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1170 CHESTNUT AVE; ; CB082201; Permit
01-13-2009 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 CB082201 Building Inspection Request Line (760) 602-2725 1170 CHESTNUT AV CBAD RESDNTL 2051202300 $256,877 00 1 0 Sub Type Lot# Construction Type Reference # Structure Type Bathrooms 2DU 0 5B SFD 0 TAYLOR NEW 640 DETACHED 2DU Status Applied Entered By Plan Approved Issued Inspect Area Ong PC# ISSUED 12/08/2008 JMA 01/13/2009 01/13/2009 ADD 955 TO EXISTING SFD.W/1085 SF REMODEL.275 GARAGE Plan Check# Applicant DAVID TAYLOR DEV 4135 SKYLINE RD CARLSBAD CA 92008 619-843-9809 ;0 A fc*.^ l Owner TAYLOR FAMILY 2000 TRUST C/O DAVID TAYLOR 1 1 70 CHESTNUT AVE CARLSBAD CA 92008 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee HMP Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee Green Bldg Stands (SB1473) Fee $1,21741 $000 $791 32 $000 $000 $2569 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 9? Meter Size Add'l Reel Water Con Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF (31 05540) PFF (4305540) License Tax (3104193) License Tax (4304 193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing InLieu Fee Housing Credit Fee Master Drainage Fee Sewer Fee Additional Fees $000 $000 $000 $000 $1,18799 $1,09660 $000 $000 $1 ,052 80 $1,18720 $000 $11800 $95 00 $79 00 $000 $000 $000 $000 $1,09600 $000 TOTAL PERMIT FEES $7,947 01 Total Fees $7,947 01 Total Payments To Date $7,947 01 Balance Due $000 BUILDING PLANS IN STORAGE ATTACHED Inspector FINAL APPROVAL/n./ ' /Date Clearance NOTICE Please take NOTICE Jnat approval of your project includes the' ImpositiJfn" of fees, dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions if you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bd, 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations nas previously otherwise expired 1172CHESTNUTAV IS THE SECOND DWELLING UNIT FOR RESIDENCE ADDRESSED 1170 CHESTNUT AV FOR PERMIT DOCUMENTS OF SECOND DWELLING UNIT, REFER TO 1170CHESTNUTAV PERMIT NO. CB082201 A .1 City of Carlsbad 1635 Faraday Ave , Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax 760-602-8558 Plan Ck. Deposit & Building Permit Application » - \vo - 'I"*? - oo DESCRIPTION OF WORK. Include Square Feet of Affected Areafs EXISTING USE PROPOSED USE GARAGE (SF)DEC FIREPLACE NOT~1 FIRE SPRINKLERS NC CONTACT NAME (If Different Fom Applicant) ADDRESS U. APPLICANT NAME ADDRESS or CITY CITY ZIP PHONE EMAIL PHONE FAX EMAIL PROPERTY OWNER NAME ADDRESS CONTRACTOR BUS ADDRESS CITY STATE ZIP CITY T fef STATE 6A _ ZIP PHONE EMAIL FAX PHONE FAX EMAIL ARCH/DESIGNER NAME & ADDRESS STATE LIC #CLASS_ (Sec 70315 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 theapplicant 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 theBusiness and Professions Code) or that he is exempt therefrom and the basis for the alleged exemption Any violation of Section 7031 "civil penalty of not more than five hundred dollars ($500))170315 by any applicant for a permit subjects the applicant to a Workers' Compensation Declaration / hereby affirm under penalty ot perjury one of the following declarations n 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 £j I have and will maintain workers'compensation as required by Section 3ZQD of the Labor Code for the performance of the work far ffigMjj&fSnTj1t,|& Psued MX workers compensation insurance earner and policy This section need not be completed if the permit is for one hundred dollars ($100) or less I ^T '"7l*f ~ £X>0©'ZH<!} I I 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, (Jawages as provided for in Section 3708 of the Labor code, interest and attorney's feesJ . .xL , » DATE 1 / hereby affirm that I am exempt from 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 Vie structure is not mtenrjld or offered fo7s3H(Sec 7044 Business and Professions Code The Contractor's License Law does not apply fo 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 | I as owner of the property, am exclusively contracting with licensed contractors fo 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 contractors) licensed pursuant to the Contractor's License Law) [ I I am exempt under Section __ ..... __ Business and Professions Code for this reason 1 I personally plan to provide the major labor and matenals for construction of the proposed property improvement QYes I [NO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) fo provide the proposed construction (include name address / phone / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone / contractors' license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work) ^PROPERTY OWNER SIGNATURE DATE 70008 SSgUOQCO P©B C)©(ffl = Be80©(IG3<u'(mQ, DGDOdfDOra® PBBCDO'u'8 \s Die applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or nsk management and prevention program under Sections 25505 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? I I Yes I iNo Is the applicant or future building occupant required to obtain a permit from the air pollution control district or airguality management district? I [Yes I I No Is the facility to be constructed within 1000 feet of the outer boundary of a school site' Fives Pi No EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT e®[S8'ff(i}QO(g'u'o®[a 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 tJ /» Lender's Address I certify that I have read the application and state that the above information is correct and that the irribrmatmn on the plans is arourateJ agree to comply with all (ty ordinances art I hereby authonze representa&ve of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY 'OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 50 deep and demolition or construction of structures over 3 stones 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 comm<3nced within 180 days from the date of such permit or if the rjuittngwv^authr^ ^APPLICANT'S SIGNATURE ']\^/^\ L/£V tC F^lrX O^ft" DATE ~* -f City of Carlsbad Final Building Inspection SEP - 9 2009 Dept Building Engineering Planning CMWD St Plan Check# Permit # Project Name CB082201 TAYLOR NEW 640 DETACHED 2DU Lite Fire Date 09/09/2009 Permit Type RESDNTL Sub Type 2DU ADD 955 TO EXISTING SFD.W/1085 SF REMODEL.275 G Address Contact Person Sewer Dist Inspected By jAc-tAAj Inspected Bv Inspected Bv 11 70 CHESTNUT AV DAVID TAYLOR Phone 6198439809 CA Water Dist CA Date ' y \yto^ Inspected <77^/<?7 Date Inspected Date Inspected Lot 0 Approved i^ Disapproved Approved Disapproved Approved • "Disapproved Comments City of Carlsbad Final Building inspection Dept Building Engineering itaaiM9 CMWD St Lite Fire Plan Check # Permit # Project Name Address Contact Person Sewer Dist CB082201 TAYLOR NEW 640 DETACHED 2DU ADD 955 TO EXISTING SFD.W/1085 SF REMODEL.275 G 1170 CHESTNUT AV Lot DAVID TAYLOR Phone 6198439809 CA Water Dist CA Date Permit Type Sub Type 09/09/2009 RESDNTL 2DU Inspected By Inspected By Date Inspected Date Inspected Date Inspected w . Approved _ Approved . Approved Disapproved Disapproved Disapproved Comments Inspection List Permit* CB082201 Type RESDNTL 2DU TAYLOR NEW 640 DETACHED 2DU ADD 955 TO EXISTING SFD.W/1085 SF RE Date Inspection Item 09/09/2009 89 09/09/2009 89 09/03/2009 39 07/30/2009 32 07/29/2009 32 07/28/2009 39 07/20/2009 31 06/10/2009 18 05/13/2009 17 05/13/2009 18 05/05/2009 16 05/01/2009 14 05/01/200923 05/01/2009 24 05/01/2009 34 05/01/2009 44 04/21/2009 13 03/24/2009 15 03/23/2009 15 02/26/2009 14 02/11/2009 14 02/06/2009 14 02/05/2009 14 01/28/2009 11 01/23/2009 21 Final Combo Final Combo Final Electrical Const Service/Agricultural Const Service/Agricultural Final Electrical Underground/Conduit-Wirm Exterior Lath/Drywall Interior Lath/Drywall Exterior Lath/Drywall Insulation Frame/Steel/Bolting/Weldm Gas/Test/Repairs Rough/Topout Rough Electric Rough/Ducts/Dampers Shear Panels/HD's Roof/Reroof Roof/Reroof Frame/Steel/Bolting/Weldm Frame/Steel/Boltmg/Weldin Frame/Steel/Bolting/Weldm Frame/Steel/Bolting/Weldm Ftg/Foundation/Piers Underground/Under Floor Inspector Act Comments PY - PY PY PY PY PY PY TP TP PY PY PY PY PY PY PY PY PY PY PC PY PY PY PY AP G & E METER RELEASE Rl PA EMR PA EMR NR CA AP AP SHOWER AP AP AP PA EGRESS WINDOW AP AP AP AP AP AP NR PA PA FLOOR FRAME CA CA AP PA GUEST HOUSE & MASTER BATH Thursday, September 17, 2009 Page 1 of 1 City of Carlsbad Bldg Inspection Request For 09/09/2009 Permit* CB082201 Title TAYLOR NEW 640 DETACHED 2DU Inspector Assignment PY Description ADD 955 TO EXISTING SFD.W/1085 SF REMODEL.,275 GARAGE ADDITION,60 SF DECK.312 COV PATIO,(2DU TO 1170 CHESTNUT AV Lot 0 Type RESDNTL Sub Type 2DU Job Address Suite Location APPLICANT DAVID TAYLOR DEV Owner TAYLOR FAMILY 2000 TRUST Remarks Phone 6198439809 Inspector Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By DAVID TAYLOR Entered By CHRISTINE Act Comments Kf—G^ **' Comments/Notices/Holds Associated PCRs/CVs Original PC# CV070410 CLOSED Z-OH-SITE R E SIGN IN R O W, PCR09039 ISSUED TAYLOR REVISION TO TRUSSES, Inspection History Date 09/03/2009 07/30/2009 07/29/2009 07/28/2009 07/20/2009 06/10/2009 05/13/2009 05/13/2009 05/05/2009 05/01/2009 05/01/2009 05/01/2009 Description 39 Final Electrical 32 Const Service/Agricultural 32 Const Service/Agricultural 39 Final Electrical 31 Underground/Conduit-Wiring 18 Exterior Lath/Drywall 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 16 Insulation 14 Frame/Steel/Bolting/Weldmg 23 Gas/Test/Repairs 24 Rough/Topout Act PA PA NR CA AP AP AP AP AP PA AP AP Insp PY PY PY PY PY PY TP TP PY PY PY PY Comments EMR SHOWER EGRESS WINDOW CITY OF CARLSBAD ' ELECTRIC AND GAS METER CLEARANCE INTER-DEPARTMENT ADDRESSJ|7D $1112. S E O Service Equipment Only Reason, If Denied ELECTRIC METER GAS METER COMMERCIAL RESIDENCE NEW SERVICE RELOCATE TSPB TEMP P/P UP-GRADE TEST METER IRR PEDESTAL COMMERCIAL RESIDENCE EST METER Building Inspector Signature Called In By YES NO YES NO YES NO Time Time Called In To City of Carlsbad Bldg Inspection Request For 09/03/2009 Permit* CB082201 Title TAYLOR NEW 640 DETACHED 2DU Inspector Assignment PY Type RESDNTL Description ADD 955 TO EXISTING SFD.W/1085 SF REMODEL.275 GARAGE ADDITION.60 SF DECK.312 COV PATIO,(2DU TO Sub Type 2DU Phone Job Add ress 1170 C H ESTN UT AV Suite Lot 0 Location Inspector APPLICANT DAVID TAYLOR DEV Owner TAYLOR SEAN Remarks AM PLEASE Total Time Requested By DAVID Entered By CHRISTINE CD Description 39 Final Electrical Act Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# CV070410 CLOSED Z- OFF-SITE R E SIGN IN R O W, PCR09039 ISSUED TAYLOR REVISION TO TRUSSES, Inspection History Date Description 07/30/2009 32 Const Service/Agricultural 07/29/2009 32 Const Service/Agricultural 07/28/2009 39 Final Electrical 07/20/2009 31 Underground/Conduit-Wiring 06/10/2009 18 Exterior Lath/Drywall 05/13/2009 17 Interior Lath/Drywall 05/13/2009 18 Exterior Lath/Drywall 05/05/2009 16 Insulation 05/01/2009 14 Frame/Steel/Bolting/Weldmg 05/01/2009 23 Gas/Test/Repairs 05/01/2009 24 Rough/Topout 05/01/2009 34 Rough Electric 05/01/2009 44 Rough/Ducts/Dampers 04/21/2009 13 Shear Panels/HD's 03/24/2009 15 Roof/Reroof 03/23/2009 15 Roof/Reroof 02/26/2009 14 Frame/Steel/Boltmg/Welding 02/11/2009 14 Frame/Steel/Boltmg/Welding PA PC FLOOR FRAME Act PA NR CA AP AP AP AP AP PA AP AP AP AP AP AP NR PA PA Insp PY PY PY PY PY TP TP PY PY PY PY PY PY PY PY PY PY PC Comments EMR SHOWER EGRESS WINDOW City of Carlsbad Bldg Inspection Request Permit* CB082201 Title TAYLOR NEW 640 DETACHED 2DU 07/20/2009- 7/6°Inspector Assignment PY Description ADD 955 TO EXISTING SFD,W/1085 SF REMODEL.,275 GARAGE ADDITION,60 SF DECK.312 COV PATIO,(2DU TO Sub Type 2DU 1170 CHESTNUT AV Lot Type RESDNTL Job Address Suite Location APPLICANT DAVID TAYLOR DEV Owner TAYLOR FAMILY 2000 TRUST Remarks Phone 619 Inspector 809 Total Time Requested By DAVID Entered By CHRISTINE CD Description Act Comments 32 Const Service/Agricultural V Comments/Notices/Holds Associated PCRs/CVs Original PC# CV070410 CLOSED Z-OFF-SITC R E SIGN IN R O W, PCR09039 ISSUED TAYLOR REVISION TO TRUSSES, Inspection History Date Description 07/28/2009 39 Final Electrical 07/20/2009 31 Underground/Conduit-Wiring 06/10/2009 18 Exterior Lath/Drywall 05/13/2009 17 Interior Lath/Drywall 05/13/2009 18 Exterior Lath/Drywall 05/05/2009 16 Insulation 05/01/2009 14 Frame/Steel/Bolting/Weldmg 05/01/2009 23 Gas/Test/Repairs 05/01/2009 24 Rough/Topout 05/01/2009 34 Rough Electric 05/01/2009 44 Rough/Ducts/Dampers 04/21/2009 13 Shear Panels/HD's 03/24/2009 15 Roof/Reroof 03/23/2009 15 Roof/Reroof 02/26/2009 14 Frame/Steel/Bolting/Weldmg 02/11/2009 14 Frame/Steel/Bolting/Weldmg PA PC FLOOR FRAME 02/06/2009 14 Frame/Steel/Bolting/Welding 02/05/2009 14 Frame/Steel/Bolting/Weldmg Act CA AP AP AP AP AP PA AP AP AP AP AP AP NR PA PA CA CA Insp PY PY PY TP TP PY PY PY PY PY PY PY PY PY PY PC PY PY Comments SHOWER EGRESS WINDOW Jan 26 09 0314p Phil Porter O%~760 754-2729 Porter Structural Inspections & Consulting ! 536 Downs Street Phone (760) 889-9762 Oceanside, CA 92054 Fax (760) 754-2729 E-mail. piersunFl@aol.com REGISTERED INSPECTOR'S DAILY REPORT ror VWMK EndviQ TYPE OF INSPECTION REQUIRED G Reinforced Concrete D Post Tcnsiorwd Concrete D Reinforced Masonry D Structural Steal Assembly D Fire Proofing G Epoxy Anchors G Quality Contra! 