The URL can be used to link to this page

Home My WebLink About2606 EL AGUILA ST; ; CB100194; Permit04-07-2010 City of CarlsbadI 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB100194 Building Inspection Request Line (760) 602-2725 Job Address Pernnit Type Parcel No Valuation Occupancy Group 04/07/2010 # Dwelling Units; Bedroonns Project Title- 2606 EL AGUILA ST CBAD RESDNTL Sub Type 2155622800 Lot# $452,742 00 Construction Type Reference # 1 SFD 0 5B CB091408 Structure Type SFD 5 Bathrooms 4 5 GILMORE RES REBUILD EXISTING HOME THAT BURNED DOWN-DEMO PERMIT CB091408, 3636 SFD,586 GARAGE, 40 DECK, 2 FIREPLACES,UPGRADE ELEC FROM 100 TO 200 AMPS Status Applied Entered By Issued Inspect Area Ong PC#. Plan Check # ISSUED 02/01/2010 KG Plan Approved 04/07/2010 Applicant RA BOOKER BUILDERS, 2240 ENCINITAS BLVD SUITE D PMB^547 92024 858-759-5170 INC Owner GILMORE,DOUGLAS A&ALYSON'M 2606 EL AGUILA LN - . - ' • ' ~ CARLSBAD CA 92009 Building Permit $1,930 85 Meter Size . " , , Add'l Building Permit Fee $0 00 Add'l Reel Water Con. Fee $0 00 Plan Check $1,255 05 Meter Fee $0 00 Add'l Plan Check Fee , . $0 00 SDCWA Fee . ' , ' - • $0 00 Plan Check Discount $0 00 CFD Payoff Fee , ' \ • $0 00 Strong Motion Fee -, $45 27 PFF (3105540) $0 00 Park in Lieu Fee $0.00 PFF (4305540) $0 00 Park Fee $0 00 License Tax (3104193) $0 00 LFM Fee $0 00 License Tax (4304193) $0 00 Bndge Fee $000 traffic Impact Fee (3105541), $0 00 Other Bndge Fee $0 00 Traffic Impact Fee (4305541) $0 00 BTD #2 Fee $0 00 Sidewalk F&e ' , $0.00 BTD #3 Fee $0 00 PLUMBING TOTAL ; $223 00 Renewal Fee J $0 00 . ELECTRICAL TOTAL $35 00 Add1 Renewal Fee $o'oo MECHANICAL TOTAL $87 50 Other Building Fee ' , $0 00 Housing Impact Fee $0 00 HMP Fee $0 00 Housing InLieu Fee $0.00 Pot Water Con Fee • , , $0 00 • Housing Credit Fee $0 00 Meter Size Master Drainage Fee $0 00 Add'l Pot Water Con Fee $0.00 Sewer Fee $0 00 Reel Water Con. Fee ' $0.00 . Additional Fees ' $0 00 Green Bldg Stands (SB1473) Fee ^ $16'00 TOTAL PERMIT FEES $3,592 67 Total Fees- $3,592 67 Total Payments To Date $3,592 67 Balance Due: $0.00 Inspector: FINAL A Date (L APPROVAL Clearance NOTICE Please take NOTICE tifet approval of your pro|ect includes the "Imposition" of fees, dedications, reservations, or otfier exactions tiereafter collectively- referred to as "fees/exactions." Yoj have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this proiect NOR DOES IT APPLY to any fees/exactions ot which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previouslv othew/ise expired 03-10-2010 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Permit/Project No: SW100024 Job Address- Permit Type: Parcel No: Valuation- Reference #- Project Title Fee Summary Listing 2606 EL AGUILA ST CBAD SWPPP 2155622800 $0.00 GILMORE RESIDENCE SFD Applicant: DOUGLAS & ALYSON GILMORE 2606 EL AQUILA LN CARLSBAD CA 92009 Lot#- Status: PENDING' Applied 02/08/2010 Entered By KML Owner: GILMORE DOUGLAS A&ALYSON M 2606 EL AGUILA LN CARLSBAD CA 92009 Fee Desc SWPPP INSPECTIONS SWPPP PLAN CHECK Total Fee Payments 208.00 49.00 00 00 Balance Due 208.00 49 . 00 Total Fees to Date $257.00 Balance Due to Date $257.00 Building Permit Appiication 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax. 760-602-8558 w/w>w.ca risbadca gov Plan Check MIOOI'^V Est, valu. ^X?^ 7*7:2..^ Plan Ck. Deposit ^ ^^^S^^ Date JOB ADDRESS , _ 1 /PROIFf^T # fr" 1 hT« I PHA!^F # T SUITE#/SPACE#/UNIT# CT/PROJECT# # BATHROOMS TENANT BUSINESS NAME CONSTR TYPE OCC GROUP DESCRIPTION OF WORK: /nc/ude Square Feet of/Iffected/treats) ^ Bgptft.cg •g>d&-VT4^ ^e^pgAigg >-Wvr bt>t.^e*€ J^oeog ^^j^ g)*^ 'Seg t>gHo C^oOi^We> EXISTING USE PROPOSED USE GARAGE (SF)^ PATIOS (SF) DECKS (SF)^ >1® ^ FIREPLACE YES i NOD AIR CONDITIONING YES • NOirf FIRE SPRINKLERS YES • NOK* CONTACT NAME (If Different Fom Applicant) APPUCANT NAME ADDRESS ADDRESS CITY STATE ZIP STATE ZIP PHONE 'HONE ^ FAX^ EMAIL EMAIL PROPERTY OWNER.NAIVIE , , , RESS { ' ^I j CONTBACTOR BUS NAME ADDRESS ^^^^ I i * STATE ADDRESS CITY (2Ar ZIP CITY STATE PHONE FAX PHONE FAX EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS 70J1 CITY BUS LIC# (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption Any viola tion of Section 70315 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)) Workers' Compensation Declaration / fterefty affirm underpenalty of perjury one of the following declarations O I have and will maintain a certificate of consent to self-insure for workers' compensalion as provided by Section 3700 of Ihe Labor Code, for the performance ol the work for which this perm it is issued CD I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the perfonnance of the work for which this permit is issued My workers' compensation insurance earner and policy number are Insurance Co Policy No Expiration Dale Thiaseclion need not be completed il the permit is for one hundred dollars ($100) or less W Certificate of Exemption I certity thai in the performance ot the worts lor which this permit is issued, I shall nol employ any person in any manner so as to become sub)ect to the Wortiers' Compensalion Laws ol California WARNING' Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensatioQjdiimages as provided for in Section 3706 of the Labor code, interest and attorney's fees jS^ CONTRACTOR SIGNATURE^ |»^{a.^J^^Ji^/^)tf|^f^.^ WAGENT DATE ^"I'lO I hereby affirm that I am exempt from Contractor's License Law lor the following reason • I, as owner of the properly or my employees with wages as their sole compensalion, will do the work and the struclure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, Ihe building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for Ihe purpose of sale) jg I, as owner of the property, am exclusively contractng with licensed contraclors to construct the project (Sec 7044, Business and Professions Coie The Contractor's License Law does not apply to an owner of ' property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) • I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and matenals for construction of the proposed property improvemenl • Yes • No 2 1 (have / have not) signed an application for a building permit for the proposed worts 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number) 4 I plan to provide portions of the work, but I have hired the following person lo coordinate, supereise and provide the major work (include name / address / phone / contractors' license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the worts indicated (include name / address / phone / type of work) ^PROPERTY OWNER SIGNATURE '^^ig^f^^^i^^^ffC^^Jy GENT PATE g>t.(0 Is the applicant or future building occupant required to submit a business plan, acutely hazardous matenals registration form or nsk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account AcP • Yes d No Is the applicant or future building occupant required to obtain a permit from the air pollution control distnct or air quali ty management distncP • Yes • No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site") • Yes ONo IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS IVIEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) Lender's Name Lender's Address I certify that I have read the applicaton and state thatthe above infomiation is conect and thatthe infomiation on the plans is accuiate. I agnee to complywith all City ordinances and State laws lelating to building construction. • I hereby authonze representative of the City of Carisbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA perniit is required for excavatons over 5'0' deep and demoliton or constnicton of stuctures over 3 stones m height EXPIRATION Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if lhe building or worts aufrionzed by such pemiil is not commenced vulhin 180 days from the date of such pemiit or if the building or worts juthorizedby suchpermit is suspended or abandoned at any time after the vmris is commenced for a penod of 180 days (Section 106 4 4 Unifonn Building Code) yfiS"APPLICANT'S SIGNATURE '0t DATE Inspection List Permit#: CB100194 Type: RESDNTL SFD Date Inspection Item Inspector Act 09/22/2010 89 Final Combo PY AP 09/16/2010 89 Final Combo PY CO 06/10/2010 82 Drywall/Ext Lath/Gas Test PY AP 06/03/2010 84 Rough Combo PY AP 05/27/2010 13 Shear Panels/HD's PY AP 05/17/2010 15 Roof/Reroof PY AP 04/29/2010 34 Rough Electric PY PA .04/19/2010 11 Ftg/Foundation/Piers PY AP 04/14/2010 21 Underground/Under Floor PY AP 04/14/2010 24 Rough/Topout PY WC GILMORE RES REBUILD EXISTING HOME THAT BURNED DOWN-DEMO PER Comments GMR GFI @ GUEST KITCHEN TPPB MOSTLY EXISTING PLUMBING Tuesday, October 26, 2010 Page 1 of 1 City ofCarlsbad Bldg Inspection Request For 09/22/2010 Inspector Assignnnent. PY Permits CB100194 Title GILMORE RES REBUILD EXISTING Description HOME THAT BURNED DOWN-DEMO PERMIT CB091408,, 3636 SFD,586 GARAGE, 40 DECK, 2 -rr\ onn Amino Type RESDNTL Sub Type: SFD Job Address 2606 EL AGUILA ST Suite. Lot: 0 Location- OWNER GILMORE DOUGLAS A&ALYSON M Owner GILMORE DOUGLAS A&ALYSON M Remarks- Phone: 7605258242 Inspector: Total Time- CD Descnption 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: BOB Entered By: KATHY Act^ Comments Comments/Notices/Holds Associated PCRs/CVs/SWPPPs Original PC# PCR10050 ISSUED GILMORE RES DEFERRED TRUSS, SW100024 ISSUED GILMORE RESIDENCE, SFD Inspection History Date Description Act Insp Comments 09/16/2010 89 Final Combo CO PY GFI @ GUEST KITCHEN 06/10/2010 82 Drywall/Ext Lath/Gas Test AP PY 06/03/2010 84 Rough Combo AP PY 05/27/2010 13 Shear Panels/HD's AP PY 05/17/2010 15 Roof/Reroof AP PY 04/29/2010 34 Rough Electnc PA PY TPPB 04/19/2010 11 Ftg/Foundation/Piers AP PY 04/14/2010 21 Underground/Under Floor AP PY MOSTLY EXISTING PLUMBING 04/14/2010 24 Rough/Topout WC PY City of Garlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire RECEIVED SEP - 8 2010 Plan Check #: Permit #: pate: CB100194 riTOgM'OjMlTM Eemiiayp-eiJffS'^^SN^^ Project Name: GILMORE RES REBUILD EXISTING Sub Type: SFD HOME THAT BURNED DOWN-DEMO PERMIT^CBQaBIlS- " Address: 2606 EL AGUILA ST Lot: 0 Contact Person: ^^^hoAfi-v- Phone: "^^O - S Sewer Dist: CA Water Dist: CA Inspected By: A. Inspected By: "7^ z: Inspected By Date Inspected: ^ hi Date . Inspected: Date Inspected: (o Approved: Approved: Approved: Disapproved Disapproved: Disapproved: Comments: city of Carlsbad Final Building Inspection Engin ^ng PI Dept: Building Plan Check*: Permit #: CBI 00194 Project Name: GILMORE RES REBUILD EXISTING d ^ng CMWD St Lite Fire Date: Permil Type: Sub Type: HOME THAT BURNED DOWN-DEMO PERMIT CB091408 Address: 2606 EL AGUILA ST Lot: Contact Person: "^^'^^^I.IUJL.V' Phone: "^^C) Sewer Dist: CA Water Dist: CA 09/07/2010 RESDNTL SFD Inspected . Bv. f^jA/)A^ /kjcr>w Inspected By. Inspected By Date . Inspected Date Inspected- Date Inspected: lll3]io Approved Approved Approved- Disapproved. Disapproved Disapproved Comments: CONSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • TRACY • RIVERSIDE • OXNARD • LANCASTER • SACRAMENTO INSPECTION REPORT PAGE OF PROJECT NAME CTE JOB # /D-/ozz'^r REPORT # ADDRESS- 7M0(/} a iAy>iU LrO ARCHITECT: /^£>t)/ti?t^ ENGINEER MATERIAL IDENTIFICATION CONC'MD(#/PSI ' •" '" • -GROUT MIX#/PSI.^ CONTRACTOR: INSPECTION DATE: ^ ) D PLAN FILE: BLDG. PERMIT- C ^ } ('^Q } ^ OTHER: INSPECTION (.) eONeRETE}"''^_;.;-V't (' ),MA'S01^jW-'--'-'^Jei-":' (,),RTiC6NC:'5? -CY " .-. ''•.^40RTAB[TYPE/PSI_ •(T)-FiELb WELD '<•-?" j.:^^'!..--. - j ' ' •~ - - REBAR GRADE - .' i('^).SH6pW"ELDrNG / STR STEEL'/1' . ' (.0;Pn:EE)RIVING;-' . '.'lAC'f :-,-'>•? -r.'^''H-S BOLT*. (^.)/BATCH;PL-AlNfT-.• •>.^v.,^-,.. ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) STRUCTURAL STEEL ( ) BOLTS MATERIAL SAMPLING ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR f}NSP,ECJIO|J?E||F^^ NAME: (PRINT) CERTIFICATION NO: ^V^) GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 1441 MONTIELROAD, SUITE 115, ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 c ON STRUCTION X ESTING & IL NGINEERING, INC E: ESCONDIDO • TRACY • RIVERSIDE • O^CNARD • LANCASTER • SACRAMENTO INSPECTION REPORT PAGE OF PROJECT NAME C-i I -.Avn \fc o c, Lv^r^. (4lvi REPORT # ADDRESS T.60 6 t'- AG^ ARCHITECT- ENGINEER: il r. g r^r.Ai CONTRACTOR- Tl, A \Zao\ce.r T7V.I\AR INSPECTION DATE. t-| - PLAN FILE: BLDG. PERMIT- i O.OiqH OTHER- INSPECTION ( )CONCRETE - ( )MASONilY '; ( ) RT CONC.^ . ( ) FIELD WELD , - ( -) SHOP WELDING. ( ) PILE DRIVING ( ) .BATCH PLANT . ( ) EXP; ANCliOR^ ; j^"OTHER.>^^'";;> MATERIAL IDENTIFICATION CONC MIX#/PSI ' • • GROUT MIX#/PSI MORTAR TYPE/PSI_ •REBAJl GRADE STR. STEEL H S BOLT MAS BLOCK MATERIAL SAMPLING ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS •i INSPECTION PERFORMED, JOB PROBLEM, MATERIALJOENTIFJCATION,^ WORK REJECTED, REMARKS '-fig''"" 'VJKP -•< J ^ L 'Mc-^.y.-j.A-k I2 / o.^r- liSertificatibn'bf Cbmpliahce: All wdr.k,;unles&:dtheiw^^ plaris and specifications and ghejjunifor^^ NAME: (PRINT) SIGNATURE L.,^ CERTIFICATION NO: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 1441 MONTIELROAD, SUITE 115, ESCONDIDO, CA92026 (760) 746-4955 FAX (760) 746-9806 QNSTRUCTION A ESTING & NGINEERING, INC ESCONDIDO o TRACY • RIVERSIDE • OXNARD • LANCASTER • SACRAMENTO INSPECTION REPORT PAGE CTE JOB # REPORT # PROJECT NAME:^-u .y-Yn/?Z: fl^tf)::.!^ (LiF ADDRESS: '2.(yaO(<> . ,, t, A <:.T' JIM- ARCHITECT: ENGINEER: V o C^O/^<.rv::^ M. C0NTRACT0R:9/X\^^^rr> Bvc-^Tyi,^ INSPECTION DATE: M-| \ 9' j \Ci PLAN FILE: BLDG PERMIT- \ nOl 9^ OTHER: INSPECTION ()CONCRETE ( ) MASONRY ( )P.TCONC. ( ) FIELD WELD ( ) SHOP WELDING ( ) PILE DRIVING ( )BATCH PLANT ( ) EXP. ANCHOR (MOTHER S CZ.-??. MATERIAL IDENTIFICATION CONC.MlX#/PSI GROUT M1X#/PSI MORTAR TYPE/PSI REBAR GRADE A. ygl, ^C^O W STR. STEEL_ H S.BOLT MAS. BLOCK^ ) ELECTRODE MATERIAL SAMPLING () CONCRETE () MORTAR () GROUT () FIREPROOFING f ) MASONRY BLOCK ()RFRAR ( ) STRUCTURAL STEEL ( ) BOLTS INSPECTION PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS lErf-i\^Pz-«__=enC--Ca TT-V-^ ri_2_^ lO (^/l_s2-uOC^. S T-Z_-Z_C- l?=t?a_ iS^'Z.Z-S ^ POdPca. Qz^p-Q:V?3 A?00 .DiAi-<. X^A3O MJ 210^ C(_t::rYv^tXi P\2JicCL Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) SIGNATURE CERTIFICATION NO: '^^(^.fl'finOOUPO GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 1441 MONTIELROAD, SUITE 115, ESCONDIDO, CA92026(760) 746-4955 FAX (760) 746-9806 rrp ONSTRUCTION 1 ESTING & H/ NGINEERING, INC ESCONDIDO o TRACY o RIVERSIDE « OXNARD o LANCASTER o SACRAMENTO INSPECTION REPORT PAGE OF CTE JOB # /n>^ /DZZS REPORT # PROJECT NAME: Gti KO(?.r. Qx^ ADDRESS: ^LotiLr> i /b. . ,^ ^ <C /Vvac.-^C3 A^c? OA ARCHITECT: ENGINEER: Tl/a.»ocAAO CLac^'^c^ ^ >^t ^ CONTRACTOR: 'RA ?^ftr>^^^ r? ^^^0 ^ INSPECTION DATE: ^r/ |. ^ / / O PLAN FILE: BLDG PERMIT: OTHER INSPECTION CONCRETE ( ) MASONRY ( ) P.T CONC. ( ) FIELD WELD ( ) SHOP WELDING ( ) PILE DRIVING ( ) BATCH PLANT ( ) EXR ANCHOR ( )OTHER MATERIAL IDENTIFICATION CONCMIXWPSI GROUT MJX#/PSI MORTAR TYPE/PS1_ REBAR GRADE S-ri! STEEL H.S.BOLT MAS. BLOCK_ FLECFRODE MATERIAL SAMPLING ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS INSPECTION PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS L_/cvC3 - T^'ST"^ \ TH i INJI^ O'^T-A. ; Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) SIGNATURJE CERTIFICATION NO: jf 1^0^ ^OQ 4^ T j/^ O}f0 tO^ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 144] MONTIELROAD, SUITE 115, ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 C E: ONSTRUCTION ± ESTIN G & 11/ NGINEERING, INC. LANCASTER • SACRAMENTO ESCONDIDO • TRACY • RIVERSIDE • OXNARD INSPECTION REPORT PAGE _l_ 0FJ_ CTE JOB # //J> ~ /^2L2--7 REPORT # PROJECT NAME: /^V' < ADDRESS Z OO C ^/ 4^Qy/d.- /^y ARCHITECT: ENGINEER. J./f-,j,^/y, ^•^V^V CONTRACTOR: .^.fg/^-^- INSPECTION DATE: PLAN FILE: BLDG. PERMIT: (?S /0(!> / OTHER: INSPECTION ( ) CONCRETE 1 ' (-) MASONRY , •( ) RT CONC" • ( ) FIELD WELD • > ( ) SHOP WELDING ( ) PILE DRIVING ( ) BATCH PLANT CQ^XP.ANCHOR , ( )OTHER MATERIAL IDENTIFICATION ,CONC.MIX#/PSI • - _ ' GROUT NaX#/PSI' MORTAR TYPE/PSIl REBAR GRADE- STR" STEELt; H.SBOLT^:-v . MAS. BLOCK ELECTRODE' , MATERIAL SAMPLING () CONCRETE () MORTAR () GROUT () FIREPROOFING () MASONRY BLOCK () REBAR ( ) STRUCTURAL STEEL ( ) BOLTS INSPECTION.PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS,.WORK REJECTED, REMARKS O - 7" X ^ UL //>- Certification°6f Compliance) A unless.otherwiseJnoted^ complies with the approved plans and specifications and ^the uniform building',cqde;Bi^i^^^ ••- ''-', 't-""" 4 :•• ' ,\-;:r,\\ '[^ "i^.'j;F " -'i ' " j/ NAME: (PRINT) jQ^-Afj,?^ SIGNATURE CERTIFICATION NO: /o J?^ '^£^>^ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 1441 MONTIEL ROAD, SUITE 115; ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 ENGINEERING Single Source Development Consultant April 16,2010 R.A. BOOKER BUILDERS, INC. 2240 Encinitas Blvd , Ste. D, PMB 547 Encinitas, CA 92024 RE GILMORE RESIDENCE - Alternate Holdown Retro-fit 2606 El Aguila Lane Carlsbad, CA 92009 To Whom It May Concem: As engineer or record, the following are altemate allowable embedment depths and/or details for epoxy retro-fit holdowns due to insufficient (E) footing depths in the field fi-om those assumed on plan and required by detail 13/SD-l. - Gridline'C: 6-1/2" embedment into (E) Footing (does not consider additional cone, float at living room) for holdowns located at wall between stair and living room and Kitchen and dining room. - Gridline '2'. Refer to attached underpin detail. - Gridline '4'. 6-1/2" embedment into (E) Footing for holdown at comer of Kitchen and power room/family room. - Gridline '5': Add additional 'HTT22' holdown 3ft. from interior end of 18ft. shear wall at rear of garage Provide 6-1/2" embedment into (E) Footing for both new HD and original HD specified at SW end per plan. - Gridline '6': 8" embedment into (E) Footing (does not consider additional cone float at living room) for holdown at living room window. Please feel free to call me at (760) 815-1161 if you have any additional questions. Sincerely, Dan Hayden, PE Planning Civil Survey Structural Rancho Coastal Engineenng, Inc. 1635 S Rancho Santa Fe Rd., Ste 204, San Marcos, CA 92078 Phone (760) 510-3152, Fax (760) 510-3153 www rcesd com ENGIiEERING Single Source Dev slop ment Con,sultant <fc31? #4 W a '-ri f JOB NO. feC-lg SHEET NO. PROJECT <-i^iL^^a/i^ •^S"? DATE 1 h'^ / lo BY •I — ; t I • —- ! ( • [A p-iP^=r::» w/ C^;.... NUT" ^ I fl 1.1 I t IJ \ ENGINEERING Single Source Development Consultant JOB NO. is'HA'g. SHEET IMO. PROJECT (sa l'wNAo(^ DATE BY Of •7 '"^^ _ 1^ ON STRUCTION ll ONSTRUCTION TESTIP^G & JL NGINEERING, INC ESCONDIDO • TRACY • RIVERSIDE • O^flVARD • LANCASTER • SACRAMENTO INSPECTION REPORT PAGE OF CTE JOB # /O - //oa29r' REPORT # PROJECT NAME: /y,. /^r.f7Z, /Pr^^Or./. J^^ ADDRESS: gCoOCg A ^.^ (2. t. .j;>r^A.T-> CA ARCHITECT- ENGINEER: IP A. O Cofi^ <;.TTrs>t- 7,^ y CONTRACTOR: ^ V?>c^rpi/„z B>t.^r>a 'S INSPECTION DATE LJ^j \ ^ j KCy PLAN FILE: BLDG. PERMIT: /T^f^ynO^ ^ t-f OTHER: NSPECTION )CONCRETE ) MASONR.Y ) RT CONC. ) FIELD WELD ) SHOP WELDING ) PILE DRIVING ) BATCH PLANT ) EXP. ANCHOR (MOTHER i£ MATERIAL IDENTIFICATION CONC MIX#/PS1 GROUT MIX#/PSI MORTAR TYPE/PSI REBAR GRADE STR STEEL H S BOLT MAS BLOCK ELECTRODE MATERIAL SAMPLING () CONCRETE () MORTAR () GROUT () FIREPROOFING () MASONRY BLOCK () REBAR ( ) STRUCTURAL STEEL ( ) BOLTS ; INSPECTION PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION! PROGRESS, WORK REJECTED, REMARKS 3 TD S A. S r^^-)c-.c^ An/or^ N-H-T^/M I T-7^VQ_;^ QS ^-(-^-^ \ .^^ gjtur-i C5»^J oc='g.Poy:--^' lMTTr> P CLe . - T:> tx. H-C-(oO t-VOOcTf^ i ^~:>T7D Z v:v.'S.-r'< /QC^ POaPzlcT- Pz^PTTrV^ /woo DiAi^. /^/Oc^ M^;f JL^ r ,t ^YVvOO^ eOacQ, Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME. (PRINT) ZjC^ll AA/^p_-rlv)-rQ SIGNATURE. CERTIllcATION NO: ^QOQU:^/! GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION ' 1441 MONTIELROAD, SUITE 115,.ESC0ND1D0, CA92026 (760) 746-4955 FAX (760) 746-9806 Carlsbad 100194 3/9/10 EsGil Corporation In (Partners Rip uiith government for (BuiCifing Safety DATE: 3/9/10 • APPLICANT JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 100194 SET III PROJECT ADDRESS: 2606 El Aguila Lane PROJECT NAME: Fire Damage Rebuild and Addition for Gilmore Residence XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. See Remarks below I I The plans transmitted herewith will substantially comply vi/ith the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Bob Booker Telephone #: In Person Date contacted: 3/9/10 (by: CM) Fax #: Mail Telephone Fax In Person ^ REMARKS: The pipe size changes clouded In red on sheet E1 ofthe approved plans from EsGil must be made to the city set of plans to make an approved 2"^* set of plans, f By: Chuck Mendenhall Enclosures: [j^^Vd^ EsGil Corporation • GA • EJ • PC Walk In EsGil Corporation In (Partnersliip with government for (Building Safety DATE: 3/4/10 a^APPUCANT <^"JUR|"§> JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 100194 SET. II PROJECT ADDRESS: 2606 El Aguila Lane PROJECT NAME: Fire Damage Rebuild and Addition for Gilmore Residence I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. F] The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 1^ The applicant's copy of the check list has been sent to: Bob Booker 2240 Encinitas Blvd., Suite 'D', PMB 547, Encinitas, CA 92024 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. 1^ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted:. Bob Booker Telephone #: (858) 759-5170 Date contacted(3/' ^ (by;/^ F ax #: (858) 759-7989 Wlaiij^/^Telephone Fax^^^ln Person • REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation • GA • EJ • PG 2/25/10 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 100194 3/4/10 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. • The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLUMBING 6. Provide gas line plans and sizing calc's for all gas appliances and the proposed new large tankless water heater. The gas line sizes and demands are shown on sheet E1. The total demand is SSOcfh and the approx. distance between the meter and furthest fixture is 125ft. The main supply line must be a min. 2" per CPC Table 12-7 to supply the full demand shown on sheet El. The plans show 1-1/4" main service line which is far less than required by the code. Provide sizing ofthe main line and braches per CPC Table 12-7. All Other previous corrections are OK END OF RECHECK To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you. EsGil Corporation In (partnersliip with government for (Building Safety DATE: 2/9/10 LL-APPttgANT QJURIS3 JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 100194 SET I PROJECT ADDRESS: 2606 El Aguila Lane PROJECT NAME: Fire Damage Rebuild and Addition for Gilmore Residence I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X The applicant's copy of the check list has been sent to: Bob Booker 2240 Encinitas Blvd., Suite 'D', PMB 547, Encinitas, CA 92024 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. IX Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Bob Booker Telephone #: (858) 759-5170 Date contacted: (by: (^) Fax #: (858) 759-7989 Mail ^^^-elephone Fax*^ In Person n REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation • GA • EJ • PC 2/2/10 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 100194 2/9/10 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 100194 JURISDICTION: Carlsbad PROJECT ADDRESS: 2606 El Aguila Lane FLOOR AREA: 3636 Dwelling 586 Garage STORIES: two HEIGHT: 26ft approx. per CBC REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/2/10 DATE INITIAL PLAN REVIEW COMPLETED: 2/9/10 PLAN REVIEWER: Chuck Mendenhall FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2007 edition of the California Building Code (Title 24), which adopts the following model codes: 2006 IBC, 2006 UPC, 2006 UMC and 2005 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International Building Code, the approval ofthe plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. Carlsbad 100194 2/9/10 • The following note should be given with each correction list: Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Expand the details of winding stairway complying with Section 1009.3: See detail 1/D2 Specify the Minimum tread is 6 inches at any point and minimum 10 inches at a point 12 inches from where the treads are narrowest. STRUCTURAL REQUIREMENTS 3. The HD's listed on the plans on sheet S-2 of the plans are not consistent with the HD's listed in the design calc's. For instance at the ground floor along line '7' the design required STHD10 but the plans show HTT22. This is consist3ent with all the HD's at the ground floor. Please clarify. 4. The load to the shear wall at the ground floor, grid line 7', is designed as 397#/ft. the shear wall type listed on the plans on sheet S-3 is type '1' shear wall. The capacity of this wall is only 250#/ft. revise the plans consistent with the design ELECTRICAL 5. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. PLUMBING 6. Provide gas line plans and sizing calc's for all gas appliances and the proposed new large tankless water heater 6.3Ga/ min. at 180,000 BTU demand. ENERGY CONSERVATION 7. Note on the plans that copies of the following Title 24 energy forms will be available for Building Inspector use- CF-1R, CF-4R, and CF-6R. Carlsbad 100194 2/9/10 8. Show on the plans compliance with the residential energy lighting requirements (Mandatory requirement): • All bed rooms, new lighting in exisitng Living Rm and Dining Rm require any installed fixtures to be high efficacy or be controlled by a vacancy sensor or dimmer. (Closets under 70 square feet are exempt). • Outdoor lighting fixtures that are attached to a building are required to be high efficacy or controlled by a combination photo-control/motion sensor. 9- New (2008 Energy) Residential ventilation requirements: • Kitchens require exhaust fans (either intermittent/100 cfm or continuous/20 cfm), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. • Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture". END OF REVIEW To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone numiber of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you. Carlsbad 100194 2/9/10 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLA,N CHECK NO.: 100194 PREPARED BY: Chuck Mendenhall DATE: 2/9/10 BUILDING ADDRESS: 2606 El Aguila Lane BUILDING OCCUPANCY: R3, U TYPE OF CONSTRUCTION: V B BUILDING PORTION AREA (Sq.Ft) Valuation Multiplier Reg. Mod. VALUE ($) Dwelling 3636 City Est Garage 586 City Est Air Conditioning Fire Sprinklers TOTAL VALUE 452,742 Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance • $1,930.85 Plan Check Fee by Ordinance Type of Review I I Repetitive Fee Repeats 0 Complete Review • Other j—j Hourly EsGil Fee • Structural Only Hr. @ $1,255.05 $1,081.28 Comments; Sheet 1 of 1 macvalue doc + Citv of Carlsbad Public rks — Engineering BUILDING PLANCHECK CHECKLIST DATE: BUILDING ADDRESS: PLANCHECK NO. PROJECT DESCRIPTION: - Ae ^o-C^ [t-Ajv^Ji djTU^ P ^ ASSESSOR'S PARCEL NUMBER EST. VALUE: _^{C2,7/2' ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. • A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please %f. marked/ or sp^ codes/ specifteations/lo the/Building Dept. for resubmittal to the Engine^ng Dfpt. Onlv the applicable sheets have been sent. ttached list of outstanding issues ake necessary corrections to plans s for compliance with applicable ndafdiy Submit corrected plans and/or h^UL. Date: 7yi%\/0 By: By: _By__ Date: Date: Date: By: FOR OFFICIAL USE ONLY [/) ENGINEERING AUTHORIZATION TO ISSUE BUILDIING PERMIT: ^^XUU^<-^Ci^ Date: S// ) 1^ ATTACHMENTS ENGINEERING DEPT. CONTACT PERSON • Engineering Application Name: H:ATHLEEN M. LAWRENCE • Dedication Checklist City of Carlsbad • Improvement Checklist Address: 1635 Faraday Avenue, Carlsbad, CA 92008 • Neighborhood Improvement Agreement Phone: (760) 602-2741 • Grading Submittal Checklist NOTE: If there are retaining walls associated with your project, please check with the Building Department if these wails need to be Dulled bv separate RETAINING WALL PERMIT. • Right-of-Way Permit Application and Info Sheet NOTE: If there are retaining walls associated with your project, please check with the Building Department if these wails need to be Dulled bv separate RETAINING WALL PERMIT. • Storm Water Applicability Checklist/Storm Water Compliance Exemption Form NOTE: If there are retaining walls associated with your project, please check with the Building Department if these wails need to be Dulled bv separate RETAINING WALL PERMIT. 