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2331 DANA CT; ; CB040832; Permit
M 9-2004 Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Titl City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB040832 Building Inspection Request Line (760) 602-2725 2331 DANA CT CBAD RESDNTL 1675323100 $20,334 00 Sub Type RAD Lot# 0 Construction Type NEW Reference # Structure Type Bathrooms 0 " ITABLE Y ABOVE NEW SPACE Status Applied Entered By Plan Approved Issued Inspect Area Orig PC# Plan Check* ISSUED 03/12/2004 KMT 08/19/2004 08/19/2004 Applicant MICHAEL FARNEN 921 9 LAKE MURRAY BLVD SAN DIEGO CA 92119 619-460-5818 #C Owner BERGER RICHARD S&JENNIFER M 2331 DANA CT 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 I Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add I Pot Water Con Fee Reel Water Con Fee $18439 Meter Size $0 00 Add'l Reel Water Con Fee $11985 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $2 03 PFF $0 00 PFF (CFD Fund) $0 00 License Tax $0 00 License Tax (CFD Fund) $0 00 Traffic Impact Fee $0 00 Traffic Impact (CFD Fund) $0 00 Sidewalk Fee $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Housing Impact Fee $0 00 Housing InLieu Fee Housing Credit Fee $0 00 Master Drainage Fee $0 00 Sewer Fee Additional Fees TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $2700 $2000 $000 $000 $000 $000 $000 $000 $000 $353 27 Total Fees $353 27 Total Payments To Date $1 19 85 Balance Due $233 42 BUILDING Pi V_ IN STORAGE ATTACHED 9245 08/19/04 0002 01 02 CGF" 233 = 42 Inspector FINAL APPROVAL^ ftDate 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 ' - ' C PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 i ''^PROJECT'INFORMATION'" FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By Date Address (include Bldg/Suite #) Legal Description Assessor s Parcel # Business Name (at this address) Lot No Subdivision Name/Number Existing Use £ lff(f Lt? JwAi/t/(2-^/ 1/) pff V Description of Work SO FT r/^ofgp 1-£1»/-/ -ftpef^H Aw mert'i/lC'fet-Sfax"' 2?o l#?2 ^CONTACf;PERSON(rrdifferent:from applicant) ij .",;-, •* -. (YUCwdfcL, fAuJC^ tflr? L*JI<^e MUi*-/»y *U* **C Name O^3;~^AP'pIlCANY ;h?D Contractor (viirw/0e? i f-A Ht^ Name' Address Q Agent for Contractor, ., . Q Owner 0 /* /• ' Address CtT 2- #of Stories ffj^^ttys.^. $>Ad Oifdi) City Agent for .Owner; City Unit No Phase No Total # of units Proposed Use 4 # of Bedrooms ,.±.£?...T .W^/ 8Qu#*t CA fin? ' State/Zip State/Zip s # of Bathrooms Telephone ff Fax # Telephone # X4 4-- 74£7 Name Address City CONTRACTOR COMPANY NAME 33 (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter improve demolish or repair any structure prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law [Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars l$500l) (, & Name K£^£Tr( ft State License # Address License Class City State/Zip Telephone tt City Business License # <Z / 6?0^ Q Designer Name State License # Address City State/Zip Telephone Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations 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 l~l I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My worker s compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 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 dollW($100 000) in/addifeqn to the/cost of compensation damages as provided for in Section 3706 of the Labontode .Interest and attorney s fees SIGNATURE n&J^^r^l /T £>'&-tJL**LAJA>*~- DATE &( /?/&f~f 7 J!!OWNER BUILDER'DECLARATION ; ] ;5i.L _!L T?~ "^ , ..:.... . ; * ( ••!.., •;.. '\~^- I hereby affirm that I am exempt from the Contractor s License Law for the following reason r~1 I as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and who does suclvwork himself or through his own employees provided that such improvements are not intended or offered for sale If however the building or improvement is sola 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) Kl I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) l~l I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement CD YES 2 | (hav/B / have not) signed an application for a building permit for the proposed work 3 Kbdve contracted with the fallowing person (firm) toorovide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work but I Jiave contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) (vSrotK^o C(?.^ AT <-v c"F< c "J ^ ^--" ROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDINGTERMITS'QNI.%. l:l * * "'""'" Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? l~l YES l~l NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? l~l YES l~l NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? l~l YES CD NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT OL.QCiNSTHyCTiQN LENDINJ3 AGENCY L „_ si:_ .... ... "•• ,..,...3::..:.... "TiL '"'"•" ' " """' :i''i::: ' I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(0 Civil Code) LENDER S NAME LENDER S ADDRESS 9 h; APPLICANT CERTIFICATION ;N"S 1 ". .'.. ^M. "":•• 1 ^ '"'=.; ":'":i:"s"" b»" ;,:>.- i" ";;"" I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5 0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commejrced foj aperiodoflSO days (Section 106 4 4 Uniform Building Code) APPLICANT S SIGNATURE flAjhA ^~>£—— DATE WHITE File YELLOW Applicant PINK Finance City of Carlsbad Bldg Inspection Request For 03/17/2005 Permit* CB040832 Title BERGER RES-189 SF HABIT ABLE Description ADDITION/ 67 5 SF BALCONY ABOVE NEW SPACE Type RESDNTL Sub Type RAD Job Address 2331 DANACT Suite Lot 0 Location OWNER BERGER RICHARD S&JENNIFER M Owner BERGER RICHARD S&JENNIFER M Remarks Total Time Inspector Assignment PY Phone 7604347467 Inspector Requested By RICHARD Entered By CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comment Associated PCRs/CVs Inspection History Date 11/15/2004 1 1/08/2004 1 1/08/2004 1 1/04/2004 11/04/2004 11/02/2004 11/02/2004 10/25/2004 10/25/2004 10/25/2004 10/25/2004 09/23/2004 09/23/2004 09/08/2004 09/08/2004 09/03/2004 Description 17 22 84 14 24 18 84 14 24 34 83 11 66 11 12 81 Interior Lath/Drywall Sewer/Water Service Rough Combo Frame/Steel/Boltmg/Weldmg Rough/Topout Exterior Lath/Drywall Rough Combo Frame/Steel/Bolting/Welding Rough/Topout Rough Electric Roof Sheathing/Ext Shear Ftg/Foundation/Piers Grout Ftg/Foundation/Piers Steel/Bond Beam Underground Combo Act AP we AP PA CO CO CO we we we AP AP we PA we PA Insp PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY RB Comments NEED TOP OUT SEE NOTICE ATTACHED OK TO POUR POST FTGS OK TO POUR COLUMN BASE OK EXCEPT @ MOMENT FRM FTGS CAME BACK 2ND TIME FOR City of Carlsbad Bldg Inspection Request For 11/02/2004 Permit* CB040832 Title BERGER RES-189 SF HABITABLE Description ADDITION/ 67 5 SF BALCONY ABOVE NEW SPACE Type RESDNTL Sub Type RAD Job Address 2331 DANA CT Suite Lot 0 Location OWNER BERGER RICHARD S&JENNIFER M Owner BERGER RICHARD S&JENNIFER M Remarks Inspector Assignment PY Phone 6194174708 Inspector Total Time Requested By KEN BECKHAM Entered By CHRISTINE CD Description 18 Exterior Lath/Drywall 14 Frame/Steel/Boltmg/Weldmg 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers Act Comment Associated PCRs/CVs Date 10/25/2004 10/25/2004 10/25/2004 10/25/2004 09/23/2004 09/23/2004 09/08/2004 09/08/2004 09/03/2004 09/01/2004 08/26/2004 08/26/2004 Inspection History Description 14 24 34 83 11 66 11 12 81 11 11 21 Frame/Steel/Bolting/Welding Rough/Topout Rough Electric Roof Sheathing/Ext Sheai Ftg/Foundation/Piers Grout Ftg/Foundation/Piers Steel/Bond Beam Underground Combo Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Under Floor Act we we we AP AP we PA we PA CO CO AP Insp PY PY PY PY PY PY PY PY RB TP PY PY Comments OK TO POUR POST FTGS OK TO POUR COLUMN BASE OK EXCEPT @ MOMENT FRM FTGS CAME BACK 2ND TIME FOR PARTIAL OK notice attached revise plans CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICfe LOCATION PERMIT NO (760) 602-2700 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 602 2725 RE-INSPECTION FEE DUE1? ! ! YES FOR FURTHER INRORMATION /CONTACT PHONE CODE ENFORCEMENT OFFICER © City of Carlsbad Bldg Inspection Request For 09/23/2004 Permit* CB040832 Title BERGER RES-189 SF HABITABLE Description ADDITION/ 67 5 SF BALCONY ABOVE NEW SPACE Inspector Assignment PY Type RESDNTL Sub Type RAD Job Address 2331 DANA CT Suite Lot 0 Location OWNER BERGER RICHARD S&JENNIFER M Owner BERGER RICHARD S&JENNIFER M Remarks GROUT UNDER STEEL POST INSPECTION Phone 6194174708 Inspector Total Time Requested By KEN Entered By CHRISTINE CD Description Act Comment Associated PCRs/CVs Date 09/08/2004 09/08/2004 Inspection History Description Act Insp Comments PA PY OK TO POUR COLUMN BASE WC PY 11 Ftg/Foundation/Piers 12 Steel/Bond Beam 09/03/2004 81 Underground Combo 09/01/2004 11 Ftg/Foundation/Pters 08/26/2004 11 Ftg/Foundation/Piers 08/26/2004 21 Underground/Under Floor PA RB OK EXCEPT @ MOMENT FRM FTGS CAME BACK 2ND TIME FOR PARTIAL OK CO TP notice attached CO PY revise plans AP PY CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE LOCATION PERMIT NO FOR INSPECTION CALL (760) 602 2725, RE INSPECTION FEE DUE? _. . YES EH41MFORFOR FURTH PHONE CODE ENFORCEMENT OFFICER © City of Carlsbad Bldg Inspection Request For 09/03/2004 Permits CB040832 Inspector Assignment PY Title BERGER RES-189 SF HABITABLE Description ADDITION/ 67 5 SF BALCONY ABOVE NEW SPACE Type RESDNTL Sub Type RAD Job Address 2331 DANA CT Suite Lot 0 Location OWNER BERGER RICHARD S&JENNIFER M Owner BERGER RICHARD S&JENNIFER M Remarks Phone 6194174708 Inspector Total Time CD Description 11 Ftg/Foundation/Piers Act Comment Requested By KEN Entered By CHRISTINE ft Associated PCRs/CVs Inspection History Date Description Act Insp Comments 09/01/2004 11 Ftg/Foundation/Piers CO TP notice attached 08/26/2004 11 Ftg/Foundation/Piers CO PY revise plans 08/26/2004 21 Underground/Under Floor AP PY Castaneda Engineering 7220 Canyon Breeze Road San Diego, CA 92126 (Office- 619-987-1371 Fax - 858-693-0258) Date: Subject: ,ndSeptember 2na, 2004 Approved Building Plans for Addition for 2331 Dana Court Carlsbad, CA 92108 Reference. Plan Check Number No 040832 To whom it may Concern The following changes should be made to the previously approved building plans in order to correct inconsistencies and provide approved alternatives to the plans 1) The subject plans show various sections for the construction of the concrete floor and subgrade The section that should be used is as follows A minimum of 4" Portland Concrete Cement (PCC) over a one inch sand cushion over a six mil visqueen bamer over a one inch of sand cushion over natural soil 2) An alternate construction method for the concrete grade beam and support posts can be performed as follows The grade beam and support for the posts can be constructed using two separate concrete pours An approximately 18' section in the center (4' from the each end) of the grade beam can be poured first with the rebars extending a minimum of 10 inches out from the ends and with the spacing and locations per the approved plans The second pour can be made to complete the concrete supports for the steel posts anchored per the approved plans An overlap of a minimum of 10 inches shall be made from the bulkhead end into the second pour for the all rebars extenteding in this section The rebar spacing and location shall be per the approved plans If there are any questions on the above items you may call me at 619-987-1371 Respectfully Submitted, Joe Castaneda City of Carlsbad Bldg Inspection Request For 09/01/2004 Permits CB040832 Title BERGER RES-189 SF HABIT ABLE Description ADDITION/ 67 5 SF BALCONY ABOVE NEW SPACE Inspector Assignment PY Type RESDNTL Sub Type RAD Job Address 2331 DANA CT Suite Lot 0 Location OWNER BERGER RICHARD S&JENNIFER M Owner BERGER RICHARD S&JENNIFER M Remarks Phone 6194174708 Inspector Total Time CD Description 11 Ftg/Foundation/Piers Act Comment Requested By KEN Entered By ROBIN Associated PCRs/CVs Inspection History Dale Description Act Insp Comments 08/26/2004 11 Rg/Foundation/Piers CO PY revise plans 08/26/2004 21 Underground/Under Floor AP PY NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE tfe _ TIME LOCATION :?"