2008 34 Rough Electric PC, PA 10/09/2008 21 Underground/Under Floor PC 08/14/2008 15 Roof/Reroof PC AP WILL PROVIDE HEIGHT CERTF. 07/16/2008 13 Shear Panels/HD's PC PA SHEAR @ EXIST. RES. @ 1ST FLOOR 06/09/2008 11 Ftg/Foundatio.n/Piers, PC AP FTG @ CABANA 06/05/2008 11 Ftg/Foundation/Piers PC PA FTG @ GARAGE 21 Underground/Urlder F.loor PC WC 06/03/2008 23 Gas/Test/Repairs All AP 'ON 5/28/2008 05/28/2008 21 Underground/Under Floor PC WC 05/28/2008 23 Gasffe~t/Repairs PC AP YARD GAS LINE GMR RELOCATE 05/27/2008 21 UInderground/Under Floor PC. NR GAS NOT COMPLETE 05/19/2008,11 Ftg~Foundation/Piers PC AP 05/19/2008 12 Steel/Bond Beam PC, AP 05/16/2008 12 Steel/Bond Beam PC CA PER B.A.w. 54 , Equipment/Anchorage PC- AP RELOCATE POOL EQUIP 0 1 4/122/2008 11 Ftg/Foundation/Piers PC CASSONS - SOILSREPORT ON SITE Wednesday, September 30, 2009 Page 1 of 1 City' of Carlsb~id B.IdgiAnspectionRequest.' For: '09/30/2009 Permit# CB070159 Inspector Assignment:, PC Title: OBENBERGER RES-631 SF 2ND DU, Description: ADD 145 SF TO EXIST, ADD 39 SF EXTERIOR POOL bATROOM, ADD ELEVATOR-ACCESIBLE FROM ILI-rMM1,r%M 0 0 A14f% Cl~, r%M4%1.fC% Type: RESDNTL Sub Type:' RAD Phone: job Address: 2604 OBELISCO PL Suite:' Lot: 0 Location: Inspector:' OWNER OBENBERGER FAMILY TRUST.'07-23-04 Owner: OBENBERGER FAMILY TRUST 07-23-04 Remarks: Total Time: Requested By: Entered By: CW CD Description ct, .0mments. 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical OF Comments/Notices/Holds Associated PCRs/CVs Origina IL PC r # CV061285 CLOSED H- OVERHEIGHT WALLS; CV080203'r CLOSED N-TAJ-L SCREEN ABOVE O.L. WALL; PCRO8142 ISSUED OBENBERGER RES-REVISE CABANA; MOVE GARAGE DOOR, ADD WINDOW TO AT PCR09095 ISSUED OBENBERGER:CHANGE TO I OFT WALL; Inspection History Date Description Act Insp Comments 07/31/2009 23 Gasrrest/Repairs AP PC GAS YARD LINE ON EAST SIDE -0/20/2009 39 Final -Electrical PA PC r EMR-400ACHANGOUT, 06/02/2009 17 Interior Lath/Drywall AP PC SHOWERS 06/02/2009 98 BMP Inspection PA PC NO DRAINAGE OFF OF SITE, 06)01/2009 17 Interior Lath/Drywall PC H.O. CANCELED INSPECTION 02/11/2009' 18, Exterior Lath/Drywall AP PC CEILING BELOW 2ND DWELLING UNIT ~01/16/2009 17 Interior Lath/Drywall AP PC 01/16/2009 18 Exterior Lath/Drywall PA PC UPPER HALF 01/07/2009 16 Insulation AP PC NO CARD ON SITE TO SIGN NV:w )~7~ 01/05/2009 14 Frame/Steel/BoltingANelding do PC SUPPORT BM @ MEDIA RM , (L..-08/28/2022`23:00 76072907b4' A 14"ORTHING INC PAGE 02 Michael J. Curren, .,Ucensed Land Surveyor',, 2 -3F Migsion Blvd 905 6' M Son Diego, GA ' 92108 8 5 8/48 8-078 2 Fax 858/488-2949 Augusi 24- 2008' To Whom It May.. Concern: RE: 'Lbt 666, La Costa Meadows Unit No. 4'Map 7367- (POnberger Residence at 2604 Obelisim Place), On A66ust 19, 2008, 1 performed a height deterininatidw6f the structure being constructed on the site mentioned above. The survey,height measurement was found to be 28.0 feet aboviD.finish floor or 28.5-feet above natural,finish grade. This was found to be In; conformance with the approved plans dated October 16, ~007 ' Forreference, please see Plan Check Drawing CB 90159, Shoot 5 South Elevation (296")., Should-yoy need additional.inkrmatio'n'about this hoight determination, I may be -reachoi~ by phone at (858) 488-0782 or by fax to (858) 488-!2949. Very truly yours, .0 Michael J. Cu Lice" Lek fv6yorl, No. 3168 AN u EsGil Corporation In Tartnership with Governmentfor Building Sqfet~ DATE: September 18, 2007. ICANT U JURISDICTION: City of Carlsbad Q -PLAN REVIEWER C3 FILE PLAN CHECK NO.: CB070159'-.. SET: II PROJECT ADDRESS: 2604 Obelisco Pl. PROJECT NAME: Addition for the Obenberger The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. E~ The plans transmitted herewith will substantially comply with the jurisdictioh's'building codes when minor *d eficiendies identified below are resolved and checked: by building department staff. F-1 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted'for a complete recheck.. - Rf 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 appjicant' 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. Esgil Corporation staff did advise the applicant that the 'plan check has been completed.. Person contacted: Telephone #: Datecontacted: UA(b; Fax #:. Mail Tele ~n Fax In Person REMARKS: P2 designer will provide%a letter from the soils engineer stating the foundation, plans in conpliance with his recommendations'. Designer to slig'.n the CF-1 R Form. BY: Steve Sanders Enclosures: V14, Esgil Corporation h'8/07 El GA.* [I MB F-1 Ei F-1 Oc 9/ trnsmtl.dot 9320 Chesapeake Drive, Suite ~08 San Diegb, California 92123 '(858) 560-1468 Fax (858) 560-1576 EsGil Corporation In (Partnership with Governmentfor Buifding Safety DATE:, January. 29, 2007 aE3 MICA1 T JURIS. JURISDICTION: City of'Carlsbad' Q PLAN REVIEVkIR Q FILE "PLAN CHECK NO.:. C9070159 'SET: I PROJECT ADDRESS: .!W,4 Obelisco P1. OROJECT NAME: Addition for the Obenberger FT The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. EJ The plans transmitted herewith will substantially comply with the jurisdiction's building codes, when minor deficiencies identified below are resolved and chedked by buildin'g department staff. F] The plans transmitted herewith have significant deficiencies identified'on t,he enclosed check list and should be corrected. aInd resubinitted for a complete recheck. Z The check I ist transmitted herewith is for your information. The plans a re being held at Esgil~ Corporation until corrected~plans are submitted for recheck. F] The applicant's "copy of the check list is enclosed for the jurisdiction to forward. to the applicant contact person. 171' The applicant's copy of the check list has been sent to: V 1-1 Brooks Worthi.ng P.O. Box 1041 Carlsbad, CA, 92018 !F] Esgil Corporatio- n staff did not.advise th.e. applicant,that the plan check has been completed. Esgil Corporation staff did advise the.applicant that , ihe plan check has been completed. Person contacted: Brooks Worthing, Telephone #: (760) 729-3965 Date contacted 51 ~(bydm) Fax #: (760) 729-0784 Mail Telephone Fax V/1n Pe'rson REMARKS:, By: Steve Sanders Enclosures: Esgil Corporation El GA El IVIB, -[I ~J El -PC. 1/23/07 tmrnil.dot 9320 Chesapeake Drive, Suite 208 San Diego, Callifomia 92123 ~t (858) 560-1468 Fax (858) 560-1576 City of Carlsbad CB070159 January. 29, 2007 P LAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES 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 regplating,energy conservation, noise atten6ati6n and'access for the disabled. This plan, review is based on Fegulations enforced by the Building Department. You may. have other corrections based on laws and ordinance by the Planning Depa.rtment, Engineering Department, Fire Department or other departments. Clearance from those'departments may be required prior to the issuance of a building permit. Present Calif6rnia law mandates tl~at 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 followin g items lis ted 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, 1.997,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) wherci 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. City. of Carlsbad7CB070159 January 29;, 2007 Please make all corrections, as requested in thecorrection list. Submit thre e hew com plete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processina. corrected sets can be submitted in,orie oftwo ways: Deliverall corrected sets of plans and calculations/reports directly to t he City 6f 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. Bring one corrected set of plans.and calculations/reports to EsGil Corporation, 9320 Chesal5eake Drive, Suite. 208, San Diego, CA- 92123, (858) 560-1468. Deliver all remainirfg sets of plan's and calculations/rep6rts directly to , the City of., Carlsbaa Building Department for touting to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will notbe re~iew'ed by the City Planning, Engineering and, Fire Departments until review by. EsGil Cd~poration is complete., 1 . All sheets of plans must be signed by the person responsible for their. preparation. (California, Business and Professions Code). 2. Plans deviating from conventional wood frame construction shall have the structural poftions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations.. (California Business and Professions Code). -Structural calculations ~are r6quiredior1his~ project.,.,,, 3., Clearly dimension building setbacks from all adjacent buildings and. structures on the site plan.- Section Please show the location and distance from .1063.3. 4 the dwelling to the pool. Are theproposed steel, columns imposing a surcharge on the pool? 4. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. REQUIRED SPECIAL INSPECTIONS, 'In,addition,to the regular inspections, the following checked it6ms will also require 'Special Inspection in,accordance with Sec.~ 1701 of the Uniform Building Code. ]TEM REQUIRED? REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION I'NSPECTION YES-. EXPANSION/EPbXY ANCHORS YES 5., - is required the zirdhitect or engineer of record* shall Whbn,special inspection- prepare,an irispection program which shall be ~ubmitted,to the build i ng'officia I f6r ap'proval p_qflor' to iss"uance of the bdilding'peirmit. Please review Section . 1 Q6.3.5. Please complete the attached form. Cit of Carlsbad CB070 159 January 29,2007, Walls'and floors s -ho Jr fi~e, resistive 6 epar tin o e u 4 ~a g units in,a duplex shall.be' * f on' construction. -Provide details of the assemblies. Section 310.2.2 Guardrails (Section , 509.1): Shall have. a* height-of 36". ? Shall be"detailed showing adequ'aidy of 'connections, to resist the h~brizo`,ntal force prescribed 'in,Table 16-B.',' Provide a,Copy of the, project soil,re.0ort prepare&by a California, licensed,.,- ~r'chitect or'6ivil engineer. The repori,shall'Anclude foundation design recommendations. based on'the engineers findings and shalilcom ply with UBC Seciion' 1804..' -in Seismip,Zone 4, each site shall be assid'ed.a,near-source factor. Identify this gn. value'in the soilsjeport,and on the'~Ians.'- Section 1629.4-.2. igate the l5otential for sei8mically induced soil li~uefaction -andsoil Invest instability in Seismic Zones 3 and 4. This does not apply to detached. sinale-, story dwellings.,, Section 1804.5 "~the soils classification, whether or hot thes6il'is expan' e n ' 1.1t. N6ti 'on the pla sive and % n t ''66 all6w~ble bearing Va'lu' Sedtiorf106.3.3.' o e e. -12. "Af the soils engineer recommends that he/she review,the foundation excavations. Note on the foundation plan,that "Prior tothe contr6ctor reouesting a7buildin*'g'; Department foundation inspectionthe soils,engineer shall advise the, building~ -official in writing,!hat The building pad Was prepared in acc6rdance with.the soils report,," -n e The.utility ~reinches have been properly backfilled'and,coi pact d, and The foundation excavatioh's, the soils*expansive chiii-acteristics and bearing capacit onfor' to the soils report." Xc M. 13. Provide a letter fromthe soils engineer confirming that the. f6undation plan, grading plan and 8pecificationg have been reviewed and,that'it,has' been determined that the - re'com mend atio.ns in the soils report, ate,properly e i to'th 'o' d;b incorporated, n e-c n9truction docurnents (whenroquirk y the soil ri port)., City, of Carlsbad CB070159 -January 29, 200.7 14. Show or note fire stops at the following locations per. Section- 708.2. 1: :a) In"Concealed space&of stud walls and~oartitions, including furred spaces, at the ceiling and floor levels and at 10, foot intervals both vertical and, horizontal; At all interconnections between concealed vertical and horizontal spaces such as occur at soffits,~ drop ceilings and cove,ceilihgs;, I n'concealed spaces between stair stringers at the top and bottom 6 f the run and between studs along and inline, with the run of stairs if the walls under the stairs are unfinished; I n openings around, vents, pipes, ducts, chimneys, fireplace's*and similar. opepings which afford a passage for,fire at ceiling and floor levels, with n noncombustible materials. At openings.between attic,space.s and chimney chases for factory-built chimneys., 15. In duplexes, draft stops shall be'provided in floor-ceiling assemblies and aftics in line with.walls separating uhitsand separating units from common areas. Section 708.1.1.1.2. 16. Detail all post-to-beam.and pbst-to-footing connections and reference,the detail to the. plah-. Section 23,14. The plans -show the post to beam connection as qd -"E~PC". The 2 flo6 r framing, plan show's the columns as wood 6x6. Detail B/4 9,0e.cifies steel posts at thesie locations,. jHow will an EPC connect to a. steel post? Please., clarify. 17. Provide calculations for main vertical and horizontal framing,merribers and footings.: Section 106.3.3.-, 18.: -Provide calculations.1for lateral loads, shear panels,shbar transfer and related'. Section 106.3.3. ~19. Hips.shall be at least one size larger than supported rafters. Section 23,20.12.3. Please.show all shear walls extending to the. roof s'heathirfg."' Specify on the plans',th6 following information 'for the fireplace(s), per Section 106.3.3: a Manuf ct rer's name. a u b) Model name/n'umber. ICBO approval, number, or q al: e u Show height of chimney above roof per I.C.B.O.,ap'roval or UBC Table p Note on the plans that approved spark arrestors shall be installed on all chimneys-,-, UBG, Section 3102.3.8. City of Carlsbad CB070159 January 29, 2007 22. Show on the plan the amperage of the electrical service, the location of the service'panel and the location of any su,b-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. Over current nd devices shall be accessible to the occupants of a dwelling. If the 2 dwelling- unit's circuit breakers ate located in the building service'this d meets this requirenient however if any branch cii~cuitsserving the 2n dwelling originate in a sub-panel located'in the main dwe.111ing this would be prohibited. 23. Show on the plans how combustion air for fuel burning water heaters will be provided in accordance with UPC S.e6tion 50~ and Table 5-1. 241. Show details of duplex common (party) walls and floor/ceiling 6ssemblies to achieve a Sound Transmission Class (STC) rating in Walls.of 50 decibels and an Impact'insulation Class (11C) ~ating on floor/ceiling of 50 decibels. 'Title 24., 25. Show how penetrations of assemblies for piping, electrical devices, recessed cabinets, bathtubs, soffits, or heating ~entilating, or exhaust ducts *shall,be sealed, lined,,or insulated to maintain require4d sound transmission rating. Title. - 24. 26. Using "Package D" foot the T-m24 Energy Calculations the maximum allowable area on West'facing walls is 5%. The windows shown on the plan exceed 5%., A State approved computer program may analyze this structure and find the proposed glazingjo be in compliance with State requirements. To speed up the review process, note on this list (or, a copy) where each correction itembas 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 describethern and where they are located in the plans. Have changes been made to the..plans not resulting from, this correctioii list? Please indicate: Yes Q No L3 The,. jurisdiction h6s 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 Steve Sa'nd-ers at Esgil -Corporation. Thank you. bity of Carlsbad CB070159, Januar -2007 y 29, VALUATION AND PLAN CHECK FEE -JURISDICTION:. City of Carlsbad PLAN CHECK- NO.: CB070159 PREPARED BY: Stevie~Sand,-ers DATE: January 29, 2007 *1 4t BUILDING ADDRESS:, 2604 Pbelisco Pl. BU ILDING OCCUPANCY:. R-3 TYPE OF CONST R,UCTION: VN BUILDING PORTION, AREA Sq. Ft.) Valuation Multiplier Reg., Mod'. VALUE 2nd Dwelling 121.94 76,944 Addition 145 121.94: 17,681 Deck- 419 14.41, 6,038 Air Conditioning: Fire Sprinklers TOTAL VALUE 100;663 Jurisdiction Code Icb, 113y,0-rdinance -$549."4 Bldg. Permit Fee by,Ordinance ~3 Plan Check Fee by Ordinance Type- of Review: Coniplete Re%iiiew E] Structural Only F! Repetitive, Fee El' Other Repea.ts Hourly Hour Esgill Plan Reviiew,Fee $307. Comrhents: Sheet 1 of 1 macvalue.doc 7 41 A VL of. Carlsbad BUILDING PLANCHECK CHECKLIST DATE: - c~_16017 PLANCHECK NO. BUILDING ADDR-ESS: tsco PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: aloe- q(00 _06/ EST VALUE: ENGINEERING DEPARTMENT _CB 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 in suspension of permit to build. DENIAL Please 'see th ttached report of deficiencies marked with . - Make necessary corrections to plans or sped ti ns for compliance with applicable codes and sta dards. Submit corrected plans and/or specifications to this office for review. Date: A Right-of-Way permit is required prior to construction of the following improvements: Date: Date: Y 'FOR:OFFICIAL USE~-ONLY L,-lr RING AUTHORIZATION TO ISSUE BUILDING PERMIT: N~~!NEE .6. s ~0000,-,.:: .. . . ... Date: El Dedication Application El Dedication Checklist El Improvement Application Improvement Checklist Future Improvement Agreement El Grading Permit Application El Grading Submittal Checklist El Right-of-Way Permit Application E NGINEERING DEPT. CONTACT PERSON Name:, JOANNE JUCHNJEWICZ City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008. Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: f-1 Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet El Sewer Fee Information Sheet FASUILDTtP WrOK CKL FORM araBay Xvenue' e Carlsbad, CA 9200817314 -.(760) 602-2720 FAX (760) 602-tvay BUILDINGPLANCHECK CHECKLIST -7 Tj S SITE PLAN' -1 ST N D 3 RD 4 -1 F~ 1. Provide a fully dimensioned site plan drawn'io scale'.. Sh bw- I F % North Arrow F. Rig ht-of-:Way- Width, &'Adjaceht Streets Existing & Proposed Structures, G. Driveway widths C.. Existing Street Improvements . H. Existing o'r,propose sewer,lateral roperty Lines 1. Existing or proposed w'ater's6rvice. Easements"' J Existing or proposed irrigation service. 4 S on. site plan: Drainage Patterns Building pad sUrface drairiage_m,ust.maihia'in a minimum slope of,ohe -percent towards an adjoini ng street or an approved drainage. course. 2. ADD THE FOLLOWING -NOTE:. "Fin'ish'grade Will provide a minimum 'positive: drainage of 2% to swale 5' away from building..": (_E~)Exisiing &'Proposed Slopes and Topography —5tr- 0%-'.4 ~$ize, type, location, alignment of existing or proposed sewer an Water service (s) that serves the project. .Each unit requires a separate se*rvic6, however, second A dwelling units and. apartment complexes are an exception.. D.' Sewer and Water laterals should not be located within proposed driveways- per-~ standards. - Include on title sheet: Site address,. Assessor's Parcel Number Legal Description ; For commercial/industrial - -.buildings ..and tenant:* improvement projects~, iriclude: total building square footage with the' square- footage for.e'ach different use, existing' sewer permits showing square footage of different uses (manufacturing, warehouse, office,- etc.) previously approved. EXISTING PERMIT NUMBER. DESCRIPTION - Ce 7 ' D' . , / sT ,' 2 E 4 3 A RWILDING PLANCHECK CKLST FORMA= A Rev. 7/14/00 2 5 BUILDING.PLANCHECK CHECKLIST ST ND ID 3 DISCRETIONARY APPROVAL COMPLIANCE E:1 EJ 4a. Project d . oes not- comply,with the foll owi rig-EngineeringConditions of approval for Project No. El 4b. All conditions are in coffip!iance., zate: DEDICATION REQUIREMENT S. 5. De;dication for all'street R ights-of-Way adjacent -to the building site and any storm drain or utility easements on the building:site is required for all new buildings' and a s for remodels with a value:'at or exceeding $ 17,000 pursuant to C Municipal Code-Section 18.40.030. 'Dedi cation required as follows:, -dication required. Please have a registe* red 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, e'aseme.nt 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 iterns and fees -to-the e Engineering Department in p~erson, Applications will not be. accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS F-1 6a. All needed public improvements upon and adjacent to the. building.site must be tructed at time. of-building constructioh -whenever: the -value of - the cons construction. exceeds $ 82,000 pursuant.to Carlsbad Munibi al Code Section .1 8.40.040. Public improvements required as'follow,s: Attached please find an application -form and submittal checklist for the" public improvement requirements. A registered Civil Engineer must - prepare\ the appropriate improvement plahs'and submit them together with the requirements o .*the,attached checklist to D' n , the Engineering epartment through a separate'plan check process. The completed application forrn and the' requirements on the , ~1 . BUILD ING PLANCHECK CKLST FORM.doc Rev. 7114/00 BUILDING -PLANCHECK CHECKLIST ST ND RD 1 2 3 EJ EJ El E EJ El El El Ej 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. Im provement Plans signed by: Date: 6b.. Construction of the: public improvements may be deferred' . pursuant to . Carls . bad Municipal Code Section, 18.40. Please submit a recent 'property title report or current grant deed on the property and processing fee' of - - $410 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 requir , ed as follows: 6c..Encl.osed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department. Neighborhood Impriovement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or'defective improvements found ad*acent to buildinq site must be repaired to the satisfaction of the City Inspector prior to occupanc GRADING PERMIT REQUIREMENTS The conditions that. invoke the need for a grading permit are found Jn Section 15.16.010 of the Municipal Code. 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 pians... 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 ln~pector sign off by: Date: D F~ T~ 7c. Graded Pad Certification required. (Note: Pad certification. may be required even ifa grading.permit is not required.) FABUILDING PLANCHECK CKLST FORMA= Rw. 7114100 4. BUILDING PLANCHECK CHECKLIST-'. 1 ST, ND RD 2 3 FT El El 7d No Grading Permit required., - E] 7e. If grading is not required,- write '.'No Grading" on plot plan. MISCELLANEOUS PERMITS 0 El El 8.' A RIGHT-OF-WAY PERMIT is'required to,, do work in City, Right-~of-Way and/or Y priva.te,work adjacent.to *the public Right-of-Way. Types of work include, but are not limited to: -street. improvements; tree trimming, driveway construction, ty'ing into public storm, drain, sewer and water, utilities: Right-*of-Way permit required for: '' 1 9. INDUSTRIAL WASTE PERMIT If your facility. it located in the City o I f . 'C arlsbad sewer service area; you need. to the Carlsbad Municipal Water District, located at 5950 El Camino. Real,.Carlsbad, ' CA 92008.' ' District personnel can. provide foris -and assistance, and will check to see if your business e9terprise is on the EWA Exempt List. You, may'telephone (760) 438-2722, extension 7153, for assistance. Iridustrial Waste permit accepted by:. Date: Ej 10. NPDES PERMIT Complies with'the City's of the 'National Pollutant .Dis' ha c ~ge Elimination , System (NPDES)',,permit. The applicant shall provide best management practices to reduce surface pollutants to an acc ' eptable level prior,to, discharge to sensitive. ..areas. Plans for such improvements. shall be approved by the City ngind&r prior to issuance of grading 6 r building permit, -whichever occ t. El El, 11.; =red.fees are' attached 0 No fees required WATER METER REVIE 1.2a..'