3 Other Job Address City c. »& Typo of structure Permit No. d^3 o Y '2LJLO { |flqnnl« Architect Materiel DescriptionIrype, grace, source) S < »> *, s * u«.Engineer Contractor InspectorjsJNdme V Sub Contractor TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES Inspector Summary — Locohors of wo-k inspected, test-samples taken, work refected, (Oh probierns. progreu, remarks, etc Includes information about amounts of material placed or work performed, number, type & idenr, number of test samples _ __ taken1 struct, connections [weld made H.T bolte torquad) checied, etc. ^r-J^JJ W~»V*. TCTL A vv^ <^ — A CERTIFICATION OF COMPUANCE ' HEREBY CERTIFY THATIHUWE O3SERVEO TO THE BEST Of Mv KNOW1JEDGE AaOFTHEABO^EREPORIEDWORKUNLESSOTHERWISENOTED 'HAVE FOJND THIS WORK TO COMPLY WITH THE APPROVED PLAMS. SPECIFICATIONS, AND APPllCABtF. SECT.ONS OF THE GOVERNING BUILDING IAWS CITY/'SAN DIEGO t TIME IN TWEOLiT REG HOURS i Q.T HOURS CYUSDERS M Imctriom aoMdan a nirunun cMhoun ana oar A hoirt— 3 hour mmnunmoddi'ien. 2 hour akon«Mjpn m«iu.ii -w job cqncdkrfons ^^S^'^ocn, Stephen H. Alblinger Special Inspector ^ Box 927662, San Diego, CA 92192 Phone (858) 229-7249 REGISTERED INSPECTOR'S DASLY REPORT Job No Date T- 1 Time TYPE OF INSPECTION REQUIRED n Reinforced Concrete ID Post tensioned Concrete G Reinforced Masonry Q Structural Steel Assembly D Fire Proofing n Asphalt ^Quality Control **-*, \ AJL/4- -f J- Job Address tl /<-» JobName / '*?M /ft /Z Vd<£LOI'Permit No 4^^ issusa ay Type of Structure /C_ C~ 5'Arohitect C ^.Z.t^ icEzr c**Material Description (type grade, source) f~ .-^ c g.jv.yP Engineer /•' t Contractor Inspector(s) Name Subcontractor INSPECTION LOCATIONS OF WORK INSPECTED TEST SAMPLES TAKEN WORK REJECTED, JOB PROBLEMS PROGRESS REMARKS ETC INCLUDES CORRECTION/SUMMARY INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED DISCREPANCY / NUMBER TYPE & ID6NT. NO S OF TEST SAMPLES TAKEN .STRUCT CONNECTIONS (WELD MADE H T BOLTS TOROUED) CHCCKEDj ETC / / / NUM / / / . //' / tEDjETC Th-At^"/ / / f n i \ // /7S-> ^ /^ Qfc~ f \ - -i e-:ui/<~-a /jf ,. ^^V/i^V/no•R-< T P / , -C^cr^s- »«.-c/u / / ,; _ , xcr A/7™v <--' x,x e- V- fez. f f " t'; „ '. 7.<" .._-..-.._ ^.-^^^.^.,_1__.;_^_r4..^__4^,;^_^L ^^.^^-.j-^^L-^-i.....;...^ ... j _..,—|—;—.—,—: 1—j—!_gj_£_jLjJJil. » "" f~—'—•'—-'—j—*~~--.—J±_ PAGE ino GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING GROUNDWATER • ENGINEERING GEOLOGY FIELD REPORT ON OBSERVATION OP FOUNDATIONS CLIENT DATE . / — TIME NO PROJECT NAME ( &TT fas-. PROJECT ADDRESS // / P The footing excavations listed below were bottomed on material for which the bearing values recommended in the foundation report are applicable The cast-m-place drilled friction piles listed below penetrated material for which the allowable supporting capacities recommended in the foundation report are applicable The piles were excavated to diameters at least as large as specified and the excavations extended at least to the depths indicated on the Foundation Plans The excavations for the cast-m-place belled piers listed below were bottomed on material for which the bearing values recommended m the foundation report are applicable The excavations were at least as large as specified on the Foundation Plans The driven piles listed below were observed to be driven to the specified lengths and/or _ | driving resistances to obtain the supporting capacities recommended in the foundation report Based upon observations, it is our opinion that the fo report of the foundation investigation, Job No 00 on recommendations dated applicable to the ^conditions observed Foundation Plans hy // — l^l — L/f _ were used as a reference for our observations resented in the ' 2 3 r^porte'd above do not constitute an approval of foundation location, footing size or depth, reinforcement, or foundation design Loose, soft, or disturbed soils must be removed prior to placement of reinforcement or concrete The opinions and recommendations presented in this report were based upon our observa- tions and are presented in accordance with generally accepted professional engineering practice We make no other warranty, either M9SCS00112M4 1/00 7420 Trade St San Diego, Ca 92121 • (858) 549-7222 • FAX (858) 549-1604 ^ EsGil Corporation In Partnership with government for 'Building Safety DATE 1/13/09 a APPLICANT a JURIS JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 082201 SET II PROJECT ADDRESS 1170 Chestnut Ave. PROJECT NAME Taylor Residence SFD Addition, Remodel and Construction of New Accessory Dwelling Unit. I | The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes 1X3 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck | | The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted: Douglas Fess (In person) Date contacted 1/13 (by TF) Mail Telephone Fax In Person REMARKS The red-bubbled changes on sheets A-1 and S-1 need to be made on the set held at the City and the enclosed truss calculations and Title 24 calculations need to replace the truss calculations and title 24 calculations held at the City. By Tamara Fischer Enclosures EsGil Corporationn GA n MB n EJ n PC 1/13/09 9320 Chesapeake Drive, Suite 208 + San Diego. California 92123 + (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In Partnership untfi government for 'BuiCding Safety DATE 12/17/08 JUF JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 082201 SET I PROJECT ADDRESS 1170 Chestnut Ave. PROJECT NAME Taylor Residence SFD Addition, Remodel and Construction of New Accessory Dwelling Unit. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at EEsgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Douglas Fess, Architect 2456 La Costa Ave , Carlsbad, CA 92009 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 Doualas Fess Telephone # 858 361-8023 Date contacted ^y/7/? W-/$# Fax # 760635-3618 MaiV/ Telephone Fax v In Person REMARKS By Tarnara Fischer Enclosures EsGil Corporation D GA D MB D EJ D PC 12/11/08 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad 082201 12/17/O8 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO 082201 JURISDICTION Carlsbad PROJECT ADDRESS 1170 Chestnut Ave. FLOOR AREA Main Residence 955 sq ft SFD Add, 275 sq ft Gar Add, 1085 Int Remodel, 60 sq ft Deck, 312 sq ft Cov Patio (trellis) Accessory Dwelling Unit 640 sq ft SFD, 29 sq ft Cov porch STORIES Main residence 2, Accessory Dwelling Unit 1 HEIGHT Main residence 22'approx per IBC, Accessory Dwelling Unit 12'approxper IBC REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED 12/17/08 DATE PLANS RECEIVED BY ESGIL CORPORATION 12/11/08 PLAN REVIEWER Tamara Fischer 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 of the plans does not permit the violation of any state, county or city law Carlsbad 082201 12/17/08 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 seel ion, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 082201 12/17/08 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 1 Reminder All sheets of plans must be signed by the person responsible for their preparation (California Business and Professions Code) Current sets are signed. This will be verified on final sets. 2 Specify on the Title Sheet of the plans the gross floor area of each element of this project, including dwelling, garage, carport, patio, deck and balcony Sec A106 1 1 Please provide on the plans the areas of the deck and covered porches / trellises (See the previous sheet for the calculated areas). 3 Please indicate on the plans that site rock walls are not included in this permit 4 Please dimension eave overhangs 5 Please specify the operation of all openable windows so adequate ventilation for habitable rooms and emergency egress from existing bedroom and new accessory dwelling unit bedroom may be verified Sections 1203 1,1205 1, 1026 6 Bathrooms shall be mechanically ventilated in accordance with the mechanical code (openable windows are no longer acceptable) CBC Section 1203 4 2 1 Portion of master bath with tub and shower. 7 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 3 (see exceptions) a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface Door at new bedroom within 2' of closet door. b) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface Window at stair landing Carlsbad 082201 12/17/08 8 Please specify the following for new exterior stairs Section 1009 a) Maximum rise is 7-3/4" and minimum run is 10" b) A nosing not less than 75 inch but not more than 1 25 inches shall be provided on stairways with solid risers where the tread depth is less lhan 11 inches 9 Handrails (CBC Section 1009 10) Please provide handrails for exterior stairs. a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension See Section 1012 3 for alternatives c) Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail d) Ends of handrails shall be returned or shall have rounded terminations or bends Please specify at all handrails 10 Note on plans that surface water will dram away from building and show drainage pattern The grade shall fall a minimum of 5% within the first 10 feet (2% for impervious surfaces) Section 1803 3. Note 5 on sheet T.2 does not comply with this requirement. 11 Show minimum under floor access of 18 inches by 24 inches IBC, Section 1209 1 12 Please specify minimum area of underfloor ventilation required (1 sq ft foi each 150 sq ft of under floor area IBC, Section 1203 3 ) 13 Truss D1 is designed to be setback 4' from end wall, but truss layout and plan show it is set back 6' 14 Plans and truss layout do not agree on the location of truss C1 at the south end of Accessory Dwelling unit 15 Framing at 32" square attic accesses and FAU support and clearances should be addressed on structural/truss plans CONTINUED ON THE FOLLOWING PAGE Carlsbad O82201 12/17/08 16 Special inspection for seismic resistance shall be noted on the plans and added to special inspection summary for the following conditions in accordance with Section 1707 Seismic Design Category Special inspection required C, D, E, and F • Structural wood*, structural welding, and cold form steel framing in "seismic-force-resisting systems"** * Special inspection is not required for wood where the fastener spacing of the sheathing is more than 4" on center ** The part of the structural system that has been considered in the design to provide the required resistance to the prescribed seismic forces (Section 1613 1) 17 Please specify the location of the FAD at accessory dwelling unit 18 Show the minimum 30" deep unobstructed working space in front of the attic installed furnaces Section CMC Section 904 11 4 19 The attic installed furnaces require 30' headroom in the attic from the attic access to the FAU It does not appear that there is sufficient headroom in the attic for the FAUs 20 Detail the dryer exhaust duct design from the dryer to the exterior The maximum length is 14 feet with a maximum of two 90-degree elbows CMC Section 504 3 For accessory unit dryer. 21 Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels (including the sub-panel for the accessory dwelling unit) If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations 22 Show on the plans that countertop receptacle outlets comply with CEC Article 210 52(C) In kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider, Receptacles shall be installed so that no point along the wall line is more than 24 inches, Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle (Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate countertop spaces ) An additional receptacle outlet is needed within 2' of the oven at main residence 23 All bedroom branch circuits (not just the outlets) now require arc fault protection Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected " CEC Article 210 12(B) Please revise note # 8 on sheet E.2. Carlsbad O82201 12/17/08 24 Show instantaneous gas water heater locations on plans Further corrections may follow once this information is provided 25 Please provide gas pipe sizing calculations and gas riser diagram for this project This is required because of instantaneous gas water heaters 26 Show the T and P relief valve at the water heater and the discharge pipe size and routing to the exterior CPC Section 608 3 27 Please check glazing orientations used in energy calculations for mam residence They appear to be incorrect 28 Show on the plans compliance with the residential energy lighting requirements (Mandatory requirement) a) Sitting room at accessory unit requires any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer 29 New residential units must be pre-plumbed for future solar water heating Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No 8093) This applies to new accessory dwelling unit. 30 Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof (City Ordinance No 8093) 31 All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy) 32 Please note on the plans The net free area of the spark arrester shall be not less than four times the net free area of the outlet of the chimney The spark arrester screen shall have heat and corrosion resistance equivalent to twelve gauge wire, nineteen gauge galvanized wire or twenty-four gauge stainless steel Openings shall not permit the passage of spheres having a diameter larger than one-half inch and shall not block the passage of spheres having a diameter of less than three-eight inch City ordinance END OF REVIEW Carlsbad 0822O1 12/17/08 • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans • Have changes been made to the plans not resulting from this correction list? Please indicate • Yes a No U 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 Tamara Fischer at Esgil Corporation Thank you Carlsbad 082201 12/17/08 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Tamara Fischer BUILDING ADDRESS 1170 Chestnut Ave. PLAN CHECK NO 082201 DATE 12/17/08 Main Residence BUILDING OCCUPANCY R3 /U TYPE OF CONSTRUCTION VB BUILDING PORTION SFD Add Garage Add Cov patio Add Deck Add Remodel Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 955 275 312 60 1085 955 cb Valuation Multiplier ^- ' 121 94 X 2661 / 887 x 1441 X" 5300 388 By Ordinance Reg Mod VALUE ($) 116,453 7,318 2,767 865 57,505 3,705 188,613 59(39 89 Flan Check Fee by Ordinance T \ Type of Review 0 Complete Review ] Repetitive Fee ^] Repeats D Other ,—I Hourly Structural Only Hour* Esgil Plan Review Fee S630 431 $543 14 Comments Sheet 1 of 2 macvalue doc Carlsbad O82201 12/17/08 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO O82201 PREPARED BY Tamara Fischer DATE 12/17/08 BUILDING ADDRESS 1170 Chestnut Ave. Accessory Dwelling Unit BUILDING OCCUPANCY R3 TYPE OF CONSTRUCTION VB