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Home My WebLink About2716 ANTA CT; ; CB063179; Permit11-06-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Patio/Deck Permit Permit No CB063179 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 2716ANTACTCBAD PATIO 2153104202 Lot# $2,655 00 Construction Type SERVIN RES- REPLACE 177 SF DECK <ffi FRONT-OVER GARAGE 0 NEW Applicant SERVIN NICK S&ROSALIA 2716ANTACT CARLSBAD CA 92009 Status Applied Entered By Plan Approved Issued Inspect Area Plan Check# Owner SERVIN NICK S&ROSALIA 2716ANTACT CARLSBAD CA 92009 ISSUED 11/06/2006 RMA 11/06/2006 11/06/2006 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES $4579 $000 $2976 $000 $1 00 $000 $000 $000 $000 $7655 Total Fees $76 55 Total Payments To Date $76 55 Balance Due $000 PERM r Hi»8 irK-W) «N ACCORDANCE WfTH C.B C. SEC J iOft 106 4 4 Ab AMOvDBD BY C M C 18 04 030 SOAPuRE. Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactionsn You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review, set aside, void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 FOR OFFICE USE ON PLAN CHECjCNO._L EST.VAL p(£jT Plan Ck Deposit Validated By / f Date 11 1 L/C) Jf/9(-> 4l/w —/ 1114\ • us ( ix Busiriess Name fat this address)Address (include Bldg/Suite ff) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor's Parcel #Existing Usa Proposed Use #of Stories a of Bedrooms $ of Bathrooms Name Address Fax # Name Address City State/Zip Telephone # Name Address City State/Zip Telephone # (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 ha is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars IS500]) Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued n I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) [3 CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor coda, interest and attorney's fees SIGNATUREDATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The 'Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor^) licensed pursuant to the Contractor's License Law) f| I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement O YES QNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work, but I have contracted (hired)^ the following persons to provide the work indicated (include name / address / phone number / type of work) __ / ~j j DATE //'PROPERTY OWNER SIGNATURE _ _ iiL^iirFls^ctl^ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES [J NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES D NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply W1*h all City ordinances and State laws relating to building construction I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 1 80 days tram the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced lor ao^nod of ISttdays (Section 106 4 4 Uniform Building Code) APPLICANT'S SIGNATURE DATE WHITE File YELLOW Applicant PINK Finance City of Carlsbad April 5, 2007 NICK & ROSALIA SERVIN 2716 AN ATA CT CARLSBAD CA 92009 RE: BUILDING PERMIT EXPIRATION PERMIT TYPE: PATIO Building Department Permit Number CB063179 Issue Date 11/06/2006 ADDRESS: 2716 ANT A CT PLEASE CALL FOR AN INSPECTION IF WORK IS COMPLETE Our records indicate that your building permit will expire by limitation of time on 05/07/2007 The provisions of UBC, Section 106 4 4 as amended by the Carlsbad Municipal Code state "EXPIRATION Every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit (unless issued prior to 7/1/99 which is one year from date of permit), or if the building or work authorized by such permit is stopped at any time after the work is commenced for a period of 180 days or if the building or work authorized by such permit exceeds three calendar years from the issuance date of permit. Work shall be presumed to have commenced if the permittee has obtained a required inspection approval of work authorized by the permit by the Building Official within 180 days of the date of permit