.Domestic' (potable) Use .0 'Ensu r& 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,ac'curately bill the owner fot the water used. All single family dwelling units"received "standard" 1 ".service with 5/8" service. F:~UILDING PLANCHECK CKLST ~ORM.doc Rev. 7/14/00 5 BUILDINP PLANCHECK CHECKLIST 1 ST ~ND RD- 3 If owher/developer, proposes 6 size other than the "standard"' then' owner/developer . must provide Oota.ble watee--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. O.nce ,the gpm is' provided, check -* against the "meter. sizing schedule" to verify the anticipated meter size for the uinit.', Maximum service and meter size is a.27 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 provideffie. anticipated demand. . (manifolds are considered on, case- by case basis. to limit multiple trenching into the street). .1 2 b.' Irrigation Use (where recycle ' d-water is not available) All irrigation meters must be sized -via irrigation calculations' (i,n gpm). prior to approval.. the'develloper must provide these calculations. Please follow these guidelines: If the project is a newer development (newer than 1998): 6he k the recent. improvement plans and observe if the new irrigation', service. is reflected.,on the impro~ement sheets. If so, at the W-ater 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~' servicearid',: F ....... ...... . .. ......... ... 1. meter, ~esti mat6d 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 4 must -provide irrigation calculations for estimated worst-case Typically, Lar irrigation demand (largest zone with the farthest reach). ry, Black has already, reviewed this if landscape plans.h6ve been prepared, but the. applicant must provide the ,calculations to you for.your use. Once. you have r - eiv d a good example of irrigation calculatigris, keep a s6t for ec e 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 Tota I'Spri n kler. 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/projedt. are to, be, irrigated via'separat e irrigation meters (unl~ss the'pfoject is only SFDwith no HOA). As long as the,project is located within the City recycled water RWIDIN6 PLANCHiCK CKLST FORMA= Rev. 7114/00 6.1 BUILDING- PLANCHECK CHECKLISt ST~ ND - ~RD .1 -.2 service boundary,. the City inte.ndt, on -switching these irrigation se.rvices/meters to a new recycled water, line -in. the future. E], EJ [:1 12c.' Irrigation Use (where recycled w'citerlsi a4l'able) 1.- Recycled water 6eters are sized the same as the irrigation. meter above. 2 . if 6 project fronts -a, street: with recycled, water, then they should " be connecting to this,linq to irrigate, glo"pes Within the ,de'velopment. For'. subdivisions, this. should have been identified, -arid implemented on the the ~improvement plans. Installing recycled water is a benefit for. applicant since they ard dxempt from pa~ing the San Diego County Water Capacity f6es. . However,, if theyfront astreet'which the recycled water ii there, but it hot live'(sometimes they are.charged with'potable water until recycI60 'water is. available), - then* the. applicant must pay'the Sani-biego" -Water Capacity. Charge., If within three years, the rec cled.water line is Y charged- with. recycled waidi'by'-CIMMD, then the 'applicant dan apply for a refund to -the San Diego Water Authority (SDCWA) for a refu'nd. However, let the applicant know -that we cannot -guarantee. therefund*,. - and they must'deal with. th& SDCWA for this. .13. -Additional Co' El El f mments: ............ M_ FABUILDING PLANCHECK CrLST FORMADC I Rev. 7/14MD' 7 ENGINEERING DEPARTMENT FEt.'CALCULATION WORKSHEET c3 ro' I ~,timate based on unconfirmed information f mapplicant. C. alculation based on building plancheck plan submittal. Address: i"T C-0 Bld P rmit No.' CZo70115cz Prepared by: Date: QY-5-1-62 ~Z~Date: EQU CALCULATIONS: List types and square footages,for all uses., DU's: Ty0es of,Use: Sq. Ft./Units: E Cou Types of Use: Sq. Ft./Units: EDU's: ADT CALCULATIONS: List types and square footagei fdr all uses. Ty~es, of Use: c~-Q Sq. Ft./Units: ADT's: Types of Use:-- Sq. Ft./Units: ADT's: FEErS RE'QUIRED: WITHIN CFD: 0 YES (no bridge & thoroughfarie fee in District #1, reduced Traffic Impact Fee)% ~O ARK-IN-LIEU FEE PARK AREA & #: 2. < FE FEE/UNIT:. ~X NO. UNITS: TRAFFIC IMPACT FEE 69 6" ~6 F6, ADTs/UNIT x FEE/A S: DT. azz I6= DIST. #2 /3. BRIDGE ANb,THOROUG'HFARE FEE (D I S T. # 1 _iZ_ DIST. #3 ADT's[UNIT S:, X ' FEFJAf)t':' 3 F8 /4FACILITIES MANAGEMENT FEE ZONE: 0 UNIT/SQ.FT. X FEE/SQ. FTJUNIT: .5. SEWER FEE. tbus: X.' FEE/EDU: =$ BENE FIT AREA: 'tbusf x FEE/EDU: SEWER LATERAL ($2,500). P, AX, ft7. DRAINAGE FEES PLDA HIGH -/LOW ACRES: 'X' FEE/AC:' 8. POTABLE WA"TER FEES, UNITS CODE CONNECTION FEE, METER FEE _,SDCWA FEE SDCWA FEE 1 of 2 FAFiE CALCULAT10t4 WORKSHEET.doc Rev. 7/14/00 PLANNING D E PARTMENT BUILDING-PLAN CHECK REVIEW CHECKLIST 0- I Plan Check No. CB Q Address'2J0Qk/ PJ 0' Q Planner Chris Sexton q (00 Phone (760) 602-4624 APN: 43LI 4 S CLOA acuft Type oWo I t se. ,~ec mi PO FL—Faci[lities ity: I - 0 Project Dens DU/AC Zoning. %-t rn e m Management Zone: (12 V1 CFD (in/out) #_Date of participation: Remaining net dev acres: (For noin-residential development: Type of land used created by this Circle One permit: ti t Q U C A 0. a. 0 r- a Legend: Item Complete [I Itern,11n6omplete - Needs your action F-1 F-1 Environmentaf Review Required: ~Y,ES NO X TYPE 'N. DATE OF COMPLETION: 't 44 Compliance with conditions of approval? Ifinot, state conditions which require action. Conditions of Approval: EJ f-1 Discretionary Action Required: YES NQ;~_ TYPE APPROVAURESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with, conditions or approval? If not, state conditions which require action. Conditions of Approval: M M Coastal Zone As'sessment/Complianc Ile Project site located in Coastal Zone? YES_ NOX, CA Coastal Commission Authority? YES~.NO If California C66stal Commission Authority: Contact them at.— 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): 4 Tk J El 'HabitAt'M~"nage'm'~e'~nt'Plan `-- - - %/. ;~- , . ~. - k 4) ~1 pI6ted7.;YE S NOieS'l D6ta-Entry Com' If property, has, Habi it'Jype~ identified,tin TibIe,,,f,,1 ~,H M P 1 Pe rm it ~a ppl ication, a n d t ~9%H cbmpl6te 'asgeis fe*e~'46. ~6rr.~ifi.plus .. 4 Z * V" t ,(A/P/Ds, Activity,M6in enance, enter CB#, tool ar,, creens, HMP, Fees, 8~t6r-96res of,ka6i6tifype t b"i 'S'- 7 ted/takinj~Lll`~DAT'E'11) ~A pac t14 F J~ I W, Inclusionary Housing Fee requir6d: YES N I >-( X. ~Effective.,date,,of linclusionainy Housing, Ordinance -,,.May,21, 1993.).,. Data Entry Completed? YES' - NO (A/P/Dsi Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct H o u s i n g Y / N , Ente~ li~e,'&DATE!) ,H:~ADMINkCOUNTER\BldgPinchkRevChkl~t Rev 3/06 El d-A Ado 0 )95. El, El tDO 0 Site Plan: ik Provide a fully dimensional site plan drawn to scale. how!- North arrow,- property, lines; easements, and proposed structures, streets, existing, '6treet.improvements, rig ht-of-way-, Width,, dimensionak. Setbacks and exiMing top.ogf~iphical~'liheg~i(incl"udi~'g al(side'and re'ar' yard si6l3es). Provide legal description of property and assessors parcel number'.'~'.11* Policy 44 — Neighborhood Architectural Desig n Guidelin . es, ",pt ApplicalAity: YES N 0 Project complies YES NO Zoning: 1 . Setbacks: Front: Required cQ,1 Interior Side: Required 10' Shown Street Side: Required IDI --="Sh6w'~n-_,` Rear: Required 1@5 ! --7 - " - Top of slope: Required 'Shown 2. Accessory structure setbacks: Front: Required Shown Required Interior Side: Shown Street Side: Required Sh6wn Rear: Required /0'- ShOW6 Structure separation: Required Showb',`,go~*"~..'_ - Lot Coverage: Required 4 44079 shown,-4 440 6 77. Height: Required ?)(I S w Parking: Spaces Required Shown (breakdown by uses for commercial,and industrial 'bro"ie"cts required) Residential Guest Spaces Required 'Shown A Additional Comments Flyt W JA 4w, 71WAT EMW1111F IMF, -o A 11TINFITT". JAW& 11 piled WEIR ATWMI _;r46 ~.f_ OKITO ISSUE AND ENTERED APPROVAL INTO COMPUTER DX T' /0--'3 H:\ADMIN\COUNTER\BldgPInchkRevChkist r_~ev.3/06 07, OF CARLSBAE~ - AFFIDAVIT OF COMPLIANCE CIT UN FOR A*SECOND DWELLING TIT Instructions to Propelly Owner (Affiant):~ Please type or print co n all -blank'spaces in Section I. Please read inplete and accurate answers~ i carefully, particularly Section II. Please read, sig~n a fid date 'Section III -indicating that you understand, and agree 11~th th6'condition's of compliance. SECTION I - INFORMATION Property owner(s): A- tn nL-zo 11- Name(s) 0. L;21 Property Address: Streetjddrgss., City State Zip Code Assessor Parcel No. .2 f h&*A0" 21 Subdivision: r ParM No. Nanie LotlBlock Project Number: SECTION Il'- CONDITIONS FOR COMPLIANCE PLEASE READ CAREFULLY -A second dwelling . unit-is an attached or detached dwelling unit which is locatedon~the same lot'is' 'istinj owner-occupied single-family detach d dwelling un"it and is: an ex y with provisions~. tiiin th6 facility for a.. Suitable f6i use ~s a 6omplete-AMfig,,facilit wi cooking, eating, sanitation and sleeping;, b. Occupied by one or more,persons; and C. Subordinate to the main dwelling unit. The Property Owner(s) listed above hereby. certifies ' that he/she owns the above referenced. property, 'as of the date oi this affida'vit, and"to'his/her belief and knowledge, there are no conditions, Ovendfits or restrictions'on the property prohibiting a second dwelling unit apartment. The Pro erty Owner(s) agrees to the following te~ms and conditions: p FRM0006 6/03 PAGE OF 2' -a. The' property and residence, referenced above- must not contain a second. residential dwelling unit unless it is in compliance with the'second dwelling unit provisions of the Zoning Ordinance of the City of Carlsbad. b.. The Property Owner(s) shall reside in either the main'dwelling unit or second dwelliiig unit described above, now, and -for the life of this agreement, unless a lessee leases both the main dwelling,unit and the second dwelling,unit. C. The Second Dwelling, Unit may only be. rented. and shall not be sold separately from the main dwelling unit, unless the lot on which such units are located is subdivided.. The Property Owner(s). agree to rent the Second Dwelling Unit' at a monthly rental rate which shall not exceed an amount equal to 30% of the gross monthly income of a low— income household, adjusted for household size, at 80%-of the San Diego County median income. A copy, of 'this agreement and Affidavit must. be given by the Property Owner(s) to, prospective purchasers of the property,, prior to entering into a sales contract for said property. SECTION III - AFFIRMATION AND AGREEMENT I HEREBY DECLARE AND AFFIRM, under penalty of perjury, that all matters and facts set forth in this agreement are true and correct to the best of my knowledgej information and belief, and that I (we). understand,- accept and- will abide by the regulations, requirements,',and standards, governing the Second' Dwelling Unit.~ OR 7 BY: 4 0 Property Owner Date BY: )C— Property Owner Date Owner's Telephone Number( r740) 4poa-taa, Home Office FRM0006 .6/03 PAGE 2 OF 2~ C7 -4 No cl, CALCULATIONS FOR-' ER RESIDENCE -TWO-STORY ADDITIO PROJ*' 07001 07/14/07--. 4e E.n,g i n',e e g - c o-, n s U~fti n g _7; B u ilding Weights, Obenberger Residem Roof .5:12 Slope Concrete Tile ... .................................................. ................. .10 psf x 1_~.bK 10:8 Osf* 1/27 plywood ..................... ............ ..................................... 1.5 Osf x 1.083 1.6 psf Trusses @ 24" o.c. ...................................... 3.0 Psf Insulation .............................................. ............ psf,, Ceiling (1/2" gyp.) ....... 2.5'psf Misc.. .... ........................... 1.5 psf Total'DIL = 20.0, pst ILL " 16.0 psf (5:12) F ioor Flooring ................ " 4.0 psf 3/4" plywood ................................................... ................. .................... 2.5 psf Floorjoists (2x @ 16" ........ ... ............ ...... 3.1 psf Ceiling,, (1/2",gyp.)*.-....;.....~-..,.... 2.5 psf Misc. ......................... .................... ....... ............. ...... .0.9 Osf -Total DL 3. 0 ps'T LL 40.0 psf Exterior Wall; Interii6rValt 7/8" 10. 0' psf 1/2" gyp . .......... ...... .............. 2.5:psf 2x4.framing 2.0 psf, .2,x4 framing ................ ....... .2.G.Osf. lnsulatidn.'.~. .... ... 0.5 psf 1/2" gyp-, ....................... 2.5 psf 1/2" gyp . ........................... 2..5. psf M it, c. ........ ................ ......... 1.Q' psf misc. ........... 1'.0 psf' Total DIL 8.0 psf Total,IDL 16.0 psf, Window and Framing. P.0 psf Lateral Forces Obenberger Residence, Seismic Forces Use UBC Simplified Procedure (Sec. 1630.2.3): ~3 0 C V -7 W C, 0.44. N, SD SOO R C,, O'.44~x 1.0 0.44 > 10 km from.T~'e B' fault per map 0-36) p 3.0 x 0.44 V W 5.5 V= 0.24W VcD= 0.24 W 1.4, 0. 171 W (Total Base Shear and Shear at Each Level),~ Wind Forces:, P= C q 70 mph, Exposure ,,C C Primary frames and systems: 0,' 15' P 1.06 x 1.3 x 12.6 psf x 1.0 17.4 Ps 15'- 20' P 1.13 x 1;3 x 12.6 psf X 1.0- 18.5 ps 20' - 25! P 1.19 x 1.3 x 12.6 psf x 1.0 19.5 psf. Roof Slope < 7:12, 0'- 15' P = 1.06 x 1.3 x 12.6 psf x .1.0 17.4 P (outward) 1 20' P = 1.13 x 1.3 x 12.6 psf x, 1.0 118.6 ps (outward) 20'- 25', P = 1.19'. x 1.31 x 12.6' psf x .1.0 '19.5 Ps (outward) Eaves 2:12 < Slope < Y:12 0! - R 1.06 x 2.6 x 12.6 psf x 1.0 34.7 p (outward) 15'.- 20' P 1.13 x 2.6 x. 12.6 psf x 1.0 37.0 Psf (outward), 20'- 25' P 1.19 x' 2.6 x 12.6 psf x 1.G 39.0 Ps (outward), V t;I 04 Ve~'w et. Apo 11 IAO 4 v St6 ri Unit Latieral Forces....~, Obenberg,dr Residence Roof Component L H Area Un'lit Weight. Total Weight Roof 0 1655 sf 20.'0 psf 33100-lbs Ext. Wall 147 ft 7.75 ft 1139 sf 16. 0 psf`~, 18200 lbs I nt Wal I ~8 ..ft 4.55 ft 355 sf 8.0 psf. 2800 lbs Total: '5410-0 1 b5 Seismic-Force 0.171 x 54100 lbs .9300 lbs, Unit Seismic Force lbs./. 1655'sf.~=[ 5.& 0 Floor Comoonent . L H:, -a, Are ,~U Total Weight mit Weight Floor 1183 sf 13.0 psf lbs 15400 be'ck 1 931 sf 20.5 psf 19160:lbs "FAWall - 2nd, 147 ft 7.75, ft'. 1130 sf 16.0 psf -.18200 lbs, 'Ext. W a I 1 '7 -1 St 11 9'ft, 4.05'ft 482 sf 16.0 psf 7700 115s: In. t -WaIll -*2nd ~-J&'ft 4.55 ft 355 sf 8.0 psf, 2800,lbs Ini" Wall - 1~t Oft 4.05 ft 0 sf §.0 psf 0 lbs~~-. Total 63200 lbs, Seismic, Force,= 0. 171 x 63200 lbs, '10800 lbs Unit Seismic Force 10800 Ib§ 1.627 sf 6.6, ps Shear Walls Obenberger Residenci Roof Force/sf trib'. Area.=',', 5.6 psf. Direction Line Length-' Heig'ht H/D Trib. F orc - e, Shear Mot Mes -UPIA ;Plywood Holdown. Area N-S C.a 1 ~.5 ft' 15.5- ft, .1.0. 555 sf 201-plif 48.2~k-ft 47.9 k-ft 0.02 k 8 A M.ST,37 K-S, C . b 18.0 ft 15.5 ft~ *0.9 645 sf 3.61 k 201, plIf 56.0:k-ft, 54.8 k-ft 0.07 k, ~WT37 N-St F 11.04 "15.5 ft 1.74 k 1.4 310-sf k: 26 -ft, 2104 pif .9 k 21.9 k-ft 0.48 k 8 MST37 A, H 11. 7'ft* ~5.5 ft 1.3 60 sf 0.90 k '158 plf 13.9 k7ft, 28.7 k7ft' none, none. W& J 11 ~O ft#' '336 sf 15.5 ft, .1.4 k 269.01f 29..2 k~ft 26.6 k~ft 0.24 k A9 MST37 Gross length, shear force is.calculated u1sing net length (gross less openings)~ Floor % F0'rce/sf trib.- Area 6.6 Osf Direction Line Length' Trib. Force Force Heig'ht -H D A rea,; Floor .-Zhear., Mot Mies, pplift Plywood~ 'Holdown 'Roof N-S B i,5.5 ft 8. T ft 0.5 436. sf 3.46 k 2.88 k 409 plf. 51.3 k-ft 13.8 k -ft 2.510 Ilk 0 PHD2 -D 15.b ft 8.1 ft 0.5 395 sf 1.81 k 2.61 k.' 294 Olf 315.8.k-ft 25.5 k-ft 0.71 k . &9" ~k 62... N-S E 12.0 ft '0.7 -sf 8.1 ft 482 3.56 k. 3.18 k 5U plIf 54 t k-ft- 17.4 k-ft -3a4 TV P-HE N-S J 23.0 ft 8.1'ft~ 0.4' 365 sf 2.42 k 2.41 k 210 pff 68.1 k-ft 170:0 k- ft none n A8 one -,z" This. is bp~ (E) walt. If (E)'wall is a: shearwall and nailing, is 6" o.c., make wall #1,1 ~er' shearwall schedule; if (E) wall nailing,is 4" o.c., make wall #13 pershearwall schedu,le; if -'th o.c., notify (E) walfnailing. is' closer an. i ,engineer for other design, Shear Wall' 06enbe e Residdbci rg r Roof Force/sf trib. Area 5-.6 psf Line ,birecti-on, Length, Height 'H/D Trib .- * ; Force Shiiar Moj M,, Ulplift, Plywood H.oldown Area ,, E -W 2.5 11.8 ft* 9.1 ft - 0.8' - 438 sf 2.45 k 363 plf, 2213 k_ff 012.8 k-ft 0.85 k, MST37 ~,W 5 - .12.0 ft 17.5 ft 1.5 548 sf 3.07 k~ 256 plf 13.2 k 3.52 k A 9 ~ST60. E-W 6 .12.0,ft '17.8 ft 1.5: 492 sf '2.76 k 230pif 48.9 k-ft 13.2 k-ft 3.10 k A8 MST48 .1-W 9 -.19.3 ft* 15.5 ft .0.8 -360 sf 2.02 k 212 pif 31.2,k-ft 51..4 k-ft no'ne A8 none G I r6ss le . ngth, shear'force is calct I ilated, using net length (gross less openings Floor Force/sf trib. Area 6.6 psf Direction Line Length Height H/D Trib. ' , , Force Force . I A. Shear m0i Mies Uplift Plywood Holdown' Area Roof Floor E7W 1 8.5 ft 8.1 ft, 1.0. 117 s'f 1.12 k 0.77 k 223 pif 15. 3 k-ft 7.1 k-ft:. Pf flZ E-W 3 -8. 5ft 8.1 ft 1.0 244 sf 1.33 k 1.61 k 346,plf, 23,8 k-ft 4.2 k-ft -2_4&V 9 -'PHD2 F4T III ETW 5 6.5 ft: 8.1 ft 1.2 3,76 sf 3.07--k 2-.48 k 854 Of ~-45'0 k~ft 7.9 k-ft 6.18 k. 2 x A HDU,1 I E41'_" 6 ft. 8.1 ft 0.5 -410 ..s,f 2.76 2.71 k 'k 342 pif 44.3 k-ft 35.6 k-ft 0.56 k 9, -A PH'D2'. E~W 8..". 5.3 ft 8.1 ft 1.-5 432 sf k '2 *k 2.0 -.85 91.4 plif . ~9.6,k-ft 11.9 k.-ft 7.78. k 2 )CA- HD.Q& r e. Job f Ds gnr:, Date: T.18PM,'.3 SEP 0?, DescripOoh::'.-- scope Rev: 580001 User: KW-0606157, Ver 5.8.0. 1-Dec-2003 General.Timber Beam;', Pagp' 1 (c)1983-2003 ENERCALC Engineering Software obenberger.ecw:Calculations Description 14' roof hip: a~[~formation Code Ref 2001, NDS,'2003 1B.C., 2003 NFPA 5000., Base all0wables'are user defined Section N~me U8, Center Span 14.14 ft- Lu 2.83 ft, Beam.Width~ 3,500 in Left Cantilever ~,t _16'' 0.00 ft. Beam DOW, 7.25b'in,l RightCantileve 2.83 ft Lu 2.83 ft, Member Typ~ Sawn' Douglas Fir - Larch Nol Bm Wt. Added4o Loads Fb'Base Allow , 900.0'psi Load Dur. Factbr~' 1150 FvAllow 180.0 psi.- Beam End Fixify Pin-Pin Fc Allow 625.0 psi Wood Density ,35.000pcf, 1,600.0 ksi pezoidal Loads #1 DL @ Leff.' 141.00,,#tft, LL @ Left . 113.00 4/ft, Start Loc- 0.000, ft,~ DL @.Right #/ft LL @ Right gift End Loc 14:140 ft #2 OL @ ~Left u '28.00 i1ft Left' 23.00 #fft :.Start Loc.*.' .14.140 ft.' DL @ Right'l 2 A-00 #/ft~, 23 0 Vft, End Loc 16.970 :LL (R Right .0 4-' SUMM afy Beam Desiqn OK Span= 14.14ft,~Right Cant~ 2.83ft, Beam Width 3.500in x- De~pth- 7.25in,.Ends are Pin-Pin 'Max,St . ress Ratio 0.961l Maximum Mom6nt 3.4 k-ft Maxim*n Shear 1.5~, f.6 k Allo-wable, :17' k-ft. Allowabler ~5.1 ~k Max. Positive Moment. 3.35, k-ft ai 5.954 ft- Shear: @ Left, 1.23 k, Max. Negative Moment -0. 14 k-ft at'. 14.140 ft @ Right.. 6.66 k Max @ Left Support 0.00 k-ft-' Camber: @ Left 0.000 in Max @ Right Support, -0.23 k-ft @ Center' 0.558 in Max. M allo ~v. I 3.72 A Right I , Reactions... ; 1. . 0:311 in fb 1,311.30'psi fV 64761 Psi L4ft DL 00 k Max. 1.23 k F4 1,455.65 psi, Fv 225.00 psi, Right DL 0.48 k Max: 0.82 k [Defielctions Center Span... Dead Load Total Load Left.CantileVer... Dead Load, To Deflection -0.372 in . -0.658 in Deflection 0.000 in 6.000 in -Location, 6.766 ft 6.766 ft Aeng 0.0 gth/Deft 1 O.Q ... Length/,Defl 456.2. 257.77 RightCaPtilev ir, Camber ( 6sing 1.5 D.L: DO Deflection 0.208 in 0.375 in @ -Center. 0.558 in, Length[Defl 327.1 80.9 @ Left 0.,000 in @ Right b.311 in J; Job # Dsgnr: Date: 9:18PM, 3 SEP 07 Description I Scope : Rev: 560004 . I User: KW-0606157, Ver 5.8.0, 1 -Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software obenberger.edw:Calculation Description Roof and ceiling beams and headers-1 Timber member information Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined... Ridge line 6-7.S Ceiling bm line 7.5 Ridi line 5-6 Ridge line 3.5-5 Ceiling bm line 3.5 Ceiling joists Beam line 3..2 Timber Section. PrIlm: 3.5xl 1.25 Prilm: 5.25A 1.25 4xIO 412 Prilm: 3.5xI 1.25 2xI 2 Prilm: 3.5x1 1.25 Beam Width in 3.500 5.250- 3.500 3.500 3.500 1.500 3.500 Beam Depth in 11.250 11.250 9.250 11.250 11.250 11.250 11.260 Le: Unbraced Length ft 2.00 19.50 2.00 2.00 11~50 1.33 11.50 Timber Grade Truss Joist - Truss Joist - Douglas Fir - Douglas Fir - Truss3olst - Douglas Fir - Tn-tss Joist - MacMillan, MacMi Larch, No.2 Larch, No.2 MacMillan, Larch, No.2 MacMillan, Fb - Basic Allow psi 2,900.0 2,900.0 900.0 900.0 2,900.0 900.0 2,900.0 Fv - Basic Allow psi 290.0 290.0 180.0 180.0. 290.0 180.0 290.0 Elastic Modulus ksi 2,000.0 2,000.0 1,600.0 1,600.0 2,000.0 1,600.0 2,00U Load Duration Factor 1.250 1.250 1.250 1.250 1.000 1.250 Member Type Manuf[Pine Manuf/Pine Sawn Sawn Manuf/Pine Sawn Manuf/Pine Repetitive Status - IN . o No No No No Repetitive No center span Data: Span, fil 16.00 19.50 11.75 15.50 11.50 19.50 11.50 Dead Load #tft 19'5.00 13.00, 180.00 115.00 13.00, 13.00. 216.00 Live Load. #/ft 156.00 27.00, 144.00 92.00 27.00 27.00 96.00 Point #1 DL lbs .2,260.00 1,369.00 2,400.00 LL lbs 1,780.00 1,095.00 @ x ft 9.750 5.750 2.250 Point#2 DL lbs 1,600.00 LL lbs @x ft 1.000 [Results Ratio 0.5075 0.6776 0.9997 0.8200 0.3788 0. 797' 6 0,5148 Mmax @ Center in-k 134.78 259.15 67.10 74.60 92.94 22.81 111.02. .@X= ft 8.00 9.75 5.87 7.75 5.75 9.75 3.82 fb : Actua[ psi 1,825.6 2,340.2 1,344.3~ 1,010A 1,258.9 721.1 1,503.7 Fb: Allowable psi 3,597.1 3,453.5 1,344.8 1,232.2 3,323.4 1,019.0 3,323.4 Bending OK Bending OK Bending OK - Bending OK Bending OK Bending OK Bending OK fv: Actual psi, 95.0 60.3 76.9 53.8 54.3 31.3 186.6 Fv: Allowable psi 362.5 362.5 225.0 225.0 362.5 180.0 362.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Itis 1,560.00 1,256.75 1,057.50 891.25 759.25 126.75 .4,633.30 LL lbs 1,248.00 1,153.25 846.00 - 713.00 702.75 263.25 552.00 Max. DL+LL lbs 2,808.00 2,410.00 1,903.50 1,604.25 1,462.00 390.00 5,185.30 @ Right End DL Itis 1,560.00 1,256.75 1,057.50 891.25 759.25 126.75 1,850.70 LL Itis 1,248.00 1,153.25 846.00 713.00 702.75 263.25 Ma)L DL+LL lbs 2,808.00 2,410.00 1,903.50 1,604.25 1,462.00 390.00 552 - 00 2,402.69 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection 0 K Deflection Center DL DO in -0.346 -0.518 -0.209 -0.225 -0.096 -0.149 -0.219 LIDefi Ratio 554.6 451.6 674.6 827.5 1,431.5 1,575.6 - 1 630.3 Center LL Deff in -0.277 -0.452 -0.167 '4180 -0.085 -0.308 -0.045 L/Defi Ratio 693.3 517.8 843.3 1,034.4 1,624.0 758.6 3,034.0 Center Total Defl in -0.623 -0.970 -0.376 ~0.405 -0.181 -0.457 4~64 Location ft 8.000 9.750 5.875 7.750 5.750 9.750 5.428, L/Defl Ratio 308.1 241.2 374.8 4597 760.8 512.1 522.3 Title: Job Dsgnr Date: ~9:1.8PM., 3SEP 07 Description S6ope Ver 5.8.0,) -Dec-2003 General Titnber Beam Page 1 ti' S CALC Engineering Software obenberger.e6w.~Calcula on 8.6 roof hi Descripti n P [Gerieral Informatio'n Code Ref: 2001 NDS,,2003 IBC, 2003 NFPX5000. Base allowables are user defined Se6tion Name 2x8 Center~ Span, 8.50 ft,. _Lu, 2.83 ft. -Beam Width 1.500 in. LeftCanblever ft, ... LUr. 0.00 ft Beam,Depth: .1.250.in, Right Cantilever 2.83 ft .,.Lu - 2.83 ft . Member Type Sawn 'a Douglas Fir - Larch, No.2'. Bm Wt. Added to Loads'. Fb Base Al 900.0,psil low -Load Our. Factor 1.256 v 180.0 psi F' Allow Bearn End Fi)* Pin-Pin Fc Allow 626.0 psi, Wood'Density, 15.000 pc.f E 1,600,0 ksii Tra'p6zoidal L oad S II DL @ Left 86.00 Vftl~ LL @ Left, 68.00 M 'start Loc_ 0.000 - ft DL @ Right #/ft! LL, @ Right.' WIT End Loc 8.500~ ft, DL@ Left 28.00'#fft* LL @ Left. 23.00 Start Lob 8.500 ft DIL @ Right. 28.00. #fft. ILL Q. Right!. 23.00 #/ft, End Loc 11'.330 ft Beam.Design OIK Span= 8.50ft, Right Cant= 2.836, Beam Width 1.500in x Depth 7.25in, Ends are.Pin-Pin~ Max StreSs Ratio - 0.478 1 . Maximum Moment 0.1 k-ft Maximum Shear 1.51 ~0.5 Allowable 1.4 k-ft Allowable .2.4 k, Max: Positive Moment: 0.68 k-ft at' 3.436 ft Shear: @ Left, 0.43 lk~ Max. Negative Moment. 