BUILDING PORTION SFD Cov Porch Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 640 29 640 cb Valuation Multiplier 101 99 887 388 By Ordinance Reg Mod VALUE ($) 65,274 257 2,483 68,014 $504 88 Plan Check Fee by Ordinance ^ Type of Review H Complete Review Structural Only Repetitive Fee~^~! Repeats D Other r—] Hourly J Hour* Esgil Plan Review Fee $32817 $282 73 Comments Sheet 2 of 2 macvalue doc City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST /fa/tfftDATE BUILDING ADRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER 86$ 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 D A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please seeXthe^attached report of deficiencies marked withja Make necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review Date Date DateBy By FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT Date t/fl/tf s^ JV \ ( ATTACHMENTS D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Neighborhood Improvement Agreement D Grading Permit Application iU Grading Submittal Checklist D Right-of-Way Permit Application rj Right-of-Way Permit Submittal Checklist and Information Sheet D Storm water Applicability Checklist ENGINEERING DEPT CONTACT PERSON JOANNE JUCHNIEWICZ City of Carlsbad Address 1635 Faraday Avenue, Carlsbad, CA 92008 Phone (760) 602-2775 __ CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract • Carlsbad, CA 92OO^-7314 • (760) 6O2-2720 • FAX (760) BUILDING PLANCHECK CHECKLIST 3RD D SITE PLAN 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures C Existing Street Improvements D Property Lines E Easements D 2 Show on site plan Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service A 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 " B Existing & Proposed Slopes and Topography C Size, type, location, alignment of existing or proposed sewer and water sen/ice (s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception D 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 For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc ) previously approved EXISTING PERMIT NUMBER DESCRIPTION F WUILOING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST ,RD DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply with the following Engineering Conditions of approval for Project No D 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 dram 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 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 Imd 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 n n D 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 1840040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the F \BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST ,ST -,ND ,RD D checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $430 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 n n n 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy n n n n n n GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15 16 010 of the 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 A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed' application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit ODD Grading Inspector sign off by Date 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F \BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST RD3n n n 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan n n n n MISCELLANEOUS PERMITS 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm dram, sewer and water utilities Right-of-Way permit required for INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7138, for assistance Industrial Waste permit accepted by Date 10 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first 10 a STORM WATER COMPLIANCE FORM Jd Requires PSWP (project storm water permit) # QTTier I/Tier II (Requires SWPPP) - Please complete attached forms Q Exempt - Please complete attached exemption form 11 FEES Required fees are attached Q No fees required F \BUILDING PLANCHECK CKLST FORM due >yx-«^rCmDwr- RD3 D D D BUILDING PLANCHECK CHECKLIST WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) 12b Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" The irrigation service should look like STA 1+00 Install 2" service and 1 5 meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated woist-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection F BUILDING PLANCHECK CKLST FORM doc ,ST -,ND 3RD BUILDING PLANCHECK CHECKLIST 3 In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future D D 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this n 13 Additional Comments: F (BUILDING PLANCHECK CKLET FORM doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET p ^ Estimate based on unconfirmed information from applicant Ja Calculation based on building plancheck plan submittal Address- [\.1o CJUas^nn *uA- A/^l Bldo Permit No CJ& OK $9o -^\ — 'Prepared by O^J EDU CALCULATIONS: orvTypes of Use- (f- V Types of Use ADT CALCULATIONS: O<TTypes of Use cr~\ Types of Use FEES REQUIRED; Date. l$-l /&/&$ Checked by/ / List types and square footages for all uses O Sq Ft /Units Sq Ft /Units List types and square footages for all uses A-> Sa Ft /Units- Sq. Ft /Units- Date- EDU's: EDU's ADT's ADT's- I ) X WITHIN CFD D YES (no bndge & thoroughfare fee in District #1, reduced Traffic Impact Fee) RK-IN-LIEU FEE FEE/UNIT 2 TRAFFIC IMPACT FEE ADT'S/UNITS PARK AREA & # X NO UNITS FEE/APT- =$_ BRIDGE AND THOROUGHFARE FEE ADTs/UNITS- FACILITIES MANAGEMENT FEE / UNIT/SO FT • -t (DIST #1 X FEE/ADT ZONE / DIST #2 X FEE/SO FT /UNIT DIST #3 ) -s 0/ =$ & 5 SEWER FEE EDU'S BENBflpAREA U's FEE/EDU FEE/EDU SEWER LATERAL ($2,500) DRAINAGE FEES PLDA ACRES X 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE =$_ =$_ fs-*ji HIGH. FEE/AC ./LOW_ =$_ METER FEE SDCWA FEE SDCWA FEE F \FEE CALCULATION WORKSHEET doc 1 of 2 Rev 7/14/00 fi CIS Map Listing - Microsof T 1 fSj http: //cityweb/departments, aspx?id=2788 3 ' " '' . . ill ^] ; *t ;| X ! I Live search Refresh Map SA Drainage Basins -. Storm Drain Outfalls C Detention Basins C Drainage Structure (* Drainage Conduit Sewer Structure Sewer Main -. Water Appurtenance " Water Service Water Main F r Water Hydrant Parcel Boundaries C Slope 2005 iifl 11:17 AM >-r; w co•n-!^ HC"0 > Oo Is1*SS15pig;°>Hm-'zOz R°°^i^iiw > coo ^|33i§ii»ii CO O 33 KSOFn^TJ 2 r =i ?r5?S H -< Rmi ? °x gi?8|s§s HW^mO0zOc 3 H ~nH^.CO ~° ° IE c Sll!!!HPS°i§£i MMi-r ^1 S*L S\WjgSg *35l ETTEDGPTHMAND$i££o °li933^|^|11^iissi gOQWa, Cfl 2 H d m 8*12i-n LEDGE THAT ALL OF THETRUE AND CORRECT 1 AMTIER 1 CONSTRUCTIONWITH THE REQUIREMENTSSTORWATER COMPLIANCE CERTIFICATEen a Sail!?0 [-1 3. pMis^l°^^sSS o5OS^> Hm70 3 i 53 i zI T1oo For City Use Only f £ •Q ffi Waste Management atPollution ControlNon-Storm aterManagement BMPsTrackingControl BMPsSediment Control BMPsErosion ContraBMPs^^ % ^ «XZ£Z 8,serSno8p3 61S8M Pl|°S pue uoijueASJd ||ids .l^iuoBBUBnei.Apo.s MDIBUWW pue AJ8AI|8Q (BUSIER Buiueeio lueuidmbg pue epii|8/\ uoi)e6uj|/j8|e/\A siqeio^ SUOI)BJ8dO Buipuuo pue BuiAEd uoijBAjesuoo J8je/v\ uoionj}suoo p87i|iqe)s sseaBg/ssajBu) uoipnjjsuoo pezi|iqe}g )3|U| WBJQ ujjois JBLUeg Beqpues BuiiunnoBA pue BuidsBMS )S8J)S oijsg Beg IBAEJQ SHoy^qy Luea^o dejj. lusuiipes 80UBJ J|IS suiejQ adois pue ss>|ia ypeg BuiiffnffpoOM S]EV\| V S8|I)X81080 Best Management Practice(BMP) Description •>£\ *> \s' 8-VMM 9-IAJM 9-NAA fr-IAJAA E-WAA 2-INM l-WM 8-SN /-SN e-SN l-SN 2-ai i-yi OL-3S 8-3S /-3S 9-3S S-3S 1r3S e-3S 1-3S U-03 6-03 8-03 /-03 CASQA Designation ->Construction Activityx x x X 1 1o y Trenching/ExcavationX )(Stockpilingx Dnlling/BoringX i1 f (f. \ c \ X 1C a C x 5 a. ;K ! c x Stucco/Mortar Workax 'Waste DisposalX Staging/Lay Down AreaX Equipment Maintenance and Fueling)(Hazardous Substance Use/StorageOewatenngy a ^Other (list)> the left of any activity that will occur during the proposed construction Add any other activity descriptions in the blankthe box tc| o •DCn I COCo in by reviewing the list of construct!8Fm o 1 ption boxes provided for that purpose and place a check in the box immediately to the left of the added activity description For each activity descmbed, pick one or more best managementPs) from the list located alon the top of the form Then place an X in the box at the place where the activity row intersects with the BMP column Do this for each activity that was checked off andselected BMPs selected from the list For Example - If the project includes site access across dcrt, then check the box to the left of "Site Access Across Dirt" Then review the list for somethingch as "S'ab'l'zed Construcion Ingress/Egress" under Tracking Control Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column andhe box where the two meet As another example say the project included a stockpile that you intend to cover with a plastic sheet Since plastic sheeting is not on the list of BMPs, then write inlastic" in the blank column under the heading Erosion Control BMPs Then place an X in the box where "Stockpiling" row intersects the new "Cover with Plastic" columnahoni what each BMP dcscrmtion means von mav wish to review the BMP Reference Handout nreoared to assist applicants in the selection of appropriate Best Management Practice measuresO <N S also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a projectwir\'^in"*-C Ou > o 8 ', S o — uoEteS'JSy o j:nC.uS?'O.: h-f— Q D Q i/)o ooo £ I 5OOOc c c 51 51 S D D D D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB08-2201 Address 1170 Chestnut Avenue Planner Chris Sexton Phone (760) 602- 4624 APN 205-120-23 Type of Project & Use addition Net Project Density 1 0 DU/AC Zoning R-1 General Plan RLM Facilities Management Zone 1 CFD (in/out) #_Date of participation Remaining net dev acres. Circle One (For non-residential development Type of land used created by this permit Legend Item Complete Item Incomplete - Needs your action YES D NO |EI TYPEEnvironmental Review Required DATE OF COMPLETION Compliance with conditions of approval9 If not, state conditions which require action Conditions of Approval Discretionary Action Required YES D NO E3 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 D NO M CA Coastal Commission Authority? YES O NO Q If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) Habitat Management Plan Data Entry Completed? YES Q NO D 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, UPDATE') Inclusionary Housing Fee required YES D NO D (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed? YES D NO D (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 D D 1 Applicability YES D NO Q D D 2 Project complies YES D NCQ D Zoning 1 Setbacks Front Interior Side Street Side Rear Top of slope Required 20' Shown 24'4" Required 9J. Shown 5' has an approved sidevard swap Required Shown Required UL Shown 18' Required Shown 2 Accessory structure setbacks D D Front Interior Side Street Side Rear Structure separation 3 Lot Coverage Required 20' Shown 67' Required 91 Shown 5^ Required Shown _ Required 18' Shown 18' Required 10^ Shown 10' Required >40% Shown 32% D D D D 4 Height Required >30' Shown SOU >14'Shown <14' 5 Parking Spaces Required 3 Shown 3 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments 1) Please sign the attached Affidavit of Compliance for a Second Dwelling Unit OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER OS DATE L/J3./9/ I ' H \ADMIN\Template\Buildmg Plancheck Review Checklist doc Rev 4/08 CITY OF CARLSBAD - AFFIDAVIT OF COMPLIANCE FOR A SECOND DWELLING UNIT Instructions to Property Owner (Affiant) Please type or print complete and accurate answers in all blank spaces in Section I Please read carefully, particularly Section II. Please read, sign and date Section III indicating that you understand and agree with the conditions of compliance SECTION I - INFORMATION Property owner(s) Name(s) Property Address UlO /l\H" Street Address City State Zip Code Assessor Parcel No I/ * • \ * ' v^* Subdivision / or Name Lot/Block Parcel No Project Number SECTION II - CONDITIONS FOR COMPLIANCE PLEASE READ CAREFULLY 1 A second dwelling unit is an attached or detached dwelling unit which is located on the same lot as an existing owner-occupied single-family detached dwelling unit and is a Suitable for use as a complete living facility with provisions within the facility for cooking, eating, sanitation and sleeping, b Occupied by one or more persons, and c Subordinate to the main dwelling unit 2 The Property Owner(s) listed above hereby certifies that he/she owns the above referenced property, as of the date of this affidavit, and to his/her belief and knowledge, there are no conditions, covenants or restrictions on the property prohibiting a second dwelling unit apartment 3 The Property Owner(s) agrees to the following terms and conditions FRM0006 6/03 PAGE 1 OF 2 a The property and residence referenced above must not contain a second residential dwelling unit unless it is in compliance with the second dwelling unit provisions of the Zoning Ordinance of the City of Carlsbad b The Property Owner(s) shall reside in either the mam dwelling unit or second dwelling unit described above, now, and for the life of this agreement, unless a lessee leases both the main dwelling unit and the second dwelling unit c The Second Dwelling Unit may only be rented and shall not be sold separately from the main dwelling unit, unless the lot on which such units are located is subdivided d The Property Owner(s) agree to rent the Second Dwelling Unit at a monthly rental rate which shall not exceed an amount equal to 30% of the gross monthly income of a low- income household, adjusted for household size, at 80% of the San Diego County median income e A copy of this agreement and Affidavit must be given by the Property Owner(s) to prospective purchasers of the property prior to entering into a sales contract for said property SECTION III - AFFIRMATION AND AGREEMENT I HEREBY DECLARE AND AFFIRM, under penalty of perjury, that all matters and facts set forth m this agreement are true and correct to the best of my knowledge, information and belief, and that I (we) understand, accept and will abide by the regulations, requirements, and standards governing the Second Dwelling Unit Property Owner Date BY Property Owner ^ Date Owner's Telephone Number(s) Home Office FRM0006 6/03 PAGE 2 OF 2 LOVELACE ENGINEERING Structural Engineering Services February 3, 2009 Subject Taylor Remodel 1170 Chestnut Ave, Carlsbad. CA 92008 Our File- J08405 To Whom It May Concern 1 ) It is acceptable to replace the originally specified WA" x 14" LVL floor joists w/ 14" TJI 560's @ 12"o c The 14" LVL's will still be used for the cantilevered deck at grid line 'A' See revised floor joist calculation (FJ-1), bubbled floor framing plan, and revised detail #19/86 OK by inspection Respectfully submitted, LOVELACE ENGINEERING, INC. Sean G Kessel Structural Design Engineer phone 858 535 9! 