issuance Work shall be presumed to be stopped if the permittee has not obtained a required inspection approval of work by the Building Official within each 180 day period upon the initial commencement of work authorized by such permit Before such work can be recommenced, a new permit shall be obtained to do so, and the fee, therefore, shall be one-half the amount required for a new permit for such work, and provided that no changes have been made or will be made in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exceeded one year In order to renew action on a permit after expiration, the permittee shall pay a new permit fee Any person holding an unexpired permit may apply for an extension of the time within which work may commence under that permit when the permittee is unable to commence work within the time period required by this section for good and satisfactory reasons The Building Official may extend the time for action by the permittee for a period not exceeding 180 days on written request by the permittee showing that circumstances beyond the control of the permittee have prevented action from being taken No permit shall be extended more than once Please check below indicating your intentions and return this letter to us Project abandoned A new permit will be obtained prior to commencing work No fee extension requested for 180 days (attach a letter of explanation) Renewal permit requested If the project has been completed and only a final inspection is needed, please call the inspection request line at (760) 602-2725 if you have any questions, please contact the Building Inspection Department at (760) 602-2700 Christine Wauschek Office Specialist 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 - (76O) 602-27OO • FAX (76O) 6O2-856O City of Carlsbad Bldg Inspection Request For 05/14/2007 Permit# CB063179 Title SERVIN RES-REPLACE 177 SF Description DECK @ FRONT-OVER GARAGE Inspector Assignment PY Type PATIO Sub Type Job Address 2716 ANTA CT Suite Lot 0 Location APPLICANT SERVIN NICK S&ROSALIA Owner SERVIN NICK S&ROSALIA Remarks CAN YOU FINAL THIS PERMIT? Phone Inspector Total Time CD Description 19 Final Structural Act Comment Requested By CHRISTINE Entered By CHRISTINE Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments 11/07/2006 14 Frame/Steel/Bolting/Weldmg AP PY City of Carlsbad Bldg Inspection Request For 11/07/2006 Permit* CB063179 Title SERVIN RES-REPLACE 177 SF Description DECK @ FRONT-OVER GARAGE Type PATIO Sub Type Job Address 2716 ANTA CT Suite Lot 0 Location OWNER SERVIN NICK S&ROSALIA Owner SERVIN NICK S&ROSALIA Remarks FRAME INSPECTION OF REPAIRS Inspector Assignment Phone 7609311792 Inspector Total Time CD Description Act Comment 14 Frame/Steel/Bolting/Weldmg Requested By NICK Entered By CHRISTINE Comments/Notices/Hold Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments May 24 07 0550p Nick Servm 760-931-1892 P1 2xDBL TOP FL^TE SCALE 1" = r-CT SEAM PER FLAN 5A36 e ANALYSIS INHYDRAULICS 2382 F Camino V\da Rattle CARLSBAD, CA 92009 (760) S31-f792(760) B31-1B93 Fax LOCATION CLIENT DATE-JW JOB NO May 24 07 0551p Nick Servm 760-931-1892 Combination Roof and Floor Baamr 2001 California Building Coda (91 NDSMVer 701 10 By NICK SERVIN , SERVIN ENGINEERING, INC on 05-08-2007 .11 45 06 AM Proiect SERVIN DECK-Location FB2 AT KITCHEN/LIVINGSummary. 