?? PERMIT NO /; 36* / I/. FOR INSPECTION CALL (760) 602 2725 RE INSPECTION FEE DUE? ! J YES FOR FURTHER INFORMATION, CONTACT (^6 2 ' PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER 0 SAN DIEGO AREA RESIDENTIAL CIRCUIT CARD AND LOAD SUMMARY (1990 NEC) Co ADDRESS 2.331 "PAjM Of- OWNER R><h 3ea^e£ PHONED 7&O CONTRACTOR Brftffo CE>^/7/?6»C??««t<pHONE^6/^) <f/7- &?b& DA MCI LOCATION tf,r- />lW fW PeJ ( tf-/-/ * "/H'fe.r %/>e/t*R^ <6f/ ^-<SFC.I Gfc D*«J ^"Ti-4f» MAIN ^2 Tins SERVICE ENTRANCE OR FE A) S17P MO , H) r.) Man ATOM , CKT I 3 s 7 9 lD ") 15 17 19 21 23 25 27 29 31 33 35 37 39 41 BXR SIZE ,1^^ fl TO /^ /$• Zo 2,0 A WIRE SIZE 12-2 i»-3 itf-i iz-3 i-^ TYPE Off* .1 Af / ' < /t>4 /y/f /l/A< / / / LTG Z 3 AMPBKR/FUSE DMLO AMP EDER CONDUCTORS TYPE OQJ CD*1- p) (VTWniBTSITF _._,_,.„ SERVICE GROUND/BOND A) SI7F NO ,. . .. . H) TYPE [~)OJ [~]AL C) CLAMP LOCATORS) D ura Q WATER PPE Q GROUNDRODn 250 81(c) 250 80(a) 81 (a) 250 83(c) GFCI LOCATIONS 210-8 680-70 D BATHROOM (S) [ Q GARAGE (S) [ n OUTDOORS [ 3 KITCHEN D HYDROMASSAGETUB D 1C REC / / Z REC Z / I COMPU SMCale BRANCr A) UGH- B) TWO C) LAUr> D) CEN1 REMARI LTG ^CT PERMfT f £.$ off *>6 3T_ CENSUS TRACT * AREA IN SO FT uni MISC i <J TED LO; ulabon Wo 4 CIRCUn TING CIRC SMALL K DRYCIR rRALHE/ « WIRE SIZE 12 2. <V ? tz.-? I2.-3 TYPE tf/n Nftl tffll tfpi TS BKR SIZE 2o ^^ 2o" ?t?, 0 W)Rp CKT 2 6 * 10 12 14 16 IS 20 22 24 26 28 30 32 34 36 38 40 42 n i rkihMt on back. PS REQUIREDyjrrs z iPPUANCE CIRCUITS Zsurr z aiNG EQUIPMENT « LOCATION M Tr<*«rt> PvMfeA Fl>lL b/c. Ufsr/ujtf y/f /le.F fytikt-iffai's l^y- Coo'^TVir* «<A UMPS S 3(b) 4(d) I 9 4(b) 1 9 4<e) S 7 1 1 cartfy that all tarmnahorw hava baao torquad m accordant* with manufacbrar'a mttrucnoni and (hit lha work ihown on tNi orcuil card rapracania Ina (ul axtant ol tna work partormad undar this pamil SCON SIGNED DATE TRACTOfF /LC > B$Al/b £t>tJfT%))c^t'it>\l U/jju-^TO a' Jj&tJ&H^H^, III fei IC^LAT REFERENCE San D«oo Etocncal NowslMtor 215-5 J.E. LAMBERT, INC. PO BOX 1116 VISTA, CA 92085-1116 (760) 724-7826 • FAX (760) 724-1675 INSPECTION REPORT PAGE JOB* .OF REPORTS PROJECT NAME ADDRESS xj- - /r "'INSPECTION MATERIAL IDENTIFICATION T ARCHITECT ENGINEER rtr<3 /tf- CONTRACTOR ( )STRTICTURALSTEHTi ( ) FIELD WELDING' ( ) SHOP WELDING ( ) HS BOLT FABRICATION SOURCE K g / INSPECTION DATE PLAN FILE C ( )REBAR GRADE ( ) EPOXY / £> - - — BLDG PERMIT OTHER 3 Z ( ) CONCRETE CONG MIX #PSI. ( ) F.T.RCTRQDE' f£ ^ D / ( ) OTHER. MATERIAL SAMPLING ( ) STRUCTURAL STEEL ( ) BOLTS ( ) CONCRETE ( ) REBAR •r' INSPECTION PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS :-< / A P /to / C X^./_A -3 /^ -(- i ' ' r T^ ^r^ .5 c? Certification of Compliance All work, unless otherwise noted, complies with the approved plans,ancl^specifications and the uniform building code NAME (PRINT)< / 'SIGNATURE r-~', CERTIFICATION NO OFFICE USE ONLY BH EsGil Corporation In Partnership with government for DATE August 17, 2004 a APPLICANT JURIS JURISDICTION Carlsbad Q>tATfREVlEWER a FILE PLAN CHECK NO 040832 SET VI PROJECT ADDRESS 2331 Dana Court PROJECT NAME SFD Addition for Berger 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 I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list • and should be corrected and resubmitted for a complete recheck I I The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck 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 2<] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Richard Berger Telephone # (760)458-0167 Date contacted £fi^/oy(by tf—) Fax # Mail Telephone-/ Fax In Person REMARKS By Bert Domingo (by KC) Enclosures Esgil Corporation D GA D MB D EJ D PC log trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Dale Time Sent EsQil Corporation Pitrtneriliip wtifi §gvsrnificjitf<rr guitetng Safety FAX TRANSMITTAL Number of Pages Being Transmitted (Including Fax Transmttta!) Phone Faxtf c <T * < Tf^^'?, . 9 Hard Copy Mailed' YES NO Remarks cT C o A. n-s?r f c Q Co/t/tc-COtf-^J 5 r~ / -s 8S20-EB9-8S8 nn 20 t-0 Carlsbad 040&32 AUGUST 6, 2004 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 040832 PROJECT ADDRESS 2331 Dana Court SET VI DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 8/2/04 AUGUST 6, 3004 REVIEWED BY Bert Daaaingo FOREWORD (PLEASE READ)' This plan revew ts itmiied to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanics! Code. National Eiscinca! Cods and state laws regulating energy conservation,, nosse attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or cnange All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the pians does no* permit the vtolatior* o* any state county or city iaw A Please make ait corrections on the original tracings and submit new sets of prints to Please see item 1 correction befow B To facilitate recneckmg, piease identify? next to each item, the sheet of the plans upon which each correctton on this sheet has been mads and return this sheet with the revised pians C The following items have not been resolved from the previous plan reviews The onginai correction number has been given for your reference tn case you did not keep a copy of the poor correction llst, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been maae to the pians that are not a resort of corrections from this list If there are other changes, piesae bnefly describe them and where they are located on the plans Have^changes been made not resutttng from tnis ' QYes 6 8S20-EB9-8S8 iin ssoo LI Carlsbad 040332 AUGUST 6, 2O04 • PLANS 1 Please make el! corrections on the original tracings, as requested in the corrector, t.st Submit three sets of plans for commercial/industrial projects (two sets of ptanb for residential projects) For expeditious processing, corrected sets can be submitted tr» o^e of two ways 1 Deliver sli corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave t Carlsbad, CA 92008, (760) 602-2700 The City wili route the plans to EsGi! Corporation and the Carlsbad Planning, Eng.neenng and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208f San Diego, CA 92123, (856) 560-1468 Dehver ali remaining sets of plans and calculations/reports directly to the City of Carlsbad Budding Department for routing to their Planning Engineering and Firs Departments NOTE Plans that are submitted directly to EsGii Corporation oniy will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGt! Corporation :s complete 2 Ail sneets of plans must be signed by the person responsible for their preparation (California Business and Professions Code) This will be chggted when ait Plans specifications and calculations shall be signed and sealed by the California state licensed erg'neer or architect responsible for their preparation, for plans deviating from conventional wood frame construction Specify expiration date of license (California Business and Professions Code) This will be checked when all the EXITS, STAIRWAYS, AND RAILINGS Guardrails (Section 50<3 1 ) PLEASE SUBMIT CALCULATIONS &) S*afi *» dstaried showctg adequacy of correction s to resist the horizontal force prescribed tn Table -,8-a Please subm.i cateua'wra NO RESPONSE STIU- NO RESPONSE PLEASE SUBMIT HALCULATiONS PLEASE JNCQRPQRATE QN THg PLANTS THE BECOMMENDEP. DETAIL AND^ROSS REFERENCE t?0 d £P £1 P006 6 8S20-E69-8S8 lin dSS 2O *o LI Carlsbad 040832 AUGUST 6, 2OO4 • FRAMING Provide calculations for lateral loads, shear panels, shear transfer and related Section 10833 E) DRAG COLLECTORS ARE REQUIRED TO TRANSMiT TRIBUTARY LATERAL LOAD TO THE RESPECTIVE RESISTING ELEMENT PLEASE SUBMIT ANALYSIS ANY RECOMMENDATIONS X 2 AVA*7 SHOULD BE DETAILED ON THE PLANS AND CROSS REFERENCED TO THE FRAMING PLAN _THE 4 £ it- RESPONSE WAS NOT APPLtCABLE(N/A) THE WAY THE PLAN WAS PRESENTED THIS SEEMS APPLICABLE. THtS WILL BE CHECKED WHEM ALL THE ITEMS BELOW ARg MgTT G) PLEASE SUBMIT CALCULATIONS FOR THE FOUNDATION TO VERIFY THE EFFECT OF THE LATERAL LOAD TO THE SOILS BEARING CAPACITY THE RESPONSE WAS TO SEE REVISED CALCULATIONS BUT Trie SAMfc CALCULATIONS SHOWS HOuDOWN PSQUW6MENTS BUT DID NOT -SHOW ANV ANALYSIS OF THE f-OUNOATfON TO VERIFY THE CAPACITY OF THE SOILS DUE TO TH£ OveRTURNiNG EFFECT OF THE LATERAL LOAD NO ^i) THIS WtLL BE CHECKED WHEN THE ITEft/| £3a.JS_MEL I/ 1 1) A DETAIL 8A/S4_WA§ REEEB^NCgD ON THE POUNpATiOfrt PLAM ALONG LINE 1 BUT ^^EMS KtOT SHOWN ON SHpEJ $& •'lii) THE CROSSJL^FEREMCED DETAIL 7/83 ON THE FOUNDATION PLAN SHQBBJ-STORY FOUNDATION12^ BUT THE SHC THE GRADE BgAftfi SHOyy^J OM PAGE 15 OF THE CALCULATES AS RESPONDED SEEMS FOJjJME-CANTtLEyERED COLUMNS BUT MOT gOft THE SHORT SHEAR WALLS. LT SESMS THAT TM^ffijg tS MQ DETAIL CROg^.jRE££gE^CED TO IF- CANTtLEVERP COLUMN CONNECTION TO.THEJEPUN^ATIOKJ ON THg FQUNDAT'ON PLAN JO VERIFY AS TO ytfHETHER TH^ Ppg>GNED SYSTEM IS PUMPTIQMAL QR KiQT. THER^ Iff A OETAiL P ON SHPET 51 BUT {T igJjQT CLiA8LH-OW,Jl WOULD WORK STRUCTURALLY GRADE BEAM &_BQITQM-BUlJ!gLlHEJBEVEBSAL ACTION OF ^ES BUT. THE aiyfl£J3£.T-Ali^SO£SJ4OT SHOW, 18 in Seismic Zones 3 and 4, where allowable shear values exceed 350 plf in wood structural oanel shear walls, foundation sill plates ana all framing members receiving edge natling from abutting panels shall not be less than a single 3" nomina! member m shear wails where the total wail design shear does not exceed 600 plf, a single 2' > nominal sill plate may be used, provided the anchor bolts are designed for a load capacity of 50% or less of tne allowable capacity Plywood joint and siH plate natitrg shafi be staggered m aK cases Tafrte 23 W f-"1, 'eoiiote 3 THIS WILL S£ CHECKED WHEN ITEMS 16 & 17 ABOVE ARE MFT. THiS W?yL B^ CHECKED WHEN ITEM3aaELQ»LiSLMEXi 20 In Sefsmjc Zone 4. aspect rat'os are irmited to 2 1 for wood shear panels Table 23-"-G T> »S WJLL 8E CHECKED Writisi M EMS 16 ABOVE iS MgT __..._ THJSWILL BE CHECKED WHEM 8TEM 23 SgLOW IS MET 6 *• d 8SSO-E69-8S8 110 elS9 20 t-0 L\ Carlsbad 04O332 AUGUST 6, 20O4 * MISCELLANEOUS 23 THE POLL OWING ARE NEW COMMEM.T3.pUE TO THE NEW SUBMITTED REPLACING THE CQMMgNiT SHOWN,.ftATEP 6/25/0-1' 3} IT SEEMS THAT THE NEW ANALYSIS DID NOT INCLUDE THE REDUNDANCY FACTOR AS USED /£.£- ^ IN T^E PREVIOUS ANALYSIS THIS WOULD AFFECT ALL THE PROPOSED RESISTING < #<M C"**- ELEMENTS THE RESPpNS^ WAS "OK USING UBC 16SO 2.3" BLJIT S££MS fjOT A** ^v**1 " COMPATIBLE WITH THE .CORRECTION - 1 b} THE ROOF FRAMING PLAN SHOWS A CS16 STRAP ALONG LIME B BUT SEEMS TO "AVE NO /> - OU**^ .