11 • fax 8585351989 • web www lovclaceeng com 5930 Cornet 'stone Court W Suite 100 San Diego, CA 92121-3772 LOVELACE ENGINEERING Structural Engineering Services PI CORRECTION *I3 4 14 SEE REVISED/UPDATED TRUSS CALCULATIONS CORRECTION *lfe ONE AND TWO FAMILY DWELLING UNITS, GROUP R-3 OCCUPANCY, NOT EXCEEDING TWO STORIES IN HEIGHT, NEED NOT HAVE SPECIAL INSPECTION FOR STRUCTURAL NOOD AS REQUIRED PER SECTION 1101 3, UNLESS SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL OF RECORD. (CBC 1104 I EXCEPTION *3; |~| SCOPE OF WORK THE BALCONY ALONG GRID LINE 'A1 IS NOW CANTILEVERED AND NO LONGER SUPPORTED BY A BEAM W/ COLUMNS AND PAD FOOTINGS SEE REVISED FLOOR JOIST CALC CFJ-i; AND REVISED FOUNDATION AND FLOOR FRAMING PLANS THE 4'-0" WINDOW OPENING AT THE FIRST FLOOR ALONG GRID LlNE 'A1 HAS MOVED CAUSING THE SHEAR WALL LENGTHS TO CHANGE SEE REVISED HEADER CALC. AND REVISED LATERAL CALC phone 858 535 9111 • fax 8585351989 • web www lovelaceeng com 5930 Cor ?)Coi AJ02I2I-3772 eve FJ-1 1 3/4" x 14" 1.9E Microllam® LVL @ 12" o/c TJ Beam® 6 30 Serial Number 7004102118 — Usef 2 12/22/2008 339 i8PM TH|S PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version 630 14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 30' 7" w -25'3"- Product Diagram is Conceptual. LOADS Analysis is for a Joist Member Primary Load Group - Residential - Living Areas (psf) 40 0 Live at 100 % duration, 14 0 Dead Vertical Loads Type Class Live Dead Location Application Comment Uniform(psf) Floor(1 00) 200 00 0 To 5'4 1/16" Adds To SUPPORTS 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uphft/Total 350" 151" 860/259/0/1119 350" 225" 506/169/0/675 Detail Other E1 Blocking 1 Ply 1 3/4" x 14" 1 9E Microllam® LVL A3 Rim Board 1 Ply 1 1/4" x 14" 0 8E TJ-Strand Rim Board® -See level® Specifier's/Builder's Guide for detail(s) E1 Blocking,A3 Rim Board DESIGN CONTROLS Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum Design Control Result Location 717 646 4655 Passed (14%) Lt end Span 1 under Floor loading 1119 1119 2603 Passed(43%) Bearing 1 under Floor loading 4079 4079 12614 Passed (32%) MID Span 1 under Floor ALTERNATE span loading 0 418 0 622 Passed (L/715) MID Span 1 under Floor ALTERNATE span loading 0 547 1 245 Passed (L/546) MID Span 1 under Floor ALTERNATE span loading 40 " 40 Passed Span 1 -Deflection Criteria HIGH(LL L/480.TL L/240) -Allowable moment was increased for repetitive member usage -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking -Bracmg(Lu) All compression edges (top and bottom) must be braced at 13' o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability -The load conditions considered in this design analysis include alternate member pattern loading ADDITIONAL NOTES -IMPORTANT! The analysis presented is output from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate -Not all products are readily available Check with your supplier or iLevel® technical representative for product availability -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Distribution product listed above PROJECT INFORMATION TAYLOR OPERATOR INFORMATION Copyright S 2007 by iLeveW. Federal Way, WA MicrcllanS is a registered trademark of i Level® Z \data\PROJECTS\08\J08405-Tsylor\TJ-Beam\FJ-l sms (.eve FJ-1 1 3/4" x 14" 1.9E Microllam® LVL @ 12" o/cTJ Beam® 6 30 Senal Number 7004102118 ^^ user 2 .2/22/200833918 PM THjS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version 6 30 14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group Primary Load Group Max Vertical Reaction Total (Ibs) Max Vertical Reaction Live (Ibs) Selected Bearing Length (in) Max Unbraced Length (in) ' 5 297 75" " 24' 10 1119 860 1 51 (W) 297 156 75" * 675 506 2 25(W) Loading on all spans, LDF = 0 90 , 10 Dead Shear at Support (Ibs) -58 164 -148 Max Shear at Support (Ibs) -77 183 -166 Member Reaction (Ibs) 259 166 Support Reaction (Ibs) 259 169 Moment (Ft-Lbs) 0 -210 982 Loading on all spans, LDF = 1 00 , Shear at Support (Ibs) Max Shear at Support (Ibs) Member Reaction (Ibs) Support Reaction (Ibs) Moment (Ft-Lbs) 0 Live Deflection (in) -0 188 Total Deflection (in) -0 264 0 Dead +10 Floor -308 646 -560 -403 717 -628 1119 628 1119 639 -1111 3647 0 346 0 475 ALTERNATE span loading on odd # spans, LDF = 1 00 Shear at Support (Ibs) Max Shear at Support (Ibs) Member Reaction (Ibs) Support Reaction (Ibs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) -308 201 -403 219 622 622 N/A -1111 600 0 096 -0 075 0 019 0 060 0 Dead -112 -130 130 133 +10 Floor ALTERNATE span loading on even # spans, LDF = 1 00 , 10 Dead Shear at Support (Ibs) -58 610 -596 May Shear at Support (Ibs) -77 681 -664 Member Reaction (Ibs) 757 664 Support Reaction (Ibs) 757 675 Moment (Ft-Lbs) 0 -210 4079 Live Deflection (in) -0 284 0 418 Total Deflection (in) -0 360 0 547 +10 Floor PROJECT INFORMATION TAYLOR OPERATOR INFORMATION Copyr.ght ••• 2001 by ILevelf, Federal Kay, HAMicrniLain* is a registered treidemark of iLevel® Z \d3t.<s\PROJECTS\08W08405-Taylor\TJ-Beam\FJ-l sms LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W Suite 100 San Diego, CA 92121-3772 phone 858 535 9111 • fax 8585351989 • www lovelaceeng com JOB_ SHEET NO CALCULATED BY_ CHECKED BY _ SCALE _ DATE. DATE USE- MARK, Nl = W3 = . PI- . P2-. Rl= . Rr = Mmax = lreq = USE: SPAN*FT.| UNIFORM LOAD = PLF = PLF = PLF _ = LBS = LBS • LBS = LBS = LBS = FT-LBS IN4 OR LOVELACE ENGINEERING Structural Engineering Services Job # (Name) J08405 Calculated By SK Date 12/2/08 \mre»^i i I^HH^^MHi^^RjgMijgwjjg^jjg^ggw Floor N-S ^Line: A nnm ^—- Wind -^- — -^ — \^v .. JArea Left Gridhnes A - C Areas (sqft) Load From Above (Ibs) Areal | Area 2 692 | Area Right None Areal 1 Htatu_dMMUHMMte^WU|gUgMU«U^MbMJMW^HMHHriKbMMMjU|9 ^~^ Vxl = 43 psf Vxr = 00 psf Grldlme Load Offset (Blank=0) A 1214 8/9 ----- Wall Length (ft) Use {?> L1 800 Shear Wall Lengths L2 1200 L3 Per Shearwall Schedule (mm req'd)Overturning CalculationShearwall Length Shear Load Wall Height Wall Weight Tributary Dead Load Concentrated Dead Load (CDL) CDL Moment Arm OT Moment Resisting Moment ( 6DL) Uplift Uplift from Above Total Uplift Use Holdown # — ~--x__ Line: B Wind 800 1029 9 16 170 9260 6029 404 198 602 1200 1543 9 16 170 13890 13565 N/A N/A '^-^" " — ' ^ ^ lAreaLeft Worst Case Areas (sqft) Load From Above (Ibs) Areal Area 2 | 755 ) Grldlme Load Offset (Blank=0) L • Area Right None ^Areal Load = (Vxl*AI/2) + (Vxr*Ar/2) = 1499 Ibs Total Load From Above • 1073 Ibs Total Load = 2572 Ibs Total Length = 20 00 ft Shear (TL/L) = 129 pit ft Ibs ft psf plf Ibs ft ft-lbs ft-lbs Ibs Ibs Ibs \ Per Holdown Schedule .s Vxl = 43 psf II Vxr= 00 psf .. --- J -• Wall Length (ft) Use {T> L1 600 Shear Wall Lengths L2 Per Shearwall Schedule (min req'd)Overturning CalculationShearwall Length Shear Load Wall Height Wall Weight Tributary Dead Load Concentrated Dead Load (CDL) CDL Moment Arm OT Moment Resisting Moment ( 6DL) Uplift Uplift from Above Total Uplift Use Holdown # 600 1635 9 16 45 14716 2041 2112 2112 Load • (Vxl*AI/2) + (Vxr*Ar/2) = 1635 Ibs Total Load From Above = 0 Ibs Total Load = 1635 Ibs Total Length - 6 00 ft Shear (TL/L)= 273 plf ft Ibs ft psf plf Ibs ft ft-lbs "ft-lbs Ibs Ibs Ibs Per Holdown Schedule ] \ ) I I I I I I I I I I I I I I I I I t LOVELACE ENGINEERING Structural Engineering Services STRUCTURAL CALCULATIONS DATE: DECEMBER 05, 2008 PROJECT: TAYLOR REMODEL 1170 CHESTNUT AVENUE CARLSBAD, CA 92008 OWNER: DAVID TAYLOR 4135 SKYLINE ROAD CARLSBAD, CA 92008 DESIGNER: JOB: STUDIO ONE ARCHITECTS 2456 LA COSTA AVENUE CARLSBAD, CA 92009 J08405 NOTE THESE CALCULATIONS ARE INVALID UNLESS BEARING A WET STAMP & SIGNATURE phone 858 535 91 II • fax 858535 1989 • web www lovelaceeng com 5930 LOVELACE -1o*<.tc*>~ ~A ENGINEERING JOB :sj~: T SHEET NO L OhStructural Engineering Services _ CALCULATED BY C DATE5930 Cornerstone Court W Suite 100 " " San Diego, CA 91121 -3772 CHECKED BY DATE phone 858 535 9111 • fax 8585351989 • www lovelaceeng com SCALE TABLE OF CONTENTS SUBJECT SHEET DESIGN CRITERIA **- DESIGN LOADS VERTICAL ANALYSIS/DESIGN "/ - // LATERAL ANALYSIS/DESIGN FOUNDATlONS / RETAINING HALLS STRUCTURAL NOTES / SCHEDULES / DETAILS CWHERE APPLICABLE; I LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W Suite 100 San Diego, CA 92111-3772 phone 858S359III • fax 8585351989 • wwwlovelaceengcom JOB SHEET NO CALCULATED BY_ CHECKED BY SCALE GOVERNlNG CODE; CONCRETE: MASONRY: MORTAR: GROUT; REINFORCING STEEL: DESIGN CRITERIA IBC 2006 / CBC01 F'c = 2500 psf, NO SPECIAL INSPECTION REQ'D CU N O MEDIUM WEIGHT, ASTM C30, F'm = 1500 psf, SPECIAL INSPECTION REQ'D ASTM C210, F'c = !800 psi, TYPE S ASTM C41&, F'c = 2000 psi ASTM A6I5, Fy= ASTM A615, Fy = FOR <* 4 AND SMALLER i FOR * 5 AND LARGER CU N O STRUCTURAL STEEL: ASTM A512, Fy= 30 ksf CSTEEL SHAPES; UNO ASTM A500, GRADE B, Fy= 4fel^si CSTRUCTURAL ASTM A&3, GRADE B, Fy= 35^sf ("STRUCTURAL PIPE; ASTM A3&, Fy= 3fe ksi (^PLATES; BOLTING: WELDING: SAWN LUMBER: GLULAMS: SOIL: A301, SINGLE PLATE SHEAR CONN A325-N, A430-N HIGH STRENGTH, SINGLE PLATE SHEAR CONN E10XX SERIES-TYP , E<30 SERIES FOR A6I5 GRADE 60 REBAR SHOP WELDING TO BE DONE IN AN APPROVED FABRICATOR'S SHOP FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECTION DOUGLAS FIR LARCH, ALLOWABLE STRESSES PER 2005 NDS DOUGLAS FIR LARCH 24F-V4 FOR SIMPLE SPAN CONDITIONS 24F-VS FOR CANTILEVER CONDITION ALLOWABLE BEARING PRESSURE ACTIVE SOIL PRESSURE ACTIVE SOIL PRESSURE (RESTRAINED; = PASSIVE SOIL PRESSURE SOIL DENSITY COEFFICIENT OF FRICTION pcf D EXISTING NATURAL SOIL PER IBC TABLE 1804 2 SOILS REPORT BY ££OT£-c-H/0/i*i- PROJECT NUMBER- 0&- <? DATED SOIL CLASSIFICATION- II /l I I| ra-; LOVELACE j| e-y ENGINEERING -^ FM ' — ^k'a r , , , , , SHEET N0 ' OF Hi IBHB1 Sliucluial hngineei n iq Services m tro^n - *w c inj- CALCULATED BY DATtgjj 5930 Cornerstone Court W Suite 100 mmmm SanDiego,CA 92121 -3772 CHECKED BY DATE fjhone 8585359111 • fax 8585351989 • www lovelaceeng com SCALE DESIGN LOADS ROOF DEAD LOAD ROOFING C ( &rtPO ) if 0 psf SHEATHING 1 b RAFTER/CEILING JOISTS OR TRUSSES 3 5 INSULATION 1 b DRYWALL 2 5 OTHER CELEC , MECH , MISC ; 1 0 TOTAL DEAD LOAD. C-f0psf LIVE LOAD. fROOF USE PER IBC TABLE 1601 i; SK?0psf TOTAL LOAD-- 3^0 psf FLOOR I DEAD LOAD FLOORING ( /^^PEn /f^D ^ 40 psf LT WEIGHT CONCRETE 0 SHEATHING 2 0 JOlSTS 3 5 DRYWALL 2 b OTHER fELEC , MECH . MISC ; 2 0 TOTAL DEAD LOAD 0 psf LIVE LOAD. CRESIDENTIAL USE PER IBC TABLE 1601 i; 400 psf TOTAL LOAD-- .0 psf EXTERIOR WALL STUDS 1 0 psf DRYWALL 2 b INSULATION 1 b EXTERIOR FINISH ( 6>W-c<? ) IO & OTHER CM1SC ; 1 0 TOTAL LOAD, ^,0psF INTERIOR WALL STUDS 1 0 psf PRTWALL b 0 OTHER CMISC ; 1 0 TOTAL LOAD: 1.0 psf 2ECK/OTI-IER 0 psf 0 2 0 3 5 2 5 0 0 psf 0 psf .0 psf IB LOVELACE ENGINEERING • Structural Engineering Service 5930 Cornerstone Court W Suite IOC San Diego, CA 92121-3772 phone 858 535 91 II • fax 8585351989 • wwwlovelacee iOB (L SHEET NO 1 OFs CALCULATED BY DATE . ... CHECKED BY DATE ng com SCALE VERTICAL ANALYSIS / DESIGN 1 EVEL Rr9i9T^ MEMBERS TS>^ /W1 / MARK: PS-I SPAN= 4 Wl= 2* (. 4/^4- 7(^ n £-f^ J--^~\':*~~-. FT, D UNIFORM LOAD p = ~7<~> PLF ! ^ W2= = PLF rf — ==*• — " f p| = it ( <•/ /V~)£0 l& , &/^) , P2 = Rl = Rr = Vmax = Mmax = lreq = USE ^X^ ^F / MARK: £H-| SPAN= - Nl= 3*f (&,/*) W2= 3Yc/€/*'>) W3= 3<-f (W/£ Pl= 2>B/ffe/^w*A^43Mr^ P2 = Rl = */ ^ — • — PLF ,^, •— ^ ^VL^-'/s.) = Iff LBS " LBS / = i^$» LBS = //(T LBS = /^£ LBS = & FT-LBS = - !N4 OR ' FT D UNIFORM LOAD = /r^> PLF uls. 1 ( '^* = /^3 PLF _^— - — " "*"= qin PLF r ./ ^^/-(^/P-YVv) = ^PC» LBS ' 7l = LB5 •' ^J /• = n\o LBS Rr= = I>^C> LBS Vmax= = fe&U LBS Mmax == d&G(0 FT-LBS lreq= = 3- ( IN4 USE M^9r ^ MARK: f2^-^ SPAN=^ 3- :e- OR S_ FT. H<fNlFORM LOAD = 1^0 PLF W2 = = PLF N3 = Pl = P2 = PLF LBS LBS Rl= = LBS Rr =LBS Vmax= = ^^ LBS Mmax == I^OO FT-LBS lrecj= = >3- IN4 USE 4 xgT -^^9— OR LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W Suite 100 San Diego, CA 92121-3772 phone 858 535 9111 • fax 8585351989 • www lovelaceeng com SHEET NO CALCULATED BY_ CHECKED BY SCALE OF DATE_ DATE LEVEL MEMBERS N3 = Pl = _ P2= Rl= Rr= Vmax=_ Mmax=_ lreq = USE MARK: P' = P2 = Rl = Vmax = Mtnax = lreq = USE MARK. Pl = Rl= Rr = Vtnax = Mmax=_ lreq = USE SPAN I UNIFORM LOAD PLF PLF PLF _ LBS LBS LBS LBS LBS FT-LBS IN4 £10 SPAN=FT.UNIFORM LOAD = PLF = PLF = PLF _ = LBS = LBS = LBS = LBS =_ LBS = FT-LBS iN4 OR SPAN=FT.D UNIFORM LOAD = PLF = PLF = PLF _ = LBS = LBS = LBS = LBS = LBS = FT-LBS IN4 OR II I I I I I I FJ-1 1 3/4" x 14" 1 9E Microllam® LVL @ 12" o/c TJ Beam© 6 30 Sera; Number 70C4102" "8 use 2 ./e/LooB23832PM TH|S PRODUCT MEETS OR EXCEEDS THE SET DESIGNP3qe 1 Engine Version 6 30 "4 CONTROLS FOR THE APPLICATION AND LOADS LISTED Product Diagram is Conceptual LOADS^ Analysis is for a Joist Member Primary Load Group - Residential - Living Areas ipsf) 40 0 Live at 100 % duration 14 0 Dead I I I I SUPPORTS Input Bearing Width Length 1 Stud wall 350" 225" 2 Stud wall 350" 225" Vertical Reactions (Ibs) Live/Deacl/Uphft/Total 505/177/0/682 505/177/0/682 Detail Other A3 Rim Board 1 Ply 1 1/4" x 14" 0 8E TJ-Strand Rim Board® A3 Rim Board 1 Ply 1 1/4" x 14" 0 8E TJ-Strand Rim Board® 1 Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum 671 671 4163 Design -603 671 4163 0414 0559 40 Control 4655 1673 12614 0621 1 242 40 Result Passed Passed Passed Passed Passed Passed (13%) (40%) (33%) (L/720) (L/533) -See iLevel® Specifier's/Builder's Guide for details) A3 Rim Board DESIGN CONTROLS Location Rt end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Deflection Criteria HIGH(LL L/480.TL L/240) -Allowable moment was increased for repetitive member usage -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking -Bracing(Lu) All compression edges (top and bottom) must be braced at 12' 8" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES -IMPORTANT1 The analysis presented is cutout from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values The specific product application, input design loads and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate -Not all products are readily available Check with your supplier or iLevel® technical representative for product availability -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY1 PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code IBC analyzing the level® Distribution product listed above I I I I I PROJECT INFORMATION TAYLOR OPERATOR INFORMATION • ••p., i ight. >••. •"i :••) lam v i L e v e 1 '=•'•, Fe -d e r a ". w a y '•'* - :•}•. 