3.5 IN x 11 25 IN x 10 D FT / 2 DE Parallam - Tare JoistSection Adequate By 118.3% Controlling Factor: Section Modulus / Depth Required 3 59 In Deflections Dead Load DLD= 010 IN Live Load LLD= 0,12 IN = L/98S Total Load TLD= 022 IN = L/538 Reactions fEach End)-Live Load: LL-Rxn= 2240 LB Dead Load; DL-Rxn= 1875 LB Total Load TL-Rxn= 4115 LB Bearing Length Required (Beam only, support capacity not checked) BL= 1 57 IN Beam DataSpan L= 10.0 FT Maximum Unbraced Span Lu= 0.0 FT Live Load Deflect Criteria L/ 360Total Load Deflect Criteria L/ 240 Non-Snow Live Load Roof Loaded Area RLA= 800 SF Live Load Method Method = One Roof LoadingRoof Live Load-Side One RLL1= 160 PSF Roof Dead Load-Side One RDL1 = 15 0 PSFRoof Tributary Width-Side One- RTWt= 80 FT Roof Uve Load-Side Two. RLL2= 160 PSF Roof Dead Load-Side Two1 RDL2= 150 PSF Roof Tributary Width-Side Two RTW2= 00 FTRoof Duration Factor Cd-raof^ 1 -25 Floor Loabinq: Floor Live Load-Side One: FLL1- 40.0 PSF Floor Dead Load-Side One FDL1= 15 0 PSF Floor Tributary Width-Side One- FTW1= 80 FT Floor Live Load-Side Two: FLL2= 400 PSFFloor Dead Load-Side Two FD^= 150 PSF Floor Tributary Width-Side Two FTW2= 00 FT Floor Duration Factor Cd-floor= 1 00Wall Load WALL= 120 PLF Beam Loads- Roof Uniform Live Load: wL-roof= 128 PLF Roof Uniform DeadLoad (Adjusted for roof pitch) wD-roof* 126 PLFFloor Uniform Uve Load wl-Floor* 320 PLF Floor Uniform Dead Load. wD-floor= 120 PLF BaamSeJf Weight BSW= 9 PLF Combined Uniform Live Load wL- 44B PLF Combined Uniform Dead Load wf>= 375 PLFCombined Uniform Total Load, wT* 823 PLF Controlling Total Design Load wT-cont= 823 PLF Properties For 2 DE Parallam-Trus JoistBendlrw Stress. Fb= 2900 PSIShear Stress- Fv* 290 PSI Modulus of Elasticity E* 2000000 PSI Stress Perpandicularto Grain: Fc_perp=: 750 PSI Adjusted PropertiesFb'(Tension)- Fb'- 3651 PSI Adjustment Factors Cd=1 25 CF-1 01Fv1 Fv'= 363 PSI Adjustment Factors. Gd=125 Design RequirementsControlling Moment' M= 10286 FT-LB 5 D ft from left support Critical moment created by combining all dead and live loadsControlling Shear V= 3374 LB At a distance d from support Critical shear created by combining all dead and live loads.Comparisons With Required Sections Section Modulus (Moment)- Area (Shear) Moment of Inertia (Deflection). 33.8173.83 1398 3933 18515 41528 IN3IN3IP42 IN2IN4 IN4 May 24 07 0551p Ntck Servm 760-931-1892 p3 Structural Calculations For Project: Deck Repair & Remodel for Rosalia & Nick Servin 2716 Anta Court Carlsbad, California 92009 Servin Engineering, Inc. 2382 Camino Vida Roble, Suite F Carlsbad, CA 92011 (760) 931-1792, FAX: (760) 931-1892 uservin(fl),servin-engmcering.com JOB NUMBER: 21798 December 8,2006 RCE 33,538, EXPIRES 6/30/2008 Engineer does not take any responsibility for construction, or control of the job Engineer's responsibility is solely limited to the design of the structural members included herein Any changes to design, structural members or configuration shall void calculations Supervision may be contracted for assurance of proper construction. SHEET INDEX No. 1 2 3 4 5 DESCRIPTION Engineering Assumptions Framing Calculations Footing Calculations, Pads Lateral Calculations, Wind & Seismic Shear Wall Schedule & Miscellaneous details SHEETS i Fl- Pl- U - ENGINEERING ASSUMPTIONS ROOF: DEAD LOADS: TILE 12 PSF SHINGLES 3 PSF FRAMING 5 PSF 5 DRYWALL 2 PSF 2 ,;„ MISC 2 PSF 2 ft PLYWOOD 3_ PSF 3 PSF I TOTAL 22 PSF 15 PSF LIVE LOADS: SLOPE < 4-12 20 PSF SLOPE > 4 12 16 PSF FLOOR: JDE AD LOADS: !l FRAMING 6 PSF / ' PLYWOOD 3 PSF $"' CARPET/PAD 1 PSF CEILING 3 PSF MISCELLANEOUS 2 PSF TOTAL 15 PSF WALLS: 12 PSF LIVE LOADS: ~\ FLOOR 40 PSF ,> DECK 60 PSF INVESTIGATION BY: None Available 1,000 PSF SOIL BEARING PRESSURE FRAMING: 1S74X-TRAMING Fv PSI Fb PSI E PSI DFL#2MINU N O DFL#1 MINU N O 20EWS 95 85 290 875 1,350 2,900 1,600,000 1,600,000 2,000,000 CONCRETE: STEEL: 2,500 AT 28 DAYS 40,000 PSI \\Servineng\data\jolui\DUobsVNick ServinVAntaCourtVATITLEl wpd Roof Beamf 2001 California Building Code (91 NDS) 1 Ver 701 10 By Nick Servm , Sen/in Enqmeenng, Inc on 12-08-2006 121744AM Proiect SERVIN DECK - Location RB1 RIDGE BM EXISTING Summary 3 5 IN x 13 25 IN x 14 0 FT / #2 - Douqlas-Fir-Larch - Dry Use Section Adequate By 10 7% Controlling Factor Section Modulus / Depth Required 12 59 In Deflections Dead Load A/tf C.