4 1 ~ 1~-ft. -af ~.506 ft @ Right 0.25 k Max (g Left Support 0.00? k-ft Camber: @Left 0.000 in Max'@ Righ t Suppp'q,,,,. .,-0.21 k-ft, @ Center 0.086 in Max: M allow. 1.43.- Rig t h Reactions... 0.062 in, fb 622.29 psi fv 47.16 psi LeftDL 0.24 k Max 0.43 k' FbI 1,302.99 psi, Fv 225.00 psi-, Right DE 0.23 lk~ Max 0.41 k ED~hections Center Span... Dead Load,:, I Total Load, I I Left Cantilever... Dearl Load Total Load: Deflection -0.057 in -0.110 in I Deflection, 6.000 in 0.000 in. ....Location* 3.934 ft 4.024 ft ...Length/Def! 0.0 0.0 ...LengthfDeff 1 1 777.9-, 928.76 Right Cantilever4.. Camber ( us .1)6fl ing 1.5 *'D.L Deflection .0.041 in O~092 i n, @.Center 0.086,in :..Lengthib4.' 6.0' 1,64. 740.7 @ Left 0.000 in '@ Right. 0.062 in C Title Job # Dsgnr: Date: 9:21PM, ISEP07 Des~cription Scope UZ;r: ZW-906157, Ve, 5.8.0, 1 -Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engirieering Software Description Roof and ceiling beams and headers 2 Page 1 Timber Member information, Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. HHdr line J @ Hdr line F @ Clg Hdr line H Hdr line 9 Hdr line C Brn line A Typ,dfL-i bm bm Timber Section 44 4xl 0 4x1 0 402 Prilm: 3.504.0 6x12 2)6 Beam Width in 3.500 3.500 3.500 3.500 3.506 -5.500 1.500, Beam Depth in 7.250 9.250 9.250 11.250 14.000 .11.500 5.500 Le: Unbraced Length ft 3.33 3.33 6.33 10.33 12.00 2.00 1.00 Timber Grade Douglas Fir - Douglas Fir - Douglas Hr - Douglas Fir - Truss wst - oougl~s rir - DoLKjlas!9r - Larch, No.2 Larch, No.2 Larch, No.2 Larch, No.2' MacKillan, Larch, No.1 Larch, No.2 Fb - Basic Allow psi 900.0 900.0 900.0 900.0 2,900.0 1,350.0 900.0 Fv - Basic Allow psi 180.0 180.0 180.0 180.0 290.0 170.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 2,000.0 1,600.0 1,600.0 Load Duration Factor 1.250 1.250 1.256 1.250 1.250 1.250 1.250 Member Type Sawn Sawn Sawn Sawn Manuf/Pine Sawn Sawn Repetitive Status No . No No No No No Repetitive Ecenter Span Data Span ft 3.33 3.33 6.33 10.33 12.00 19.00 1020 Dead Load #Kt 672.00 568.00 700.00 40.00 115.00 37.00 Live Load, #/ft 32.00 92.00 32.00 Dead Load Wit 526.00 Live Load Wit Start ft End ft 6.000 Point #1 DL lbs .2,400.00 2,800.00' 5,200.00 LL lbs @ x ft 0.750 1.500. .6.000 Point #2 DL Itis 1,200.00 LL lbs @x ft 4.500 [Results Ratio 0.6767 0.5.525 0.633(Y 0.6564 0.8361'. 0.5492 0.8537 Mmax @ Center in-k 24.59 36.98 42.07 58.26 291.96 112.09 10.77 . @ x ft 0.87 1.51 3.16 5.16 6.00. 9.50- 5.10 fb : Actual psi 801.9 740.9 842.9 789.2 2,553.6 924.6 1,423.9 Fb: Allowable psi 1,454.3 1,340.9 1,331.6 .1,202.3 3,054.3 1,683.5 1,667.9 Sending OK Sending OK Bending OK Sending OK Sending OK Bending OK Sending OK fv: Actual t 152.2 95.1 78.0 59.0 167.1 42.2 58.4 Fv: Allowable p 225.0 225.0 225.0 225.0 362.5 212.5 225.0 Shear OK Shear OK -Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left Nd DL lbs 2,978.34 2,484.46 2,215.50 1,880.06 5,957.00 1,092.50 188.70 LL Itis 0.00 0.00 0.00 0.00 192.00 874.00 163.20 Max. DL+LL lbs 2,978.34 2,484.46 2,215.50 .1,880.06 6,149.06 1,966.50 351:96 @ Right End DL lbs 1,659.42 2,206.98 - 2,215.50 1,880.06 4,079.00 1,092.50 188.70 LL . Itis 0.00 0.00 0.00 0.00 192.00 874.00 163.20 Max. DL+LL lbs 1,659.42 2,206.98 2,215.50 1,880.06 4,271.00 1,966.50 351.90. Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL DO in -0.022 -0.014 -0.068 -0.140 -0.333 -0.302 -0.271 LIDO Ratio 1,828.0 2,814.5 1,109.5 883.2 432.0 754.1 452.0 Center LL DO in 0.000 0.000 0.000 0.000 -0.009 -0.242. -0.234 L/Defi Ratio 0.0 0.0 0.0 0.0 15,438.9 442.1 522.6 Center Total DO in -0.022 -0.014 -0.068 -0.140 -0.343 -0.544 -0.505 Location ft .1.558 1.625 3.165 5.165 5.856 9.500 5.100 UDefl Ratio 1,828.0 2.,814.5 1,109.5 883.2 420.3 419.0 242.4 i Title Job # Dsgn"r Date: 9:21PM, 3SEP07 Description Scope: User: KW-0606157, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description . Floor beams and joists 1 Timber Beam & Joist Page 1 ohenberger.ecw:Calculations Timber Member Information Code Ref: 2001 NDS, 2003 16C, 2003 NFPA 5000. Base allowables are user defined.. Deck joiSts Beam line 2.5 Typical floor beam FB line C:3-4 FO line A FB line 5 FB line 5.9 Timber Section Wo 6)0 Prllm: 5.25A 1.875 Prim: 7.Ox1 1.875 Him: 3.5x1 1.875 Prilm: 3.5x1 1.875 Prilm: 5.25A 1.875 Beam Width in 1.500 5.500 5.250 7.000 3.500 5.250 Beam Depth in 9.250 7.500 11.875 11.875 3 * 500 11.875 .11.875 11.875 Le: Unbraced Length ft 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Timber Grade Douglas Fir - Douglas Fir - Truss Joist - Truss Joist - Truss Joist - Truss 3(kt - Truss Joist - Larch, No.2 Larch, No.2 MacKillan, MacKillan, MacKillan, macnilan, MacKlian, Fb - Basic Allow psi 900.0 875.0 2,900.0 2,900.0 2,900.0 2,900.0 2,900.0 Fv - Basic Allow psi 180.0 170.0 290.0 . 290.0 290.0 290.0 290.0 Elastic Modulus ksi 1,600.0 1,300.0 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 Load Duration Factor 1.000 1.250 1.250 1.250 1.250 1.250 1.250 Member Type Sawn Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No N I o No No No No center span Datal Span ft 9.50 9.50 1 .00 13.00 11.50 9.50 16.OQ Dead Load #fit #1ft 27.30 1,090.00 548.00 331.00 200.00 200.00 Live Load 53.00 32.00 32.00 Dead Load #fft .450.00 Live Load #tft Start ft End ft 4.000 Point #1 DL lbs 2,000.00 7,600.00 4,200.00 1,600.00 1,900.00 LL lbs @ x ft 6.000 4.000 4.500 5.500 9.000 Point #2 DL lbs 1,900.00 2,800.00 LL lbsi @ x ft 9.000 10.000 cantilever span Span ft 1.00 Point #1 DL lbs 3,600.00 LL lbs @ x ft 1.000 Results Ratio 0.5193 0.7666 0.7888 0.6728 0.6759 0.2750 0.6516 Mmax @ Center in-k 10.87 0.00 352.07 400.77 200.49 81. 57 290.80 @ X ft 4.75 0.06 6.03 4.00 4.51 5.51 9.02 Mmax @ Cantilever in-k 0.00 -43.20 0.00 0.00 0.00 0.00 0.00 fb : Actual psi 508.2 837.8 2,853.3 2,436.0 2,437.3 991.6 2,356.8 Fb: Allowable psi 978.6 1,092.9 3,617.1 3,620.6 3,i506.2 3,606.2 3,617.1 Bending Ok Sundirig OK Besidi.ilq OK Bending CK Bending CK " ending OK Bending CK fy: Actual psi 34.6 130.9 170.5 168.9 149.4 61.3 107.1 Fv: Allowable psi 180.0 212.5 362.5 362.5 362.5 362.5 362.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions TLeft End DL lbs 129.67 -37879~ 8,161.92 10346.61 4,459.77 1,723.68 3,481.25 LL lbs 251.75 0.00 0-00 0.00 0.00 152.00 256.00 Max. DL+LL lbs 381.42 -378.95 8,161.92 10346.61 4,459.77 1,875.68 3,737.25 @ Right End DL lbs 129.67 3,978.95 8,008.07 6,177.38 3,546.73 3,676.32 4,418.75 LL lbs 251.75 0.00 0.00 0.00 0.00 152.00 256.00 Max.. DL+LL lbs 381.42 3,978.95 8,008.07 6,177.38 3,546.73 3,828.32 4,674.75 Epeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title Job Dsgnr: Date:,'9:21 PM, I SEP 07 Description Scope 'Page ~~2 Ve 5.8 .0. 1-Dec-2003 U se I L Rev (C)J :r:'KW-0606157, Timber&6aryll A Joist 983-2003 ENERCALC Engineering Software obenberger.edw:Calculations Description Floor beams and joists T Cefiter,DL 1) e4 in 403 2 0.1 0. -0.585 -0.462 -0.354 '-0.09& -0.647i UDefl Ratio '3,606.9~' .7951; 266.6 337.6. 389A 1.,188:6 296.7 Center LL Deff -O.b6l 0.000 0'.000 0.000 0.000 -0.006: -0.032 UDefi Ratio 1,857.9 ~0.0, 0.0 0 , 0 _ 0.0 1089.2 5,9621 Cent . er Total Defl" cri , -0.093 ~0.143,', . 0.585. -0.462~ .-0.364-1 -0.102 -0.679r Locatio n ft 4.750. 5.472 6.448 6.084 5.520' 4-.946 8.310 'UDefl Ratio 11,2261 7§5.7 266.6 :337.6 349A 1,118.7. 282.7 Cantilevef.DL Deff in ~0.087 Cantilever LL DO in udo Total Cint. DO in -0.08T UDefl Ratio T-il Job # Now. Date: 9:21 P Kk, 3 SEP 07 Pescriptiow: Scope:. .,V -Qec 1 -2003 Page 5.8.0.1 Beam'& Joist ,cer -Tirhb*er ALC Engineering Software obenberger.ecw.Calculations Description Floor beams and joists [Timber Memb6r Information Code Ref 2001 NDS, 2003 IBC,,2003 NFPA 5000.* Base allowables are userdefihed. FB line C:5.3-6 .,FB fine.6.5 ;Timber Section, 'dim:, 5J5A 1.875,' Rdim' 3,5x11 1.875' Beam Width in 5.250 .3.500 Beam Depth in 11.875 11.875 Le: Unbraced Length ft 1.33' 1..53. Tlmber Grad e Tniss mst - Tnljss 3olst macKilan, Macmillan, Fti 'Basic Allow, psi :2,900.0 ..2,900.0 Fv-BasicAllow_ psi 290.0 ~290.0 - El astic Modulus ksi 2,000.0 2 000.6, Load Duration Factor 1.250 j.606 Member Type Manuf/Pine Manuf[Pine Repetitive Staftis, No ~enter Span bata, Span' ft 9.00 16.00. Dead Load:,, Vft, 2,6.0.0.0~ Live Load #/ft 85.00, Point.#1, DL lbs, 3,700.00 LL lbs @ x ft[': 8.000 lt EResu S. Ratio.= . 0.5461' -0.5576 max @ Center in-k 193.02 - 132.48 X.= ft 4.79 8.06'.. 1b Actual psi 1,564.4 1,610~5 Fb Aflowable, psi 3,617.1 .2,888.2 Bend1hg OK Beii~i~§ OK fv: Actual,, psi 198.0 87.7, Fv: Allowable. psi 362.5 296ff. Shear.OK Shear OK EReac'tidns @ Left End D L lbs 6,711.11 1'680.00 LL lbs 0.00, :r 680.00 Ma)L DL+LL lbs 2,760.00 RightEnd DL' lbs 9,588.89. ;'2 080.00 LL lbs 0.00 680~00 Max. DL+LL lbs 9,588.89 21,760.00 befiectio"ns. Ratio,OK Deflecti6n OK,- T 1. ~Cent er D L DO in -0,163,, -0.392 L/Defl.Rabo 663.2 489.2 Center LL Defi,'~ in 0.000 -0.12& - L/Defl Ratio 0.0 1496.4 Center Total DO in -0.163 -0.521 Location 4.572 L/Defi Ratio 663.2 368.7. Job # .15 Date: 9:18PM, 3 SEP 07 Title Dsgnr.: *Description Scope : 6'sLir: i~W-6&6157, Ve, 5.8.0. 1-Dec-2003 Steel Column (c)1983-2003 ENERCALC Engineering Software Description Typ. steel post Page 1 General information- Code Ref: AISC 9th ASD, 1997 UBCI 2003. IBC, 2003 NFPA 5 Steel Section HSS6X6XII4 Fy 46.00 ksi X-X Sidesway: Restrained Duration Factor 1.000 Y-Y Sidesway: Restrained Column Height 8.000 ft, Elastic Modulus .29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 8.000 ft Kxx 1.000 Live & Short term Loads Combined Y-Y Unbraced 8.000 ft Kyy 1.000 Loads -Z" rIL,o-a d- Dead Load 124.75 k Ecc. for X-X Axis Moments 0.000 in Live Load k Ecc. for Y-Y'Axis Moments 0.000 in, Short Term Load k Summary Column Design OK Section : HSS6X6X1/4, Height 8.00ft, Axial Loads: DL 124.175, LL 0.00, ST = 0.00k, Ecc. = 0.000in, Unbraced Lengths: X-X = 8.00ft, Y-Y 8.00ft Combined Stress Ratios Dead. Live, DL + LL DL + ST + (LL if Chosen)~ AISC Formula H1 - 1 0.9986 0.9986 0.9986' AISC Formula HII - 2 0.8626' 0.8626 0.8626 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq..E2-1, K*Ur < Cc I Stresses Allowable & Actual Stresses -Dead Live Fa: Allowable 23.84 ksi 0.00 ksi fa : Actual 23.81 ksi 0.00 ksi Fb:xx: Allow [F3.1] 27.60 ksi 0.00 ksi fb : xx Actual 0.00 ksi 0.00 ksi DL + LL DL + Short 23.84 ksi 23.84 ksi 23.81 ksi 23.81 ksi 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi Fb:yy: Allow [F3.11 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex: DL+LL 88,439 psi, 'b:x DL+I,-L, 1.00 F'ey: DL+LL 88,439 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex: DL+LL+ST 88,439 psi Cm:x DL~LL+ST 0.60 Cb:x DL+LL+ST 'I.00 F'ey: DL+LL+ST 88,439 psi Cm:y. DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00. Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection. 0.000 in at 0.000 ft enections fRat o Or, Ye ection 0 Center DL Dell in -0.428 0.105 UOefl Ratio, q 604.5 1,834.6 Center LL Defl - in -0.283 -0.053" L/Defi Ratio 762.3 3,599.8 Center Total Defi in -0.7U .'0.130 Location. ft 9.000.. 9.920 L/Defl Ratio 303.64 .1,479.2 Cantilever DL Deff in -0.216 Cantilever LL Defi in -0.094 Total Cant. Defl in, -0.304 L/Defl Ratio 355.4 Center Span Data. Span ft 18.00 IlI3,00 -Dead.Load 136.00 17.00~ Live Load. ml #tft 90.00 5100 Ecantilever Span Span ft 4.56 Uniform Dead Load #M Uniform Live Load #/ft 27.00 Point#1 OL lbs 1,224.00 LL lbs 810.00' @x ftl 4.50.0 Results Ratio= 0.4803 0.3417 Mmax @ Center in- 109.84 2.45 @ x ft 9.00 2.43 k M.max @ Cantilever. in-k 0.00 -122.11 fb': Actual psi 1,390.9 989.6 Fb: Alllowable psi 2,896.0. 2,896.2 Bending OK, Bending OK fv: Actual psi 56.3 -57.7 Fv: Allowable psi 1,. 290.0 290:0 Shear OK Shear OK Reactions, TreftEnd '-DL~', lbs 1,224.00 -255.08' LL lbs 810.00, 424.00 max. DL+ LL ibs 2 0.34 0G 168.92' . . . @ Right End DL lbs 1,~24.00 2,084.08 LL lbs 810.00 1.,600.40 f Max. DL+LL lbs 2,034.00 3,684t48 Title -Job # Dsgnr: Date: 9:18PM, 3 SEP 07 Description Scope. Rev: 580004 ser KW-0606157, Ver 5.8.0, 1 -Dec-2003 U : Timber Beam & Joist Page T cII981-2003 ENERCALC Engineering Software obenberger.ecw:Calculati3On:s Description Floor beams T imber Member Information' E. Code Ref: 2001 NOS, 2003 IBC, NO3 NFPA 5060. Base allowables are user defined. Deck beam line K Bm line 7 Timber Section Prllm:.5.25)9.5 Prllr~: 5.25xl 1.875 Beam Width in 5.250 5.250 Beam Depth in. 9.500 1i.875 Le: Unbraced Length 1.3~. 1.00 Tlmber Grade Tniss )oist - Tniss 3DIst - MacMillan, MacMillan, F6 - Basic Allow psi i , "2,900.0 2,900.0~ I . I F%i - Basic Allow psi 290.0 290.0 Elastic Modulus ksi 21000.0 2,000.0 Load Duration Factor 1.000, i.000 Member Type Manuf/Pine Manuf/Pine Repetithe Status No No, Title: Job # .Dsgnr Date: 9:18PM, 3 SEP 07 Description, - Scope: , . Ke : :)t)uuui Page 1 User: KW-0606157, Ver'5.8.0, 1-Dec-2003 General Tim.berBeam .(c)1983.2003 ENERCALC Engineering Software obenberger.em:Calculation Description Deck beam line 9: D+L General information Code Ref:.2001 NOS, 2003 IBC, ~003 NFPA 5000. Base allowables are user defined Section Name Prilm: 7.0xI 1.875, Center Span 19.50ft ...... Lu 1.33 ft Beam Width 7.000 in Left Cantilever ft ..... Lu 0.00 ft, Beam Depth 11.875 in Right Cantilever - ft _.. Lu 0.00, ft Member Type Truss Joist - MacMillan, Parallarn 2.OE Bm Wt. Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 FvAllow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi, Wood Density, 45.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 51 00 LL 100.00 #/ft, Left Cantilever DL #/ft LL Vft. Right Cantilever DL #tft LL #tft' [T~r~e=zo~q~l Loads #1 DL @ Left 286:00 #Kt LL @ Left #/ft Start Loc 0.000 ft DL @ Right, 341.00 #/ft LL @ Right #tftl End Loc 5.000 ft #2 DL @ Left 341.00 Vft LL @ Left #tft Start Loc 14.500 ft, DL @ Right 286.00 Wft LL @ Right #tft. End Loc' 19.500 ft, #3 DL @ Leff 64.00 #tft LL @ Leff, #tftl Start Loc 5.000 ft, DL @ Right 64.00 #tft LL @ Right #tft End Loc 14.500 ft Point Loads Uead Load 1,100.0 lbs. 1, 100.0 lbs lbs lbs; lbs lbs lbs Live Load . lbs lbs lbs lbs lbs lbs lbs ... distance 5.000 ft, 14.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft ;ummary Beam Design OK Span= 19*.50ft, Beam Width 7.000in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.508 : 1- Maximum Moment 20.2 k-ft, Maximum Shear 1.5 6.4 k Allowable 39.7 k-ft, Allowable 24.1 k Max. Positive Moment 20.19 k-ft at 9.750 ft Shear: (g Left 4.70 k Max. Negative Moment 0.00 k-ft at 19.500 ft @ Right 4.70 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center .'0.863 in Max. ' M allow 39.72 Reactions... @ Right o.00b in fb 1,472.47 psi f~ 76.85 psi Left DL .3.72 k Max 4.70 k Fb 2,897.20 osi Fv 290.00 DSi Richt DL 3.72 k Max 4.70 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load- Deflection -0.576 in -0.742 in Deflection 0.000 in 0.000'in ... Location .9.750 ft 9.750 ft ... Length/Defl 0.0 0.0 ...Length/Defl 406.6 315.35 Right Cantilever... Camber( using 1.5 * D.L. Def! ) ... Deflection 0.000 in 0.000 in @ Center 0.863 in ...Length[Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title Job # Dsgnr Date: 9:18PM, 3 SEP 07 Description Scope: 6;;(: WW-6606157, Ve, 5.8.0, 1 -Dec-2003 General Timber Beam Page 1 .(c)1983-2003 ENERCALC Engineering Software obenberger.ecw:Calculation Description Deck beam. line 9: D+L+Lr* General information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are. user defined Section Name Prilm: 7.OxI 1.875 Center Span 19.50 ft ..... Lu 1.33 ft Beam Width 7.000 in. Left Cantilever ft ..... Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft ..... Lu: 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.OE Bm Wt. Added to Loads Fb'Base Allow 2,900.0 psi Load Dur. Factor 1.250 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 45.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 51.00 Vft, LL 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever, DL #Ift LL #tft I Trapezoidal Loads #1 DL @ Left 286.00 #/ft LL @ Left 32.00 #/ft Start Loc 0.000 ft DL @ Right 341.00 #/ft LL @ Right 78.00 #/ft End Loc 5.000 ft #2 DL @ Left, 341.00 #/ft LL @ Left 78.00 Vft Start Loc 14.500 ft DL @ Right 286.00 #/ft, LL @ Right 32.00 Vft End Loc 19.500 ft #3 DL @ Left 64.00 #Ift LL @ Left Vft Start Loc 5.000 ft DL @ Right. 64.00 #/ft LL @ Right #fft End Loc 14.500 ft Toint Loads- Dead Load 1,100.0 lbs 1, 100.0 lbs lbs Ibs lbs lbs lbs Live Load - 460.0 lbs 460.0 lbs lbs lbs lbs lbs lbs ... distance 5.000 ft 14 *500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 19.50ft, Beam Width 7.000in x Depth = 11.875in, Ends are Pin-Pin Max Stres's Ratio .0.469 Maximum Moment 23.3 k-ft, Maximum Shear 1.5 7.4 k Allowable 49.6 k-ft - Allowable 30.1 k Max. Positive Mom~nt 23.27 k-ft at 9.750 ft Shear: @ Left 5.43 k Max. Negative Moment 0.00 k-ft at 19.500 ft @ Right 5.43 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.863 in Max. M allow 49.64.' Reactions... @ Right 0.000 in fb 1,697.37 psi tv 89.50 psi Left DL 3.72 k Max 5.43 k Fb 3.620.61 psi Fv 362.50 psi, Right DL 3.72 k, Max 5.43 k. Epeflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.576 in -0.862 in Deflection 0.000 in 0.000 in ...Location 9.750 * ff 9.750 ft ... Length/Defl 0.0 0.0 ... Length/Defi 406.6 271.59 Right Cantilever... Camber using 1.5 D.L. DO Deflection 0.000 in 0.000 in @ Center 0.863 in ... LengthfDefl 0.0 0.0 @ Left 0 ' .000 in @ Right 0.000 in vul Pe, &aiv W4 kit ro Oh 1.01 fm.o?d ~0/,$ jrvzb,~p Y ~o I 1210i2ZL ~J4 IV ?~O- 5 1709 A Title Job # Dsg6r' Date: 9:18PM, 3 SEP 07 Description S60pe Ver 5. . 8.0. 1-Dec-2003 Page 1 Gen'eral Timber Beam , CALC Engineering Software, obenberger.ecwCalculations Description, Dec'kbeai-h -line 10: D+L (OLLr) General Infoirnation Code Ref: 2001 NDS, 2003 IBC; 2003 NFPA 5000. Base allowables are user defined Section Name PrIlm: 7.bX9.5 Center Span 19.50ft ..:..Lu 1.33 ft: Beam Width 7.000 in Left Cantilever ft, .... Lu~ 0.00 ft. Beam Deptft 9.500 in Right Canfilev4, 4.50'ft IU 1.33 ft, MemberType- Truss Joist MacMillan, Parallam 2.OE Bm Wt. Added to Loads: Fb Base Allow 2,900.0, psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin FcAllow ~650.0 psi wood Density 45.000 pcf E 2,600.0 ksi Trapezoidal Loads. #1 DL @ Left 136.00 #/ft, LL'@ Left 105.00 #/ft' Start Loc .000, ft DL a Right 152.06 #/ft LL @ Right 150.00 Vft 'End Lot 1~.000 ft DL @ Left 152.00 #Kt LL @ Left 150.06, #Ift Start. Coc 12.000 ft, DL @ Right, 141.00 #/ft LL @ Right 12U0 #/ft.' End Loc ft .19.500 #3 DL @ Left 1-11.00 #/ft ILL @ Left 60.00 #fft Start Loc 19.50 0 ft DL @ Right 90.00. #fft LL @ Right #/ft End Loc 24.000 ft 6 Loads ~Ep int Dead Load 1,200.0 lbs lbs, lbs lbs Ibs Live Load 4 800.0 lbs lbs lb5 lbs lbs lbs ... distance 24.000 ft 0.000 ft 0.000 ft ft 0.000 ft. 0.000 ft 0.000ft Summary 'Beam Design OK Span= 10.50ft, Right Cant= 4.50ft, Beam Width 7.000i.n x D6pth =.9.5in, Ends-are Pin-Pin Max Stress Rati o- 0.443 Maximum Moment k-ft 4.9 k 11.3 Maximum Shek l..5,' Allowable 25.4 k7ft Allowable 19.3 k Max. Positive Moment, 11.27 k~ft at 8.794 ft 'Shear: @ Left 2.50 k Max. Negative Moment -6.59 k-ft at 19.500 ft @ Right 3.47 k .Max @ Left Support, 0.00 k-ft 6m6er: @ Left 0.000 in Max @ Right Support. -10.40 k-ft @ Centzr, 0.418 in Max. allow 25.43 @ Right 0.007 in Reaciio'ns...' fb 1,284.70 psi fv 73.40 psi Left DL 1.26 k Max 2.50 k Fb 2,897.77 psi Fv 29U0 psi RightbL 3.71'k Max 6.15 k eflections Ep _Z;n-te;'Span... Dead Load~ _177 ~_a Total Logid? -Total Load Left Cantilever... 1""eawdt-oaW Deflection -0.279 in 4715 in Deflection 0.000 in 0.000 in _Location 8.699 ft 0.272-ft, .,.Length/Defl, 0.0 0.0: ... Length/Deif 839.6, .4~ 327.21 RijkCantil e*ver.*.. Camber ( using,~.S D.L. Defl ..,,Deflection -0.004 in - .0.319 In @ Center 0.418 in ..Len,gthIDefl 24,552.8 339.0 Left 0.000 in @ Right 0.007 in Title Job # E)ignr: Date: 9:18PM, 3 SEP 07 ?escription q Scope. 0 1 8 06157, Ver 5.8.0, 1 -Dec-2003 R:-vr: 5 ?oO6 Lu G6fileral Timber Beam Page I LbQ Kw (c)1983-2003 ENERCALC Engineering Software obenberger.eqw:Calculations Description-, Deck -beam line Jr: D+L,' [Gene'ral information Code Ref 2001 NDS, 206 iBC, 2003 NFPA 5000. Base allowables are User defined Section Name PrIlm: 7.Ox9.5 Center Span' 12M ft '..,.Lu 1.33 ft Beam Width 12.250 in Left Cantilever ft ...... Lu 0.00 ft, Beam Depth 9.500 in Right Canti L6ver 5.00ft ...... Lu 1.33 It Member Type Truss Joist, "MacMillan, Parallarn 2.OE Bm Wt. Added to Loads Fb Base Allow* 21900.0 psi Load Dur. Factor 1.000 Fv Allow 29.0.0psl Beam,tnd ~ixity. Pin-,Pin~ Fc Allow 650.0 psi, Wood Density 45.000 pcf 2,000.0 ksi I.Trapezoidal Loads #1 DL @ Left, 305, 00 #tft LL @ Left Vft Start Loc 12~500 ft DL @ Right: 305.00 #tftl LL @ Right #tftl End Loc', 14.500. ft. Point Load Dead Load 4,100.0 lbs 3,700.0 lbs lbs dbs~ lbs Ibs lbs Live Load 4,000.0 lbs 2,400.0 lbs lbs lbs, lbs lbs 16S ... distance 4.500 ft 17.500 ft 0.000 ft 0.000 ft 0.000 ft 0.0001ft. 0.000ft 'Summary 22A Beam Design 0 . K Span= 12.50ft~ Right Cant= 5.00ft, Beam Width 12.250in x Depth 9.5in, Ends are Pin-Pin, Max Stress, Ratio. 0.938 : I Maximum Moment k-ft Maximum Shear 1.5 17.6 k' All owable, 44.5 k-ft. Allowable 33.7 k Max. Positive Moment, 0.00 k-ft at 0.000 ft Shear: @ Left 3.11 k Max. Negative Moment k-ft. at 12.500 ft @ Right 11.97 k Max @ Left'Supoo~. 0.00 k-ft Camber: @ Left 0.000 in Max @ Right support -41.16,' k-ft @ Center 0 ' 395 in Max. M'allow 44. . 53 @ Right Reactions... 1.104 in J fb 2,719.93 psi tv. 15116 psi Left DL -1.99 :k" Max k Fb 2,900.00 psi. Fv 290.00 psi Right DL - 11.04 k Max 15.56 k eflections Center,Span... Dead Load Total Load Left Cantilev r... Dead Load: Total Load Deflection 0.264 in ..0.264 in Deflection in 0.000 in ~.16o6tion 7.263 ft 7.263 ft ... Length/Defl 0.0 0.0 ...Length/Defl 568.6 568. 93 Right Cantilever .. Camber ( using 1.5 D.L. 1)6~ Deflection t -0.736 in, -1.123 in' @ Center 0.395 in .:.LengthIDefl .163.0 @ Left 0.000 in Right 1.164 in t Title Job # D -g-nr- s . Date: -9:18PM 3 SEP 07 I .. . Descrilition scope.: [ Rev." 580001 ,U : KW-0606157..Ver 5.8.0, 1 -Dec-2003 U~ (r,~e er eneral'Timb Beam Page 1 (c)l 983-2003 ENERCALC Engineering Software obenberger.ecw:Calculations Description Qeck. beam line J: D+L+Lr 4 Keneral Information Code,Ref: 2001 NDS, 2003 IBC, 2003 NFPA 50.00~ base allbwables:are user defined Section Name PrIlm: 7.Oxg.5. Center Span 12.50 ft, ..... Lu 1.33 ft Beam Width 10.600 in Left Cantilever - ft ..-.Iu 0.00 ft -Beam Depth, 9.500 in, Right Cantilever 5.00ft ....... Lu, 1.33 ft Member Type Truss Joist - MacMillan, Parallam,2.6E 'Bm Wt. Added to Loads Fb Base Allow 2,900.0 psi.- Load Dur. Factor- 1.250 Fv Allow 290 . 0 Psi Beam End Fixit y Pi P, n- in Fc Allow '650.0 psi. Wood*Density, 45,006 pcf E 2,000.0 ksi - Trapezoidal Loads ~I DL @ Left 305.00 ~vfl LL @ Lei 48.00 #tft Start oc L 12' 506 ft DL @ Right 305.00 #Ift LL @ Right 46.00 #/ft, End Loc ,,14.5'00 [int Loid&' E::O 7"ID-ead Load -4,100.0 lbs 3,700,0,lbs- '~L . lbs 'Ibs lbs lbs. lbs Live Load 2,100.0 lbs- 2,400.0 lbs~ lbs lbs, Itis lbs 14.500 ... distance' ft 17.500 ft 0.000 I't 0.000 It 0.00oft, 0.000 ft 0.000' ft ummary Beam De s i g n 0 . K 5.00ft, Beam Width = 10.500in x 9.5in, Ends are Pin-Pin Span= 12.50ft, Right Cant= Max Stress Ratio. NOT b.922 :'..f , - -,.-.Maximum Moment,, -44.0 k-ft MaximuML Shear * 19.3 k I . ~1, . I -Allowable 47.7 k ft Allowable . 36.2 k Max. Positive: Mo*ment 0.00 k-ft at 0.000 ft: Shear: @ Left, ~1~12 k Max..Negative Moment -217.70 k-ft at . 