3 :.••.: led :..radt5ir.a: k - f ; L-= • I I I I I I I I I I I I I I I I I I FJ-1 1 3/4" x 14" 1.9E Microllam® LVL @ 12" o/c TJ Beam®6 30 Serial Number 7004102118 user 2 n/26/20082 38 33 PM TH|S PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version 6 30 14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group Primary Load Group - 24' 10 00" A Max Vertical Reaction Total (Ibs) 682 682 Max Vertical Reaction Live (Ibs) 505 505 Selected Bearing Length (in) J jb(W) 2 25(W) Max Unbraced Length (in) 152 Loading on all spans, LDF = 0 nO , 10 Dead Shear at Support (Ibs) 156 -156 Max Shear at Support (Ibs) 174 -174 Member Reaction (Ibs) 174 174 Support Reaction (Ibs) 177 177 Moment (Ft-Lbs) 1079 Loading on all spans, LDF = 1 00 , i 0 Dead +10 Floor Shear at Support (Ibs) 603 -603 Max Shear at Support (Ibs) 671 -671 Member Reaction (Ibs) 671 671 Support Reaction (Ibs) 632 682 Moment (Ft-Lbs) 4163 Live Deflection (in) 0 414 Total Deflection (in) 0 559 PROJECT INFORMATION OPERATOR INFORMATION TAYLOR copyright 2001 by iLevel®, Federal Way WA>llam'. is a registered trademark of iLevei LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W Suite 100 San Diego, CA 92121-3772 phone 8585359111 • fax 8585351989 • wwwlovelaceengcom JOB_ SHEET NO CALCULATED BY _ CHECKED BY SCALE DATE _ DATE LEVEL _ MEMBERS MARK; Nl = F-uec?-<e- USE 1 Title Block Line 1 You can changes this area using the "Settings" menu item Iand then using the "Printing & Title Block" selection Title Block Line 6 __ Wood Beam Design I •Lie. #: KW-OS001024 •:* B Description FB-1 _ Material Properties Title Dsgnr Project Desc Project Notes Job# V t'nnsed 10i-r?008 10?4W ENERCALC, INC 1963-2906, Ver 6 0 20 | License Owner : LOVELACE ENGINEERING CaK uiat'o > • Analysis Method Allowable Stress Design Fb- Tension 2,9000 psi E • Load Combination 2006 IBC & ASCE 7-05 Fb-Compr 2,9000 psi Fc-Prll 1,6000 psi • Wood Species Truss Joist Fc-Perp 6500 psi Wood Grade Parallam 2 OE Fv 2900 psiFt 1 ,000 0 psi Beam Bracing Beam is Fully Braced against lateral-torsion buckling 1: i D(0 38Ur(0 54) 1. on « io*\ I rlO 04 0 1) UO 027,0 OJILIp O'l 82.0 2^01 uuu u*>." */ — s — ... * .*<*;«,;& •• •••,. " '•'' ' I • • i |Applied Loads D(0 335) Lr(0 26) L(0 027) D^° 36)J * T T ] 70x14 250ft per IBC 2GCfe CSC 200/. 2005 NDS Modulus of Elasticity Ebend-xx 2,000 Oksi Eminbend - xx ksi Density 34 150pcf £3&fpg2) lr(0 1.0 04) 1 ffi n?7|(? pyj J1l| ;l? , ..,*•-'! __ Service loads entered Load Factors will be applied for calculations _ Beam self weight calculated and added to loads I Load for Span Number 1 • Varying Uniform Load D(S,E) = 0 1820->0 2250, Lr(S,E) = 0 040->0 10 L(S,E) = 0 0270->0 0270 k/ft, Extent = 0 0 -» 6 0 ft, Tributary Width = 1 0 ft Uniform Load D = 0 3350, Lr = 0 260, L = 0 0270 k/ft, Extent = 60 --» 19 0 ft, Tributary Width = 1 0 ft _ Varying Uniform Load D(S,E) = 0 2250->0 1820, Lr(S,E) = 0 10->0 040 L(S,E) = 0 0270->0 0270 k/ft, Extent =190 -» 25 0 ft, Tributary Width = 1 0 ft • PomtLoad D = 0380, Lr = 0540k@60ft 1 PomtLoad D = 0380, Lr = 0540k@ 190ft De$/GA/ SUMMARY • 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 Live Load Deflection Ratio _ j Max Downward Total Deflection = • i Max Upward Total Deflection | Total Deflection Ratio 0 87S 1 Maximum Shear Stress Ratio 7 0x14 Section used for this span 2, 536 79 psi fv Actual 2,900 OOpsi Fv Allowable +D+Lr+H Load Combination 12416ft Location of maximum on span Span # 1 Span # where maximum occurs 0 791 in 0 000 in 379 0 992 in 0 000 in 302 Maximum Forces & Stresses for Load Combinations • Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M +D Length = 24 8322 ft 1 OiO/' • Length = 016779 ft 1 • +D+L+H Length - 24 8322 ft 1 0 '15 Length -016779 ft 1 O'^', I+O+Lr+H Length = 24 8322 ft 1 0 8"5 Length = 016779 ft 1 085 +D+0 750Lr-K) 750L+4H 1 V Mactual fb-design Fb-allow 0204 2803 147087 2,90000 0 204 ->8 03 1 470 87 2,900 00 0220 3014 1,58156 2,90000 0220 3014 1,58156 2,90000 0341 4834 2,53679 2,90000 0341 4834 2,53679 2,90000 •I^^H ucsion UK | 0341 1 70x14 98 93 psi 290 00 psi 23993ft Span#1 Summary of Shear Values Vactual fv-design Fv-allow 3 86 59 06 290 00 386 5906 29000 417 6381 29000 417 6381 29000 646 9893 29000 646 9893 29000 I I I I I I I I I I I I I I Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection Title Block Line 6 Title Dsgnr Project Desc Project Notes Job* "lilted <OfcC?CI08 10?4Af< Wood Beam Design Lie. #: KW-Q6001024 Description FB-1 Load Combination Segment Length Span # Length'="248322 ft 1~ Length = 016779 ft 1 ENERCALC.INC 1983-2008, Ver 6 020 License Owner : LOVELACE ENGINEERING Max Stress Ratios M V 0811 0319 0811 0319 Summary^ Moment Values Mactual fb-design Fb-allow 4484 £35333 £900 00" 44 84 2,353 33 2,900 00 Summary of Shear Values Vactual fv-design Fv-altow 604 " 9253 29000 6 04 92 53 290 00 Overall Maximum Deflections • Unfactored Loads Span Max "-" Defl Location in Span Load CombinationLoad Combination DOnly 1 T99T9 12584 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination D Only " Lr Only L Only Max v Defl o'oooo" Location in Span 0000 Span Max Downward Defl 1 LM..+S 1 Maximum Vertical Reactions • Unfactored s'upport & Load Combination Support 1, (DOnly) Maximum Vertical Reactions • Unfactored Load Combination Support 1 Overall MAXfmum 4069 D Only 4 069 LrOnly 2650 LOnly 0338 Lr+L+S 2 988 09919 07159 00749 07908 Location in Span 12" 584 12584 12584 12584 Max Upward Defl 0 0000" 00000 00000 00000 Location in Span 0000" 0000 0000 0000 '3 10'! Support Reaction 4069 k ~ Support 2 4069 4069 2650 0338 2988 2500 Distance (ft) +D+Lr+H • +D+0 750Lr+0 750L+H 235 487 738 990 1242 1493 1745 1997 2248 2500 Distance (ft) m +D • +D+L+H • +D+Lr+H • +D+0 750Lr-t-0 750L+H 2.35 487 738 990 1242 1493 1745 1997 2248 2500 Distance (ft) i Overall MAXimum Envelope • D Only • Lr Only • L Only m Lr+L+S . .at LOVELACE Structural Engineering Services 5930 Cornerstone Court W Suite 100 San Diego, CA 92121 -3772 phone 858 535 9111 • fax 8585351989 • www lovelaceeng com JOB_ SHEET NO CALCULATED BY_ CHECKED BY SCALE OF DATE_ DATE 1 PVPI , pn?C^_ MEMBERS. f-/EA£>1^ MARKs fiM SPAN. L W2 = L^/fe/Wl k FT. D UNIFORM LOAD , + >t/*M = ^"73 PLF PLF W3 = = PLF Pl-LBS P2= = LBS Rl- Rr = Vmax = Mtnax = lreq = LBS LBS = )T?O LBS = ~l<yO FT-LBS IN4 USE- H7*"'^" &~ ~&- OR MARK: f5>^M SPAN. jj. Wl= ^Mn>/>^ FT. D UNIFORM LOAD = *»*? PLF W2 = = PLF W3= = PLF PI- P2 = Rl = LBS LBS LBS Rr= = LBS Vmax = Mmaxa lreq = USE: HxlO = MARK, SPAN. Wl- W2 = = IffO'O LBS = 2>^°f^ FT-LBS = ~7> IN4 *-\ OR FT. l~l UNIFORM LOAD PLF PLF W3= = PLF Pl- P2 = Rl- Rr = Wiax= Mmax= lreq = USE: LBS LBS LBS LBS LBS FT-LBS IN4 OR LOVELACE ENGINEERING Structural Engineering Services Job # (Name) J08405 Calculated By SK Sheet #of Date 12/2/08 mmtmmMtoofji&mmism Type Roof (flat) Roof (sloped) Roof Deck Walls (exterior) WalFsTnterior) Total Type Floor 1 Floor 2 Deck Lower Roof Walls (ext blw ) Walls (mt blw ) Walls (ext. abv ) Walls (intabv) Total Dead Load (psf) 00 140 00 160....... . - Dead Load (psf) 140 00 340 140 160 70 - Area (ft2) 690 - - 690 Area <ft') 690 61 1402 2153 Length (ft) . - - 125 50 Length (ft) 230 155 Plate Height (ft) . - - 90 90 Plate Height (ft) 90 90 Weight (Ibs) 0 9660 0 9000 1575 20235 Weight (Ibs) 9660 0 2074 19628 16560 4883 9000 1575 63380 LOVELACE ENGINEERING Structural Engineering Services PROJECT TAYLOR CLIENT JOB NO J08405 DATE 12/2/2008 PAGE i 3> DESIGN BY SK REVIEW BY INPUT DATA Typical floor height Typical floor weight Number of floors Importance factor (ASCE 1151) Building location Site class (A, B, C, D, E, F) The coefficient (ASCE Tab 12 8-2) The coefficient(ASCE Tab 1221) hn W h= ft wx= k n= 2 l= 1 (IBCTab16045) Zip Code 92008 C (If no soil report, use D) C, = 0 02 R= 65 DESIGN SUMMARY Total base shear V = 013W, (SD) = 11 0 09 W, (ASD) = 8 Seismic design category = D Latitude 35 523 Longitude 95 496 Ss= 126300 %g,Sms= 1263 g , Fa = 1000 S, = 47 600 %g , Sm1 = 0 630 g , Fv = 1 324 SDS= 0842 g, SD1 = 0420 g k, (SD) k, (ASD) 195 ft 84 k Ewxhk = k = 1 00 (ASCE 12 8 3 pg130) 1,028 X = 075 (ASCE Tab 12 8-2) Ta=C,(hn)= 019 Sec (ASCE 1,! 8 21) VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to floor No Name Height ft Height Weight hx ft wx k wxhx Lateral force @ each level Fx Vx O M k k k-ft Diaphragm force SF, SW, Fpx k k k Roof 2nd Ground 950 1000 195 100 00 20 63 395 634 0 384 42 0616 67 42 108 39 148 42 108 20 84 4 11 LOVELACE ENGINEERING Structural Engineering Services PROJECT CLIENT JOB NO TAYLOR J08405 DATE 12/02/08 PAGE DESIGN BY REVIEW BY SK Wind Analysis for Low-rise Building; Based on ASCE 7-05 / IBC 2006 / CBC 2007fe|; INPUT DATA Exposure category (B c or D) B Importance factor, pg 77, (0 87,1 0 or 1 15) l= 100 Category II Basic wind speed (IBC Tab 1609 3 1V3S) v = 85 mph Topographic factor (Sec 6 5 7 2 pg26&45) Kjt = 1 Flat Building height to eave he = 195 ft Building height to ridge hr = 22 25 ft Building length L = 25 ft Building width B = 225 ft Effective area of components A = 0 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load Max total upward force 5 56 kips 4 70 kips 1678 ft-kips 5 63 kips ANALYSIS Velocity pressure qh = 0 00256 Kh Kz, Kd V21 = 1101 psf where qh = velocity pressure at mean roof height, h (Eq 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab 6-3 Case 1 pg 79) = 0 70 KH = wind directionality factor (Tab 6-4, for building, page 80) = 0 85 h = mean roof height = 20 88 ft < 60 ft, [Satisfactory] Design pressures for MWFRS P = qh[(GCpt)-(GCp,)] where p = pressure in appropriate zone (Eq 6-18, page 28) G Cpf = product of gust effect factor and external pressure coefficient, see table below (Fig 6-10, page 53 & 54) G Cpi = product of gust effect factor and internal pressure coefficient (Fig 6-5, Enclosed Building, page 47) 018 or -018 a = width of edge strips, Fig 6-10, note 9, page 54, MAX[ MIN(0 1B, 04h), 0 04B.3] = 3 00 ft Net Pressures (psf), Basic Load Cases Surface 1 2 3 4 1E 2E 3E 4E 5 6 Roof angle 9 = 1374 GCpf 048 -069 -043 -037 072 -1 07 -062 -055 -045 -045 Net Pressure with (+GCp.) 325 -957 -676 -607 595 -1376 -884 -806 -693 -693 (-GCpi) 722 -561 -280 -211 991 -979 -488 -4 10 -297 -297 Roof angle 9 = 0 00 GCpf 040 -069 -037 -029 061 -1 07 -053 -043 -045 -045 Net Pressure with (+GCpi) 242 -957 -605 -517 473 -1376 -781 -671 -693 -693 (-GCPI) 638 -561 -209 -1 21 869 -979 -385 -275 -297 -297 Net Pressures (psf), Torsional Load Cases Surface 1T 2T 3T 4T Surface 1T 2T 3T 4T Roof angle 6 = 13 74 GCp, 048 -069 -043 L -037 Net Pressure with (+GCpl) 081 -239 -1 69 -1 52 (-GCpl) 1 80 -1 40 -070 -053 Roof angle 9 = 000 GCpf 040 -069 -037 -029 Net Pressure with (+GCp,) 061 -239 -1 51 -1 29 (-GCpl) 1 60 -1 40 -052 -030 Transverse Direction Longitudinal Direction Basic Load Cases Transverse Direction Longitudinal Direction Torsional Load Cases j LOVELACE ' ENGINEERING Structural Engineering Services Job # (Name) J08405 Calculated By SK Sheet #of Date '2/2/08 ^i|®lt;iwimii;Seismic 1 Wind;Analysis;^';5% f^^f^^m. I |> K ^^Governing Loadsjf piht I I u. •sS&vv£S(* VRsW?' 'i^-> i> ;>•-». •%'..<• v •;• :Seismic5 N-S*Values^'*«*6*j*»»jsbsSi**wi<ai?-«>»-»fft!i«i ,. < -A Story Load (LRFD) = 42 kips Story Load (ASD) = 2 94 kips Total Diaph Area = 690 ft 2 Diaph Load = 4 3 psf Story Load (LRFD) = 67 kips Story Load (ASD) = 469 kips Total Diaph Area = 2153 ft 2 Diaph Load = 2 2 psf ? '$• 5E 1 UL l^inclNlSl^alue;^^ Grid Lines A - C Wind Load Totai = 56 kips Height ,„„,= 28 ft Height 2rd= 9 5 ft Height 1st= 100 ft Proj Diaph Area= 563 ft2 Wind Load Adj = 19 kips Wind Diaph Load= 33 psf Proj Diaph Area = 563 ft2 Wind Load Ad] = 24 kips Wind Diaph Load = 4 3 psf 1 1 1 95*9 1 i iI <z Grid Lines Wind Load Totai = kips Height rool = ft Height 2nd= ft Height 1s,= ft Proj Diaph Area= ft2 Wind Load AdJ = kips Wind Diaph Load = psf Proj Diaph Area = ft 2 Wind Load Adl = kips Wind Diaph Load = psf Grid Lines Wind Load Totai = kips Height ,„„,= ft Height 2nd = ft Height I5t= ft Proj Diaph Area= ft2 Wind Load Adj = kips Wind Diaph Load = psf Proj Diaph Area= ft2 Wind Load Aai = kips Wind Diaph Load = psf Grid Lines Wind Load Tolai = kips Height roof = ft Height 2nd = ft Height 1s,= ft Proj Diaph Area= ft2 Wind Load Adj = kips Wind Diaph Load = psf Proj Diaph Area = ft 2 Wind Load Ad| = kips Wind Diaph Load = psf < 43 psf Seismic Governs > 22 psf Wind Governs ;5ftV>i^v .i^^W: _. 'f'i-i'?V*~>W' ir.<&5&*<.'&i<|SeisrriiC' E-A/\|ValuesWXSiliv**M(i>)*W".«Bf-tf,aftt4R*.'