//4Ar££l- C6~ft-& /^zvt /*asi'7sJLjLive Load ' ' *fx'^ Total Load 0*Jcy Reactions (Each End) / Live Load Dead Load Total Load Beanng Length Required (Beam only, support capacity not checked) Beam Data Span Maximum Unbraced Span Pitch Of Roof Live Load Deflect Cntena Total Load Deflect Cntena Non-Snow Live Load Roof Loaded Area Live Load Method Roof Loading Roof Live Load-Side One Roof Dead Load-Side One Tnbutary Width-Side One Roof Live Load-Side Two Roof Dead Load-Side Two Tributary Width-Side Two Roof Duration Factor Beam Self Weiqht Slope/Pitch Adjusted Lenqths and Loads Adiusted Beam Length Beam Uniform Live Load Beam Uniform Dead Load Total Uniform Load Properties For #2- Douqlas-Fir-Larch Bending Stress Shear Stress Modulus of Elasticity Stress Perpendicular to Gram Adjusted Properties Fb' (Tension) Adjustment Factors Cd=1 25 CF=1 00 Fv' Adjustment Factors Cd=1 25 Design Requirements Controlling Moment 7 0 ft from left support Cnticai moment created by combining all dead and live loads Controlling Shear At a distance d from support Cnticai shear created by combining all dead and live loads Comparisons With Required Sections Section Modulus (Moment) Area (Shear) Moment of Inertia (Deflection) DLD= •* LLD^ TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= RP= LI L! RLA= Method = LL1 = DL1 = TW1 = LL2= DL2= TW2= Cd= BSW= Ladp wL= wD adi= wT= Fb= Fv= E= Fc_perp= Fb'= Fv'= 014 0 13 027 1176 1233 2409 1 10 140 00 4 240 180 1470 One 160 150 105 160 150 00 1 25 10 140 168 176 344 875 95 1600000 625 1094 119 IN IN = L/1256 IN = 17613 LB LB LB IN FT FT 12 SF PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI M= V= Sreq= Areq= A= lrea= 8430 2071 9249 10241 2616 4638 19912 67848 FT-LB LB IN3 INS IN2 1N2 IN4 IN4 Floor Joistf 2001 California Buildmq Code (91 NDS)lVer 701 10 By Nick Servm , Servm Engineering, Inc on 12-08-2006 121758AM Proiect SERVIN DECK - Location 1)1 Summary 1 5 IN x 7 25 IN x 9 33 FT (4 + 5 3 ) @ 16 0 C / #2 - Douqfas-Fir-Larch - Dry Use Section Adequate By 16 5% Controlling Factor Section Modulus / Depth Required 6 72 In Center Span Deflections Dead Load DLD-Center= 0 00 Live Load LLD-Center= -0 01 Total Load TLD-Center= -0 01 Right Cantilever Deflections Dead Load DLD-Riqht= 0 05 Live Load LLD-Riqht= 0 16 Total Load TLD-Right= 0 21Center Span Left End Reactions {Support A) Live Load LL-Rxn-A= 107 Dead Load DL-Rxn-A= -31 Total Load TL-Rxn-A= 76 Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn-A-mm= -220 Beannq Lenqth Required (Beam only, support capacity not checked) BL-A= 0 08 Center Span Riqht End Reactions (Support B) Live Load LL-Rxn-B= 580 Dead Load DL-Rxn-B= 218 Total Load TL-Rxn-B= 798 Beannq Lenqth Required (Beam only, support capacity not checked) BL-B= 0 85 Dead Load Uplift F S FS= 1 5 Joist Data Center Span Lenqth L2= 4 0 Right Cantilever Lenqth L3= 5 33 Floor sheathmq applied to top of joists-top of joists fully braced Live Load Duration Factor Cd= 1 00 Live Load Deflect Cnteria L/ 480 Total Load Deflect Criteria L/ 360 Center Span Loading Uniform Floor Loading Live Load LL-2= 40 0 Dead Load DL-2= 150 Tota! Load TL-2= 55 0 Total Load Adiusted for Joist Spacing wT-2= 73 Riqht Cantilever Loading Uniform Floor Loading Live Load LL-3= 40 0 Dead Load DL-3= 150 Total Load TL-3= 55 0 Total Load Adjusted for Joist Spacing wT-3= 73 Properties For #2- Douqlas-Fir-Larch Bendmq Stress Fb= 875 Shear Stress Fv= 95 Modulus of Elasticity E= 1600000 Stress Perpendicular to Gram Fc-perp= 625 Adjusted Properties Fb' (Compression Face in Tension) Fb - 1108 Adjustment Factors Cd=1 00 CN3 92 CF=1 20 Cr=1 15 Fv' Fv'= 95 Adiustment Factors Cd=1 00 Design Requirements Controllmq Moment M= -1042 Over left support of span 3 (Riqht Span) Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Controllmq Shear V= 363 At a distance d from riqht support of span 2 (Center Span) Cntical shear created by combining all dead loads and live loads on span(s) 2, 3 Decking Information Plywood Thickness T= 3/4 Plywood is qlued Moment Of Inertia Calculations For Glued Floor Joist Area