1635 Faraday Avenue • Carlsbad, CA 92008^14 • (760) 602-2720 • FAX (760) 602-8562 ® BUILDING PLANCHECK CHECKLIST SITE PLAN RD 3 • • • • 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow ^^"^^ Right-of-Way Width & Adj Streets <isting & Proposed Structures'^^^^^ia^-Dfiveway widths <isting Street Improvements ^Mr"^^Bmt\ng or proposed sewer lateral Pipperty Lines (show all.dimensions),-lr^ Existing or proposed water service Easements J. Existing or proposed irrigation service K. Submit on signed approved plans DWG No. 2. A. B. 0. Show on site plan: jC^^t^-U^C Jy^yCi^l^ /UAfoj^J^ Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address -— B. Assessor's Parcel Number C. Legal Description/Lot Number. For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERIVliT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE .J ST 3RD • • • 4a. Project does not comply with the following Engineering Conditions of approval for Project No. , • • • 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS • • 5. Dedication for all street Rights-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 for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 !4" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS • • 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: BUILDING PLANCHECK CHECKLIST .jST 2'^'^ [U n n 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $441.00 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: IZl Cl D 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: D • D 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the Citv Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16 ofthe Municipal Code. • • • 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export and remedial). This information must be included on the plans. • • • 7b. Grading Permit required. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. • • 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector per the attached list. The Inspector will then provide the Engineering Counter with a release for the Building Permit. • • Q 7d. No Grading Permit required. ST 1 • 2ND ^RD • • BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: • • • • • • • • • INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carisbad sewer service area, you must complete the attached Industrial Wastewater Discharge Permit Screening Survey Fax or mail to Encina Wastewater Authority 6200 Avenida Encinas, Carisbad, CA 92011, (760) 438-3941, Fax (760) 476-9852. STORM WATER COMPLIANCE 10a equires Tier 1 Storm Water Pollution Prevention Plan Please complete attached form and return (PSP/SW /Q •^'^ n Exempt - Please complete attached exemption form STORM WATER APPLICABILITY CHECKLIST 10b. • Priority Project • Not required FEES 11. • Required fees are attached • Drainage Fee Applicable Added Square Fee Added Square Footage in last two years? Permit No. Permit No. yes no • • Project Built after 1980 yes no Impervious surface > 50% yes no Impact unconstructed fac. yes no Fire Sprinklers required yes no (is addition over 150' from CL) Upgrade yes no No fees required ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Address: '^Uo Q> C^'^^^uu-i.^ ^^-x. m^jq permit No.. Prepared by:_ Date: / ^ Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: ^ C^Q ^^^^^^'^^^^t./UrtiteT^ Types of Use: Sq. Ft./Units: ADT CALCULATIONS: List types ami square footages for all uses. -^("t^ Sq. Ft./Units: EDU's:, EDU's:. ADTs: _ ADTs: Types of Use: '^1 ^ Sq. Types of Use: Sq. Ft./Units: FEES REQUIRED: WITHIN CFD: • YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee)n NO • 1. PARK-IN-LIEU FEE PARK AREA &#: FEE/UNIT: X NO. UNITS:. Reso No. Line Item: • 2. TRAFFIC IMPACT FEE ADTs/UNITS: FEE/ADT: =$_ • 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. WI DIST. #3 ) ADTs/UNITS: X FEBADT: • 4. FACILITIES MANAGEMENT FEE ZONE: UNIT/SQ.FT.: X FEE/SQ.FT./UNIT: =$_ • 5. SEWER FEE EDU's: •BENEFIT AREA:. EDU's: FEE/EDU: FEE/EDU: • 6. DRAINAGE FEES PLDA HIGH MEDIUM LOW ACRES: X FEE/AC: =$. • 7. POTABLE WATER FEES UNITS CODE ' CONNECTION FEE METER FEE SDCWA FEE IRRIGATION TOTAL OF ABOVE FEES*: $ WordU}ocs\Mi(foinw\Fm Calculation Workthml Rev. 7/14/00 3 C'J CO PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CBI 0-0194 Address 2606 El Aguila Street Planner Chris Sexton Phone (760) 602- 4624 APN: 215-562-28 Type of Project & Use: sfr Net Project Density: 1.0 DU/AC Zoning: P-C General Plan: RLM Facilities Management Zone: 6 CFD (in/out) #_Date of participation- Remaining net dev acres: Circle One (For non-residential development: Type of land used created by this permit: ) • • • • n • n • • • Legend: KI Item Complete G Item Incomplete - Needs your action Environmental Review Required: YES • NO • TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES • NO • TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES • NO • CA Coastal Commission Authority? YES • NO • If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Dnve, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan Data Entry Completed'? YES • NO • If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATEI) Inclusionary Housing Fee required: YES • NO • (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H \ADMIN\Template\Building Plancheck Review Checklist doc Rev 4/08 Site plan: ^ • • Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines IZI • • 1. Applicability. YES • NO • • • • 2. Project complies: YES • NOO • • • • • • • • • 0K • Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 20; Shown 20' Reauired 6.45' Shown 6'6" Required Shown Required 12.9' Shown 15' Required Shown 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structure separation. 3. Lot Coverage: Height: Parking Required Required Required Required Required Shown. Shown Shown Shown Shown Required <40% Shown 32.5% Required <30' Shown 30 ' Spaces Required 2 Shown 2 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments 1) Please note that the buildinq height cannot exceed 30' with a minimum 312 roof pitch. Please change all elevations to comply with the Carisbad Municipal Code. OK TO ISSUE AND ENTERED APPROVAL INTO C0MP[JJ^I^^^JE^/S3J H \ADMIN\Template\Building Plancheck Review Checklist doc Rev 4/08 ENGINEERING Single Source Development Consultant January 27, 2010 R.A. BOOKER BUILDERS, INC. 2240 Encinitas Blvd., Ste D, PMB 547 Encinitas, CA 92024 RE. GILMORE RESIDENCE (Fire Loss) Existing Foundation Evaluation 2606 El Aguila Lane Carlsbad, CA 92009 Mr. Booker: Pursuant to your request, as engineer or record for the structural design of the rebuild a review was performed on the Post-Tension Slab/Foundation Evaluation Report by Construction Testing & Engineering, Inc , dated Jan 14, 2010 (see attached) in an effort to certify the existing foundation system is adequate for reuse. Upon review the report states that aside from minor visible cracking and spalling damage from the fire the existing post-tension slab and foundation elements were not adversely impacted by the fire. Per the City of Carlsbad's requirements a registered structural/civil engineer must certily the existing foundation' structurally adequate for reuse after a fire. Based on the report provided, it is my professional opinion that the exist post-tension slab and foundation is suitable for re-use. Please feel free to call me at (760) 815-1161 if you have any additional questions. Sincerely, Dan Hayden, PE Planning Civil Survey structural Rancho Coastal Engineering, Inc 1635 8 Rancho Santa Fe Rd , Ste 204, San Marcos, CA 92078 www rcesd com. Jaj 15 10 08:16a 01/14/2310 RABBINC/GVI IS:23 7697464931 8587597989 CTE ESCONDCDO p.1 PAGE 02/92 CONSTRUCTION TESTING & ENGINEERING, INC. I MOMIEL RD*O, SUITE lis I ESCOHDIDII. CH i2<sti i ?BII ut.tsa i FK7SO.74B im January 14,2010 ' CTE JobNo. 10-10229T RA Booker Builders, Inc. Attention: Mr. Bob Booker 2240 Encinitas Boulevard, Suite D Encinitas, California 92024 ; Telephone: 858.759.5170 Via Facsimile: 858.759.7989 Subject: Observations and Evaluation of Post-Tension Slab/l^ouiidation Gilmore Residence (Fire Loss) ' 2606 El Aguila Lane Carlsbad, Califomia Mr. Booker: As requested, CTE has performed observalion and limited non-destructive evaluation ofthe Post-Tension Slab/Foundation exposed following the structure fire at the above refdr^nced site. Our services were performed in general accordance with our Work Authorization, approval dated January 18, 2010. The following is a summary of the work performed and our opinion regarding the condition of slab/fbundation. In accordance with the scope of services that we agreed to perform, in ICG certified Post-Tension Concrete inspector performed a visual observation/evaluation of the exposed portions ofthe binned and demolished structure slab/foimdation. Based on his observation and information pto\'ided by onsite personnel, the improvements were on the order of 25 years old at the time of the structure fire. While the structural improvements appear to be in excellent condition, several surface cracks were noted al the curbs and edge of slabs, possibly due to the demolition equipment used after the fire. In additiori, corrosion of rehiforcing rebar and/or anchor bolts was observed along ftie top edge of the slab. However, based on conversations between the inspector and the uiidersigned, the observable "distress" appears minor and does not appear to be an indication of post-tension tendon failure or similar. The noted generally minor distress should be repaired, if/as necessary, as per the recommendations of the project stnictural engineer or architect Based on the observed conditions at the site, it is our professional opinion that the Post-Tension foundation elements were not adversely impacted by the recent structure fire. '< We appreciate the opportunity to be of service. Should you have any questions or need further urformation please do not hesitate to contact this office. Respectfully submitted, CONSIEUCIION-TESTING & ENGINEERING, INC. D^^FriC^ath, RCE# 61013 Principal Engineer ENGINEERING Single Source Development Consultant STRUCTURAL CALCULATIONS FOR GILMORE RESIDENCE LOCATED AT 2606 El Aguila Lane Carlsbad, CA CALCULATIONS PREPARED FOR R.A. Booker Builders, Inc. 2240 Encinitas Blvd., Ste. D, PMB 547 Encinitas, CA REVISION 0 DATED JAN. 27, 2010 JOB NO.: 6143 CALCULATIONS PREPARED BY: Daniel M. Hayden, P.E. R.C.E. 66598" Exp. 6.30.10 Date Planning Civil Survey Structural Rancho Coastal Engineering, Inc. 1635 S. Rancho Santa Fe Rd., Ste. 204, San Marcos, CA 92078 Q www rcesd com Sheet: f Gilmore Res. 2007 CBC DESIGN LOADS Live Loads (0 to 200 sq. ft.) Roof =20.0 psf (Reducible) Floor Living = 40 0 psf Decks = 40.0 psf Balconies = 60.0 psf Exits = 100.0 psf Dead Loads: Roof: 2-pc. Mudset Tile =13.0 psf 1/2" Sheathing = 2.0 psf Framing = 3.0 psf 5/8" GB Ceil. = 2.5 psf Insulation =10 psf Mech./ Misc. = 2.5 psf D.L. Total = 24.0 psf Wall (2x6 Exterior/Stucco): Stucco = 9.0 psf Framing = 1.0 psf 5/8" GB =3.0 psf Insulation = 1.0 psf Misc. = 1.0 psf D.L. Total = 15.0 psf Floor: 1/2" Plywood = 2.0 psf FmishFloormg = 3.0 psf TJI Framing = 3.5 psf 5/8" GB Cl'g = 3.0 psf Sprinklers = 1.5 psf Mech/Misc = 2.0 psf D.L. Total = 15.0 psf Lateral Loads: Site Class = D Site Design Category = D Sl =0.444 Ss =1.179 Wmd Speed =85 mph Wmd Exposure = B Allowable Soil Bearing Pressure: Foundation design based on 2007 CBC minimum allowable soil bearing pressure of 1500 psf (+33% for short term) per Table 1804 2 2006 IBC. Sheet. '3, ROOF BEAM LOADING: Date-1/7/2010 Job. Gilmore Res. Span: 5.(1 ft Cant.; Piift Roof DL: 24 \ 41/2 LL: 20 \ 41/2 492 410 plf from: (|toM|ft r plf from: Jto B||ft f 2 T Span: fiiift Cant: 0.11 ft Roof DL: 24 \ 4^ LL: 20 \ 4"^ / 2 = / 2 = 516 430 plf from: plf from: 0 m 6 0 0 lo (. 0 r 3r Span: Ml ft Cant.: •Mift Roof DL: 24 LL: 20 / 2 / 2 324 270 plf from: 0 lo 3.0 It F plf from: OJto 3.0 ll | Sheet. 5 FLOOR BEAM LOADING: Date. 1/7/2010 Job: Gihnore Res. 111-1 Roof Span: DL: 24 LL: 20 n.o ft Oi/ 2 0 / 2 360 300 Cant.: plf from: plf from I Ollft (|to 110 ll r (ito 11 u ll I 2 Hi-2 Roof Span: j DL: 24 LL: 20 (I (I tt / 2 / 2 204 170 Cant.: plf from, plf from: I Ol|ft Oito 6.6 0 to 6.0 •it • il r 2 T FU-3 Span: S.S ft Exterior Wall DL: 15 ^ I li-4 Floor Span: 17.0 ft DL: 15 .\ 10 / 2 LL: 40 xl JOj/ 2 Cant: 0.0 It 180 75 200 plf from: _0,lo 8..5 li 0.01ft Cant: plf from: plf from: I to ro It to n(j It r 2 FIJ-5 Floor Reac. of FB-4 Floor Span: 211.0 ft DL: 15 X 29 / 2 = LL: 40 \ 29 / 2 = DL: LL: DL: 15 \ 12 / 2 = LL: 40 \ 1? / 2 = 218 580 S03 Cant.: plf from: j plf from: I 0.0 ft 1700 at: at: to 100 It to lO.U 'ft fo.O It 10 0 fr 90 240 plf from: 10 plf from: 10 r r tOj20 0 It to ""O 0 ll "T 1 |{- Reac.of RB-1 Span: ^ 0 ft DL: LL: Exterior WaU |DL: 15 x Cant DJ DL: LL: i:i.= 102 Cant: lb lb (Ml I ft at: at: 3.3 ft 3.5 ii: r 135 I plf from:. Oio 5.6 It X 277 599 plf from (i,i.> 5 0 It plf from: Oito 5.0 It T 2 Span: 12.. M Sheet: t/ Date-1/7/2010 Job. Gilmore Res. Cant: II.O 11 Floor DL: 15 xt 17]/ 2 = LL: 40 xl bl/ 2 = 128 340 plf from: fopip ft r plf from. 0 t<^ IIMJ It T 2 I r>-s Span: 1(1.0 ft Cant "•|ft Floor DL: 15 LL: 40 / 2 = / 2 = 203 540 plf from: (I to 16 0 It r plf from-_jito -16.0 It ' 2 1 U-9 Span: 2'i.0 tr Exterior Wall DL: 15 \ 10 Cant 0.(1 ft 150 plf from: OJto 4.5 It 10 Span: 7.0 ft Cant: (Ml It Exterior Wall |DL: 15 \ 10 150 plf from: '^10 r I !i-l I Span: 20.11 It Cant: d.O ft Exterior Wall |DL: 15 .\ = 195 Iplf from- 4.5] to g^,'ft ^ 2 I K-12 Span: 16.5 ft Cant: 0.0, ft Roof DL: 24 X LL: 20 \ / 2 3 / 2 36 30 plf from: 0 to 16.5 It jr plf from: 0 lo 16 5 ft f" Exterior Wall |DL: 15 x 30 Iplf from: (ij to 16.5 ll Woodworks" COMPANY Jan 19, 2010 1(3 54 PROJECT Sheet ^ Gilmore Res RBI Design Check Calculation Sheet Sizer 8 2 LOADS: Load Type Distribution Pat-Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 492.0 plf Load2 Roof constr. Full UDL 410.0 plf MAXIMUIVI REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 1245 1025 1245 1025 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 2270 2270 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 1 04 1 00 #2 1.04 1.00 Lumber-soft, D.Fir-L, No.1, 4x8" Self-weight of 6 03 plf included in loads, Lateral support top= at supports, bottom= at supports. Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 102 fb = llll 0.03 = <L/999 0 09 = L/695 FV = 225 Fb' = 1610 0.17 = L/360 0.25 = L/240 fv/FV = 0.45 fb/Fb' = 0.69 0.18 0.34 ADDITIONAL DATA; FACTORS: F/E CD CM Ct Fv' 180 1.25 1.00 1.00 Fb'+ 1000 1.25 1.00 1.00 Fcp' 625 - 1.00 1.00 E' 1.7 million 1.00 1.00 Emm' 0.62 million 1.00 1.00 CL CF Cfu Cr 0 991 1.300 1.00 1.00 Cfrt ci Cn LC# 1.00 1.00 1.00 2 1.00 1.00 2 1.00 1.00 - 1.00 1.00 2 1.00 1.00 2 Shear : LC #2 Bending(+): LC #2 Deflection: LC #2 LC #2 V = 2270, V design M = 2838 Ibs-ft (live) (total) 1721 lbs = D+Lr, = D+Lr, = D+Lr = D+Lr EI = 189e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection D=dead L=Live S=snow W=wind I=impact Lr=roof constr. Lc=concentrated All LCs are listed m the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2 Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4 1 Woodworks' SOFmAKl roK WOOO DtSICH COMPANY Jan 19,2010 16 55 PROJECT Sheet, b Gilmore Res RB2 Design Check Calculation Sheet Sizer 8 2 LOADS: Load Type Distribution Pat-Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 516.0 plf Load2 Roof constr. Full UDL 430.0 plf MAXIMUIVI REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 1571 1290 1571 1290 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 2861 2861 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 1.31 1.00 #2 1.31 1.00 Lumber-soft, D.Fir-L, No.1, 4x10" Seif-weight of 7 69 plf included in loads. Lateral support top= at supports, bottom= at supports. Analysis vs. Allowable Stress (psi and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value AnalysIS/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 98 fb = 1032 0.03 = <L/999 0.09 = L/797 Fv' = 225 Fb' = 1479 0.20 = L/360 0.30 = L/240 fv/Fv' = 0.44 fb/Fb' = 0.70 0.16 0.30 ADDITIONAL DATA: FACTORS F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.25 1.00 1.00 --1.00 1.00 1.00 2 Fb' + 1000 1.25 1.00 1.00 0.986 1.200 1.00 1.00 1.00 1.00 2 Fcp ' 625 ~ 1 00 1.00 --1.00 1.00 -E' 1.7 million 1.00 1.00 --1.00 1.00 2 Emm' 0.62 million 1.00 1.00 --1.00 1.00 2 Shear LC #2 = D+Lr, V = 2861 V design = 2126 lbs Bending(+)• LC #2 = D+Lr, M = 4292 Ibs-ft Deflection: LC #2 = D+Lr (live) LC #2 = D+Lr (total) EI = 392e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=Live S=snow W=wind I=impact Lr=roof constr. Lc=concentrated All LC's are listed m the Analysis output Load combinations- ICC-IBC DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application 2 Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4 1 Woodworks' somvAse FOR WOOD Drsicfv COMPANY Jan 19, 2010 16 55 PROJECT Sheet "7 Gilmore Res RB3 Design Check Calculation Sheet Sizer 8 2 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magni tude Start End Unit Loadl Dead Full UDL 324.0 plf Load2 Roof constr. Full UDL 270.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 490 405 490 405 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 895 895 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0.50* 1.00 #2 0.50* 1.00 *Min beanng length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.1, 4x4" Self-weight of 2 91 plf included in loads. Lateral support top= at supports, bottom= at supports. Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Shear Bending(+) Live Defl'n Total Defl'n Analysis Value fv = 88 fb = 1128 0.02 = <L/999 0.07 = L/552 Design Value Fv' = 225 Fb' = 1875 0.10 = L/360 0.15 = L/240 AnalysIS/Design fv/FV fb/Fb' 0.39 0.60 0.23 0.43 ADDITIONAL DATA: FACTORS: F/E CD 180 1.25 1000 1.25 625 1.7 million Fv' Pb' + Pep' E' Emin' 0 00 million 1 CM L.OO L.OO L.OO L.OO 00 Ct 1.00 1.00 1.00 1.00 1.00 CL CF Cfu Cr 1.000 1.500 1.00 1.00 Cfrt 1.00 1.00 1.00 1.00 1.00 Ci 1.00 1.00 1.00 1.00 1. 00 Cn 1.00 LC# 2 2 2 2 Shear Bending(+) Deflection: EI = LC #2 LC #2 LC #2 LC #2 = D+Lr, = D+Lr, = D+Lr = D+Lr V = M = (live) (total) 895, V design = 672 Ibs-ft 721 lbs 21e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=Live S=snow w=wind I=impact Lr=roof constr. Lc=concentrated All LC's are listed in the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application 2 Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 41 Woodworks^ sornM/ABi Ton WOOD amen COMPANY Jan 19,2010 16 55 PROJECT Sheet 2 Gilmore Res FBI Design Check Calculation Sheet Sizer 8 2 LOADS: Load Type Distribution Pat-Location [ft] Magnitude Unit tern Start End Start End Loadl Dead F-ull UDL 360.0 plf Load2 Roof constr. Full UDL 300.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unf actoretl: Dead Other Factored: Total Bearing: Load Comb Length Cb 2063 1650 2063 1650 Unf actoretl: Dead Other Factored: Total Bearing: Load Comb Length Cb 3713 3713 Unf actoretl: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 1.08 1.00 #2 1.08 1.00 Timber-soft, D.Fir-L, No. 1, 6,ic12" Self-weight of 15 02 plf included in loads. Lateral support top= at supports, bottom= at supports. Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 73 fb = 1011 0.09 = <L/999 0.25 = L/518 FV = 212 Fb' = 1663 0.37 = L/360 0.55 = L/240 fv/FV = 0.34 fb/Fb' = 0.61 0.24 0.46 ADDITIONAL DATA: FACTORS : F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.25 1.00 1.00 --1.00 1 00 1.00 2 Fb' + 1350 1 25 1.00 1.00 0.986 1.000 1.00 1.00 1.00 1 00 2 Fcp ' 625 -1.00 1.00 --1.00 1 00 - E' 1.6 million 1.00 1. 00 --1.00 1.00 2 Emin' 0.58 million 1.00 1.00 --1.00 1 00 2 Shear LC #2 = D+Lr, V = 3713, V design = 3066 lbs Bending ( + ) ': LC #2 = D+Lr, M = 10210 Ibs-ft Deflection: LC #2 = D+Lr (live) LC #2 = D+Lr (total) EI = 1115e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=Live S=snow W=wind I=impact Lr=roof constr. Lc=concentratGd All LC's are listed m the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1 Please venfy that the default deflection limits are appropnate for your application 2 Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4 1 Woodworks' iOFTWUfff FO« WOOD DtSlCN COMPANY Jan 19,2010 16 55 PROJECT Sheet 7 Gilmore Res FB2 Design Check Calculation Sheet Sizer 8 2 LOADS: Load Type Distribution Pat-Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 204.0 plf Load2 Roof constr. Full UDL 170.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored. Total Bearing: Load Comb Length Cb 626 510 626 510 Unfactored: Dead Other Factored. Total Bearing: Load Comb Length Cb 1136 1136 Unfactored: Dead Other Factored. Total Bearing: Load Comb Length Cb #2 0.52 1.00 #2 0.52 1.00 Lumber-soft, D.Fir-L, No.1, 4x6" Self-weight of 4 57 plf included in loads, Lateral support top= at supports, bottom= at supports. Analysis vs. Allowable Stress (psi and Deflection (in) using NDS ZOOS : Criterion Analysis Value Design Value Analys i s/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 75 fb = 1159 0.06 = <L/999 0.17 = L/421 Fv' = 225 Fb' = 1625 0.20 = L/360 0.30 = L/240 fv/FV = 0.33 fb/Fb' = 0.71 0.30 0.57 ADDITIONAL DATA: FACTORS F/E CD CM Ct CL CF Cfu Cr Cfrt Cl Cn LC# FV 180 1.25 1.00 1.00 ---1.00 1.00 1.00 2 Fb' + 1000 1.25 1 00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 2 Fcp ' 625 -1 00 1.00 ---1.00 1.00 - E' 1.7 million 1 00 1.00 ---1.00 1.00 2 Emm' 0.00 million 1 00 1.00 ---1. 00 1. 00 2 Shear LC #2 = D+Lr, V = 1136, V design = 962 lbs Bending(+): LC #2 = D+Lr, M = 1704 Ibs-ft Deflection: LC #2 = D+Lr (live ) LC #2 = D+Lr (total) EI = 82e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=Live S=snow W=wind I=impact Lr=roof constr. Lc=concentrated All LC's are listed m the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1 Please verify that the default deflection limits are appropnate for your application 2 Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4 1 Woodworks" SOFTWARE POR WOOD DrStCN COMPANY Jan 19,2010 16 56 PROJECT Sheet 10 Gilmore Res FB3 Design Check Calculation Sheet Sizer 8 2 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 180.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 791 791 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 791 791 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #1 0.50* 1.00 #1 0.50* 1.00 *iVlin beanng length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.1, 4x8" Self-weight of 6 03 plf included in loads. Lateral support. top= at supports, bottom= at supports. Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 40 fb = 658 negligible 0.17 = L/588 FV = 162 Fb' = 1158 0.43 = L/240 fv/Fv' = 0.25 fb/Fb' = 0.57 0.41 ADDITIONAL DATA: FACTORS F/E CD CM Ct CL CF Cfu Cr Cfrt Cl Cn LC# Fv' 180 0.90 1.00 1.00 ---1.00 1.00 1.00 1 Fb' + 1000 0.90 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1 00 1 Fcp' 625 -1.00 1.00 ---1.00 1. 00 - E' 1.7 million 1.00 1.00 ---1.00 1 00 1 Emm' 0.62 million 1.00 1.00 ---1. 00 1 00 1 Shear LC #1 Bending(+). LC #1 Deflection: LC #0 LC #1 = D only, V = 791, V design = 678 lbs = D only, M = 1680 Ibs-ft = Self-weight (live) = D only (total) EI = 189e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations. ICC-IBC DESIGN NOTES: 1. Please venfy that the default deflection limits are appropnate for your application 2 Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4 1 Woodworks" sorrwAsr FOR WOOO DFSIG/^ COMPANY Jan 19, 2010 16 56 PROJECT Sheet // Gilmore Res FB4 Design Check Calculation Sheet Sizer 8 2 LOADS: Load Type Distribution Pat-Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Fall UDL 75.0 plf Load2 Live Full UDL 200.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in): A lO' A 17< Unfactored: Dead Other Factored: Total Bearing. Load Comb Length Cb 803 1700 803 1700 Unfactored: Dead Other Factored: Total Bearing. Load Comb Length Cb 2503 2503 Unfactored: Dead Other Factored: Total Bearing. Load Comb Length Cb #2 0. 64 1. 00 #2 0.64 1.00 PSL, 2.0E, 2.0E, 5-1/4x11-7/8" Self-weight of 19 48 plf included in loads, Lateral support top= full, boltom= at supports. Analysis vs. Allowable Stress (psi and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analys is/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 53 fb = 1035 0.26 = L/795 0 44 = L/465 Fv' = 290 Fb' = 2903 0.57 = L/360 0.85 = L/240 fv/Fv' = 0.18 fb/Fb' = 0.36 0.45 0.52 ADDITIONAL DATA: FACTORS: F/E CD Fv' 290 1.00 Fb'+ 2900 1.00 Fcp' 750 E' 2.0 million Emin' 1.04 million CM Ct 1.00 1.00 1.00 1.00 1.00 CL 1.000 CV 1.00 Cfu Cr 1.00 Cfrt Cl V = 2503, V design = M = 10638 Ibs-ft (live) (total) 2212 lbs 00 00 00 00 00 Cn 1.00 LC# 2 2 2 2 Shear : LC #2 = D+L, Bending(+): LC #2 = D+L, Deflection: LC #2 = D+L LC #2 = D+L EI = 1465e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind l=impact Lr=roof live Lc=concentrated All LC's are listed m the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1 Please venfy that the default deflection limits are appropnate for your application. 2 SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer 3 Size factors vary from one manufacturer to another for SCL matenals They can be changed in the database editor I I Woodworks" sonwARi roe WOOD nrsicn COMPANY Jan 19, 2010 16 56 PROJECT Sheet / ^ Gilmore Res FB5 Design Check Calculation Sheet Sizer 8 2 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial UDL 0.00 10 00 218.0 218.0 plf Load2 Live Partial UDL 0.00 10.00 580.0 580.0 plf Load3 Dead Point 10.00 803 lbs Load4 Live Point 10.00 1700 lbs Load5 Dead Partial UDL 10.00 20.00 90.0 90.0 plf Load6 Live Partial UDL 10.00 20.00 240.0 240.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 2611 5800 1971 4100 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 8411 6071 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 1.60 1. 00 #2 1.16 1.00 PSL, 2.0E, 2.0E, 7x16" Self-weight of 35.0 plf included in loads; Lateral support top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value AnalysIS/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 98 fb = 1706 0.41 = L/583 0.70 = L/344 FV = 290 Fb' = 2810 0.67 = L/360 1.00 = L/240 fv/FV = 0.34 fb/Fb' = 0 61 0.62 0.70 ADDITIONAL DATA: FACTORS F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.00 -1.00 - - -1.00 -1.00 2 Fb' + 2900 1.00 -1.00 1.000 0.97 1.00 1 00 -2 Fcp' 750 --1.00 - _ -1 00 -- E' 2.0 million -1.00 - - -1.00 -2 Emm' 1.04 million -1.00 1.00 -2 Shear LC #2 = D+L, V = 8411, V design = 7322 lbs Bending( + ) . LC #2 = D+L, M = 42465 Ibs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) EI = 4779e06 lb--in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed m the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1 Please venfy that the default deflection limits are appropnate for your application 2 SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer 3. Size factors vary from one manufacturer to another for SCL matenals They can be changed in the database editor Woodworks' sorrwASi FOR WOOD Dtsmti COMPANY Jan 19,2010 16 56 PROJECT Sheet /3 Gilmore Res FB6 Design Check Calculation Sheet Sizer 8 2 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Point 3 .50 1245 lbs Load2 Live Point 3.50 1025 lbs Load3 Dead Full UDL 135.0 plf Load4 Dead Full UDL 277.0 plf Loads Live Full UDL 599.0 plf IVIAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored Total Bearing: Load Comb Length Cb 1429 1805 1927 2215 Unfactored: Dead Other Factored Total Bearing: Load Comb Length Cb 3234 4142 Unfactored: Dead Other Factored Total Bearing: Load Comb Length Cb #2 1.23 1.00 #2 1.58 1.00 PSL, 2.0E, 2.0E, 3-1/2x9-1/4" Self-weight of 10 12 plf included in loads. Lateral support top= at supports, bottom= at supports. Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Analysis Value Design Value Analysis/Design Shear Bending{+) Live Defl'n Total Defl'n fv = 155 fb = 1231 0.03 = <L/999 0.06 = <L/999 Fv' = 290 Fb' = 2942 0.17 = L/360 0.25 = L/240 fv/FV = 0.54 fb/Fb' = 0.42 0.16 0.24 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.00 -1.00 _ _ 1 00 -1.00 2 Fb' + 2900 1.00 -1.00 0.986 1.03 1.00 1.00 -2 Fcp ' 750 -1.00 - -1. 