1.2.500 @ Right 13.13 k Max @ Leftsupport 0.00 k-ft t Camber: @ Left 0.000 in Max @ Right Support -44.00 k-ft N, @ tenter, -:0.463 in Max. M alidw 47.71 1 Reactions:... @ Right 1.288 in- 1 1 fb 3,342.76 psi fv 10.45 pSi 'LeftDL. -2.02 k Max -3.32 k A :Fb 3,625.00 psi Fv 30.59 psi ~ight D L k Max". 16.88 k: Deflecti ns Center Span... Dead Load Fa'ntilever...' Dead Load Total Load Deflection 0.309 in 0.309 in Deflection 0.000 in. '0.000 in ... Location 7.263 ft- 7.263 ft ':.Leri th/Defl 0.0 0.0 ...Length/befl.: 05.9 485.93 '.Right Cantilever... Camber tis ing 1.5 D.L. DO Deflection '-0.859, in in Center. 0.463 in -.Length/Defl 139.7 87.2 Left in @ Right 1.288 in 4', Title Job # Dsgnr: Date: 10:44PM, 3 SEP 07 Description - Scope Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580005 User: KW-0606157, Ver 5.8.0, 1 -Dec-2003 Restrained Retaining Wall Design Page 1 fc11983-2003 ENERCALC Enaineerino Software obenberger.ecw:Calculations Description Retaining wall at garage line D Criteria Soil Data Retained Height .6.00 ft Allow Soil Bearing 3,000.0 psf Wall height above soil 0.00ft Equivalent Fluid Pressure Method Total Wall Height 6.00ft Heel Active Pressure 65.0 Toe Active Pressure 0.0 Too Support Height 6.00 ft Passive Pressure 500.0 -Slope Behind. Wall 0.00: 1 Height of Soil over Toe = 0.00 in Soil Density . = 110.00 pcf FootingllSoil Friction. 0.350 Soil height to ignore for passive pressure 0.00 in Footing Strengths & Dimensions fc 2,500 psi Fy.= 40,000 psi Min. As % 0.0014- Toe Width 1.00 ft Heel Width 3.00 Total Footing Width 4.00 Footing Thickness 16.00.in Key Width 8.00 in Key Depth. 12.00 in Key Distance from Toe 1.00 ft Wind on Stem 0.0 psf Cover %w, I op = 3.00 n I& DLM.= J. n Surcharge Loads Uniform LateralLoad Applied to Stem Adjacent Footing Load Surcharge r Heel 01.0 psf Lateral Load 0.0 Vft A jacent Footing Load 0.0 lbs >>>NOT Used To Resist Sliding & Overturn ... Hei I ght to Top 0.00 ft Footing Width, 0.00 ft Surcharge Over Toe' 100.0 psf ... Height to Bottom 0.00 ft Eccentricity 0.00 in NOT Used for Sliding & Overturning Wall to Ftg CL Dist 0.00 ft Axial Load Applied to Stem Fo ofing Type . Line Base Above/Below Soi[ 0.0 ft Axial Dead Load '0.0 Itis -atBackofWall, Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 in Design Summary __J[ concrete Stem ConstructionL Total Bearing Load 2,990 lbs Thickness F 8.00 in Fy = 40,000 psi ... resultant ecc. 0-55 in Wall Weight 96.7 pcf fc = 2,500 psi Soil Pressure @ Toe 798 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel 697 psf OK Allowable 3,000 psf M max Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe 1,118 psf Stem OK Stem OK Stem OK ACI Factored @ Heel 975 psf Design height 6.00 3.334 0.00 ft Footing Shear @ Toe 4.5 psi OK Rebar Size # 4 # 4 # 4 Footing Shear @ Heel 183 psi OK Rebar Spacing 12.00 in 12.00 in 12.00 in Allowable 85.0 psi R~bar Placed at Center Center Center Reaction at Top 234.0 lbs Rebar Depth V 4.00 in 4.00 in 4.00 in Reaction at Bottom 1,513.8 lbs Design Data Sliding Stability Ratio 1.59 OK - fbtFB + fatFa 0.000 0.309 0.690 Sliding Calcs Mu .... Actual 0.0 ft-# 711.6 ft-# 1,591.2 ft-# Lateral Sliding Force less .100% Passive Force = 1,513.8 Itis 1,361.1 lbs Mn * Phi ..... Allowable 2,305.6 ft-# - 2,305.6 ft-# 2,305.6 ft-# le-, 100% Friction Force = 1:046.5 lbs Shear Force 61) this heiaht 0.0 Itis 1,591.2 lbs Added Force Req'd 0.0 lbs OK Shear ..... Actual 0.00 psi 33.15 psi .... for 1.5 : 1 Stability 0.0 lbs OK Shear ..... Allowable 85.00 psi 85.00 psi LO.Ot i ng Design Results Rebar Lap Required. 12.48 in 12.48 in eel Rebar embedment into footing 6.00 in Factored Pressure 1,118 975 psf Other Acceptable Sizes . & Spacings: - Mu': Upward 553 0 ft-# Toe: None Spec'd -or- Not req'd, Mu < S * Fr Mu': Downward 210 3,278 ft-# Heel: None Spec'd -or- Notreq'dMu<S*Fr Mu: Design 343 3,278 ft-# Key: #4@ 28.75 in, #5@ 44 -or- 94@ 28.75 in, #5@ 44.50 in, #6@ 48. Actual 1 -Way Shear 4.53 18.73 psi Allow I -Way Shear '85.00 85.00 psi Job 0 Title: Dsgnr: Date: 10:4~PM, 3 SEP 07 Description Scope: Code Ref: ACI 318-02, 1997 UB6, 200'IBC, 2003'NFPA.*5000 Rev 580005 Use:r: KW-0606167, Ver 5.8.~ 1-Dec-2003 Rlistrained Retainind'Wall Design .,Pag * e 2 (C)1983-2003 ENERCALC Engineering-Software obenberger.e cw:Calculations Description Retaining Wall at garage line D 8timmary of Forces on Footing.:'Slab is NOT.providing slidihg, stem-is FIXED at footing Forces actinro sliding & soil pressure.... Sliding Forces F Load & Moment Summary For epoting For Soil Pressure'Calcs Stem Shear @ Top of Footing -93(5.0 lbs Moment @ Top of Footing Applied from Stem -936.0 ft-# Heel-Active Pressure -577.8 Sliding Force Surcharge 1,513.8 lbs Over Heel lbs fi ft-# A)dal Dead Load on. Stem lbs, ft ft-# Nei Moment Used For Soil Pre'ssure Calculations Soil Over toe lbs ft ft-# 136.0 ft-9 Surcharge Over Toe lbs. ft Stem Weight 580.0 16s, 1.33ft M.3ft 4 Soil Over,Heel - 1,540.0 lbs 2.83 ft 4,363.3ft-9 'Fi3oting, Weight, 870.0 lbs -1.89ff 1,643.4ft-# Total Vertical Force 2,990.0 lbs Base Moment 5,844.Oft-# k 4 j Z-4 CoAsTGEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS October 1, 2007 Bob and Mary Obehberger P.0 Box 130756 Carlsbad, CA 92013 Subject: FOUNDATION PLANREVIEW Proposed Residential Addition Lot 666; La Costa Meadows, Unit No. 4 2604 Obelisco Place Carlsbad,.. California Reference: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Residential 'Addition Lot 6 ' 66, La Costa Meadows, Unit No. 4 2604 Obelisco Place Carlsbad,-Califomia Prepared by Coast Geotechnical Dated August 1, 2007 Dear Mr..'and Mrs. Obenberger: As requested, we have reviewed tl~e pr foundation plans, Sheet 6, dated June 30,20 7,'repared 01 0 p by Brooks Desigii and observed that they have, in general, included the recommendations presented in our Preliminary Geotechnical Investigation, (Job No. P-529057). COMMENTS 1) Asper our discussion with the project structural engineer, Steve Jirsa, P.E., the retaining wall along the noith~rn portion of the site will remain., As 'per our discussion, the proposed piles 779 ACADEMY DRrVE SOLANA BEACH, CALIFORNIA 92075 (858) 75.5-8622 FAX (858) 755-91261 Coast -Geotechnical October 1, 2007, W.O. P-529057 Page 2, should be designed for a creep force of 400 pounds per, square foot for each foot of fill/soil" encountered, in this regard. "Hard rock" conditions are present on the site and will require p neurnatic or hydraulic, hammers, in order to excavate footings.and piers into the bedrock. All footing excavations should be observed by a geotechnical. engineer or engineering geologist, prior'to placemen t of steel or forms. LIMITATIONS The findings and opinions presented herein have-been' made in accordance with generally accepted professional principals in the fields of engineering geology and geotechnical engineering. No'.' warranty i's expressed or.implied. If you have any question's regarding this report, please contact our office. Reference to our Job No. P-529057 will help expedite a response to your inquiry. NAL 0 h E&SQ/ Respectfully submitte BU#V COAST GEOTEC NSIN 2109 (P Exp. 5-31-08 782 Exp. 12-31-0 7 A610 <;z CERTIFIED Mark B ell, C.E. ENGINEERING Vithaya Singhanet, GEOLOGIST Engineerin Geologis Geotechnical Enginee C OF FCA COASTGEOTECHNICAL CONSULTING ENGINEERSAND GEOLOGISTS August 1, 2007 IBob and Mary Obenberger .0. Box 130756 Carlsbad, CA 92013 J Subject: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Residential Addition Lot 666, La Costa Meadows, Unit No. 4 2604 Obelisco Place Carlsbad, California Dea r Mr. and Mrs. Obetiberge r: In response to your request and in accordance with our Proposal and Agreement dated May 16,2007, we have performed a preliminary geologic and soils engineering investigation on the subject site for, the proposed residential addition. The findings of the investigation, laboratory test results and recommendations for site development and foundation design are presented in this, report. From a geologic and soils engineering point of view, it is our opinion that the site is, suitable forlthe proposed development, provided the recommendations in this re I ort are'implemented during the P design and construction'phases. However, deepened footings/piers will be negessaryto mitigate fill deposits. If you have any questions, please do not hesitate to contact us at (858) 755-'8622. This opportunity to,be of service is appreciated. HAL Respectfully submitt COAST GEOTEC ~,SIN 2109 782. &P. "1 -08 ~82 M CERWIED -Exp. 12-31 -O'T ENGINEERING. Vi -4ingh Mark'Burwell, C.E. 4 loi!ya S t' P. GEOLOGIST th Engineering Geologis Ge6technical,E ineer. C OF CA 779 ACADEMY DRI'VE SOLANA BEACH, CALIFORNIA 92075 (858) 755-8622 FAX (858) 755-9126 79 TABLE OF CONTENTS VICINITY MAP 4. INTRODUCTION 5 SITE CONDITIONS - 5 PROPOSED CONSTRUCTION 6 PREVIOUS DEVELOPMENT 6 SITE INVESTIGATION. 7 GEOLOGIC CONDITIONS CONCLUSIONS 8 RECOMMENDATIONS 12 A. FOUNDATIONS 12 B. TEMPOPARY,SLOPES/EXCAVATION CHARACTERISTICS 13 C. RETAINING WALLS 13 D.. SETTLEMENT CHARACTERISTICS 14 E. SEISMIC CONSIDERATIONS 14 T. SEISMIC DESIGN PARAMETERS 14 G., UTILITY TRENCH 15 H. DRAINAGE 15 1. GEOTECHNICAI: OBSERVATIONS 16 J. PLAN REVIEW 1.6 LIMITATIONS 16 REFERENCES 19 APPENDICES APPENDIX A BORING LOGS CROSS SECTION A-A' SITE PLAN APPENDIX B REGIONAL FAULT MAP SEISMIC DESIGN PARAMETERS DESIGN RESPONSE SPECTRUM APPENDIX C GRADING GUIDELINES Coast Geotechnical August 1i 2007 W.O. P-529057 Page 5 INTRODUCTION This report presents the results of bur geotechnicat'investigation on the subject property. The purpose of this study is to evaluate thenature and characteristics of the earth materials underlying the property, the engineering properties of the surficial deposits and their influence on the proposed residential addition. SITE CONDITIONS The subject property is located south of Alga Road, at the corne'r of Obelisco Place and Obelisco Circle, in the city of Carlsbad. The site is a developed residential lot-bo.unded along three (3) sides by 1 1/2 1 (horizontal to vertical) road cuts. Theicut slopes range in height from approximately 5.0 to 12 feet. Prior to development, Ahe lot descended to the northwest at 4 grade of about 20 percent for 34 vertical feet. The site was subsequently developed by cut and fill grading techniques to create split level pads to accommodate thexesidence and garage. A swimming pool and cabana were constructed at a latter date in the northern portion of the site. The northeastern portion of the site slopes gently toward the north. The gently sloping pad is retained by a 7.8foot high wall constructed alo ng the top of the cut slope.. Drainage in the -northeastern portion "of the- site is generally by sheet-flow to the north. The northeastern portion of the site is void of vegetation due to recent grading in this area. Coast Geotechnical August-1, 2007 W.O. P-529057 Page 6 PROPOSED CONSTRUCTION Plans prepared by Brooks Design suggest that an addition will be constructed in the northeastern portion of the site. The addition will be constructed with an open lower floor and an upper enclosed , (living) room..The addition will extend northward to Within approximately 7.0 feet of the existing retaining wall and cut slope. The plans indicate the addition will be'supported on individual column pads. No grading is proposed. PREVIOUS DEVELOPMENT The original mass gra' ding for the subdivision was performed in 19 73 under the observation anV testing of Benton Engineering. This included the cut slopes for the roads on.three sides of the property, however, no ktual site grading was conducted. A site specific grading plan and preliminary soils, report were prepared by John Vernon and Associates in 1982. The northeastern portion of the. §ite includes.. cut/fill grading. An.8.0+ foot high fill slope set-back approximately 10 to 12 feet from the top of the northern cut slope was proposed. Deepened footings, in part, were proposed for the residence in this area. Although a rough grading report could not be found in out research, it is assumed that John Vernon and Associates provided testing services during grading. Current site conditions suggests. that subsequent to original development, a 3.0 foot high wall was constructed along the top of the cut slope in the northeastern portion of the site. A 4.7 foot high Coast Geotechnical August 1, 2007. - W P-529057,- 0. Page 7 segmented wall was then constructed on top of the 3.0 foot high wall, apparently to increase the rear' yard pad area. No geotechnical docuffientation could be located at, the city for placement of fill, wall design or development. It is assumed that the subsequent-fill and pad development is undoc uniented. The approximate configuration of the original fill slope and subsequent undocumented fill is 'depicted on the enclosed Cross Section AW. This section is based on a faded, reduced (not to scale) copy of the grading plans-and selected site measurements. The section should be considered as very approximate only in regards to fill depths~ and'relationships. SITE INVESTIGATION Three (3) exploratory borings were drilled on the site. However,'due to rock fragments the shallow borings were augmented, by hand'excavations and were limited in.depth to a maximum of 4 5 feet. Earth materials encountered were visually classified and logged by our field engineering geologist. Undisturbed, representative samples of earth materials were obtained at selected intervals. Samples were obtained by driving a thin walled steel sampler into the, desired strata. The samples are retained in brass rings of -2.5 inches outside diameter and 1.0 inches in h eight. The cen tral portion of the sample is-retained in close fitfing,waterproof containers and transported to our laboratory fortesting an& analysis. Coast Geo'technical August 1, 2001'~ W.0 P-529057 Page, 8 GEOLOGIC CONDITIONS The subject property is underlain at ,,depth by Jurassic-Cretaceous age, metavo'lcanic *rock. The bedrock has commonly been designated as the Santiago Peak Volcanics on published geologic maps. The bedrock is covered by documented and undocurnented fill deposits. A brief description of the., earth materials encountered on the site follows. Artificial Fill (afl) Undocumented Lower fill deposits are typically co-mpose-d of brown clayey sandwith numerous bedrock fragments and roots. More recent. impprted'fill deposits are composed of tan fine and medium-grained sand. A water pipe leak was observed in the-northeastern portion of the pad. A tension crack within the fill deposits developed due to saturation in this area. The fill is considered loose and undocumented and is unsu'itable for the support of footings or concrete flatwork. The maximum depth of fill probably ranges from 7.5 feet to 9.0 feet. Artificial Fill (af2) Original fill deposits are composed of a mixture of onsite deposits consisting of brown clayey sand and bedrock fragments. The configuration of the original fill deposits are depicted approximately in Cross Section A-A'. However, due to the characteristics of these fill deposits they should not be relied upon for founddtion support. Coast Geotechnical August 1, 2007. W.O. P-'529057. Page 9 Santiago Peak Volcanics (kim) The site is underlain at depth by Jurassic-Cretac'eous age metamorphosed volcanic rock, commonly, referred to as the Santiago Peak Volcanics. The bedrock is hard but moderately to highly fractured. Below the'fractured zone, the bedrock- is generally extremely ~ard and comp~tent. Competent bedrock is suitable for the support of foundations. Expansive Soil Our experience and previous laboratory testing suggest that the clayey soil is highly expansive. However, significant rock content within the original fill deposits reduces the expansive potential. The imported tan sand is nonexpansive. Groundwater No e'idence of p erched or high groundwate' r tables were observed to the depth explored. However, d it should be noted that the site is characteni ied by fractured bedrock and seepage probleftis may occur. after development, as a result of drainage alterations and/or over-irrigation. In the event that seepage or saturated groiind does occur, it has been our experience that they are most effectively handled on an individual basis. coa st Geotechirdcal August 1, 2001 W.O. P-529057 Page 10- Liquefaction Potential Liquefaction is aprocess by which a fine sand mass loses its shearing strength completely and flows., The temporary transformation of the material intoa-fluid mass is often associated with ground motion resulting from an earthquake, and high groundwater levels. Owing to the dense nature of the underlying metavolcanic rock and the anticipated depth to groundwater, the potential for seismic'ally induced liquefaction ailid soil instability is considered very low to non-existent. Tectonic Sgqjjjg The site is located within the seismically active southern Callifornia region which is generally characterized by northwest trending Quaternary-age fault zones. Several of these fault zones and fault segments are classified as-act-ive by the California Division of Mines and Geology (Alquist- Priolo Earthqiiake Fault Zoning Act). Based on a review of published geologic maps, no known faults'transverse the site. The nearest active fault is the offshore Rose Canyon Fault Zone located approximately 7.0* miles west of the site. It should be noted that the Rose Canyon Fault is not a continuous well-defined feature but rather a zone.of right stepping en -echelon faults. The complex series of faults has,been referred to as the- Offshore Zone of Deformation (Woodward-Clyde, 1919) and is not fully understood. Several studies suggest that the Newpbrt-IngleWood and the-Rose Canyon faults are a continuous zone of en echelon Coast Geotech hical August 1, 2007 W.O. P-529057 Page l 1 faults (Treiman, 1984). Further studies along the complex offihore zone of faulting may indicate a potentially greater seismic risk than current data suggests. Other faults which could affect the site include the Coronado Bank, Elsinore, San Jacinto and San Andreas Faults. The proximity of maj or faults to the site and site parameters are shown on the enclosed Earthquake Faul't Analysis (Ap'endix.B). p CONCLUSIONS The original site grading plan and current existing conditions suggests the gently sloping pad area in the northeastern portion of the site is underlain by appar' ent documented fill and undocumented, fill deposits. These fill deposits are supported by a 7.8 foot high wall constructed along the top of a:9.0 foot high 1 V2 1. (horizontal to vertical) cut slope. The wall is composed of a segmented wall constructed on the top of a block wall. The fill deposits are unsuitable for, the support of foundations. All footings should penetrate fill -deposits and founded into competent bedrock. The existing wall'is of questionable design and should be replaced. As suggested in- Cross Section A-A', the proposed addition is underlain by near surfac6 bedrock'and by fill deposits which deepen to the north,. It may be feasible to utilize column pads in the so ion uthern portion of,the addit ana transition to deepened piles in the northern Coast Geotechnical August 1, 2007 W.O; P-5190571 Page 12 portion, depending upon the structural engineer's evaluation'. Please note that Cross Section AW represents the general configuration of the site~ Distances and relationships are approximate only. Actual footing depth may vary c6nsiderably from the drawing. Based on our experience, the bedrock is.extrem'ely hard and wi 1 11 require a pneumatic hammer for footing excavations. RECOMMENDATIONS: Foundations The following design parameters are based on footings founded into. competent metavolcanic rock. Conventional pad footings for the proposed addition should be founded a minimum of 18 inches'into- competent bedrock. The base of footings should be maintained a minimum horizontal aistance of 7.0. lateral feet to the face of the neare's"t slope. Where parallel footings occur, the base of the upper footing should be-founded below a 45 degree plane projecte~d`up from the lower footing. Steel reinforcement should be as recommended by the p~oject structural engineer. For d6ign purposes, an allowable bearing value of 3000 pounds per'square foot "may be used for foundations at the recommended footing depths. The bearing value indicated above is f6r the total dead and frequentl y applied live loads. This value, may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces. Coa-st Geotech"nical August-1, 2007 W.O. P-529057 Page 13 Drilled or hand excavated piers' -founded a minimu m' of 3. 0 feet -i rito competent bedrock may be designed for a dead plus live load end-bearing capacity of 6006 pounds per square foot. Resistance to lateral load may,~be provided by friction acting at the base of foundations and by passive earth. pressure. A coefficient of friction of 035 may be used wi -load forces. A th'dead passive earth pressure of 500 pounds per square foot, per foot of depth of bedrock penetrated to a maximum of 6000 pounds per square foot may be used. Temporgy Slopes/Excavatiori Characteristics Temporary slopes within the fill deposits should be trimmed to a-' gradient of 1:1 (horizontal to vertical) of less. Temporary slopes should be constructed in accordance'- with daf-OSHA' requirements. The underlying bedrock is extremely hard. A heavy pneumatic hammer or hydraulic, hammer is generally required for footing excavations. Retaininia- Walls Cantileverwalls (yielding) retaining nonexpansive granular.soils may be designed for an active- equivalent fluid pressure of 5 5 pounds per cubic foot. These pressures do not consider any surcharge If loads. any surcharge loads are anticipated, this office should be contacted for' the n ecessary increase in soil pressure. Wall footings should be designed in accordance with the foundation design All retaining walls should be provided with an adequate hackdrainage system (Miradrain 6000 or equivalent is*sugge'.sted). The soil parameters assume a level nonexpansive granular backfill compacted to a"" inimum of 90 percent of the laboratory maximum dry density. Coast, GeotechniCal Augtist 1, 2007 W.O. P-529057 Page 14 Settlement Characteristics Although the likelihood of ground rupture on the site is rem6te, the propertywill be exposed to moderate to high levels of ground motion resulting ftom the relea§e of energy should an earthquake .occur along the numerous known,,.and unkno w*n- faults in'the, region. Seismic Considerations Although the likelihood of ground rupture on the site is remote, ihe property will beexposed to moderate to high levels of ground motion resulting from the release of energy should an earthquake occur along the numerous, known and unknown faults in the region., The Rose Canyon Fault Zone located approximately.6.9 miles west of the property is the nearest known active fault and is considered the design earthquake for the site. A maximum probable event along the offshore se gment of '-the Rose Canyon Fault is expected to produce a.peak b6drock h'rizontal acceleration of.0.22g and a repeatable ground acceleration of 0. l4g. 01 Seismic Desian Parameters (1997 Uniform Building Code) Soil Profile Type -.S. Seismic Zone - 4.. Seismic Source - Type B Near Source Factor (Nj - 1.0 Near source'Acceleration Factor (NJ 1.0 Seismic Coefficients Ca =0.40 C, 0.40 Coast Geotechnical Auigust 1, 2007 W.O. P-529057,, Page 15, Design Response Spectrum TS = 0.400, TO = 0.080 Utili1y Trench We recommend that all utilities be bedded in clean sand to at least one foot above the top Of the conduit. The bedding should be flooded in place to fill all the voids ound the conduit. Imported or on-si'te granular niaterial compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding. The invert of subsurface utility excavations paralleling footings should be located above the zone of influence of these adjacent f6otings. This zone of influence is defined as.the area below a 45 degree plane' projected down from the nearest bottom edge of an adjacent footing. This can' be accomplished by either deepening the footing, raising the invert elevation of the utility,or moving the utility or the footing away from one another. Drainaae Specific drainage p atterns should be designed by the project designer. 