^^ NAILER UNDERNEATH FOR THE SAME STRAP AND THE DIAPHRAGM TO NAIL INTO PLEASE r^^jfp** SHOW DETAIL. THE RE§PQKLSiLWAS NOT CLEAR PLEASjE-SijQJftLPJEIAii.. C) PLEASE ShO^ HOW THE LOADING FOR THE FRAME SYSTEM IS DERIVED PLEASE SEE STEM 23 a ABOVE ALSO 1) THE NEW CALCULATIONS JS SpLLJttQT_ClJ-AR AS FAR M_THE D^RiVATtQN OF THE CALCULATIONS OF TH^ LOAplNG tS hL CQMCgRM^O 2) THiS WILL BE CHcCKgD WHEN ITEM 23a ABOVE IS MET. 3) ** T^Hfg ANALVS^ FOR LINE C ON THE~1at FLOOR SHOWS TRIBUTARY LENGTH OF 25' f L'T. THE PLAN SEEMS Tp SHOW 35'. PLEASE CLARIFY. = w f -, THE R (OVERSTREMGTM FACTOR SHOWN ON TABLE 16N OF THE 97 UBC)FOR \* j- S^t- CANTlLEVERED COLUMN SHOULD BE CONS'DERED IN THE LOADING DETERMINATION AS '~ " REQUiRED ABOVE PLEA3ESEE ITEM 23a ABOVE THERF ARE TWO SHEAR WALL SCfl^DULES QH THE, SET OF PLANS. PLEASE: SEE SH^ET 4 AND SHEET 34>A.' " To speed up the review process, note on this list (or a cooy) whera each correction fi&m 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 nave changes been made to the plans not resulting from this correction list? Please indicate Yes Q No fif The jurisdiction has contracted with Esgfi Corporation located at 9320 Chesapeake Dnve, Su*te 20S San Diego, CaMom»a 92123, telephone numoer o* 858/560-1468, So- perform the plan review for your project, I? you have any questions regarding tnese plan review items, please contact Bert Domingo at Esgtl Corporation Thank you qo -J 217 £1 ?00£ 6Q d 8S20-eB9-8S8 11H ^95 20 EsGil Corporation In (Partnership with government for Quitting Safety DATE AUGUST 6, 2004 a APPLICANT JURISDICTION Carlsbad OIPIATTREVIEWER Q FILE PLAN CHECK NO 040832 SET VI PROJECT ADDRESS 2331 Dana Court PROJECT NAME SFD Addition for Berger The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Michael Farnen 2918 Lake Murray Blvd , ff C, San Diogo, CA 92119 Richard Berger, 2331 Dana Ct, Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed X) Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Michael Richard Telephone # (619) 160 5818 (760)458-0167 Date contacted ?h 'otf (by £~ ) Fax # (619)3372751 MaiP—Telephone \^- Fax-» In Person I REMARKS Please fax to Kent Beckham also (858)565-1419 By Bert Domingo Enclosures Esgil Corporation D GA D MB D EJ D PC 8/2/04 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 Carlsbad 040832 AUGUST 6, 2004 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2331 Dana Court DATE PLAN RECEIVED BY ESGIL CORPORATION 8/2/04 REVIEWED BY Bert Domingo PLAN CHECK NO O4O832 SET VI DATE RECHECK COMPLETED AUGUST 6, 2004 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit new sets of prints to Please see item 1 correction below B To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes QNo Carlsbad 040832 AUGUST 6, 2O04 • PLANS 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 All sheets of plans must be signed by the person responsible for their preparation (California Business and Professions Code) This will be checked when all the items below are met 3 Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction Specify expiration date of license (California Business and Professions Code) This will be checked when all the items below are met EXITS, STAIRWAYS, AND RAILINGS 6 Guardrails (Section 509 1) PLEASE SUBMIT CALCULATIONS b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B Please submit calculations NO RESPONSE STILL NO RESPONSE PLEASE SUBMIT CALCULATIONS PLEASE INCORPORATE ON THE PLANS THE RECOMMENDED DETAIL AND CROSS REFERENCE Carlsbad 040832 AUGUST 6, 2004 • FRAMING 16 Provide calculations for lateral loads, shear panels, shear transfer and related Section 10633 E) DRAG COLLECTORS ARE REQUIRED TO TRANSMIT TRIBUTARY LATERAL LOAD TO THE RESPECTIVE RESISTING ELEMENT PLEASE SUBMIT ANALYSIS ANY RECOMMENDATIONS SHOULD BE DETAILED ON THE PLANS AND CROSS REFERENCED TO THE FRAMING PLAN =THE RESPONSE WAS NOT APPLICABLE(N/A) THE WAY THE PLAN WAS PRESENTED THIS SEEMS APPLICABLE THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET G) PLEASE SUBMIT CALCULATIONS FOR THE FOUNDATION TO VERIFY THE OVERTURNING EFFECT OF THE LATERAL LOAD TO THE SOILS BEARING CAPACITY THE RESPONSE WAS TO SEE REVISED CALCULATIONS BUT THE SAME CALCULATIONS SHOWS HOLDOWN REQUIREMENTS BUT DID NOT SHOW ANY ANALYSIS OF THE FOUNDATION TO VERIFY THE CAPACITY OF THE SOILS DUE TO THE OVERTURNING EFFECT OF THE LATERAL LOAD STILL NO RESPONSE i) THIS WILL BE CHECKED WHEN THE ITEM 23a IS MET n) A DETAIL 8A/S4 WAS REFERENCED ON THE FOUNDATION PLAN ALONG LINE 1 BUT SEEMS NOT SHOWN ON SHEET S4 in) THE CROSS REFERENCED DETAIL 7/S3 ON THE FOUNDATION PLAN SHOWS 1 STORY FOUNDATIONS2") BUT THE FOUNDATION PLAN SHOWS 15" iv) THE GRADE BEAM SHOWN ON PAGE 15 OF THE CALCULATIONS AS RESPONDED SEEMS FOR THE CANTILEVERED COLUMNS BUT NOT FOR THE SHORT SHEAR WALLS v) IT SEEMS THAT THERE IS NO DETAIL CROSS REFERENCED TO THE CANTILEVERD COLUMN CONNECTION TO THE FOUNDATION ON THE FOUNDATION PLAN TO VERIFY AS TO WHETHER THE DESIGNED SYSTEM IS FUNCTIONAL OR NOT vi) THERE IS A DETAIL P ON SHEET S1 BUT IT IS NOT CLEAR HOW IT WOULD WORK STRUCTURALLY GRADE BEAM NORMALLY IS REINFORCED TOP & BOTTOM DUE TO THE REVERSAL ACTION OF THE FORCES BUT. THE SAME DETAIL DOES NOT SHOW 18 In Seismic Zones 3 and 4, where allowable shear values exceed 350 plf in wood structural panel shear walls, foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3" nominal member In shear walls where the total wall design shear does not exceed 600 plf, a single 2" nominal sill plate may be used, provided the anchor bolts are designed for a load capacity of 50% or less of the allowable capacity Plywood joint and sill plate nailing shall be staggered in all cases Table 23-11-1-1, footnote 3 THIS WILL BE CHECKED WHEN ITEMS 16 & 17 ABOVE ARE MET THIS WILL BE CHECKED WHEN ITEM 23 BELOW IS MET 20 In Seismic Zone 4, aspect ratios are limited to 2 1 for wood shear panels Table 23-ll-G THIS WILL BE CHECKED WHEN ITEMS 16 ABOVE IS MET THIS WILL BE CHECKED WHEN ITEM 23 BELOW IS MET Carlsbad O4O832 AUGUST 6, 2004 • MISCELLANEOUS 23 THE FOLLOWING ARE NEW COMMENTS DUE TO THE NEW ANALYSIS SUBMITTED REPLACING THE COMMENT SHOWN DATED 6/25/04 a) IT SEEMS THAT THE NEW ANALYSIS DID NOT INCLUDE THE REDUNDANCY FACTOR AS USED IN THE PREVIOUS ANALYSIS THIS WOULD AFFECT ALL THE PROPOSED RESISTING ELEMENTS THE RESPONSE WAS "OK USING UBC 1630 2 3" BUT SEEMS NOT COMPATIBLE WITH THE CORRECTION b) THE ROOF FRAMING PLAN SHOWS A CS16 STRAP ALONG LINE B BUT SEEMS TO HAVE NO NAILER UNDERNEATH FOR THE SAME STRAP AND THE DIAPHRAGM TO NAIL INTO PLEASE SHOW DETAIL THE RESPONSE WAS NOT CLEAR PLEASE SHOW DETAIL C) PLEASE SHOW HOW THE LOADING FOR THE FRAME SYSTEM IS DERIVED PLEASE SEE ITEM 23 a ABOVE ALSO 1) THE NEW CALCULATIONS IS STILL NOT CLEAR AS FAR AS THE DERIVATION OF THE CALCULATIONS OF THE LOADING IS CONCERNED 2) THIS WILL BE CHECKED WHEN ITEM 23a ABOVE IS MET 31 OF 25' BUT. THE PLAN SEEMS TO SHOW 35' PLEASE CLARIFY d) THE R (OVERSTRENGTH FACTOR SHOWN ON TABLE 16N OF THE 97 UBC)FOR CANTILEVERED COLUMN SHOULD BE CONSIDERED IN THE LOADING DETERMINATION AS REQUIRED ABOVE PLEASE SEE ITEM 23a ABOVE 23 THERE ARE TWO SHEAR WALL SCHEDULES ON THE SET OF PLANS PLEASE SEE SHEET 4 AND SHEET S4-A To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Yes Q No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation Thank you EsGil Corporation In Partnership with government for (Butftfing Safety DATE July 9, 2O04 JURISDICTION Carlsbad PLAN CHECK NO 040832 SET V PROJECT ADDRESS 2331 Dana Court PROJECT NAME SFD Addition for Berger G APPLICANT 2URJS; PLAN REVIEWER a FILE 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 XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person [XI The applicant's copy of the check list has been sent to Michael Farnen 2918 Lake Murray Blvd , if C, San Diogo, CA 92110 Richard Berger, 2331 Dana Ct, Carlsbad, CA 92008 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 Michael Richard Telephone # (619) 460 5818 (760)458-0167 Date contacted ^ln-H (by^ ) Fax # (619)3372751 Mail/ Telephone,' Fax/^In Person I REMARKS Please fax to Kent Beckham also (858)565-1419 By Bert Domingo Esgil Corporation D GA D MB D EJ D PC Enclosures 6/24/04 trnsmtl dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 Carlsbad 040832 July 9, 20O4 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2331 Dana Court DATE PLAN RECEIVED BY ESGIL CORPORATION 6/24/04 REVIEWED BY Bert Domingo PLAN CHECK NO O4O832 SET V DATE RECHECK COMPLETED July 9, 2004 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit new sets of prints to Please see item 1 correction below B To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes QNo Carlsbad O4O832 July 9, 2O04 • PLANS 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 All sheets of plans must be signed by the person responsible for their preparation (California Business and Professions Code) This will be checked when all the items below are met 3 Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction Specify expiration date of license (California Business and Professions Code) This will be checked when all the items below are met EXITS, STAIRWAYS, AND RAILINGS 6 Guardrails (Section 509 1) PLEASE SUBMIT CALCULATIONS b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B Please submit calculations NO RESPONSE STILL NO RESPONSE PLEASE SUBMIT CALCULATIONS • FRAMING 16 Provide calculations for lateral loads, shear panels, shear transfer and related Section 10633 E) DRAG COLLECTORS ARE REQUIRED TO TRANSMIT TRIBUTARY LATERAL LOAD TO THE RESPECTIVE RESISTING ELEMENT PLEASE SUBMIT ANALYSIS ANY RECOMMENDATIONS SHOULD BE DETAILED ON THE PLANS AND CROSS REFERENCED TO THE FRAMING PLAN =THE RESPONSE WAS NOT APPLICABLE(N/A) THE WAY THE PLAN WAS PRESENTED THIS SEEMS APPLICABLE THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET G) PLEASE SUBMIT CALCULATIONS FOR THE FOUNDATION TO VERIFY THE OVERTURNING EFFECT OF THE LATERAL LOAD TO THE SOILS BEARING CAPACITY THE RESPONSE WAS TO SEE REVISED CALCULATIONS BUT THE SAME CALCULATIONS SHOWS HOLDOWN REQUIREMENTS BUT DID NOT SHOW ANY ANALYSIS OF THE FOUNDATION TO VERIFY THE Carlsbad O40832 July 9, 2004 CAPACITY OF THE SOILS DUE TO THE OVERTURNING EFFECT OF THE LATERAL LOAD STILL NO RESPONSE 18 In Seismic Zones 3 and 4, where allowable shear values exceed 350 plf in wood structural panel shear walls, foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3" nominal member In shear walls where the total wall design shear does not exceed 600 plf, a single 2" nominal sill plate may be used, provided the anchor bolts are designed for a load capacity of 50% or less of the allowable capacity Plywood joint and sill plate nailing shall be staggered in all cases Table 23-ll-M, footnote 3 THIS WILL BE CHECKED WHEN ITEMS 16 & 17 ABOVE ARE MET THIS WILL BE CHECKED WHEN ITEM 23 BELOW IS MET 20 In Seismic Zone 4, aspect ratios are limited to 2 1 for wood shear panels Table 23-ll-G THIS WILL BE CHECKED WHEN ITEMS 16 ABOVE IS MET THIS WILL BE CHECKED WHEN ITEM 23 BELOW IS MET • MISCELLANEOUS 23 THE FOLLOWING ARE NEW COMMENTS DUE TO THE NEW ANALYSIS SUBMITTED REPLACING THE COMMENT SHOWN DATED 6/25/04 a) IT SEEMS THAT THE NEW ANALYSIS DID NOT INCLUDE THE REDUNDANCY FACTOR AS USED IN THE PREVIOUS ANALYSIS THIS WOULD AFFECT ALL THE PROPOSED RESISTING ELEMENTS b) THE ROOF FRAMING PLAN SHOWS A CS16 STRAP ALONG LINE B BUT SEEMS TO HAVE NO NAILER UNDERNEATH FOR THE SAME STRAP AND THE DIAPHRAGM TO NAIL INTO PLEASE SHOW DETAIL c) ON THE 2ND FLOOR FRAMING PLAN SHOWS HD5A ALONG LINE B BUT NO DETAIL SHOWN HOW THESE CONNECTORS WOULD BE INSTALLED PLEASE .ARIR d) PLEASE SHOW HOLDOWN DETAIL FOR THE RECOMMENDED HOLDOWN TO THE CANTILIVERED FLOOR SYSTEM PLEASE SUBMIT ANALYSIS OF SUCH CONNECTION TO INCLUDE THE SUPPORTING ELEMENTS e) PLEASE SHOW HOW THE LOADING FOR THE FRAME SYSTEM IS DERIVED PLEASE SEE ITEM 23 a ABOVE ALSO f) THE R (OVERSTRENGTH FACTOR SHOWN ON TABLE 16N OF THE 97 UBC1FOR CANTILEVERED COLUMN SHOULD BE CONSIDERED IN THE LOADING DETERMINATION AS REQUIRED ABOVE Carlsbad 04O832 July 9, 2004 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 a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation Thank you EsGil Corporation In Partnership with government for <Bui(ding Safety DATE June 25, 2004 a APPUCANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 040832 SET IV PROJECT ADDRESS 2331 Dana Court PROJECT NAME SFD Addition for Berger 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 [XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Michael Farnen 2018 Lake Murray Blvd , ff C, San Diogo, CA 92119 Richard Berger, 2331 Dana Ct, Carlsbad, CA 92008 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 Michaol Richard Telephone # (619) 460 5818 (760)458-0167 Date contacted bfzs^V (by ) Fax # (619)3372751 Mailv_^ Telephone Fax «/ In Person I REMARKS Please fax to Kent Beckham also (858)565-1419 By Bert Domingo Enclosures Esgil Corporation D GA D MB D EJ D PC 6/24/04 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad 04O832 June 25, 20O4 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2331 Dana Court DATE PLAN RECEIVED BY ESGIL CORPORATION 6/24/04 REVIEWED BY Bert Domingo PLAN CHECK NO O40832 SET IV DATE RECHECK COMPLETED June 25, 2004 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit new sets of prints to Please see item 1 correction below B To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes QNo Carlsbad 040832 June 25, 2004 • PLANS 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 