00 -- E' 2.0 million -1.00 - -1.00 -2 Emin' 1.04 million -1 00 - -1. 00 -2 Shear : LC #2 = D+L, V = 4142, V design = 3355 lbs Bending (+): LC #2 = D+L, M = 5120 Ibs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) EI = 462e06 Ib--in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1 Please venfy that the default deflection limits are appropriate for your application 2 SCL-BEAIVIS (Structural Composite Lumber)- the attached SCL selection is for preiiminary design only For finai member design contact your local SCL manufacturer 3 Size factors vary from one manufacturer to another for SCL matenals They can be changed in the database editor Woodworks' SOmVARl FOR WOOD DCSKH COMPANY Jan 19,2010 16 56 PROJECT Sheef Gilmore Res FB7 Design Check Calculation Sheet Sizer 8 2 LOADS: Load Type Distribution Pat-Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 128 0 plf Load2 Live Full UDL 340.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 846 2040 846 2040 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 2886 2886 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 1 10 1.00 #2 1.10 1.00 PSL, 2.0E, 2.0E, 3-1/2x11-7/8" Self-weight of 12 99 plf included in loads. Lateral support top= full, bottom= at supports. Analysis vs. Allowable Stress (psi and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 87 fb = 1263 0.16 = L/886 0.26 = L/546 Fv' = 290 Fb' = 2903 0.40 = L/360 0.60 = L/240 fv/FV = 0.3 0 fb/Fb' = 0.44 0.41 0.44 ADDITIONAL DATA: FACTORS: F/E CD CM Fv' Fb' + Fcp ' E' Emm' 290 2900 750 2.0 1. 04 1.00 1.00 million million Ct 1.00 1.00 1.00 1.00 1. 00 CL 1.000 cv 1.00 Cfu Cr 1.00 Cfrt 1.00 1.00 1.00 1.00 1.00 Ci Cn 1.00 LC# 2 2 2 2 Shear : Bending(+): Deflection: LC #2 LC #2 LC #2 LC #2 EI = 977e06 Total Deflection -- D=dead L=live S-- V = 2886, V design = M = 8658 Ibs-ft (live) (total) 2410 lbs = D+L, = D+L, = D+L = D+L lb-in2 1 50(Dead Load Deflection) + Live Load Deflect con. snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed m the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1 Please venfy that the default deflection limits are appropnate for your appiication 2 SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer. 3 Size factors vary from one manufacturer to another for SCL materials They can be changed in the database editor Woodworks' SOFTWARE FOR WOOD OfS/CV COMPANY Jan 19, 2010 16.57 PROJECT Sheet- I 5 Gilmore Res FB8 Design Check Calculation Sheet Sizer 8 2 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 20 3.0 plf Load2 Live Full UDL 540.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored. Total Bearing: Load Comb Length Cb 1808 4320 1808 4320 Unfactored: Dead Other Factored. Total Bearing: Load Comb Length Cb 6128 6128 Unfactored: Dead Other Factored. Total Bearing: Load Comb Length Cb #2 1.56 1.00 #2 1.56 1.00 PSL, 2.0E, 2.0E, 5-1/4x14" Self-weight of 22 97 plf included in loads; Lateral support. top= full, bottom= full. Analysis vs. Allowable Stress (psi and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value AnalysIS/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 107 fb = 1715 0.33 = L/578 0.54 = L/355 FV = 290 Fb' = 2851 0.53 = L/360 0.80 = L/240 fv/Fv' = 0.37 fb/Fb' = 0.60 0.62 0.67 ADDITIONAL DATA: FACTORS: F/E CD CM Fv' Fb' + Fcp' E' Kmm' 1.00 1.00 290 2900 750 2.0 million 1 04 million Ct 1.00 1.00 1.00 1.00 1.00 CL 1.000 CV 0.98 Cfu Cr 1.00 Cfrt 1.00 1.00 1.00 1.00 1.00 Ci Cn 1.00 LC# 2 2 2 2 Shear : LC #2 = D+L, V = 6128, V design = 5234 lbs Bending(+): LC #2 = D+L, M = 24511 Ibs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) EI = 2401eO6 lb-in2 Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1 Please venfy that the default deflection limits are appropnate for your application 2 SCL-BEAMS {Structural Composite Lumber) the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer 3 Size factors vary from one manufacturer to another for SCL matenals They can be changed in the database editor RANCHO COASTAL ENGINEERING Single Source DeifelopmeiH Consoltsnt Title Gilmore Res Dsgnr Project Desc Project Notes Job# 6143 1(0 Fii'ltBtl 20JAK2niO, 1C03AM License Owner • RANCHO COASTAL ENGINEERING Calculations per IBC 2006, CBC 2007, 2005 NDS fy,opd|Beam,; Design - mmm&mmmm Description FB9_LAT Material Properties Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb-Tension 2,900.0 psi Fb-Compr 2,900.0 psi Fc-Prll 2,900.0 psi Fc - Perp 750.0 psi Fv 290 0 psi Ft 2,025 0 psi Beam is Fully Braced against lateral-torsion buckling ILevel Truss Joist Parallam PSL 2.0E E Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 1,016 54 ksi Density 32.210pcf E(3 507) D(0 15) * i * 3 5x11 875 Span = 20 0 ft Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0 150 k/ft, Extent = 00 -» 4 50 ft, Tributary Width = 1 0 f Point Load E = 3 507 k @, 4 50 ft, (Unused) Maximum Bending Stress Ratio Section used for this span fb Actual FB • Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 6.429 1 3.5x11.875 1,492.73psi 3,480.00psi +1 113D+{)70E+H 4 500ft Span # 1 0.000 in Ratio •• 0.000 in Ratio •• 0 669 in Ratio = -0 669 in Ratio = Design O Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs O<360 0 <360 358 358 0.261 1 3.5x11.875 90.70 psi 348.00 psi +1.113D+0 70E+H 0 000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C (J Mactual fb-de'3ign Fb-allow Vactual fv-design Fv-allow +D Length = 20 0 ft 1 0 063 0 057 1 200 1 50 219 26 3,480 00 0 55 19 80 348 00 +D+L+H Length = 20 0 ft 1 0 063 0 057 1 200 1 50 ?19 26 3,480 00 0 55 19 80 348 00 +0+Lr+H Length = 20 0 ft 1 0 063 0 057 1 200 1 50 219 26 3,480 00 0 55 19 80 348 00 +1 113D-H3 70E+H Length = 20 0 ft 1 0.429 0.261 1 200 10 23 1,492 73 3,480 00 2 51 90 70 348,00 +1 113D-0 70E+H Length = 20 0 ft 1 0 289 0198 1.200 -6 89 1,005 17 3,480 00 1 91 69 02 348 00 +1 085D-K) 750Lr+{) 750L+0 52501 Length = 20 0 ft 1 0 337 0210 1.200 8 05 1,174 30 3,480 00 2 02 72.98 348 00 +1.085D+O 750Lr+0 750L-0.5250E Length = 20 0 ft 1 0 201 0149 1 200 -4 79 699 13 3,480 00 1 44 51 85 348 00 umm COASTAL ENGINEERING Sinqle Source DeveloDnnent Consultant Title Gilmore Res Dsgnr Project Desc Project Notes Job # 6143 n P-mXmi 20J.«2010 ICCIMM vl'i •MW t-l^We:y.\RCEyol3S\6143-Gilffl'ore'"Burridowr|:&^ IWoQjyilBeam Design Description FB9_LAT Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C Jl Mactual fb-design Fb-allow Vactual fv-design Fv-allow +1 113D-K)750L+{)750S+€5250E Length = 20 0 ft 1 0.339 0211 1 200 8 09 1,180 49 3,480 00 2 04 73 54 348 00 +1 113D+0750L+0 750S-0 5250E Length = 20 0 ft 1 0199 0149 1 200 -4 75 692 94 3,480 00 1 44 51 85 348 00 +0 4869D+0 70E+H Length = 20 Oft 1 0 390 0 225 1200 9 29 1,355.58 3,480 00 217 78 30 348 00 +0 4869D-0 70E+H Length = 20 0 ft 1 0.328 0198 1 200 -7 83 1,142.32 3,480 00 1 91 68 82 348 00 Ili^v/erllJjWlixTm&'Djfle'^^^^^ ii Load Combination Span Max "-" Defl Location in Span Load Combination Max "+" Defl Location in Span 1 OOOOO OOOO -E Only -0 6691 8 800 fSMrticlFRea^Jolis rjUWIctlfelf • m Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum DOnly EOnly -E Only -2 718 0 692 2 718 -2 718 -0 789 0169 0 789 -0 789 RilOHO COASTAL ENGINEERING Single Source Developnnent Consultant Title Gilmore Res Dsgnr Project Desc Project Notes Job# 6143 1^ rimXki 2CIJAK201C ICOjAM Description FB10_LAT Material Properties .Icense Owner RANCHO COASTAL ENGINEERING Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.0E Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling E(3 507) D(0 15) 2,900 0 psi 2,900.0 psi 2,900.0 psi 750 0 psi 290.0 psi 2,025 0 psi £ Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 1,016 54ksi Density 32 210pcf 3 5x11 875 Span = 7 0 ft Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load. D = 0 150 k/ft, Extent = 20 --» 7 0 ft, Tributary Width = 1,0 f Point Load • E = 3 507 k @ 2.0 ft, (Unused) Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.174 1 3.5x11.875 604.63 psi 3,480.00 psi +1 113D+O70E+H 1 995ft Span # 1 0 000 in Ratio = 0.000 in Ratio = 0.035 in Ratio = -0.035 in Ratio = Design O Maximum Sfiear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs 0<360 0 <360 2425 2425 0.215 • 1 3.5x11.875 74.99 psi 348.00 psi +1 113D+O70E+H 0 000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Cd Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 7 0 ft 1 0 035 0 037 1 200 0 83 121 29 3,480 00 0 36 12 94 348 00 +D+L+H Length = 7 Oft 1 0 035 0 037 1 200 0.83 121 29 3,480 00 0 36 12 94 348 00 +D+Lr+fl Length = 7 Oft 1 0.035 0.037 1 200 0 83 121 29 3,480 00 0 36 12 94 348 00 +1 113D+O70E+H Length = 7 0 ft 1 0174 0 215 1 200 414 604,63 3,480 00 2 08 74 99 348 00 +1 113D-O70E+H Length = 7 0 ft 1 0120 0149 1200 -2 85 41601 3,480 00 144 51 96 348 00 +1 085D+0 750Lr+0 750L-<0 52501 Length = 7 0 ft 1 0136 0169 1 200 3 26 474 86 3,480 00 1 63 58 87 348 00 +1 085D+0 750Lr+O.750L-0 5250E Length = 7 0 ft 1 0 084 0105 1200 -1 99 290.83 3,480.00 1 01 36 43 348 00 I RINCIO COASTAL ENGINEERING Single Source Development Consultant Title Gilmore Res Dsgnr Project Desc Project Notes Job# 6143 Pihitfcd 20 JAN 2010 'C 0,3AM IWood BeamiD es I q n Lie. #; KWlCiOmf ^ *'''^'''""5\BGe06bs\6|43-GilTO| Burii'dpwniEra W, ^ENERCiAtl,' INC.f983-20M®M.Ol|ll262S.| Icense OwriiiaM:ei0M©<»kSl«^ Description FB10_LAT Load Combination Segment Length Max Stress Ratios Summary of Moment Values Summary of Shear Values Load Combination Segment Length Span* M V C Mactual fb-design Fb-allow Vactual fv-design Fv-allow +1 113D+0 750L+0 750S+fl 5250E Length = 7 0 ft 1 0137 0170 1 200 3 27 477 30 3,480 00 164 5916 348 00 +1 113D+O750L+O750S-0 5250E Length = 7 0 ft 1 0 083 0104 1 200 -1 98 288 43 3,480 00 1 00 3614 348 00 +0 48690+0 70E+H Length = 7 Oft 1 0158 0197 1200 3 78 551 58 3,480 00 1 90 68 40 348.00 +0 4869D-0 70E+fl Length = 7 0 ft ' Ipveiall MSir^rmDeirfci 1 Honsjr Unfac 0135 0168 oads. Mm 1 200 131* -3 22 469 07 3,480 00 162 58.33 348 00 Load Combination Span Max "-" Defl Location in Span Load Combination Max "+"Defl Location in Span 1 0.0000 0.000 -E Only -0 0346 3,150 *jVertical ReaJtipns • Unfaiitorecis 1= < Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum DOnly EOnly -E Only -2 505 0 300 2 505 -2 505 -1 002 0 515 1 002 -1 002 Woodworks' SOFTWARC FOR WOOO DfS(C\ COMPANY Jan 19, 2010 16 57 PROJECT Sfieet 3-0 Gilmore Res FB11 Design Check Calculation Sheet Sizer 8 2 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial DDL 4.50 20.00 195.0 195.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) A lO' 20< Unfactored: Dead Other Factored: Total Bearing. Load Comb Length Cb 1366 2046 Unfactored: Dead Other Factored: Total Bearing. Load Comb Length Cb 1366 2046 Unfactored: Dead Other Factored: Total Bearing. Load Comb Length Cb #1 0.50* 1.00 #1 0.52 1.00 'IVIin. bearing length for beams is 1/2" for extenor supports PSL, 2.0E, 2.0E, 5-1/4x11-7/8" Self-weight of 19 48 plf included in loads. Lateral support" top= at supports, bottom= at supports. Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 44 fb = 949 negligible 0.71 = L/339 Fv' = 261 Fb' = 2533 1.00 = L/240 fv/Fv' = 0.17 fb/Fb' = 0.37 0.71 ADDITIONAL DATA FACTORS: F/E CD Fv' Fb' -^ Fcp' E' Emm CM 0.90 0.90 290 2900 750 2.0 million 1.04 million Ct 1.00 1.00 1.00 1.00 1.00 CL 0 969 CV 1.00 Cfu Cr 1.00 Cfrt 1.00 1.00 1.00 1.00 1.00 Ci Cn 1.00 LC# 1 1 1 1 Shear : LC #1 Bending(+): LC #1 Deflection: LC #0 LC #1 EI = 1465e06 Total Deflection = = D only, V = 2046, V design = 1839 lbs = D only, M = 9754 Ibs-ft = Self-weight (live) = D only (total) lb-in2 1 50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live All LC's are listed in the Analysis output Load combinations- ICC-IBC Lc=concentrated DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application 2 SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer 3 Size factors vary from one manufacturer to another for SCL matenals They can be changed in the database editor Woodworks' SOfTWARl FOR WOOD DfSICN COMPANY Jan 19, 2010 16 57 PROJECT Sheet. 3- I Gilmore Res FB12 Design Check Calculation Sheet Sizer 8 2 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 36.0 plf Load2 Roof constr Full UDL 30.0 plf Load3 Dead Full UDL 30.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in): A iQ' A 16'-6'< Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 652 247 652 247 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 899 899 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0.50* 1.00 #2 0 50* 1.00 Mm beanng length for beams is 1/2" for extenor supports PSL, 2.0E, 2.0E, 3-1/2x11-7/8" Self-weight of 12 99 plf included in loads. Lateral support top= at supports, bottom= at supports. Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 21 fb = 541 0.05 = <L/999 0.25 = L/781 FV = 261 Fb' = 2921 0.55 = L/360 0.83 = L/240 fv/FV = 0.08 fb/Fb' = 0.19 0.09 0.31 ADDITIONAL DATA: FACTORS: F/E CD CM Fv' 290 0.90 - 1 Fb'+ 2900 1.25 - 1 Fcp' 750 - - 1 E' 2.0 million - 1 Emm' 1.04 million - 1 Ct ,00 ,00 00 00 00 CL CV Cfu Cr 0.805 1.00 1.00 Shear : LC #1 Bending(+): LC #2 Deflection: LC #2 LC #2 Cfrt 1.00 1.00 1.00 1. 00 1.00 573 lbs Ci Cn LC# 1.00 1 2 2 2 D only, V = 652, V design = D+Lr, M = 3709 Ibs-ft D+Lr (live) D+Lr (total) EI = 977e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=Live S=snow W=wind I=impact Lr=roof constr. Lc=concentrated All LC's are listed m the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1 Please venfy that the default deflection limits are appropnate for your application 2 SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer 3 Size factors vary from one manufacturer to another for SCL matenals They can be changed in the database editor. 2007 CBC LATERAL ANALYSIS (2006 mc) SHEET: ^ 3L. DATE: JOB: 1/12/2010 6143 - Gilmore Res. WIND: Exposure: B Wind Speed, V= 85 Enclosure Class E (Enclosed, 'E', 'artially Enclosed, 'PE', Open, '0') Pwi = qGCp -q,(GCp,) = 10.5 psf 1 Story - (windward + Leeward) Pw2 = qGCp -q,(GCp,) = 12.1 psf 2 Story - (windward + Leeward) Pw3 = qGCp -q,(GCp,) = 13.4 psf 3 Story • (windward + Leeward) qh G Cp Kh K« Kd +/-GCp, 0-15' 9.0 0 9 1 3 0.57 1 0 0.9 0.18 25' 10.4 0.9 1.3 0.66 1.0 0.9 0.18 35': 11.5 0.9 1.3 0.73 1.0 0.9 0.18 SEISMIC: (Note: Eh = V per calc's) Site Class. D v= c,w = 0.115 WDL* Occupancy Category: Response Modification, R: n 6.5 '^Divided by 1 4 for Strength to A S D (Sec 1605 3) Redundancy Factor: L3 where. _ Site Design Category: D where. _ (R/I)T <. (R/I) Sl F, SDI T Cs Ss F3 SDS Cs 1 Story 0.444 1.56 0.461 0.129 0.550 1.179 1.03 0.808 0.124 2 Story 0.444 1.56 0.461 0.237 0.299 3 Story 0.444 1 56 0.461 0.269 0.263 1 STORY: Eh = (RoofoL+WallDL) X 0.115 Eh = 4.0 psf WIND GOVERNING DEPTH: (plf) L= (Pw*Htnb )/Eh 1 Story i=> Hmb"" 7 Pwi *Htnb » 73 L = 18.2 ft 2 STORY DISTRIBUTION (as aoolies): W H WH WH WT Eh (psf) W H WH Sum(W H) WT Eh (psf) Roof+Walls 35 20 700 47.7 5.5 2™ FLR (1st Fir 1 story cond ) Floor+Walls 40 10 400 27.3 3.1 I^'^FLR SW= 75 SWH= 1100 75.0 8.7 WIND GOVERNING DEPTHS: Hinb= 12 2"" Story H, tnb' 10 f Story 3 STORY DISTRIBUTION (as applies) (plf) 146 Pw2*Htnb= 121 (Pw*Htnb) / Eh Pw2*Htnb = L = L = 26.4 38.6 ft ft w H WH WT Sum(W H) ^ Eh (psf) Roof-f-Wails 35 30 1050 53 7 6.2 3rd FLR Floor+Walls 40 20 800 40.9 4.7 2''''FLR Floor+Walls 40 10 400 20 4 2.4 l^'^FLR SW= 115 SWH= 2250 115.0 13.3 WIND GOVERNING DEPTHS: 3'^ Story 2"" Story 1" Story (plf) L - (Pw*Htnb) / Eh Htnb = 7 Pw3*Htnb = 94 L = 15.2 ft >=> Htnb~ 10 Pw3*Htnb = 134 L = 28.5 ft •=> Hmb = 10 Pw3*Htni,» 134 L = 56.9 ft SUMMARY OF LATERAL DESIGN Sheet Project 6143-Gilmore 1/27/10 Roof Load Floor Load Eh (lbs) Eh (liK) Above Ph (lbs) Ph (lbs) Above Vg total (lbs) Govern S.W. Lengths (ft) ^-total (ft) Unit Shear (n^) (plf) Ht. (ft) O.T. L (ft) Overturning (lbs) S.W. Type Hold Downs Ul liillllC Awidth {ft) Adepth (ft) Awidth (ft) A depth (ft) Eh (lbs) Eh (liK) Above Ph (lbs) Ph (lbs) Above Vg total (lbs) Govern S.W. Lengths (ft) ^-total (ft) Unit Shear (n^) (plf) Ht. (ft) O.T. L (ft) Overturning (lbs) S.W. Type Hold Downs ROOF STORY (1 STORY CONDITION) A 18 28 n a n a 1018 n a 661 n a 1,018 Seismic 12 12 85 10 12 83 1 N R B 13 28 n a n a 735 n a 477 n a 735 Seismic 10 10 74 14 8 315 1 N R D 18 15 n a n a 545 n a 661 n a 661 Wind 5+5 10 66 12 5 538 1 NR 1 32 16 n a n a 1034 n a 1174 n a 1,174 Wind 4 5+4 85 138 10 4 1,212 1 STHD10 3 62 14 n a n a 1753 n a 2275 n a 2,275 Wind 14 14 163 11 14 1,133 1 STHD10 6 30 12 n a n a 727 n a 1101 n a 1,101 Wind 5 5 220 10 5 1,883 1 STHD10 Gridline Roof Load Floor Load Eh (lbs) Eh (lbs) Above' Ph (lbs) Ph (IIJS) Above Vs total (lbs) Govem S.W. Lengths (ft) ^otal (ft) Unit Shear (n^) (plf) Ht. (ft) O.T L (ft) Overturning (lbs) S.W. Type Hold Downs Gridline AwicJth {ft) Adopth (ft) Awidtfi (ft) Adeptti (ft) Eh (lbs) Eh (lbs) Above' Ph (lbs) Ph (IIJS) Above Vs total (lbs) Govem S.W. Lengths (ft) ^otal (ft) Unit Shear (n^) (plf) Ht. (ft) O.T L (ft) Overturning (lbs) S.W. Type Hold Downs ROOF STORY( 2 STORY CONDITION ) C 29 40 n a n a 3195 n a 2112 n a 3,195 Seismic 12+20 32 100 9 12 210 1 N R E 27 20 n a n a 1487 n a 1967 n a 1,967 Wind 10 10 197 9 10 1,196 1 CS16 F 29 40 n a n a 3195 n a 2112 n a 3,195 Seismic 8+3+3+6 5 20 5 156 14 26 -600 1 NR G 27 20 n a n a 1487 n a 1967 n a 1,967 Wind 11 11 179 9 1 1,571 1 CS16 2 45 28 n a n a 3471 n a 3278 n a 3,471 Seismic 4 5+6 10 5 331 9 45 2,717 2 CMSTC16 5 61 27 n a n a 4537 n a 4443 n a 4,537 Seismic 18 18 252 9 18 1,580 2 CS16 7 20 27 n a n a 1487 n a 1457 n a 1,487 Seismic 5+5 10 149 10 5 1,169 1 CS16 Gridline Roof Load Floor Lead En (lbs) El, (lb.) Above Ph (lbs) Ph(lbs) Above Vs ,=..=, (lbs) Govern S.W. Lengths (ft) 1-totai (ft) Unit Shear (n,) (plf) Ht. (ft) O.T. L (ft) Overturnins (lbs) S.W. Type Hold Downs Gridline Awidth (ft) A depth (ft) Awidth (ft) Adaptti (ft) En (lbs) El, (lb.) Above Ph (lbs) Ph(lbs) Above Vs ,=..=, (lbs) Govern S.W. Lengths (ft) 1-totai (ft) Unit Shear (n,) (plf) Ht. (ft) O.T. L (ft) Overturnins (lbs) S.W. Type Hold Downs FLOOR STORY (2 STORY CONDITION) C 14 43 29 38 2951 3195 2274 2112 6,146 Seismic 7+14+7 28 219 10 7 1,897 1 STHD10 E 27 3 27 20 1014 1487 2630 1967 4,596 Wind 22 22 209 10 22 687 1 N R F 29 38 1735 3195 1760 2112 4,930 Seismic 16+12 28 176 10 12 996 1 STHD10 G 27 3 27 20 1014 1487 2630 1967 4,596 Wind 15 15 306 10 15 2,108 2 STHD10 2 28 28 1234 3471 1700 3278 4,977 Wmd 4 5+6 10 5 474 10 45 4,454 3 STHD14 4 41 26 1678 0 2489 0 2,489 Wind 11+11 22 113 10 11 664 1 N R 5 38 27 1615 4537 2307 4443 6,750 Wind 18 18 375 10 18 2,985 3 STHD10 7 3 27 20 27 1014 1487 1324 1457 2,781 Wind 3 5+3 5 7 397 10 9 2,516 3 STHD10 IBC Lateral Analysis.xls FOOTING DESIGN Sheet 3^ Project 6143-Gilmore *Soils report recommendations always supercede footing size and reinforcement noted on this page. f=> ASBP(psf) 1500 (Code Min Table 1804 2) CONTINUOUS FOOTINGS: WIDTH (in.) DEPTH (in.) 15 24 PMAX= (2*(D+6)+4)*W*(ASBP/144) PMAX= 10,000 lbs. SPREAD FOOTINGS: LU LOAD (lbs.)* PAD No. SIZE (in. SQ.) DEPTH (in.) #4 REBAR (E.W.) 17,100 41 18 3 R= FB5+FB6+GT P-1 Use 48" 18 Use 4 * FOR DESIGN PURPOSES, ONLY SlZE=SQRT((LOAD/ASBP)*144) TYPICAL GRADE BEAM AND CONTINUOUS FOOTING, U.N.O. BY SOILS REPORT F-1 15" Wide 24" deep 2 - #5 T&B Footing.xls 1/27/10 GILMORE FIRE REBUILD CARLSBAD, CA CLIMATE ZONE 7 D & R Calcs Title 24 Energy Calculations D & R Calcs Micropas v8.08 Performance Method (858) 486-9506 January 30, 2010 TITLE 24 COMPLIANCE REQUIREMENTS SUMMARY Gilmore Fire Rebuild Ceiling Insulation = R-30 min. Radiant Barrier - yes Roofing - Tile Wall Insulation = i?-i3 mia. Floor Insulation = R-19 min. Thermal Mass Areas = see Floor Plan, All living areas at lower except Playroom^ Bedroom and Living room. Glazing = AU new windows & doors to he dual glazed. All glass is Low E. Glazing shall be installed with a NFRC certifying lable attached showing Uvalue. Solar Heat Gain Co-efficient = 0.35 windows^ doors Uvalue = 0.40 windows, doors = 1.30 solatubes (SHGC 0.80) Owner to purchase windows & doors w/ specified Cvalues & SHGCs or better. Hot Water Heater = (l) tankless w.h. by NORITZ §N-063 or eq. Energy Factor is 0.81 min. Infiltration = standard Fan System - 66 cfm flow, .25 w/cfm AFUE - 0,80 min. SEER •- 13.0 min. or none Duct Insulation = R-4.2 min. Duct Leakage Test - No Heater Sizing Zone 1 "LOWER" Sensible beat load = 32,225 Btu BRYANT §315JAV048090 ~ 71,000 Btu output or eq. Verify HVAC sizing & equip, w/ Mechanical. Zone 2 "UPPER" Sensible heat load = 23,248 Btu BRYANT §315JAV048070 ~ 51,000 Btu output or eq. Verify HVAC sizing & equip, w/ Mechanical. A/C Sizing Zone 1 "LOWER" Sensible Cool'g load = 16,852 Btu Latent Cool'g load = 2,140 Btu Zone 2 "UPPER" Sensible Cool'g load = 15,515 Btu Latent Cool'g^ load s 1,971 Btu Verify HVAC sizing & equipment with a Mechanical Engineer/Contractor. Owner may install any Make & Model HVAC equipment that is equal or greater than the minimum efficiencies listed above. All equipment is listed "or eq" KITCHEN LIGHT'G TO BE 50% OF TOTAL WATTS = HIGH EFFICACY (40 LUMENS/WATT) CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 1 Project Title Gilmore Fire Rebuild Project Address 2606 El Aguila Lane Carlsbad Date..01/30/10 13:00:38 Documentation Author. Cliraate Zone, ******* *v8.08* Diane P. Mendoza,CEPE,CEA******* D & R Calcs 14107 Ipava Dr. Poway, CA 92064 (858) 486-9506 07 Building Permit # Plan Check / Date Field Check/ Date Compliance Method MICR0PAS3 v8.08 for 2008 CEC Standards MICR0PAS8 V8.08 File-GlLMORE Wth-CTZ07S08 Program-FORM CF-IR User#-MP0864 User-D & R Calcs Run-Gilmore Fire Rebuild MICROPAS6 ENERGY OSE SUMMARY Energy Use Standard {kTDV/sf-yr) Design Proposed Design Compliance Margin Percent Improvement Water Heating 10.52 9.93 3.69 0.70 7.94 -2.52 0.90 0.00 2.58 -34.0% 19. 61 0.0% 24.51 Total 23.22 22.26 0.96 4 .11 *** Building complies with Computer Pe^rformance ** * GENERAL INFORMATION • Not Required Conditioned Floor Area..... Building Type Construction Type Natural Gas at Site Building Front Orientation, dumber of Dwelling Units... Number of Building Stories. Weather Data Type.......... Floor Construction Type.... Number of Building Zones... Conditioned Volume Slab-On-Grade Area Glazing Percentage Average Glazing U-factor... Average Glazing SHGC Average Ceiling Height 3636 sf Single Family Detached New Yes Front Facing 230 deg (SW) 1 2 FullYear Slab On Grade 2 36784 cf 2019 sf 15,5 % of floor area 0.42 Btu/hr-sf-F 0.36 10.1 ft CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 2 Project Title.......... Gilmore Fire Rebuild Date..01/30/10 13:00:38 MICROPASS ve.08 File-GILMORE Wth-CTZ07S08 Program-FORM CF-IR Usert-MP08 64 Oser-D & R Calcs Run-Gilmore Fire Rebuild BUILDING ZONE INFORMATION Zone Type Floor # of # of Cond- Thermo- Area Volume Dwell Peop- it- stat {sf) (cf) Units le ioned Type Vent Vent Verified Height Area Leakage or (ft) (sf) Housewrap LOWER Residence 2019 22231 0.56 2.2 Yes Setback 8.0 Standard No UPPER Residence 1617 14553 0.44 1.8 Yes Setback 8.0 Standard No ATTIC AND ROOF DETAILS Frame R-R- Roof Roof Re-Emiss-Frame Spac-Value Value Vent Mass Rise flect-ivity Depth ing Above Below Area Vent Roof Type (Ib/sqft) ance (in.) (in.) Deck Deck Ratio High LOWER Tiie Light 5:12 0.10 0.85 9.2 24 oc 0.00 0.00 1/150 0.00 UPPER Tile Light 5:12 0.10 0.85 9.2 24 oc 0.00 0.00 i/150 0.00 OPAQUE SURFACES U-Sheath-Solar Appendix Fraune Area fact-Cavity ing Acf Gains JA4 Surface Type (sf) or R-val R-val Azm Tilt Reference LOWER 1 Door Other 48 0 .500 0 0 230 90 Yes 4.5.1 A4 2 Wall Wood 178 0.102 13 0 230 90 Yes 4.3.1 A3 3 Wail Wood 207 0.102 13 0 230 90 No 4.3.1 A3 5 Wall Wood 558 0.102 13 0 320 90 Yes 4.3.1 A3 7 Wall Wood 322 0.102 13 0 50 90 Yes 4.3.1 A3 9 Wall Wood 441 0 .102 13 0 140 90 Yes 4.3.1 A3 11 Attic Wood 968 0.031 30 0 n/a 0 Yes 4.2.1 A20 UPPER 4 Wall Wood 232 0.102 13 0 230 90 Yes 4.3.1 A3 6 Wall Wood 571 0,102 13 0 320 90 Yes 4.3.1 A3 8 Wall Wood 246 0.102 13 0 50 90 Yes 4.3.1 A3 10 Wall Wood 532 0.102 13 0 140 90 Yes 4.3.1 A3 12 Attic V^ood 1517 0.031 30 0 n/a 0 Yes 4.2.1 A20 13 FloorExt Wood 566 0.048 19 0 n/a 0 No 4.4.2 A4 Location/ CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 3 Project Title Gilmore Fire Rebuild Date..01/30/10 13:00:38 MICR0PAS8 v8.08 File-GILMORE Wth-CTZ07S08 Program-FORM CF-lR User#-MP0864 Oser-D & R Calcs Run-Gilmore Fire Rebuild Surface PERIMETER LOSSES Appendix Length F2 Insul Solar JA4 Location/ (ft) Factor R-val Gains Reference Comments LOWER 14 SlabEdge 133 0.730 R-O/Oin No 4.4.7 Al 15 SlabEdge 78 0.730 R-O/Oin No 4.4.7 Al FENESTRATION SURFACES Orientation LOWER 1 Wind 2 Wind 4 Wind 5 Wind 6 Door 9 Door 10 Wind 11 Wind 15 Wind 16 Door UPPER 3 Wind 7 Wind 3 Wind 12 Wind 13 Wind 14 Door 17 Wind 18 Skyl 19 Skyl 20 Skyl 21 Skyl Front Front Left Left Left Back Back Back Right Right Front Left Left Back Back Back Right Right Front Back Left (SW) (SW) (NW) (NW) (NW) (NE) (NE) (NE) (SE) (SE) (SW) (NW) (NW) (NE) (NE) (NE) (SE) (SE) (SW) (NE) (NW) Area U- Act (sf) factor SHGC Azm Tilt Exterior Shade Type Location/Comments 36.0 0.400 8.0 O.400 30.0 0.400 0 45.3 0.400 0 40.0 0 40.0 0 40.0 0.400 30.0 0.400 400 0 400 0 0 0 35.0 0.400 0. 40.0 0.400 0. 44.0 0.400 0. 8.0 0.400 0. 15.0 0.400 0. 25.0 0.400 0, 15.0 0.400 0. 40,0 0.400 0. 62.0 0.400 0. 3.3 1.300 0. 2.2 1.300 0. 3.3 1.300 0. 1.1 1.300 0. .350 230 .350 230 .350 320 .350 320 ,350 320 ,350 50 ,350 50 ,350 50 350 140 350 140 350 230 350 320 350 320 350 50 ,350 50 350 50 ,350 140 800 140 800 230 800 50 800 320 90 Standard FRONT1/Vinyl/Wd Op LoE 90 Standard FRONT11/Vinyl/Wd bp LoE 90 Standard LEFTl/Vinyl/Wd Op LoS 90 Standard LEFTl0/Vinyl/Wd Op LoE 90 Standard LEFTl1/Vinyl/Wd Dr LoE2 90 Standard BACKl/Vinyl/Wd Dr LoE2 90 Standard BACKl1/Vinyl/Wd Op LoE 90 Standard BACK12/Vinyl/Wd Op LoE 90 'Standard RIGHTl/Vinyl/Wd Op LoE 90 Standard RIGHTli/Vinyi/Wd Dr LoE2 90 Standard FR0NT2/Vinyl/Wd Op LoE 90 Standard LEFT2/Vinyl/Wd Op LoE 90 Standard LEFT21/Vinyl/Md Op LoE 90 Standard BACK2/Vinyl/Wd Op LoE 90 Standard BACK20/Vinyl/Wd Op LoE 90 Standard BACK21/Vinyl/Wd Dr LoE2 90 Standard RIGHT2/Vinyl/Wd Op LoE 22 None TOBE/Metal Solartube 22 None TUBEl/Metal Solartube 22 None T0BE2/Metal Solartube 22 None TUBE3/Metal Solartube OVERHANGS Surface LOWER 1 Window 2 Window 4 Window -Window--Overhang- Left Area Left Right (sf) Width Height Depth Height Extension Extension 36.0 n/a 8.0 n/a 30.0 n/a 5.0 2.0 5.0 1.5 2.0 1.5 1.0 1.5 0.5 n/a n/a n/a n/a n/a n/a CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 4 Project Title Gilmore Fire Rebuild Date..01/30/10 13:00:38 MICR0PAS6 v8.08 File-GILMORE Wth-CTZ07S08 Prograra-FORM CF-lR User#-MP08 64 User-D & R Calcs Run-Gilmore Fire Rebuild OVERHANGS -Window--Overhang- Area Left Right Surface (sf) Width Height Depth Height Extension Extension 11 Window 30.0 n/a 5.0 7.0 2.0 n/a n/a UPPER 7 Window 8.0 n/a 4.0 1.5 0.5 n/a n/a 8 Window 15.0 n/a 5.0 1.5 0.5 n/a n/a 13 Window 15.0 n/a 5.0 1.5 0.5 n/a n/a THER^3AL i4ASS Mass Type LOWER 1 SlabOnGrade 2 SlabOnGrade Area Thick Heat Conduct-Surface (sf) (in) Cap ivity UIMC'R-value Location/Comments 944 1075 4.0 4.0 28.0 28.0 0.98 0.98 1.80 4.60 R-2.0 R-0.0 Covered Slab Covered Slab HVAC SYSTEMS System Type LOWER Furnace ACSplit UPPER Furnace ACSplit Verified Verified Verified Verified Verified Maximum Minim\Hn Refrig Charge Adequate Fan Watt Cooling Efficiency EER or CID Airflow Draw Capacity 0.800 AFUE n/a 13.00 SEER No 0.800 AFOE n/a 13.00 SEER No n/a No n/a No n/a No n/a No n/a No n/a No n/a No n/a No HVAC SIZING System Type LOWER Furnace ACSplit UPPER Furnace ACSplit Total Keating Load (Btu/hr) 32225 n/a 23248 n/a Sensible Cooling Load (Btu/hr) n/a 16852 n/a 15519 Design Cooling Capacity (Btu/hr) n/a 18992 n/a 17490 Verified Maximum Cooling Capacity (Btu/hr) n/a n/a n/a n/a CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 5 Project Title Gilmore Fire Rebuild Date..01/30/10 13:00:38 MICROPASS V8.08 File-GILMORE Wth-CTZ07S08 Program-FORM CF-IR User#-MP0B64 User-D & R Calcs Run-Gilmore Fire Rebuild Total 55473 32370 36482 Sizing Location CARLSBAD Winter Outside Design...... 34 F Winter Inside Design 70 F Summer Outside Design 81 F Summer Inside Design 75 F Summer Range 10 F DUCT SYSTEMS Verified System Duct Duct Duct Type Location R-value Leakage n/a LOWER Furnace ACSplit UPPER Furnace ACSplit Verified Verified Surface Buried Area Attic Attic Attic Attic R-4. 2 R-4. 