A-|oist= 1088 Plywood Area A-ply= 2 00 Section Centroid C= 4 25 Moment Of Inertia l-comb= 74 66 Comparisons With Required SectionsSection Modulus (Moment) Sreq= 11 28 S= 1314 Area (Shear) Areq= 5 73 A= 1088 Moment of Inertia (Deflection) lreq= 4412l-comb= 74 66 IN IN = L/4268 IN = L/3303 IN IN = 2L/822 IN = 2L/609 LB LB LB LB IN LB LB LB IN FT FT PSF PSF PSF PLF PSF PSF PSF PLF PSI PS I PSI PSI PSI PSI FT-LB LB IN 1N2 IN2 IN ABOVE BASE IN4 IN3 IN3 IN2 IN2 IN4 IN4 r Floor Joist[ 2001 California Buildinq Code (91 NDS)lVer 701 10 By Nick Servm , Servm Engineering, Inc on 12-08-2006 121801AM Protect SERVIN DECK - Location fj2 Summary 1 5 IN x 7 25 IN x 9 33 FT (4 + 5 3 ) @ 16 O C / #2 - Douqlas-Fir-Larch - Dry Use Section Adequate By 16 5% Controlling Factor Section Modulus / Depth Required 6 72 In Center Span Deflections Dead Load DLD-Center= Live Load LLD-Center= Total Load TLD-Center= Right Cantilever Deflections Dead Load DLD-Riqht= Live Load LLD-Riqht= Total Load TLD-Right= Center Span Left End Reactions (Support A) Live Load LL-Rxn-A= Dead Load DL-Rxn-A= Total Load TL-Rxn-A= Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn-A-mm= Bearmq Lenqth Required (Beam only, support capacity not checked) BL-A= Center Span Riqht End Reactions (Support B) Live Load LL-Rxn-B= Dead Load DL-Rxn-B= Total Load TL-Rxn-B= Bearing Lenqth Required (Beam only, support capacity not checked) BL-B= Dead Load Uplift F S FS= Joist Data Center Span Lenqth L2= Right Cantilever Lenqth L3= Floor sheathinq applied to top of joists-top of joists fully braced Live Load Duration Factor Cd= Live Load Deflect Cntena L/ Tota! Load Deflect Critena L/ Center Span Loadmq Uniform Floor Loading Live Load LL-2= Dead Load DL-2= Total Load TL-2= Total Load Adiusted for Joist Spacing wT-2= Right Cantilever Loading Uniform Floor Loading Live Load LL-3= Dead Load DL-3= Total Load TL-3= Total Load Adiusted for Joist Spacing wT-3= Properties For #2- Douqlas-Fir-Larch Bendinq Stress Fb= Shear Stress Fv= Modulus of Elasticity E= Stress Perpendicular to Grain Fc-perp= Adjusted Properties Fb1 (Compression Face in Tension) Fb'= Adjustment Factors Cd=1 00 Cl=0 92 CF=1 20 Cr=1 15 Fv1 Fv'= Adiustment Factors Cd=1 00 Design Requirements Controlltnq Moment M= Over left support of span 3 (Riqht Span) Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Controllmq Shear V= At a distance d from nqht support of span 2 (Center Span) Cntical shear created by combining all dead loads and live loads on span(s) 2, 3 Decking InformationPlywood Thickness T= Plywood is qlued Moment Of Inertia Calculations For Glued Floor Joist Area A-ioist= Plywood Area A-plv= Section Centroid C=Moment Of Inertia l-comb= Compansons With Required Sections Section Modulus (Moment) Sreq=S= Area (Shear) Areq= A= Moment of Inertia (Deflection) lreq=l-comb^ 000 -001 -001 005 016 021 107-3176 -220 008 580 218 798 085 1 5 40 533 1 00 480 360 400 150 550 73 400 150 550 73 87595 1600000 625 -1042 363 IN IN = L/4268 IN = L/3303 IN IN=2L/822 IN = 2L/609 LB LB LB LB IN LB LB LB IN FT FT PSF PSF PSF PLF PSF PSF PSF PLF PS I PSI PSI PSI 1108 PSI 95 PSI FT-LB LB 3/4 IN 1088 IN2 2 00 IN2 425 IN ABOVE BASE 74 66 IN4 1128 INS 1314 IN3 5 73 IN2 10 88 IN2 4412 IN4 74 66 IN4 Combination Roof and Floor Beamf 2001 California Building Code (91 NDS) 1 Ver Bv Nick Sen/in , Sen/in Engineering, Inc on 12-08-2006 121750AM Proiect SERVIN DECK-Location GB1 Garage Beam Summary (1) 0 25 IN Steel Flitch Plate(s) x 3 5 IN x 13 25 IN x 16 0 FT / #2 - Douglas-Fir-Larch Section Adequate By 41 3% Controlling Factor Section Modulus * Flitch beams must be bolted together to ensure that the individual parts act as a unit See the National Design Specification for wood construction for bolt capacities and design specifications Deflections Dead Load DLD= Live Load LLD= Total Load TLD= Reactions (Each End) Live Load LL-Rxn= Dead Load DL-Rxn= Total Load TL-Rxn= Bearing