All sheets of plans must be signed by the person responsible for their preparation (California Business and Professions Code) This will be checked when all the items below are met 3 Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction Specify expiration date of license (California Business and Professions Code) This will be checked when all the items below are met EXITS, STAIRWAYS, AND RAILINGS 6 Guardrails (Section 509 1) PLEASE SUBMIT CALCULATIONS b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B Please submit calculations NO RESPONSE ROOFING Specify on the plans the following information for the roof materials, per Section 106 3 3 PLEASE SUBMIT DOCUMENTATION OF THE ICBO 2297 AS SPECIFIED ON THE PLANS THE RESPONSE WAS Pg S- 2(TOP) BUT SEEMS NOT SHOWN ALSO SHOWN ON THE RESPONSE WAS ICBO 1330 THIS COULD BE 1338 IF SO, PLEASE SHOW ON THE PLANS THE 1338 ICBO IT SEEMS THAT THIS 1338 IS FOR THE DECK BUT WE FORGOT ALL ABOUT THE ROOFING MATERIAL Manufacturer's name Product name/number ICBO approval number, or equal Carlsbad O4O832 June 25, 20O4 • FRAMING 16 Provide calculations for lateral loads, shear panels, shear transfer and related Section 10633 E) DRAG COLLECTORS ARE REQUIRED TO TRANSMIT TRIBUTARY LATERAL LOAD TO THE RESPECTIVE RESISTING ELEMENT PLEASE SUBMIT ANALYSIS ANY RECOMMENDATIONS SHOULD BE DETAILED ON THE PLANS AND CROSS REFERENCED TO THE FRAMING PLAN =THE RESPONSE WAS NOT APPLICABLE(N/A) THE WAY THE PLAN WAS PRESENTED THIS SEEMS APPLICABLE THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET G) PLEASE SUBMIT CALCULATIONS FOR THE FOUNDATION TO VERIFY THE OVERTURNING EFFECT OF THE LATERAL LOAD TO THE SOILS BEARING CAPACITY THE RESPONSE WAS TO SEE REVISED CALCULATIONS BUT THE SAME CALCULATIONS SHOWS HOLDOWN REQUIREMENTS BUT DID NOT SHOW ANY ANALYSIS OF THE FOUNDATION TO VERIFY THE CAPACITY OF THE SOILS DUE TO THE OVERTURNING EFFECT OF THE LATERAL LOAD SI NO RESPONSE 18 In Seismic Zones 3 and 4, where allowable shear values exceed 350 plf in wood structural panel shear walls, foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3" nominal member In shear walls where the total wall design shear does not exceed 600 plf, a single 2" nominal sill plate may be used, provided the anchor bolts are designed for a load capacity of 50% or less of the allowable capacity Plywood joint and sill plate nailing shall be staggered in all cases Table 23-11-1-1, footnote 3 THIS WILL BE CHECKED WHEN ITEMS 16 & 17 ABOVE ARE MET 20 In Seismic Zone 4, aspect ratios are limited to 2 1 for wood shear panels Table 23-ll-G THIS WILL BE CHECKED WHEN ITEMS 16 ABOVE IS MET • MISCELLANEOUS 21 With the removal of the exterior wall, please show how the same wall line would be laterally supported THIS WILL BE CHECKED WHEN ITEMS 16 & 17 ABOVE ARE MET THE RESPONSE WAS TO SEE REVISED CALCULATIONS THE SAME CALCULATIONS DID NOT SHOW ANY TREATMENT TO THE EXISTING EXTERIOR WALL(LINE D) TO INDICATE LATERAL SUPPORT FOR THE SAME EXTERIOR WALL PLEASE SEE ITEM 22 BELOW 22 The existing lateral resisting elements may be affected by the addition Please submit analysis THIS WILL BE CHECKED WHEN ITEMS 16 & 17 ABOVE ARE MET THE REVISED CALCULATIONS SHOWS LINE A AT THE ROOF LEVEL WITH THE CONTRIBUTING AREA BUT THE PLAN SEEMS TO SHOW 41X45/2 LINE E COULD BE AFFECTED ALSO PAGE 5 OF THE CALCULATIONS SHOWS LINE B HAS NO LOAD CONTRIBUTING TO LINE A IT IS TRUE BUT THE NEW CONSTRUCTION IS CONTRIBUTING TO LINE B BECAUSE OF THIS ADDITIONAL LOAD. PLEASE SEE SECTION 3403 2 OF THE 97 UBC PLEASE SEE THE j^ FLOOR ALSO Carlsbad O40832 June 25, 20O4 THE FOLLOWING ARE NEW COMMENTS DUE TO THE NEW ANALYSIS SUBMITTED REPLACING THE COMMENT SHOWN DATED 6/8/04 a) PAGE 5 OF THE CALCULATIONS SHOWS TYPE 9 SHEAR WALL BUT THE SAME TYPE SEEMS NOT SHOWN ON THE SHEAR WALL SCHEDULE NOR INCLUDED IN THE CALCULATIONS b) THE SAME PAGE 5 SHOWS THE FIRST FLOOR HAS NO ADDITIONAL FLOOR AREA BUT THE PLAN SHOWS THE MASTER SEATING AND THE DECK PLEASE CLARIFY. c) THE NEW CALCULATIONS ALSO RECOMMENDED HOLDOWNS BUT NOT SHOWN ON THE PLANS d) PLEASE SUBMIT DIAPHRAGM CHORD ANALYSIS FOR BOTH LEVEL e) PLEASE SHOW HOW THE REQUIRED CONTINUOUS CHORD ALONG LINE B WOULD BE SATISFIED. 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 U No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation Thank you EsGil Corporation In (Partners/lip with government for (Building Safety DATE June 8, 2004 Q APRUCANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 040832 SET III PROJECT ADDRESS 2331 Dana Court PROJECT NAME SFD Addition for Berger The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person 1X1 The applicant's copy of the check list has been sent to Michael Farnefl 2918 Lake Murray Blvd , ff C, San Diogo, CA 92119 Richard Berger, 2331 Dana Ct, Carlsbad, CA 92008 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 Michael Richard Telephone # (619)460 5818 (760)458-0167 Date contacted Js/oV (by f-A/<) Fax # (619)3372751 Mail^Telephone Faxi/"" In Person REMARKS Please fax to Kent Beckham also (858)565-1419^ By Bert Domingo Enclosures Esgil Corporation D GA D MB D EJ D PC 6/1/04 trnsmtldot 9 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 Carlsbad O40832 June 8, 2004 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2331 Dana Court DATE PLAN RECEIVED BY ESGIL CORPORATION 6/1/04 REVIEWED BY Bert Domingo PLAN CHECK NO O4O832 SET III DATE RECHECK COMPLETED June 8, 2004 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit new sets of prints to Please see item 1 correction below B To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes UNo Carlsbad O4O832 June 8, 2004 • PLANS 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 All sheets of plans must be signed by the person responsible for their preparation (California Business and Professions Code) This will be checked when all the items below are met 3 Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction Specify expiration date of license (California Business and Professions Code) This will be checked when all the items below are EXITS, STAIRWAYS, AND RAILINGS Guardrails (Section 509 1) PLEASE SUBMIT CALCULATIONS b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B Please submit calculations • ROOFING Specify on the plans the following information for the roof materials, per Section 106 3 3 PLEASE SUBMIT DOCUMENTATION OF THE ICBO 2297 AS SPECIFIED ON THE PLANS THE RESPONSE WAS Pa S-2(TOP) BUT SEEMS NOT SHOWN. ALSO SHOWN ON THE RESPONSE WAS ICBO 1330 THIS COULD BE 1338 IF SO. PLEASE SHOW ON THE PLANS THE 1338 ICBO Manufacturer's name Product name/number ICBO approval number, or equal Carlsbad O4O832 June 8, 2O04 • FOUNDATION REQUIREMENTS 10 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 PLEASE SUBMIT A COPY OF THE OLD SOILS REPORT THE REPORT SUBMITTED IS THE TESTING AND OBSERVATION REPORT PLEASE SUBMIT THE OLD SOILS REPORT OR AND UPDATED SOILS REPORT AND NOT THE UPDATED TESTING AND OBSERVATION REPORT 11 In Seismic Zone 4, each site shall be assigned a near-source factor Identify this value in the soils report and on the plans Section 16294 2 THIS HAS TO BE ADDRESSED ON THE SOILS 12 Investigate the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4 This does not apply to detached, single-story dwellings Section 18045 THIS WILL BE CHECKED WHEN THE ITEM 10 ABOVE IS MET 15 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report) THIS WILL BE CHECKED WHEN THE ITEM 10 ABOVE IS MET • FRAMING 16 Provide calculations for lateral loads, shear panels, shear transfer and related Section 10633 E) DRAG COLLECTORS ARE REQUIRED TO TRANSMIT TRIBUTARY LATERAL LOAD TO THE RESPECTIVE RESISTING ELEMENT PLEASE SUBMIT ANALYSIS ANY RECOMMENDATIONS SHOULD BE DETAILED ON THE PLANS AND CROSS REFERENCED TO THE FRAMING PLAN THE RESPONSE WAS NOT APPLICABLE(N/A1 THE WAY THE PLAN WAS PRESENTED THIS SEEMS APPLICABLE G) PLEASE SUBMIT CALCULATIONS FOR THE FOUNDATION TO VERIFY THE OVERTURNING EFFECT OF THE LATERAL LOAD TO THE SOILS BEARING CAPACITY THE RESPONSE WAS TO SEE REVISED CALCULATIONS BUT THE SAME CALCULATIONS SHOWS HOLDOWN REQUIREMENTS BUT DID NOT SHOW ANY ANALYSIS OF THE FOUNDATION TO VERIFY THE CAPACITY OF THE SOILS DUE TO THE OVERTURNING EFFECT OF THE LATERAL LOAD 17 Please show in the calculations how the redundancy was determined, per Section 1630 1 1 NO RESPONSE THE RESPONSE WAS NOT APPLICABLEfN/Al PLEASE CLARIFY. 18 In Seismic Zones 3 and 4, where allowable shear values exceed 350 plf in wood structural panel shear walls, foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3" nominal member In shear walls where the total wall design shear does not exceed 600 plf, a single 2" nominal sill plate may be used, provided the anchor bolts are designed for a load capacity of 50% or less of the allowable capacity Plywood joint and sill plate nailing shall be staggered in all cases Table 23-1 1-1-1 , footnote 3 THIS WILL BE CHECKED WHEN ITEMS 16 & 17 ABOVE ARE MET. Carlsbad O4O832 June 8, 2004 20 In Seismic Zone 4, aspect ratios are limited to 2 1 for wood shear panels Table 23-ll-G THIS WILL BE CHECKED WHEN ITEMS 16 & 17 ABOVE ARE MET. • MISCELLANEOUS 21 With the removal of the exterior wall, please show how the same wall line would be laterally supported THIS WILL BE CHECKED WHEN ITEMS 16 & 17 ABOVE ARE MET THE RESPONSE WAS TO SEE REVISED CALCULATIONS THE SAME CALCULATIONS DID NOT SHOW ANY TREATMENT TO THE EXISTING EXTERIOR WALLf LINE Dl TO INDICATE LATERAL SUPPORT FOR THE SAME EXTERIOR WALL 22 The existing lateral resisting elements may be affected by the addition Please submit analysis THIS WILL BE CHECKED WHEN ITEMS 16 & 17 ABOVE ARE MET THE REVISED CALCULATIONS SHOWS LINE A AT THE ROOF LEVEL WITH THE CONTRIBUTING AREA BUT THE PLAN SEEMS TO SHOW 41X45/2 LINE E COULD BE AFFECTED ALSO THE FOLLOWING ARE NEW COMMENTS DUE TO THE NEW ANALYSIS SUBMITTED. a) THE NEW CALCULATIONS SEEM TO SHOW ONLY THE AREA ABOVE THE MASTERS BEDROOM AS CONTRIBUTING TO LINE A IT SEEMS THAT THE LINE A CONTRIBUTING AREA SHOULD ALSO INCLUDE THE BONUS. LIVING AND THE BEDROOMS 2 & 3 PLEASE CLARIFY. b) PER THE DIAGRAM. PLEASE SHOW HOW THE LATERAL LOADS WOULD BE TRANSFERRED TO LINE E. c) PLEASE SUBMIT DIAPHRAGM CHORD ANALYSIS FOR BOTH LEVEL d) PLEASE SHOW HOW THE REQUIRED CONTINUOUS CHORD ALONG LINE D WOULD BE SATISFIED e) THE DIAPHRAGMfROOF PLAN) SHOWN IN THE CALCULATIONS RECOMMENDED DELTA SHEAR 6 BUT NOT REFLECTED ON THE PLANS. CARLSBAD SPECIAL CODE REQUIREMENTS 25 All new residential buildings, including additions, require a soils report An update letter is required if the report is more than 3 years old If a room addition is less than 1000 sq ft in area and only one story, then a soils report is not required Under this condition, Esgil staff should advise the City (upon final transmittal) to place their "soils notice" stamp on the plans PLEASE SEE ITEM 10 ABOVE Carlsbad 040832 June 8, 2004 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 O No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation Thank you EsGil Corporation In Partnership with government for Quitting Safety DATE May 7, 2004 a APPLICANT JURISDICTION Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO 04O832 SET II PROJECT ADDRESS 2331 Dana Court PROJECT NAME SFD Addition for Berger The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck X] The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Michael Farnen —2918 Lake Murray Blvd , ff C, San Diogo, CA 92119 Richard Berger, 2331 Dana Ct, Carlsbad, CA 92008 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 Michael Richard Telephone # (619)160 5818 (760)458-0167 Date contacted S| 1<>H (by &o ) Fax # (619)337-2751 Mail Telephone \X Fax,/ In Person REMARKS By Bert Domingo Enclosures Esgil Corporation D GA D MB D EJ D PC 4/29/04 tmsmUdot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 Carlsbad 04O832 May 7, 2O04 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2331 Dana Court DATE PLAN RECEIVED BY ESGIL CORPORATION 4/29/04 REVIEWED BY Bert Domingo PLAN CHECK NO 