2 R-4.2 R-4.2 No No No No No No No No Ducts No No No No FAN SYSTEMS System Type LOWER Standard UPPER Standard Flow (cfm) 37 29 Povfer (W/cfm) 0.250 0.250 WATER HEATING SYSTEMS Tank Type Heater Type Distribution Type Number Tank in Energy Size System Factor (gal) i LargeTankless Gas Standard 1 0.84 WATER HEATING SYSTEMS DETAIL n/a System 1 LargeTank Recovery Efficiency 0.81 Rated Input n/a Standby Loss Fraction n/a Internal Tank Insulation R-value R- n/a External Insulation R-value R-n/a Pilot Light n/a CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-lR Page 6 Project Title Gilmore Fire Rebuild Date.. 01/30/10 13:00:38 MICROPASS V8.08 File-GILMORE Wth-CTZ07S08 Program-FORM CF-IR Dser#-MP08 64 User-D & R Calcs Run-Gilmore Fire Rebuild SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a Radiant Barrier. This building incorporates a High Mass Design. This building incorporates a non-standard V?ater Heating System. REMARKS Verify HVAC sizing & equipment w/ Mechanical engineer/contractor CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 7 Project Title Gilmore Fire Rebuild Date..01/30/10 13:00:38 MICR0PAS8 V8.08 File-GILMORE Wth-CTZ07SD8 Program-FORM CF-IR User#-MP0864 User-D £ R Calcs Run-Gilmore Fire Rebuild COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER DOCUMENTATION AUTHOR Name... Company Address Phone... License, Signed.. R.A. Booker Name.... RA Booker Builders, Inc. Company. 2240 Encinitas Blvd. #D .Address. Encinitas, CA 92024 (658) 759-5170- Phone... Diane P. Mendoza,CEPE,CEA D & R Calcs 14107 Ipava Dr. Poway, CA 92064 (858) 486-9506 /(date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. (date) Mandatoi7 Measures Summary MF-IR Residential (Page 1 of 3) Site Address Enforctmcnl Agency: Date: NOTE Low-i he i endeniial buildings subject to the Standards nnist comply with all applicable mandaior}' meamres listed legardtesi ofthe compliance approach used Mor e sli ingent emigy measures luted oii Ihe Ceilificate of Compliance (CF'JR, CF-1 R-ADD, or CF-l R-ALT Form) shall supersede the items marked with an a.^terisk {*) helmv Tliis \-fandaiory Mea-nres Summaty shall he incoi poratcd iino the permit documents and lhe applicable features shall be considered by ail parties as minimum component perfoi mance speciftcotiuns whethei they are sho» n elsen'hete in lhe documents or in lhis summaiy Submit all appUcable sections of lhe \'1F-}R Form with plans DESCRIPTION Building Envelope Measures: ,?116fa)]: Doors ond wJndos^? bcmx;cn conditioned and unconditioned ^p«cc6 are manufaclaired to limit iiirlciikagc. ^1 lC(ji>t. FctiCFlralion product!, (e\cepi fscld-rabntalcd windows-) have a Ube] lisiing the certified U-Faciiir, ccrlified Sokr Heal Cam Coefficient (SHGC) and mfiltraiion thJt me^ta the requirements of 1 Ua) ^117 R\ierun dooi*. and windaws Me vveathet-stitpi^ed; ati joints, and penciratioiis are cauiked and sealed I ISjaj insulation spe<:ified or installed meets Standards for insulaiitig Material lndicfit<' r>'|>e and include on Cl'-6]< Form 511 Thf thermal emiilariLe atid sol.it reilcctance values of the cool roofing material meets the requinements o! ? i! fi(i) when the m-stallation of a Ctiol Roof IS inecified on the CF-IR Form *yi50(a) Mnmnum R-19 insulation in wood-frame ceiling or equivaienl U-facioi • g 150(b): Looiie fill imulaiion shail conform with manufacturer's installed design labeled R-Value *)}150(c)' Minimum R-13 insulation in wood-frame wall or equivalent U-fncior. ^ 150(d): Minimum R-l 3 insulation tn roiscd wood-frame fioor or cqui^Tiicm U-factor. 0(f): Air retarding wrap is tested, labeled, und installed uccording lo ASTKi H 1677-95(20x10) when specified on ihc CF-IR Form, SI50[g): MiindatOQ Vapor barrier installed in Climate Zones N or 16, J150(iJ, Water absorption rate for slab edge insulation material alone without faeingi js no gneMcr than 0.3%. waicr vapor permeance rate is no Brealer than 2.0 perrtii'mch and shall he protected from physical daaiage and UV lishl deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures J!5l)(e)l.A' Ma.<:oiiry or factofj'-built fireplaces have a closable metal or glass door covering the entire opening ofthe firebox §15tt(e)lB: Masonry or faMory-built fireplaces have a combustion outside air intake, whidi n et least six squHrc inches in arcs and is equipped with a with a readily accessible, operable, and tiglit-fmine damper aiid or a combustion-air control dex ic^. §l5l>{e)2: Continuous burning pilot lights and the use of mdoorair for cooling a firebox j,i>ckct, when that indoor aii is vented lo ibc outside ofthe buildinp. are prohibited. Space Conditioning, Water Heating and Plumbing System Measures; 1^1 lO-iil 13- HVAC equipment, x^ater heaters, showierlteads, faucets and ali other regulated appliances are certified by the Energy- Commission. ?l 13(c)5' Water heating recuculation loops servisig multiple dvi'elliug units and High-Rise residential occupancies meet the air release valve. backflow pi-evention. pump isolation valve, and recirculation loop connection iiequitements of §113(c)5 §115 CoiUimiously burning pilot lights are prohibited for natural gas' fan-type central (umatej., household cooking, appliances (appliances with an electrical supply voltage connection with pilot lights that consume less thaii 150 Btu/hr are exempt), and pw\ and spa heaters. jl5Q(h) Heating sa\d!o\ cooling loads are calculated in accordance with .ASHR.AE SMACNA or ACCA ^15Q(i)' Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). gl50(_i)lA: Storage ga<- water heaters lated v/itli an Energy Factor no greater than the fedcrdl minimal standard arc cvtcmally wappcd widi insulation having an instaUed thennal resistance of R-12 or greater. <!l50(j)lB. Unfired Storage lunks sucli as siloisige umks or backup tanks for solar watcr-hcatmg system, or other indirect hot %vater tanks have R-12 external insulation or R-i6 internal insulation where ilie interna! insulation R-value is indicated on the cMcriorof the tank. §1500)2. First 5 feet of hot and cold water pipes closest to v^atcr heater tank, non-rcciiculating systems, arid eiitSie length of recirculating sections ofhot vTOier pipes are insulated per Standards Table 150-B. §150(j)2- Cooling system piping (suction, chilled water, or biinc Iines),and piping insulated bet\ve€i3 healing S()urce and indired hoi water tank shall be insulated to Tabic 150-B and Equation ISO-A, 61500)2; I'ipc insulation for steam hydronic heating systems or hot water systems >15 psi. meets rhe requirements of Standards Table 123-A. §l50(j)3.A. insulation is pnnected froip damage, including thai due to sunlight, moisture, equipment maintenance, and v^1nd. J J 50(j)3.A: Insulation foi chilled watet piping and refrigerant suction lines includes a vapor retardant or is enclosed entirelyeonditioi>ed space, 2008 Residential Compliance Forms August 2009 Mandatory Measures Summary MF-IR Residential fPage 2 of 3) Site .Address: Enfortemtnt Agtiity: Date: };150(i)'t: Solai water-heating systems and/or collectors aie certified by the Solar Rating and Certification Corporation Ducts and Fans .Measures; ^150(m)l: All air-dtstiibuiion system ducts and plenums installed, are sealed arsd insulated lo meet ihe requirements of CMC Sections 601, 602. 603, 604, 605 and Standard 6-5; supply-aii and retuin-air ducts and plenums are insulated lo a minimum installed level of R-4.2 oi enclosed entirely in conditioned space OperdttgE shall be sealed witli mastic. ta|>e or other duct-closure system that meei.s the applicable requirements of UL 181, LfL IS I A, or UL 181B oi aerosol sealant diat meets the requirements of UL 725 If ma.stic or tape is used to seal Openings gieeter tlian l,'4 inch, the combination of mastic .md cithcrmcsh or tape shall be used v!]50(iit)l' Bttildmg cavities support platforms lor air handlers and plenums defined or c<mstructed with maienals other than scaled sheet metal. duel board or flexible duct shall not be used for conveying conditioned air Building cavities and support platforms may contain ducts, fJucis installed in cav ities and support platforms shall not be compressed to cause reductions in rhe cross-sectional area ot the ducts. J:i50(mj2D' Jomts and seams o( duct systems arid their components shall not be sealed v^'iili cloth back rubber adhesive duct tapes unless such tape is used in combination \», ith mastic and draw bands. 8l50fni)7. Exhaust fan h^'stems have back draft or automatic dampers. g 150(111 jS- Gravity venlilatmp. systems serving coiidiuonea space have either automatic or rcadih accessible, manually operated dampers instliation shdll be protected Jis above or painted witli a coating that is vi'ater rctardaui and provides shielding from solar radiation that can cause decradation ofthe material ^I50(ni)i0' Flexible ducts cannot have poious ini>er cores tf 150(0)' All dwelhiig uims shall meet the requirements of ANSi/ASHRAn Standard 62.2-2007 Vcniilation gnd Acccplahle Indoor ,Air Quality in Low-Risc Residential Buildings. Window operation is not a permissible method of providing the Whole Building Vcmilaiion required in Section 4 of that Statidard, Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa healing system shall be certified to have, a thermal efficiency dial complies with the Appliance Efficiency Regulations, an 0!!-ofi" switch mounted ouf^ide oi ihe heater; a permancni vvfatJierpnoof plate or card with operating instructions: and shall not use elecoric resistance heating or a pilot light I !4(b)l .Any pool or spa healing equipment shall be installed with al least 36" of pipe between filter and heater, or dedicated suction and return lines, ur buih-up connections for iulure solar healing g i I4{b)2 Outdoor pools or spas thai have a heal pump or gas heater shall have a cover. f I !4fb)3. Pools shall have directional inlets lhat adequately mix the pool water, and a lime switch that will allow al! pumps to be sel or programmed to run only during off-peak electric demand periods. • g 150fp) Residential pool systems Or e<juipmcnl mcci the pump sizing, flow rate, piping, fiilcrs. and valve rei^uiiements of gl50(p)- Residenlial Lighting Measures; §150(k)l • High efficacy luminaires or LED Light Engine witli Integra! Heat Sink has an efficacv that is no lower ilian the efficacies cotitaired m Table 150-C and is not a low efficacy luminaire as specified by j l50(k)2 !l50(k)3. The wattage of permanentiy installed luminaires sliall be determined as specified by SI 30(d). jil 5t)ik)4 Ballasts for fluoresceni lamps raied 13 Watts or greater shall be clccnonic and shall have an output frequency no less than 20 kHz. 5150fk)5 Permancnil) installed night lights and night lights integral to a pennanently insialled luminaire or exhaust fan shall contain only high efficacy lamps meeimg the minimum efficacies contained m Tabk 150-C and shail not contain a hne-voitage sr)Ckei or line-voliagc l.Tinp holder: OR shal! be rated to consume no more than five watts of power as dctcimincd by J 130(d). and shall not contain a medium scrcvv-basc socket. gi50{k')6' Lighting iniegral to exhaust fans, in rooms other than kitchens shall meet the applicable requirements of§150(k). 6l50(k)7 AU Switching devices and controls shall meet the requirements of gl50(k)7. J350(k1S A minimum of 50 percent 0) the total rated wattage of pcrinancntiv installed iighting in kitchens shall be high efficacy. EXCEPTION Up to 50 watts for dwelling units less than or equal to 2,500 ft" or 100 watts for dwelling units larger than 2,500 ft' may b< exempt from the 50% high efificoey requirement when; all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS). or a multi-scene programmable control system, and al! permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high emcacy and controlled by a inanuai-on occupant sei.sor ? 150(k)9. Pel manenlly installed lighting thai is internal to cabinets shall use no more tlian 20 watts of power per linear foot of illuminated cabinet P50(k)10; Pennanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and ufility rooms shall be high cfficacv, 200S Residential Compliance Fonm August 2009 Mandatory Measures Summary MF-IR Residential (Page 3 of 3) Vl Site Address: Enforcement Agency; Date: EXCEPTION I. Pcm^ancntly installed low efficacy luminaires shall be allowed provided that tliey are controlled by a manual-on occupani sensor certified to comply with the applicable rcquiicmcnts of § 119 EXCEPTION 2- Permanently installed low efficacy luminaires m closets less than 70 square feet arc not required to be controlled by a manual-on occupant sensor. S; 150(k)l 1. Pcrtnancntly installed luminaires located in rooms or areas otiier than in kitchens bathrooms, garages, lauiidr.' rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION I. Permanetiily msialied low efficacy luminaires shall he allowed provided they are controlled by cither a dimmci switch that complies with the applicable requirements of ^119. or by a manual-on occupani sensor that complies with the applicable requirements of gll9. EXCEPTION 2, Lighting in ileiached storage building less than 1000 squan; feet located on a residential site is not required to compiv with «150(klll ^ 150ik>12. LurBiiiaires reees<ad mto msulated ceilings shal! be listed for zero clearance insulation contact (IC) by Underwriters Laboraloiies or other nationally recognised lesting/ratmg laboratorv'; and liave a label that certifies tbe lumiunaire is airtight with air leakage less then 2 0 CFM at 75 Pascals when tesled in aceordancc with ASTM E283. and be sca,lcd with a gasket oi caulk between the luminaire housing and cciling- <!i50lk)!3' Luminaires providing outdoor lighting, mcludmg lighting for private pa'ios in low-nse residcnlial buildings with four or more dwelling units, entiances. balconies and porches which arc permanently mounted to a residential building or lo other buildings on tisc same lot shall be high efficney EXCEPTION I: Pciroancnily installed outdoor lowclTicacj luminaiics shall be .allowed provided tliat they are tonlroiled by a manual oni'off switch, a motion sensor nol having an override or bypass switch that disables the motion sensoi. and one of the following LOntrols: a photocontrol not having an override or bypass switch that disables the photocontrol. OR an astronomical time clock not having an override or bypass .swilcli that di.sables the atfronomical time clock, C)R an energy management contiol system (XMCS) not having an override or bypa.ss switch that BIIOW^ the lummaire lo be always on EXCEPTION 2 Outdoor luminaires ased 10 ccjmply wiih Exception 1 to § 150(k) 13 may be controlled by a temporary override switch which bypasses the motion sensing funcfion provided that the motion sensor is automatically reactivated witiiin six hours. EXCEPTION 3 Permanently insialled luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Eiectric Code need not be high efficacy luminaires. ^ 150(k)l 4: Inicnially illuminated address signs shall comply wilh Section 148; OR not contain a scrcw-basc socket and consume no more tlian five watts of power as determined according lo g 130(d). 150(k)l 5 Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147 Lighting for parking garages foi 8.or more vehicles shail complv vvith the applicable retjuiremcms of Sections 130, 131, 134, and 146 J150tk)i6, Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings vvith fouror moic dwelling units A'Jiall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupani icnsor(s) certified to comply wilh the applicable requirements of ^ 119. 200S Residennal Compliance Forms August 2009 HVAC SIZING HVAC Page 1 Project Title Gilmore Fire Rebuild Date.. 01/30/10 13:00:38 Project Address 2606 El Aguila Lane ******* Carlsbad *v8.08* Documentation Author... Diane P. Mendoza,CEPE,CEA******* D & R Calcs 14107 Ipava Dr. Poway, CA 920 64 (858) 486-9506 Climate Zone 07 Building Permit # Plan Check / Date Field Check/ Date Compliance Method MICR0PAS8 v8.08 for 2008 CEC Standards MICR0PAS6 v8.0S File-GIL^30RE Wth-CTZ07S08 Program-HVAC SIZING User#-MP0864 User-D & R Calcs Run-Gilmore Fire Rebuild GENERAL INFORMATION Floor Area 3636 sf Volume 36784 cf Front Orientation Front Facing 230 deg (SW) Siting Location CARLSBAD Latitude 33.2 degrees Winter Outside Design 34 F V?inter Inside Design....... 70 F Summer Outside Design 81 F Summer Inside Design. 75 F Summer Range 10 F Interior Shading Used Yes Exterior Shading Used Yes Overhang Shading Used Yes Latent Load Fraction G.12 HEATING AND COOLING LOAD SUIdMARY Description Opaque Conduction and Solar.. Glazing Conduction and Solar. Infiltration. Internal Gain Ducts Sensible Load, Latent Load... Minimtm Total Load Heating Cooling (Btu/hr) (Btu/hr) 26470 10302 8431 14187 11666 888 n/a 2520 8906 4473 55473 32370 n/a 4111 55473 36482 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability, of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. FAX NO. 760 602 8558 Develooment Services Building Division 1635 Faraday Avenue CITY OF CERTIFICATION OF SCHbOL FEES PAID Develooment Services Building Division 1635 Faraday Avenue CARLSBAD B-34 760-602-2719 www.carlsbadca.gov P. 04 4 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 w/ill not issue any building permit without a completed school fee form. Project Name: Building Permil Plan Check Number; Project Address: A.P.N.: Project Applicant (Owftei Ndme): I'rojoct noB"«ritina" Building Type: Residential: Second Dwelling-Unit: Residential Additions: Commercial/Industrial City Certification Applicant Information: GILMORE RES - RE-BUILD HOME AFTER RRE CB100194 2606 EL AGUILA ST 215-562-28-00 DOUGLAS & ALYSON GILMORE 299T.SQUARE FOOT HOME TOTALLY BURN ! iN FIRE RC-BUILD 3636 SF NEW humc - Rip • OAIN or C90 eCiUAftC FEET t^^'^ SFD New Dwelling Unit(s) Square Feet of Living Area in New Dwelling Square Feet of Living Area in SDL) Net Square Feet New Area Net Square Feet I Date: /'//^///O CITV OFCARLSBAD Q Carlsbad Unlfisd School District 6225 El Qamino Real Ciflsbad CA 02009 (760-331.5000) n vista Untfisd School District 1234 Arcadia Drive Vista CA 92003 (760-726 2170) ^ San Marcos Unified School District 2l5MataWay rpN San Marcos. CA 92069 (760-290-2649) ConldCt: Nancy Doioo (By Appt, Only) Q Encinitas Union School Distrtct 10< Ceuth Ronoho Santa Fn Rri Encinitas, CA 92024 (760-944-4300 ext 166) G San Dieguito Union High School District 710CneiAl«aoeit;d Encinitas, CA 92024 (760-753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the infonnation provided above is corred. 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 tha number of dwelling units or square footage after the building parmit 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 tha peison executing this declaration is J^uthorized to.sipn on behalf of the Owner. Date: 4-10 Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completeci by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED, SCHOOL DISTRICT; The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify thatthe applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL yj ^ y TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER 8-34 • Page 2 of 2 • Rev. 03/09 SAN MARCOS UNIFIED SCHOOL DISTRICT CERTIFICATE OF COMPLIANCE FACILITIES DEPARTMENT 215 Mata Way. Bldg 5 (2"^ Floor) San Marcos CA 92069 760-290-2649 C 'haj f "i f'li fJ' (f^ /" Project Description: / L C S.B.S» &Ct^^ Tract No.: "2- M 20 Assessor's Parcel No- _ _ Received From: n • i i / The Sum of: c j \ ' t , 1 Number of Square Feet/Units: / /$rD Check'Number: $ f . z".' 7 8. 34 a?4-^9?7 0/^.4 )a Ed. Code 17620 and Gov. Code 65995, et seq. • Not subject to fee requirements • CFD No.: • Existing Mitigation Agreement: Certification of Applicant/Owners: The person executing this declaration ("Owner") certifies under penalty of perjury that: (1) the information provided is correct and true to the best of Owner's 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: ^^^Wi^^^w fete^l Dated: _ 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 ("District'). The payment of these amounts is a prerequisite to the issuance of a building permit. District Representative: San Marcos U^ed School District - Facilities Department NOTICE OF 90-DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Govemment 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 exactions ("Fees"^, of the ninety (90) day period to protest the imposition of these Fees and (2) the amount of the Fees. Therefore, this Notice shail 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 perfonnance of any other requirement as described in Govemment 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: idi}lt 1/3 THE ABOVE EXPIRATION DATE IS EXTENDED TO: SIGNATURE VERIFYING AUTHORIZED EXTENSION: Dated: Distribution: Facilities - White Agency - Canary Customer - Green Accounting - Pink Audit - Goldenrod USE BAIL POIWT PEN ONIY & PBESS HARD APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARA Q I heret>y anirm ihst I «m llcenoed undar provialons of Chapter 9^(comm«nclng with Section 7000) of Division 3 of tha Business and Protaaslons Coda and my llcanae is In tull lores snd sffact _ ' Lie No Clisi I hersSy ilflrm lhal I im exempi Irom tia Conine „ lor 1 Llcanu Uw lor mt lollmrtng reason (Sec 7031 5 Builn«M and Prottivons Code Any city or ctiuRty which ra-" "0 consiruci alt»r tmprovg demollsn or 'a prior to lis Isiuanca also roguir pticant lor lucn tMrrnlt IB liia i signed tialetmnt . . iicensM Dursutn) lo tha provtaiom ol 1h« Contraclw i Liunss Law (Chapter 9 commanclng wdh Section 7000 ol. Division 3 ot lhe Buslnass artd Prolessions Coda) or tliat is tx empi tneretrom and lha basis lor ihi allagad axamotion Ajff~\ violation ol Section 7D31 S tiy an applicant lor a permit suth leda the applicant to a civil penalty cri noi nwa than llvt hun^^ IS owner ol the property .. jrwecompensaltot wll __ . ._ tun Is ndt Intended « offered ftn tale (Sec 70a4 Buslnesi , and Prolusions Code '/Ihe Contracior't LIcensa Law tloM ! not apply to an owrtar ol properly who Cullds or Imprwn " ihtreon and wKg does such woik MmsaN or throtign his own —•- —ividad that such imptoremants ara not inland V aala II hoaravar Iht bulWlAD ot Imprwa-rnenl Is sold within ona iiaar d ccoiplatlaa lha owner bulldai wUI hava tha buntan M priwhig that ha OM not tniUd or im- I. Sutlnats and Proleuana Coda Tlw Contractor s LIctnsa Law chMs nol apply to an ownr ol proparty who PutMs «litH^ prom Ihareon, and who coidiacU tor each projacls with a 1 g(^icto((i) llcanta piffiuA to ina ContiKior a LIcansa }I to'Aia'lMinaownvtvniniprovtnainyhoma and lha tollow- - Ing condltlora axial . • m ' ut - Tl» worti Is halno peftwnM} prior to sale ."..Li-Ejvi haM'llvBd-ln uin'homa'lof twetva monthj •^S'VFMSSII- -_. — - ' lait ttirae yain . for mis reason 'A 13 '•'11D ^MDMFH u-v^A • I n«>at>y allirm thai I hava a catliJicala ot consant "•iitOi sail Tiauraii or,-'a iCarttficata of Wortiars ' ' 'cbrnpansalionlnaurarKa or • carlitied copy Itieraot r-tSac 380p Labor CoOal-ir--^.-:*^ " — ^*^'ir^VMn"'^82W:-l"13656D . 'Vi"cbMP*NvO Mission Inaurance "7' • Caniliad copy is haiwby furnishae itutUb i^Li W ,J•:^A^W^ , I rctflTIFICATt OF EXEMPTION FROM^ i.^'^' WOAKERS.COMPEHSATION mSUHANCE (Ttia taction naed not tM coniplaisd If tt^a parmii /,< • V. < f~ IS lor ona hundiMl ddlsrs (1100) oritss) / - • I canity thai >n tha parformanca of tha work lor -c which Itna parmil is 'ssuad I ahall nol amolov anv paraon in any manrnr so as lo bacome sulflecl to ^ lha Workers Compansation Lawi ot CalilomiB — I H ,• r ll ^Ai r,4 . J -Vrvr.^ NOTICE TO APPLICANT If af tar makina this Cam. iicaia of EKornptwn you should bacoma aubieci tg lha Workau Compensalion provisions ' — Code'' you rnusl-lonhwiin~ comply * 'pnwKKins 01 this parmii shall I* daemmi revoHad 'cAYoa'Ce.D e>J.sf 03-30-2006 Job Address: Permit Type: Parcel No Valuation: Occupancy Group # Dwelling Units: Bedrooms- Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB060433 Building Inspection Request Line (760) 602-2725 2606 EL AGUILA ST CBAD RESDNTL 2155622800 $93,989.00 Sub Type: Lot#- Construction Type' Reference #: 0 Structure Type 0 Bathrooms: GILIVIORE RES 742 SF LIV SPACE 231 SF ROOF DECK RAD 0 NEW Status Applied: Entered By: Plan Approved" Issued: Inspect Area: Orig PC#: Plan Check#: ISSUED 02/21/2006 SB 03/30/2006 03/30/2006 Applicant. MOORE, JOE 3612 VALLEY ST CARLSBAD, CA 92008 760-434-1203 Owner: GILMORE DOUGLAS A&ALYSON M 2606 EL AGUILA LN CARLSBAD CA 92009 Building Permit $523.46 , Meter Size Add'l Building'Permit Fee $0.00 Add'l Reel. Water Con. Fee $0.00 Plan Check $340 25 Meter Fee $0.00 Add'l Plan Check Fee $0.00 SDCWA Fee $0.00 P\at\ Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $9.40 PFF (3105540) $0.00 Park in Lieu Fee $0.00 PFF (4305540) $0.00 Pari? Fee $0.00 License Tax (3104193) $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 Bridge Fee $0.00 Traffic Impact Fee (3105541) $0.00 Other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0 00 BTD #3 Fee $0.00 PLUMBING TOTAL $41 00 Renewal Fee $0.00 ELECTRICAL TOTAL $20.00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL $30.50 Other Building Fee $0.00 Housing Impact Fee. $0 00 HMP Fee $0.00 Housing InLieu Fee $0 00 Pot Water Con. Fee $0.00 Housing Credit Fee $0 00 Meter Size Master Drainage Fee $0 00 Add'l Pot. Water Con. Fee $0.00 Sewer Fee $0 00 Reel. Water Con. Fee $0 00 Additional Fees , $0.00 TOTAL PERMIT FEES $964 61 Total Fees. $964.61 Total Payments To Date: $964.61 Balance Due: BUILDING PLANS vX I $0.00 IN STORAGE ATTACHED Inspector: FINAL Date: MM WAL Clearance: NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refen'ed to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing In accordance with Carlsbad Municipal Code Section 3 32 030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection wilh this project NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been oiven a NOTICE similar to this, or as to which the statute of limitations has oreviousiv othenwise expired. CB100194 2606 ELAGUIIAST GILMORE RES REBUILD EXISTING I ir-^nr- -Tl IAT- ni lOMI-r-. r\^\A/M r\nt.tr^ CICTDHIX f^Dno-l Vina • cv Approved [ i Planning <r*>-*~—' Engineering ^ t\iT) Fire HazMat APCD Health Forms/Fees Sent Rec'd Due? By CFD Am Enema V N Fire Y N HazHealthAPCD Y N PE&M Y N • School <^ N ^ /-«»' — /f Sewer Y N Stormwater Y N Y N Y N Y N PFF Y Comments Date Date Date Date Building ^ Planning Engineering Fire Need? ft-TTf^Uf Tier 1 -/n OuJr^erf)aDone • Done • Done • poney Application Complete? N Fees Complete? (V? N 05-10-2010 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCRi0050 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # PC # Project Title 2606 EL AGUILA ST CBAD PCR 2155622800 Lot#. 0 $0 00 Construction Type 5B CB100194 GILMORE RES DEFERRED TRUSS Status Applied Entered By Plan Approved' Issued Inspect Area- ISSUED 04/27/2010 KG 05/10/2010 05/10/2010 Applicant GILIVIORE DOUGLAS A&ALYSON M Owner; GILMORE DOUGLAS A&ALYSON M 2606 EL AGUILA LN CARLSBADCA 92009 2606 EL AGUILA LN CARLSBAD CA 92009 Plan Checi< Revision Fee Additional Fees $100 00 $0 00 Total Fees- $100.00 Total Payments To Date. $100 00 Balance Due: $0.00 Inspector FINALAPPROVAL Date-Clearance: NOTICE Please take NOTICE that approval ol your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit wfas issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your nght to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacify changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously othenA/ise expired ^ CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov .. Ml0^5^_Orlglnal Plan Check No. Qg//)^/^/ Project Address ^^0L> fj. Arfeottjv 9-r Date lo Plan Check Revision No. Contact Ph. >- F^x fj^^-l*?^- Email l3^(g(<3gDHgrt-louii t>e>2o.got^ Contact Address ^^^Q 'BMCAM i VA<; fteVo , Sxjv Tigv-> General Scope of Work , ^ City g^^vA/^^ Zip ^.