'However, in general, pad water should be directed away from'foundations. Roof water should be collected and conducted to hardscape or the street, via non-erodible devices. Pad water'should not be all owed to pond or flow over slopes. Vegetation adjacent to foundations should be avoided. If vegetation in these areas is desired, sealed planter boxes or drought resistant plants' should be considered. 6ther alternatives Coast Geotechnical August 1, 2007 W.O. P-529057 Page 16 may be available, however, the interif is to reduce moisture from migratin into foundation subsoils. .9 Irrigation should be limited to that amount necessary'to sustain plant life. All drainage systems should be inspected and cleaned annually, prior to winter rains. Geotechnical Observations Structural footing excavations should.be observed by a representative of this firm, prior to the placement of steel and forms. All fill, should be placed while a representative of thd geotechnica'l engineer is present to observe and test. Plan Review A copy of the final plans should be submitted to this office -for review prior to the initiation of construction. Additional recommendations may be necessary dfthdt time. LIMITATIONS This report is presented with the provision that it is the responsibility of the owner or the owner's representative to bring the information and recommendations given herein to the attention of the project's architects and/or engineers so that they ma y be incorporated int . o plans. If conditions encountered 'during construction,' ear to differ from those described in this report, app our office'should be notified so that we may consider- whether modifications are needed. No responsibility for construction compliance with design concepts, specifications or recommendations given-in this report is assumed unless on-site review is performed during the course of construction. C'oast Geotechnical August 1, 2007, W.O. P-529057 age 17. The subsurface conditions, excavation characteristics and geologic siructure described herein are based on individual exploratory excavations made on the subject property. The subsurface conditions; excavation characteristics and geologic structure, discussed should in no way be construed to reflect any variations which.may occur among the',exploratory excavations. 'Please note that fluctuations in the level of ~groundwater may occur due to variations in rainfall, temperature and other factors not evident at the time mea:surements were made and reported herein. Coast Geotechn.ical assumes no responsibility for variations whi6h may occur across the site. The conclusions and recommendation's of this report apply as of the current date. in time, however p changes can occur on a property whether caused by acts of man'or nature on this or adjoining properties. A dditionally, changes in professional standards may be brought about by legislati on or the expansion of. knowledge. Consequently, the conclusions. ard recommendations of this'report may be rendered wholly or partially invalid by events beyond our control. This re ort is therefore subject to reviexy and sh uld not be relied upon after the passage of two years. 0 The professional judgments presented herein are founded partly on our assessment of the technicat - data gathered, partly on our understanding of the proposed construction and partly on our ge I neral experience in the geotechnical field. However, in no respect do we gu . arantee the outcome of the nrn'i P.nt Coast Geotechnical August 1, 2007 W.O. P-529057, Page 19 REFERENCES Hays, Walter W , 1980, Procedures for Estim d-tihg Earthquake Ground Motions, Geological Survey Professional Paper 11 14, 77 pages. Muchow, David E., 1982, Soils, Investigation for the Proposed Residence on Lot 708 of APN 215-460-15, 7119 Babilonia, La Costa, California. 3.. Petersen, Mv~ D. and others (DMG), Frankel, Arthur D. and others (USGS), 1996, Probabilistic Seismic Hazard Assessment for the State of California, California Division of Mines and Geology OFR-96768, United States Geological Survey OFR 96-706. Seed, H.B.,'and Idriss, I.M.j 970, A Simplified Procedure for' Evaluating Soil Liquefaction Potential: Earthquake Engineering Research Center. Treimah, J.A., 1984, The Rose Canyoff Fault Zone,'A,.Review and Analysis, California'. Division of Mines and Geology. MAPS/AERIAL PHOTOGRAPHS Brooks Design, 2007, Site Plan, Obenberger Residence, 2604 Obelisco Place; Carlsbad, California, Scale 1 "=20'. California Division of Mines and Geology, 094, Fault Activity Map of California, Scale I"=750,000'. Geologic Map of the Encinitas and Rancho Santa Fe'75; Quadrangles, 1996, DMG Open File Report 96-0J. SITE SPECIFIC REFERENCES 1'. Benton Engineering, 1973, Final Report On Compacted Ground, La Costa Meadows, Unit. No. 4. 2. John Vernon'and Associates, 1982, Grading'Plan, Single Family Residence, Lot 666, La Costa Meadows, Unit No. 4, Scale I "=I 0'. 3.' John Vernon and Associates, 1982, Preliminary'Soils Investigation, Lot 666, Unit No. 4 Map 7367. Rick Engineering, 1912, Grdding Plan, La Costa M . eadows,'Unit No. 4, Scale 1 11=50'. LABORATORY TEST RESULTS TABLE -I Maximum Dry Density and Optimum Moisture.Content (Laboratory Standard,ASTM D-1557-91) Sample Mak. br Y* Optimum Location Density Moisture Content~ B-1 @~0.0'-3.0' 123.0 10.5 TABLE II Field Dry Density and Moisture Content Sample Field Dry* Field Moisture Location Density OPC f Content % @ 2.5' B-1 CA 3.5' Sample Disturbed Due 12.7 To Rock B-2 @ 2.5' B-2 @ 3.5 1 89.1 15-.0 .98.16 P-529057 LOG OF EXPLORATORY BORING NO. I DRILL RIG: PORTABLE BUCKET AUGER PROJECT NO.-P-*529057. BORING DIAMETER: 3.5" DATE DRILLED: 0 6-13-07 SURFACE ELEV.: 527' (Approximate) LOGGED BY:. MB z ZO U z 0 U U 0 ~4 z Cn C/)' U —0 0 En GEOLOGIC DESCFJPTION 527.00 0.00 SW FILL (af): Tan to bm. silty,, fine and medium-grained. sand imported fill 526.00 1.00 SC FILL(af): Brown clayey sand w/rock.fragments cu MHAH Angular rock fragments up to 3" 0 HAHAH Ila, W Hiii3i fffiffff! 525.00 -fixifxii ::._.WW 0 2.00 Kit! H"Hil 0.0" 0 z .......... HHHHU HANAH Roots, buried sand bag 101.2 12.7 N - i 524.00 HHiffli 3.00 HOUGH HHHUH Increase in rock content sample Distrubed H End of Boring @ 4', duo to rock F 523.0q. SHEET I OF I 4.00 COAST GEOTECHNICAL I LOG OFIEXPLORATOR-Y. BORING NO.. 2 DRILL RIG: PORTABLE BUCKET AUGER PROJECT NO. PI-529057 BORING. DIAMETER: 3.5" DATE DRILLED: 0643-07. SURFACE ELEV.: 528' (Approximate) LOGGED BY: MB z U F. CIO U U < U z Cn 5 U cn 0 GEOLOGIC. DESCFJPTION 528.00 0.00 SW FILL (af): Tan to brn. silty, fine and medium-grained sand Imported fill 527.0( 819. 98.6 12.0 15.0 0 0 Z ..4, "~: ~'Z: Note: Boring drilled near tension crack developed from water leak -1.00 526.0 2.00 77 525.014T-474 0 _0 524.00 RUN 110110HII SC FILL(af): Brown clayey sand w/rock fragments Angular rock fragments up to 3" Roots Increase in rock'content, possible contact End of Boring @ 4.*5', dueto rock 4.00 HUHN 01IRME 1 IN SHEFT I OF I COAST GEOTECHNICAL LOG- OF EXPLORATORY BORING NO.3 DRILL RIG: PORTABLE BUCKET AUGER PROJECT -NO. P-529057 D" BORING DIAMETER: 3.5' DATE DRILLED: 06 -13:.07 SURFACE ELEV.: 530'.(Approximate). LOGGED BY: MB ZO U U 0 < U. GEOLOGIC DESCRIPTION 530.0c 0.00 SW FILL (af): Tan to brn. silty, fine and medium-grained sand imported fill 529.0( 1.00 Bm. Clayey sand with rock Apparent Contact End of Boring @ 1.2',.due to hard rock 528.00 2.00 0 0 z 527.00 3.00 526.00 4.00 SHEET I OF I COAST GEOTECHNICAL . . ... ...... CROSS SECTION A-A (SHOWING GENERAL SUBSURFACE CONDITIONS) 7 SCALE I"=10' ~'J —7,777~ 77. -PROPOSED ADDITION A- 40!— T. i ORIGINAL GRADE, FELL SLOPE (original grading) ,UNDOCUMENTED FILL a 02" SEGMENTED WALL f 1 7 qP BLOCK WALL 1Q.S XIST. CUT SLOPE PiLFt' 10, NOTE: Distances and relationships are APPROXIMATE only GEOLOGIC UNITS afl UNDOCUMENTED FILL af2 FILL (Original Grading) KJsp SANTIAGO PEAK VOLCANICS COAST GEOTECHNICAL P-529057 "FINISH GRADE: WILL PROVIDE A MINIMUM /Vo 6; RAD/ IV6 /-s POSITIVE DRAINAGE OF 21% TO SWALE 5'AWAY FROM BUILDING.' 5 -T- IV A - — ---- --------------- V/~ , \ . . ........ .. . B-2 Ng-hl PRO P t')5E-0 af u N co c 00 B 3-' 3; 1 KJsP -Ij 3:;?- 76' 0 3E Z- 5-c 0 ............ SITE PLAN SCALE: V=20' LEGEND -k- B RING/TEST PIT L CATI N (aDbrbX.) '?-7-7 CONTACT (approx.) GEOLOGIC UNITS afl UNDOCUMENTED FILL af2 FILL (Original Grading) KJsp SANTIAGO PEAK VOLCANICS COAST GEOTECHMCAL P-529057 500, 400 300 200 100 0 100 -200 -300 -400 -500 U B C S E I S Version 1.03 COMPUTATION OF 1997 UNIFORM BUILDING CODE' SEISMIC DESIGN PARAMETERS JOB NUMBER: P-529057 DATE: 07-28-2007 JOB NAME: OBENBERPER FAULT-DATA-FILE NAME: CDMGUBCR.DAT Ak SITE COORDINATES: 'SITE LATITUDE: 33.1024 SITE LONGITUDE: 117.2467 UBC SEISMIC ZONE: 0.4 UBC SOIL PROFILE TYPE: SB' NEAREST TYPE A FAULT: NAME: ELSINORE-JULIAN DISTANCE: 37.5 km NEAREST TYPE B FAULT: NAME ROSE CANYON DISTANCE: .11.2 km NEAREST TYPE C FAULT: NAME: DISTANCE: 99999.0 km' SELECTED UBC SEISMIC COEFFICIENTS: Na: .1.0 Nv: 1.0 Ca:- 0.40 Cv: 0.40 Ts:. 0.400 To: 0.080 --------------------------- SUMMARY OF FAULT PARAMETERS Page I I APPROX.ISOURCE I MAX. I SLIP I FAULT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE FAULT NAME ----------- .1 (km) I(A,B,C) I (Mi4) I (mm/yr) l(SS,DS,BT) ROSE CANYON, 11.2 1 6.9 1 1.50 1 SS NEWPORT-INGLEWOOD (offshore) 1 18.0 1 B. 1 6.9-1 l.-50 1 SS CORONADO BANK 35.7 1 B 1 7. 4 1 3.00 1 SS ELSINORE-JULIAN :1 37.,5 1 'A 1 7.1 1 5.00 1 SS ELSINORE-TEMECULA "1 37.5 1 B 1 6.8~1 5.00 1 SS ELSINORE-GLEN IVY' 1 .60.8 1, B 1 6.8 1 5.00 1 SS EARTHQUAKE VALLEY 1 62.6 1 ~B 1 6.5 1 2.00 1 SS PALOS VERDES 67.4 1 B 1 7.1 1 3.00 1 SS SAN JACINTO-ANZA 74.2 1 .7.2 1 12.00 1, SS SAN JACINTO-SAN JACINTO VALLEY 1 77.3 1 B 1 6.9 1 12.00 1 SS SAN JACINTO-COYOTE CREEK 1 79.3 B 1 6.8 1 4.00 1 SS ELSINORE-COYOTE MOUNTAIN - I ' 83.8 1. B 1 6.8 1 4-.00 1 SS NEWPORT-INGLEWOOD (L.A.Basin) 1 -84.3 1 B 1 6.9 1 1.00 1. SS CHINO-CENTRAL AVE. (Elsinore) 1 8A.9 1 B 1 6.7 1 1.00 DS. ELSINORE-WHITTIER 1 91.1 1 B 1 6_8 -1 2.50 1, SS SAN JACINTO - BORREGO 1 98.7 1 B 1 -6.6 1 4.00 1- SS -SAN JACINTO-SAN BERNARDINO 1 101.7 1: B 1 6.7 1 12.00 1 SS SAN ANDREAS - Southern 1 106.3 1 A 1 7 .4 1 24.00 1 SS PINTO MOUNTAIN, 1 1161 .9 1 B 1 7.0 1 2.50 1 SS SAN JOSE 1 118.2 1 B 1 6.5 1 0.50 1 DS CUCAMONGA -1 121.5 1 A 1 7.0 1 5.00 1 DS SIERRA MADRE (Central) 1 122.4 1 B 1 7.0 1 3.00 1 DS BURNT MTN. 123.9 1 B 1 6.5 1 0.60 1 SS SUPERSTITION MTN. (San Jacinto) 1 1'24.0 1 B 1 6.6 '1 5.00- 1 SS , NORTH FRONTAL FAULT ZONE (West) 1 127.9 1 B 1 7.0 1' 1_00 I DS EUREKA PEAK 1 128.3 1 B 1 6.5 1 0.60 1 ELMORE RANCH 1 129.9'1* B 1 6.6,1 1.00 1 SS CLEGHORN 130.3 1 B 1 6.5*1- 3.00 1 SS SUPERSTITION HILLS (San Jacinto) 131.6 1 B 1 6.6 1 4.00 1 SS NORTH FRONTAL FAULT ZONE (East) 131.7.1 B 1 6.7 1 0.50 1 DS ELSINORE-LAGUNA: SALADA 133.9 1 13 1 7.0 1 3.50 1 SS SAN ANDREAS - 1857 Rupture 136.9 1 A 1 7.8- 1 34.00 1 SS RAYMOND 137.9 1 B 1 6.5 1 0.50 1 DS CLAMSHEL*L-SAWPIT 1 137.9 1 B 1 6.5 1 0.50 1- DS LANDERS 141.0 1 B 1 7.3 1 0.60 1 SS VERDUGO HELENDALE S. LOCKHARDT 142.2 1 145.3 1 B 1 1 B 1 6.7 1 7.1 1 0.50 0.60 1 DS 1 SS HOLLYWOOD. 1 145.5 1 B. 1 6.5'1' .1.00 1 DS BRAWLEY SEISMIC ZONE 1 146.0 1 B 1 6.5 1 25.00 1. SS LENWOOD-LOCKHART-OLD.WOMAN SPRGS 1 150.4. 1 B 1 7.3'1 0.6b I SS EMERSON So. -.-COPPER MTN. 153.3 1 B 1 6.§ 1 0.60 1 SS SANTA MONICA 153.5 1 B 1 6.6 1 .1.00 1 DS JOHNSON VALLEY (Northern) 154-3 1 B 1 6.7' 1 0.60 1 SS IMPERIAL 157.7 1 A 1 7.0 1 20.00 1 SS MALIBU COAST 158.1 1 B 1 6.7 1 0.30 1 DS PISG~AH-BULLION MTN.-MESQUITE LK 1 162.9 1 'B 1 7.1 1 0.60 1' SS - - - - - - - - - - - - - - - - - - - - - - - - - - - SUMMARY OF FAULT .PARAMETERS --------------------------- Page 2 I APPROX.ISOURCE I MAX. I SLIP I FAULT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE FAULT NAME I (km) I(A,B,C)l (Mw) I (mm/yr) I(SS,DS,BT) SIERRA MADRE (San Fernando) 1 163.1 1 B I 6.~ 1 2.00 1 DS SAN GABRIEL 1 165.9 1 B 1 7.0 1 1.00 SS ANACAPA-DUME 1 166.8 1 B 1 7.3 1 3.00 -1 DS CALICO - HIDALGO 1 167:0 1' B I 7.i 1 0.60 1 SS SANTA SUSANA 1 178.8 1 B 1 6.6 1 5.00 1 DS HOLSER 1 187.8 1 8 1 6.5 1 0.40 1 DS -SIMI-SANTA ROSA. 1 195.8 1 B .1 6.7 1 izoo I DS OAK RIDGE (Onshore) 1 196.4 1 B 1 6.9 1 4.00 1 DS GRAVEL HILLS HARPER LAKE 1 199.2 1 B 1 6.9 1 0.60 1 SS SAN CAYETANO 1 204.7 1 B 1, 6.8.1~ 6.00 1 DS BLACKWATER 1 214.8 1 B 1 6.9 1 0.60 1 SS VENTURA - PITAS.POINT\ 1 224.1 1 B 1 6.8 1 1.00 1 DS SANTA YNEZ (East), 1 224.5 1 B 1 7.0 1 2.00 1 SS SANTA CRUZ ISLAND 233.2 B 6.8 1 1.00 1 DS M.RIDGE-ARROYO PARIDA-SANTA ANA 234.7 1 'B 1 6.7 1 0.40 1, DS RED MOUNTAIN '238.2 1 B 1 6.8 1, -2.ob i DS GARLOCK (West) 23~.7 1 A 1 7.1 1 6.00 1 SS PLEITO THRUST 245.8 1 B 1 6.8 1 J.00. I DS 'BIG PINE 251.8 1' B 1 6.7 1. 0_80 I SS GARLOCK (East) 253.2, 1 A 1 7.3 1 7.00 1 SS WHITE WOLF 265.7 1 B 1 7.2 1 2.00 1 *DS SANTA ROSA ISLAND 1 268.1 1 B 1 6.9 1 1.00 1 DS SANTA YNEZ (West) 1 270.2 1 '-1 6.-9 1 2.00 1 SS So. SIERRA NEVADA 1 277.4 1 B 1 7.1 1 0.10 1 DS OWL LAKE 280.5 1 B 1 6.5 1 2.00 1 SS PANAMINT VALLEY % 280.8 1 B 1 7.2 1 2.50 1 SS LITTLE LAKE 281.4 .1 B 1 6.7 1 0.70 1 SS TANK CANYON 282.3 1 B 1 6.5 1 1.00 1 DS DEATH VALL EY (South) 1 288.6 1 B 1 6.9 1 _4.00 1 SS LOS ALAMOS-W. BASELINE 1 312.6 1 B I " 6.8 1 0.70 1 DS LIONS HEAD 330.1 1 B 1 6.6 1 0.02 1 DS DEATH VALLEY (Graben) 1 330.9 1 B 1 6.9 1 4.00 1 DS SAN LUIS RANGE (S. Margin) 1 339.6 1 B 1 7.0 1 0.20 1 DS SAN JUAN -340.0 B 1 7.0 1, 1.00 1 SS' CASMALIA (Orcutt Frontal Fault), 1 348.1 1 B 1 6.5 1 0.25 '1 DS OWENS VALLEY 1 350.2 1 B .1 7.6 1 1.50 1 SS L08 OSOS 1 369.7 1 B 1 6.8 1 0.50 1 DS HUNTER MTN. - SALINE VALLEY 1 375.6 1 B 1 7.0 1 2.50 ..1 SS HOSGRI 375.8 1 B 1 7.3 1 2.50 1 SS DEATH VALLEY (Northern) 1 384.5 '1 A '1- 7.2 1 5-.00 1 SS INDEPENDENCE 1 386.1 1 B 1 6.9 1 0.20 1 DS RINCONADA 1' 390.5 1 B 1 7.3 1 1.00 1, SS BIRCH CREEK 1 442,.6 1 B 1 6.5 1 0.10 1 DS SAN A14DREAS (Creeping.) 1 446.3 1 B .1 5.0. 1 34.06 1 SS WHITE MOUNTAINS 1 446.9 1 B 1 7.1 1 1.00 1 SS DEEP SPRINGS 1 465.2 1 B 1 6.6 1 0.80 1 DS I ------------ I SUMMARY --------------------------- OF FAULT ------- PARAMETERS Page 3 ------------------------------------------------------------------------------- APPROX.ISOURCE I MAX. I SLIP I FAULT ABBREVIATED FAULT NAME ------------------- = ------------ ---------- ]DISTANCE1 (km) TYPE I I(A,B,C)l MAG'. I (Mw~ I RATE (mm/yr) TYPE I(SS,DS,BT) DEATH VALLEY (N. of Cucamongo) 1 469.8 1 A 1 7.0 1 5.00 1 SS ROUND VALLEY (E. of S.N.Mtns.) 1 477.8 1 B 1 6.8 1 1.00 1 DS FISH-SLOUGH 1 485.4 1 13 1 6.6 1 - 0.20 DS HILTON CREEK ~j 504.0 1 B 1 6.7 1 2.50 DS HARTLEY SPRINGS 528.4 1 B 6.6 0.50 DS ORTIGALITA 530.5 1 B 6.,9' 1.00 Ss CALAVERAS (So.of Calaveras Res) 1 536.2- 1 B 1 6.2 1 15.00 SS MONTEREY SAY TULARCITOS 539.2 1 B 1 7.1 1 0.50 DS PALO COLORADO SUR 540.3 1 B 7 ' .0 3.00. SS QUIEN SABE 549.4 1 B 6.5 1.00 SS MONO LAKE 564.5 1 B 6~6 2.50 DS- ZAYANTE-VERGELES 5H.1 B ..6.8 0 10 SS SARGENT '573.3 B ~6.8 3'00 SS SAN ANDREAS (1906) 573.3 A 7.9 1 24.00 _SS ROBINSON CREEK 595.8 1 B 1 6.5 0.50 DS SAN GREGORIO' 614.6 A 7.3 5.00 SS GREENVILLE 1 622'. 8 1 B 6.9 2.00 SS HAYWARD (SE Extension) 623.4 B 1 6.5, -3.00 SS MONTE VISTA - SHANNON. 623.5 3 6.5 0.40 DS ANTELOPE VALLEY 636.2 B 6.7 0.80 DS HAYWARD (Total Length) '643.1 1 A 1 7.1 1 .9.00 Ss CALAVERAS (No.of Calaveras Res) 643.1 B 6.8, 6.00 SS GENOA 661.7 B 6.9 1.00 DS CONCORD - GREEN VALLEY 690.8 B 6.9 1 6.00 SS RODGERS .CREEK 729.6 1 A 1 7.0 1 9.00 SS' WEST NAPA 730.4 1 B 1 6.5 1 1.00 _SS POINT REYES 748.7 B 1 6.8 1 0.30 DS HUNTING CREEK.- BERRYESSA 752.8 B 1 6.9 6.00 SS MAACAMA (South) 1 * .792.3. B 1 6.9 9.00 SS COLLAYOMI 809.1 B 6.5 1 0.60 SS BARTLETT SPRINGS, 812.5 A 7.1 6.00 MAACAMA (Central) MAACAMA (North) 833.9 893.4 A A 7.1, 7.1 9.00 9.00 Ss Ss ROUND VALLEY (N,. S.F.Bay) 899.4 B 1 6.8 6.00 SS BATTLE CREEK 922.2 3 1 6.5 1 0.50 DS LAKE MOUNTAIN 957.9 B . 1 6.7 1 6.00 SS GARBERVILLE-BRICELAND 975.1 B 1 '6.9 1 9.00 ss MENDOCINO FAULT ZONE 1031.5 A 7..4 35.00 DS LITTLE SALMON'(Onshore) 1 1038.0 A 7.0 5.00 DS MAD'RIVER 1 1040.7 B 1 7..l 1 .0.70 DS CASCADIA SUBDUCTION ZONE '1 1045.3 A 1 8.3 1 35.00 bs McKINLEYVILLE 1 1051.1 B 7.0 1 0.60 DS TRINIDAD 1 1052.6 'B 7.3 1 2.50, DS FICKLE HILL 1 1053.1 B 6.9 1 0.60 DS TABLE BLUFF 1058.6 B 7.0 0.60 DS LITTLE SALMON (Offshore) 1 1071.9 ~B 7.1 1 1.00 DS Moll C: 0 1 .5 a) a) < 1.0 C, 0..5 ffs"I -,.DE,SI G-,N- RE- SPONSESPECTRUM Seism'ic Zone: 0.4 Soil Profile: SB /-.0 III- 111), IIHII Hil'i IILLI GRADING GUIDELINES Grading should be performed to- dfleisf't~e miriirh~ft~requirements of the governing agencies, Chapter 31of the Uniform Building'Code', the geotechnical report and the,guidelines presented, ' below. All of the guidelines may not apply to a specific site and additio'nal recommendations may be necessary during the grading phase. Site Clearigg Trees, dense vegetation, and other deleterious materials, should be removed from the site. Non- organic debris or condete may be placed in deeper. fill areas under direction of the Soilsengine&. Subdrainage 1 . During grading, the Geologist and'Soils Engineer should evaluate the necessity of placing additional drains! All subdrainage systems should be obserived by the Geolo'gistand Soils Engineer during construction'and prior to covering with compacted fill. Consideration should be given to having subdrains located by the proje ct surveyors.. Outlets should be located and protected. Treatment of Existing Ground All heavy vegetation, rubbish and other deleteriousmaterials should be disposed of off site. 2.- All surficia I deposits including alluvium and colluviurn should.be removed unless otherwise indicated in the text of this report. Groundwater -existing in the alluvial. areas may make . excavation 'difficult.. Deeper 'removals than indicated in the' text I of the report may be necessary due to saturation during winter months. 3. Subsequent to removals, the natural 'ground sh6uld,be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards. Fill Placement I . Most site soil and bedrock may be reused for compacted fill; however, some special processing or handling may be required (see report). Highly organic or contaminated soil should not be used for'compacted- fill.' Material used in the compacting pr ocess should be evenly spread, moisture conditioned processed, and compacted in thin lifts not to exceed six inches in thicknes's to obtain a: uniformly dense layer. The fill should be placed and compacted on a horizontal plane, unless otherwise found acceptable by the Soils Engine er. -3. If the moisture content or felatiVe densit~ varies from that acceptable to the Soils engineer, the Contractor should rework the fill until it is in accordance with the following: Moisture content of-the'fill should be at or above optimum moisture. Moisture should be evenly distributed without wet and dry pockets. Pre-watering of cut or removal areas should be* considered in addition to watering during fill placement, particular,ly in clay or dry surficial soils. Each six inch layer should be compacted to at least-90 percent of the maximum density in compliance with the testing method, specified by the controlling governmental agency. In this case, the testin&method is ASTM Test Designation D-1557-91. .4. Side-hill fills should have a minimum equipment-width key at their toe excavated through all surficial soil and into competent material (see report) and tilted back into the hill. As the fill is elevated, it should be benched 'through surficial deposits and into competent bedrock or other material deemed suitable by the Soils Engineer. 5. Rock fragments less than six inches in diameter may be utilized in the fill, provided: They are not placed in concentrated pockets; There is a sufficient percentage of fine-grained material to surround the rocks; C) The distribution of the rocks is supervised by the Soils Engineer. 6. Rocks greater than six inches in diameter should be taken off site, ~or placed in accordatim with the recommendatiofis of the Soils Engineer in areas designated as suitable for .rock disposal. 7. In clay soil large chunks or blocks are common; if in excess of six (6) inches minimum dimension then they are considered as oversized. Sheepsfoot'compactors or other suitable methods should be used. to break the up blocks. 8. The Contractor should be required to obtain a minimum"relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or.by direct compaction of the slope face with suitable equipment. Iffill slopes are built "at grade" using direct compaction methods then-the slope construction should be performed so that a constant gradient is maintained through6ut construction. Soil should not be "spilled" over the slope face*nor should.slopes be "pushed out" to obtain grades. Compaction equipment should compact each lih along the immediate top of slope. Slopes should be back rolled approximately every 4 feef vertically as the slope is built. Density tests should be taken periodically during grading on the flat surface of the fill three to five feet horizontally from the face of the slope. (2). In addition, if a method other than over building and cutting back to the compacted core is to be employed, slope compktion testing during construction should include testing the outer six inche's to three feet in sl6peTace. to determine if the required compaction is being achieved. Finish grade testing of -the slope should be performed after construcition is complete. Each day the Contractor. should receive'a copy of the Soils Engineer's "Daily Field Engineering Report" which would indicate the results of field density tests that day. 9. Fi 11 over cut slopes should be constructed in the following manner: a) 'All surficial soils and weathered rock materials should be removed at the cut-fill interface. a A key at least I equipment width wide (see report) and tipped at least I foot into 'slope should be excavated into competent materials and observed by the Soils Engineer or his representative. The cut portion of the slope should be constructed prior to fill placement to evaluate if stabilization is necessary,the contractor should be'responsible for any additional earthwork created by placing fill prior to. cut excavation. 10. Transition lots (cut and fill) and,lots above stabilization fill§ should be, capped with a four foot thick compacted fill blanket (or as indicated in the report). 11.- Cut pads should be observed by the Geologist to evaluate the need for overexcavation and replacement with -fill. This may be necessary to reduce water infiltration into highly fractured bedrock or other permeable zones, and/or due to differing expansive potential of materials beneath a structure. The overexcavation should be at least three feet. Deeper overexcavation may' be recommended in some cases. 