Length Required (Beam only, support capacity not checked) BL= Beam Data Span L= Maximum Unbraced Span Lu= Live Load Deflect Criteria L/ Total Load Deflect Criteria L/ Non-Snow Live Load Roof Loaded Area RLA= Live Load Method Method = Roof Loading Roof Live Load-Side One RLL1 = Roof Dead Load-Side One RDL1 = Roof Tributary Width-Side One RTW1 = Roof Live Load-Side Two RLL2= Roof Dead Load-Side Two RDL2= Roof Tnbutary Width-Side Two RTW2= Roof Duration Factor Cd-roof= Floor Loading Floor Live Load-Side One FLL1 = Floor Dead Load-Side One FDL1 = Floor Tributary Width-Side One FTW1 = Floor Live Load-Side Two FLL2= Floor Dead Load-Side Two FDL2= Floor Tributary Width-Side Two FTW2= Floor Duration Factor Cd-floor= Wall Load WALL= Beam Loads Roof Uniform Live Load wL-roof= Roof Uniform Dead Load (Adjusted for roof pitch) wD-roof= Floor Uniform Live Load wL-floor= Floor Uniform Dead Load wD-floor= Beam Self Weight BSW= Combined Uniform Live Load wL= Combined Uniform Dead Load wD= Combined Uniform Total Load wT= Controlling Total Design Load wT-cont= Properties For #2- Douglas-Fir-Larch Bending Stress Fb= Shear Stress Fv= Modulus of Elasticity E= Stress Perpendicular to Gram Fcmperp= Properties For steel plate 701 10 Yield Stress Modulus of Elasticity Adjusted Properties Fb' (Tension) Adjustment Factors Cd=1 25 CF=1 00 FV Adiustment Factors Cd=1 25 Flitch Design Reguirements Modular Ratio (E-st!/E-wood) Transformed Section Width Allowable Steel Bending stress Limited Bending Stress for Transformed section Controlling Bending Stress for Wood Transform Plate Width to Thickness Ratio Limiting Width to Thickness Ratio for Fv= 4*Fy Allowable Steel Shear Stress Limited Shear Stress for Wood Transform Controlling Allowable Shear Stress for Wood Transform Fy= E= Fb'= Fv'= w-trans= Fb-stl= Fb-stl-lim= Fb-cont= (d/w-plate)= AWSL= Fv-stl= Fv-stl-lim= Fv-cont= 013 015 028 2048 1740 3788 1 73 160 00 360 240 960 One 160 150 20 160 120 40 1 25 400 150 20 400 12020 1 00 60 96 82 160 54 21 256 218 474 474 87595 1600000 625 36 29000 1813 80321600 1192 1094 530 633314400794119 IN IN = L/1267 IN = L/685 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PS I PS I PS I PS I KSI KSI 1094 PS I 119 PSI IN PSI PSI PSI PSI PSI PSI F Page 5 Combination Roof and Floor Beam[ 2001 California Buildinq Code (91 NDS) 1 Ver 7 01 10 Bv Nick Servtn , Servm Engineering, Inc on 12-08-2006 12 17 51 AM Project SERVIN DECK -Location GB1 Garage Beam Percentage of Load Carned by Steel Plate Steel%= 56 4 % Design Requirements Controlling Moment M= 15153 FT-LB 8 0 ft from left support Critical moment created by combining all dead and live loads Controlling Shear V= 3788 LB At support Critical shear created by combining all dead and live loads Compansons With Required Sections (Equivalent Transformed Section) Section Modulus (Moment) Sreq= 166 25 INS S-trans= 23500 INS Area (Shear) Areq= 47 85 IN2 A-trans= 10641 IN2 Moment of Inertia (Deflection) lreg= 545 44 IN4 l-trans= 155686 IN4 Combination Roof and Floor Beamf 2001 California Buildmq Code (91 NDS) 1 Ver By Nick Sen/in , Servin Engineering, Inc on 12-08-2006 121753AM Proiect SERVIN DECK-Location GB2 EXISTING INTERIOR Summary 5 5 IN x 15 5 IN x 19 5 FT / #1 - Douqlas-Fir-Larch - Dry Use Section Adequate By 56% Controlling Factor Section Modulus/Depth Required 15 09 In Deflections Dead Load DLD= Live Load LLD= Total Load TLD= Reactions (Each End) Live Load' LL-Rxn= Dead Load DL-Rxn= Total Load TL-Rxn= Bearing Length Required (Beam only, support capacity not checked) BL= Beam Data Span L= Maximum Unbraced Span Lu= Live Load Deflect Criteria L/ Total Load Deflect Criteria L/ Non-Snow Live Load Roof Loaded Area RLA= Live Load Method Method = Roof Loadmq Roof Live Load-Side One RLL1 = Roof Dead Load-Side One RDL1 = Roof Tributary Width-Side One RTW1 = Roof Live Load-Side Two RLL2= Roof Dead Load-Side Two RDL2= Roof Tributary Width-Side Two