>o>S XgF\gt/2gr> " r^V<^ S>UiJ^'uA\/K-\ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: • Plans ^^!lcalculations • Soils • Energy |3 Other Tyu^ SI;L,A^'-AWL 2 Describe revisions in detail 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets m/cs - - 5 Does this revision, in any way, alter the exterior of the project? O Yes E^No 6 Does this revision add ANY new floor area(s)? [U Yes [3 No 7 Does this revision affect any fire related issues? • Yes No 8 Is this a complete set? 0 Yes Q No ^Signature- 1635 Faraday Avenue, Carlsbad, CA 92008 Phone 760-602-2717/2718/271' www.carlsbadca.gov Fax- 760-602-8558 EsGil Corporation In Partnership with government for (BuiUing Safoty DATE: 5/6/10 Cl-ARRyCANT JURIS ~) JURISDICTION: Carlsbad iJ HLANTTEVIEWER • FILE PLAN CHECK NO.: 100194 ( PCR10050) SET REV 1, Set II PROJECT ADDRESS: 2606 El Aguila Lane PROJECT NAME: Deferred Trusses for Addition to the Gilmore Residence I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The REMARKS check list below is transmitted herewith for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant.that the plan check has been completed. Person contacted: Bob Booker Telephone #: (858) 759-5170 Date contacted: (by: ) Fax #: Mail Telephone Fax In Person ^ REMARKS: The set II Truss plans approved by Esgil are identlgantnhe City set of Truss plans with the exception that the engineer of record, Rancho Coastal Engineering, must sign the roof layout plan, sheet 1 of 1 in the truss plans. / By: Chuck Mendenhall Enclosures: EsGil Corporation • GA • EJ • PC Walk In |||(), EsGil Corporation In (Partnership with government for (BuiCding Safoty DATE: 5/5/10 • APPLICANT ^^JURIS^ JURISDICTION: Carlsbad nTTLANREVIEWER • FILE PLAN CHECK NO.: 100194 ( PCR10050) SET REv 1, Set I PROJECT ADDRESS- 2606 El Aguila Lane PROJECT NAME: Deferred Trusses for Addition to the Gilmore Residence I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ^ The REMARKS check list below is transmitted herewith for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. Submit revised plan sheets to Esgil Corp for recheck I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Bob Booker 2240 Encinitas Blvd., Suite 'D', PMB 547, Encinitas, CA 92024 I I 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: Bob Booker Telephone #: (858) 759-5170 Date contacted:5/5/7i:? (by^^^ Fax #: (858) 759-7989 Mail^^Xfelephone Fax^_^/)n Person XI REMARKS: The engineer of record for the project, Daniel Hayden, must review the trusses and provide shop stamp review & approval on the truss layout plans prepared by Stone Truss By: Chuck Mendenhall Enclosures: EsGil Corporation • GA • EJ • PC 4/29/10 9320 Chesapeake Dnve, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 100194 ( PCR10050) S/SyTlO [DO NOT PAY- THIS IS NOTAN INVOICE] JURISDICTION: Carlsbad PCR10050) VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: 100194 ( PREPARED BY: Chuck Mendenhall DATE: 5/5/10 BUILDING ADDRESS- 2606 El Aguila Lane BUILDING OCCUPANCY: R3, U TYPE OF CONSTRUCTION: V B BUILDING PORTION AREA (Sq. Ft) Valuation Multiplier Reg. Mod VALUE ($) Dwelling 3636 City Est Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review I I Repetitive Fee Repeats • Complete Review • Other [7] Uourh. EsGil Fee • Structural Only Hr. @ * $100.00 Based on hourly rate Comments: Sheet 1 of 1 macvalue doc + Rancho Coastal Engineering, Inc ReviewMl For Substantial Conformance ToL^ctural Design Reviewed By.il&= P^^d^ ( GILMORE RESIDENCE CARLSBAD St 1 STONE TRUSS COM www.stonetruss.com 507 JONES ROAD, OCEANSIDE, CA 92058 • (760) 967-6171 International Accreditation Service, Inc. CERTIFICATE OF ACCREDITATION This is to signify that NATIONAL INSPECTION ASSOCIATION, INC. dba QUALITY SYSTEMS MANAGEMENT. INC. 8150 B. PIARMiGAN AVEINUE GILLETTE, WYOMING 82718 Inspection Agency AA-583 Type A (Third-Party) Body has demonstrated compliance with the ISO/IEC Standard 17020, General criteria for the operation of various types of bodies performing inspection and has been accredited commencing June 23, 2006 to provide inspection services in the approved scope of accreditation. (see attached scope of accreditation for type, range, methods and procedures of inspection) Patrick V. McCullen Vice President C. P. Ramani, P.E. President This accreditation certificate supersedes any IAS accreditation certificate bearing an earlier date. The certificate becomes invalid upon suspension, cancellation, revocation, or expiration of accreditation. See the IAS Accreditation Listings on the web at www.iasonline.org for current accreditation information, or contact IAS directly at (562) 699-0541. Print Date: 08/29/2006 Page 1 of 2 Page 2 of 2 International Accreditation Service, Inc. SCOPE OF ACCREDITATION Inspection Agency AA-583 Type A (Third-Party) Body National Inspection Association, Inc. dba Quality Systems Management, Inc. 8150 B. Ptarmigan Avenue Gillette, Wyoming 82718 Keith A. Anderson Technical Director 307-685-6331 FIELDS OF INSPECTIONS TYPE AND RANGE OF INSPECTIONS INSPECTION METHODS AND PROCEDURES Metal Plate Connected Wood Trusses In-Plant ANSI/TPI 1-2002, SOP 02 (issued 1/1/06) and SOP 03 (issued 1/1/06) Wood-Framed Prefabncated Shear Wall In-Plant ICC ES Acceptance Criteria ACI 30, SOP 02 (issued 1/1/06) and SOP 03 (issued 1/1/06) Structural Glued-Laminated Timber In-Plant ANSI/AITC A190.1 SOP02 (issued 1/1/06) and SOP 03 (issued 1/1/06) June 23, 2006 Commencement Date C. P. Ramani, P.E. President This accreditation certificate supersedes any IAS accreditation certificate bearing an earlier date. The certificate becomes invalid upon suspension, cancellation, revocation, or expiration of accreditation. See the IAS Accreditation Listings on the web at www iasonline.org for current accreditation information, or contact IAS directly at (562) 699-0541. Print Date: 08/29/2006 STONE TRUSS COMPANY www. stonetruss. com N W NIA STONE TRUSS CO. _^ CERTIFIED INSPECTION I.A.S. AA-583 IN STRICT ACCORDANCE WITH UBC. IBC. ANSI NATIONAL STANDARDS LATEST REVISION PREFABRICATED WARNING * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS BCSI 81 SUMMARY SHEET ENCLOSED 507 JONES ROAD • OCEANSIDE, CALIFORNIA 92054 • (760) 967-6171 • FAX (760) 967-6178 ST001 NOTICE TO BUILDING OFFICIALS, ARCHITECTS, AND ENGINEERS NON-STRUCTURAL DRAWING INTENDED FOR TRUSS LOCATION INFORMATION ONLY 4i 8 VJ I Si Rancho Coastal Engineering, Inc Reviewed For Substantial Conformance To Structural Design NOTES: ROOF PITCH 4 12 CEILING PITCH 2 12 18" OVERHANG 2x4 TOP / BOT CHORDS 3 HEEL HEIGHT 24" HEEL HEIGHT @ "D" SPAN HANGERS: SEE TRUSS ENGINEERING FOR HANGER INFORMATION REVISIONS /l\ 4MAY10 FIELD (0 g u. o o Qi 111 O) 0 K: § ii ill ^ ce Q S 1 « !3 d «D s o «^ S Designer ROB Date Apr 20, 2010 Scale NTS Job# L399 OF (L399-/GILM0RE RESIDENCE 2506 EL AGUILA LANE CARLSBAD CA - AF STUB COMN) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR Top chord 2x4 DF L #l&Bet (g) Bot chord 2x4 DF-L #l&Bet (g) Bl 2x6 DF-L SSfg) Webs 2x4 DF L Std/Stud(g) W4 W6 W9 W13 2x4 DF-L #l&Bet (g) Stack Chord SCI 2x4 OF-L #l&Bet (g) Stack Chord SC3 2x4 DF L #UBet (g) Stack Chord SC2 2x4 OF-L #lSSet (g) Stack Chord SC4 2x4 DF-L #UBet (g) Connectors in green lumber [g) designed using NDS/TPI reduction factors Hangers shall be installed after lumber has air-dried to 19% or less fTiQi sture content Member design & wind reactions based on both MWFRS and C&C H = recommended connection based on manufacturer tested capacities and calculations Conditions may exist that require different connections than indicated Refer to manufacturer publication for additional information Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Truss spaced at 24 0" DC designed to support 1-6 0 top chord outlookers Cladding load shall not exceed 10 PSF Top chord may be notched 1 5 deep X 3 5 AT 48 o/c along top edge from 12 7-7 to 42-9 0 DO NOT OVERCUT No knots or other lumber defects allowed within 12' of notches Do not notch in overhang or heel panel Truss transfers a maximum horizontal load of 4275# (100 00 PLF) along top chord from either direction to supports where indicated Diaphragm and connections are to be designed by Engineer of Record Horiz Loads Force{#) (PLF) Mbr Start End Case 1 4275 100 00 TC 0 00 42 75 4275 244 28 BC 25 25 42 75 85 mph wind 23 65 ft mean hgt ASCE 7 05 CLOSED bldg Located anywhere in roof CAT II EXP 8 wind TC DL=B 4 psf wind BC DL=6 0 psf Roof overhang supports I 00 psf soffit load See DWGS A08530050109 GBLLLTlNOlOg & GABRST0b01O9 for more requirements Stacked top chord must NOT be notched or cut in area (NNL) Attach stacked top chord (SC) to dropped top chord in notchable area using 3x4 tie-plates 24' 0 c Center plate on stacked/dropped chord interface plate length perpendicular to chord length Splice top chord in notchable area using 3x6 (U) Negative reaction(s) C^) Laterally ordur L of roof dlaphram at locations shown requires uplift connection : to ledger at edge (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally spaced Attach with (2) 8d Box or Gun nails (0 il3'x2 5 min ) Bracing material to be supplied and attached at both ends to a suitable support erection contractor In lieu of structural panels or rigid ceiling use purlins by 11 b meijjucri i-l J uttac or with purl^ ns 24 1 plate(s) require special positioning Refer plot details for special positioning requirements 3X45 3X4\\\ 3X6 3X4 \\\ to scaled plate3X4,(i^ 7X6=3X4/// 3X4/// CHORD BC SPACING([N OC) 50 START(FT) 0 50 END(FT) 42 71 Detlection meets L/350 ,3X4 \\\ 3X4/// 3X4/// 3X655 5X5==, 5X5^ 3X4/// 3X4/// 3X4/// SC4 0-4-15 1 T 3X4/// 3X6% 2X4(**) ' 3X4/// 3X4/// 3X4^ 7-5-15 3X6(C5) = 3X5 (C5) = 4X5(05) = 3X5{C5) = (Nf|L) 3X4 \\\ h-5-0-7 -5-2 6-1-11 6-0-7 6-5-2 6-1-11 11-4-13 •9-7 6" I 6-1-11 6-5-Z 6-3-7 -1-11 8-9-7 I 6-5-2 0-1-2 6-3-7 12-2-0 1-7- 42-9-0 Over 2 Supports R=n97 H=Simpson HUS26 Girder is (2)2X6 mm DF-L Note All Plates Are 2X4 Except As Shown Design Cn t PLT TYP Wave R=265 PLF W=17-7-^ CBC2007/TPI-2002(STD) FT/RT=2Q°/o(Qyo)/lQ(0) 9 03 00 0806 22 CA/-/1/-/-/R/-Scale = 1667'7Ft Stone Trass 760-967-6171 507 Jones Road, Oceanside CA 92054 ITW Building Components Group, Inc Sacramento, CA 95828 "WARNING** TRUSSES RtOulRE EXTREMi: CARE ItJ FA8RICAT10N HAKULING SHIPPING lUSTALLlHG AND BRACING REFER TD BCSI (BUILDING COMPOUEHT SAFETY INFORMATION) PUBLISHED BY TP 1 (TRUSS PLATE INSTITUTE 218 NORTH LLE STREET SUITE 312 ALEX^N[1RIA VA 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA 6301) ENTERPRISE LANL MADISON IJ! S3719) FOR SAFETY PRACTICES PRIOP TO PERFORMING THESE FUNCTIONS UNI ESS 0THE«W1SF INOICATED TOP CHORD SHALL HAVE PROPERLY ATTATHEO STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING "'IMPORTANT**fURNISH A COPY DF THIS DESIGN TO TIIE INSTALLATION CONTRACTOR ITll BUILDING COMPONENTS GROUP INC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN ANY FAILURE TO QUILU THE TRUSS IN LONFORMANCL WITH TP 1 OR fABKlCATING HANULING SHIPPING INSTALLING t BRACING Of TRUSS!S UESIGN CONFORMS WITH APPLICABLE PROVISIONS Dl NDS (NATIONAL DESIGN SPEC BY AhSPA) AND TP I AlPINE CONNECTOR PLATES ARE MADE OF ao/16/15GA (Ij H/SS/K) ASTH AQSS GRADE 10/60 (W K/H SS) CAIU STEEL APPLY PLATE'S TO E^LH fACE 01 TRDSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION tER DRAWINGS 16DA I ANY INSPECTION OF PLATES FOLLOWED 8Y (1) SHALL BC PER ANNLK AJ OF TP 11 2002 SEC 3 A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBIL11Y SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN THE SUITABILITY ANO DSE OF THIS COHIONLMT FOR ANY BUILDINC Is THE RESPOHSIB ILiTY OF THF BUILDING DESIGNER PER ANSI/TPI 1 SEC 2 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 47491 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DATE 04/20/10 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10110018 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG LVT/GWH TOT LO 44 0 PSF SEQN- 75338 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 (L39g-/GILM0RE RESIDENCE 2606 EL AGUILA LANE CARLSBAD CA - A STUB COMN) THIS DUG PREPAREO FROM COMPUTEIl INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR Top Chord 2x4 DF-L #l&Bet (g) Bot chord 2x4 DF-L #UBet (g) B2 2x6 DF-L SS{g) Webs 2x4 DF-L Std/Stud(g) W4 W8 2x4 DF-L #l&Bet (g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Hangers shall be installed after lumber has air-dried to 19% or less moisture content Member design & wind reactions based on both MWFRS and C&C (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally spaced Attach with (2) 8d Box or Gun nails (0 113"x2 5",min ) Bracing material to be supplied and attached at both ends to a suitable support by erection contractor Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance Deflection meets L/360 live and L/240 total load Truss supports 300# mech unit, unit centered at 21-6-0, supported by BC unit width 3-0-0, supported by 3 trusses 3X5s 4X10^ 4X10^ 85 mph wind, 23 65 ft mean hgt, ASCE 7-05, CLOSED bldg. Located anywhere in roof CAT II, EXP B, wind TC DL-8 4 psf wind BC DL-6 0 psf Roof overhang supports 2 00 psf soffit load H = recommended connection based on manufacturer tested capacities and calculations Conditions may exist that require different connections than indicated Refer to manufacturer publication for additional 1nformation In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(IN OC) START(FT) END(FT) BC 120 0 38 42 85 Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Truss designed for unbalanced load using 0 00/1 00 windward/leeward factors 5X5^ 0-4-15 i T 7-5-15 4X10(B1) s 2X4111 4X10(A2) = .20-0-0 1-6-0 6-0-7 6-3-7 8-11-3 8-11-3 6-3-7 6-3-7 6-0-7 6-3-7 21 6-3-7 5-3-6-3-7 3-0 21 6-3-7 •6-0 6-3-A R=2007 U=121 H=Simpson HUS26 Girder is (2)2X6 min DF-L PLT TYP Wave Design Crit 42-9-0 Over 2 Supports C8C2OO7/TPI-2002(STD) FT/RT=20%(0%)/10(0) R=2127 U=157 W-3 5" 9 03 00 0806 22 CA/-/1/-/-/R/- Scale = 1657"/Ft TC LL 20 0 PSF TC DL 14 0 PSE BC DL 10 0 PSF 8C LL 0 0 PSF REF R090-- 47492 TC LL 20 0 PSF TC DL 14 0 PSE BC DL 10 0 PSF 8C LL 0 0 PSF DATE 04/20/10 TC LL 20 0 PSF TC DL 14 0 PSE BC DL 10 0 PSF 8C LL 0 0 PSF DRW CAUSR090 10110001 TC LL 20 0 PSF TC DL 14 0 PSE BC DL 10 0 PSF 8C LL 0 0 PSF CA-ENG LVT/GWH TOT LD 44 0 PSF SEQN- 74706 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 Stone Truss 760-967-6171 507 Jones Road Oceanside CA 92054 ITW Building Components Group, Inc Sacramento, CA 95828 '•WARNING** TRUSSES REOUIRE EtTftEMt CAHE IN FABRICATION HANDLING SHIPPING INSTALLING AND BRACING REFER 10 BCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED BV TP I {TRUSS PLATE INSTITUTE 218 NORTH LEE STREET SUITE 312 ALE)C^NDRIA VA 22314) AND WTCA (WOOD TRUSS COUHCll OF AMERICA 6300 ENTERPRISE LANE HADISOtI Ml B37i9) FOR SAFFTY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UMLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SH^LL HAVE A PROPERLY ATTACHED RIGID CEILING «*IMP0RTANT**FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR ITU BUILDING COMPONENTS GROUP INC SHALL NOT Bt RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN ANY FAILURE TO flUlLD THE TRUSS IN CONFORMANCE WITH TPl OR FABRICATING HANULING SHIPPING INSTALLIMf & BRACING OF TRUSSES DESIGN CONFURMS WITH APPLICABLE PRUVISIUNS OF NUS (NATIONAL DESIGN SPEC BY AFSPA) ANO TP I ALPINE CONNECIDR PLATES ARE MADE OF 20/1B/16GA (W H/SS/C) AsTM A6b3 GRADE 40/60 (W K/H SS) GALV STEEL APPLV PLATES TO E^CH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED DM THIS DESIGN POSITION PER DRAWINGS 160A Z ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TP 11 2002 SEC i A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE IRDSS COMPONENT DESIGN SHOWN THE SUITABILITY AND UsE OF THIS COMPONENT FDR ANY BUILOINC IS THE RESPONS101LITY DF THE BUILDING DESICHER PER ANSI/TPI I SEC 2 (L399-/GILM0RE RESIDENCE 2606 EL AGUILA LANE CARLSBAD CA - Al STUB COMN) THIS DUG PREPAREO FROH COMPUTER INPUT (LOADS S DIMENSIONS) SUBHITTEO BY TRUSS MFR Top Chord 2x4 DF-L #l&Bet (g) Bot chord 2x4 DF-L #UBet (g) B2 2x6 DF-L SS(g) Webs 2x4 DF-L Std/Stud(g) W4, W8 2x4 DF-L #l&Bet (g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Hangers shall be installed after lumber has air-dried to 19% or less moisture content Member design & wind reactions based on both MWFRS and C&C In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(IN OC) START(FT) END(FT) BC 120 0 13 41 13 Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance Deflection meets L/360 live and L/240 total load Truss supports 300# mech unit, unit centered at 21-6-0, supported by BC, unit width 3-0-0 supported by 3 trusses 85 mph wind, 23 95 ft mean hgt, anywhere in roof, CAT II EXP E psf ASCE 7-05, CLOSED bldg, Located , wind TC DL=8 4 psf, wind BC DL-6 0 H = recommended connection based on manufacturer tested capacities and calculations Conditions may exist that require different connections than indicated Refer to manufacturer publication for additional information (A) 1x4 f3 HEM-FIR or better continuous lateral bracing to be equally spaced Attach with (2) Bd Box or Gun nails (0 113"x2 5",mm ) Bracing material to be supplied and attached at both ends to a suitable support by erection contractor Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Truss designed for unbalanced load using 0 00/1 00 windward/1eeward factors 4X10 4X10 = 5X5« 0-4-15 1 T 2X41 7-5-15 J_ 0-10-7 T 113-0-0 4X10(B1) = 3X5s 4X8 = 6-0-7 6-3-7 8-11-3 8-11-3 6-3-7 6-0-7 -3-7 21-3-0 6-3-7 6-3-7 3-^|g-4- 4-7-15 19-10-8 41-1-8 Over 2 Supports R-1940 U=n6 H-Simpson HUS26 Girder is (2)2X6 min DF^L R=1935 U=117 W=3 5" PLT TYP Wave Design Crit CBC2007/TPI-2002(STD) FT/RT=20%(0%) /10(0) 9 03 00 0806 22 CA/-/1/-/-/R/-Sca1e --= 1875'7Ft Stone Truss 760-967-6171 507 Jones Road Oceanside CA 92054 ITW Building Components Gi oup, Inc Sacramento, CA 95828 '*WA11NING** TRUSSES RLOUIftL EXTREME: CAHE IN FABRICATION HAUULINU SHIPPING INSTAL) ING AND BRACING REFER TD BCSI (BUILDING COMPONENT SAFETY INFORMATION) PDBLISHEO BY TPl {TRUSS (LATE INSTITUTE 218 NORTH LLE STREET SUITE 312 ALEXANDRIA UA Z23i4) AND WTCA [WOOD TRUSS COUNCIL OF AMERICA 5100 ENTERPRISE LANE MADISON IJ I S3719) FOR SAFETY PRACTICES PWIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INDICATED TOP CHORU SHALL HAUE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SIKLL HAVE A PROPERLY ATTACHED RIGiO CEILING ** I MPORTANT**rURtJ ISH A COPY OF THIS OEilGU TO THE INSTALLATION CONTRACTOR ITII BUILDING COMPONENTS GROUP INC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS UFSIGN ANY FAILURE TO BUILD TME TRUSS IN CatifOfiMAfKC HUH IPt Ok rABKlCATfHG HAUULIHQ SHIPPiMG INSTALLING S BRACING OF TftUSSES DESIGN CONFORMS WITH APPLICABLE PHCVISIUNS OF NDS (NATIONAL (JtSIGN SPEC BY AF&PA) AND TPl ALPINE CONNECTuft PLATES ARI MADE OF 20/lB/i6GA (k ll/SS/K) ASTM A6S3 CRADE AQ/bO (W K/H SS) CALU STEEL APPLY PLATES TO f^CH FACE OF TRUSS AND UNI ESS OTHERWISE LOCATED ON THIS DESIGN POSITION PER DRAWINGS IBOA Z ANY INSPECTION OF ILATES FOLLOWED BY (i) SHALL Bl PER ANNEX A3 OF TP I 1 2002 SEC 3 A SEAL ON THIS DRAWING INDICAILS ACCEPIANCF OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE IROSS COMPONENT DESISN SHOWN THf SUITABILITY AND USE OF THIS COMPDNTHT FOR ANY flUlLOIMC Is IHE RESPONSIBILITY OF HIE BUILDING. OESIGNEI; I ER ANSI/TPI 1 SEC 2 TC LL 20 0 PSF TC DL 14 0 PSF 7 BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 47493 TC LL 20 0 PSF TC DL 14 0 PSF 7 BC DL 10 0 PSF BC LL 0 0 PSF DATE 04/20/10 TC LL 20 0 PSF TC DL 14 0 PSF 7 BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10110002 TC LL 20 0 PSF TC DL 14 0 PSF 7 BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG LVT/GWH TOT LD 44 0 PSF SEQN- 74730 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 (L399-/GILM0RE RESIDENCE 2606 EL AGUILA LANE CARLSBAD CA - AZ STUB COHN) THIS DHG PREPAREO FROH COHPUTER INPUT (LO^DS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR Top Chord 2x4 DF-L (fl&Bet (g) Bot chord 2x4 DF-L #l&Bet (g) BZ 2x6 DE-L SS(g) Webs 2x4 DF-L Std/Stud(g) W4, W8 2x4 DF-L #UBet (g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Member design & wind reactions based on both MWFRS and C&C In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(IN OC) START(FT) ENO(FT) BC 120 -0 10 41 13 Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Truss designed for unbalanced load using 0 00/1 00 windward/1eeward factors 85 mph wind, 23 65 ft mean hgt, anywhere in roof, CAT II, EXP £ psf ASCE 7-05, CLOSED bldg. Located , wind TC 0L=8 4 psf, wind BC DL=6 0 Roof overhang supports 2 00 psf soffit load (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally spaced Attach with (2) Bd Box or Gun nails (0 113"x2 5",min ) Bracing material to be supplied and attached at both ends to a suitable support by erection contractor Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance Deflection meets L/360 live and L/240 total load Truss supports 300# mech unit, unit centered at 21-6-0 supported by BC, umt width 3-0-0, supported by 3 trusses 7-5-15 4X10(A2) = 1-6-0 3X4= 8X8 = 6-3-7 6-3-7 -11-3 -11-3 6-3-7 6-3-7 6-3-7 21-6-0 6-3-7 5-3-6-3-7 6-3-7 2X4111 3X5= 4X8 = r4-7-15^ ± 0-10-7 T 20-0-0 KL. 19-10- •41-4-8 Over 2 Supports R=2071 U=152 W-3 5" RL-70/-66 R=1946 U=118 W=3 5" PLT TYP Wave Design Crit CBC2007/TPI-2002(STD) FT/RT=2Q%(0°/o) /1Q(0) 9 03 00 0806 22 CA/-/1/-/-/R/-Scale = 1875"/Ft Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 ITW Building Components Gi oup, Inc Sacramento, CA 95828 '^"WARNING'"' TRUSSES REOUIRE EXTREME CAHE IN FABRICATION HANULING SHIPPING INSTALLING AHD BRACING REFER TO BCSI (BUILDING COMPONENT SAPETY INFORMATION) PUBLISHED BY TPl (TRUSS PLATE INSTITUTE 218 NORTH LEE STREET SUITE 312 ALEXANDRIA VA 22314) AND WICA (WOOD TRUSS COUNCIL OF AMERICA 6300 ENTERPRISE LANE MADISON NI 53719) IOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INUICATED TOP CHOftU SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHOKU SHALL HAVF A PROPERLY ATTACHED RIGID CEILING IMP0RTANT*'FUHN1SH A COPY OF THIS DESICN TO THE INSTALLATION CONTRACTOR ITll BUILDING COMPONENTS GROUP INC SHALL NOl BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN ANY FAILURE TD BUILD THE TRUSS IN CONFORMANCE WITH TP I OK FABRICATING HANULING SHIPPING INSTALLING & BRACING OF TRUSSES UESIGN CONHIRMS WITH APPLICABIE PROVISIONS OF HUS (NATIONAL ULSIGN SPEC BY AF4PA) AND TPl ALPINE CONNECTOR I LATES ARE MADE OF 20/lfi/16GA (W H/SS/f) ASTM A6!i3 f RADC -lO/BO (W K/H SS) CALV STEEL APPLY PLATCS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION PER DRAWINGS I6DA 7 ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BL PER ANNEX AJ OF TP 11 200? SEC 3 A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TKUSS COMPONENT DESIGN SHOWN THE SUITABILITY AHD USE 01 IHlS COMPONENT FOR ANY [iUILOlNG lb THE RESIONSIB IL11Y OF THE BUILDING DESIGNER PER ANSI/TPI I SEC I TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 47494 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DATE 04/20/10 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10110003 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG LVT/GWH TOT LD 44 0 PSF SEQN- 74741 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 (L399-/GILM0RE RESIDENCE 2606 EL AGUILA LANE CARLSBAD CA - A2G STUB COMN w/FILL) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR Top chord 2x4 DF L #lSBet (g) Bot chord 2x4 DF L #l&Bet (g) Webs 2x4 DF L Std/Stud(g) W2 W4 W8 WIO 2x4 DF-L #l&Bet (g) Stack Chord SCI 2x4 DF L #l&Bet (g) Stack Chord SC2 2x4 DF-L #18,Bet (g) Stack Chord SC3 2x4 DF-L #lSBet (g) Stack Chord SC4 2x4 OF-L #l&Bet (g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Member design & wind reactions based on both MWFRS and C&C In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(IN OC) START(rT) END(FT) BC 75 0 29 41 38 Truss passed check for 20 psf additional bottom chord live load in areas with 42 -high X 24 -wide clearance Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Deflection meets L/360 live and L/240 total load Truss designed for unbalanced load using 0 00/1 00 windward/1eeward factors Truss supports 300# mech umt unit centered at 21-6-0 supported by BC unit width 3 0-0 supported by 3 trusses fU) Negative reactlon(s) at locations shown requires uplift connection 3X4\^ 3X4 \\\ 3X6^ 3X4 \\\ J 3X4\\\ 3X4? 3X4 \\\ 3X4 \\\ Truss transfers a maximum horizontal load of 4050^ (98 04 PLF) along top chord from either direction to supports where indicated Diaphragm and connections are to be designed by Engineer of Record Horiz Loads Force(#) (PLF) Mbr Start End Case 1 4050 98 04 TC 0 00 41 37 4050 98 04 BC 0 00 41 37 85 mph wind 23 65 ft mean hgt ASCE 7-05 CLOSED bldg Located anywhere in roof CAT II EXP B wind TC DL=B 4 psf wind BC DL=6 0 psf Roof overhang supports 2 00 psf soffit load See DWGS AOB530050109 GBLLETIN0109 S, GABRS1050109 for more requirements Stacked top chord must NOT be notched or cut in area (NNL) Attach stacked top chord (SC) to dropped top chord in notchable area using 3x4 tie-plates 24' o c Center plate on stacked/dropped chord interface pi ate length perpendicular to chord length Splice top chord in notchable area using 3x6 Truss spaced at 24 0 OC designed to support 1-6-0 top chord outlookers Cladding load shall not exceed 10 00 PSF Top chord may be notched 1 5' deep X 3 5 wide AT 48' o/c along top edge DO NOT OVERCUT No knots or other lumber defects allowed within 12 of notches Do not notch in overhang or heel panel 3X5 3X4\\\ 3X4\\\ 3X4 \\\ 3X4 3X4/A 3X4^ 3X4/// 3X4/// SC3 3X4/// _, 4 3X4/// 3X4^ 3X5 (C5) = 3X4/// 3X4/// 3X4/// 5X5 = 3X4/// 3X4\\\ 7-5-15 3X5 (C5) = 1 0-10-7 777777777777m T 3X4= 10X10(E4) ^ 6-3-7 6-5-2 6-1-11 6-3-7 6-5-2 6-1-11 6-1-11 6-4-E 11-10-13 1-9-7 6-1- -9-7 11 6-4- 6-4- ^3-13|g-4-l^| 41-4-8 Over Continuous Support R=155 PLF U=0 PLF W=41-4- RL-see above Note All Plates Are PLT TYP Wave 2X4 Except As Shown Des1gn Cn t CBC2007/TPI-2002 (STD) FT/RT=20ya(Q%) /IQ (0) 9 03 00 0806 22 CA/-/1/-/-/R/-Scale - 1875'7Ft stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 ITW Building Components Group, Inc Sacramento, CA 95828 '•WARNING** TRUSSES REQUIRE C'tTREME CARE IN FABHtCATION HAMDLIfJG SHIPPING INSTALLING AND BRACING REFER TO BCSI {aUILDIMG COMPOHENT SAFETY INrOHMATlON) PUBLISHED BY TPl (TRUSS PLATE INSTITUIE Z18 NORTH LEE STREET SUITE -WZ ALEXANDRIA VA ll^XA) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA 6300 ENTERPRISE LANE MADISON Ul b37l9) FOR SAFETY PRACTICED PRIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INUICATEU TOP CHORU SHALL HAVE PROPERLY ATIACHEU STXUCTURAL PANELS AND BOTTOM CHORD SHAIL HAVE A PROPERLY ATTACHED RIGID CEILING •* IMPORTANT**FURNISH A COPV OF THIS DESIGN TO THE INSTALLATION COMTRACTOR ITU BUILDING COMPONENTS GROUP INC SHALL NOl BE RESPONSIBLE FOR ANY UEVIAIION FROM THIS OESfGN ANY FAILURE TD BUILD THE TRUSS IN CONFOFfMANCE WITH TPl OR FABRICATINC HANULINF SHIPPING INSTALLING 6 BRACING OF TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIUNS DF NUS (NATiONAI DESIGN bPEC BY AF&PA) AND TPl ALPINE CDNNECTuH PLATCS ARE MADE OF 20'18/16GA (W H/SS/>') ASTM A6S3 [RAOE ^0/GD (W K/H SS) CALV SIEtL APPLY ILATES TO MCH FACE OF TRUSS AND UNLESS OIHERUISE LOCATED OH THIS DESIGN POSITION PER DRAWINGS I60A I ANY INSPECTION OF PLATES FOLIOIJEO BY (l) SHALL Bb PER ANNEX A3 OF TP 1 I SEC 3 A SEAL ON IHiS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUIIDINC Ii THE RESPONSIBILITY OF IHE BUILDINC DCSKNER PER ANSI/TPI 1 SEC ? TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 47495 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DATE 04/20/10 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10110004 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG LVT/GWH TOT LD 44 0 PSF SEQN- 74798 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 (L399-/GILM0RE RESIDENCE 2605 EL AGUILA LANE CARLSBAD CA - BG STUB GABLE) THIS DUG PREPAREO FROH COHPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS HER 85 mph Wind, 23 19 ft mean hgt, ASCE 7-05, CLOSED bldg. Located anywhere in roof, CAT II, EXP B, wind TC DL=8 4 psf, wind BC 01=6 0 psf Member design & wind reactions based on both MWFRS and C&C In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(IN OC) START(FT) END(FT) BC 120 4 92 22 75 Top Chord overhang(s) may be field trimmed Truss spaced at 24 0" OC designed to support 1-6-0 top chord outlookers Cladding load shall not exceed 10 00 PSF Top chord may be notched 1 5" deep X 3 5" wide AT 48" o/c along top edge DO NOT OVERCUT No knots or other lumber defects allowed within 12" of notches Do not notch in overhang or heel panel Top chord 2x4 DF-L #l&Bet (g) Bot chord 2x4 DF-L #l&Bet (g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Roof overhang supports 2 00 psf soffit load See DWGS A08530050109. GBLLETIN0109, & GABRST050109 for more requi rements Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Deflection meets L/360 live and L/240 total load 3X4 = 3X4^ 3X4« 1-11-10 4-11-4 1-11-10 .20-0-0 3X4 = 3X4 = Lel-5-OsJ Ui-6-o>J 2-1-4 13-7-7 2-1-4 2-1-4 8-11-0 