12. Exploratory backhoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located. Grading Observation' and Testing I . Observation of the fill placement, should be provided by -the Soils Engineer during the progress of grading. In general, density. tests wo . uld be made at intervals not exceeding two feet of fill height or every 1,000 cubic yards of fill placed. This criteria will vary depending on soil conditions and the size. of the fill. In any event, an adequate number of field density tests should,, be made to, evaluate if the required compaction, and moisture content is generally being obtained. Density tests may be made on the surface material to. receive fill, a~ required by the Soils Engineer. (3) Cleanouts, processed grou'n'-d to receive fill, key-ekcavations, §ubdrains and rock disposal, should be observed by the Soils Engineer prior to,placing any fill. It will be the Contractor's responsibility to notify th& Soils Engineer'whdri'such, areas are ready for observation. A Geologist should observe subdrain construction. A Geologist should observe benching prior to and. during placement of fill. Utifi1y Trench Backfi Utility- trench backfill should be placed to the following standards Ninety percent of the laboratory standard if native material is used as backfill. As an alternative, clean sand may be utilized and, flooded into place. No specific relative c ompaction would be required; however, observation, probing, and if deemed necessary, testing may be required. 1 Exterior trenches, paralleling a footing and extending below a 1: 1 plane projected from the outside bottom edge of the footing, should, be- compacted to 90 percent of the laboratory - standafd. Sand backfill, unles's it is similar to the inplace fill-, should not be allowed in these trench backfill areas.*. Density testing along with probing should be accomplished to verify the desired results. (4) City of C.a'r I's b a d Building Deoartment CERTIFICATE OF COWLIANCE 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 permitwithout a completed school fee form. .Project Name: OBENBERGER RESIDENCE Building Permit Plan Check Number: CB070159 7 Project-Aadress: 2604 OBELISCO PL A. P. N.: C 215-460-29-00 Project Applicant (Owner Name): BOB AND MARY OBENBERGER Project,Description: ND ADDITION FO 2 DWELLING'.UNIT Building Type: V-N Residential: I New Dwelling.Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: 631 Square Feet of I-Ming Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: ~cluare Feet.Floor Area City Certification of Applicant Information: Date. "WITHIN SCH06(QdTRICTS THE CITY OF CA fi Carlsbad Unified School District Vista Unified School District n 7Marcos Unified School )Distri t 2 M t 15 Mata Way 6225 El Camino Real 1234 Arcadia Drive' rc s 9_0 Sa.D-Mar.cos, C~A 92.069 (290-2fi 9) Carlsbad CA 92009 (331-5000) Vista CA 92083 (726-2170) Encinitas Union School District San Dieguito Union High School District i 0 1 South Rancho Santa Fe Rd 710 Encinitas Blvd. E ncinitas, CA 92024 (944-4300 ext 166) Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of 6erjury that (1)'the' information provided abov'6 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: !M Date: zo,7 -J Revised 3/30/2006 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by -the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR f HE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being, duly authoriz'-ed by the applicable Schoo[ District, certifies that the d 'loppr, builder' or.ow'ner has satisfied the obligation for,schoolfacilities. This'is to certify that' eve the a0pli,cant 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. p SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE /w /L) - NAME OF SCHOOL DISTRICT sez-m DATE PHONE NUMBER 7&0 2~ 9'0 3JR0 6 Revised, 3/30/2006,. , SAN MARCOS UNIFIED SCAOOL DISTRICT FACILITIES DEPARTMENT 215 Mata Way, Bldg 5 (2nd Floor) San Marcos CA 92069 L/ 760-290-2649 CERTIFICATE OF COMPLIANCE 4. Project Description: i ~Iy a.,t 4, Tract No.: 0 Assessor's Parcel No V60 — Z-9 - 00 Received From: TZ~; 6-e,.4 .4 W.'a C-1 - C) &P r i e- r ,The Sum of- t J 3 11 .1 -0 ( I I , — ) 7 "YJ at, --*,/ X* ko t) J/-,. S e "rl ~ 4y - /ji e o,,-. 00 da ( S Number of Square Feet/Units: L.3 I / / 5 4 F) Rate, - 2.!fr 11 y 4/,0 ow-- Check Number: . (11 -7 1~ 0 1 Amount: "7 J~ $..?,, 1. V - 7 M ff z >EL, Ed. Code .17620 and Gov. Code 65995, et seq. U. Existing Mitigation Agreement: 0 Not subject to fee requirements U CFD No.: Certification of Applicant/Owners: The person executing this declaration (uOwner") certifies under penalty of' pedury that: (1) the information provided is correct and true to the best of Owners knowledge; (2) Owner will file an amended Certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units/square footage after the building permit is issued, or if the initial determination of units/square footage is found to be incorrect, and any and all'costs of collection thereof including actual attorneys' fees and legal costs; and (3) 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: ?k fVLza1_.% OLQIJAVLA%1~ Dated: - 10- 1-01 This is to certify that the applicant listed has paid all amounts determined by the information presented and due to the San Marcos Unified School District (uDistricr). The payment of these amounts is a prerequisite to the issuance of a building permit. District Representative: /0-9-07 San Marcos/Unified School District — Facilities NOTICE OF 90-DAY PERIOD' FOR PROTEST OF FEES AND STATEMENT OF FEES Government Code Section 66020 requires that.a district provide: (1) written notice to the project applicant, at the time of payment of school fees, mitigation payment or other exacOons ("Feesl, of the ninety (90) day period to protest the imposition of these Fees and (2) the amount of the Fees. Therefore, this Notice shall serve to advise you that the ninety (90) day protest period In regard to such Fees or the validity thereof, commences with the payment of the Fees or performance of any other requirement as described in Government Code Section 66020. Additionally, the amount of the Fees imposed is as stated here, whether payable at this time In whole or In part, prior to the issuance of a Certificate of Occupancy. As In the latter instance, the ninety (90) day protest period starts on the Date of Issuance. EXPIRATION OF CERTIFICATE This Certificate of Compliance Is valid for one hundred eighty (180) days from the Date of Issuance. Extensions will be granted only for good cause, as determined by the'Facilities Department of the District and one (1) sixty (60) day extension may be granted. At such time as this Certificate of Compliance expires, if a building permit has not been issued for the project that is the subject of this Certificate of Compliance, the owner will be reimbursed all Fees that were paid to obtain this Certificate of Compliance without interest Applicant/Owner must submit a request for reimbursement In writing to the District Facilities Department. THIS CERTIFICATE OF COMPLIANCE EXPIRES: f -OF%' THE ABOVE EXPIRATION DATE IS EXTENDED TO: SIGNATURE VERIFYING AUTHORIZED EXTENSION: Dated: Distribution: Facilities —White Agency—Canary -.,Pustomer— Green Accounting—Pink Audit—Goldenrod 'City of Carlsbad 1635 Faraday Av Carlsbad,.Ck 92008. 12-31-2008 Plan-Check Revision Permit No:PCR081421 Building Inspection Request Line (760) 602-2725 -Job Address: 2604 OBELISCO PL CBAD Permit Type: PCR -Status: ISSUED Parcel N6: 2154602900 Cot .0''', Aoplied: 11/17/2008 Valuation: $0.00 Construction Type:, Entered By: RMA -Ref , erence #: Plan Approved: 12/31/2008 PC #: 6B070159 Issued: 12/31/2008 Projeci title: OBENBERGER RES-REVISE CABANA Inspect Area: MOVE GARAGE DOOR,: ADD WINDOW TO ATTIC, ADD NEW Applicant: -Owner:-----___ WORTHING INC, B. A. OBENBERGER FAMILY TRUST 07-23-04 SUITE #201 690 CARLSBAD VILLAGE DR P"C~`BOX 1f30756 CARLSBAD, CA 02008 CARLSBAD-,CA 92013 Zj- 760- 729-3965 $240.00 Plan Check Revision Fe/ Additional Fees KOO $240.00' BalancejDue: $0.00 240,00 Total PaymentsTo Date: C ((A. INW14FORATEM ml FINAL APPROVAL Inspector: Date: Clearance: .NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees; dedications, reservations, -or other exactions hereafter collectively referrbdtoas"fees/exactions." You have 90 days from the date this permit vias issued to protest imposition of these feeslexactions. If you protest them, you must ,follow the protest procedures set forth in Government Code Section 66620(a), and,file the p'rotest and any other r6quired information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. FailUre to timely.foll~w'~hat procedure will bar.any subsequent legal action to attack, oreview, set aside, void, or annul their imposition. 'You are hereby FURTHER NOTIFIED that your right to protest the specified f6es/exaction*s 66ES~t NOT, APPLY to water and sewer connection fees and capacity :changes, nor planning, zoning, grading or other similar application processing orservice fees, in conndction with this project. NOR DOES 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. 11 11 a C i t 0 f C a r I sba d Plan Check Revision No. VU%V~ / 7,Abriainal Plan Check q - I ProjectAddreiss 2/~al. 06-W—a- 0— Date Confaet-00%1~& MCAX-10 Ph. q(00-71-61 S%!~z Fax 7760 0 070 + Address mAl - /I- vb General Scope of Work ~20du&v~ A~P%e~z &I "&ON Original plans prepared by an architect or engineer, revisions must be signed &'stamped by that person. Elements revised: t Plans WCalculations F] Soils F] Energy , F] Other 2 Describe revisions in detail 3 List page(s) where each revision is shown 4. List revised sheets that replace existing sheets Ott e% 6&,( Aez&,X~, ~;34 "7 6 1 9 1 14Q 4,OOAYV,, 5 Does this re vision, in any way, al . ter,t.he exterior of the project? Yes Does this revision add ANY new hoor-area(s)? Yes E] No 7 -Does this,revision affect any fire related is sues? Yes No Is this -a complete set? . 'A Xyes No )2!~Signature a 14 !1 n4JVVJ Jkv-~ 1635 Faraday Avenue, Carlsb.ad, CA 92008 Phone: 760-602-2717/ 2718/ 271-9/ 2721 Fax: 760-602-85~8 No, C EsGil Prporation. 0 fety In iPartmrship with G'vernmentfor:Buifding S~ DAtE: 12/30/08 El ICANT -APP-L <Z!CJ U ~RCS. City of Carlsbad. JURISDICTION: 0 PLAN REVIEWER El FILE~ PLAN, CHECK NO.: 070159 rev(PCR08142) SETJ11 PROJECT ADDRESS:' 2604 Obelisco Place PROJECT NAME: Obenberger Residence Remodel &,'Addition Revisions." F-1 The plans transmitted herewith have been corrected where, necessary an6 substantially qdmply 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 andchecked by building department staff. The plans transmitted herewith have sig nificiant deficiencies identified on the enclosedtheck list and should be corrected and resubmitted for a complete recheck.. F-1 I The ~heck list transmitted herewith is for your information. The'plans are being held at Esgil Corporation until corrected plans are submitted for recheck. ard to the applicant ..Th e* ap'plicant's copy of th.e check list is enclosed for the jurisdiction to forw ,contact person. F-1 The applicant's copy of the check list. has been sent to: Esgil Corporation staff did not advise the applicaht thafthe plan check has been completed. F~ I Esgil Corporation staff did advise-the applicant that the planIcheck has been completed. Person contacted: Jelephiorid' (by: Date contacted: Fax #: 'Mail Telephone Fax in Person 'REMARKS: 11.'All sheets of the final approved plarl'shall be, signed by, the resp le for P their preparation. 2.. Please sI.ip revised sheet 2 into city set il. (at building departmen V.'PI ase check with city building and planning for the potential use of the attic space. Enclosures: approved plan By:, David Yao EsGil Corporation GA 1.2/22 0 MB [:1 EJ, El PC 9320 Chesapeake Drive, Suite 208 San Diego, California 92123 (85,8) 560-1468 Fax (858) 5601-1576 EsGil C 6*rporation In Partnership A?ith Governmentfor Buiaing Safety DATE: 12/17/08 0 APP'LIC'A~T I ~UR I S. JURISDICTION: City of Carlsbad Q P SRPEVIEWER L3 ~ P LJ FILE PLAN CHECK NO.: 070159 rev (PCRO'8142), SET: II PROJECT ADDRESS: 2604 Qbelisco Place ., PROjECT NAME: Obenberpr Residence Reinodel,,& Addition Revisions F1 "The plans. transmitted h e-rewith have been corrected where nece I ssary and substantially,com ~ 0 " ply with the jurisdiction's buildin' codes. The plans transmitted herewith will substantial ly comply wi th th6 jurisdiction's buil ding codes when minordeficiencies id :ntifi d, below are e e (esolved.and checked by buildin'g-departmOnt staff. F-1 The, plans transmitted herewith have significant deficiencies ide?nti fied on the enclosed chec'k list and ~hould be corrected and resubmitted for a complete recheck. The c'hecklist transmitted Herewith is'for your information. The plans are being held at Esgil. Corporation until corrected plans are submitted for recheck., F-1 The applicant's copy of the check list is enclosed for the jyrisdicti.on to forward to the applicant contact person. The applicant's copy 8f the check list has been sent to: Brooks Worthing P. 0. Box 1041 Carlsbad, CA 92018 F-1 Esgil Corporation staff did, not advise, th6'appl~icant that the plan'check has been co mpleted. Es'gil Corporation staff did advise thb.applicant that the'plan,check has been completed. Person contacted: Bro ks Worthing Telephone #: 760-729-3965 17, //PTO L Date -contact ed: - Fax #: 760-729-b784 MaiV Telephone Fax v"in Person F] REI~IARKS: By: David Yao Enclosures: EsGi . I Corporation El GA Ej M B El EJ El PC,' 12/11 93M Chesapeake Drive, Suite 208 San Diego, California 92123 (858) 560-146~ 4 Fax (858) 560-1576 City of Carlsbad 070159'rev (PCR08142) 12/17/08 RECHECK CORRECTION LIST JURISDICTION: City,bf Carlsbad, PLAN CHECK NO.: 070159, rev (PCROS142) PROJECT ADDRESS: 2604 Obelisco Place SET: Il. DATE PLAN'RECEIVED BY !DATE RECHECK 'COMPLETED: CORPORATION: 12/11 12/17/08 REVIEWED,BY: David Yao FOREWORD (PLEASE READ): This plan review, is limited to the technical requirements. doritained 'in the Building Code, -Plumbing Code, Mechanilcal Code, Electrical Code and . state laws,' regulating - energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by th6 Building Department. You may have other, 'corrections based 'on laws all'd ordinances enforced 'by the Planning Department, Engineering Department or, other departments. iThe following items listed need clarificatiori, moclific6tion or change. All items must be satisfied, before the plans will be~.in conformance with the cited codes and regulations. The approval'of 'the plah§.do6s not permit the violation of any state, county orcity law. To ficilitate rechecking, . please. identify, nekt to each ifefm', the sheet of the plans up'on which each correction, on this,sheet has been made ~and return this sheet with the revised, plans. The, following items have not -been resolved from the previous plan reviews. The original cor ' rection 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. Pleasecontact me if you have any questi.ons regarding these items. Pl6ase indicate, here if any change's 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 I ist? LIYes L]No zo City. of Carlsbad 070159 rev,(PCROS 142) 12/17/08 Please make all -corrections, as requested in the correction list. Submit three new complete sets of plans for cbmmercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted'in one of two ways: Deliver all corrected'setst of pla'ns and c6lculations/reports directly to the City of Carlsbad 'Building Npartment, 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. Bring one corrected set of plans and calculations/reports toEsGil Corporation, 9320 Chesapeake Drive, Suite. 208, San biego, dA 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 P,ianning, Engineering and Fire Departments. NOTE Plans that are submitted directly to EsGil Corporation only, W*ill'notbe reviewed by the City Planning, Engineering ~~M'Fire Departments until review by EsGil, Corporation is complete. B. What is the usb'of the attic space? Sincelthe new elevator provide access to the attic area,, it appear~ to can be used as storage ar6a (125 psi live.load) or habitable space (40 psf live load) nature light and ventilation for the space? Adequate ceiling height? Please clarify on the -plan and obtai,n city's approval. Please check with city building and planning for the potential use of the attic The permit application shows add 400 amp system. The'plan (sheet 2) shows 200 amp' panel. If the service is over 200 am , ps, submit single line diagram, panle schedule and load calculation. The new 400 ampere service is remote from thb house. Include the followin information on the Dians: P A common disconnectina Location for both feeders' into the building. A common grounding electrode s I ystem for both 200 am6ere panelboards. A common'Water bond connection to all water JAping entering the residence (from both subpanels grounding systeml END r EsGil Corporation.. In (Parthership 'with governmentfor Buiffing.Safety DATE: 11/2.5/08 El APPLICANT' --- — ---- ----- ----- <::::!4:75UU R I 8_.~) JURISDICTION:. City of Carlsbad. PLAIq REVIEWER PLAN, CHECK NO.:, 070159 rev (P.CR.08142). SET: I PROJECT ADDRESS: 2604.0belis'co Place., PROJECT NAME: Obenberger Residence R6niodel &'Addition. Revisions F1 _.The plans -transmitted'her'ewi.th have been corrected where necessary and. substantially'comply with the jurisdicti ion's building codes. E-1 The plans transmitted herewith will substantially comply With the, ju risd iction's building codes when minlor deficiencies identified..below are -resolved and checked by building department staff. F-1 'The plans. transmitted herewith have significant deficiencies identified on the enclosed.check list and should be corrected and, resubmitted for a'complete recheck. F71 . V The check list transmitted herewith is for your information. The plans are being held at, Esgil Corporation until corre'dte*d 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'beOn sent to: - Brooks Worthing. P. 0. Box 1041. Carlsbad, CA 9201.8 Z F1 Esgi) Corporation staff did not advise the applicant that the plan check.'has been co I mpleted. Esgil Corporation staff did advise the applicant.that the plan check has been completed. Person contacted: Br000s Worthing Telephone #: 760'-729-3965, Date conta Fax #: 760'-729-0784 ctedP/26/ b Mail V-17relephone. Fa In Person . REMARKS:` 'F By:. David Yao' Enclosures: EsGil, Corporation El GA MB E1 EJ ET PC 11118 9320 Chesapeake Drive, Suite 208 *,,San*Diego, Califdrnia 02123 *,(858) 560-.1468 Fax (858 560-1576, City of Carlsbad 070159 rev (PCR08142) 11/25/08 PLAN REVIEW CORRECTION, LIST SINGLE FAMILY DWELLINGS AND DUPLEXES. DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGILCORPORATION:11/18 DATE INITIAL PLAN REVIEW PLAN REVIEWER: David Yao . 1COMPLETED: 11/25/08 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in"the Uh,iform Building Code, 'Uniform Plumbing Code, -Uniform Mechanical Cod.e,'Natiohal 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 - Departmen't..-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 b I e required prior to the issuance of a building permit. Present California law mandates that residential construction complywith 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 regul-atibns apply to residential construction, regardless of-the, code editions adopted by ordinance. J The following itemsjisted need clarification, modification orchange'.~ All*;ite'' ms 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. Pe sure to enclose the marked up list when you submit the tevised plahs. City of Carlsbad 070159 rev (PCR08142)' Please make all corrections, as. requested in the correction list. Submit three new complete~sets of plahs for c'ommercial/industrial projects (two sets~ of plans for residential projects)., For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of.plans'.and-.Calculations/reports directly to the City of Carlsbad -Bdild'ing' PepartMent, 1635 Faraday Ave.;. Carlsbad: CA, 92008, (760) 602-2700. Th6 City will rQu "te the plans to EsGil*Corporation and the.Carlsbad Planning, Engineering and Fire Department s Bring one corrected set of plansand calculations/reports to EsGil Corporation, 9320 Chesapeake Drive .Su ite'.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 P,lanning, Engineering and Fire Departments. NOTE: Plans th'at are submitted directly to EsGil Corporation only will not be': ~reviewed by the City Planning Engineering and Fire.Depart mbnts until review by EsGil Corporation is corriRlete,, Plans (structural sheets) deviating from conventional wood frame construction shall.have the structural portions signed and sealed by the- Californiastate lice*nsed engineer or architect responsible for their preparation, along with structural calculations.. (California Business and Professions. Code). Dimension' on the plans 30" clearwidth for water closet co(m partments and 24" clearance'i-n front of -water close't..Se'ction 2904. Show a self-closing door,' bither'l-3/8" sblid core or*a lisied 20 minute ass'embly,- for openings between garage and dwelling. Section 302.4. 4.' ~tuds sup 'o p. rti.ng two.'floors, a roof,and, ceiling must be-3 x.4 or 2 x 6 at 16" o.c. Table 23-IV-B. 5.1 The seismic -force analysis has been revised based.on 2007 CBC. The project is. revision of the existing plan based on 2001 CBC. The seismic force shall be based on 2001 CBC (1997 OBC) not 2007'-CBC' The seismic'base shear based, on 2007 CBC is about.50% less-than 1997 UBC. What is the use of the attic spa"Ce? Since. the new elevator provide access to, the ..attic area, it appears to. can be used'as storage area (125-psf live load) or habitable space,(40 psf live-load) nature light'and ventilation for the space?. Adequate ceiling height?~'Please clarify on the plan and obtain,city's approval. Does the elevation shown on sheet 5.of the plan reflect the new added windows? Please clarify. 8.-, The permit application- shows add 400'amp system. The plan (sheet 2) shows .200 amp panel.11f the service is over 200 amps, ~ubmit single line diagram, panle- schedule. and load. ca.1culation. END, BUILDING . AREA Valuation Reg. , VALUE., PORTION Sq. Ft.) Multiplier, .'Mod... revisions Air Conditioning Fire Sprinklers rTOTAL VALUE 7-T-7 Jurisdiction Code By Ordinance Bldg. Permit Fee by Ordinance Plan Check,Fee by Ordinance $240.001,' Type of Review: El Complete Review tructueal Only El Repetitive ee Other Repeats Hourly 2]'Hours Esgill Plan'Review"Fee $1 Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc PLANNING/ENGINEERING APOWVALS' F9ERMIt'NUM*BER OCR 08-142 DATEI 1/17/8 ADDRESS 2604 Obelisco' Plaide REMDENTIAL ADDITION" POOL/SPA, MINOR,(<17900060 0). TENANTIMPROVEMENT,,-,' RETAINING,WALL N '66MOLETEZIFFICE BUILDING VILLAGE FAIRE OTHER,:*.. PLAM~NNER DATE'l 1/1718 ENGINEER DATE 11:~ADIll~N\COUNTER/P[ANNIN'G/EN'Cl~'tFRI~NG APPROWS A4 PAHELMAMIF AIC: 10,000 TYPE:FLUSH'MEIE MAINALL-W.GWE ENCLOSURE: N EMA I T R -SEMACF.:,l20/240V. I-PHASE 4-WIRE NWH$;200AMP30SPACE. .13RANC4ES: QRCUIT BREAKER MODEL CUTTLER HAMMER BRKR LOAD OF-SCFtiplioN, NO. (AIS)' BRKR (AfB) NO. LOAD DESCRIPTION SUB PANEL i iooa 1M 2 r-ARAGE 3 2011 4 JVAGCUM PooLm 5 1511 mi 1 5 ]LAUNDRY POOL FILTEP '7 15fl . 1511: 6 JGATE DRYER 9 3D2 .1511 , .1c SATHt 11 15A 12 ISEDRCOM iWWAIN 13 20/1 14 tFAMILY ROOM. ssQ 15. isli 2011 .1& jL:VING ROOM Sp.A.CE 17 2012 is BOOSTER' SPACE 19 20 SPACE 2 22 SPACE. SPACE 23- 24 SPACE, SPACE 25 26 SPACE SPACE 27 28 SPACE SPACC- SPACE PANEL NAME: TYPE: B FLUS LOAD CENT R E 10,0co, I INEMA SERVICE: 120!124OV, 1 -PHASS 4-VAIRE ,F-WXOSURE MAIN$- 100AIVIP 24C~RCUIT- BRMCHES.