*i5llSs*s«*1* K § u. Story Load (LRFD) = 42 kips Story Load (ASD) = 29 kips Total Diaph Area = 690 ft z Diaph Load = 4 3 psf Story Load (LRFD) = 67 kips Story Load (ASD) = 469 kips Total Diaph Area = 2153ft2 Diaph Load = 2 2 psf mW&&m®l*li&&&Proj2Area*i;1oc 8E Grid Lines 3 - 4 Wind Load Total = 47 kips Height ,„„,= 28 ft Height 2nd= 95 ft Height 1st= 100 ft Proj Diaph Area = 563 ft 2 Wind Load AdJ = 16 kips Wind Diaph Load= 28 psf Proj Diaph Area = 563 ft 2 Wind Load Adj = 21 kips Wind Diaph Load = 37 psf 1 f IK IL. Grid Lines Wind Load Totai = kips Height root= ft Height 2nd= ft Height 1st= ft Proj Diaph Area = ft z Wind Load Adj = kips Wind Diaph Load = psf Proj Diaph Area= ft2 Wind Load Ad| = kips Wind Diaph Load = psf i ft0.' 1 OL OO U. Grid Lines Wind Load Totai = kips Height roo,= ft Height 2nd • ft Height ist = ft Proj Diaph Area = ft 2 Wind Load Ad] = kips Wind Diaph Load = psf Proj Diaph Area = ft 2 Wind Load Ad| = kips Wind Diaph Load = psf s !?" Icc. 1_OOu. Grid Lines Wind Load Totai = kips Height ,„„,= ft Height 2nd= ft Height ,„= ft Proj Diaph Area= ft2 Wind Load Ad] = kips Wind Diaph Load = psf Proj Diaph Area = ft 2 Wind Load Ad| = kips Wind Diaph Load = psf M:.AV-,-.«':- Worst Case Roof Loadu^5/ •;• v* Seismic Wind N-S 43 psf > 3-3 psf I Seismic E-W 43 psf > 2-8 psf I Seismic ~3K*;; Worst Case Total Floor Loadi*e*v Seismic Wind N-S &4 psf < 77 psf Wind E-W 6-4 psf < 65 psf Wind HRoor{ _ r — ;;:;:;"-- — ~~^":;:- -., H2ND j I n1ST loT j FOR 1 STORY CASE I < 43 psf Seismic Governs > 2 2 psf Wind Governs Note 'Wind Load Adj ' is the ratio of the Total Wind Load multiplied by the Total Height of the structure divided by the Total Height of the structure less half the Height of the 1st floor LOVELACE ENGINEERING Structural Engineering Services Job # (Name) J08405 Calculated By SK Sheet #\b of Date 12/2/08 Roof N-S Line: A Areas (sqft) Load From Above (Ibs) Wall Length (ft) Seismic Areal 570 Rho = 10 Vx = 43 psf Area 2 Gridlme Load Offset (Blank=0) L1 1 75 Shear Wall Lengths L2 1 75 L3 1 75 L4 1 75 L5 SEE SEGMENTED SHEARWALL ANALYSIS = = = = > Use ^T) Per Shearwall Schedule (mm req'd)Overturning Calculation IShearwall Length Shear Load Wall Height Wall Weight Tributary Dead Load Concentrated Dead Load (CDL) CDL Moment Arm OT Moment Resisting Moment ( 6DL) Uplift Uplift from Above Total Uplift No Holdowns Required Line: C Areas (sqft) Load From Above (Ibs) Seismic Areal 690 1 75 304 175 304 1 75 304 1 75 304 Load = (Vx * T A 12) = 1214 Ibs Total Load From Above = 0 Ibs Total Load = 1214 Ibs Redundancy = T L * Rho = 1214 Ibs Total Length = 7 00 ft Shear (TL/L) = 173 plf ft Ibs ft psf plf Ibs ft ft-lbs ft-lbs Ibs Ibs Ibs Rho = 1 0 Vx = 43 psf Area 2 Gridhne Load Offset (Blank=0) Wall Length (ft) Use {j>Overturning Calculation 1L1 800 Shear Wall Lengths L2 600 L3 Per Shearwall Schedule (mln req d) Shearwall Length Shear Load Wall Height Wall Weight Tributary Dead Load Concentrated Dead Load (CDL) CDL Moment Arm OT Moment Resisting Moment ( 6DL) Uplift Uplift from Above Total Uplift No Holdowns Required 800 840 9 16 55 7560 3821 N/A N/A 600 630 9 16 55 5670 2149 N/A N/A Load = (Vx*T A/2) = 1470 Ibs Total Load From Above = 0 Ibs Total Load = 1470 Ibs Redundancy = T L * Rho = 1470 Ibs Total Length = 1400 ft Shear (TL/L) = 105 plf ft Ibs ft psf plf Ibs ft ft Ibs ft Ibs Ibs Ibs Ibs LOVELACE ENGINEERING Structural Engineering Services Grid Line Job # (Name) J08405 Calculated By SK 2nd Floor Shear Force (Ibs) = 250 150 250 1 50 Uniform PL To Resist O T (plf) = 150 175 220 608 total 900 650 V max (Ibs) | 23 v max (plf) | 13 V max (Ibs) | 304 v max (plf) | 174 T max (Ibs) V max (Ibs) | (70) v max (plf) | (40) T max (Ibs) | 842 Lett Right Vertical shear forces above header Header strap force Shear above window Horizontal force at window Shear at window Vertical shear forces below sill Sill strap force Shear below sill Vertical shear force Max Shear - Header Strap - Sill Strap = Overturning Force = 249 281 374 198 plf Ibs Ibs Ibs Shearwall CS14 Strap 8 Holdown Sheets \~1 of Date 12/2/08 SEAOC Design Manual Vol II - Pg 28-29 1 2 3 X 900 650 I L"1 LOVELACE ENGINEERING Structural Engineering Services Job # (Name) J08405 Calculated By SK Sheet #of Date 12/2/08 ^^^S^^^^^j^^^^^^^^^^^^^^^^^^^1^^^^^^^^ O k^Ao'n^al 1 If r^S"e !^5fSS^^^j^^^^^^^^^^^j^^^S^^j^^^^^^^^8Jj^^j^^Sft^^ ^^SSm^^ffSK^vy^^^yf^V^^iS^^^^^S''^^^^^^^^^^^^^^^^^^^^^^^^^^^ • .•-!'»> --. .:v--vi-v1-#v^«/&>S(&^;->^-^;-''^:-V^ Roof E-W Line: 3 Areas (sqft) Load From Above (Ibs) Seismic Areal 690 Rho = 1 0 Vx = 43 psf Area 2 Gridlme Load Offset (Blank=0) Wall Length (ft) Use {j> L1 900 Shear Wall Lengths L2 Per Shearwall Schedule (mm req'd)Overturning CalculationShearwall Length Shear Load Wall Height Wall Weight Tributary Dead Load Concentrated Dead Load (CDL) CDL Moment Arm OT Moment Resisting Moment ( SDL) Uplift Uplift from Above Total Uplift No Holdowns Required Line: 4 Areas (sqft) Load From Above (Ibs) Seismic Areal 670 900 1470 9 16 170 13230 7630 N/A N/A Load = (Vx*T A/2) = 1470 Ibs Total Load From Above = 0 Ibs Total Load = 1470 Ibs Redundancy = T L * Rho = 1470 Ibs Total Length = 9 00 ft Shear (71 / L) = 163 plf ft Ibs ft psf plf Ibs ft ft-lbs ttlbs Ibs Ibs Ibs Rho = 10 Vx = 43 psf Area 2 Gndline Load Offset (Blank=0) Wall Length (ft) Use {]> L1 500 Shear Wall Lengths L2 500 L3 400 L4 Per Shearwall Schedule (mm req d)Overturning CalculationShearwall Length Shear Load Wall Height Wall Weight Tributary Dead Load Concentrated Dead Load (CDL) CDL Moment Arm OT Moment Resisting Moment ( SDL) Uplift Uplift from Above Total Uplift No Holdowns Required 500 510 9 16 170 4588 2355 N/A N/A 500 510 9 16 30 4588 1305 N/A N/A 400 408 9 16 30 3670 835 N/A N/A Load = (Vx*T A/2) = 1427 Ibs Total Load From Above = 0 Ibs Total Load = 1427 Ibs Redundancy = T L * Rho = 1427 Ibs (351)AdJ Load = T L * (h/2L) = 1606 Ibs Total Length = 1400 ft Shear (TL/L) = 115 plf ft Ibs ft psf plf Ibs ft ft Ibs ft Ibs Ibs Ibs Ibs LOVELACE ENGINEERING Structural Engineering Services Job # (Name) J08405 Calculated By SK Sheet #Of Date 12/2/08 Floor N-S Line: A Wind I Area Lett Gridlmes A - C {Area Right None Areal | Area 2 | 692 I [ | Area 1 | i i I J I I i : Vxl = Vxr = 49 psf 00 psf Load From Above (Ibs) Grldlme Load Offset (Blank=0) A 1214 8/9 ---- Shear Wall Lengths Wall Length (ft) L1 1600 L2 Load = (Vxl*AI/2) + (Vxr*Ar/2)= 1698 Ibs Total Load From Above = 1073 Ibs Total Load = 2772 Ibs Use Per Shearwall Schedule (mm req'd) Total Length = 1600 ft Shear (TL IL) = 173 plf &s _o 5 D)C E 1 o Shearwall Length Shear Load Wall Height Wall Weight Tributary Dead Load Concentrated Dead Load (CDL) CDL Moment Arm OT Moment Resisting Moment ( 6DL) Uplift Uplift from Above Total Uplift 1600 2772 9 16 170 24944 24115 N/A N/A ft Ibs ft psf plf Ibs ft ft-lbs ft-lbs Ibs Ibs /OS No Holdowns Required Line: B Wind I Area Lett Worst Case I Area Right None Areas (sqft)Area 1 | Area 2 | | 755 [L 1 j Areal ] i 1_ iJ — i I Load From Above (Ibs) Qridline Load Offset (Blank=0) ----- Shear Wall Lengths Wall Length (ft) L1 600 L2 Vxl = 49 psf Vxr = 00 psf Load = (Vxl*AI/2) + (Vxr*Ar/2)= 1853 Ibs Total Load From Above = 0 Ibs Total Load = 1853 Ibs Use Per Shearwall Schedule (min req'd) Total Length = Shear <TL/L) = 600 ft 309 plf _ I um0 S 3e o Shearwall Length Shear Load Wall Height Wall Weight Tributary Dead Load Concentrated Dead Load (CDL) CDL Moment Arm OT Moment Resisting Moment ( 6DL) Uplift Uplift from Above Total Uplift 600 1853 9 16 45 16674 2041 2439 2439 ft Ibs ft psf plf Ibs ft ft Ibs ft Ibs Ibs Ibs Ibs Use Holdown # ["l"| Per Holdown Schedule LOVELACE ENGINEERING Structural Engineering Services Job # (Name) J08405 Calculated By SK Sheet #- of Date 12/2/08 Floor N-S Line: C Areas (sqft) Load From Above (Ibs) Wall Length (ft) Use {!)Overturning Calculation IWind Area Left Gridllnes~A C JArea Rfght None n Areal Area 2 Area 1 Vxl = 49 psf Vxr = 00 psf _«™ I L I i 1 1 1 Grldllne Load Offset (Blank=0) C 1470 8/9 --- L1 1400 Shear Wall Lengths L2 Per Shearwall Schedule (mm req'd) Shearwall Length Shear Load Wall Height Wall Weight Tributary Dead Load Concentrated Dead Load (CDL) CDL Moment Arm OT Moment Resisting Moment ( 6DL) Uplift Uplift from Above Total Uplift No Holdowns Required Line: D Areas (sqft) Load From Above (Ibs) Wall Length (ft) Use {]}Overturning Calculation 1Wind 1400 3680 9 16 315 33118 26989 N/A N/A Area Left" Worst Case jArea Right None Areal 755 Area 2 | L Load = (Vxl*AI/2) + (Vxr*Ar/2) = 2380 Ibs Total Load From Above = 1299 Ibs Total Load = 3680 Ibs Total Length = 14 00 ft Shear (TL / L) = 263 plf ft Ibs ft psf plf Ibs ft ft-lbs ft Ibs Ibs Ibs Ibs Vxl = 49 psf j Areal | j Vxr= 00 psf 1 Gndline Load Offset (Blank=0) ----- L1 450 Shear Wall Lengths L2 BOO L3 Per Shearwall Schedule (mm req'd) Shearwall Length Shear Load Wall Height Wall Weight Tributary Dead Load Concentrated Dead Load (CDL) CDL Moment Arm OT Moment Resisting Moment ( 6DL) Uplift Uplift from Above Total Uplift Use Holdown # 450 667 9 16 50 6003 1179 1072 1072 800 1186 9 16 220 10672 6989 N/A N/A Load = (Vxl*AI/2) + (Vxr*Ar/2) = 1853 Ibs Total Load From Above = 0 Ibs Total Load = 1853 Ibs Total Length = 12 50 ft Shear (TL/L)= 148 plf ft Ibs ft psf plf Ibs ft ft-lbs ft-lbs Ibs Ibs /6s Per Holdown Schedule LOVELACE ENGINEERING Structural Engineering Services Job # (Name) J08405 Calculated By SK Sheet #of Date 12/2/08 Floor E-W Line: 1 Wind I Area Left Areas (sqft) Load From Above (Ibs) Wall Length (ft) Use {?> Areal 755 WorstCase [Area Right None n Area 2 | | Vxl = 41 psf Areal | | Vxr= 00 psf . [ I , I J J Gndline Load Offset (Blank=0) ----- L1 800 Shear Wall Lengths L2 450 L3 450 L4 Per Shearwall Schedule (mm req'd)Overturning CalculationShearwall Length Shear Load Wall Height Wall Weight Tributary Dead Load Concentrated Dead Load (CDL) CDL Moment Arm OT Moment Resisting Moment ( 6DL) Uplift Uplift from Above Total Uplift No Holdowns Required Line: 2 Areas (sqft) Load From Above (Ibs) Wall Length (ft) Use {2) Wind Area Left Areal 1335 800 724 9 16 6514 2765 N/A N/A 450 407 9 16 3664 875 N/A N/A 450 407 9 16 3664 875 N/A N/A WorstCase Area 2 | | [ I Area Right None Load = (Vxl*AI/2) + (Vxr*Ar/2) = 1538 Ibs Total Load From Above = 0 Ibs Total Load = 1538 Ibs Total Length = 1700 ft Shear (TL /L)= 90 plf ft Ibs ft psf plf Ibs ft ft-lbs ft-lbs Ibs Ibs fbs Vxl = 41 psf Areal || Vxr= 00 psf 1 J. Gridline Load Offset (Blank=0) ------ L1 1000 Shear Wall Lengths L2 Per Shearwall Schedule (mln req'd)Overturning CalculationShearwall Length Shear Load Wall Height Wall Weight Tributary Dead Load Concentrated Dead Load (CDL) CDL Moment Arm OT Moment Resisting Moment ( 6DL) Uplift Uplift from Above Total Uplift Use Holdown # 1000 2720 9 7 24476 1890 2259 2259 Load = (Vxl'AI/2) + (Vxr*Ar/2) = 2720 Ibs Total Load From Above = 0 Ibs Total Load = 2720 Ibs Total Length= 10 00 ft Shear (TL/L)= 272 plf ft Ibs ft psf plf Ibs ft ft Ibs ft Ibs Ibs Ibs Ibs Per Holdown Schedule LOVELACE i^_ ENGINEERING ~] Structural Engineering Services Job # (Name) J08405 Calculated By SK Sheet #of Date 12/2/08 Floor E-W Line: 3 Areas (sqft) Load From Above (Ibs) Wind Area Left Areal 712 Gridlmes 3 4~ [Area Right None Area 2 Area 1 | | L 1 i - - J J J Gndline Load Offset (Blank=0) 3 1470 5/7 4 1427 1/9 -- Wall Length (ft) Use /T> L1 1400 Shear Wall Lengths L2 Per Shearwall Schedule (min req'd)Overturning CalculationShearwall Length Shear Load Wall Height Wall Weight Tributary Dead Load Concentrated Dead Load (CDL) CDL Moment Arm OT Moment Resisting Moment ( 6DL) Uplift Uplift from Above Total Uplift No Holdowns Required Line: 5 Areas (sqft) Load From Above (Ibs) Wall Length (ft) Use {7> Wind Area Left Areal 1400 2666 9 16 145 23993 16993 N/A N/A Gridlmes 3 - 4 Area Right None Area 2 | Area 1 ™ | I I II Vxl = 41 psf Vxr = 00 psf Load = (Vxl*AI/2) + (Vxr*Ar/2) = 1450 Ibs Total Load From Above = 1215 Ibs Total Load = 2666 Ibs Total Length = 1400 ft Sftear (TL /L)= 190 plf ft Ibs ft psf plf Ibs ft ft-lbs ft-lbs Ibs Ibs Ibs Vxl = 41 psf Vxr= 00 psf Gndline Load Offset (Blank=0) 4 1427 3/5 -- L1 400 Shear Wall Lengths L2 400 L3 Per Shearwall Schedule (mln req'd)Overturning CalculationShearwall Length Shear Load Wall Height Wall Weight Tributary Dead Load Concentrated Dead Load (CDL) CDL Moment Arm OT Moment Resisting Moment ( 6DL) Uplift Uplift from Above Total Uplift Use Holdown # 400 1153 9 16 40 10375 883 2373 2373 400 1153 9 16 40 10375 883 2373 2373 Load = (Vxl*AI/2) + (Vxr* Ar/2) = 1450 Ibs Total Load From Above = 855 Ibs Total Load = 2305 Ibs Total Length = 8 00 ft Shear (TL /L)= 288 plf ft Ibs ft psf plf Ibs ft ft-lbs ft-lbs Ibs Ibs Ibs Per Holdown Schedule LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W Suite 100 San Diego, CA 92121-3772 phone 858 535 9111 • fax 8585351989 • www lovelaceeng com JOB_ SHEET NO CALCULATED BY_ CHECKED BY SCALE OF DATE_ DATE. FOUNDATION DESIGN ALLOWABLE BEARING PRESSURE, q=2£Z? PSF (PER DESIGN CRITERIA; CONTINUOUS PERIMETER < BEARING HALL FOOTINGS: LOCATION vJoO-^ (~f*=&~ (. Lxtt^E. ,4- ) W, = &H-(rrt-*/*)*-7t(y/i?))-1b &o}*-3*(&/3^* /?-33 PLF WIDTH REO'D= CW,/q x 12) = f >'$&' /V^f vV^ = /^ IN USE /4 "WlDEX / &"71 DEEP WITH > * f TOP 4 BOTTOM LOCATION W, = = PLF WIDTH REO'D= CW,/q x I2J = = IN USE " WIDE X " DEEP WITH * TOP 4 BOTTOM LOCATION W, = = PLF WIDTH REQ'D= CW,/q x 12; - = IN USE " WIDE X " DEEP WITH * TOP 4 BOTTOM ISOLATED SPREAD FOOTINGS; MARK CF-i; v P. / f^>"f) = fc7** LBS A«,y = P/q x 144= & 7 £,& /*-**!?