13-7-7 -I- 2-1-4 8-11-0 17-10-0 Over Continuous Support R=170 PLF U=21 PLF W=17-10-0 RL=3/-3 PLF Note All Plates Are 2X4 Except As Shown Design Crit CBC2007/TPI-2002(STD) PLT TYP Wave FT/RT=20°/o (0%) /10 (0) 9 03 00 0805 22 CA/-/1/-/-/R/-Scale = 375'7Ft stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 ITW Building Components Gi oup, Inc Sacramento, CA 95828 '*WARNIMG"' TRUSSES REOUIRE EXTREME CARE IN FABRICATION HANDLINC SHIPPING INSTALLING AHD BRACING REFER 10 BCSI (BUILDING COMPONENT SAFETY INFORMATION) PUHllSHCQ BY TPl (TRUSS PLATE INSTITUTE 21B WORJII LCE STREET SUITE 312 ALEXAkDSIA VA 22314) AND WTCA (WOOO TRUSS COUIiCIL OF AMERICA 6300 ENTERPRISE LANE MADISON Nl S371Q) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INDICATED TOP CHOifU SHALL HAVE PROPERLY ATTACHED STHUCIUKAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING '* IMPORTANT**fUfiNJSH A COP/ OF THIS OCSIGN TO THE INSTALLATION CONTRACTOR nil BUILDING COMPONENTS GROUP INL SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION TROM THIS DESIGN ANY FAILURE TO BUIIU THE TRUSS IN CONFOCMANCE WITH TPl OR FABRICATING HANDLINC SHIPPING INSTALLINC & BRACING OF TRUSSES DESIGN CONFORMS WiTH APPLICABLE PROVISIUNS OF NDS (NATIONAL DESIGN SPEC BY AF&PA) AND TPl ALPINE CONNECTOR PLATES ARE MADE OF 20/IB/16GA flJ H/SS/f) ASTM ACS3 GRAUE 40/£iO (W K/H SS) (ALV STEEL APPLY PLATES TO E^CH fACC OF TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION IER DRAWINGS 16DA 7 ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNE:^ A3 OF TP 11 2002 SEC 3 A SEAL ON TIIIS DRAWING INUlC/TES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOI ELY FOR THE TRUSS COMPONENT DESIGN SHOWN THE SUITABILITY AND USE OF THIS COMPONENT FuK ANV BUILDING Is THE RESIONSIBILITY OF THE BUILDINC OESICNER I ER ANSI/TP! 1 SEC 2 TC LL 20 0 PSF TC DL 14 0 PSF BC OL 10 0 PSF BC LL 0 0 PSF REF R090-- 47496 TC LL 20 0 PSF TC DL 14 0 PSF BC OL 10 0 PSF BC LL 0 0 PSF DATE 04/20/10 TC LL 20 0 PSF TC DL 14 0 PSF BC OL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10110005 TC LL 20 0 PSF TC DL 14 0 PSF BC OL 10 0 PSF BC LL 0 0 PSF CA-ENG LVT/GWH * TOT LD 44 0 PSF SEQN- 75161 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 {L399-/GILM0RE RESIDENCE -- 2606 EL AGUILA LANE CARLSBAD CA - BF COMN w/FILL) THIS DWG PREPARED FROM COHPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BV TRUSS MFR Top Chord 2x4 OF-L #l&Bet (g) Bot chord 2x4 DF-1 #UBet (g) Webs 2x4 DF-L Std/Stud(g) Stack chord SCI, SC2 2x4 DF-L //l&Bet (g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Member design & wind reactions based on both MWFRS and C&C Roof overhang supports 2 00 psf soffit load See DWGS A08530050109, GBLLETIN0109, & GABRST050109 for more requirements In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(1N OC) START(FT) END(FT) BC 88 0 15 27 52 Attach stacked top chord (SC) to dropped top chord using 3x4 tie-plates 24" o c Center plate on stacked/dropped chord interface, plate length perpendicular to chord length Splice top chord in notchable area using 3x6 Truss transfers a maximum horizontal load of 2767^|! (100 00 PLF) along top chord, from either direction, to supports where indicated Diaphragm and connections are to be designed by Engineer of Record Horiz Loads force{#] (PLF) Mbr Start End Case 1 2757 100 00 TC 0 00 27 67 1383 276 67 BC 0 00 5 00 1383 276 67 BC 22 67 27 67 85 mph wind, 22 37 ft mean hgt ASCE 7-05, CLOSED bldg. Located anywhere in roof CAT II EXP B, wind TC DL=8 4 psf, wind BC 0L=6 0 psf Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Deflection meets L/360 live and L/240 total load Truss spaced at 24 0" OC designed to support 1-6-0 top chord outlookers Cladding load shall not exceed 10 PSF Top chord may be notched 1 5" deep X 3 5" AT 48" o/c along top edge from 0-0-0 to 5-0-0 and from 22-8-0 to 27-8-0 DO NOT OVERCUT No knots or other lumber defects allowed within 12" of notches Do not notch in overhang or heel panel 5X6^ 4-11-4 20-0-0 JL 6X8si 12,-6-01 4-7- 4-7-8 4-1-12 4X4 = 2-8-6 ,1, 3X5(Al) 4X4 = |l-6-0| ILIL 4-10-7 T 9-2-8 6-6-2 6-6-2 T= 9-2-8 j_ 2-8-6 4-7-8 4-10-7 0-.5-.12 4-7-8 4-1-12 •27-8-0 Over 2 Supports Br R=284 PLF U-37 PLF W=5-2-8 RL-SEE ABOVE All Plates Are 2X4 Except As Shown Oesign Crit PLT TYP Wave R=284 PLF U=37 PLF W=5~2-£ Note CBC2007/TPI-2002(STD) FT/RT=20ya(Q%) /10(Q) 9 03 00 0806 22 CA/-/1/-/-/R/-Scale = 25'7Ft stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 ITW Building Components Group, Inc Sacramento, CA 95828 '"WARNING** TRDSSLS REOUIRE EXTREME CARE IN FABRICATION HANDLING SHIPPING INSTALLING \ND BRACINC REFER TO BCSI (BUILDING COMPONENT SAFETY INIOHMATION) PUBLISHED BV TPl (TRUSS PLATE INSTITUTE iL\B NORTH LEE STREtl SUITE 312 ALEXANDRIA VA 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA 5300 ENTERPRISE LANE HAQISON WI S3711) FDR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPECLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING '"*rMPORTAiVT**FURNiSH A copy or THIS DESIGN TO THE INSTALLATION CONTRACTOR ITH BUILDING COMPONCNTS GROUP INC SHALL NOT BC RESPONSIBLE FOR ANY DEVIATION FROM THIS UESIGN ANY FAILURE TO DDUD THE TRUSS IN CONFORMANCE WITH TP! OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WHH APPLICAQLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC QY AFftfA) AND TPl ALPINE CONNECTOR PI ATES ARE MADE 01 20/lB/IGGA (W H/SS/K) ASTM A5S3 GRADE 40/60 (U K/H SS) (ALU STELL APILY PLATES TO EACH FAtF OF TRUSS Am UNLESS OTHERWISE LOCATED OU THIS DE5IGN POSITION Ptfi DRAUINGS I6DA 1 AMY INSPECTION OF PLATCS FOLLOWED BY (I) SHALL BC PER ANNEX A3 OF TPIl 2002 SCC J A SEAL ON IHIS ORAHINC INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RCSPONS13ILITY SOLELY FOR THE TRUSS COMPONENT DESluN SHOWN THE SUITABILITY AND USF OF THIS COMI0NEN1 FOR ANY BUILDINC lb THE RESPON'; IB1LITY OF THE BUHnlNC DESICNEP PER ANSI/TPI 1 SEC I TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 47497 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DATE 04/20/10 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10110017 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG LVT/GWH TOT LD 44 0 PSF SEQN- 75142 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 (L399-/GILM0RE RESIDENCE 2606 EL AGUILA LANE CARLSBAD, CA COMMON) IHIS DUG PREPARED FROM COHPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR Top chord 2x4 DF-L #l&Bet (g) Bot chord 2x4 DF-L #l&Bet (g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber {g) designed using NDS/TPI reduction factors Roof overhang supports 2 00 psf soffit load Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Top Chord overhang(s) may be field triitimed 85 mph wind, 22 37 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4 50 ft from roof edge, CAT II, EXP B, wind TC DL=8 4 psf, wind BC DL=6 0 psf Member design & wind reactions based on both MWFRS and C&C In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(IN OC) START(FT) END(FT) BC 120 0 15 27 52 Deflection meets L/35D live and L/240 total load 4X6 = 2X4^ 2X4# 4-11-4 20-0-0 _L 3X7(A1T) 3X7 (AIT) 11-5-01 7-3-14 6-6-2 -6-2 7-3-14 9-5-15 -8-3 9-5-lS 13-10-0 13-10-0 27-8-0 Over 2 Supports -H R=1356 W=5 5" RL=49/-49 PLT TYP Wave Design Crit CBC2007/TPI-2002(ST0) FT/RT=2Q%(0yo) /IQ (0) 9 03 00 0806 22 R=1356 W=5 5" CA/-/1/-/-/R/-Scale = 25'7Ft Stone Truss 760-967-6171 507 Jones Road Oceanside CA 92054 ITW Building Components Group, Inc Sacramento, CA 95828 '•WARNING** IRUSSES REOUIRE EYTREML LARC IN FABRICATION HANDLING SHIPPING INSTALLING AND BRACINC REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED Q¥ TPl (TRUSS PLATE INSTITUTE 21B NORTH LEE STREET SUITE 31Z ALEXANDRIA VA 22314) ANO HTCA (WOOD TRUSS COUNCIL DF AMERICA &300 EWTfHPBISE LANE MAD!SON i;) 53719) FOR SAFETY PRACTICES PRIOH TO PEHFOflMING IHESE FUKCTIOWS UNLESS OTIIERWISE INUICATED TOP CHORD SHALL HAVE PKOPtlLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHOKU SHALL HAVE A PROPERLY ATTACHED RIGID CEILING IMPORTANT**FURNISH A COPf OF THIS DESIGN TO THE INSTALLATION CONTRACTOR ITll BUILDING COMPONENTS GROUP INC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OLSIGN ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPl OR FABRICATING HANDLING SHIPPING INSTALLING I, BRACING OF TRUSSES DESIGN CONFURMS WITH APPUCABLE PROVISIONS OF NDS (NATIONAL UESIGN SPEC BY AFSPA) AND TPl ALPINE CONNECTOR PLATES Ai!E HADE OF 20/1B/16GA {W H/SS/f') ASTM AI5j3 GRADE 40/50 (W K/H SS) CALV STEEL AI PLY PLATES 10 E^CH FACE Of TRUSS AHD UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION PER DRAWINGS 160A 2 AWy IhlSPfCTWN Of PLAlfS FDLLOVCD BY il) SHALL BE PER ANNEX A3 OF TPIl SDQ2 SEC 3 A SEAL OH THIS DRAWING INDICATES ACCEPlANCC OF PROFCSSIDNAL ENGINEERING RCSPONSIDH ITY SOLELY FOR THE TRUSS COMPONENT DtSIGN SHOWN THC SUITABILITY AND USE OC THIS COMPONENT FOR ANY BUILDING Is THE RESPON"; IDIL11 Y OF TIIE BUILUINC DESICNER PER ANSI/TPI \ SEC 2 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 47498 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DATE 04/20/10 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSRogo loiioooe TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG LVT/GWH * TOT LD 44 0 PSF SEQN- 74578 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 (L399-/GILM0RE RESIDENCE 2605 EL AGUILA LANE CARLSBAD CA Bl COMMON) THIS DUG PREPARED FROM COMPUTER INPUT (LO^DS S DIMENSIONS) SUBMITTED BY TRUSS MFR Top chord 2x4 DF-L fl&Bet (g) Bot chord 2x4 DF-L #l&Bet (g) Webs 2x4 OF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors 85 mph wind, 22 37 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4 50 ft from roof edge, CAT II EXP B, wind TC 0L=8 4 psf, wind BC DL=6 0 psf Roof overhang supports 2 00 psf soffit load Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Truss transfers a maximum horizontal load of 2767# (100 00 PLF) along top chord, from either direction, to supports where indicated Diaphragm and connections are to be designed by Engineer of Record Horiz Loads Force(#) (PLF) Mbr Start End Case 1 2767 100 00 TC 0 00 27 67 2767 BC 0 00 Member design & wind reactions based on both MWFRS and CSC In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(IN OC) START(FT) END(FT) BC 119 0 15 27 52 Deflection meets L/360 live and L/240 total load 4X5 = 2X4<^ 2X4# 4-11- JL ^20-0-0 3X7(Al) s 7-3-14 6-6-2 6-6-2 7-3-14 9-5-15 8-8-3 9-5-15 13-10-0 13-10-0 27-8-0 Over 2 Supports R=1234 W=5 5" RL=2767/-2767 PLT TYP Wave Design Crit CBC2007/TPI-2002(ST0) FT/RT=2Q%(0ya) /10(0) 9 03 00 0806 22 R-1356 W=5 5" CA/-/1/-/-/R/-Scale - 275'7Ft stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 ITW Building Components Group, Inc Sacramento. CA 95828 '^WARNING'* TRUSSES REOUIRE EXTREME CARE IN FABRICATION HANULING SHIPPING INSTALLING AND BPACING REFER TO BCSI fSUUDING COMPONENT SAFFTY INFORMATION) ILIDLISHED BY TPl (TRUSS PLATE INSTITUTE 218 NORTH LEE STREET SUITE 312 ALEXANDRIA UA 22314) AND UTCA (WOOD TRUSS COUNCIL OF AMERICA 5100 ENTERPRISE LANE MAOISON WI 53719) FOfl SAFETY PRACTICES PRIOR TQ PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVF PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING '*IMPORTANT**FURNiSII A COPY OF THIS OESiGN TO THE INSTALLATION CONTRACTOR ITll BUILDING COMPONENTS GROUP INC SHALL NOT BE RESPONSIBLE FOR ANY OEVIATION FROM IHIS DESIGN ANY FAILURE TD BUILD THE TRUSS IN CONFORMANCE WITH TPl DH rABRICAlING HANDLING SHIPPING INSTALLING S, BRACING OF TRUSSES DESIGN CONFURMS WITH APPLICABLE PROVISIONS OF NUS (NATIONAL DESIGN SPEC BY AFRPA) AND TPl ALPINE COUNCCTOR PLATES ARC MADE OF ^0/'IS/l6GA (W U/SS/f") ASTM A6S3 GRAOE 40/60 (W K/U SS) CAI V STEEL APPLV PLATCS lo EACH FACE OC TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION PER DRAWINGb 160A Z ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PEP ANNEX A3 OF TPIl 2002 SEC 3 A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OE PROFESSIONAL ENGINtERlNG RESPONSIBILITY SOLELY FOB THE TRUSS COMPONENT DESIGN SHOWN THE SUllABILITY ANO USF OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUlLDlNi, DESICUCR PER AKSI/TPf I SEC 2 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 47499 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DATE 04/20/10 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10110007 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG LVT/GWH TOT LD 44 0 PSF SEQN- 74802 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 (L399-/GILM0RE RESIDENCE 2506 EL AGUILA LANE CARLSBAD CA - CG STUB GABLE) THIS DUG PREPARED FROM COMPUTER INPUT (LOADS 5 DIMENSIONS) SUBMITTED BY TRUSS MFR Top chord 2x4 DF L #l&Bet (g) Bot chord 2x4 DF L #UBet (g) Webs 2x4 OF-L Std/Stud(g) Stack Chord SCI 2x4 OF L #18,Bet (g) Stack Chord SC2 2x4 OF-L #lSBet (g) Connectors in green lumber (g) designed using NDS/TPI reduction factors 85 mph wind 22 16 ft mean hgt ASCE 7-05 CLOSED bldg Located anywhere in roof CAT II EXP B wind TC DL=8 4 psf wind BC DL-6 0 psf Roof overhang supports 2 00 psf soffit load See DWGS A08530O5O109 GBLLL1IN0109 & GABRST050109 tor more requirements In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(IN OC) START(FT) END(FT) TC 24 0 00 27 21 BC 72 0 29 25 13 Deflection meets L/360 live and L/240 total load (U) Negative reaction(s) at locations shown requires uplift connection Truss transfers a maximum horizontal load of 2542# (100 00 PLF) along top chord from either direction to supports where indicated Diaphragm and connections are to be designed by Engineer of Record Horiz Loads Force(#) (PLF) Mbr Start End Case 1 2542 100 00 TC 0 00 25 42 2542 128 70 BC 5 67 25 42 Member design & wind reactions based on both MWFRS and C&C Stacked top chord must NOT be notched or cut in area (NNL) Attach stacked top chord (SC) to dropped top chord in notchable area using 3x4 tie-plates 24" o c Center plate on stacked/dropped chord interface plate length perpendicular to chord length Splice top chord in notchable area using 3x6 Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Truss spaced at 24 0 OC designed to support 1-6 0 top chord outlookers Cladding load shall not exceed 10 00 PSF Top chord may be notched 1 5' deep X 3 5' wide AT 48' o/c along top edge 00 NOT OVERCUT No knots or other lumber defects allowed within 12" of notches Do not notch in overhang or heel panel 3X4\\\ 3X4 = 3X4\\\ 3X4 3X4/// 3X4 \\\ 3X4/// 3X4/// 3X4^ 4 3X4 \\\ 3X4 \\\ 3X4 \\\ SCI 3X4/// 3X4/// 3X4/// 0-4-15 4-7-4 3X5(C5) s 3X6(C5) = 2X4(C5) 7///////777777777777m///7/////////////////////////////////////////////////////// 3X4s 12-7-0 J-12-10-0 '•1-10-2-' 1^ 3-7-2(NNL) ^1 J 25-5-0 Over Continuous Support R=149 PLF W=25-5- RL=see above Note Al1 Plates Are PLT TYP Wave 2X4 Except As Shown Design Cnt CBC2007/TPI-2002 (STD) FT/RT-20%(0%)/10(Q) 9 03 00 0806 22 CA/-/1/-/-/R/-Scale = 275'7Ft Stone Truss 760-967-6171 507 Jones Road Oceanside CA 92054 ITW Building Components Gioup, Inc Sacramento, CA 95828 '*WARNINr** TRUSSES REQUIRE EXTREME CARE IN FABRICATION HANDLlNIi SHIPPING INSTALLING AND BRACING REFER TO BCSI [SUILDING COMPONENT SAFETY INFORMATION) PUBLISHED BY TPl (TRUSS PLATE INSTITUTE 218 fJORTH LEE STREET SUITE 312 ALEXANDRIA VA 22314) ANO WICA (WOOD TRU^S COUNCIL OF AMERICA 6300 ENTERPRISE LANE MADISOH WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UNI ESS OIIIERWISC INDICATED TOP CHORU SHALL HAWE PROPERLY ATTACHED STRUCTURAL PANELS ANtl 80TTOM CHORD SH-XLL HAVE A PROPERLY ATrACHfO RICIO CEILING '*IMPORTANT**FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR ITW SUILDlHr COMPONENTS IHC SHAEL NOT CE RESPONSIBLE FOR Aiii UEVIATIDN TROM rulS DESIGN ANY FAILURE TO DiJlLD THE TRUSS IN CONFOPMANCE WITH TPl OR FABRILATINC HANDLING SHIPPING INSTALLING & BHACING OF TRUSSES DESIGN CDNFORMS WITH APPLICABLE PROVISIONS OF NUS (NATIONAL DESIGN SPEC BY AFSPA) AND TPl ALPINE CONNECTOR PLAlES ARE MADE 01 ?0/IB/l6(A (W H/SS/f) ASTM A653 GRADE •10/60 (W K/U SS) (ALV STEEL APPLY PLAILS TO EACH FACE OF TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION PER URAWtNGS IGOA Z ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PEP ANNEX A3 OF TPIl 2002 SEC 3 A SEAL ON THIS UK/WING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COHPONENl DESIGN SHUWN THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDINC lb THt KESPONMBIL1TY 01 THE BUILDINC OESICNER PER ANSl/TPl 1 SEC 2 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 47500 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DATE 04/20/10 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10110008 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG LVT/GWH TOT LD 44 0 PSF SEQN- 75394 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 (L399-/GILM0RE RESIDENCE 2606 EL AGUILA LANE CARLSBAD CA - C STUB COMN) THIS DUG PREPAREO FROM COMPUTER INPUT (LOADS & OIHENSIONS) SUBMITTED BY TRUSS MFR Top Chord 2x4 OF-L #l&Bet (g) Bot chord 2x4 DF-L #l&Bet (g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Hangers shall be installed after lumber has air-dried to 19% or less moisture content H - recommended connection based on manufacturer tested capacities and calculations Conditions may exist that require different connections than indicated Refer to manufacturer publication for additional information Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Top Chord overhangfs) may be field trimmed 85 mph wind, 22 20 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=8 4 psf, wind BC DL=6 0 psf Member design & wind reactions based on both MWFRS and C&C Roof overhang supports 2 00 psf soffit load In lieu of structural panels or rigid ceiling use purlins CHORD SPAC[NG(IN OC) START(fT) END(FT) BC 120 0 13 25 27 Deflection meets L/360 live and L/240 total load 4X6s 2X4% 2X4<^ 0-4-15 JL T 4-7-4 3X7 (Bl) ,20-0-0 5-6-14 6-0-2 6-0-2 6-9-14 -6-15 12-7-0 -0-; 8-9-15 12-10-0 c R=1U7 U=81 H=Siinpson HUS26 Girder is (2)2X6 mm DF-L PLT TYP Wave Des 1 gn Cnt 25-5-0 Over 2 Supports CBC2007/TPI-2002(STD) FT/RT-20%(Q%) /lO(0) 9 03 00 0806 22 R=1257 U=119 W=3 5" CA/-/1/-/-/R/-Scale = 275"/Ft Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 ITW Building Components Group, Inc Sacramento CA 95828 "WAflNING"" TRUSSES REOUIRE E'<TRCME CARE IN FABRICAIION HANDLING SHIPPING INSTALLING AND BRACING HEFEH TO BCSI fUUILDINC COMPONENT SAFETY INFORMATION) PUBLISHED BY TPl (TIUSS PLATE INSTITUTE 218 NORTH LEE STREET SOIIE 312 ALEXANDRIA VA 23311) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA 6100 ENTERPRISE LANE MADISON WI 53715) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UNLLSS OTHERWISE INUICATED TOP CHORD SHALL HAVE PKOPEKLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHOHU SH^LL HAVE A PROPERLY ATTACHED RIGID CEILING ''*rMPORTANT''*FURNlSH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR ITll BUILDING COMPONENTS GROUP INC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS UESIGN ANY FAILURE TO BUILD THE TRDSS IN CONFOPMANCE WITH tPI DR FABRICATING HANUIING SHIPPING INSTALLING (. BRACING OF TRUSStS DESIGN CONFURMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL UESIGN SPEC BY AF&PA) AND TPl ALPINE CONNFCTOR PLATES ARE MADE OF 20/ia/}6GA (W ll/SS/K) ASTH A65J l,RADE 10/80 (H K/H SS) CALV STEEL APPLY PLATES To EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS OESIGN POSITION PER DRAWINGS iSOA ? ANY INSPECTION OF PLATES FOLLOWED UY (i) SHALL BE PER ANNEX A3 OF TPIl 200^ SLC 3 A SEAL ON THIS DRAWING 1NDIC/TES ACCEPTANCE 01 PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING !TME RFiPON"; IB IL I TY OF THL BUILDINC DESIGNCP PER ANSI/TPI I SEC 2 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 47501 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF OATE 04/20/10 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10110009 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG LVT/GWH TOT LO 44 0 PSF SEON- 75378 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 (L399-/GILM0RE RESIDENCE 2606 EL AGUILA LANE CARLSBAD CA - //OG SCIS GABLE) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR Top chord 2x4 DF L #l&Bet (g) Bot chord 2x4 DF-L #l&Bet (g) Webs 2x4 DF L Standard(g) or DF L Stud(g) Stack Chord SCl 2x4 DF-L #l&Bet (g) Stack Chord SC2 2x4 DF-L jfl&Bet (g) Connectors in green lumber (g) designed using NDS/TPI reduction factors 85 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located anywhere in roof CAT II EXP B wind TC DL=8 4 psf wind BC DL-6 0 psf Stacked top chord must NOT be notched or cut in area (NNL) Attach stacked top chord (SC) to dropped top chord in notchable area using 3x4 tie-plates 24" 0 c Center plate on stacked/dropped chord interface plate length perpendicular to chord length Splice Lop chord in notchable area using 3x6 Deflection meets L/360 live and L/240 total load Truss spaced at 24 OC designed to support 1-6-0 top chord outlookers Cladding load shall not exceed 10 PSF Top chord may be notched 1 5" deep X 3 5' AT 24 o/c along top edge DO NOT OVERCUT Do not notch in overhangs or [NNL] areas Do not notch any plates Truss transfers a maximum horizontal load of 1566# (100 00 PLF) along top chord from either direction to supports where indicated Diaphragm and connections are to be designed by Engineer of Record Horiz Loads Force(#) (PLF) Mbr Start End Case 1 1566 100 00 TC 0 00 15 66 1566 100 00 BC 0 00 15 66 Member design & wind reactions based on both MWFRS and CSC See DWGS A08515050109 GBLLETIN0109 S GABRST050109 for more requirements In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(IN OC) START(ri) END (I T) BL 95 0 00 15 6/ Bottom chord checked for 10 00 psf non-concur rent bottom chord live load applied per CBC 07 section 1607A [UJNegatlve reactlon(s) shown below requires uplift connection 3X4 = 3X4 3X4S 2-0-0 4-7-5 2-0-0 U=950 14-11-3 l-l-4'l'" 13-5-'I~l-r4 R=161 7-10-0 PLF W=15-8-0 =T= -15-8-0 Over 2 Supports 7-10-0 RL=SEE ABOVE Note All Plates Are 2X4 Except As Shown Design Cnt PLT TYP Wave CBC2007/TPI-2002(STD) FT/RT=20%(0%)/IQ(0) 9 05 00 0317 22 CA/-/1/-/-/R/-Scale = 4375'7Ft Stone Trass 760-967-6171 507 Jones Road, Oceanside CA 92054 ITW Building Components Group, Inc Sacramento CA 95828 ''*WARNINfi** TRUSSES REOUIRE EXTREMF CARL IN FABRICATION HANULING SHIPPING INSTALLING ANO BHACING REFER TO 8CSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED EY TPI (TRUSS PLATE INSTITUTE 218 NORTH LEE STREET SUIIE 312 ALEXANDRIA VA 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA 6300 ENTERPRISE LANE MADISON IJ I 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INUICATED TOP CHORU SHALL HAVE PROPERIY ATTACHEU STRUCTURAL PANELS AND BOTIOM CHDHD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING '*IMPORTANT**FURNISH A COPY OF THIS DESIGN 10 THE INSTALLATION CONIRACIOR ITW BUILDING COMPONENTS GROUP INC SHALl NOT BE RESPONSIBLE FOR ANY UEVIATION FROM THIS DESIGN ANY FAILURE TO BUILU THE TRUSS IN CONFORMANCE WITII IPI 0« FABHICATING HANULING SHIPPING INSTALLING & BRACINC OF TRUSSES UESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAI UESIGN SPEC BY AFSPA) AND TPI ALPINE CONNECTOR PLATES ARE MADE Of 20/18/I6GA (W H/^S/Y) ASTM A653 GRADE -10/60 (W K/H SS) GAIV STELL APPIY PLATES TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DFSIGN POSITION PER DRAWINGS 160A Z ANY INSPECTION OF PLAILS FOLLOWED BV (i) SHALL BE PER ANNEX A3 OF TPH 2002 SEC 3 A SEAL ON THIS DRAWING INDICATES ACCEPTANCF OF PROfESSIONAL ENGINEERING RESPONSIBILITY SOLELY IOR THE TRUSS COMPONENT DESICN SHOWN THE SUIIABILIIY AND USE OF THIS COMPONENT FOR ANY BUILDING lb THE RESPONSIBILITY OF THL BUILDING DESIGNER PLfi ANSI/TPI I SEC 2 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 62429 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DATE 05/03/10 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10123014 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG JCJ/GWH TOT LD 44 0 PSF SEQN- 12927 REV DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U1H090_Z01 (L399-/GILM0RE RESIDENCE 2606 EL AGUILA LANE CARLSBAD CA - #D SCISSOR) THIS DUG PREPARED FROM COMPUTER INPUT (LOADS S OIHENSIONS) SUBMITTED BY TRUSS MFR Top Chord 2x4 DF-L #l&Bet (g) Bot chord 2x4 DF-L #l&Bet (g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors End verticals not exposed to wmd pressure In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(IN OC) START(FT) END(FT) BC 75 0 15 15 52 Extended end vertical web designed to support vertical load only Truss has not been designed to laterally brace the support Any wind or other horizontal load shall Be resisted at other supports Top Chord overhang(s) may be field trimmed 85 mph wind 15 00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=8 4 psf, wind BC DL=6 0 psf Member design & wind reactions based on both MWFRS and C&C Roof overhang supports 2 00 psf soffit load Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Deflection meets L/360 live and L/240 total load 4X4 = 2-0-0 3X7^ 3X43 2-0-0 9-0-0 1-9-0 3-7-15 4-2-1 4-2-1 3-7-15 3-7-15 4-2-1 4-2-1 3-7-15 -7-10-0--7-10-0- -15-8-0 Over 2 Supports R=845 U=133 W=3 5" RL=33/-36 PLT TYP Wave Design Cnt CBC2007/TPI-2002(STD) FT/RT-20%(0%)/10(0) 9 03 00 0806 22 R=697 U=85 CA/-/1/-/-/R/-Scale = 4375'7Ft Stone Trass 760-967-6171 507 Jones Road Oceanside CA 92054 ITW Building Components Group, Inc Sacramento, CA 95828 '^*WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION HANDLINC SHIPPING INSIALLINC AND BRACING REFER TO BCSI {BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED BY IPI (TRUSS Pi ATE INSTITUTE 218 NORTH LEE STREET SUIIE T12 AIEXANDRIA VA 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA 6300 ENTERPRISE LANE MADISON WI 53719) FOR SAFEIY PRACTICES PRIOR TO PERFORMING THESE I UNCTIONS UNLESS OTHERWISF INDICAIED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SH\LL HAVE A PROPERLY ATTACHED RIGID CEILING ''*IMPORTANT**FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR ITW BUILDING COMPONENTS CROUP INC SHALL NOT BE RESPONSIBLE FOR ANY OEVIATION FROM THIS DESIGN ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WIIH TPI DR FABRICATING HANDLING SHIPPING INSTALl INC & BRACING OF TRUSSES UESIGN CONFURMS WITH APPLICABLE PROVISIONS OE NUS (NATIONAL DESICN SPFC BY AF&PA) AND TPI AlPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W H/SS/l") ASTM A6S3 GRADE 40/60 {W K/H SS) GALV STEEL APPLY PLATES TO E^CH FALE OF TRUSS AND UNI ESS OTHERWISE LOCATED ON THIS DESIGN POSITION PER DRAWINGS 160A Z ANY INSPECTION 01 (LAIES 1OLLOWED BY (i) SHALL BL PER ANNEX A3 OF TPIl 2002 SEC 3 A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROEESSlDNAL ENGINFERING RESPONSIBILITY SOI FLY FOR THE TRUSS COMPONENT DESIGN SHOWN THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUItDING IS THL RESPONSIS ILI TV OF THE BUILDING DESIGNEP PER ANSI/TPI I SFC 2 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 62430 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DATE 05/03/10 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10123012 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG JCJ/GWH TOT LD 44 0 PSF SEQN- 77406 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U1H090_Z01 (L39g-/GILM0RE RESIDENCE 2606 EL AGUILA LANE CARLSBAD CA - #D1 STUB SCISSOR) THIS DUG PREPARED FROM COMPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR Top chord 2x4 DF-L #l&Bet (g) Bot chord 2x4 DF-L #l&Bet (g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Left end vertical not exposed to wind pressure In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(IN OC) START(FT) END(FT) BC 75 0 15 7 83 BC 90 7 83 15 21 Top Chord overhang(s) may be field trimmed Extended end vertical web designed to support vertical load only Truss has not been designed to laterally brace the support Any wind or other horizontal load shall Be resisted at other supports 85 mph wind, 15 00 ft mean hgt, ASCE 7-05, CLOSED bldg. Located anywhere in roof, CAT II, EXP B, wind TC DL=8 4 psf, wind BC DL=6 0 psf Member design & wind reactions based on both MWFRS and C&C Roof overhang supports 2 00 psf soffit load Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Deflection meets L/360 live and L/240 total load 4X4 = 2-0-0 1-1-0 10-0-13 9-0-0 1^1-9-0^ 3-7-15 4-2-1 4-2-1 3-2-7 3-7-15 4-2-1 4-2-1 3-2-7 -7-10-0--7-4- -15-2-8 Over 2 Supports C>1 R=831 U=136 W=3 5" RL-33/-35 PLT TYP Wave Design Cnt CBC2007/TPI-2002(STD) FT/RT-20%(0%)/IQ(0) 9 03 00 0806 22 R=676 U=84 CA/-/l/-/^/R/-Scale - 4375'7Ft Stone Trass 760-967-6171 507 Jones Road Oceajiside CA 