- MODEL: CIRCUII OR EAKER CUTTLER HAMMEk' BRKR - ':LOAib DES.CWTION (A"$) (NI3, DESCWTION ~,---,,LOAD DUMB~VVAIT'EP 1 15/1 15/1 —,2~ !FURkCE I APPLIANCE KI CHE zOil 4W , 4., OVEN 3 DININ6ROOM -201 I DISH WASPER.., 7 2GII 15/0 `6 BATH TRASH COMPACTOK 9 2011 i 2011 Lcr, .'0 , FAMILY ROO WiNE REF, m 15/1 '12 KIT~HCN' ENTRY HALL 13 1511 20il! 14 FAWL-Y ROOM 16 iKITCHE'111-, 15A ..18 FRE-REAT PATIO - 10 i5fl '20 '~ &~ Vo~NCRoom, IMASTER BATHROOM 2011 20fl 22 Ofj NORTH BEDRO,,.,. ISPACE NOTES. 23 24 TAEZ. I L I -d 9 mz~ L 8L L:so 180 ~o 09cl, t, PAWEL NAME: D AM. 10.000 TYPE-. FLUSH LOAD CENfER ENGWWRE: NEMA I SERVICE:, 120,1240V: I- PHASE 4-.WIRE i00 AMP 24 CIRCUIT BRANC4ES- Ci RCOITBRFAKER MODIEL: CUTTLER HANWER LOCATIOW HALLWAY MRKR LOAD DESCRIPTION IYa (Al8J 13RKFt (AIB) NO. i LOAD DESCRIPTION KITCHEN APPLIANCE' 2Wl 1'5/', 2 GAME ROOM KITCHEN APPLIANCE 3 2011 4' GAME Room OINING ROOM 5 2DO 1511 6 GAME ROOM LiGH71NG' DISH WASHER 7 20fl 15/1 8 SMOKE DETECTOR CIRMIT GARBAGE CISPOSAL ioil '20M 0 FAMiLY f LMI NO ROOM MICROWAVE,' 1 V 2Wl 2011 12 SATWOOM GM HALL RECEPTACLES'. `[Vi 14 BATHROOM LTG. BEDROOM ARCH FAULT 15 ibli 2011 .18 CUTSIDE G,FCI'S SPACE '17 18 SPACE SPACE .19 2.0 ISPAGE, SPACE 21 22 SPACE SPACE 24 ISPACE 7 Please Res'pond To: 0 Please Respond To: -LjrA'PALOS 6027-1 Paseo Delicias 27520 Hawthorne Blvd. _1111111111111111VERDES UAW P.O. Box 2211 Rancho Santa Fe - California 92067-2211 suite 250 Rolling Hills Estates California 90274-3512 Engineering Civil and Structural Consulting 858 759 2434~ 759 8324 FAX .858 310541 5055 310 541,0321 FAX ranchosantafe@pvec'.com info@pvec.com Structural Calculation's Residefitial Addition Prepared For; Bob & Mary Obenberger 2604 Obelisco Place Carlsbad, CA 92009 Project 2604 Obellisco Place Carlsbad, CA 92609 qq,0FESS ?HILIP C-0 LU 518 E R 2-31-2009 LP Civil- Of- C ALI~ Tony 'Lombardi RCE C71518, exp. 12/31/09 November 4, 2008, iz-I-ot PVEC File No. 2&108-691 OL C13a? 11 Please Respond To: C3 Please kespond To: JJWA 'PALOS 6027-1 Paseo D,elicias 27520 Hawthorne Blvd. OVERDES 7 P.O. Box.2211 Rancho Santa Fe California 92067-2211 Suite 250 Rolling Hills Estates California 90274~3512. Engineering 8587592434 310541 5055 Civil and Structural Consulting '858 759 8324 FAX 310 541 0321 FAX rahchosahtafe@pvec.com info@pvec.com Strueturall Callcullati6ns Residential Addition Prepared For Bob,,& Mary Obenberg'er 2604-Obelisco Place Carlsbad, C A 92009 Project 2604.0bellisco Place Carlsbad, CA'92009 ??~OFES PHILIP <<- CID C 71518 EXP. 12-31-2009 civk CAU~ Tony Lombardi RCE C71518, exp. 12/31/09 November 4,20,08, CL-1-0$ PVEC File No. 26'08-691 1A Title Job # Dsgnr: Date: 12:14PM, 5 DEC 08 Description Scope Rev: 580003 User: KW-0606947, Ver 5.8.0, 1 -Dec-2003 Timber Column Des~ign Pag 1 (c)1983-2003 ENERCALC Engineering Software Description wall stud gridline 7 General information 1de Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Wood Section 2x4 Total Column Height 7.00 ft Rectangular Column Load Duration Factor 1.00 Column Depth 3.50.in Fc 1,350.90 psi' Width 1.50 in Fb 900.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.2 Unbraced length for,"y-y" axis sideways deflection 0.00 ft Unbraced length for N-x".axis sideways deflection 0.00 ft Lu XX for Bending 0.00 it Loads Dead Load Live Loiid Short Term Load Axial Load 900.00 lbs 1,248.00 lbs 0.00 lbs Eccentricity 0.000in Summary Column OK Using :,2x4, Width= 1.50in, Depth= 3.50in, Total Colurnn Ht= 7.00ft DL + LL DL + LL + ST DL + St fc: Compression 409.14 psi 409.14 psi 171.43 psi Fc: Allowable 1,552.50 psi 1,552.50 psi 1,552.50 psi fbx : Flexural 0.00 psi 0.00'psi 0.00 psi F'bx: Allowable 1,349.87 psi 1,349.87~'Psi 1,349.87 psi Interaction Value 0.2635 0.2635' 0.1104 Stress Details Fc: X-X 1.5,52.50 psi For Bending Stress Caics... Fc: Y-Y 1,552.50 psi Max k*Lu / d 50.00 F'c: Allo wable 1+552.50 psi Le Bending o.ob ft -F'c:Allow Load Dur Factor 1,552.50 psi (Lu-xx * NDS Table 3.3.3 factor) F'bx 1,349.87 psi Rb : (Le d / b12) 1.5 1.000 F'bx Load Duration Factor 1,349.87 psi Min. Allow k*Lu / d 11.00 CfBending 1.500, For Axial Stress Calds... Cf: Axial 1.150 Axiai X-X k Lu 0.00 Axial Y-Y k Lu d 0.00 PROJECT JOB # Palos Verdes Engineering Corporation JUVA Consulting Structural Engineers. SHEET NO OF CALCULATED BY DATE 6027-1 Paseo Deficias - P.O. Box M 1 - Rancho Santa Fe, CA 92067 CHECKED BY DATE Telephone: (858) 759-2434 - Fax: (858) 759-8324 E-m.ail: ranchosantafe@pvec.corft SCALE aL zo ~.p b bTFT`) I %)~T- ZL~ 4S60 SID- I MT t 6LA!~) Vl~ I k 6 T%T 06 -f-I 4 T- (z4 wu) + m) 1-6 L5,1 ~dl 0, LAS" P5 T- '~L47W' q I I bN Q 707X6q ~4 6 eMi" Verdes Engin "'ing U06iiporation PROJECT.JOB # -bR I j~.-'jjWAFPalos Consulting Structural Engineers SHEET NO OF - CALCULATED BY DATE Mr~~ 6027-1 Pmeo Delicias - P.O. Box 2211 - Rancho Santa Fe, CA 92067 Telephone: (858) 759-2434 - Fix: (858) 759-8324 M.E-mail: CHECKED BY DATE raficho'santafe@pvec.com SCALE '2 OZ P UP om CO (t LA (~A3 bR,\O UN C 16, jq.03W I IroL pdl~ X~ L cl OALWC ~W- 1-7 WST 37 15, 100 PC) vt,b, 0 U) N -0 ~71 PO ~t It 1) IIA ~Iv S Palos Verdes Engineering Corporation PROJECT JOB Zb -0 e - 6cO Consulting StruictUral Engineers SHEET NO OF CALCULATED BY DATE', 6027-1 Paseo Delicias - P.O. Box 2211 - Rancho Santa Fe, CA 92067 CHECKED BY DATE~ Telephone.-." (85 8) 759-2434 - Fax: (858) 759-8324 E-mail: ranchosantafe@pvec.d0Uh' SCALE q is, t ~D V~)t Fbo 0 ~_71) 11 Lo 6s&j- c:l 6 1- r LX Q)) - zcvz)) Z-ow :> \4 10 5 V.~-j S 01A ;P`a5qO ~L~— sci 0 -,-0, 71~~)i 9 -H, I K ~q:- 505 ?S~- 0,cl 4 'MST Y7 % h 6 V-7-L Irt, D \SI-5, A is ~E~ r, (jj 4 F "1 4 0, I N ~L, to )),5\ 17- P LF 0 71 21. < ~_q 0 (5,7 5 FA Palos Verdes Engineering Corporation PROJECT JOB#, n SHEET NO OF Consulting Structural Engi eers j CALCULATED BY DATE 6027-1 Paseo Delicias - P.O. Box 2211 - Rancho Santa Fe, CA 92067 CHECKED BY DATE? Telephone:, (858) 759-2434 - Fax: (858) 759-8324 E-mail: ranchosantafe@pvec.coih SCALE S W_ SQ40* \-A 00 -TZ) M~- '3~~ L~ (7,o\ -Iqb,4 :71 N 0 R.b 3 5~6 \j LA 9 36t? UF A 5F (37 1- S 0 c( S~ '7 b ~3 V_ 10 ?5v (-54v pv7-~ 460%C\O i~ 96 ~)L.T_ bov?)LE 5~be~o .~r 16 (S) I- 42A t bs)] (I W'~ ji~ 173 <4 vi 10 IS, nT G 5v) V_ A WA ~_y s ~. '~~ ? ~~. 9 BUilding Weights r C-anberge'Residem i, Roof 5 :12 Slope. Concrete Tile .................................................................... 10 psf x 1.083 = 10.8 psf ~1~/2" plywood ........................... ................ I ...... psf 1.083 = 1.6 psf Trusses @ 24" ox . .......................... .............................................. . ............ 3.0 psf Insulation ............................ ................................ ..... .................. ................. 0.5 psf -Ce'iling..(1/2" yp.) ................. 9 ; ........................... 2.5 psf ~Misc . ............................ * ................ .................................. ....... .................... 1.5 psf Total DL 20.0 psf ILL 16.0 psf (5:12) Floot Flooring ............................. .......................................................................... 4.0 psf 3/4" plywood! ................................................. 2.5 psf Floor joists (2x @ 16" o.'c.) .............. ....................... ........................... ...... ....... 3.1 psf. ..Cei.ling (1/2" gyp.) ............................. 2.5 psf misc. ................................................................. 0.9 psf- Total DL = 13.0 psf ILL = 40.-0 ..psf Exterior Wall' Interior Wall / " 7 stucco ... .. 8 ................ 10.0 psf 1/2" gyp. -psf ............. ............ .. 2.5 .2x4 -framing ............. v ......... 2.0.psf 2x4 fra 1 2.0 psf ming .......... .............. -insulation ............................ 0.5 psf 1/2" gyp. 2.5 psf 1/2" gyp. ...................... 2.5 psf .................... ............. Misc. . 1.0 psf Misc. .................. 1.0 psf Tota[DL 8.0 1psf:'~~ Total DIL 16.0 psf. Window and Framing 8.0 psf ,Latercil Forces Ob6nberger Residence 'Seismic Forces Use UBC Simplified Procedure (Sec. 1630.2.3): V 3.0 Ca W C, = 0.44 N, (Type SD Sdil) R C. = 0.44 k 1. 0 0.44 > 1'0 km from, Type B fault per map 0-36) 3.0 x 0.44 V W .5.5 V.= 0.24W VA~D 0.24 W /1.4 0.171 W (Total Base Shear and Shear at. Each Level) Mind Forces JP= CC qI 70 mph, Exposure C e q W ~Prirnary fiarrids and systems: 0. .15' --P = 1.06 x 1.3. x 12.'6 psf, x. 1.0 1 t.4 PS 15'- 20' P= 1.13 x 1.3 x 12.6 psf x 1.0 = 18.5 Ps 20'- 25' P 1.19 x 1.3 x 12.6 psf x 1.0. = 19.5 pst Roof - Slope < 7:12 01 -15, P-= 1.06 x 1.3 x, 12.6 psf x 1.0 17.4 Ps (outward) 15'-20' P= 1.13 x 1.3. x . 12.6 psf x 1.0 19.5 ps (outward). 20'-- 25' P 1.19 x 1.3, x' .12.6 psf x 1..0. 19.5 p s (outward) 'Eav'es - 2:12 < Slope < 7:12 0'- 15' P = 1.06 x 2.6 x 12.6 psf x 1.0 34.7 Ps (outward) 15'-- 20' P = 1.13 x 2.6' x 12.6 psf x 1.0 37.00s (outward) 20'- 25' P = 1.19 x 2.6. x .12.6 psf x 1.0 39.0 g)s (outward) W, WV 'PO/ Om4/ Al- a ts;~C'40;li I Vw~-w 14 lliNt N ar 0 N4 ewr~r WIMW 1004 - - ---------- - - 'Story Unit Lateral Forces -'Obe'nbetger Residence :.,Rot)f Component L H Area Unit Weight Total Weight Rod 1655 sf 20.0 psf 33100 lbs EIIxt. Wall 147 ft 7.75 ft 11-39 sf 16.0 psf 18200 lbs Int.Wa.11 78 ft 4.55 ft 3,55'sf 8.0 psf 2800 lbs Total 54100 lbs Seismic Force = 0.171 x 54100 lb.s 9300 lbs Unit Seismic Force = 9300 lbs 1655 sf 5.6 ps Floor Component L H Area Unit Weight Total Weight 'Floor 1183 sf 13.0 psf 15400 lbs Deck 931 s,f 20.5 psf 19100,lbs Ext. Wall-:2nd 147 ft 7.75 ft 1139 sf 16.0 psf 18200 lbs Ext. Wall - 1st 119 ft 4.0 5. ft 482 sf 16.0 psf 7700 lbs' Irif. Wall - 2nd 78 ft 4.55 ft 355'sf 8.0 psf., 2800 lbs Int.Wall-1st- Oft 4.05 ft 0 sf 8.0 psf 0 lbs Total - 63200lbs Seismic Force = 0.171 x 63200lbs= 10800 lbs Unit Seismic Force = 10800 lbs 1627,sf.=l 6.6 psf Sh'ear Walls --benberger Residenef Roo' f . Force/sf trib. Area 5.6 psf Direction Line Length Trib Height H/D Force Area Shear Mot' Mres Uplift Plywood Holdown N~S C.a 15.5 ft 15.5 ft 1.0 555 sf 3.11 k 20i plf 48.2 k-ft 47.9 k-ft 0.02 k - 8 IVIST3i A N-S -C.b 18.0 ft 15.5 ft 0.9 645 sf 3.61 k - 201 plf 56.0 k-ft 54.8 k-ft 0.07 A8 -~ IVIST37 N~S 11.0 ft* 15.5 ft 1.4 310 sf 1.74 k 204 plf* 26.9 k-ft 21.9 k-ft 0.48 k A8 IVIST3T N-:S H 11.7 ft* 15.5 ft 1.3 160 sf .0.90 k 158 plf* 13.9 k-ft 28.7 k-ft none AB none N-S J 11.0 W 15.5 ft 1.4 336 sf 1.88 k 269 plf*, 29.2 k-ft 26.6 k~ft 0624 k IVIST3T Gross length, shear force is calculated using net length (gross less openings) Floor, Force/sf trib. Area= 6.6 psf Direction Line :.Length Trib Force Force Height H/D Shear Mot' Mres Uplift Plywood. Holdowri ! Area* Roof Floor N-8 B . 15.5 ft 8.1 t 0.5 436 sf 3.46 k 2.86 k 4 . 09 pif ~5.11.3 k-ft 1 ~.8 k-ft 2.50 k PHD2 N-8 D 15.0 ft' 8.1 ft 0.5 395 sf 1.81 k 2.61 k 294 plf 35.8 k-ft .25.5 k-ft 13.71 k A9 PHD2: I 1 1 -3cz~A Y-Kazt N -S E. 12.0 ft 8.1 ft 0.7 482 sf 3.56 k 3.18 k 562 plf 54 .6 k-ft 17.4 k-ft N-~ J 23.0 ft -0.4 2. 8.1 ft 365 sf 2.42 k 41 k 210 plf - 68.3'k-ft 170.0 k-ft none A8 none This is an (E) wall. If (E).Wall is a shearwall'and, nailing is 6" o.c., make wall #11 per shearwall schedule; if (E) wall nailing is 4" o.c., make wall #13 per shparwall schedule; if (E) wall nailing is closer than 4" o.c., 'notify engineer for other design. Shear Walls ...ibenberger Resideno' Roof Force/sf trib. Area 5.6 psf Direction Line Length Height H/D Trib. Force Shear M.t Mres Uplift Plywood Holdown Area -E-W ~.5 11.8 ft' 9.1 ft 0.8 438 sf 2.45 k 363 pif 22.3 k-ft 12.8 k-ft 0.85 k MST37 E-W. 5 12.0 ft 17.5 ft 1.5 .548 sf 3.07 k .256 pIf 53.7-k-ft 13.2 k-ft- 3.52 k A9 MST60 E-W 6 12.0 ft 17.8 ft 1.5 -492 sf ..276 k 230 pff 48.9 k-ft 13.2 k-ft 3.10 k A8 MST48 E-W 9 19.3 ft* 15.5 ft 0.8 360 sf 2.02 k 212 pif '31.2 k -ft 51.4 k-ft none 8 A none, Gross length,, shear force is calculated using net length (gross less openings) Floor Force/sf trib. Area 6.6 psf Direction Line Length Height H/D Trib. Force Force Shear M,'t Wres Uplift -Plywood Holdown Area Roof Floor E-W 1 8.5 ft 8.1 ft 1.0 117 sf 1.12 k 0.77 k 223 plf 15.3 k-ft 7.1 k*-ft Rlff~ E-W 3 8.5 ft 8.1 ft 1.0 244 sf 1M k 1.61 k 346 plf 2 8.8 k-ft 4.2 k-ft ;-4&9 9 A PHIM 116 E-W 5 6.5-ft 8.1 ft 1.2 376 sf 3.01 k - 2.48 k 854 pIf 45.0 k-ft 7.9 k-ft 6.18 k 2 xA HDU11, E-W 6 16.0ft .8.1 ft 0.5 410 sf 2.76 k 2.71 k 34 . 2 pif . 44.3 k-7ft 35.6 k-ft 0.56 k A9 ~PHD2 E-W 8 5.3 ft 8.1 ft 1.5 432 sf 2.02 k 2.85 k 914 plf 39.6,k-ft 1.9 k-ft 7.78 k 2 xA HDQ8' 47 Tlt6' Job # Dsgnr: Date: 9:18PM, 3SEP07 Description S pope: Re" 5 ~,s- 0 ?oo,' 0615i_V., 5.8.0, 1-Dec-2003 L(c)1983-2003 General Timber Beam Page 1 ENERCALC Engineering Software obenberger.ecw:Calculations -Description 14' roof hip General Information Code Ret 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section N ame U8 Center Span 14.14 ft ..... Lu 2.83 ft Beam Width 3.500 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 7.250 in Right Cantilever 2.83 ft ..... Lu 2.83 ft Member Type Sawn Douglas Fir - Larch, No.2 I I *Bm Wt. Added to Loads Fb Base Allow ~900.0 psi Load Dur. Factor 1.250 FvAllow, i80.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi I'Trapezoidal Loads #1 DL @ Left 141.00 #/ft LL Left 113.00 Vft Start Loc 0.000 ft DL @ Right #/ft LL @ Right #/ft' End Loc 14.140 ft #2 DL @.Left 28.00 #/ft LL @ Left 23.00 #/ft Start Loc 14. . 14 0 ft DL @ Right 28.00 .#/ft LL @ Right 23.00 Vft End Loc .16.970 ft Summary., Beam Design OK _~u Span= 14.14ft, Right Cant= 2.83ft, Beam Width 3.500in x Depth,= 7.25in, Ends are Pin-Pin Max Stms Ratio 0.901 A aximUm Moment M Ma m 3.4 k-ft Maximu Sh'ear 1.5 1.6 k Allowable 3.7 k-ft Allowable 5.7 k Max. Positive Moment 3.35 k-ft at 5.954 ft Shear: @ Left 1.23 k Max. Negative Moment -0.14k-.ft at 14.140 ft @ Right k I Max @ Leh Support 0.00 k-ft Camber: g Left. 0.'.000 in Max @ Right Support -0.23 k-ft @ Center 0.558 in Max. M allow 3.72 Reactions @ Right 0.3.11 in fb 1,311.30 psi fv 64.61 psi Left DL 0.70 k Mak 1.23 k Fb 1,455.65 psi Fv. 225.00 psi Right DL- 6.48 k Max 0.82 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load - Total Load Deflection -0.372-in .'-0.658 -in Deflection 0.000 in 0.000 in ...Location 6.766 ft 6.766 ft ..LengthlDefl 0.0 0.0 ... Length/Defl 456.2 257.77 Right Cantilever.. Cambei(ijsing1.5*D.L.Defl)... Deflection 0.208 in 0.375 in @ Center 0.556 in ..-.Length/Defl 327.1, 180.9 @ Left 0.000 in @ Right 0.311 in Title Job Dsgnr: Date: 9:18PM, 3 SEP 07 Description Scope: i ev: 580004 User: KW-0606157,.Ver 5.8.0, 1 -Dec*2003 Timber Beam & Joist Page 1.1 (c)1983-2003 ENERCAL C Engineering Software obenberger.ecw:Calculations Description Roof and ceiling beams and' headers I Timber Mem'ber Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Ridge line 6-7.5 Ceiling bm line 7.5 Rkige line 5-6 Ridge fine 3.5-5 Ceiling brn line 3.5 Ceiling joists Beam line 3.2 X Timber Section Im: 3.' pri 5x11.25 Pdlm: 5.25xl 1.25 4x1O 4x12 Prilm: 3.5A 1.25 W2 Pr1lm: 3.5x1 1.25 i Beam Width in 3.500 5.250 3.500, 3.500 3.500 1.500 3.500 Beam Depth. in 11.250 11.250 9.250 11.256 11.250 11.250 11.250! Le: Unbraced Length ft 2.00 19.50 2.00 2.00 11.50 1.33 11.50, Tlmber Grade Truss Joist - TrussJoist - Douglas'Hr - Douglas Rr - Truss Joist - 6ouglas Fir - Truss Joist - Macmillan, MacMillan, Larch, No.2 Larch, Nol Macmillan, Larch, No.2 Macmillan, Fb - Basic Allow psi 2,900.0 2,900.0 900.0 900.6 2,900.0 900.0 2,900.0 Fv - Basic Allow psi 290.0 290.0. 180.01 180.0 290.0 180.0 290.0 Elastic Modulus ksi 2,000.0 2,000.0 1,600.0 1,600.6 2,000.0 1,600.0 2,000.01 Load Duration Factor 1.250 1.250 1.250 1.250 1.250 1.000 1.2501 Member Type. Mahuf/Pine Manuf/Pine Sawn Sawn Manuf/Pine Sawn Manuf/Pine" Nol Repetitive Status No No No No - No Repetitive Center Span Data $pan 16.00 19.50 11.75 15.50 11.50 19.50 11.50 -Dead Load #/ft 195.00 13.00 180.00. 115.00 13.00 13.00 216.00 Live Load #/ft 156.00 27.00 144.00 92.00, 27.00. 27.00 .96.00 'Point #11' DL lbs 2,260.00 1 369.00 2,400.00 LL lbs 1,780.00 1:095.00 @ x ft 9.750 5.750 2.250 Point #2 DL lbs 1,600.00 LL lbs @ x ft 1.000 I.Results Ratio = 0.,5075 0.6776 0.9997 0.8200 0.3788 0.7076 0.5148% Mmax @ Center in-k 134.78 259.15 67.10 7 4.60 92.94 22.81 1.11.02 @ x ft 8.00 9.75 5.87 -.7.75 .5.75 9.75 3.82 fb :Actual psi 1,825.6 2,340.2 1,344.3 1,010.4 1,258.9 721.1 1,503.7 'Fb: Allowable psi 3,597.1 3,453.5 1,344.8 1,232.2 3,323.4 1,019.0 3,323.4 Bending OK Sending OK Sending OK Bending OK Bending OK Bending OK Bending OK A : Actual 95. 0 60.3 76.9 53.8, 54.3 31.3 186.6 Fv: Allowable p p S; 362.5 362.5 225.0 225.0 362.5 180.0 362.5 - I' Shear OK Shear OK -Shear OK Shear OK Shear OK Shear OK Shear OK I Reactions @ Left EnO DL lbs 11560.00 1,256.75 1,057.50 - 891.25 759.25 126.75 4,633.30 . LL lbs 1,248.00 A,lt3.25' 846.00 713.00 702.75. 263.25 552.00 ''Max. DL+LL lbs 2,808.00 2,410.00 1,903.50 1,6D4.25 1,462.00 390.00 5,185.30 @ Right End DL lbs 1,560.00 1,256.75 1.057.50 891.25 759'.25 1.26.75 1,850.70 LL lbs .1,248. 00 1,153.25 846.00 713.00 702.75 263.25 552.00 Max DL~Ll_ lbs. 2,808.00 2,410.00 1,903.50 1,604.25 1,462.00 390.00 2,402.69 Deflections Ratio OK Deflection OK Deflection OK I Deflection OK Deflection OK. Deflection OK Deflebtion OK Center DL Dell T' L/Deff Ratio Center LL Defi L/Defl Ratio Center Total DO Location L/Defl Ratio J in -0.346 -0.518 _0209 -0.225 -0.096 -0.149 -0.219 554.6 451.6 674.6 827.5 1,431.5. 1,575.6 630.3 in -:0.277 -0,452 -0.167 -0.180 -0.085 -0.308 -0.045 693.3 517.8 843.3 1,034.4 1,624.0 758.6 3,034.0 in -0.623 -0.910 -0.376 -0.405 -0.181 -0.457 -0.264. It 8.000 .9.750 5.975 7.750 5.750, 9.750 5.428 308.1 241.2 ~74.8 459.7 760.8 512 .1 .522.3 Title Job # Dsgnr: Date: 9:18PM, 3 SEP 07 Description Scope: I Rev: 580001 KW-0606157. Ver 5.8.0, 1 -Dec-2003 ~User: General Timber Beam Page ~1 -C 1983-2003 ENERCALC Engineering Software obe*nberge~.ecw:Calculations Description 85 roof hip )rmation Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA.5000. Base allowables.are user'defi Section Name 2x8 Cente~ Span 8.50ft Lu 2.83 ft Beam Width 1.500 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 7.250 in Right Cantilever 2..83ft ... Lu 2.83 ft Member Type Sawn Douglas Fir - Larch~ No.2 Brii Wt. Added to Loads Fb Base Allow 900.0 psi Load D.Or. Factor 1.250 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi Trapezoidal Loads #1 -DL @ Left 85.00 #/ft LL @ Left 68.00 #M Start Loc 0.000 ft- OL @ Right #/ft LL @ Right Vft End Loc 8.500 ft. #2 DL @ Left 28.00 Vft LL @ Left 23.00 Vft Start Loc 8.500 ft DL @ Right 28.00 Vft LL @ Right 23.00 #/ft End Loc 11.330 ft' Summary t Beam'Design OK X S S t 2.83ft, Beam Width 1.500in x Depth 7.25in, Ends are Pin'Pin Span= 8,.50ft, Right Cant= Max Stress Ratio M XiMgm Mom 0.478, : 1 a ximum Moment 0.7'k-ft Maximum Shear 1.5 6.5 k Allowable 1.4 k-ft Allowable 2.4 k Max. Positive Moment 0.68 k-ft at 3.436 ft Sh6ar: @ Left 0.43 k Max. Negative'Moment -0. 12 k-ft at 8.500 ft 0.25 k j Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support .-0.21, k-ft @ Center 0.086 in Max. M allow 1.43 @ Right Reactions... 0.062 in fb 622.29 psi fv 47.16 psi Left DL 024 k Max 0.43 k Fb , 1,302.99 psi Fv 225.00 psi Right OL 023 k Max 0.41 k flections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.057 in" -0.110 in Deflection 0.000 in, 0.000 in ... Location 3.934A 4.024 ft ..Length[Defl 0'.0 0.0 ... Ungth/Defl 1,777.9 928.76 Right Cantilever... Camber ( using 1.5 D.L. DO Deflection 0.041 in 0.092 in @ Center 0.086 in ... Length/Defl 1,646.0 740.7 @ Left 0.00b in @ Right' 0.062 in f Oe Dsgpr Description Scope: Job # Date: 9:21 PM, - 3 SEP 07 Usdr:.KW-0606157, Ver 5.8.0, 1 -Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ~NERCALC r=ngineering Software obenberger.ecw:Calculations Description Roof and ceiling beams and headers 2 [Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base ailowables are userdefined. Hdr line 3 @ C~ Hdr line F @ Og Hdr line H Hdr line 9 Hdr line C Bm fine A Typ rafter bm brn Timber Section 4)0 4xl 0 4xjO 4A 2 PrIlm: 3.5x14.0 6A 2 2)6 Beam Width in .3.500 3.500 3.500 3.500~ 3.500 5.500 1.500 I Beam Depth in 7.250 9.250 9.250 11. . 250 14.000 11.'500 5.500 Le: Unbraced Length ft 3.33 3.33 6.33 10.33, 12.00 2.00 1.00 Timber Grade Douglas Fir - Douglas Fir - Douglas Fir - Douglas F1r - Truss Joist - Douglas Fir - Douglas Fir - Larch, No.2 Larch, No.2 Larch, No.2 Larch, NoZ. MaMilan, Larch, No. 1 Larch, No. 2 Fb - Basic Allow , psi psil 900.0 900.0 900.0 NO.& 2.900.0 1,350.0 900.0 Fv - Basic At low 180.0 180.0 180.0 180.01 290.6 170.0 180.0 t:iastic moouius KSI l,bUU.0 1,blJU.0 1,600.0 1,600ff 2,000.0 1,600.0 1.600.0 Load Duration Factor 1.250 1.250 1.250 1.250 1.250 1.250 1.250 1 Member Type Sawn -Sawn Sawn Sawn Manuf/Pine Sawn Sawn I Repetftim Status No No No No N No Repetillive I'Cehter Span Data Span ft 3.33 3.33 6.33 10.33 i 12.00 19.00 10.20 Dead Load Ot 672.0 0 1 568.00 700.00 364.001- 40.00 1115.00 37.00 Live Load #/ft 32.00 92.00- 32.00 I Dead Load #/ft 526.00 i Live Load #/ft Start ft End ft 6.000 Point #1 DL lbs 2,400.00 2,800.00 5,200.00 LL lbs @ x ft 0.750 imo 6.000. ~oint #2 DL lbs 1,200.00 LL lbs @ x ft 4.500 Results Ratio 0.6767 0.5525 0.6330 0.65641 0.8361 0.'5492 0.8537't I Mmax @ Center in-k 24.59 36.98 42.07 58.26 i 291M 112.09 @X= 1.51 3.16 5.16, 6.00 6.50 10 * 77 5.10 flb Actual psi 801.9 740.9 .842.9 789.2 1 2,553.6 924.*6 1,423.9' .Fb Allowable psi 1,454.3 1,340.9' 1,331.6 1,202.3, 3,054.3 1,683.5 1,667.9 Bending OK' Sending OK Bending OK Bending OK Sending OK Bending OK Sending OK fv: Actual psi 152.2 78.0 59.0 167.1 42.2 .58.4. Fv: Allowable psi 225.0 225.0 225.0 225.0 362.5 -212.5 225.6 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL DO L/Defl Ratio *Center LL DO UDe4 Ratio Center Total DO Location L[Defl Ratio lbs 2,978.34 2,484.46 2,215.50 11,880.06 ____~,957.00 1,092.50 lbs 0.00 0.00 0.00 0.00 874.00 lbs 2,978.34 2;484.46 2,215.50 1,880.06 1 92.00 6,149.00 1,966.50 lbs 1,659.42 2,206.98 2,2115.50 1,880.06 4,079.00 1,092.50 lbs 0.06 0.00 0.00 0.00 192.00 874.00 lbs 1,659.42 2,2016.98 2,215.50 1,880.06 4,271.00 1,966.50 Ratio OK Deflection OK Deflection OK Deflection OK 'Defl dction OK Deflection OK in -0.022 -0.014 -0.068 -0.140' -0.333 -0.302 1,828;0 2,814.5 1,109.5 883.2 4N.0 754.1 in .0.000 0.000 0.000. 0.000 -0.009 -0.242 0.0 0.0 0 ' 0 0.0 15,438.9 942.7 in -0.022 .-0.014 -0.068 -0.140. -0.343 -0.544 ft 1.558 1.625 3.165 5.165 5.856 '9.500 1,828.0 2,814.5 1009.5 .683.2 420.3 419.0 188.70 163.20 351.90 188.70 163.20 351.90 Deflectior~ OK -0.271 452.0 -0.234 522.6 -0.505 5.100 242.4 to Job*'# Title Dsgnr: Date: 9:21 PM, 3 SEP 07 Description Sc ope e R ev: 580004 User: KW-0606157, Ver 5.8.0. 1-Dec-2003 Thnber Beam &'Joist Page 1' (c)1983-20;03 ~ENERCALC Engineering Software obenberger.ecw:Calculatiohs Description Floor beams and joists 1 lber Information' Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are L Deck joists Beam line 2.5. Ty" floor beam F8 fine C:3-4 F8 line A FB line 5 FB line 5.9 'Timber Section 2x1 0 64 Prilm: 5.25A 1.875 Prllm:7.N11.875' Prilm:3.5xil.875 Prilm: 3.5x1 1.875 Prim: 5.25xl 1.875 Beam Width in 1.500 5.500 5.250 7.000 3.500 3.500 5.250 Beam Depth in 9.250 7.500 11.875 11.875 11.875 11.875 ..11.875 Le: Unbraced Length ft 1.33 1.33 1.33 1.33 1.33 1.33 IM Tlmber Grade Douglas nr - Douglas Fir - T.russ Joist - Truss Joist - Truss Joist - Truss Joist - TnIss 30ist - Larch, No.2 Larch, No.2 MacMillan, MacMillan_ MScMillan, MacMillan, MacMillan, Fb - Basic Allow psi 900.0 875.0 2,900.0 2,900.0 2,900.0 2,900.0 2,900.0,;: Fv-B asic Allow psi 180.0 170.0 290.0 290.0 290.0 290.0, 290.0, Elastic Modulus ksi 1,600.0 1 j300.0 2,000.0 2,000.0 2,000.0 .2,000.0 2,000.0., Load Duration Factor 1.000 1.250 1.250 1250 .1.250 1.250' 1.250 Member Type Sawn Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf[Pine Manufffline~, Repetitive Status No No No No No No No Mmax @.X= Mmax @ Cantilever ftJ :Actual Fb : Allowable fv: Actual Fv: Allowable Reaptions @Left End DL 0 LL -Max. DL+LL @ Right End DL LL Max. DL+LL Deflections EC enter Span Data I I . Q -i p ff n cn q cn .13.00 13.00. 