040832 SET II DATE RECHECK COMPLETED May 7, 2004 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit new sets of prints to Please see item 1 correction below B To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes UNo Carlsbad 040832 May 7, 2O04 • PLANS 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 All sheets of plans must be signed by the person responsible for their preparation (California Business and Professions Code) This will be checked when all the items below are met 3 Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction Specify expiration date of license (California Business and Professions Code) This will be checked when all the items below are GENERAL RESIDENTIAL REQUIREMENTS 5 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 (see exceptions) a) Glass railings, regardless of height, above a walking surface (including structural baluster panels and nonstructural in-fill panels) PLEASE SHOW THE THICKNESS OF THE PLEXIGLASS PLEASE SEE ITEM 6 c BELOW EXITS, STAIRWAYS, AND RAILINGS 6 Guardrails (Section 509 1) a) Shall have a height of 36" b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B Please submit calculations c) All the edges of the PLEXI glass rails should be supported or submit calculations for such glass Carlsbad 04O832 May 7, 2O04 • ROOFING 7 Specify on the plans the following information for the roof materials, per Section 106 3 3 PLEASE SUBMIT DOCUMENTATION OF THE ICBO 2297 AS SPECIFIED ON THE PLANS. Manufacturer's name Product name/number ICBO approval number, or equal • FOUNDATION REQUIREMENTS 10 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 PLEASE SUBMIT A COPY OF THE OLD SOILS REPORT 11 In Seismic Zone 4, each site shall be assigned a near-source factor Identify this value in the soils report and on the plans Section 1629 4 2 12 Investigate the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4 This does not apply to detached, single-story dwellings Section 18045 THIS WILL BE CHECKED WHEN THE ITEM 10 ABOVE IS MET 15 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report) THIS WILL BE CHECKED WHEN THE ITEM 10 ABOVE IS MET • FRAMING 16 Provide calculations for lateral loads, shear panels, shear transfer and related Section 10633 Al PLEASE SHOW WHERE THE SHEAR WALL LINES 1 ON THE FLOOR PLAN OR A SHEAR DIAGRAM IN THE CALCULATIONS. "Bl PLEASE SHOW HOW THE SEISMIC SHEAR OF 2 38 #/SF AND THE 2380 #/SF WERE DERIVED PLEASE SEE PAGE 7 OF THE CALCULATIONS ) PAGE 7 OF THE CALCULATIONS SHOWS SEISMIC LOAD TO E-W SHEAR (LINE DWALLS AND PAGE 8 SHOWS OVERTURNING N-S ALSO LINE 1 PLEASE D) PLEASE SUBMIT ANALYSIS FOR THE CANTILEVERED FLOOR SYSTEM WHERE THE SHEAR WALL IS LOCATED PLEASE SHOW A FORCE DIAGRAM IN THE ANALYSIS AND INDICATE HOW THE CONDITIONS OF EQUILIBRIUM IS COMPLIED WITH ANY RECOMMENDATIONS SHOULD BE DETAILED ON THE PLANS AND CROSS REFERENCED TO THE FRAMING PLAN Carlsbad O4O832 May 7, 2004 El DRAG COLLECTORS ARE REQUIRED TO TRANSMIT TRIBUTARY LATERAL LOAD TO THE RESPECTIVE RESISTING ELEMENT PLEASE SUBMIT ANALYSIS ANY RECOMMENDATIONS SHOULD BE DETAILED ON THE PLANS AND CROSS REFERENCED TO THE FRAMING PLAN R THERE ARE STANDARD SHEAR WALLS SHOWN ON THE PLANS BUT NOT INCLUDED IN THE CALCULATIONS G) PLEASE SUBMIT CALCULATIONS FOR THE FOUNDATION TO VERIFY THE OVERTURNING EFFECT OF THE LATERAL LOAD TO THE SOILS BEARING CAPACITY 17 Please show in the calculations how the redundancy was determined, per Section 1630 1 1 NO RESPONSE 18 In Seismic Zones 3 and 4, where allowable shear values exceed 350 plf in wood structural panel shear walls, foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3" nominal member In shear walls where the total wall design shear does not exceed 600 plf, a single 2" nominal sill plate may be used, provided the anchor bolts are designed for a load capacity of 50% or less of the allowable capacity Plywood joint and sill plate nailing shall be staggered in all cases Table 23-11-1-1, footnote 3 THIS WILL BE CHECKED WHEN ITEMS 16 & 17 ABOVE ARE MET 20 In Seismic Zone 4, aspect ratios are limited to 2 1 for wood shear panels Table 23-ll-G THIS WILL BE CHECKED WHEN ITEMS 16 & 17 ABOVE ARE MET • MISCELLANEOUS 21 With the removal of the exterior wall, please show how the same wall line would be laterally supported THIS WILL BE CHECKED WHEN ITEMS 16 & 17 ABOVE ARE 22 The existing lateral resisting elements may be affected by the addition Please submit THIS WILL BE CHECKED WHEN ITEMS 16 & 17 ABOVE ARE MET 23 For package D of zone 7. the SHGC and U factor of the glasses should be maximum of 4 and 75 respectively PLEASE SEE THE REAR DOOR Carlsbad 04O832 May 7, 20O4 CARLSBAD SPECIAL CODE REQUIREMENTS 25 All new residential buildings, including additions, require a soils report An update letter is required if the report is more than 3 years old If a room addition is less than 1000 sq ft in area and only one story, then a soils report is not required Under this condition, Esgil staff should advise the City (upon final transmittal) to place their "soils notice" stamp on the plans PLEASE SEE ITEM 10 ABOVE 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 a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation Thank you EsGil Corporation In <Partnershp with government for <BuiCding Safety DATE March 23, 2004 a APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 040832 SET I PROJECT ADDRESS 2331 Dana Court PROJECT NAME SFD Addition for Berger I 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 XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person IXI The applicant's copy of the check list has been sent to Michael Farnen 2918 Lake Murray Blvd , # C, San Diego, CA 92119 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed |/\l Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Michael*""" Telephone # (619)460-5818 Date contacted 3M"i (by so ) Fax # (619) 337-2751 Mail ^ Telephone v^ Fax/ In Person D REMARKS By Bert Domingo Enclosures Esgil Corporation D GA D MB D EJ D PC 3/15/04 tmsmttdot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 4 Fax (858) 560-1576 Carlsbad O40832 March 23, 2004 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO 04O832 JURISDICTION Carlsbad PROJECT ADDRESS 2331 Dana Court FLOOR AREA 460 SQ FT REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED March 23, 2OO4 STORIES TWO HEIGHT DATE PLANS RECEIVED BY ESGIL CORPORATION 3/15/04 • PLAN REVIEWER Bert Domingo FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02) The above regulations apply to residential construction, regardless of the code editions adopted by ordinance The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e. plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans Carlsbad O4O832 March 23, 2OO4 • PLANS 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 All sheets of plans must be signed by the person responsible for their preparation (California Business and Professions Code) This will be checked when all the items below are met 3 Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction Specify expiration date of license (California Business and Professions Code) This will be checked when all the items below are met 4 Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC • GENERAL RESIDENTIAL REQUIREMENTS 5 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 (see exceptions) a) Glass railings, regardless of height, above a walking surface (including structural baluster panels and nonstructural m-fill panels) Carlsbad 04O832 March 23, 2OO4 • EXITS, STAIRWAYS, AND RAILINGS 6 Guardrails (Section 509 1) a) Shall have a height of 36" b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B Please submit calculations c) All the edges of the glass rails should be supported or submit calculations for such glass • ROOFING 7 Specify on the plans the following information for the roof materials, per Section 10633 a) Manufacturer's name b) Product name/number c) ICBO approval number, or equal 8 Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters) The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents) Show area required and area provided Section 1505 3 9 Note on the plans "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-mch in dimension " Section 1505 3 • FOUNDATION REQUIREMENTS 10 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 11 In Seismic Zone 4, each site shall be assigned a near-source factor Identify this value in the soils report and on the plans Section 1629 4 2 12 Investigate the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4 This does not apply to detached, single- story dwellings Section 1804 5 13 Note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value Section 106 3 3 Carlsbad O4O832 March 23, 2O04 14 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report" 15 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report) • FRAMING 16 Provide calculations for lateral loads, shear panels, shear transfer and related Section 10633 17 Please show in the calculations how the redundancy was determined, per Section 1630 1 1 18 In Seismic Zones 3 and 4, where allowable shear values exceed 350 plf in wood structural panel shear walls, foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3" nominal member In shear walls where the total wall design shear does not exceed 600 plf, a single 2" nominal sill plate may be used, provided the anchor bolts are designed for a load capacity of 50% or less of the allowable capacity Plywood joint and sill plate nailing shall be staggered m all cases Table 23-II-I- 1, footnote 3 19 Specify plywood and/or particle board thickness, grade and panel span rating Table 23-II-E-1 20 In Seismic Zone 4, aspect ratios are limited to 2 1 for wood shear panels Table 23-ll-G • MISCELLANEOUS 21 With the removal of the exterior wall, please show how the same wall line would be laterally supported 22 The existing lateral resisting elements may be affected by the addition Please submit analysis Carlsbad O40832 March 23, 2O04 23 For package D of zone 7, the SHGC and U factor of the glasses should be maximum of 4 and 75 respectively 24 Please have the owner sign the space provided for on the CF-1R form CARLSBAD SPECIAL CODE REQUIREMENTS 25 All new residential buildings, including additions, require a soils report An update letter is required if the report is more than 3 years old If a room addition is less than 1000 sq ft in area and only one story, then a soils report is not required Under this condition, Esgil staff should advise the City (upon final transmittal) to place their "soils notice" stamp on the plans To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Yes Q No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation Thank you Carlsbad 040832 March 23, 2004 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Bert Domingo BUILDING ADDRESS 2331 Dana Court PLAN CHECK NO 040832 DATE March 23, 2004 BUILDING OCCUPANCY R3 TYPE OF CONSTRUCTION VN BUILDING PORTION City estimate Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Valuation Multiplier By Ordinance Reg Mod VALUE ($) • 20,334 20,334 Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review LTI Repetitive Fee^ ] Repeats Complete Review D Other ,—i Hourly Structural Only Hour Esgll Plan Review Fee $18439 $11985 $10326 Comments Sheet 1 of 1 macvalue doc BUILDING PLANCHECK CHECKLIST DATE BUILDING PLANCHECK NO Cjf' PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER " S3.-2 EST VALUE ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please see the attached report of deficiencies marked with D 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 By By By Date Date Date By FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT — " Da,e 5plication Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT CONTACT PERSON Name 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 A-4 H \WORD\DOCS\CHKLST\Bullding Plancheck Cklst form (Generic) doc BUILDING PLANCHECK CHECKLIST 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 Right-of-Way Width & Adjacent Streets Driveway widths > Existing or proposed sewer lateral Existing or proposed water service 2 Show on site plan 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 service (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 H \WORD\DOCS\CHKlST\Building Plancheck Cklsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST 3rd DISCRETIONARY APPROVAL COMPLIANCE D 4a Project does not comply with the following Engineering Conditions of approval for Project No D D 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 $15.000. 