92054 ITW Building Components Group, Inc Sacramento, CA 95828 '•*WARNING** TRUSSES REOUIRE EXTREME CARC IN FABRICATION HANULING SHIPPING INSTALLING AND BRACING REFER TO BCSI (BUILDING COMPONENT SAFETV INFORMATION) PUBLISHED BY TPI (TRUSS PLATE INSTITUIE 218 NORTH LEE STREET SUITE 312 ALEXANDRIA VA 22314) ANO WTCA (WOOD TRUSS COUNCIL DF AMERICA G30D ENTERPRISE LANE MADISON WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS ANU BOTTOM CHORU SHALL HAVE A PROPERLY ATTACHED RIGID CEILING *'*IMPORTANT**FURNISH A COPY DF THIS DESIGN TO THE INSTALLATION CONTRACTOR ITW BUILDING COMPONENIS GROUP INC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI DR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OE TRUSSES DESIGN CONFURMS WITH APPLICABLE PROVISIONS OF NOS [NATIONAL DESIGN SPEC BY AFKPA) ANl] TPI ALPINE CONNECTOR PLATES ARE MADE OF 20/18/I6(A (W H/SS/C) ASTM A653 GRADE 40/60 (W K/H SS) CALV STEEL APPLY PLATES TO EACH FACL OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DFSIGN POSITION PER DRAWINGS 160A Z ANY INSPECTION OF PLATFS FOLLOWED BY (i) SHALL BE PEP ANNEX A3 OF TPIl 2002 SFC 3 A SEAL ON THIS DRAWING INDICATES ACCLPIANCE OF PROFESSIDHAI ENGINFtHlNG RFSPOfJSIBILITY SOLELY FOR UlE TPUSS COMPONENT DESIGN SHOWN THE SUITABIIITY AND USE QF THIS COMPONENT FOR ANY BUILDING lb THE RESPONSIBILITV OF THE BUILDING DESIGNER PFR ANSI/TPI 1 SEC 2 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 62431 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DATE 05/03/10 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10123015 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG JCJ/GWH TOT LD 44 0 PSF SEQN- 77436 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U1H090_Z01 (L399-/GILMORE RESIDENCE 2606 EL AGUILA LANE CARLSBAD CA - #D1G STUB SCIS GE) THIS DUG PREPARED FROM COMPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR Top chord 2x4 DF L #18.Bet (g) Bot chord 2x4 DF L #l&Bet (g) Webs 2x4 DF-L Standard(g) or Stack Chord SCl 2x4 DF L #lXBet (g) DF L Stud(g) Stack Chord SC2 2x4 DF L jflSBet (g) Connectors in green lumber (g) designed using NDS/TPI reduction factors 85 mph wind 15 00 ft mean hgt ASCE 7 05 CLOSED bldg Located anywhere in roof CAT II EXP B wind TC DL=8 4 psf wind BC DL-6 0 psf Member design & wind reactions based on both MWFRS and C&C See DWGS A085150b010g GBLLETINOlog & GABRS1050109 for more requirements In lieu of structural panels or rigid ceiling use purlins CHORD 5PACING(IN OC) START(FT) END(FT) BC 95 0 00 7 83 BC 90 7 83 15 21 Truss spaced at 24 QC designed to support 1-6 0 top chord outlookers Cladding load shall not exceed 10 PSF Top chord may be notched 1 5' deep X 3 5 AT 24" o/c along top edge 00 NOT OVERCUT Do not notch in overhangs or [NNL] areas Do not notch any plates [UJNegatlve reactlon(s) shown below requires uplift connection [NNL] Truss transfers a maximum horizontal load of 1520# (100 00 PLF) along top chord from either direction to supports where indicated Diaphragm and connections are to be designed by Engineer of Record Horiz Loads Force(#) (PLF) Mbr Start End Case 1 1520 100 00 TC 0 00 15 20 1520 96 16 BC 0 00 15 20 Right end vertical not exposed to wind pressure Truss spaced at 24 0" OC designed to support 1-5-0 top chord outlookers Cladding load shall not exceed 10 00 PSE Top chord must not be cut or notched Stacked top chord must NOT be notched or cut in area (NNL) ALLach stacked top chord (SC) to dropped top chord in notchable area using 3x4 tie-plates 24' o c Center plate on stacked/dropped chord interface plate length perpendicular to chord length Splice top chord in notchable area using 3x6 Bottom chord checked for 10 00 psf non concurrent bottom chord live load applied per CBC-07 section 1607A Deflection meets L/360 live and L/240 total load 3X4 = 3X4 4-7-5 2-0-0 2-1-f R=162 PLF W=15-2 RL=SEE ABOVE Note All Plates Are 2X4 Except As Shown Design Cnt CBC2007/TP I - 2002 (STD) PLT TYP Wave FT/RT=20°/. (0%) /lO (0) 9 05 00 0317 22 CA/~/l/-/-/R/-Scale - 4375'7Ft Stone Truss 760-967-6171 507 Jones Road Oceanside CA 92054 ITW Building Components Group, Inc Sacramento, CA 95828 '*WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION HANDLINC SHIPPING INSTALLING AND BRACINC REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE ?IB NORIH LEE STREET SUITE 312 ALEXANDRIA VA 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA 6300 ENTERPRISE LANE MADISON WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INDICATED TOP CHORU SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING *'*IMP0RTANT**FURN1SH A COPY OF THIS DESIGN TO THF INSTALLATION CONTRACTOR I TlJ BUILDING COMPONENTS CRODP INC SHALL NOT BE RESPONSIBLE FOR ANV DEVIATION FROM IHIS DESIGN ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPJ DR FABRIFATINC HANDLING SHIPPING INSTALLING & BHACINC OF TRUSSES UESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS [NATIONAL DESIGN SPEC BY AFSPA) AND TPl ALPINE CONNECTOR PLATES ARE MADE OF 20/ie/16CA [W H/SS/C) ASTM A653 GRADE 40/fi0 (W K/H SS) CAI V SIEEL APPLY PLATES TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION PER DRAWINGS IGDA Z ANY INSPECTION OF PLATES FOLLOWED BV (i) SHALL BE PER ANNEX A3 OF TPIl 2002 SEC 3 A SEAL ON THIS DRAWINC INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN THE SUITABILITY AND USE OF THIS COMPONENT FDR ANY BUILDING IS IHE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/IPI 1 SEC 2 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 62432 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DATE 05/03/10 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10123013 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG JCJ/GWH TOT LD 44 0 PSF SEQN- 12925 REV DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U1H090_Z01 (L399-/GILM0RE RESIDENCE 2606 EL AGUILA LANE CARLSBAD CA - E COMMON) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR Top Chord 2x4 DF-L #l&Bet (g) Bot Chord 2x4 OF-L //l&Bet (g) Webs 2x4 OF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Hangers shall be installed after lumber has air-dried to 19"/. or less moisture content 85 mph wind, 15 00 ft mean hgt, ASCE 7-05, CLOSED bldg. Located anywhere in roof, CAT II, EXP B, wind TC DL-8 4 psf, wind BC DL-5 0 psf H = recommended connection based on manufacturer tested capacities and calculations Conditions may exist that require different connections than indicated Refer to manufacturer publication for additional information Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Truss transfers a maximum honzontal load of 2100# (150 00 PLF) along top chord, from either direction, to supports where indicated Diaphragm and connections are to be designed by Engineer of Record Horiz Loads Force(#) (PLF) Mbr Start End Case 1 2100 150 00 TC 0 00 14 00 2100 150 00 BC 0 00 14 00 Member design & wind reactions based on both MWFRS and C&C Roof overhang supports 2 00 psf soffit load In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(IN OC) START(FT) END(FT) BC 98 -0 10 13 63 Deflection meets L/360 live and L/240 total load 5X5 = 2-7-15 .9-0-0 3X4(A1) = 7-0-0 7-0-0 7-0-0 7-0-0 R=749 Rw=754 0=138 W=3 5" RL=41/-41 14-0-0 Over 2 Supports R-618 Rw=704 0=87 H=Simpson LUS24 Girder is (2)2X6 mm DF-L PLT TYP Wave Desi gn Cnt CBC2007/TPI-2002(STD) FT/RT=20%(0%)/lO(0) 9 03 00 0805 22 CA/-/1/-/-/R/- Scale = 4375"/Ft TC LL 20 0 PSE TC DL 14 0 PSF ^^BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 47504 TC LL 20 0 PSE TC DL 14 0 PSF ^^BC DL 10 0 PSF BC LL 0 0 PSF DATE 04/20/10 TC LL 20 0 PSE TC DL 14 0 PSF ^^BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10110012 TC LL 20 0 PSE TC DL 14 0 PSF ^^BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG LVT/GWH TOT LD 44 0 PSF SEQN- 75423 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 Stone Truss 760-967-6171 507 Jones Road Oceanside CA 92054 ITW Building Components Group, Inc Sacramento, CA 95828 •"WAilNING*" TRUSSES REOUIRE EXTREME CARE IN FABRICATION HANDLING SHIPPING INSTALLING ANU BRACING REFER TO aCSI (BUILOINC CllMPONEMT SAFETY IMFOKMATlOM) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE 218 HDRTH LEE STREET SUITE 3IZ ALEXANDRIA VA 22210 AND MTCA (WOOD TRUSS COUNCIL OF AMERICA 6300 EHTfRPRlSE LANE MADISON WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS ANU BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING ** IMPORTANT''*FURMISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACIOR ITll BUILDING COMPOMEIJTS GROUP INC SHALL NOl DE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN ANY FAILURE TO BUILU THE TRUSS IN CONFORMANCE WITH TPl OR FABRICATING HANULING SHIPPING INSTALLING S BRACING OF TRUSSES DESIGN CONFURMS WITH APPLICABLE PROVISIONS OF NUS (NATIONAL DESIGN SPEC BY AFSPA) AND TPI ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W H/SS/f') ASTM AG";] IRADL 40/60 (W K/H SS) CALV STLEL APPLY PLATES ID tACH FACE OF TRUSS AND UNLESS OTHERWISE LOCAIEO ON THIS DESIGN POSH ION PER DRAWINGS 16DA Z ANY INSPECTION OF PLATES FOI I,OHE0 BY (1) SHALL BE PER ANNEX A3 OF TPIl 2002 SEC 3 A SEAL OH THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSiBILITY SOLELY FOR TKE TRUSS COMPONEHI DESIGN SHOWN TKE SUITABILITY AHD USE 01 TIMS COMPONENT FOR ANY flUILDIHr lb, THE RESPONS1D(L11Y OF THE aillLDtNf DESIGNER PER ANSI/TPI 1 SEC ? (L399-/GILM0RE RESIDENCE 2606 EL AGUILA LANE CARLSBAD CA - El 2PLY GIRDER) THIS DUG PREPARED FROM COMPUTER INPUT (l.O'lOS S DIMENSIONS) SUBMITTED BY TRUSS MFR Top chord 2x4 DF-L #l&Bet (g) Bot chord 2x6 DF-L #2(g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Hangers shall be installed after lumber has air-dried to 19% or less moisture content 85 mph wind, 15 00 ft mean hgt, ASCE 7-05, CLOSED bldg. Located anywhere in roof, CAT II, EXP B, wind TC 0L=8 4 psf, wind BC 0L=6 0 psf Roof overhang supports 2 00 psf soffit load In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(IN OC) START(FT) END(FT) BC 120 -0 10 13 63 Deflection meets L/360 live and L/240 total load Creep increase factor for dead load is 2 00 2 COMPLETE TRUSSES REQUIRED Nail Schedule 0 131"x3" nails Top Chord 1 Row @12 00" o c Bot Chord 1 Row @ 6 50" o c Webs 1 Row @ 4" 0 c Use equal spacing between rows and stagger nails in each row to avoid splitting Wind reactions based on MWFRS pressures H = recommended connection based on manufacturer tested capacities and calculations Conditions may exist that require different connections than indicated Refer to manufacturer publication for additional 1nformation Girder supports 15-3-0 span to BC one face and 2-0-0 span to TC/BC split opposite face 4X6 = 2-7-15 9-0-0 14-0-0 Over 2 Supports R=2782 W=3 5" PLT TYP Wave Design Cnt CBC2007/TPI-2007{STD) FT/RT=20%(Q%)/10(0) 9 03 00 0806 22 R=2645 H=S1nipson HHUS26-2 Girder is (2)2X6 min DF-L CA/^/l/-/-/R/-Scale = 4375'7Ft Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 ITW Building Components Gtoun, Inc Saciamento CA 95828 '*WARNING*'' TRUSSES REQUIHfc EXTREME CARE IN FABRICATION HANULING SHIPPING INSTALLING ANU BRACING REFER TQ BCSI (BUILDING COMPONENT SAFEIY INFORMATION) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE 218 NORTH LEL STREET SUITE 312 ALEXANDRIA VA 223\A) AND WTCA (WOOD TRUSS COUNCIl OF AMERICA 6300 ENTERIRISE lANE MADISON Nl S37I9) FOR SAFETY PKACTICES PRIOR TO PERFORMING THEiE FUNCTIONS UNLESS OIHERWlSf INDICAlEU TOP CHDKD SIIAi.L HAVE PKOPENLV ATTACHED SJROCJDUAL PANELS AND BOTTOM OlOHU SKILL IIAVE A PROPERLY ATTACHED RIGID CEILING '*IMPORTANT**FURNISII A COI Y OF THIS OESIGN TO THE INSTALLATION CONTRACTOR ITU BUILDING COMPONENTS GROUP INC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM TIIIS DESIGN ANY FAILURt TO BUILO THE TRUSS IN CONFORMANCE WITH TPI OR FABRICATINC HANDLING SHIPPING INSTALLING i BHACING OE TRUSSES UESIGN CONFORMS Willi APPLICABLE PROVISIONS OF NUS (NATIONAL DESIGN SPEC BY AFSPA) AND TPI ALPINF CONNECTOR PLATCS ARE MADE OF 20/18/16GA (W K/SS/C) ASTM AG63 GRAUE 40/60 (W K/H SS) tALU STEEL APPl Y PLATES TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS OESIGN POSITION PER DRAWINGS 160A Z ANY INSPECTION OF PLATES FOLLOWED 8Y (I) SHALL BE PER ANNLX A3 DF TPIl 2002 SEC J A SEAL ON IHIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLLLY FOR THE IROSS COMPONENT OESIGN SHOWN THE SUllABILITY AND USE OF THIS COMPONENT FOR ANY BUILOINC. lb THE RE Sl ONS 1DIL I TY Ot TIIE BUILDlNl OESICNER PER ANSI/TPI I SEC 2 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 47505 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DATE 04/20/10 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10110013 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG LVT/GWH TOT LD 44 0 PSF SEQN- 75427 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 (L399-/GILM0RE RESIDENCE 2606 EL AGUILA LANE CARLSBAD CA - GG GABLE) THIS DUG PREPARED FROM COMPUTER INPUT (LO^OS 8 DIMENSIONS) SUBMITTED SI TRUSS MFR Top Chord 2x4 DF-L #l&Bet (g) Bot chord 2x4 DF-t tfl&Bet (g) Webs 2x4 DF-L Std/Stud(g) Stack Chord SCl 2x4 DF-L #l&Bet (g) Stack Chord 5C2 2x4 DF-L //l&Bet (g) Connectors in green lumber (g) designed using NDS/TPI reduction factors 85 mph wind, 21 06 ft mean hgt, ASCE 7-05, CLOSED bldg. Located anywhere in roof, CAT II EXP B, wind TC DL=8 4 psf, wind BC DL=6 0 psf Roof overhang supports 2 00 psf soffit load See DWGS A08530050109 GBLLETIN0109, & GABRST050109 for more requirements In lieu of structural panels or rigid ceiling use purlins CHORD TC BC SPACING(IN OC) 24 75 START(FT) -1 80 0 04 END(FT) 13 30 11 46 Deflection meets L/360 live and L/240 total load 3X4 \\\ 4X43 3X4 \\\ 3X4/// 3X4/// Truss transfers a maximum horizontal load of 1800# (150 00 PLF) along top chord from either direction to supports where indicated Diaphragm and connections are lo be designed by Engineer of Record Horiz Loads Force(#) (PLF) Mbr Start End Case 1 1800 150 00 TC 0 00 12 00 1800 300 00 BC 0 00 6 00 Member design & wind reactions based on both MWFRS and C&C Stacked top chord must NOT be notched or cut in area (NNL) Attach stacked top chord (SC) to dropped top chord in notchable area using 3x4 tie-plates 24" o c Center plate on stacked/dropped chord interface, plate length perpendicular to chord length Splice top chord in notchable area using 3x6 Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Truss spaced at 24 0" OC designed to support 1-6-0 top chord outlookers Cladding load shall not exceed 10 00 PSF Top chord may be notched 1 5" deep X 3 5" wide AT 48" o/c along top edge DO NOT OVERCUT No knots or other lumber defects allowed within 12" of notches Do not notch in overhang or heel panel 3X4/// 4 2X4(C5) = 3X6(C5) = 2X4(C5) 2-3-15 ,20-0-0 1^1-6-0^ l_ 3-7-2(NNL) L= 6-0-0 6-0-0 ^1-6-0-^ 3-7-2(NNL) .,1 J 12-0-0 Over Continuous Support R=158 PLF W=12-0-0 RL=SEE ABOVE Note A11 Plates Are 2X4 Except As Shown Design Cnt CBC2007/TP I - 2002 (STD) PLT TYP Wave FT/RT-2Q%(0%)/lO(0) 9 03 00 0806 22 CA/-/1/-/-/R/-Scale - 4375"/Ft Stone Truss 760-967-6171 507 Jones Road Oceansfde CA 92054 ITW Building Components Group, Inc Sacramento, CA 95828 '••WAfiN I NG'"* TRUSSES REOUIRE EXTREME CARE IN FABRICATION HANULING SHIPPING INSTALLING ANU BRACING REFER TO flfSI (BUILDING COMPONENT SAFETY INFORMATION) POBLISHEI) BY TPl (TRUSS PLATE INSTITUTE 218 NORTH lEE STREET SUITE 312 ALEyANDRlA VA 2231-1) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA 6300 ENTERPRISE LANE MAOISON WI S3719) FOR SAFETY PRACTICES PRiOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INUICATED TUP CHORU SHALL IIAVE PROPfULY ATTACHEU STRUCTURAL PANELS AND 80TT0M CHORD SHALL HAVF A PROPERLY ATTACHED RIGID CEILING ''*IMPORTANT**rURHISH A COPY OF THIS DESIGN TO THE INSTAILATION CONTRACTOR ITH BUILDING COMPONENTS GROUP iNL SHALL NOT BE RESPONSIBLE FOR ANY OEVIATION FROM THIS UESIGN ANY FAILURE TO BUILU THE TRUSS IN CONFORMANCE WITH TPl OR FABRICATING HANULING SHIPPING INSTALLING & BRACING OF TRUSSES UESIGN CONFORMS WITH APPLICABLE PROVISIONS OI NUS (NATIONAI UESIGN SPEC BY AFBPA> AND TPI ALPINE CONNECTOR PLATLS ARE MADE OK 2D/1BJ16GA (U H/SS/y) Ai.TM AbS3 LHADL 40/faO fW X/H SS) fALV STEEL APPLY PLATES To E\LH FACE 01 TRUSS ANO UNIfSS OTHERWISE LOCATfD ON THIS DESIGN POSITION PER DRAWINGS 160A 2 ANY INSPECTION OF PLAlES FOLLOWED BV (i) SHALL BE PER ANNEX A3 01 TPIl 2002 ShC 3 A SEAL ON THIS URAWINC INDICATES ACCEPTANCt OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOl ELY FOR IHE TRUSS COMPONENI DFSIGN SHOWN THE SUllABILITY AND USE DF THIS COMPONENT FOR ANY BUILDINC lb THE RESPONS IB IL11V OF THE BUILOINi DESlGWtH PER ANSI/TPI I SEC 2 TC LL TC DL BC DL BC LL TOT LD 20 0 PSF 14 0 PSF 10 0 PSF 0 0 PSF 44 0 PSF DUR FAC 1 25 SPACING 24 0" REF R09Q-- 47506 DATE 04/20/10 DRW CAUSR090 10110014 CA-ENG LVT/GWH SEQN-75400 FROM ROB JREF- 1U13090_Z03 (L399-/GILMQRE RESIDENCE 2606 EL AGOILA LANE CARLSBAD, CA - G COMMON) THIS OWG PREPAREO FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR Top chord 2x4 DF-L #l&Bet (g) Bot chord 2x4 DF-L //l&Bet (g) Webs 2x4 OF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Roof overhang supports 2 00 psf soffit load Bottom chord checked for 10 00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A Top Chord overhang(s) may be field trimmed 85 mph wind, 21 06 ft mean hgt, ASCE 7-05 CLOSED bldg. Located anywhere in roof, CAT II, EXP B, wind TC DL=8 4 psf, wind BC DL=6 0 psf Member design & wind reactions based on both MWFRS and C&C In lieu of structural panels or rigid ceiling use purlins CHORD SPACING(IN OC) START(FT) ENO(FT) BC 120 -0 10 11 60 Deflection meets L/360 live and L/240 total load 4X6 = 2-3-15 20-0-0 2X4(A1T) = 1^1-5-0 J 5-0-0 6-0-0 L 6-0-0 6-0-0 12-0-0 Over 2 Supports R=660 U=148 W=5 5" RL-27/-27 R-660 U=148 W=5 5" PLT TYP Wave Design Cnt CBC2007/TPI-2002 (STD) FT/RT-20°/a(0%) /10(0) 9 03 00 0805 22 CA/-/1/-/-/R/-Scale = 4375'7Ft Stone Truss 760-967-6171 507 Jones Road Oceanside CA 92054 ITW Building Components Group, Inc Sacramento, CA 95828 '*WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION HANULING SHIPPING INSTALLING ANO BRACINC REFER lu acSI (BUILDING COMPONENT SAFEIY INFORMAHON) PUBLISHED BY IPI (TRUSS PLATE INSTITUTE Z18 NORTH LEE STREET SUITE 312 ALEXANDRIA VA 22314) AHD WTCA (WOOO TRUSS COUNCIL OF AMERICA 6f00 ENTERPRISE LANE MAOIsON IJI 537)9) FOI) SAFETV PflACIICES PRIOR TO PERFORMING THESE FUKCTjOHS UNLESS OTHERWISE INDICAIED TOP FHORD SHALL HAVE PROPERLY ATTACHEU STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING ** IMPORTANT*''FURNISH A COI Y OF THIS DESIGN TO THE INSTALLATION CONTRACIOR ITll BUILDINC COMPONENTS GROUP INC SH\LL NOT BE RESPONSIBLt FOR ANY OEVIATION FROM THIS DESIGN ANY FAILURE TO BUILU THE TRUSS IN CONFORMANCE WITH TPI OH FABRICAIINC HANDLING SHIPPlNf INSTALLING R BRACINC OF TRUSSES UESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS INATIONAL DESIGN SPEC BY AF&PA) ANU TPl ALPINE CONNECTOR PLATLS ARE MADE OF 20/10/16bA (W H/SS/K) ASTM A6S3 GRADE 40/60 (W K/H SS) CALV STEEL APPLY HATES TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS OESIGN POSITION PCR DRAWINGS IfiUA Z flhiy INSPELTWN OF PLATES TOLLOUED BV 0> SIIAI t BL I EP ANNEX A3 OF TPIl 2002 SEC 3 A SEAL OU THJS DRAWING INDICATES ACCEPfANCC 01 PROFESSIONAL ENGINEERING RESPONSIBILITY SOI ELY FOR TIIE TRUSS COMPONENT DESIGN SIIOWN Tilt SUITABILITY AND USE OF THIS COMPONLNl FOR ANY aUILDlNC !i THE RESI ONS 1BILI TV OF THE BUILOINC OESIONER PER ANSI/TPI 1 SEC 2 TC LL 20 0 PSF TC DL 14 0 PSF BC OL 10 0 PSF BC LL 0 0 PSF REF RQ90-- 475Q7 TC LL 20 0 PSF TC DL 14 0 PSF BC OL 10 0 PSF BC LL 0 0 PSF DATE 04/20/10 TC LL 20 0 PSF TC DL 14 0 PSF BC OL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10110015 TC LL 20 0 PSF TC DL 14 0 PSF BC OL 10 0 PSF BC LL 0 0 PSF CA-ENG LVT/GWH * TOT LD 44 0 PSF SEQN- 75396 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 (L399-7GILM0RE RESIDENCE 2606 EL AGUILA LANE CARLSBAD CA - Gl 2PLY GIRDER) THIS DUG PREPARED FROM COHPUTER INPUT (LO^DS S DIMENSIONS) SUBMITTED BY TRUSS MFR Top Chord 2x4 DF-L #l&Bet (g) Bot chord 2x6 DF-L SS(g) Webs 2x4 DF-L Std/Stud(g) W3 2x4 DF-L #18,Bet (g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Truss transfers a maximum horizontal load of 2400f (200 00 PLF) along top chord, from either direction to supports where indicated Diaphragm and connections are to be designed by Engineer of Record Horiz toads Force(#) (PLF) Mbr Start End Case 1 2400 200 00 TC 0 00 12 00 2400 BC 0 00 Wind reactions based on MWFRS pressures Girder supports 43-0-0 span to BC one face and 2-0-0 span to TC/BC split opposite face 2 COMPLETE TRUSSES REQUIRED ' ' Nail Schedule 0 131"x3" nails Top Chord 1 Row @11 25" o c Bot Chord 2 Rows @ 4 50" o c (Each Row) Webs 1 Row § 4" 0 c Use equal spacing between rows and stagger nails in each row to avoid splitting 4" 0 c spacing of nails perpendicular and parallel to grain required in area over bearings greater than 4" 85 mph wind, 21 33 ft mean hgt, ASCE 7-05, CLOSED bldg. Located anywhere in roof, CAT II, EXP B, wind TC DL-8 4 psf, wind BC DL=6 0 psf In lieu of structural panels or rigid ceiling use purlins CHORD SPAC!NG(IN OC) START(FT) END(FT) BC 120 -0 10 11 60 Deflection meets L/360 live and L/240 total load 7X6 = 4X6(A4) = 4X6(A4) = 2-3-15 20-0-0 4X6(A4) = 4X6(A4) = -3-7-14--2-4-?--2-4-2--3-7-14- 6-0-0 6-0-0 12-0-0 Over 2 Supports R=6003 W=5 5" RL=2400/-2400 R-6003 W-5 5" PLT TYP Wave Oesi gn Cnt CBC2007/TPI-2002(STD) FT/RT-2Q%(0%)/10(0) 9 03 00 0806 22 CA/-/1/-/-/R/-Scale - 4375"/Ft stone Truss 760-967-6171 507 Jones Road Oceanside CA 92054 ITW Building Components Group, Inc Sacramento, CA 95828 '"WARNING** TRUSSES REQUIRE E'<TREM£ CARE IN FABBICAUON HANULING SHIPPING INSTALLING ANU BRACING REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED BY TPl [TRUSS PLATE INSTITUTE 219 NORTH LEE STREET SUITE 312 ALEXANDRIA UA 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA f)300 ENTERPRISE LAME MADISON WI S3719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INUICATED TOP CHORD SHALL HAVE PROPERLY ATTACHFU STRUCTURAL PANELS ANU BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING ''*IMPORTANT**FURMISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR ITW BUILDINC COMPONENTS GROUP INC SHALL NOT BE RESPONSIBLE FOR ANY OEVIATION FROM THIS UESIGN ANY FAILURE TO BUILU THE TRUSS IN COWfOPMAWCE WITH TPl OR FABRICATING HANDLJKG SHIPPING INSTALLING S SfMCfNC Df TRUSSES DESICN CONFORMS WITH APPLICABLE PROVISIONS Of NUS (NATIONAL UESIGN SPEC BY AFSPA) ANU TP! ALPINE CONNECTOR PLATES ARE MADE OF 20/IB/16GA (U H/SS/K) ASTM A6S3 GRADE 10/60 (W K/H SS) GALV STELL APPLY PLATES TO EACH FACE Oi TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DFSIGN POSITION PER DRAWINGS I60A I ANY INSPECTION OF PLATES FOLLOWED BY (i) SHAIL BE PER ANNEX AJ OE FPU 200? SFC 3 A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THL TRUSS COMPONENT OESII.N SHOWN THE SUITABILITY AND USE OJ IHIb COMI ONCNT FOR ANY BUILDINC lb THE RESPONSIBILITY OF THE aulLUING DESIGNER PER ANSI/TPI I SEC 2 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF REF R090-- 47508 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DATE 04/20/10 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF DRW CAUSR090 10110016 TC LL 20 0 PSF TC DL 14 0 PSF BC DL 10 0 PSF BC LL 0 0 PSF CA-ENG LVT/GWH TOT LD 44 0 PSF SEQN- 75411 DUR FAC 1 25 FROM ROB SPACING 24 0" JREF- 1U13090_Z03 GABLE STUD REINFORCEMENT DETAIL ASCE 7-05 85 MPH WIND SPEED, 30' MEAN HEIGHT, ENCLOSED, I 1 00, EXPOSURE C, Kzt I 00 X E-O s < o l~l K > rvj ffi < 5^ DIAGONAL BRACE OPTION VERTICAL LENCTH MAI BE DOUBLED WHEN DIACONAI BRACE IS USED CONNECT DIAGONAL BRACE FOR 430# AT EACH END MAX WEB TOTAL LENGTH IS \4 X /' VERTICAL LENGTH SHOWN IN TABLE ABOVE , GABLE TRUSS CONNECr DIAGONAL AT "^-.r-L MIDPOINI 01 VERTICAL WPB 2\A STUD #3 OR BETTER DIAGONAL BRACE SINGLE OR DOUBLE CUI (A3 SHOWN) AT UPPER END 2X4 iZfi OR BETIER 2\1 " ^ BRACF NO BRACES (!) IXJ L BRACE • (I) 2X4 1 BRACE • (2) 2X1 L BRACE " (1) 2X6 1 BRACE ' (2) A6 L BRACE C.AdLI SPACING ^ VLKIK / SPCCIES 1 GRADC" X NO BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROOP A GROUP B 24" 0 C SPF HF #1 / #2 1 4 7 6 7 8 8 10 9 I 10 7 10 10 13 11 14 0 14 0 14 0 24" 0 C SPF HF #3 -I 3 7 0 7 0 8 10 8 10 10 7 10 7 13 11 13 11 14 0 I'l 0 24" 0 C SPF HF STUD 4 3 G 11 6 11 8 10 8 10 10 7 10 7 13 11 13 11 14 0 14 0 24" 0 C SPF HF STANDARD 4 3 6 0 6 0 7 11 7 11 10 7 10 7 12 3 12 3 14 0 14 0 24" 0 C SF DFF #1 4 9 7 6 8 1 8 10 9 6 10 7 11 4 13 11 14 0 14 0 14 0 24" 0 C SF DFF #2 4 8 7 6 8 1 8 10 9 6 10 7 11 4 13 11 14 0 14 0 14 0 24" 0 C SF DFF #3 4 5 7 2 7 2 8 10 9 4 10 7 1) 1 13 11 H 0 14 0 J4 0 24" 0 C SF DFF STUD 4 5 7 1 7 1 a 10 9 4 10 7 11 1 13 11 14 0 14 0 14 0 24" 0 C SF DFF STANDARD 4 4 6 I 6 1 8 1 8 1 10 7 10 10" 12 7 12 7 14 0 14 0 o o (£> —1 SFF HF //I / #2 5 0 8 7 8 9 10 2 10 5 12 1 12 5 14 0 14 0 14 0 14 0 o o (£> —1 SFF HF #3 4 10 a 7 8 7 10 2 10 2 12 1 12 1 14 0 14 0 14 0 14 0 o o (£> —1 SFF HF STUD 4 10 8 6 8 6 10 2 10 2 12 1 12 1 14 0 14 0 1 1 0 14 0 o o (£> —1 SFF HF STANDARD 4 10 7 4 7 4 9 8 9 a 12 1 12 1 14 0 14 0 14 0 14 0 o o (£> —1 SF UFL #1 5 5 8 7 9 3 10 2 10 11 12 1 13 0 14 0 14 0 14 0 14 0 o o (£> —1 SF UFL #2 5 4 8 7 9 J 10 2 !0 U 12 1 13 0 14 0 14 0 14 0 14 0 o o (£> —1 SF UFL #3 5 1 a 7 8 9 10 Z 10 8 12 1 12 9 14 0 14 0 14 0 14 0 o o (£> —1 SF UFL STUD 5 1 8 7 8 a 10 2 10 8 12 I 12 9 14 0 14 0 14 0 J4 0 o o (£> —1 SF UFL STANDARD 5 0 7 6 7 6 9 11 9 11 12 1 12 5 14 0 14 0 14 0 14 0 o —1 SFF HF #1 / #2 5 6 9 5 9 8 11 2 11 5 13 4 13 a 14 0 14 0 14 0 14 0 o —1 SFF HF #3 5 4 9 5 9 5 11 2 11 2 13 4 13 4 14 0 14 0 14 0 14 0 o —1 SFF HF STUD 5 4 9 5 9 5 II 2 11 2 13 4 13 4 14 0 14 0 ! 1 0 14 0 o —1 SFF HF STANDARD 5 4 B 6 8 6 11 2 U 2 13 4 13 1 14 0 14 0 14 0 14 0 o —1 SF DFF i?l 6 0 9 5 10 2 11 2 12 0 13 4 14 0 14 0 14 0 14 0 14 0 o —1 SF DFF #2 5 10 9 5 10 2 11 2 12 0 13 1 14 0 14 0 14 0 14 0 11 0 o —1 SF DFF #3 5 7 9 6 9 11 n 2 11 9 n 4 14 0 )4 0 14 0 14 0 14 0 o —1 SF DFF STUD 5 7 9 5 9 11 11 2 11 9 13 4 14 0 14 0 14 0 14 0 14 0 o —1 SF DFF STANDARD 5 6 a 0 8 8 11 2 11 5 13 4 13 8 14 0 14 0 14 0 14 0 RCrCR TO CHART ABOVE FOR MAX GABIE VERTICAL LENGTH BRACING GROUP SPECIES AND GRADES GROUP A SPRUCF-PINE-FIR HEM-PIR #1 / STANDARD #3 STUD «2 STUD #3 STANDARD DOUCUS FIR-URCH SOUTHERN PINE GROUP t HEM-FIR J2_ J2_ GABLC TRUSS DETAIL NOTES LIVE LOAD DEFLECTION CRITFRIA IS L/240 PROVIDE UPLIFT CONNECTIONS FOR 50 PLF OVER CONTINUOUS BEARING (5 PSF IC DEAD LOAD) GABLE END SUPPORTS LOAD 1 ROM 4 0 OUTLOOkERS WITH 2 0 OVERHANG OR 12 PLYWOOD OVERHANG ATTACH EACH L BRACE WITH lOd NAILS (0 12a \3 mm) * FOR (1) L BRACE SPACF NAILS AT 2 0 C IN IB END ZONES AND 4 OC BETWEEN ZONES ** FOR (2) L BRACES SPACE NAILS AT 3 OC IN IB END ZONES AND 6 OC BETWEEN ZONES L BRACING MUST BE A MINIMUM OF MEMBER LENGTH OF WEB GABLC VERTICAL PLATE SIZES VERTICAL LENGTH NO SPLICE LESS THAN 4 0 1X4 OR 2X3 GREATER THAN 4 0 BUI LfSS THAN U 6 2X4 GREATER THAN 11 6 2 5X1 REFER TO COMMON TRUSS DESIGN TOR PEAK SPLICC AND HCCL PUTES Building Components Group Inc Earth City MO 63045 "WARNiNC" RE.AD AND FOLLOW ALL NOTES ON THIS SHECT' Ttusses lequiie exLreme care m fabricating handling ship|)ing installing dntl bracinj, Refer to and follow DCS) (Buildmn Component Sefety Infoimation by TPI and WTCA) for safety piactices pnoi lo pei forming tiiese functions. Inslallera itiall piovide temporary biacing pei HCS) Unless noted otherwise lop Lhord ihull h ive piopeily £>ltached stiuctuiil panels and bottom choi d shall have a properly attached iigid ceiliiif. Locations shown foi peimanent laleiai leslrainl of wehs shall have bucing installed per BCSI sections B3 & B7 See this jobs general notes page foi moie information ••IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTAU ATION CONTRACTOR ITW Building Components Gioup Inc {ITWBCG) alnll nol be lesponsible for any deviation fiom this design any f TIIUI e to build the truss in confoi mance with TPI oi fabricating liandhng shipping ini.tT!ling Sc bracing of li usscs HWBCG conneetoi plates are made of 20/ia/l6CA (W H/S/K) ASTM A653 grade 37/40/60 (K/W''HS) galv steel AppK phte-s lo eTch fate of truss positioned •^s shown above and on Joint Details A seal on this di awing oi covei page indicates accepLance and professional cnginteimg rcaponsibilily solely foj Ihe tjuis compojiPJil desjgn shown JJie SDitabjJjly and use of Ihis component /OJ njiy building is the icspoiisibility ot the Building Designcp- pe^-ANST/m-l-Sfc, 2. ITW-BCG www itwbcg com TPI www Ipinsl fom WTCA www sbcmdustrv com ICC www iCLSafe oi g MAX TOT LD 60 PSF MAX SPACING 24 0 REF ASCE7-05-GAB8530 DATE 1/1/09 DRW& A08530050109 GABLE DETAIL FOR LET-IN VERTICALS &ABLF TRUSS PLATE SIZES REEER TO APPROPRIATE IIW GABLE DETAIL FOR MINIMUM PLATE SIZES FOR VERTICAL STUDS 0 REFER TO ENGINEERED TRUSS OLSIGN FOR PEAK SPLICE WEB AND HEEl PUTLS ®ir GABLE VERTICAI PLATES OVERUP USE A SINGIL PLATE I HAT COVERS THE TOTAL AREA OF TIIE OVERLAPPED PLATES TO SPAN THE WPB T REINrORCEMENT ATTACHMENT DETAIL T REINPORCING MEMBER T REINFORCING MEMBER RIGID SHEATHING REINFORCINC MEMBER CABLE TRUbS NAILS SPAGFD AT 4 0 C PROVIDE CONNECTIONS FOR UPLIFT SPrCIPIED ON THC ENGINEERED TRUSS DESIGN ATTACH EACH T REINFORCING MEMBER WITH END DRIVEN NAILS lOd COMMON (0 148X 3 MIN) NAILS Al 4 OC PLUS (4) NAIl:3 IN TOP AND BOTTOM CHORD TOENAILED NAILS lOd COMMON (0 148x3 MIN) TOENAILS AT 4 OC PLUS (4) TOENAILS IN TOP AND BOTTOM CHORD THIS DETAIL TO BE USED WITH THE APPROPRIATE ITW CABIE DETAIL FOR ASCE WIND LOAD ASCE 7-98 GAOLE DETAIL DRAWINGS A130159aOI09 A120159a0109 A1I0159B0109 A10015980109 A130309B0109 AI2030980109 A110309a0109 A10030980109 ASCE 7-02 GABLE DETAIL DRAWINGS A13015020I09 A12015020109 A110I5020I09 A100150a0109 AI-1015020109 A13030020109 AI2030020109 A11030020109 A10030020109 A14030020109 ASCE 7-05 GABLE DETAIL DRAWINGS A13015O50109 A12015050109 A1I015050109 A10015060109 A14015050I09 A13030050109 A12030050I09 Al1030050)09 A10030050I09 A14030050109 SEC APPROPRIATE ITW GABLE DETAIL FOR MAXIMUM UNREINFORCED CABIE VERTICAL LENGTH TO CONVERT FROM L TO T REINFORCING MEMBERS MULTlPL-i T INCREASE BY LENGTH (BASED ON APPROPRIATE ITW GABIE DETAIL) MAXIMUM ALLOWABl L T REINFORCED GABLE VCRTICAL LENGTH IS 14 FROM TOP TO BOTTOM CHORD WEB LENGTH INCREASE W/ T BRACE WIND SPEED T RCINF T AND MRH MBR SIZE INCREASE 140 MPH 2\4 10 " 15 FT 2x6 50 un J^pi4 2^4 in y 30 n 2\6 50 7 130 MPH 2x4 10 15 FT 2x6 50 % 130 MPH 2x4 10 •; 30 FT 2x6 50 • !20 MPH 2x4 )o y 15 FT 2x6 50 •< 120 MPH 2x4 10 ' 30 FT 2x6 40 % no MPH 2x4 10 15 FT 2x6 40 r 110 MPH 2x4 10 30 FT 2x6 50 100 MPH 2x4 20 r 15 FT 2x8 30 7 100 MPH 2x4 10 7 30 FT 2x6 40 7. 