& >->tu- = 31 1 SO IN USE fc PER PAD FOOTING SCHEDULE MARK-. <T-2; p= f^-9-n^i, = ji>fa? LBS Ar«,y = P/q x 144= -y&fa>/-3$00^ffi' - /H SO IN USE A- PER PAD FOOTING SCHEDULE MARK CF-3; P= = LBS Ar«,y = P/q x 144= = SO (N USE PER PAD FOOTING SCHEDULE eve FJ-1 14"TJr®560@12"o/c• yc f <W(. l* TJ-Beam® 6 30 Serial Number 7004102116 us«2 2/3/2009 9 05 23 AM TH|S PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pane 1 Engine Version 6 30 14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: JO' 7" -2V r- Product Diagram is Conceptual. LOADS Analysis is for a Joist Member Primary Load Group - Residential - Living Areas (psf) 40 0 Live at 100 % duration, 14 0 Dead Vertical Loads Type Class Live Dead Location Application Comment Umform(psf) Floor(1 00) 200 00 0 To 5'4 1/16" Adds To SUPPORTS 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 350" 350" 860/259/0/1119 350" 225" 506/169/0/675 Detail Other E1 Blocking 1 Ply 14" TJI® 560 A3 Rim Board 1 Ply 1 1/4" x 14" 0 8E TJ-Strand Rim Board® -See (Level® Specifier's/Builder's Guide for detail(s) E1 Blockmg.A3 Rim Board DESIGN CONTROLS Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum 717 664 4079 Design 689 664 4079 0380 0498 41 Control 2390 1396 11275 0622 1245 40 Result Passed (29%) Passed (48%) Passed (36%) Passed (U785) Passed (L/599) Passed Location Lt end Span 1 under Floor loading Bearing 2 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span 1 -Deflection Cntena HIGH(LL U480.TL U240) -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking -Braang(Lu) All compression edges (top and bottom) must be braced at 8' 4" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability -The load conditions considered in this design analysis include alternate member pattern loading ADDITIONAL NOTES -IMPORTANT* The analysts presented is output from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate -Not all products are readily available Check with your supplier or (Level® technical representative for product availability -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code IBC analyzing the (Level® Distribution product listed above PROJECT INFORMATION- TAYLOR OPERATOR INFORMATION Copyright ;r- 2007 by iLeuelS, Federal Way, Vf TJ1S and TJ-B«*a»£ are registered teadenvaiks of i Level.*• e-I Joist" Pro* and 7J-?ro* are trademarks cf jl.evet* Z \dataXPROJECTS\08\J08405-Taylor\TJ-Beam\FJ-l sns eve FJ-1 14"TJI®560@12"o/c TJ Beam® 6 30 Senai Number 7004102118u»r 2 2/3/200990523AM THjs PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pa^ E^V^ 6301, CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group Primary Load Group Max Vertical Reaction Total (Ibs) Max Vertical Reaction Live (Ibs) Selected Bearing Length (in) Max Unbraced Length (in) 5' 5 75" " 24' 10 1119 860 3 SOW 175 175 100 75" " 675 506 2 25(W) Loadirg on all spans, LDF = 0 90 Shear at Support (Ibs) Max Shear at Support (Ibs) Member Reaction (Ibs) Support Reaction fibs) Moment (Ft-Lbs) 0 1 0 Dead -75 176 -165 -77 183 -166 259 166 259 169 -210 982 Loading on all spans, LDF = 1 00 , 10 Dead +10 Floor Shear at Support (Ibs) -395 689 -623 Max Shear at Support (Ibs) -403 717 -628 Member Reaction (Ibs) 1119 628 Support Reaction (Ibs) 1119 639 Moment (Ft-Lbs) 0 -1111 3647 Live Deflection (in) -0 15S 0 316 Total Deflection (in) -0 223 0 434 ALTERNATE span loading on odd 8 spans, LDF = 1 00 Shear at Support (Ibs) -395 211 Max Shear at Support (Ibs) -403 219 Member Reaction (Ibs) 622 Support Reaction (Ibs) 622 Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) N/A 0 081 0 016 1 0 Dead +10 Floor -128 -130 130 133 600 -0 068 0 056 ALTERNATE span loading on even ft spans, LDF = 1 00 , 10 Dead + Shear at Support (Ibs) -75 654 -659 Max Shear at Support (Ibsi -77 681 -664 Member Reaction (Ibs! 757 664 Support Reaction (Ibs) 757 675 Moment (Ft-Lbs) 0 -210 4079 Live Deflection (in) -0 239 C 380 Total Deflection (in) -0 304 0 498 1 0 Floor PROJECT INFORMATION TAYLOR OPERATOR INFORMATION Copyright •"."• 200"* by iLevels, Federal Way, HA TJI?' and TJ-BeaWS ere registered trademarks of iLevel &-T Joist*1, Pro*1 and T-T-F'ro™' are tEivlerwirks ''* il-tive 1 :'••' \data\PROJECTS\08\J08405-Taylor\TJ-BeaJii\FJ-l SOIF LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W Suite iOO San Diego CA 92121-3772 phone 858535911! • fox 8585351989 • www lovelnceeng com JOB bHEET NO _ CALCULATO BY.. LOVELACE ENGINEERING Structural Engineering Services 5930 Cornei stone Court W Suite 100 San Diego, CA 92121-3772 phone 8S8S359III • fax 8585351989 • www lovelnceeng com 1O3 SHEET NO CAi-CUtATtO BY CHECKED BY SCALE DATfc OAfF. 2x STUDS PER PLAN (UNO) SHEAR PANEL—- PER PLAN EM DEL TOP PLATES 2x STUDS PER PLAN SHEAR PAMEL PER PLAN 2x BOTTOM PLATE UJ/ l&d PER SiU. SCHED FLOOR PLYWOOD PER PLAN TJi JOIST PER — PLANFLOOR PLYWOOD PER PLAN " LVL BLK.'<S — UJ/ Ifed ® &" O.O CANT'L LVL DECK JOIST NAILED TO SIDE OF TJI UU/ LUOOD BACKER - NAIL THROUGH THE TJI JOIST t WOOD BACKER INTO THE LVL UJ/ (2) ROLUS OF I0d NAILED « 6"oc 4 CLINCH TIM3ERSTRAND BLK'G: UJ/ SHEAR TRANSFER PER S.UJ SCHED BACKSPAN PER PLAN SHEAR TRANSFER DETAIL N OID FL TJI IN PE Geotechnical Exploration, Inc. SOIL AND FOUNDATION ENGINEERING • GROUNDWATER • ENGINEERING GEOLOGY 13 November 2008 David Taylor Development Job No. 08-9679 4135 Skyline Road Carlsbad, CA 92008 Attn: Mr. Sean Taylor Subject: Limited Soil Investigation and Bearing Value Evaluation Taylor Residence Remodel and Additions 1170 Chestnut Avenue Carlsbad, California Dear Mr. Taylor: In accordance with your request, a representative of Geotechnical Exploration, Inc. has visited the subject site and performed an evaluation of the soil conditions in the area of the proposed new additions on the west side of the existing residence. It is our understanding that the proposed two-story addition, consisting of a master bedroom over a new garage, will utilize conventional continuous footings with a concrete slab on-grade. In addition, a single-story detached guesthouse is proposed on the north side of the garage. As part of our investigation, we observed and evaluated the shallow soil conditions at three locations on the north, south and west sides of the existing garage. The field work, conducted on November 8, 2008, consisted of excavating three hand-excavated test pits in the location of the proposed new additions. The excavations revealed that the building site is underlain by dense sandstone formational materials over approximately 12 to 15 inches of medium dense fill. Based upon our observation and probing of the soil material, it is recommended that the new foundations for the additions be founded directly into the dense 7420 TRADE STREET* SAN DIEGO, CA 92121 • (858) 549-7222 • FAX (858) 549-1604 • EMAIL" geotech@gei-sd com Taylor Residence Additions Job No. 08-9679 Carlsbad, California Page 2 formational materials or properly compacted fill soils. Any loose surface soils should be removed and the new fill placed under the new slab should be properly compacted. The new fill should be compacted to at least 90 percent of Maximum Dry Density. The Maximum Dry Density of the soil should be determined per ASTM D1157-07. 1. It is our opinion that the existing dense formational soils will provide adequate bearing strength for the proposed new addition foundations. New footings placed in dense native materials or properly compacted fill soils can be designed for an allowable soil bearing capacity of 2,500 pounds per square foot (psf). We do recommend that the proposed footings and slabs contain at least a nominal amount of reinforcing steel to reduce the separation of cracks should they occur. The allowable soil bearing capacity may be increased one-third for structural designs including seismic or wind loads. 2. The proposed footings should have a minimum depth of 18 inches and a width of at least 15 inches, founded in the dense formational material or properly compacted fills. A minimum of steel for continuous footings should include at least four No. 4 bars continuous, with two bars 3 inches from the bottom of the footing and two bars near the top. 3. Site-specific seismic design criteria to calculate the base shear needed for the design of the residential addition are presented in the following table. The design criteria was obtained from the California Building Code (2007 edition) and is based on the distance to the closest active fault and soil profile classification. Taylor Residence Additions Carlsbad, California Job No. 08-9679 Page 3 4. The proposed structure should be designed in accordance with Section 1613 of the 2007 CBC, which incorporates by reference the ASCE 7-05 for seismic design and the following parameters should be utilized. We have determined the mapped spectral acceleration values for the site based on a latitude of 33.1533 degrees and longitude of 117.3268 degrees, utilizing a program titled "Seismic Hazard Curves, Response Parameters and Design Parameters- v5.0.8," provided by the USGS, which provides a solution for ASCE 7-05 (Section 1613 of the 2007 CBC) utilizing digitized files for the Spectral Acceleration maps. In addition, we have assigned a Site Classification of C. The response parameters for design are presented in the following table. The design spectrum acceleration vs. Period T is attached. TABLE I Maooed Spectral Acceleration Values and Design Parameters ss 1.263 Si 0.476 Fa 1.0 Fv 1.324 Sms 1.263 Sml 0.630 sds 0.842 Sdi 0.420 5. The liquefaction of saturated sands during earthquakes can be a major cause of damage to buildings. Liquefaction is the process by which soils are transformed into a viscous fluid that will flow as a liquid when unconfined. It occurs primarily in loose, saturated sands and silts when they are sufficiently shaken by an earthquake. On this site, the risk of liquefaction of foundation materials due to seismic shaking is also considered to be remote due to the dense nature of the natural-ground material and the lack of a shallow static groundwater surface under the site. No soil liquefaction or soil strength loss is anticipated to occur due to a seismic event. Taylor Residence Additions Job No. 08-9679 Carlsbad, California Page 4 under the site. No soil liquefaction or soil strength loss is anticipated to occur due to a seismic event. 6. Concrete slabs on-grade (on properly compacted fill or dense formational soils) should be a minimum of 4 inches actual thickness and be reinforced with at least No. 3 steel bars on 18-inch centers, in both directions, placed at mid-height in the slab. The interior slab should be underlain by a 2-inch- thick layer of clean sand overlying a 10-mil vapor barrier over 2 inches of sand. We recommend that isolation joints and sawcuts be incorporated to at least one-fourth the thickness of the slab in any slab designs. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. In no case, however, should control joints be spaced farther than 20 feet apart, or the width of the slab. Control joints should be placed within 12 hours after concrete placement as soon as concrete sets and no raveling of aggregate occurs. Slabs spanning existing loose soils and supported by perimeter deepened foundations should be designed as structural slabs. 7. The active earth pressure (to be utilized in the design of cantilever, non- restrained walls) should be based on an Equivalent Fluid Weight of 35 pounds per cubic foot (for level backfill only) if on-site soils are used. Additional loads applied within the potential failure block should be added to the active soil earth pressure by multiplying the vertical surcharge load by a 0.31 lateral earth pressure coefficient. For restrained wall conditions, we recommend an equivalent fluid weight of 59 pcf. Surcharge loads may be converted to lateral pressures by multiplying by a factor of 0.47. Taylor Residence Additions Job No. 08-9679 Carlsbad, California Page 5 8. The passive earth pressure of the encountered formational soils (to be used for design of shallow foundations and footings to resist the lateral forces) should be based on an Equivalent Fluid Weight of 300 pounds per cubic foot. This passive earth pressure should only be considered valid for design if the ground adjacent to the foundation structure is essentially level for a distance of at least three times the total depth of the foundation and is properly compacted or dense natural soil. An allowable Coefficient of Friction of 0.40 times the dead load may be used between the bearing soils and concrete foundations, walls or floor slabs. 9. Adequate measures should be taken to properly finish-grade the site after the new addition and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from perimeter foundations, floor slabs, and footings, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the foundations, footings, and floor slabs. Failure to observe this recommendation could result in undermining, differential settlement of the building foundation or other improvements on the site, or moisture-related problems. It is not within the scope of our services to provide quality control oversight for surface or subsurface drainage construction or retaining wall sealing and base of wall drain construction. It is the responsibility of the contractor and/or their retained construction inspection service provider to provide proper surface and subsurface drainage. Taylor Residence Additions Job No. 08-9679 Carlsbad, California Page 6 10. Due to the possible build-up of groundwater (derived primarily from rainfall and irrigation), excess moisture is a common problem in below-grade structures or behind retaining walls that may be planned. These problems are generally in the form of water seepage through walls, mineral staining, mildew growth and high humidity. In order to minimize the potential for moisture-related problems to develop, proper cross ventilation and waterproofing must be provided for below-ground areas, in crawl spaces, and the backfill side of all structure retaining walls must be adequately waterproofed and drained. Basement level slabs should preferably be provided with a waterproof membrane such as Paraseal on a crushed rock base layer and installed per the manufacturer's instructions. Proper subdrains and free-draining backwall material (such as gravel or geocomposite drains such as Miradram 6000 or equivalent) should be installed behind all retaining walls on the subject project. Geotechnical Exploration, Inc. will assume no liability for damage to structures that is attributable to poor drainage. 