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 Vz" x 11" plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date IMPROVEMENT REQUIREMENTS O HD 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 $75.000. 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 H WVORO\DOCS\CHKLST\Buikfing Plancheck Cklst Form (RIDDLE HARVEY 7 12 00| doc BUILDING PLANCHECK CHECKLIST iST ,ND ,RD D D checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future 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 D D D D 6c Enclosed please find your Future Improvement Agreement agreement signed and notarized to the Engineering Department Future Improvement Agreement completed by Date Please return 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy D D D D D D GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities (cut, fill import, export) 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 D D D 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 ) H \WORO\DOCS\CHKLST\Building Plancheck Cklsl Form (Generic 7 14 00) doc 1ST BUILDING PLANCHECK CHECKLIST 3RD Q] 7d No Grading Permit required Q 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS n 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 D D 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 Camino Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date D 11 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 fir equired fees are attached fees required WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service H \WORD\DOCS\CHKLST\BuiMing Plancheck Cklst Form (Generic) doc 1ST •>ND 3RD D D 12b BUILDING PLANCHECK CHECKLIST • 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 wifh 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) 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 5 meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water H \WORD\DOCS\CHKLST\BulkJing Plancheck Cklst Form (Generic) doc BUILDING PLANCHECK CHECKLIST j ST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future G Q 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this D D D 13 Additional Comments H \WORDTOCS\CHKLSTiBulWing Plancheck Cklst Forni (Genetic) doc n n n PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check N Planner APN 233 /Address Phone (760) 602- 537. Type of Project & Use Zoning M \OOSD & General Plan _ CFD (in/out) #_Date of participation Net Project Density QU/AC fiLI\A.Facilities Management Zone Remaining net dev acres Circle One non-residential development Type of land used created by this permit _ ) Legend E<] Item Complete I I Item Incomplete - Needs your action Environmental Review Required YES _ NO V^ TYPE _ DATE OF COMPLETION Compliance with conditions of approval7 If not, state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO PROJECT NO YES NO TYPE DATE OTHER RELATED CASES Compliance with conditions or approval7 If not, state conditions which require action Conditions of Approval l~"1 Coastal Zone Assessment/Compliance Project site located in Coastal Zone7 YES_ CA Coastal Commission Authority7 YES_ If California Coastal Commission Authority 103, San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed7 YES If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # NO VI Contact them at - 7575 Metropolitan Drive, Suite NO £fnn Follow-Up Actions 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed Inclusionary Housing Fee required YES NO 3f (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed7 YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Site Plan [~~| 1 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) [~1 2 Provide legal description of property and assessor's parcel number n n n n Policy 44 - Neighborhood Architectural^Design Guidelines 1 Applicability YES NO S\ 2 Project complies YES_ NO Zoning [J n 1 Setbacks Front Interior Side Street Side Rear Top of slope Required Required Required Required Required•\ Q [Z] 2 Accessory structure setbacks Front / Required lnte\tfr Side Strae^Side Re/r \ Structure separation Q Q 3 Lot Coverage D D 4 Height 0 EH 5 Parking Spaces Required Required Required Required Required Required Required &~v , Shown /- T £-C' Shown ^tf) ' " Shown I7> r Shown £l£)r Shown Shown Shown Shown Shown Shown *— fU/t Shown — 7 U ' tlti' ^^" 7 u Shown £- O ^^ *— Shown -—-? n n (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE /I/ H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 CASTANEDA ENGINEERING 7220 Canyon Breeze Road SanD\ego. CA92I26 858-693-3886 • fax 858-693-0258 STRUCTURAL CALCULATIONS & REPORT Date June 23rd, 2004 Project Name Berger Remodel Subject Berger Residential Remodel at 2331 Dana Ct, Carlsbad CA 92108 California Owner Richard & Jennifer Berger Puipose Structural Calculations for Residential Remodel Prepared by Joe Castaneda Registered Civil Engineer C-27747 7220 Canyon Breeze Road San Diego CA 92126 Code Reference Soils Concrete Reinforcing Steel Masonry Mortal- Grout Structural Steel GENERAL STRUCTRUAL SPECIFICATIONS California Building Code 2001 Gross Allowable Bearing 2,000 psf Minimum 2,500 psi @ 28 days ASTM -615, Grade 40 for #5 deformed bars And Grade 60 for #6 or larger ASTM C90, Type I, Concrete Mortar, 2,000 psi @ 28 days, Type S All grout shall be a mm of 2,000 psi @ 28 days Steel Beams, ASTM A 36, Fy = 36,000 psi Pipe Columns, ASTM 501, Fy = 36,000 psi Tubing columns, ASTM 500, Grade B, Fy =46,000 psi Machine Bolts, ASTM A 307, mm Anchor Bolts, ASTM A36 steel, mm E70XX, Low hydrogen electrodes Douglas Fir, Larch 19% moisture content, uon Studs 10' 0" or shorter Studs Stud 10'0" or greater Douglas Fir # 2 uon Joist As shown on plan Posts Douglas Fir #1 4x beam Douglas Fir #2 6x & up beam Douglas Fir #1 uon Plywood horizontal Index (32/16) ext glue Plywood vertical As shown on plan BASIS OF DESIGN Code Reference 2001 California Building Code, 2001 UBC, 2001 UMC, 2001 NEC, Energy Conservation 2001 Title 24 Seismic Zone 4, Wind Speed 70mph, Foundation Bearing Pressure l,500psf BUILDING USE UBC Occupancy R-3, Type of Construction V-N Weld Timber LOADING ASSUMPTIONS ROOF LOADS LL = 20#/sffor4 12 pitch Light weight Tile Roofing 5 5 psf Plywood Shtg 1 5 psf Insulation 0 5 psf Mechanical 0 5 psf Electrical 0 5 psf Rafters/Beams 2 0 psf Ceiling 1 0 psf Misc 0 5 psf Total Roof Loads 120 psf FLOOR LOADS LL = 40psf, DL = 8#/sf Flooring 1 5 psf Floor Shtg 1 5 psf Electrical/Mechanical 1 0 psf Floor joists/Beams 3 0 psf Misc 2 0 psf Total Floor Load 9 0 psf Wall Loads (LL = 0) Exterior Walls 15#/sf Interior Walls 10#/sf DECK LOADS Deck 8#/sf LATERAL ANALYSIS Governing Codes 2001 California Building Code (CBC) 1997 Uniform Building Code (UBC) Wind 70mph Soil Bearing 2,000 psf SEISMIC ANALYSIS From 1997 UBC, Chapter 16 TABLE 16-1 16-J 16-Q 16-R 16-S 16-T 16-U 16-N ITEM SEISMIC ZONE FACTOR Z SOIL PROFILE SEISMIC COEFF Ca SEISMIC COEFF Cv NEAR SOURCE COEFF Na NEAR SOURCE COEFF Nv SEISMIC SOURCE TYPE R VALUE 04 s,, 44Na 64Nv 10 12 B 55 Soil Profile = S(d), Fault < 10km, > 5 KM Seismic Period Formula is T = C (H)3/4 = 0 02( 17)°75 = 0 17, therefore Base Shear governing Equation is V = (3 OCa W)/R per sec 1630 3 2 1 (30-12) & and Vmax = 1 OCa IW/R and Vmin = 0 5Ca IW/R, where R = 5 5 (table 16-N), 1=1, Ca = 044xNa(l 0) = 044, Z = 04 Vmax = 3 0x0 44x1 Ox 1 OxW/(5 5) = 0 24W Check with Vmin = 0 5x0 44x1 OW = 0 022W, ok Check with Vniax = 1 0x0 44x1 OW = 0 044W, ok Roof = 19#/sf, Ext Walls = 15#/sf Int Walls = 10#/sf, Floor = 10#/sf Deck = 10#/sf SEISMIC ANALYSIS Work to be performed removal of 25' of exterior wall and replaced with W 10x49 Wide Flange Steel Beam Removal of 5' of existing Shear Wall in exterior wall Required replacement of Shear loss in new work SEISMIC MASS ADDITION TO EXISTING EAST HALF OF RESIDENCE Seismic Force To Roof Diaphragm Exist Roof Area = 12' x 47' = 564 sf x 12#/sf = 6 77 kip New Roof Area = 6' x!4' = 84 sf x 12#/sf = 1 00 kip Upper half Ext Wall = 85' x 15#/sf x4' 5 10 kip Upper half Int Wall 65' x 10#/sf x 4' 2 60 kip Total Second Floor to diaphragm = 15 47 kip Seismic Mass = 15 47 x 0 24= 3 72 kip or 3 72/1 4 = 2 66 kip (design) To Second Floor Diaphragm Exist Floor 45' x 16' = 720 sf x 9#/sf = 6 48 kip New Floor Area = 6' x 24'= 144sf x 9#/sf = 1 30 kip Lower half Ext Wall = 85' x 15#/sf x4' 5 10 kip Lower half Int Wall = 65' x 15#/sf x4' 3 90 kip Lower half Ext Wall = 85' x 15#/sf x4' 5 10 kip Lower half Int Wall 60' x 10#/sf x 4' 2 40 kip Total Second Floor to diaphragm = 24 28 kip Seismic Mass = 24 28x 0 24= 5 83 kip or 5 83/1 4 = 4 16 kip (design) Base Shear (15 47 kip + 24 28 kip) x 024 =9 54 kip Design Force = 9 54/1 4 6 82 kip WIND ANALYSIS (NEW ADDITION) Use P = q(s)xC(e)xC(q)xI(w), per Sec 1620, 1997 UBC q(s)= 126(70mph), C(e)= 1 06(0-15'), 1 13(15'-20'), 1 19(20'-25'), 1 23 (25'-30') Exposure B C(q) = 1 3 (projected Area method), Table 16-0,I(w) = 1 0 P = C(e)x 1638#/sf For Height 0-15' P = 0 62 x 1 3 x 12 6 #/sf= 1016#/sf Force in N-S Direction or Ht x L = Area x P = (F) or Force (See attached Wind Diagram for area distribution) Wind Load to One Story Section (1st Floor Roof) Area(4'-m = (24'x 13') x 10 16#/sf= 3,170# Total Wind Load 3,170 Max Seismic Force = 6 82 kip # > 3,170#, therefore Seismic Governs overall Second Floor E-W direction Shear Wall required for Line "A" Total Shear = 2 66 kip, Roof Area = 648 sf or Shear = 4 10#/sf SHEAR FROM ROOF D1APHRAM TO E-W SHEAR WALLS Line A Seismic Shear 2,660#, or 2,660/648sf = 4 10 #/sf Shear Wall Available = 4' Line A contributing Force = 84 sf x 4 10#sf = 345# Shear wall length avail = 4', therefore need 345#/4' = 86#/ft Use 4' of 8 wall, capacity = 260#/ft LmeB Seismic Shear 2,660#, or 2,660/648sf = 4 10 #/sf Shear Wall Available = 6' Line B contributing Force = 720/2 sf x 4 10#sf = 1,476# Shear wall length avail = 6', therefore need l,476#/6' = 246#/ft Use 6' of 8 wall, capacity = 260#/ft I me I) Seismic Shear 2,660#, or 2,660/648sf = 4 10 #/sf Line D contributing Force = 720/2 sf x 4 10#sf = 1,476# No change to existing shear capacity SHEAR FROM ROOF DIAPHRAM TO N-S SHEAR WALLS Line 1 Seismic Shear 2,660#, or 2,660/648sf = 4 10 #/sf Shear Wall Available = 4' Line 1 contributing Force = 12'x27' + 84 sf = 408 sf x 4 10#sf = 1,673# Shear wall length avail = 4', therefore need 1,673#/4' = 418 #/ft Use 4' of 15 wall, capacity = 430#/ft Line 2 Seismic Shear 2,660#, or 2,660/648sf = 4 10 #/sf Shear Wall Available = no change Line 2 contributing Force = 20'x 12' = 240 sf x 4 10#sf = 984# No change to existing shear capacity SHEAR FROM SECOND FLOOR DIAPHRAM TO E-W SHEAR WALLS Total Shear = 6 82 kip, Floor Area = 864 sf or 7 90 #/sf Line A Shear Wall Available = 4' Line A contributing Force = (24' x6'/2) = 72 sf x 7 90#sf = 568# Shear wall length avail = 4,, therefore need 568#/4' = 142#/ft Use 4' of 8 wall, capacity = 260# LmeB Shear handled by moment Beam, see attached moment Beam Gale- tine B contributing Force = (24' x6V2) + (45'xl6V2) = 432 sf x 7 90#sf = 3,413# For Steel Beam Lateral Shear = 3,413/24' = 145#/lf LmeD Line D contributing Force = (45'xl6V2)= 360sfx790#sf=2,844# No change to Shear Capacity SHEAR FROM SECOND FLOOR DIAPHRAM TO N-S SHEAR WALLS Total Shear = 6 82 kip, Floor Area = 864 sf or 7 90 #/sf Line 1 Shear Wall Available = 5' Line 1 contributing Force = (25'xl6') + (24' x 6') = 544 sf x 7 90#sf = 4,298# Shear wall length avail =5', therefore need 4,298#/5' = 859 #/ft Use 5' of 20 wall, capacity = 870 #/ft Line 2 Shear Wall Available = no change Line 2 contributing Force = (20'xl6')= 