90 MPH 2x4 20 7, 15 FT 2x6 20 " 90 MPH 2x4 20 7 30 FT 2x6 30 " EXAMPLC ASCE WIND SPEED = 100 WPH MEAN ROOr HEIGHT = 30 FT Kzt ^ 1 00 GABIE VCfiTJCAl =24 OC SP #3 T REINFORCING MEMBER SIZE - 2X4 T BRACE INCREASE (FROM ABOVE) - 10°^ = 1 10 (0 2X4 L BRACE LENGTH = 67 MAXIMUM r REINFORCED GABLE VERTICAL LENGTH 1 ]0 X 6 7 =73 Building Components Group (nc Earth City MO 6304S '•WARNING- READ AND FOLLOW ALL NOTES ON THIS SHEETi Trusses require exLreme coie m fabricating handlmg shipping inslalling and bracing Rcfei to and follow HCSl (Building Component Safely Infoimation by TPI and WTCA) foi safely piactices prior lo pei forming these functions Installers shall piovide Lemporary bracing pei BCSI Unless noted otherwise top chord shall h tve propciiy attached sLruclural panels and bottom choid shall hive a ptopeily attached iigid ceiling Lacahoits sboftn lor permanent laleia) reittjint of wehs shall have bracing in&tuHed pei UU5I SLdtions D3 & B" See- this jobs general notes page foi moie infoimation ••1WP0RTAN1 • FURNISH COPY OF THIS DESIGN 10 INSTALUTION CONTRACTOR nw Buikimg Components Group Inc (ITWBCG) sh dl nol be itsjionsible foi any deviation f i oni this design anv liiluie ID build the Iruss in confot mance With IPI oi fabricating handling shipping installing 1 biacing of t(U!,ses ITWBCG connecloi plates are made of 20/ia-'l6CA (W H/=;/>•) ASTM A65a grade 37/40/60 (K/W''H S) g^lv ateel Apply plates to each face ol Irusi positioned as ihown above \nA on Joint Details A seal on this cii awing or cover pa^^ indicates acceptance and piofessional engineenng i csponsibidty solelv foi Uie Liuss component design shown The snilabilily and use of this component foi anv buildmg, is the responaib(|ity_(jJ„ the Building Designer per ANST/lPl i Sec 2 ITW-BCC www itwbcg com TPl www ipinst com WTCA www sbcmdustrv com ICC www iccsafe oi g MAX TOT LD 60 PSF DUR FAC ANY MAX SPACING 24 0 REF LET-IN VERT DATE 1/1/09 DRWG GBLLET1N0109 ASCE 7-05 EXPOSURE C COMMON RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS STIEFENERS 100 MPH 30FT MEAN HGT ASCE 7-05, CLOSED BLDG LOCATED ANYWHERE IN ROOF, CAT II, EXP C Kzt = 1 00 WIND TC DL=5 0 PSF WIND BC DL=5 0 PSF LATERAL CHORD BRACING REQUIREMENTS TOP CONTINUOUS ROOF SHEATHING BOT CONTINUOUS CEILING DIAPHRAGM SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL FOR LUMBER, PLATES AND OTHER INFORMATION NOT SHOWN ON THIS DETAIL NAILS lOd COMMON (0 148'x3 ) OR BOX (0 128x3 ,MIN) NAILS OR GUN (0 125'X 3 mm) NAILS II LESS THAN 4 6' - NO STUD BRACING REQUIRED H GREATER THAN 4 6" TO 7'6 ' IN LENGTH PROVIDE A 2X6 STIFFBACK AT MID-HEIGHT AND BRACE STIFFBACIx TO ROOF DIAPHRAGM EVERY 6'0 (SEE DETAIL BELOW OR REFER TO DRAWING Al003005) H GREATER THAN 7 6 TO 12'0 MAX PROVIDE A 2X6 STIFFBACK AT MID-HEIGHT AND BRACE TO ROOF DIAPHRAGM EVERY 4 0 (SEE DETAIL BELOW OR REFER TO DRWG A1003005) * OPTIONAL 2X L-REINFORCEMENT ATTACHED TO STIFFBACK WITH lOD BOX OR GUN (0 128' X 3' MIN ) NAILS @ 6' 0 C 2X4 BLOCKING NAILED TO SHEATHING AND EACH TRUSS 2X4 STUD #3 OR BETTER DIAGONAL BRACE ATTACH EACH END FOR 560# 2X6 j^2 STIFFBACK ATTACHED TO EACH STUD W/ (4) 10 D BOX OR GUN (0 123" MIN ) NAILS TC LL PSF TC DL PSF BC DL PSF BC IL PSF TOT LD PSF DUR FAC MAX SPACING 24 Buildtng Components Group Inc Earth City MO 63045 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEETi Tiusses require extreme care in fabiicaLing handlmg shipping installing and bracing Refer lo and follow BCSI (Building Component Safely Infoimation by TPl and WTCA) for safety practices piioi to performing these (unctions Installers shall provide temporary bracing per BCSI Unless noted otherwise top chord shall have properlj alLdched sUuctuiat panels and boUom choid shall have a propel ly aLLached rigid ceiling Locations shown for pcimanenl lateral (est? anil of wtba shall ha\c bracing installed pei BCSi sections BJ & B7 See this jobs geneial notes page toi more information ••IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR ITW BuiUhng Components Group Inc (ITWBCG) -^Inll not be responsible for any deviaLion ffom this design any failure to build tht truis in confonnance witli TPl oi fabncalint, handiing shipping installing k biacing of trusses !TWBC{ connector plales a.e made of 20/ia/j6GA (W H/S/K) AblH AC53 grade 37/40/60 (K/W/H S) galv steel Apply pJale^ lo each face of tiuss positioned ss shown nbove and on Joint Details A seal on this draiving oi co^er page indicates acceptance and piofessional engineenng responsibility solel) for the liuss componenl design shown The suitability and use of this component foi imy building is the lesponsibihly of the Building Designei per ^N5T/TP1 I Sec 2 ITW-EiCC ww^Y ilwbcg com TPl www ipuist com WTCA www sbcmdusli y com ICC wwwRCsafcoig DATE 1/1/09 DRWG GABRST050109 REF GE WHALER O < u h-H ASCE -05 GABLE STUD REINFORCEMENT DETAIL 85 MPH WIND SPEED, 15' MEAN HEIGHT, ENCLOSED, I 1 00, EXPOSURE C, Kzt 1 00 \ BRACE NO BRACES (1) 1X1 I BRACE • (1) 2X4 L BRACC * (2) 2X4 1 BRACC (11 2X6 L BRACn • (2) 2X6 I BRACE •• SPACING ^ VLttllL; SPECIES GRADC^ NO BRACES GROUP A CROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B 24' 0 C SPF HF //I / //2 4 7 7 11 8 1 9 4 9 7 11 2 11 5 14 0 I 1 0 14 0 14 0 24' 0 C SPF HF #3 •1 5 7 9 7 9 9 4 9 4 11 2 1 1 2 1 1 0 14 0 14 0 1 1 0 24' 0 C SPF HF STUD <l 5 7 8 7 8 9 4 9 4 11 2 11 2 14 0 14 0 14 0 14 0 24' 0 C SPF HF STANDARD 4 5 6 7 6 7 8 9 8 9 11 2 1 1 ^ 13 7 13 7 14 0 14 0 24' 0 C SP DFI, tn 5 0 7 11 8 6 9 4 10 1 11 2 12 0 14 0 14 0 14 0 14 0 24' 0 C SP DFI, us 1 II 7 11 8 6 9 4 10 1 11 2 12 0 1 1 0 14 0 14 0 14 0 24' 0 C SP DFI, #3 4 0 7 11 7 11 9 4 9 10 11 2 11 9 14 0 14 0 14 0 14 0 24' 0 C SP DFI, STUD 4 B 7 10 7 10 9 1 9 10 11 2 11 9 14 0 14 0 14 0 14 0 24' 0 C SP DFI, STANDARD 4 7 6 9 6 9 8 11 8 11 11 2 11 5 13 11 13 11 14 0 H 0 16" 0 C SPF HF //I / #^ 5 3 9 0 9 3 10 8 11 0 12 9 13 1 14 0 14 0 1 1 0 14 0 16" 0 C SPF HF #3 (5 1 9 0 9 0 10 8 10 8 12 9 12 9 1 1 0 14 0 14 0 14 0 16" 0 C SPF HF STUD 5 1 9 0 9 0 10 8 10 8 12 9 12 9 14 0 14 0 14 0 14 0 16" 0 C SPF HF STANDARD 5 1 8 1 8 I 10 8 10 8 12 9 12 9 1 1 0 14 0 14 0 14 0 16" 0 C SP DEI, //I 5 9 9 0 9 9 10 8 11 6 12 9 13 9 14 0 14 0 14 0 14 0 16" 0 C SP DEI, #2 5 7 9 0 9 9 10 8 11 6 12 9 13 9 14 0 14 0 14 0 14 0 16" 0 C SP DEI, #3 5 5 9 0 1 9 6 10 8 11 3 12 9 13 5 14 0 14 0 1 1 0 14 0 16" 0 C SP DEI, STUD 5 5 9 0 9 6 10 8 11 3 12 9 13 5 14 0 14 0 14 0 14 0 16" 0 C SP DEI, STANDARD •i 3 8 4 8 4 10 8 10 11 12 9 13 1 14 0 14 0 14 0 14 0 12" 0 C SPF HF #1 / H2 5 9 9 U 10 3 11 9 12 1 14 0 14 0 14 0 14 0 14 0 14 0 12" 0 C SPF HF //3 5 7 9 11 9 11 11 9 11 9 14 0 1 1 0 14 0 14 0 14 0 14 0 12" 0 C SPF HF STUD 5 7 9 11 9 II 11 9 11 9 14 0 1 1 0 14 0 14 0 14 0 14 0 12" 0 C SPF HF STANDARD 5 7 9 4 9 4 11 9 11 9 1 1 0 14 0 14 0 14 0 14 0 14 0 12" 0 C SP DEL in S 4 9 11 10 9 11 9 12 8 14 0 14 0 14 0 14 0 14 0 14 0 12" 0 C SP DEL HZ 6 a 9 11 10 9 11 9 12 8 14 0 14 0 14 0 14 0 14 0 14 0 12" 0 C SP DEL //3 5 11 9 11 10 6 11 9 12 5 14 0 14 0 14 0 1 1 0 14 0 14 0 12" 0 C SP DEL STUD 5 11 9 11 10 6 11 9 12 5 14 0 1 1 0 14 0 14 0 14 0 14 0 12" 0 C SP DEL STANDARD 5 9 9 7 9 7 11 9 12 1 14 0 14 0 14 0 14 0 14 0 14 0 DIACONAL BRACE OPTION VCRTICAL LPNCTH kfAX BE DOUBLED WHFN DIAGONAL BRACE IS UhDD CONNECI DIACONAL BRACE FOR 90011 AT EACH END MAX WEB TOTAL 1 ENCTH IS 14 VCRTICAL LENGTH SHOWN IN TABLE ABOVE CONNECT DIAGONAL Al MIDPOINI OF VCRTICAL WEB GABLE IRUSS 2X4 #3 OR BETTER DIACONAL BRACE SINGLE OR DOUBLE CUT (AS SHOWN) AI UPPER END 2X4 f2N OR BETTCR BRACING GROUP SprciCS AND GRADES CROUP A SPRUCF-PINC-riR HEM-FIR 11 / #2 STANDARD S3 STUD #2 STUD STANDARD DOUGLAS FIR-URCH SOUTHERN PINE </3 GROUP [ HEM-FIR ^1 <f BTR 1 nt niN riiiL GABLE TRUSS DETAIL NOTES LIVE LOAD DEFLECTION CRITERIA IS L/240 PROVIDE UPLIFT CONNECTIONS FOR 50 PLF OVER CONTINUOUS BEARING (5 PSF TC DPAD LOAD) GABLE END SUPPORTS LOAD FROM 4 0 OUTLOOKERS WIIH 2 0 OVERHANG OR 12 PLXWOOD OVERHANG ATTACH EACH L BRACE WITH lOd NAILS (0 128 x3 min ) * FOR (1) L BRACE SPACE NAILS AT 2 OC IN la END ZONES AND 4 OC BETWEEN ZONES ** FOR (2) L BRACES SPACE NAILS AT 3 0 C IN IB END ZONES AND 6 OC BETWEEN ZONES L BRACING MUST BF A MINIMUM OF BO" MEMBER LENGTH OF WFB GABLE VERTICAL PLATE SIZES VCRTICAL LENGTH NO SPLICE LESS THAN 4 0 1X4 OR 2X3 GREATER THAN 4 0 BUT LESS THAN 1) 6 2X4 GREATER THAN 11 6 2 5X1 RCrCR TO COMMON TRUSS DESIGN FOR PEAK SPLICC AND HEEL PLATCS REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGTH Building Components Group Inc Earth City MO 63045 ••WARNING"' Rt-AD AND FOLLOW ALL NOTES ON THIS SHEETi Tiusses icquire extreme care m fabricating handling shipping msiatling and bracing Refer Lo and follow BCSI (Buildmg Component Safety Infoi motion by TP! and WTCA) for safety pi actices pnor to peifoimuig these functions Insitalters shall pr ovide temporary bracing pei BCSI Unless noted othenvise lop chord shall have piopeily attached sltuctuial panels and bottom choid shall hove a ptopeih attached i igid ceilinf, Locations shown foi pel manent lateial t est i amt of webs shill have bracing mstalled pel SCSI sections B3 & B" See this job i. general nolcb page for moie infoimation "IMPORTANT • FURNISH COP> OF THIS DESICN TO INSTALLATION CONTRACTOR ITW Building Components Gioup Inc (ITWBCG) shall nol be responsible for eny d&viation fiom llii^ design en* failui e to bmld the tiuss in conformance with TPl or fjbncutme handling shipping mslallmt & bracing of Itus^es JTW0CG connecloi plales aie made of 20/18/IGGA (\1 H/S/h) ASTM A65J grade 37/4D/G0 (K/W'llS) galv steel Apply plates lo each face of truss positioned as shown above and on Joint Details A seal on this di awing oi covei page indicates acceptance and pi ofessionai engmeci ing i f sponaibility solelj foi thf Liuss component design shown The suitability and use of this componenL foi any building i*- the 1 esponsibihty of the Buildmg Designer pei AN3T/TP1 1 Sec 2 ITW-GCG wwwilwbcgcom Til www tpmsL com WTCA www sbcindustry com ICC www iccsafe oi g MAX TOT LD 60 PSF DUR FAC ANY MAX SPACING 24 0 REF ASCE7-05-GAB8515 DATE 1/1/09 DRWG A08515050109 VALLClj>nLL DETAIL THIS DWE PREPAREO FROM COMPUTER INPUT (LOADS 6. DIMENSIONS) SUBMITTED BY TRUSS MFR THIS DETAIL SHOWS TYPICAL VALLEY FILL FRAMING THAT WILL DISTRIBUTE ALL LOADS EQUALLY TO THE TRUSSES BELOW ALL CONNECTIONS AND LUMBER USED FOR THE FRAMING ARE TO BE DESIGNED BY OTHERS. NO ADDITIONAL LOADING IS REQUIRED ON THE TRUSSES BELOW PROVIDED THAT THE LOADS ON THE VALLEY FRAMING ARE EQUALLY DISTRIBUTED TO THE TRUSSES BELOW BY USE OF CRIPPLES AS SPECIFIED. (A) POST FROM RIDGE TO PURLIN OR TRUSS. IB) POST FROM RAFTER/RIDGE TO BEARING, GABLE, (D) POST FROM RAFTER TO PURLIN OR TRUSS « SEE ALPINE DRAWINGS FOR DESIGN OF TRUSSES BELOW NOTE, PLYWOOD SHEATHING IS REQUIRED BELOW THE VALLEY FILL TO BRACE THE TOP CHORD OF THE TRUSSES AND TO DISTRIBUTE THE LOADING. OH GIRDER BETWEEN CRIPPLES SECTION A-A TRUSSES (*) 4-0-0 MAX. BETWEEN CRIPPLES. VALLEY RAFTERS VALLEY RIDGE 1X6 OR ROOF SHEATHING PLT TYP Wave TPI-95 Desiqn Cntena TPI(STD) Scale °- 125"/Ft Alpine Engmeered Products^ Ino Sacramento. CA95828 ^"•HARNING"* TRUSSES HEUUIRE EXTREME CARE IN FABRICATION HAIIOLING SHIPPING INSTALLING AND BRACING REFER TO HIB 91 (HANDLING INSTALLING AND BRACIHG) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE 5B3 D'ONOFRIO OR SUITE ZOO HAOISON WI S3719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERHISE INOICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING '•IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATIOS CONTRACTOR ALPINE ENGINEERED PRODUCTS INC SHALL NOT BE RESPONSIBLE FOR ANY BEVIATION FROH THIS DESIGN ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE KITH TPI OR FABRICATING HANDLING SHIPPING INSTALLING ANO 6RACING OF TRUSSES THIS DESIGII CONFORHS Him APfLICABLE PROVlSIOtIS OF NDS (NATIONAL OESIGll SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI ALPINE CONNECTORS ARE HADE OF ZOGA ASTH A653 GR40 GALV STEEL EXCEPT AS NOTED APPLY CONNECTORS TO EACH FACE,OF TRUSS AND UNLESS OTHERHISE LOCATED OH THIS DESIGN POSITION CONHECTORS PER DRAWINGS 160 A Z THE SEAL OB THIS ORAVIHG IHOICATES ACCEPTANCE OF PROFESSIONAL EHGIKEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN SBOHN THE SUITABILITY AND USE OF THIS COMPONENT FOR AHY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 1935 SECTION 2 J'l REF ROgO - 14554 J'l DATE 07/19/99 J'l DRW 3 045,927 J'l CA-ENG / SEQN - 20538 GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing Follow the recommendations for handling, installing and temporary restraining and bracing of trusses Refer to BCSI - Guide tn Good Practice for Handling. Installing. Restraining & Bracing of Metal Plate Connected Wood Trusses*** for more detailed information Truss Design Drawings may specif/ locations of permanent lateral restraint or reinforcement for individual truss members Refer to the BCSI- 83*** for more information All other permanent bracing design is the responsibility of the building designer Spans over 60' may require complex permanent bracing. Please always consult a Registered Design Professional. NOTAS GENERALES Los trusses no estan marcados de ningun modo que idenWque la frecuenaa o localizaaon de restriccion lateral y amostre diagonal temporales Use las recomendaaones de manejo, instalaaon, restncoon y amostre temporal de los trusses Vea el folleto BCSI - Griia (IP Riiena Practira para el Manem. Instalaaon. Restnccmn v Amostre de In^ Trusses de Madera Conectados mn Pluras de Metal*** para informaaon mas detallada Los dibujos de diseno de los trusses pueden especrficar las localizaaones de restncoon lateral permanente o refuerzo en los miembros indivrduales del truss Vea la hoja resumen BCSI-B3*** para mas informaaon El resto de los disenos de arnostres permanentes son la responsabrlrdad del disenador del edrfrao WARNING' The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the struaure, or worse, serious personal injury or death lADVBRTENCIA' El resultado de un manejo, levantamrento, rnstalacron, restriccion y arrisotre rncorrecto puede ser la caida de la estructura o aun peor, heridos o muertos A eaWBOrai Bandmg and truss plates have sharp edges Wear gloves when handling and safety glasses when cutting banding immMLOB Chapas de metal tienen hordes afilados Lleve guantes y lentes protectores cuando corte las ataduras HANDLING — MANEJO tiiSiiiSM Avoid lateral bending Evite la flexion lateral ^ mmmm^ use special care in windy weather or near power lines and airports Spreader bar for truss ? Utilice cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos I The contractor is responsible for properly receiving, unloading and stonng the trusses at the jobsite Unload trusses to smooth surface to prevent damage ^ El contratista bene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra Descargue los trusses en la tierra liso para prevenir el dano Use proper rig- ging and hoisting equipment Use equipo apropiado para levantar e improvisar 0 DO NOT store unbraced bundles upnght 0 Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery If trusses are to be stored honzontally for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2 4 m) to 10' (3 m) on-center (o c) Los trusses pueden ser descargados directamente en el suelo en aquel momenta de entrega o almacenados temporalmente en contacto con el suelo despues de entrega Si los trusses estaran guardados honzontatmente para mas de una semana, ponga bloqueando de altura suficiente detras de la ptia de los trusses a 8 hasta 10 pies en centre (oc) For trusses stored for more than one week, cover bundles to protect from the environment Para trusses guardados por mas de una semana, DO NOT store on cubrn los paquetes para protegerlos del ambiente uneven ground Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses Vea el folleto BCSI*** para informaaon mas detal lada sobre el manejo y almacenado de los trusses en area de trabajo NO almacene verticalmente los trusses sueltos NO almacene en tierra desigual HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES (5 DONT overload the crane NO sobrecargue la grua 0 NEVER use banding to lift a bundle NUNCA use las ataduras para levantar un paquete 0 A single lift point may be used for bundles with trusses up to 45' (13 7 m) Two lift points may be used for bundles with trusses up to 60' (18 3 m) Use at (east 3 lift points for bundles with trusses greater than 60'(18 3 m) Puede usar un solo lugar de levantar para paquetes de trusses hasta 45 pies Puede usar dos puntos de levantar para paquetes mas de 60 pies Use por lo menos tres puntos de levantar para paquetes mas de 60 pies WARNING! Qo not over load supporting structure with truss bundle lADVERTENCZAi No sobrecargue la estructura apoyada con el paquete de trusses 0 Place truss bundles in stable position Puse paquetes de trusses en una posicion estable HOISTING RECOMMENDATIONS OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO 0 Trusses 20' (6 1 m) or less, support at peak Soporte del pico los trusses de 20 pies 0 menos *- Trusses up to 20' -i (6 1 m) Trusses hasta 20 pies <- Trusses up to 30' -> (9 1 m) Trusses hasta 30 pies HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint IS installed and the truss is fastened to the beanng points Sostenga cada truss en posicion con equipo de grua hasta que la restncoon lateral temporal de la cuerda supenor este instalado y el truss esta asegurado en los soportes !lUSi3 Using a single pick-point at the peak can damage the truss El USO de un solo lugar en el pico para levantar puede hacer daho al truss JTRUSSES UPTO AND OVER 60 (18 3 m]_ TRUSSES HASTA Y SOBRE 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION YARRIOSTRE TEMPORAL |ttSUS3 Refer to BCSI'B2^^* for more information Vea el resumen BCSI'B2*** para mas infor- maaon 0 Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column) Coloque los arnostres de tierra para el primer truss directamente en linea con cada una de las Was de restncoon lateral temporal de la cuerda superior (vea la tabia en la proxima columna) ® DO NOT walk on unbraced trusses WO camme en trusses sueltos —Top Chord Temporary Lateral Restraint (TCTLR) 2x4 min Brace first truss securely before erection of additional trusses STEPS TO SETTING TRUSSES Li4S MEDIDAS DE LA INSTALACION DE LOS TRUSSES 0 1) Install ground bracing 2) Set first truss and attach securely to ground bracing 3) Set next 4 trusses with short member temporary lateral restraint (see below) 4) Install top chord diagonal bracing (see below) 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below) 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below) 7) Repeat process on groups of four trusses until all trusses are set 1) Instate los arnostres de tierra 2) Instale el primero truss y ate seguramente al amostre de tierra 3) Instale los proximos 4 trusses con restncoon lateral temporal de miembro corto (vea abajo) 4) Instale el amostre diagonal de la cuerda superior (vea abajo) 5) Instale amostre diagonal para los pianos de los miembros secundarios para estabilice los primeros anco trusses (vea abajo) 6) Instale la restriccion lateral temporal y amostre diagonal para la cuerda inferior (vea abajo) 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados Ik^SiikSS Refer to BCSI-B2*** for more information Vea el resumen BCSI-B2*** para mas informacion RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES 0 This restraint & bracing method is for all trusses except 3x2 and 4x2 parBllel chord trusses (PCTs) See top of next column for temporary restraint and bracing of PCTs Este metodo de restrrccion y amostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2 Vea la parte supenor de la columna para la restncoon y amostre temporal de PCTs 1) TOP CHORD — CUERDA SUPERIOR Truss Span Longitud de Tramo Top Chord Temporary Lateral Restraint (TCTLR) Spacing Espaciamiento del Amostre Temporal de la Cuerda Supenor Up to 30' (9 1 m) 10' (3 m) 0 c max 30' (9 1m)- 45' (13 7 m) 8' (2 4 m) 0 c max 45' (13 7 m)- 60' (18 3 m) 6' (1 8 m) 0 c max 60' (18 3 m)- 80' (24 4 m)* 4' (1 2 m) 0 c max •Consult a Registered Design Professional for trusses longer than 60' (18 3 m) * Consul te a un Professional Registrado de Diseho para trusses mas de 60 pies 0 See BCSI-B2*** for TCTLR options Vea el BCSI-B2*** para las opciones de TCTLR ESS^l Refer to BCSI-B3*** for Gable End Frame re- straint/bracing/ reinforcement information Para informacion sobre restric- cion/arriostre/refuerzo para Armazones Hastiales vea et resumen BCSI-B3*** Note Ground bracing not shown for clanty 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web members LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! 10' (3 m] - 15' (4 6 m) max Same spacing as bottom chord lateral restramt 3) BOTTOM CHORD — CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two Bottom chords Repeat diagonal braces for each set of 4 trusses Repita los arn- sotres diagonales para cada grupo de 4 trusses Diagonal bracing Bottom chords Diagonal braces every 10 truss spaces 20' (6 1 m) max Note Some chord and web members not shown for clanty Diagonal braces every 10 truss spaces 20' (6 1 m) max Note Some chord and web members not shown for clarity RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 19: (3 m)"'. . Diagonal bracing Repeat diagonal bracing every 15 truss spaces 30' |U2||Ui3 liefer to BCSI-B7*** for more information Vea el resumen BCSI-B7*** para mas informacion Apply diagonal brace to vertical webs at end of cantilever and at beanng locations All lateral restraints lapped at least lv*o trusses *Top chord temporary lateral restraint spacing shall be 10' (3 m) o c max for 3x2 chords and 15' (4 6 m) 0 c lor 4x2 chords INSTALLING - INSTALACION 0 Tolerances for Out-of-Plane Tolerancias para Fuera-de-Plano 121 Tolerances for Out-of-Plumb Tolerancias para Fuera-de-Plomada Out-of-Plumb D/50 D(ft) 1/4 (6 mm) 1 (0 3 m) 1/2 (13 mm) 2 (0 6 m) 3/4 (19 mm) 3 (0 9 m) 1 (25 mm) 4 (12 m) 1-1/4 (32 mm) 5 (1 6 m) 1-1/2 (38 mm) 6 (1 8 m) 1-3/4 (45 mm) 7 (2 1 m) 2 (51 mm) >8 (22 4 m) CONSTRUCTION LOADING CARGA DE CONSTRUCCION O DO NOT proceed with construction until all lateral restraint and bracing ts securely and properly in place WO proceda con la construccion hasta que todas las restnc- ciones laterales y los arnostres esten colocados en forma apropiada y segura DO NOT exceed maximum stack heights Refer to BCSI-B4*** for more informahon WO exceda las alturas maximas de monton Vea el resumen BCSI-B4*** para mas informacion Out-of-Plane Max Bow Truss Length 3/4 12 5 (19 mm) (3 8 m) 7/8 146 (22 mm) (4 5 m) 1 16 7 (25 mm) (5 1 m) 1 1/8 188 (29 mm) (5 7 m) 1 1/4 20 8 (32 mm) (6 3 m) 1-3/8 22 9 (35 mm) (7 0 m) 1-1/2 25 0 (38 mm) (7 6 m) 1 3/4 29 2 (45 mm) (8 9 m) 2 >33 3 (51 mm) (10 1 m) Maximum Stack Height for Matenal on Trusses Materia) Height Gypsum Board 12- (305 mm) Plywood or OSB 16 (406 mm) Asphalt Shingles 2 bundles Concrete Block 8 (203 mm) Clay Tile 3-4 tiles high <5 DO NOT ovedoad small groups or single trusses NO sobrecargue pequehos grupos o trusses individuales O NEVER stack matenals near a peak or at mid-span NUNCA amontone los matenales cerca de un pico 0 Place loads over as many trusses as possible Coloque las cargas sobre tantos trusses como sea posible 0 Position loads over load beanng walls Coloque las cargas sobre las paredes soportantes ALTERATIONS - ALTERACIONES IliiSUSa Refer to BCSI-B5 *** Vea el resumen BCSI-BS *** DO NOT cut, alter, or dnil any structural member of a truss unless specifically permitted by the truss design drawing NO corte, altere o perfore ningun miembro estructural de un truss, a menos que este especificamente permitido en el dibujo del diseho del truss lySiUia Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void Trusses que se ban sobrecargado durante la construccion o ban sido alterados sin la autorizacion previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantia limitada del Fabri- cante de Trusses Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance To view a non prrnting PDF of this document visit» NOTE The truss manufecturer and truss designer rely on the presumption that the contractor and crane operator {if applicabte) are professionals with the capability to undertake the work they have agreed to do on any given project If the contractor believes it needs assistance in some aspect of the construction project it should seek assistance from a competent party The methods and procedures outlined in this document are mtended to ensure that the overall construction techniques employed will put the trusses into place SAFELY These recommendations for handling installing restraining and bracing trusses are based upon the collective experience of leadmg personnel involved with truss design manufacture and installation but must due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor It is not intended that these recommendations tje interpreted as supenor to the building designer's design specification for handling installing restraining and bracing tnjsses and it does not preclude the use of other equivalent methods for restrammg/bracing and providing stability for the walls columns, floors, roofs and all the interrelated structural building components as determined by the contractor Thus WTCA and TPI expressly disclaim any responsibility for damages arising from the use applicabon or reliance on the recommendations and information contained herein ma 6300 Enterprise Lane • Madison, WI S3719 608/274 4849 • www/sbcindustry com TRUSS PLATE INSTITUTE 218 N Lee St, Ste 312 . Alexandria, VA 22314 703/683 1010 ' www tpinst org iADVERTENCTA I ^^^^ RESUMEN DE LA GUIA DE BUENA PRACTICA PARA EL MANEJO, INSTALACION, RESTRICCION YARRIOSTRE DE LOS TRUSSES PCR10050 2606 ELAGUIIAST GILMORE RES DEFERRED TRUSS • cv Approved / Date BUILDING UIAO^IAM' PLANNING r ENGINEERING FIRE Expidite? Y N fw y f 1 JJ HazMat *' APCD Health Forms/Fees Sent Read Due? By Enema V N Fire Y N HazHealthAPCD V N PE&M V H School Y N Sewer Y N Stormwater Y N Special Inspection Y N CFD Y N LandUse ImpArea FY Factor PFF Y N Comments Date Date Date Date Building Planning Engineenng Fire Need? • Done ' • Done • Done • Done • Done Application Complete? Fees Complete? N N By By fl