11. Planter areas and planter boxes should be sloped to dram away from the foundations, footings, and floor slabs. Planter boxes should be constructed with a closed bottom and a subsurface dram, installed in gravel, with the direction of subsurface and surface flow away from the foundations, footings, and floor slabs, to an adequate drainage facility. Geotechnical Exploration, Inc. recommends that we be asked to verify the actual soil conditions revealed during the grading and footing excavations to be anticipated in this report. Taylor Residence Additions Carlsbad, California Job No. 08-9679 Page 7 Should you have any questions regarding this matter, please contact our office. Reference to our Job No. 08-9679 will help to expedite a response to your inquiries. Respectfully submitted, ECHNICAL EXPLORATION, INC. K. Heiser Senior Project Geologist Jaime A. Cerros, P.E. R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer •'^ .jsffc >• •%< "*-:« i&' &:"->;v.v I K •'" •-*>!••.• Sfii '..-/ | (J .- ' .- ' •: :H. 'ffs-'^ttste- ^ ^^ " o" d'-. •«s>/:' ; ' S • JAN-13-2003 TUE 11 47 AH CITY (F OARSLBPD FttX NO. 780 602 8558 P, 01 City of Ca rlsba CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the Cily tns applicant and the appropriate school districts and returned to the City prior to issuing a building permit The City wiil not issue any building permit without a completed sdiool fee form Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Second Dwelling Un,t Residential Additions Commercial/lndustnai City Certification of Applicant Information Sean Taylor 2DU CB0822Q1 1172 Chestnut Ave 205-120-23-00 Sean TaySor 2DU SFD 1 New Dwelling Umt(sj Square Feet of Living Area In New Dwelling 640 Square Feet of Living Area in SOU Net Square Feet New Area Net Square Feet Nsw Area SCHOOL D STRtCTS WITHIN THE CITY OF CARLSBAD 03 Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000) Q Eiicinitas Union School District 101 South Rancho Santa Fe Rd Enem to C\ 92Q24 (9^4-4300 ext 16 Q Vjsta liniHsd School District 1234 Arcadia Drive (-7262170) O San Marcos Unified School District ilSMaUWfty Sao Marcos, CA 92069 (290-2619) Contact Nancy Dolce (By Appt Gnl» G San Dlogulto Unton High School Dmnct 750 EncimlUS 3lvd , ( A 92024 (753-6491) Certification of Applicant/Owners The person executors this da&arauan ("Owner") certifies under penalty of perjury that (1) the information provided above 13 correct and true to the test of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an Increase in the number of dwelling unite or square foatage after the building permit IB tst>ued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the ownar/dsveloper of tte abcwe described project^) or that the person executing this declaration is authorized to sign on behalf of the Owner DateSignature Revised 3;30/200« JAN-13-2009 TUE 11 48 AM CITY OF UARSLBAD FAX NO. 760 6G2 8558 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) **» ****** t* *•*******»•««* it*****************!.******* ****»**« >:****•«**** ****•»******«********»*»»*»»*** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable schooi mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL / , 1 T1TLE WALTER FREEMAN ASSISTANT SUPERINTENDENT CARLSBAD UNIFIED SCHOOL DISTRICT NAME OF SCHOOL DISTRICT 6225 EL CAMINO REAL eARfcSfiAD,CA 92009 DATE PHONE NUMBER RsvlswJ 3/3lV200fi r~$AVIARAOAKS ELEMENTARY | ~\AVIAflA OAKS MIDDLE SCHOOL | | CMflLSEMO UNIFIED SCHOOL DISTRICT \ \FHCIFICRIMELEMENTARY [ | CAflLSHAO MILAGE ACADEMY \ | POOVSETTM ELEMENTARY | |HOPEH.BHBtfMflV | [PRESCHOOL | | CaMVER* miS ELEMEAraW QjEFFEBSONH-EMENWHy | | VALLEY MIDDLE SCHOOL | | CtLAMEfM HILLS MIDDLE SCHOOL \ | KELLY ELEM&fTARr \ \OTHER _ | \CARLSBADHIQHSCHOOL | | MAGNOLIA ELEMENTARY RECEIVED FROM PAYMENT FOR ;TatX^f^ (If Applicable) PARENT OF I I ACCOUNT NUMBER DATE Receipt No 27941 I-IZ-ot AMOUNT RECEIVED BY Check a License or Home Improvement Salesperson (HIS) Registration - Contractors Stat Page 1 of 1 Department of Consumer Affairs GOV Contractors State LJcense Board49L^ Contractor's License Detail - License # 509799 /3 DISCLAIMER A license status check provides information taken from the CSLB license database Before relying on this information, you should be aware of the following limitations >' CSLB complaint disclosure is restricted by law (B&P 7124 6) If this entity is subject to public complaint disclosure a link for complaint disclosure will appear below Click on the link or button to obtain complaint and/or legal action information > Per B&P 7071 17 only construction related civil judgments reported to the CSLB are disclosed s> Arbitrations are not listed unless the contractor fails to comply with the terms of the arbitration > Due to workload there may be relevant information that has not yet been entered onto the Board s license database License Number Business Information _509799_ DAVID TAYLOR DEVELOPMENT COMPANY INC 4135 SKYLINE RD CARLSBAD CA 92008 Business Phone Number (760) 434 0415 Extract Date 12/29/2008 Entity Issue Date Reissue Date Expire Date Corporation 04/29/1987 07/01/1997 07/31/2009 License Status Classifications This license is current and active All information below should be reviewed CLASS DESCRIPTION GENERAL BUILDING CONTRACTOR Bonding CONTRACTOR'S 1OND This license filed Contractor's Bond number 6324867 in the amount of $12 500 with the bonding company SURETY COMPANY OF THE PACIFIC Effective Date 01/01/2007 Contractors Bonding History BOND OF QUALIFYING INDIVIDUAL The Responsible Managing Officer (RMO) DAVID YOFFE TAYLOR certified that he/she owns 10 percent or more of the voting stock/equity of the corporation A bond of qualifying individual is not required Effective Date 07/01/1997 Workers Compensation Miscellaneous Information This license has workers compensation insurance with the SIME.COMPENS.A.IIQNJ.NSU.RANC.E.FUND Policy Number 7190000249 Effective Date 01/01/2008 Expire Date 01/01/2010 Workers .Compensat!on_History 07/01/1997 DESCRIPTION LICENSE REISSUED TO ANOTHER ENTITY Personnel List Conditions of Use | Privacy Policy Copyright © 2008 State of California http //www2 cslb ca gov/OnhneServices/CheckLicense/LicenseDetail asp 12/29/2008 O-£>V V-S)co(S)a *xIT\ 'S£ ttf (~5 rc5 fe rrN^>^—o tj> yi^ >^^?<3 ' C x^ Sw\A -( OiTtr £0 ^•o !o -1 2 Z O n> o n>n>n> Jj it.filaCD S1 f >&pecisp\ Ii I n giI 04-30-2009 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR09039 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # PC# Project Title 1170 CHESTNUT AV CBAD PCR 2051202300 Lot* $0 00 Construction Type CB082201 TAYLOR REVISION TO TRUSSES 5B Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 04/09/2009 JMA 04/30/2009 04/30/2009 Applicant DAVID TAYLOR 760-434-0415 Owner TAYLOR FAMILY 2000 TRUST C/O DAVID TAYLOR 1170 CHESTNUT AVE CARLSBAD CA 92008 Plan Check Revision Fee Additional Fees $12000 $000 Total Fees $120 00 Total Payments To Date $12000 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which YOU have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired City of Carlsbad Plan Check Revision No -^Project Address _ ~ 3 Building D e p Original Plan Check No Date • Name of Business at Project Address , Contact bfeUvoTS^Uyt- ph ,* Contact Address _ Fay .City.Zip General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1 Elements revised Plans Calculations Soils Energy Q Other. Describe revisions in detail List page(s) where each revision is shown List revised sheets that replace existing sheets -*-! II 5 Does this revision, in any way, alter the exterior of the project? n Yes 6 Does this revision add ANYpew"?loor area(s)? Yes r4<u No _ / / I Does this revision affeef an fire related issues? Yes ( 8 Is this a complete:Yesy^TSignatur 1635 Faraday Avenue/taflsbad CA 92008 Phone 760-602-2717/2718/2719 Fax 760-602-8558 <r City of Carlsbad BUILDING DEPARTMENT 1635 Faraday Avenue, Carlsbad, CA 92008 Phone 760-602-7541 /Fax 760-602-8558 Plan Check Comments / 2OO7 Codes To L-OUL.From Steve Borossay Fax ^Pages Phone Date Re Address 1(70 CONTACT HOURS FOR STEVE iQROSSAY: TUESDAY THROUGH FRIDAY: 1PM - 5PM V Please make corrections referred to below and run TWO new prints If red marks are on plans as a part of this Plan Check response please return red marked set with the new prints «J* This is a BUILDING REVIEW ONLY Comments or approval do not apply to any other City department review For information on the status of approval from other departments please contact staff ©760-602-2717 / 2718 / 2719 n>CL o DO 4o4o\ Q 04/20/2009 13 27 8585351989 LOVELACE ENGINEERING PAGE 01/05 LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W, Suite 100San Diego, CA 97121 Phone (858) 535-9111 Fax (858) 535-1989 FAX TRANSMITTAL COVER SHEET PATE TIME TO CO NAME PMONE • _ FAX* 'M FROM PROJECT PROJECT NUMBER SUBJECT COMMENTS NUMBER OF PAGES TRANSMITTED J7 CINCLUDING COVER LETTER ; IF YOU DO NOT RECEIVE ALL OF THE PAGES OR HAVE ANT QUESTIONS, PLEASE CALL (&•>&) &3&-3III IMMEDIATELY 04/28/2009 13 27 8585351989 LOVELACE ENGINEERING PAGE 02/05 LOVELACE ENGINEERING Structural Engineering Services February 20,2009 Subject Taylor Remodel 1170 Chestnut Ave, Carlsbad, CA 92008 Our File J08405 To Whom It May Concern 1) The total load used in the design of the trusses is acceptable since the loads used to engineer the project can be considered conservative, Comp shingles can be assumed to be 3 0 psf instead of 4 0 and the 'other' load of 1. 0 psf is not required which would reduce the original total design load of 34.0 to 32 0 OK by inspection 2) The original 'Dl' truss stil) remains at the upper roof closest to grid line 'A' while the other 'Dl' truss closest to grid line *C' is now 'D4' although it was originally shown as 'RE-HI' which was simply a typo. OK by inspection 3 ) The jack trusses were not shown on the truss layouts for clarity reasons and are simply located on the plan by then: individual lengths OK by inspection 4) See copy of truss calculation packet stamped and signed by Engineer of Record Respectfully submitted, LOVELACE ENGINEERING, INC Sean G Kessel Structural Design Engineer phone 858535 9/11 fax 858535 1989 • Wb wwwlovcliceengcom 5930 Ce.rne«»nc CourtW Suits 100 San Diego CA MlZl-3771 84/28/2009 13 27 8585351989 LOVELACE ENGINEERING PAGE 03/05 Job Transmittal CompuTrus, Inc. 31945 Corydon Road. Lake Elsinore, CA 92530 (951) 245-9525 Fax (951) 245-9805 Transaction ID: 22164 TO RAMONA LUMBER CO., INC, ATT: Roger Belong DATE. 3/3/2009 Drawings Repairs Sequence #'s Description 24 4219940-4219963 B-5352-085 - TAYLOR REMODEL Transmittal Notes, Design Notes:APPROVAL FOR GENERAL COMPLIANCE WITH STRUCTURAL CONTRACT DOCUMENTS ^APPROVED OAPPROVED AS CORRECTED O APPROVED AS CORRECTED RESUBMIT FILE COPY O DISAPPROVED O REVIEWED FOR INFORMATION Fabrication may proceed as shown Fabrication may proceed based on corrections indicated Fabrication may proceed based on corrections indicated Correct submission to resubmit lor record purposes only Resutxrtt lor approval Approval not required Accepted for Information purposes Only..,,. nnl .111,.i,! __ Approval Is for general complianae with the structural contract documents only This approval assumes no responsibility fc^cHnTensIcirF quantities and conditions (bat pertain to fabrication and installation ortor processes and techniques of construction The Contractor is responsible for coordination of the work of all trades and the performance of this work in a safe and satisfactory manner DATE LOVELACE ENGINEERING, INC 5930 Cornerstone Court W Suite 100 • San Diego, CA 92121 3/3/2009851 12AM Copyright LompuTnis Int.Pagcl 04/20/2809 13 27 8585351989 LOVELACE ENGINEERING PAGE 04/85 3T-0" \ R\ 5'-On /L4'-0' \ !!S 14. ^_C T I 4M ocm I O 0)m 04/28/2809 13 27 8585351989 LOVELACE ENGINEERING PAGE 05/05 22'~8" Job Transmittal CompuTrus, Inc. 31945 Corydon Road, Lake Elsmore, CA 92530 (951) 245-9525 Fax (951) 245-9805 Transaction ID 22164 TO RAMONA LUMBER CO, INC ATT Roger Delong DATE 3/3/2009 Drawings Repairs Sequencers Description 24 4219940-4219963 B-5352-085 - TAYLOR REMODEL Transmittal Notes Design Notes APPROVAL FOR GENERAL COMPLIANCE WITH STRUCTURAL CONTRACT DOCUMENTS ^APPROVED DAPPROVED AS CORRECTED a APPROVED AS CORRECTED RESUBMIT FILE COPY D DISAPPROVED D REVIEWED FOR INFORMATION Fabrication may proceed as shown Fabrication may proceed based on corrections indicated Fabrication may proceed based on corrections indicated Correct submission to resubmit for record purposes only Resubmit (or approval Approval not required Accepted (or information purposeson|y, ,.n. ..»,... 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O Om OOO5>3J33C3 O O ro 01 -^J o o o OOO i-+ O _i _i ™ O'TJ!-• (n zro (n - ID ID00 IOU3ID ID O O-*3 Di CJlrD r+ -h ro-T*" ro CJ^i CD rororo -*•~*i ID co o ^co ro rn o o o rn -h 03 roi-+ r+ SH^O3 " SSS ^ H,«V O M COro or+ oo-3JTi_. it ;> CO — •• C/3oCD m -.— * roOOCO-FiOO |— r~ CD C3- --- 01 01 CT)— » -^ ro — ^ rorororoairo-^i en en en i OOOJ-^ -— — — o o co ro-* — ••co ro LOVELACE ENGINEERING Structural Engineering Services February 20, 2009 Subject Taylor Remodel 1170 Chestnut Ave, Carlsbad, CA 92008 Our File J08405 To Whom It May Concern 1) The total load used in the design of the trusses is acceptable since the loads used to engineer the project can be considered conservative Comp shingles can be assumed to be 3 0 psf instead of 4 0 and the 'other' load of 1 0 psf is not required which would reduce the original total design load of 34 0 to 32 0 OK by inspection 2 ) The original 'Dl' truss still remains at the upper roof closest to grid line 'A' while the other 'Dl' truss closest to grid line 'C' is now 'D4' although it was originally shown as 'RE-HI' which was simply a typo OK by inspection 3 ) The jack trusses were not shown on the truss layouts for clarity reasons and are simply located on the plan by their individual lengths OK by inspection 4) See copy of truss calculation packet stamped and signed by Engineer of Record Respectfully submitted, LOVELACE ENGINEERING, INC Sean G Kessel Structural Design Engineer phone 858 535 9111 • fa] 5930 Cornerston o7373menO W(0OH73CO)enm >