320sfx790#sf=2,528# No change to Shear Capacity OVERTURNING ON SHEAR WALLS (UPLIFT) Holddown Table (uplift) Holdown Uplift 2A 2,775# 5A 4,0 10# 6A 5,105# 8A 7,400# 10A 9,540# Simpson Tie Strap Type Uplift MST37 1,905# MST48 3,135 MST60 4,785 MST72 5,800 HST5 8,510 Loads used are as follows Roof DL = 12#/sf shear wall DL = 15#/sf, Floor DL = 10#/sf OM x moment arm = Shear x moment arm - (0 9DL)x moment arm Second Floor E-W Direction Line A 345#max shear to wall 4' Shear Wall roof load = 0 #, Floor Load = 4' x 672 x 9#/sf = 108# Wall load from Ht = 8', length = 4' Wt = 15#/sf Wall Load = 9'x 4' x 15#/sf = 540# OM = 345 # x 8' - (0 9)x ( 108# + 540 #) x 472 2,760 ft-# - l,166ft=l,594ft-# Resisting Force needed = OM/m arm = 1,594 ft-#/4'= 398 # USE MST 37 Line(B-C) Line (B-C) max shear to wall 1,476# 6' Shear Wall roof load = (1272) x 6' x 12#/sf = 432 # Wall load from Ht = 9', length = 6' Wt = 15#/sf Wall Load = 9'x 4' x 15#/sf = 540# OM = 1,476 #x 8' -(09)x ( 432# + 540 #) x 672 11,808 ft-# - 2,624 ft = 9,184 ft-# Resisting Force needed = OM/m arm = 9,184 ft-#/6'= 1,530 # USE MST 37 max shear to wall 1,476# 6' Shear Wall roof load = (1272) x 6' x 12#/sf = 432 # Wall load from Ht = 9', length = 6' Wt = 15#/sf Wall Load = 9'x 4' x 15#/sf = 540# OM = 1,476 #x 17' -(09)x ( 432# + 540 #) x 672 25,092 ft-# - 2,624 ft = 9,184 ft-# Resisting Force needed = OM/m arm = 22,468 ft-#/6'= 3,745 # USE HD5A (2) foundation below Line D max shear to wall 1,476#, no change to capacity or uplift Second Floor JM-S Direction Line 1 max shear to wall 1,673# 4'Shear Wall 1,673# roofload = 0# Wall load from Ht = 9', length = 4' Wt = 15#/sf Wall Load = 9'x 4' x 15#/sf = 540# OM = I,673#x8' -(09)x ( 540 #) x 472 13,384 ft-# - 972 ft =12,412 ft-# Resisting Force needed = OM/m arm = 12,412 ft-#/4'= 3,103 # USE MST 48 Line 2 max shear to wall 984#, no change to capacity or uplift First Floor E-W Direction Line A max shear to wall 568 # 4'Shear Wall 568# roof load = 0# Wall load from Ht = 9', length = 4' Wt = 15#/sf Wall Load = 9'x 4' x 15#/sf= 540# OM = 568 # x 8' - (0 9)x ( 540 #) x 4V2 4544 ft.# . 972 ft = 3572 ft-# Resisting Force needed = OM/m arm = 3,572 ft-#/4'= 893 # USE HD2A Line (B-C) max shear to wall 3,412# or 145#/lf Use Moment Beam, See attached Calculations Line D max shear to wall 2,844#, no change to capacity or uplift First Floor N-S Direction Line 1 max shear to wall 4,345# 5' Shear Wall roofload = 0# Wall load from Ht = 9', length = 5' Wt = 15#/sf Wall Load = 9'x 4' x 15#/sf = 675# OM = 4,298 #x 8' - (0 9)x ( 675 #) x 5V2 34,384 ft-# - 1,519 ft = 32,865 ft-# Resisting Force needed = OM/m arm = 32,865 ft-#/5'= 6.573 # USE HD8A Line 2 max shear to wall 2,528#, no change to capacity or uplift BEAM DESIGN Roof Loads LL = 1 6# sf DL = 1 2#/sf, Wall weight = 1 5#/sf Floor LL = 40#/sf DL = 9#/sf Maximum 1 ' Strip Load @ Master Bedroom Load from exist Roof, Tributary Length =1272 = 6' Portion of Roof to Beam = 7'6"/(7'6" +2'6") = 0 75 Portion of Wall to Beam = 7'6"/(7'6" +2'6") = 0 75 LL= 16#/sfx6' = 96#/ft x 0 75 = 72#/lf DL= 12#/sfx 6'= 72#/ft x 0 75 = 54#/lf Load from Wall above DL = 1 5#/sf x 8' = 1 20#/ft x 0 75 = 90#/lf Load from Floor, Tributary length (10'6" + 7'6")/2 =9' LL = 40#/sfx9' = 360#/lf = 9#/sfx9' = 81#/lf Load from New Roof, Tributary Length =672 = 3' LL= 16#/sfx3'= 48#/lf DL=12#/sfx3' = 36#/sf Load from New Wall ( perpendicular to beam) = (15#/sfx8'V(2x25') _ 15#/lf Total Load maximum r strip 756#/lf See Engineer Calculation Sheet for sizing USE WlOx 49 Steel Beam FOOTING FOR BEAM Maximum Reaction from calculations =95 kip or 9,500# From Soils Letter, Soil Bearing = 2,000#/sf Footing Pad size = 9,500#/2,000#/sf = 2 2 sf Post footing requirement governs per Engineer Sheets Use 36" x 36" x 18" Footing For remaining new Footing Use 15" x 18" Footing for two story 10 DRAG COLLECTOR ANALYSIS Second Floor - Line "B" Maximum Shear to panel = 1,476#, Length of strut = (45' - 6') = 39' or shear in total drag strut = l,476#/39' = 37#/lf (Addition) Roof length = 12', therefore shear in strut = 12'x37#/ft = 444# (conservative) UseCS16 strap from existing plate to new roof plate and over ridge and to existing plate 15" mm ea side DIAPHRAM ANALYSIS Roof Framing Maximum Shear - Roof @lme "B" = 1,476#, Roof Depth = 12' or Force = 1,476#/12' = 123#/ft Use A35 @ 16" oc from rafter to roof plywood Floor Framing Maximum Shear-Floor @ line "B" = 3,413#, Floor Depth = 16'or Force = 3,413#/16' =213#/ft Use nailing per shear schedule or 16d common nails @ 6" oc whichever is greater 11 CASTANEDA ENGINEERING 7220 Canyon Breeze Road San Diego, C A 92126 858-693-3886 • fax 858-693-0258 STRUCTURAL CALCULATIONS & REPORT Date June 23rd, 2004 Project Name Berger Remodel Subject Berger Residential Remodel at 2331 Dana Ct, Carlsbad CA 92108 California Owner Richard & Jennifer Berger Purpose Structural Calculations for Residential Remodel Prepared by Joe Castaneda Registered Civil Engineer C-27747 7220 Canyon Breeze Road San Diego CA 92126 Code Reference Soils Concrete Reinforcing Steel Masonry Mortar Grout Structural Steel GENERAL STRUCTRUAL SPECIFICATIONS California Building Code 2001 Gross Allowable Bearing 2,000 psf Minimum 2,500 psi @ 28 days ASTM -615, Grade 40 for #5 deformed bars And Grade 60 for #6 or larger ASTM C90, Type I, Concrete Mortar, 2,000 psi @ 28 days, Type S All grout shall be a mm of 2,000 psi @ 28 days Steel Beams, ASTM A 36, Fy = 36,000 psi Pipe Columns, ASTM 501, Fy = 36,000 psi Tubing columns, ASTM 500, Grade B, Fy =46,000 psi Machine Bolts, ASTM A 307, mm Anchor Bolts, ASTM A36 steel, mm E70XX, Low hydrogen electrodes Douglas Fir, Larch 19% moisture content, uon Studs lO'O" or shorter Studs Stud 10' 0" or greater Douglas Fir # 2 uon Joist As shown on plan Posts Douglas Fir #1 4x beam Douglas Fir #2 6x & up beam Douglas Fir # 1 uon Plywood horizontal Index (32/16) ext glue Plywood vertical As shown on plan BASIS OF DESIGN Code Reference 2001 California Building Code, 2001 UBC, 2001 UMC, 2001 NEC, Energy Conservation 2001 Title 24 Seismic Zone 4, Wind Speed 70mph, Foundation Bearing Pressure l,500psf BUILDING USE UBC Occupancy R-3, Type of Construction V-N Weld Timber LOADING ASSUMPTIONS ROOF LOADS LL = 16#/sffor4 12 pitch Tile Roofing 8 0 psf Plywood Shtg 1 5 psf Insulation 0 5 psf Mechanical 0 5 psf Electrical 0 5 psf Rafters/Beams 3 5 psf Ceiling 2 0 psf Misc 1 5 psf Total Roof Loads 19 0 psf FLOOR LOADS LL = 40psf, DL=10#/sf Flooring 1 5 psf Floor Shtg 1 5 psf Electrical/Mechanical 1 0 psf Floor joists/Beams 4 0 psf Misc 20 psf Total Floor Load 100 psf Wall Loads (LL-0) Exterior Walls 15#/sf Interior Walls 10#/sf LATERAL ANALYSIS Governing Codes 2001 California Building Code (CBC) 1997 Uniform Building Code (UBC) Wind 70mph Soil Bearing 2,000 psf SEISMIC ANALYSIS From 1997 UBC, Chapter 16 TABLE 16-1 16-J 16-Q 16-R 16-S 16-T 16-U 16-N ITEM SEISMIC ZONE FACTOR Z SOIL PROFILE SEISMIC COEFF Ca SEISMIC COEFF Cv NEAR SOURCE COEFF Na NEAR SOURCE COEFF Nv SEISMIC SOURCE TYPE R VALUE 04 SD 44Na 64Nv 10 12 B 55 Soil Profile = S(d), Fault < 1 Okm, > 5 KM Seismic Period Formula is T = C (H)3/4 = 0 02(17)°75 = 0 17, therefore Base Shear governing Equation is V = (3.0Ca W)/R per sec 1630 3 2 1 (30-12) & and V^x = 1 OCa IW/R and V^ = 0 5Ca IW/R, where R = 5 5 (table 16-N), 1=1, Ca = 0 44x Na (1 0) - 0 44, Z = 0 4 V^ = 3 0x0 44x1 Ox 1 OxW/(5 5) = 0.24W Check with Vmm = 0 5x0 44x1 OW = 0 022W, ok Check with Vmax = 1 0x0 44x1 OW = 0 044W, ok Roof = 19#/sf, Ext Walls = 15#/sf Int Walls = 10#/sf, Floor = 10#/sf Deck = 10#/sf SEISMIC ANALYSIS Work to be performed removal of 25' of exterior wall and replaced with Wl 0x49 Wide Flange Steel Beam Removal of 5' of existing Shear Wall in exterior wall Required replacement of Shear loss in new work Assumption Maximum Shear lost in existing 2nd Floor wall Line "B" = -0- No existing wall area will be removed Existing 8x window will Be replaced with same size Sliding Glass door Maximum Shear in existing wall 1st story wall line "B" = 350#/lf or 5' x 350#/lf = 1,750# The existing sill plate is 2x with max of 350#/lf capacity Additional New Construction will add the following Weights Second Floor 113 sf of new roof @ 19# /sf 2,147# 24' If of Exterior Wall @ 15#/sf x (8V2) 1.440# 3,547# Seismic Mass = 3,547# x 0 24 = 851# For (rho max) = 1 5, use 1,277# First Floor 41 If of Exterior Wall @ 15#/sf x 8' 4,920# No additional Floor area Seismic Mass = 4,920# x 0 24 = 1,181 # For (rho max) = 1 5, use 1,772# Additional Base Shear = 1,277#+1,772# = 3,048# Second Floor E-W direction Shear Wall required for Line "A" (4') Shear wall Line A From existing wall Line "B" -0-# From new construction 1.277# Total Force 1,277# Shear Capacity required = l,277#/4 = 320#/ft Use Type? Shear wall N-S direction Shear Wall required for Line "1" (4') Shear wall _ From new construction _ 1,277# Total Force 1,277# Shear Capacity required = l,277#/4 = 320#/ft Use Typed Shear wall First Floor E-W direction Shear Wall required (8') Shear wall or 2 sides of 4' wall Line A From existing wall 1,750# _ From new construction _ 3.048# Total Force 4,798# Shear Capacity required =4,798#/8 - 600#/ft N-S direction (5') Shear wall Line 1 From existing -0-# _ From new construction _ 3,048# Total Force 3,048# Shear Capacity required =3,048#/5 = 610#/ft Use Type|^3hear wall Capacity = 630#/ft 3x sill plate w/A35@ 8" oc Use Typetfohear wall « * * "* ""^ ? 2. * fc S vM Capacity = 630#/ft 3xsillplatew/A35@8"oc OVERTURNING ON SHEAR WALLS (UPLIFT) Holddown Table (uplift) Holdown Uplift 2A 2,775# 5A 4,010# 6A 5,105# 8A 7,400# 10A 9,540# Simpson Tie Strap Type Uplift MST37 1,905# MST48 3,135 MST60 4,785 MST72 5,800 HST5 8,510 Loads used are as follows Roof DL = 12#/sf, shear wall DL = 15#/sf, Floor DL = 10#/sf OM x moment arm = Shear x moment arm - (0.9DL)x moment arm Second Floor E-W Direction Line A max shear to wall 1,277# 4'Shear Wall 1,277# roofload = 0# Wall load from Ht = 9', length - 4' Wt = 15#/sf Wall Load = 9'x 4' x 15#/sf = 540# OM = 1,277 #x 8' -(09)x (540#)x 472 10,216 ft-# - 972 ft = 9,244 ft-# Resisting Force needed = OM/m arm = 9,244 ft-#/4'= 2,311 # USE MST 48 Line 1 max shear to wall 1,277# 4'Shear Wall 1,277# roofload = 0# Wall load from Ht = 9', length = 4' Wt = 15#/sf Wall Load - 9'x 4' x 15#/sf = 540# OM = 1,277 # x 8' - (0 9)x ( 540 #) x 4V2 10,216 ft-# - 972 ft = 9,244 ft-# Resisting Force needed = OM/m arm = 9,244 ft-#/4'= 2,311 # USE MST 48 First Floor E-W Direction Line A max shear to wall 4,798 # 4' Shear Wall wall receives 4,798 # roof load = (14' x 19#/sf) x (2 577 5') = 88# Floor Load = (7 5V2) x 4' x 10#/sf = 187# Wall Load 1st fl = 9'x 4' x 15#/sf = 540# Wall Load 2nd fl = 8'x 4' x 15#/ft x (2 577 5') = 160# OM = 4,798 # x 8' - (0 9)x ( 788#) x 472 48,384 ft-# -1,418 ft = 46,966 ft-# Resisting Force needed = OM/m arm =46,966 ft-#/4'= 11,742 # USE HD14A w/ 4x6 post, capacity = 13,380# Line 1 max shear to wall 3,048 # 4' Shear Wall wall receives 3,048 # roof load = 0# Floor Load = 0# Wall Load = 17'x 4' x 15#/sf = 1,020# OM = 3,048 #x 8' -(09)x (l,020#)x 472 24,384 ft-# -1,836 ft = 22,548 ft-# Resisting Force needed = OM/m arm -22,548 ft-#/4'= 5,636 # USE HD8A w/ 4x6 post, capacity = 7,400# FOOTING FOR BEAM Maximum Reaction from calculations = 13 04 kip or 13,040# From Soils Letter, Soil Bearing = 2,000#/sf Footing Pad size = 13,040#/2,000#/sf = 6 5 sf Use 36" x 36" x 18" Footing For remaining new Footing Use 15" x 18" Footing Castaneda Engineering 858-693-3886 (fax) 858-693-0258 BeamChek v2 4 licensed to joe castaneda Reg #8111-1946 Berger Beam beam Selection Conditions Data Beam #1 Prepared by JC Date 6/24/04 W10x 49 36 ksi Wide Flange Steel Lateral Support at Lc = 10 6 ft max | Actual Size is 10 x 10 in, Mm Bearing Length R1= 1 2 in R2= 1 2 in DL Defl 0 44 in Suggested Camber 0 66 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 250ft 49 0# 1225 # 81484'* L/240 L/360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 8100# Reaction 2 LL 13038* Reaction 2 TL 13038# N/A L/259 L/416 