11.50 9.50 16.00 Dead Load #/ft 27.30 1,090.00 548.00 331.00 200.00 200.00 Live Load #/ft 53.00 32.00 32.00 Dead Load #/ft 450.00 Live Load #fit Start ft End' 4.000 Point #1 DL lbs 2,000.00 7,600.00 4,200.00 1,600.00 .1,900.00 LL lbs @ ft 6.000 .4.000 4.500. 5.500 9.000 Point #2 DL -lbs 1,900.00 2,800.00 LL lbs @ x ft 9.000 10.000 Ecantilever Span Span ft 1.00 Point #1 DL. lbs 3,600.00 LL lbs @ x ft 1.000 Results Ratio = 0.5193 0.7666 0.7888' 0.6728' 0.6759 0.2750 0.6516 111-K 1V.V1 U.UU 4UU. I f ZUU.49 81.57 290.80 ft 4.75 0.00 6.03 4.00 4.51 5.51 9.02 in-k 0.00 -43.20 0.00 0.00 0..00 0.00 0.00 psi 508.2 837.8 2,853.3 2,436.0 2,437.3 991.6 2,356.8_ psi ' 978.6 1,092.9 3,617.1 3,620.6 3,606.2 3,606.2 3,617.1 oendiny OR Bcnjinq OR OR ;;6i-4,gOK Zei.dliqi OR ZEad"Ing CK. Zaadiag 0:, psi 34.6 130.9 170.5 168.9~ 149.4 61.3 107.1 psi 180.0 212.5 362.5 362.5 362.5 362.5 362.5 Shear OK Shear OK Shear OK ShearOK Shear OK ShearOK Shear OK lbs 129.67 -378.95 8,161.92 10346.61 4,459.77 1.723.68 3,481.25 lbs 251.75 0.00 0.00 0.00 0.00 152.00 256.00 lbs 381.42 378.95 .8,161.92 10346.6 1. 4,459.77 1,875.68 -.3,737.25 lbs 129.67 31978.95 8,008~07 6,177.38 3.546.73 3,676.32 4,418.75 lbs .251.75 0.00 0.00 0.00 0.00 152.00 256.00 lbs 381.42 3,978.95 8,008.07 6,177.38 3,546.73 3,828.32 4 . 674.75 Ratio OK' Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title Job # Dsgnr: Date: 9:21PM, 3SEP07 Description Scope t Page. 2 Rev: 580004 User: KW-0606157, Ver 5.8.0, 1 -Dec-2003 Timber Beam & Joist (01983-2003 ENERCALC Engineering Software obenber6er.ecw:calculations Description Floor beams and joists I Center DL Deff in 4032 0.143 -0.585 -0.462 -0.354 -0.096 -0.647 L/Deff Ratio 3,606.9 795.7 266.6 337.6 389.8 1,188.6 296.7 Center LL Defl in -0.061 0.000 0.000 0.000 0.000 —0.006 -0.032 LIDefl Ratio 1,857.9 .0.0 0.0 Off 0.0 18,989.2 5,962.2 Center Total DO in -OM3 6.143 -0.585 -0.462~ -0.354 -0.102 -0.679, Location ft 4.750 5.472 6.448 6.084 5.520 4.940 8.320 L/Defl Ratio 1,226.2 795.7 266.6 337.61 389.8 1,118.7 282.7 Cantilever DL DO in -0.087 Cantilever LL DO in 0000 Total Cant. Deff in -0.087 L/Defl Ratio 276.5 Title: Job # -I)ignr:. Date: 9:21 PM, 3 SEP 07 Ditscription Scope: . L Rev: 580004 User: KW-0606157, ver 5.8.0, 1-Dec-2003 T hm. -b e- r B- e- a.m. &— J— 0— i S— t. Page (c)1983-2003 ENERCALC. Engineering Software obenberger.em'Calcl Timber Member Information Code Ref ~d()l NDS, 20031BC; 2003 NFPA 5000. Base allowables are user defined, FB line C:5.3-6 FB fine 6.5 Timber Section d1m: 5.25xi 1.875 PrIlm: 3.5x1 1.875 Bearn Width in 5.250 3.500 Beam Depth in 11.875 11.875 Le: Unbraced Length ft 1.33 1.33 I Tlmber Grade Truss 3DW - Truss 3D15t - macmiian, Macmillan, Fb - Basic Allow psi 2,900.0 2,900.0 v F - Basic Allow psi 290.0 290:0 Elastic Modulus' ksi 2,000.0 2,000.0 Load Duration Factor 1.250 1.000 Member Type Manuf/Pine Manuff Pine Repetitive Status No No ECnter Span Data j Span ft = 9.00 16.00 Dead Load #tft 1,400.00 260.00 Live Load #/fl 85.00 Point #1 DL lbs 3,700.00 LL lbs .@x fli 8.000 Results Ratio 0.5461 0.5576 Mmax @ Center in-k 193.02 132.48 x ft . 4.79 fb : Actual psi 1,564.4 1,610.5 Fb: Allowable psi 3.617.1 2,888.2 Bending OK Bending OK fv: Actual psi 198.0 87.7 Fv: Allowable psi 3625 290.0 Shear OK' ShearOK Reactions @ Left End DL lbs 6,711.11 2,080.00 LL lbs 0.00 680.00 ..Ma)L DL+LL lbs 6,711.11 ..2,760.00 Right End DL* lbs 9,588.89 2,080.00 LL lbs 0.00 680.00 Max. DL+LL lbs 2,760.00 Deflections Ratio OK Deflection OK C - enter DL Defl =in --0.163 ~0.392 UDefl R~atio 663.2 489.2 Center LL De1l in 0.000 -0.128 UDefl Ratio 0.0 1,496.4 Center Total DO in -0.163 -0.521 Location ft 4.572 8.000 L/Defi Ratio 663.2, 368.7. Title Job # Dsgn,: Date: 9:18PM, 3 SEP W Description Scope: Re 580005 User: KW-0606157, Ver 5.8.0, 1-Dec-2003 Steel Column (01983-2003 ENERCALC Engineering Software obenberg Description Typ. steel post General Information f, Code Ref: Aisc 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 506,0 Steel Section HSS6X6X1I4 Fy 46.00 ksi X-X Sidesway: Restrained Duration Factor 1.000 Y-Y Sidesway: Restrained Column Height '8.000 ft Elastic Modulus 26,000.00 ksl End Fixity Pin-Pin X-X Unbraced 8.000 ft Kxx 1.000 1 Live & Short Term Loads Combined Y-Y Unbraced 8.000 ft Kyy 1.000 I'Loads Axial Load... Dead Load 124.75 k Ecc. for X-X Axis Moments 0.000 in Live Load k Ecc. for Y-Y Axis Moments, 0.000 in Short Terr6 Load k Summory Column Design OK 7Section : HSS6X6Xl/'4, Height 8.00ft, Axial Loads: DL =.124.75, LL 0.00'. ST 0.00k, Ecc. 0.006in U . . c L g Unbraced Lengths: X-X.= 8.00ft, Y-( C C St 8.00ft ombined Stress Ratios Dead Live DL-+ LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.9986 1 0.9986 0.9986 AISC Formula H 1 - 2 0.8626 0.8626 0.8626 AISC Formula H1 -3 I': XX Axis Fa calc'd per Eq. E2-1, K*Ur < Cc YY Ax'is Fa calc'd per Eq. E2-1, K*Ur < Cc St ~ resses . . . . . . Azlowab 6 & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 23.84 ksi 0.00 ksi 23.84 ksi 23.84 ksi fa :.Actual 23.81 ksi 0.00 ksi 23.81 ksi .2~.81 ksi Fb:xx: Allow [F3.11 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksl fb xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy: Allow.[F3.11 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 01M ksi 0.00 ksi j4nalysis'Values F'ex: DL-;-LL ~8,419 Psi r-,-:x DL+LL 0.60 ch:v D!.+I.I. i On F'ey: DL+LL 88,439 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex: DLtLL+ST ~8,439 psi Cm:x DL+LL+ST, 0.60. Cb:x DL+LL+ST. 1.00 F'ey: DL+LL+ST_ 88,439 psi Cm:y DL+LL+ST 0.69 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection 0.0.00in at 0.000 ft Max Y-Y Axis Defledion 0.600 in at 0.000' ft M . LJL+LL IDS Z,v --4.UU 3,00-F.40 Deflections Ratio OK Deflection OK Center DL Def! in ~0.428 0.105 LfDefl Ratio 504.5 .1,834.6 -Center LL DO in -0.283 -0.053 L/Defl Ratio 762.3 3,599.8 Ce'riter Total DO in -0.712 0.130 Location ft 9.000 9.ko L/Defl Ratio 303.6 1,479.2 Cantilever DL De fl in -0.'210 Cantilever LL Defl. in -0.094 Total Cant. Deff in -0.304,. L/Defl Ratio 355.4. Span ft 4.50 Uniform Dead Load #/ft 74.00 'Uniform Live Load #/it 27.00 Point #1 DL lbs .1,224.00 LL lbs 810.00 @ x 4.500 R6sults Ratio 0.4803 0.3417 Mmax @ Center in-k' 109.84 2.45 @ x ft 9.00 2.43 Mmax @ Cantilever in-k 0.00 -122.11 fb Actual psi 1.390.9 989.6 Fb Allowable psi 2,896.0 2,896.2 Bending OK Sending OK fv: Actual psi 56.3 57.7 Fv: Allowable psi 290.0 290.0 ShearOK Shear OK, [Reactions @ Left End DL lbs 1,224.00 -255.08 LL lbs 810.00 4~4.00 max. LjL~LL IDS Z,y.$4.UU @ Right End DL Ibs 1,224.00 2,084.08 LL lbs 810.00 1,600.40 f j" Title: Job Dsgnr: Date: 9:18PM, 3 SEP 07 Description a Scope Re": 580004 ,User: KW-0606157, Ver 5.8.0, 1 -Dec-2003 -timber BeamA Joist Page (c)1983-2003 ENERCALC Engineering Software obenberger.ecw:Calculations 'Description- Floor beams Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 200.3 NFPA 5000. Base allow'ables are user defined'. Deck beam line K Bm line 7 Timber'Section Prilm: 5.25)9.5 Pdlm: 5.254 1.875 Beam Width in 5.250 5.250 Beam Depth in 9.500 11.875 Le: Unbraced Length ft 1.33 1.00 Tlmber Grade Tniss Joist - Tniss _Wst - - MacMillan, MacMillan, Fb - Bas ic Allow psi 2,900.0 2,900.0 Fv - Basic Allow psi 290.0 290.0 Elastic Modulus ksi 2,000.0 2,000.0 Load Duration Factor 1.000 1.000 Member Type Manuf/Pine Manuf/Pine RepetitKe Status No No Center Span Data Span ft 18.00 16.00 Dead Load #Kt 136.00 17~00 Live Load #tft 90.00 53.00 [Cantilever Span Title Job Dsgnr Date: 9:18PM, 3 SEP 07 Description S~ope Rev: : 580001 Page, 1 User KW-0806157. Ver 5.8.0, 1-Dec-2003 General TimbOr Beam ) -2003 ENERCALC Engineeriing Software _(c 1983 obenberger.ecw:Calculations Description Deck beam line 9:. D+L. 11'General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defiried Section Name PrIlm: 7.OxII.875 Center Span 19M ft ...... Lu 1.33 ft Beam Width 7.000 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft ..... Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.OE Bm Wt. Added to Loads Fb Base Allow 2,900~O psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End'Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 45.000 pcf E 2,000.0 ksi ~uil Length Uniform Loads i. Center DL 51.00 #/ft LL 100.00 #/ft Left Cantilever DL #/ft LL #fft Right Cantilever DL Vft LL #/ft Trapezoidal Loads #1 DL @ 1_6ft. 286..00 #/ft LL@Left #/ft Start Loc 0.000 ft DL @ Right 341.00 #/ft LL @ Right Vft End Loc 5.000 ft . 42 DL@"Left 341-00 #/ft LL @ Left #/ft Start Loc 14.500 ft DL @ Right 286.00 #/ft LL @ Right #/ft End Loa 19.500 ft T, '64.00 i3 DL @ Left #tft LL @ Left Vft Start Loc 5.000 ft DL @ Right 64.00 #/ft LL @ Right #tft End Loc 14.500 ft Point Loads Dead Load 1, 165.0 lbs 1 100.0 lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs .:.distance, 5.000 ft. 14.500 ft 0.000 ft 0.000 ft 0.000 ft 0:000 ft 0.000ft -Sumr ' '.Suinmary Bea m Design OK Span=.19.50ft, Beam Width 7.000in x Depth 11.875in, Ends are Pin-Pin Max Stress Ratio 0.508 1 M Maximum Shear 1.5 6.4. k Maximum Moment 20.2 k-ft 39.7 k-ft 24.1 k Allowable Allowable Max. Positive Moment 20.19 k-ft at 9.750 ft Shear: @ Left 4.70 k Max. Negative Moment O.Od k-ft at 19.500 ft I @.Right k Max @ Left Support 0.00 -k-ft Camber: @ Left 0.000 in Max @ LRight Support 0.00. k-ft @ Center 0.863 in Max. M allow. - 39.72 @ Right 0.000, in Reactlons.O. fbI 1 1,47147 psi tv 76.85 psi Left DL 3.72 k Mai 4.70 k Fb- 2.897.20 osi FV 290.00 DSi Riaht OL '372 k Max 4.70 k Deflections Dead Load Left Cantilever.. Dead Load Center Span..' Total Load =Total =LoadF- Deflection -0.576 in -0.742 in Deflection 0.000 in 0.000 in ... Location 9.750 ft 9.760 ft I ... Length/Defl 0.0 0.6 ... Length/Defl. 406.6 315.35 'Right Cantilever... Camber using 1.5 D.L. D.efl ... Deflection 0.000 in 0.000 in .@ Center 0.863 in '..Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Titilie Job Dsgnr: Date: 9:18PM, 3 SEP 07 Description scope u : v..r:K.8WO?00106157,Ver5.8.0,1-Dec-2003 t R 5 .deneral Timb~'r Beam'~ Pag (c)1983-2003 ENERCALC Engineetirig Software obenberger.ecw:Calci Description Deck beam line 9: D+L+Lr General information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name PrIlm: 7.OxI 1.875 Center Span 14.50 ft ..... Lu 1.33 ft 4 Beam-Width 7.000 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft ..... Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallarn ME Bm Wt. Aided to Loads Fb Base Allow 2,'900.0 psi Load bur. Factor 1.250 FvAll ' ow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 45.000 pcf E 2,000.0 ksi Full Length Uniform. Loads Center DL 51.00 Vft LL 100.00 #/ft Left Cantilever -DL #/ft LL #fft Right Cantilever OL #/ft LL #/ft I Loads #1 DL @ Left 286.00 Vft LL @ Left 32.00 Vft 4 Start Loc 0.000 ft DL@ R ight - 341.00 #/ft LL @ Right .78.00 #M End Loc 5.000 ft #2 DL @ Left 341.00 #/ft LL @ Left 78.00 #/ft Start Loc 14.500 ft DL @ Right 286.00. #tft LL @ Right 32.00 #tft End Loc 19.500 ft 43 DL @,Left 64.00 #/ft LL @ Left #tft Start Loc 5.000 ft DL @ Right 64.0.0 #tft LL @ Right #tft End Loc 14.500 ft [Point Lo~ds . Dead Load 1, 100.0 lbs 1, 100.0 lbs lbs lbs lbs lbs lbs Live Load 460.0 lbs 460.0 lbs lbs - lbs lbs lbs 16s, ... distance 5.000 ft 14.500 ft 0.000 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 19.50ft, Beam Width 7.000in. x Depth 11.875in, Ends are Pin-Pin Max, Stress Ratio 0.466. : 1 Maximum Moment 23.3 k-ft Maximum Shear 1.5 7.4 k Allowable 49.6 k-ft Allowable 30.1 k Max. Positive Moment 23.27 k-ft -i at 9.750 ft Shear: @ Left 5.43 k Max. Negative Moment 0.00 k-ft at 19.500 ft @ Right 5.43 k Max @,Left Support 0.00 k-ft Camber @ Left 0.000 in Max @ Right Support 0.00. k-ft @ Center 0.863 in Max. M allow .49.64 ReactioAs... @ R~ight 0.000 in fb 1,.697.~7 psi I'v 89.50 psi Left DL :3.72, k Max 5.43 k Fb 3.620.61 r)si Fv 362.5Q osi Riaht DL 3.72 k 5.43'k Max Deflections en n... Dead Load . Total Load ~Left Cantilever-' Dead Load TotalLoad Deflection -0.576 in. -0.862 in I Deflection 0.000 in 0.000 in ... Location 9.750 It 9.750 ft .1ength[Defl 0.0 0.0 ...LengthiDefl 406.6 271.59 Right Cantif I ever .. Camber ( using .1.5 D.L. Defil Deflection 0.000 in 0.000 in @ Center 0.863 in ... Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in ........ ... vv;: bt lull tt 4*0 X- L44 Oh /.0/) fm-~~W 1 10 loe'$ IA4 y 7-0, 1 1) ~rf 6151f i~ Y 4x. 7,0. ~ 19 X~o 60fa [A/3 T .wr Title Job # Dsgnr: Date: 9:18PM, 3 SEP 07 Description Scope: i ev: 580001 User: KW-0606157. Ver 5.8.0. 1 -Dec-2003 Page ir Beam General TimbL 10j, (c)1983-2003 ENERCALC Engineering Software ,at, nr obenberger.E latio r !Cw:calcl~ Description Deck beam line 10: D+L (OLLr) irmation Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowa6les are user d6fined Section Name PrIlm: 7.04.5 Center Span 19.50ft ...... Lu .1.33 ft Beam Width 7.000 in Left Cantilever ft ..... Lu 0.60 ft Beam Depth 9.500 in Right Cantilever. 4.50 ft ..... Lu 1.33 ft Member Type Truss Joist - MacMillan, Parallam 2.01E Bm Wt. Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 45.000 pcf E 2,000.0 ksi ETrapez'oidal Loads #1 DL @,Left 136.00 Vft LL @ Left 105.00 stft. Start Loc 0.000 ft DL@ Right. 152.00 Vft LL @ Right. 150.00 Vft End Loc 12.000 ft #2 DL@ Left 152.00 #/ft LL @ Left 150.06 #tft Start Loc 12.000 ft DL@ Right 141.00 #/ft LL @ Right 120.00 #/ft End Loc 19.500 ft #3 DL @ Left 111.00 '#tft LL @ Left 60.00 Vft Start Loc 19.500 ft DL @ Right 90.00 #/ft LL @ Right #/ft End Loc 24.000 ft Point Loads Dead Load 1,200.0 lbs. lbs lb, lbs lbs lbs lbsi Live Load 800.0 lbs lbs lbs lbs lbs lbs lbs ...distance 24.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft i Summary Beam Design OK Span-= 19.50ft, Right Cant= ft 4.50ft, Beam Width 7.000in x Depth 9.5in, Ends are Pin-Pin ax Steess Ratio M X t M Xi m m ~A ~rn t 0.443 : 1, r 10 aximum Moment M 4.~ k 11.3 k-ft, aximum.Shear 1.5 Allowable 25.4 'k-ft Allowable 19.3 k Max. Positive Moment 11.27k-ft at 8.794 ft Shear: @ Left 2.50 k Max. Negative Moment -6.59 k-ft at 19.500 ft @ Right 3.47 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -10.40 k-ft @ Center 0,418 K Max. Mallow 25.43 @ Right 0.007 in Reactions... fb 1,284;70 psi fV Jr3.40'psi Left DL 1.26 k Max 2.50 k Fb 2,897.77 psi Fv '1 Right DL k 290.bo psi 3.7 Max 6.15 k eflections Ep Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection, -0.279 in -0.715 in Deflection 0.000 in 0.000 in ... Location .8.699 ft 9.272 ft ... Length/Defl .0.0 0.0 ... Lengtn/Deti 839.0 327.2i Rig ht Cantilever. Camber ( using 1.5 D.L. Defil Deflection -0.004 in 0.319 in @ Center 0.418 in ... Length/Defl 24,552.8 339.0 @ Left 0.000 in @ Right .0.007 in Title: Job Dsgnr: bate: 9:18PM, 3 SEP 07 Description Scope: Rev: 580001 Mer: KW-0606157, Ver 5.8.0, 1-Dec-2003 Ge- fieral Tim' bet Beam Page (c)1983-2003 ENERCALC Engineering Software obenberger.ecw:Calculations Ij Description Deckbeam line J: D+L General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowable I s are user defin6d Section Name PrIlm: 7.Ox9.5 Center Span 12.50ft ...-Lu 1.33 ft Beam W idth 12.250 in Left Cantilever ft Lu ..... 0.00 Beam Depth 9.500 in Right Cantilever 5.00ft ..... Lu 1.33 ft 'MemberType Truss Joist - MacMillan, Parallam 2.OE Bm Wt. Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 6WO psi Wood Density 45.000 pcf E -2,000.a ksi r Trapezoidal Loads *1 DL a Left 305.00 #/ft LL @ Left #/ft Start Loc 12.500 '-ft DIL @ Right 305.00 #tft LL @ Right #/ft End Loc 14.500 ft Epoi nt Load I . Dead Load 4.100. 0 lbs 3,700.0 lbs lbs Ibs lbs lbs Live Load 1,000.0 lbs 2,400.0 lbs lbs lbs- lbs lbs lbs ... distance 14.500 ft 17.500, ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span= 12.50ft, Right C~nt= 5.00ft, Beam Width 12.250in x Depth 9.5in, Ends are P I in -Pin Max Stress Ratio 0.938 : I Maximum Moment 41 ~8 k-ft ~Maximum Shear 1.5 17.6 k Allowable 44.5 k -ft Allowable 33.7 k Max. Positive Moment 0.00 k-ft at 0.000 ft Shear: @ Left 3.11 k Max. Negative Moment -27.76 kmft at 12.500 ft @ Right 11.97 k Max @ Left Support 0.0*0 k-ft Camber: @ Left 0.000 in Max @ Right Support 41.76 k-ft @ Center 0.395 in I Max. M allow 44.53 @ Right Reactions... .1.104 in fb 2,719.93 psi N 151.16 psi Left DL -1.99 k Max -3.11 k Fb 2,900.00 ps i Fv 290.00 psi Right DL 1 1.04'k Max 15.56 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.'264 in 0.264 in Deflection '0.000 in .0.000 in ... Location 7.263 ft 7.~63 ft ...Length/Defl 0.0 0.0 ....Length/Defl 568.9 568.93 Right Cantilever... a Camber ( using 1.5 D.L. Defl Deflection -0.736 in -1. 123 in @ Center 0.395 in ... LengthIDefl 163.0 106.8 0 Left n nnn in Title Job # Dsgnr: Date: 9:18PM, 3 SEP 07 Description Scope: 580001 L lev: u KW-0606157, Ver 5.8.0. 1-Dec-2003 (,ser: Geheral Timbe;r Be*am Page 1 )l,,3-2003 ENERCALC Engineering Software ob6nberger.ecw:Calculations Description Deck beam line J: D+L+Lr General information Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base a'llowables are user define~d Section Name Prilm: 7.Ox9.5 Center Span 12.50 ft ..... Lu 1.33 ft BeamWidth 10.500 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 9.500 in Right Cantilever 5.00ft ..... LU 1.33 ft Member Type Truss~ Joist - MacMillan, Parallam 2.OE Bm Wt. Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor 1.250 Fv Allow 290.'0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 45.000 pcf E 2,000.0 ksi Trap ezoidal Loads . Q%iVV=XWj M z udosw W'" #1 DL @ Left 305.00 #M LL @ Left 46.00 #/ft Start Lot 12.500 ft DL @ Right 305.00 #Ift LL @ Right 48.00 Vft End Loc 14~50.0 ft. Epoint Loads Dead Load . 4,100.0 lbs 3,700.0 lbs lbs lbs lbs lbs lbs Live'Load 2,100.0 lbs 2,400.0 lbs lbs lbs lbs lbs lbs ... distance 14.500 ft 17.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span= 12. 50ft, Right Cant= 5.00ft, Beam Width 10.500in x Depth 9.5in, Ends are Pin-Pin Max Stress Ratio 0.922 Maximum Moment -44.0 k-ft Maximum Shear 1.5 19.3 k Allowable 47.1 k-ft Allowable 36.2 k Max. Positive Moment 0.00 k-ft at 0.000 ft Shear: @ Left 3.32 k Max. Negative Moment -27.70 k-ft at 12.500 ft. @ Right 13.13.k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -44.00 k-ft @ Center 0.463 in Max. M allow 47.71 Reactions... @ Right 1 . 1 288 in fb 3,342.76 psi fV 193.45 psi Left DL -2.02 k Max -3.32 k Fb 3,625.00 psi Fv 362.50 psi Right DL 10.98 k Max 16.88 k Keflections -Center Span... Veaod Load mm~ Total Load Left Cantilever... De:d Load Total Load Deflection 0.309 in 0.309 in. Deflection 0.000 in 0.000 in* ...Location. 7.263 ft 7.263 ft. ...Length/Defl 0.0 0.0 ...Length/Defl 485.9 485.93 -Right Cantilever.. Camber using 1.5 D.L. Defl ) ... Deflection -0.659 in -1.375 in @ Center 0.463 in ... Length/Defl, 139.7 87.2 @ Left. @ Right 0 * 000 in 1.288 in @ Base of Wall Footing Shear @ Toe 4.5 psi OK Design height Rebar Size 6.00 ft 3.33 ft Footing Shear @ Heel 18.7 psi OK Rebar Spacing .4 12.00 in 4 12.00 in Allowable 85.0 psi 'Rebar Placed at Center Center Fteactio'n at Top 234.0 lbs Rebar Depth V 4.00 in 4.00 in -Reaction at Boftom 1 513.8 lbs 1 Design Data Sliding Stability Ratio 1.59 OK fb1FB + fa/Fa 0.000 0.309 Sliding CaIcs Sliding Forte .Lateral 1,513.8 lbs Mu .... Actual 0.0 ft-# ~11 1.6 ft-# less.1 00% Passive Forte'= 1,361.1 lbs Mn * Phi ..... Allowable 2,305.6 ft-# 2,305.6 ft-# 1pqq in0l/ Friefinn Force = 1,046.5 Itis Shear Force (c) this heiaht 0.0 lbs Added Force Req'd = 0.0 lbs OK Shear ..... Actual 0.00 psi .....for 1.5: 1 Stability = 0.0 lbs. OK Shear ..... Allowable 85.00 psi !Sig n Results 1 Rebar Lap Required 12.48 in 12.48 in Toe eel Rebar embedment into footing Factored Pressure 1.118 975 psf Other Acceptable Sizes & Spac I . n g I s: Mu': Upward Mu': Downward 553 0 ft-# 210 3,278 ft-# Toe: None Spec'd_ -or- Not req'd, Mu < S * Fr M u:.Design 343 3,278 ft4 Heel: None Specd -or- Not *'d, Mu < S * Fr * Actual I -Way Shear ' 4.53 18.73 psi' Key: #4@ 28.75 in, #5@ 44 -or- #4@ 28.75 in, #5@ 44.50 in, #6@ 48 Design Summary ~rcohcrete stem construction Total Bearing Load 2,990 lbs thickness 8.00 in Fy 40"000 psi resultant pct. 0.55 in Wall Weight 96.7 pcf fc 2,500 psi Soil Pressure @ Toe 798 psf OK Stem is FIXED to top. . of footing Soil Pressure @ Heel 697 psi OK Allowable 3,000 Osf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base AC I Factored @-Toe. 1, 118 Psf ACI Factored nn Heel 971; ef Stem OK Stem OK Stem OK 0.00 ft # 4 12.00 in Center 4.00 in 0.690, 1,591.2 ft-# 2,305.6 ft-# 1,591.2 lbs 33.15 psi 85.00 psi 6.00 in Title: Job # Dsgnr: Date: 10:44PM, 3SEP07 Descrip tion Scope Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 6000 LURev: 580005 ser: KW-0606157, Ver 5.8.0, 1-06c-2003 (~ (c)1983-2003 Software Restrained Retaining Wall Design Page i ENERCALC Engineering obenbetge~,ecw:Calculafiom Pescription Retaining wall at garage line D (~riteria soil ata Footing Strengths & Dimensions Retained Height - 6.00 ft Allow toil Bearing 3,000.0 psf fc. 2,500 psi Fy 40,000 psi Wall height above soil 0.00 ft Equivalent Fluid Pressure Method Min. As % 0.0014- Total Wall Height 6.00 ft Heel Active Pressure 65.0 Toe Width 1.00 ft Toe Active Pressure 0.0 Heel Width 3.00 Top Support Height, 6.00 It Passive Pressure 500.0 Total Footing Width 4.00 Slope Behind Wall 0.00: 1 FoofingljSoil Friction 0.350 Footing Thickness 16.00. in Height of Soil over.Toe = 0.00 in Soil height to ignore Key Width 8.00 in Soil Density = I 10.00 pcf for passive pressure 0.00 in Key Depth 12.00 in Key Distance from Toe 1.00 ft Wind on Stem 0.0 psf Cover @ To I p 3.00.in @ Btm.= 3.00 in S*urcharge Loads Uniform Lateral Load Applied to St em djacent Footing Loz L=~~ Surcharge Over Heel 0.0 psf >>>NOT. Used To Resist Sliding & Overturn Lateral Load 0. 0 #/ft Adjaciint Footing Load 0.0 lbs Surcharge , Over Toe 100.0 psf - Height to Top ...Height to.Boftom 0.00 ft 0.00 ft Footing Width Eccentricity 0.00 ft 0.00 in -NOT Used for Sliding & Overturning Wall , to Fig CL Dist 0.00 ft ~xial Load Applied to Stem Footing Type Line Base Above/Below Soil A)dal.Dead Load 0.0 Itis at Back of Wall 0.0 ft'; A)daf Live Load 0.0 lbs A)dal Load Eccentricity 0.0 in a Title Job psgnr: Date: 10:44PM, 3SEP07 Description Scope: Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Re- 580005 User: KW-0606157, Ver 5.8.0. 1-Dec-2003 Restrained Retaining Wall De~-ign - obenberger.emCalculatioris Page, - 2 '(c)1983-2003 ENERCALC Engineering Software Description Retaining wall at garage line D Summary, of Forces'on Footing Slab is NOT providing sliding, sten is FIXED at footing 7-7 -- r 0 — —ng on fooFln~ for sliding & soil pressure.... 7ce7acti 9 Sliding Forces Load & Moment Summary For Footing For Soil ~ressure Calcs Stern Shear @ Top of Footing -936.0 lbs Moment @ Top of Footing Appliedfrom Stem -936.0 it-# Heel Active Pressure -577.8 Sliding Force 1,513.8 lbs Surcharge.Over Heel lbs ft ft-# A)dal Dead Load on Stem lbs ft 114 Net Moment Used For Soil Pressure Calculations Soil Over Toe lbs ft 136.0 ft4 Surcharge Over Toe lbs ft ft4 Stem Weight 580.0 lbs 1.33 ft. 773.3ft-# Soil Over Heel 1,540.0 lbs 2.83 ft 4,363.3ft-# Footing Weight 870.0 lbs 1.89ft 1,6413.4ft-# Total Vertical Force 2,990.0 lbs Base Moment 5.844.0ft-# A!