RTW2= Roof Duration Factor Cd-roof= Floor Loading Floor Live Load-Side One FLL1 = Floor Dead Load-Side One FDL1 = Floor Tributary Width-Side One FTW1 = Floor Live Load-Side Two FLL2= Floor Dead Load-Side Two FDL2= Floor Tnbutary Width-Side Two FTW2= Floor Duration Factor Cd-floor= Wall Load WALL= Beam Loads Roof Uniform Live Load wL-roof= Roof Uniform Dead Load (Adjusted for roof pitch) wD-roof= Floor Uniform Live Load wL-floor= Floor Uniform Dead Load wD-floor= Beam Self Weight BSW= Combined Uniform Live Load wL= Combined Uniform Dead Load wD= Combined Uniform Total Load wT= Controlling Total Design Load wT-cont= Properties For #1- Douqlas-Fir-Larch Bending Stress Fb= Shear Stress Fv= Modulus of Elasticity E= Stress Perpendicular to Grain Fc_perp= Adjusted Properties Fb' (Tension) Fb'= Adjustment Factors Cd=1 25 CF=0 97 Fv' Fv'= Adiustment Factors Cd=1 25 Design Reguirements Controlling Moment M= 9 75 ft from left supportCritical moment created by combining all dead and live loads Controlling Shear V~ At a distance d from support Cntical shear created by combining all dead and live loads Comparisons With Required Sections Section Modulus (Moment) Sreq= 701 10 042 030 071 2418 3431 5849 1 70 195 00 360 240 2340 One 140150100 140 120201 25 400150 20 400 120 00 1 00 120 168 1838030 18 248 352 600 600 1350 85 1600000625 Area (Shear) Moment of Inertia (Deflection) AregA lrea 28514 5147 20861 22023 7266 8525 125083 170678 IN IN = L/792 IN = L/327 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI 1640 PSI 106 PSI FT-LB LB INS IN3 IN2 IN2 IN4 IN4 Combination Roof and Floor BeamF 2001 California Butldinq Code (91 NDS) 1 Ver Bv NickServm , Sen/in Enqmeenng, Inc on 12-08-2006 121746AM Proiect SERVIN DECK - Location FB1 EX BEAM AT LIVING Summary '3 5 IN x 11 25 IN x 11 1 FT / 2 OE Parallam - Trus Joist Section Adequate By 64 0% Controlling Factor Moment of Inertia / Depth Required 9 54 InDeflections Dead Load DLD= Live Load LLD= Total Load TLD= Reactions (Each End) Live Load LL-Rxn= Dead Load DL-Rxn= Total Load TL-Rxn= Bearing Length Required (Beam only, support capacity not checked) BL= Beam Data Span |_= Maximum Unbraced Span Lu= Live Load Deflect Criteria \j Total Load Deflect Criteria L/ Non-Snow Live Load Roof Loaded Area RLA= Live Load Method Method =Roof Loadmq Roof Live Load-Side One RLL1 = Roof Dead Load-Side One RDL1 = Roof Tributary Width-Side One RTW1 = Roof Live Load-Side Two RLL2= Roof Dead Load-Side Two RDL2= Roof Tributary Width-Side Two RTW2= Roof Duration Factor Cd-roof= Floor Loadmq Floor Live Load-Side One FLL1 = Floor Dead Load-Side One FDL1 = Floor Tributary Width-Side One FTW1 = Floor Live Load-Side Two FLL2= Floor Dead Load-Side Two FDL2= Floor Tnbutary Width-Side Two FTW2= Floor Duration Factor Cd-floor= Waif Load WALL= Beam Loads Roof Uniform Live Load wL-roof= Roof Uniform Dead Load (Adjusted for roof pitch) wD-roof= Floor Uniform Live Load wL-floor= Floor Uniform Dead Load wD-floor= Beam Self Weiqht BSW= Combined Uniform Live Load wL= Combined Uniform Dead Load wD= Combined Uniform Total Load wT= Controlling Total Desiqn Load wT-cont= Properties For 2 OE Parallam- Trus Joist Bendmq Stress Fb= Shear Stress Fv= Modulus of Elasticity E= Stress Perpendicular to Gram Fc_perp=Adjusted Properties Fb' (Tension) Fb'= Adjustment Factors Cd=1 25CF=1 01 Fv' Fv'=Adiustment Factors Cd=1 25 Design Requirements Controlling Moment M= 5 55 ft from left support Critical moment created by combining all dead and live loads Controlling Shear V= At a distance d from support Critical shear created by combining all dead and live loads Comparisons With Required Sections Section Modulus (Moment) 701 10 015 018 034 2486 2081 4568 I 74 II 1 00 360 240 888 One 160 150 80 160 150 00 125 400 150 80 400 150 00 1 00 120 128 126 320 120 9 448 375 823 823 2900 290 2000000 750 Area (Shear) Moment of Inertia (Deflection) Sreq= S= Areq= A= 12676 3837 41 66 7383 1588 3938 25322 41528 IN IN = L/723 IN = L/394 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PS I PS I PS I PSI 3651 PSI 363 PSI FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 Combination Roof and Floor Beamf 2001 California Building Code (91 NDS) 1 Ver By Nick Sen/in , Servin Engineering, Inc on 12-08-2006 12 17 48 AM Protect SERVIN DECK-Location FB2 AT KITCHEN/LIVINGSummary 3 5 IN x 11 25 IN x 10 OFT / 2 OE Parallam - Trus Joist Section Adequate By 118 3% Controlling Factor Section Modulus / Depth Required 8 59 InDeflections Dead Load DLD= Live Load LLD= Total Load TLD= Reactions (Each End) Live Load LL-Rxn= Dead Load DL-Rxn= Total Load TL-Rxn= Beanng Length Required (Beam only, support capacity not checked) BL=Beam Data Span L= Maximum Unbraced Span Lu= Live Load Deflect Cntena L/ Total Load Deflect Critena L/ Non-Snow Live Load Roof Loaded Area RLA= Live Load Method Method = Roof Loading Roof Live Load-Side One RLL1 = Roof Dead Load-Side One RDL1 = Roof Tnbutary Width-Side One RTW1 = Roof Live Load-Side Two RLL2= Roof Dead Load-Side Two RDL2= Roof Tnbutarv Width-Side Two RTW2= Roof Duration Factor Cd-roof= Floor Loading Floor Live Load-Side One FLL1 = Floor Dead Load-Side One FDL1 = Floor Tributary Width-Side One FTW1 = Floor Live Load-Side Two FLL2= Floor Dead Load-Side Two FDL2= Floor Tributary Width-Side Two FTW2= Floor Duration Factor Cd-floor= Wall Load WALL- Beam Loads Roof Uniform Live Load wL-roof= Roof Uniform Dead Load (Adjusted for roof pitch) wD-roof= Floor Uniform Live Load wL-floor= Floor Uniform Dead Load wD-floor= Beam Self Weight BSW= Combined Uniform Live Load wL= Combined Uniform Dead Load wD= Combined Uniform Total Load wT= Controlling Total Design Load wT-cont= Properties For 2 OE Parallam- Trus Joist Bending Stress Fb= Shear Stress Fv= Modulus of Elasticity E= Stress Perpendicular to Grain Fc_perp= Adjusted Properties Fb1 (Tension) Fb'= Adjustment Factors Cd=1 25CF=1 01 Fvr Fv'= Adiustment Factors Cd=1 25 Design Requirements Controlling Moment M= 5 0 ft from left support Critical moment created by combining all dead and live loads Controlling Shear V= At a distance d from support Critical shear created by combining all dead and live loads Comparisons With Reguired Sections Section Modulus (Moment) 701 10 Area (Shear) Moment of Inertia (Deflection) Sreg= Areq= A=lreg=I— 0100 12 022 2240 1875 4115 1 57 100 00 360 240 800 One 160 150 80 160 150 00 1 25 40015080400150 00 1 00 120 128 126 320 120 9 448 375 823 823 2900 290 2000000750 3651 363 10288 3374 3381 73831396 3938 18515 41528 IN IN = L/989 IN = L/538 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT-LB LB INS INS IN2 IN2 IN4 IN4 CAPACITY OF CONTINUOUS FOUNDATIONS Basis Table 18-l-A, Footnote #2, 2001 CBC Increase allowed at 20% Soil Pressure 1,000 PSF Report By None Legend A Ac B D Fac L P B Inches 1200 1500 1200 1500 1800 1800 1800 1800 Description Column Width along footing Projected concrete bearing area Width of Footing Depth of Footing Increase allowed at 20% beyond Length along footing L=A+2D Allowable Load on Footing DAL Inches Inches Inches 1200 350 2750 1800 350 3950 1200 550 2950 1800 550 4150 24 00 3 50 51 50 24 00 5 50 53 50 24 00 7 50 55 50 24 00 9 50 57 50 on soil 12 inches Ac Sq-Ft 229 411 246 432 644 669 694 719 Fac 1 26 146 1 29 1 49 166 1 69 1 73 1 76 Units Inches Sq-Ft Inches Inches Inches Lbs P Lbs 2,884 6,000 3,175 6,448 10,676 11,313 11,967 12,638 Footing Calculations Project Servin Remodel Address Carlsbad, CA 92009 Date 12/08/06 Allowable Pad No P-# 1 1 1 1 2 2 2 2 Soil Pressure Description of Loading Items FB1 FB2 RB1 FB2 Loads Lbs 4,600 4,200 2,500 4,200 1,000 Total Lbs 11,300 4,200 psf Pad Depth Inches 18 18 Pad Lengths Inches 42 30 Reinforcing Reqi # 4 bars ea/way 3" clearance 5 4 FOOTING SCHEDULE Pad Ftg Ftg Reinforcing Required No Depth Length # 4 bars ea/way P- # Inches Inches 3" clearance 1 18 42 5 2 18 30 4