8100# 13038* Attributes Actual Cntical Status Ratio Values Adiustments Section (ms) 5460 41 15 OK 75% Base Value Fy Base Adjusted YP Factor, Lc Shear (in2) 339 091 OK 27% Fb (psi) 36000 23760 066 TL Defl (in) 1 16 125 OK 93% Fv (psi) 36000 14400 040 LLDefl 072 083 OK 87% E (psi x mil) 290 290 Loads Uniform LL 648 Uniform TL 994 =A Uniform Load A R1 = 13038 R2= 13038 SPAN = 25 FT Uniform and partial uniform loads are Ibs per lineal ft CASTANEDA ENGINEERING 7220 Canyon Breeze Road San Diego, CA 92126 858-693-3886 • fax 858-693-0258 STRUCTURAL CALCULATIONS & REPORT Date May 29th, 2004 Project Name Berger Remodel Subject Berger Residential Remodel at 2331 Dana Ct, Carlsbad CA 92108 California Owner Richard & Jennifer Berger Pt/1*, c«£cK o*f*B32. Purpose Structural Calculations for Residential Remodel Prepared by Joe Castaneda Registered Civil Engineer C-27747 7220 Canyon Breeze Road San Diego CA 92126 Code Reference Soils Concrete Reinforcing Steel Masonry Mortar Grout Structural Steel Weld Timber GENERAL STRUCTRUAL SPECIFICATIONS California Building Code 2001 Gross Allowable Bearing 2,000 psf Minimum 2,500 psi @ 28 days ASTM -615, Grade 40 for #5 deformed bars And Grade 60 for #6 or larger ASTM C90, Type I, Concrete Mortar, 2,000 psi @ 28 days, Type S All grout shall be a mm of 2,000 psi @ 28 days Steel Beams, ASTM A 36, Fy = 36,000 psi Pipe Columns, ASTM 501, Fy = 36,000 psi Tubing columns, ASTM 500, Grade B, Fy =46,000 psi Machine Bolts, ASTM A 307, mm Anchor Bolts, ASTM A36 steel, mm E70XX, Low hydrogen electrodes Douglas Fir, Larch 19% moisture content, uon Studs Stud Joist Posts 4x beam 6x & up beam Plywood horizontal Plywood vertical 10' 0" or shorter 10' 0" or greater Studs Douglas Fir # 2 uon As shown on plan Douglas Fir #1 Douglas Fir #2 Douglas Fir #1 uon Index (32/16) ext glue As shown on plan BASIS OF DESIGN Code Reference 2001 California Building Code, 2001 UBC, 2001 UMC, 2001 NEC, Energy Conservation 2001 Title 24 Seismic Zone 4, Wind Speed 70mph, Foundation Beanng Pressure l,500psf BUILDING USE UBC Occupancy R-3, Type of Construction V-N LOADING ASSUMPTIONS ROOF LOADS LL=16#/sffor412pitch Tile Roofing 80 psf Plywood Shtg 1 5 psf Insulation 0 5 psf Mechanical 0 5 psf Electrical 0 5 psf Rafters/Beams 3 5 psf Ceiling 2 0 psf Misc 1 5 psf Total Roof Loads 190 psf FLOOR LOADS LL = 40psf, DL=10#/sf Flooring Floor Shtg Electrical/Mechanical Floor joists/Beams Misc Total Floor Load 15 psf 15 psf 10 psf 40 psf 20 psf 10 0 psf Wall Loads (LL = 0) Exterior Walls 15#/sf Interior Walls 10#/sf LATERAL ANALYSIS Governing Codes 2001 California Building Code (CBC) 1997 Uniform Building Code (UBC) Wind 70mph Soil Bearing 2,000 psf SEISMIC ANALYSIS From 1997 UBC, Chapter 16 TABLE 16-1 16-J 16-Q 16-R 16-S 16-T 16-U 16-N ITEM SEISMIC ZONE FACTOR Z SOIL PROFILE SEISMIC COEFF Ca SEISMIC COEFF Cv NEAR SOURCE COEFF Na NEAR SOURCE COEFF Nv SEISMIC SOURCE TYPE R VALUE 04 SD 44Na 64Nv 10 12 B 55 Soil Profile = S(d), Fault < 10km, > 5 KM Seismic Period Formula is T = C (H)3/4 = 0 02(17)°75 = 017, therefore Base Shear governing Equation is V = (3 OCa W)/(R) per sec 1630 3 2 1 (30-12) & and Vmax - 1 OCa IW/R and V^ = 0 5Ca IW/R, where R - 5 5 (table 16-N), 1=1, Ca = 044xNa(10) = 044,Z = 04 Vmax = 3 0x0 44x1 Ox 1 OxW/(5 5) = 0.24W Check with Vmm = 0 5x0 44x1 OW = 0 022W, ok Check with V^ = 1 0x0 44x1 OW = 0 044W, ok Roof = 19#/sf, Ext Walls = 15#/sf Int Walls = 10#/sf, Floor = 10#/sf Deck = 10#/sf SEISMIC MASS EXISTING & NEW Seismic Force To Roof Diaphragm E = exist; N= new Contributing Exist Roof Area = (27' x 16') x 19#/sf Contributing New Roof Area = (US') x 19#/sf Upper half Ext Wall = [(N)(23') + (E)(35')x 15#/sf x4' Upper half Int Wall (EV6(n x 10#/sf x 4' = - 8 20 kip = 215 kip = 3 48 kip 2 40 kip Total to Second Story Walls = To 2nd Floor Diaphragm Contributing Floor Area = 530 sf x 10#/sf= Lower half Ext Wall = [(N)(23') + (E)(35')x 15#/sf x4' Lower half Int Wall (E)(605) x 10#/sf x 4' - Upper half Ext Wall = 53' x 15#/sf x4' Upper half Int Wall 23' x 10#/sf x 4' 16 23 kip 5 30 kip 3 48 kip 2 40 kip kip 3 18 kip 92 kip Total to First Story Walls =15 28 kip Total Seismic Mass = (16.23 + 15.28)x 0.24 = 7.56 kip Base Shear Force = 7.56 kip/1.4 = 5.40 kip W(x)x FloorV W(x) h(x) h(x) Roof Second fl first floor 1623 1528 17 27591 8 12224 F(x) 524 232 Design F(x) 374 1 66 Totals 31 51 39815 For Second Story Force 3,740#/545 sf For First Story Force use 5,400#/530 sf 756 540 3.74 kip 6.86#/sf 5.40 kip 10.20#/sf WIND ANALYSIS Use P = q(s)xC(e)xC(q)xI(w), per Sec 1620,1997 UBC q(s) =126 (70mph), C(e) = 1 06(0-15'), 1 13 (15'-20'), 1 19 (20'-25'), 1 23 (25'-30') Exposure B C(q) = 1 3 (projected Area method), Table 16-0,1(w) = 1 0 P = C(e)xl638#/sf For Height 0-15' P = 0 62 x 1 3 x 12 6 #/sf= 1016 #/sf For Height 15-20' P = 067x 1 3 x 126#/sf= 1098#/sf For Height 20-25' P = 072xl3xl26 #/sf= 11 80 #/sf Force m N-S Direction or Ht x L = Area x P = (F) or Force Wind Load Area (4'-13') = (19'x 9') x 10 16#/sf = 1,737# Area (13'-17') = (19'x 4') x 10 98#/sf = 835# Area (17'-20') = (19'x 3') x 10 98#/sf= 626# Area (20'-23') = TIP' x 3'V2 x 10 98#/sf = 165# Total Wind Load 3,363# Max Seismic Force = 5.40 kip# > 3,363#, therefore Seismic Governs overall 1) SHEAR FROM ROOF DIAPHRAM TO N-S SHEAR WALLS Seismic Shear = 3,740 # or 6.86#/sf Line A No additional Shear to existing Shear Wall Contributing Area = (16' x 27')/2 +43 sf= 259 sf Or 259 sf x 6 86#/sf 1,481# for exist 12' wall Shear = 125#/ft LmeE Shear Wall Available = 39" New Contributing Area = 14' x 5' = 70 sf Shear to Panel = [(EX 16' x 27')/2 + (N)70sfJ x 6 86#/sf = 1,965# Shear wall length available = 39" Use Simpson 32x8RF, Capacity =2,010#/ft OK 2) SHEAR FROM ROOF DIAPHRAM TO E-W SHEAR WALLS Lmel Shear Wall Available =12' Panels Shear to Panel = 3,740#/sf Capacity required = 3,740#/12' = 312#/ft Use 12' of 6 wall, capacity = 430#ft OK 3) SHEAR FROM 2nd Floor Walls to TO N-S SHEAR WALLS Line A No additional Shear to existing Shear Wall Contributing Area = (15' x 26')/2 = 195 sf Or 195 sf x 10 20#/sf 1,989# for exist 12' wall 1,989#/12' =165#/ft LmeE Shear Wall Available = 48" Shear to Panel = 3,740# Use Simpson S\V48x8, Capacity 4,545# OK 4) SHEAR FROM 2nd Floor Walls TO E-W SHEAR WALLS Seismic Shear = 5,400 # or 10.20#/sf Shear Wall Available = 16' Panels Shear to Panel = 5,400#/sf Capacity required = 5,400#/16' = 338#/ft Use 16' of 6 wall, capacity = 430#ft OK OVERTURNING ON SHEAR WALLS (UPLIFT) Holddown Table (uplift) Holdown Uplift 2A 2,775# 5A 4,0 10# 6A 5,105# 8A 7,400# 10A 9,540# Simpson Tie Strap Type Uplift MST37 1,905# MST48 3,135 MST60 4,785 MST72 5,800 HST5 8,510 Loads used are as follows Roof DL = 12#/sf, shear wall DL = 15#/sf, Floor DL = 10#/sf OM x moment arm = Shear x moment arm - (0.9DL)x moment arm Second Floor N-S Direction Line A NO Change in Shear LmeE max shear to wall 1,965# USE Simpson TUD per manufacturer's directions Second Floor E-W Direction Line 1 max shear to wall 3,740# 4' Shear Wall ea wall receives 4712'x 3,740# = 1,245# roofload = 0# Wall load from Ht - 9', length = 4' Wt = 15#/sf Wall Load = 9'x 4' x 15#/sf = 540# OM = 1,245 #x 8' -(09)x (810#)x 4V2 9,960 ft-# -1,458 ft = 8,502 ft-# Resisting Force needed = OM/m arm =8,502 ft-#/4'= 2,125 # USE MST 37 Lmel max shear to wall 3,740# 8' Shear Wall ea wall receives 8V12'x 3,740# = 2,490# roofload = 0# Wall load from Ht = 9', length = 8' Wt = 15#/sf Wall Load = 9'x 4' x 15#/sf= 1080# OM - 2,490 # x 8' - (0 9)x (1080 #) x 8V2 19,920 ft-# - 3,888 ft = 16,032 ft-# Resisting Force needed = OM/m arm = 16,032 ft-#/8'= 2,004 # USE MST 37 OVERTURNING ON SHEAR WALLS (UPLIFT) First Floor N-S Direction Line A NO Change m Shear LineE max shear to wall 1,989# USE Simpson SSTB28 per manufacturer's directions First Floor E-W Direction Line 1 max shear to wall 5,400# 16' Shear Wall ea wall receives 5,400# roofload = 0# Wall load from Ht - 17', length = 16' Wt = 15#/sf Wall Load = 17'x 16' x 15#/sf = 4,080# OM = 5,400 # x 8' - (0 9)x (4,080 #) x 16V2 43,200 ft-# - 29,360 ft = 13,824 ft-# Resisting Force needed = OM/m arm =13,824 ft-#/16'= 864 # USE HD2A L Z < _\ c ^ 3 rx0 U 03 M fl 0 N o S _A < \L <\5 xT E I*_£0 u 4> L TO W _L c VT\ \\A 0 ^n u Castaneda Engineering 858-693-3886 (fax) 858-693-0258 BeamChek v2 4 licensed to joe castaneda Reg #8111-1946 Berger Beam beam Selection Conditions Data Beam #1 Prepared by JC Date 3/01/04 W 10x 49 36 ksi Wide Flange Steel Lateral Support at Lc = 10 6ft max Actual Size is 10 x 10 in , Mm Bearing Length R1= 1 2 in R2= 1 2 in DL Defl 0 24 in Suggested Camber 0 36 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 250ft 49 0# 1225* 59499 '# L/240 L/360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 6526 # Reaction 2 LL 9622 # Reaction 2 TL 9622 # N/A L/355 L/498 7084* 9380 # Attnbutes Actual Critical Status Ratio Values Adjustments Loads Section (in3) 5460 3005 OK 55% Base Value Fy Base Adjusted YP Factor, Lc Shear (in2) TL Defl (in) 339 067 OK 20% Fb (psi) 36000 23760 066 084 125 OK 68% LL Defl 060 083 OK 72% Fv (psi) E (psi x mil) 36000 14400 040 290 290 I Uniform LL 413 Uniform Par Unif LL 180 90 TL 465 =A Par Unif TL H = 120 1 = 225 J=144 Start End 0 135 135 250 0 135 I H I Uniform Load A R1 = 9622 R2 = 9380 SPAN = 25 FT Uniform and partial uniform loads are Ibs per lineal ft CASTANEDA ENGINEERING 7220 Canyon Breeze Road San Diego, CA 92126 858-693-3886 • fax 858-693-0258 STRUCTURAL CALCULATIONS & REPORT Date April 30th, 2004 Project Name Berger Remodel Subject Berger Residential Remodel at 2331 Dana Ct, Carlsbad CA 92108 California Owner Richard & Jennifer Berger Purpose Structural Calculations for Residential Remodel Prepared by Joe Castaneda Registered Civil Engineer C-27747 7220 Canyon Breeze Road San Diego C A 92126 GENERAL STRUCTRUAL SPECIFICATIONS Code Reference Soils Concrete Reinforcing Steel Masonry Mortar Grout Structural Steel California Building Code 2001 Gross Allowable Bearing 2,000 psf Minimum 2,500 psi @ 28 days ASTM -615, Grade 40 for #5 deformed bars And Grade 60 for #6 or larger ASTM C90, Type I, Concrete Mortar, 2,000 psi @ 28 days, Type S All grout shall be a mm of 2,000 psi @ 28 days Steel Beams, ASTM A 36, Fy = 36,000 psi Pipe Columns, ASTM 501, Fy = 36,000 psi Tubing columns, ASTM 500, Grade B, Fy =46,000 psi Machine Bolts, ASTM A 307, mm Anchor Bolts, ASTM A36 steel, mm E70XX, Low hydrogen electrodes Douglas Fir, Larch 19% moisture content, uon Studs 10' 0" or shorter Studs Stud 10' 0" or greater Douglas Fir # 2 uon Joist As shown on plan Posts Douglas Fir #1 4x beam Douglas Fir #2 6x & up beam Douglas Fir # 1 uon Plywood horizontal Index (32/16) ext glue Plywood vertical As shown on plan BASIS OF DESIGN Code Reference 2001 California Building Code, 2001 UBC, 2001 UMC, 2001 NEC, Energy Conservation 2001 Title 24 Seismic Zone 4, Wind Speed 70mph, Foundation Bearing Pressure l,500psf BUILDING USE UBC Occupancy R-3, Type of Construction V-N Weld Timber LOADING ASSUMPTIONS ROOF LOADS LL=16#/sffor4 12 pitch Tile Roofing 8 0 psf Plywood Shtg 1 5 psf Insulation 0 5 psf Mechanical 0 5 psf Electrical 0 5 psf Rafters/Beams 3 5 psf Ceiling 2 0 psf Misc 1 5 psf Total Roof Loads 19 0 psf FLOOR LOADS LL = 40psf, DL=10#/sf Flooring Floor Shtg Electrical/Mechanical Floor joists/Beams Misc Total Floor Load 15 psf 15 psf 10 psf 40 psf 20 psf 10 0 psf Wall Loads (LL = 0) Exterior Walls 15#/sf Interior Walls 10#/sf LATERAL ANALYSIS Governing Codes 2001 California Building Code (CBC) 1997 Uniform Building Code (UBC) Wind 70mph Soil Bearing 2,000 psf SEISMIC ANALYSIS From 1997 UBC, Chapter 16 TABLE 16-1 16-J 16-Q 16-R 16-S 16-T 16-U 16-N ITEM SEISMIC ZONE FACTOR Z SOIL PROFILE SEISMIC COEFF Ca SEISMIC COEFF Cv NEAR SOURCE COEFF Na NEAR SOURCE COEFF Nv SEISMIC SOURCE TYPE R VALUE 04 SD 44Na 64Nv 10 12 B 55 Soil Profile = S(d), Fault < 10km, > 5 KM Seismic Period Formula is T = C (H)3/4 = 002(17)075= 0 17, therefore Base Shear governing Equation is V = (3 OCa W)/CR) per sec 1630 3 2 1 (30-12) & and Vmax = 1 OCa IW/R and V^ = 0 5Ca IW/R, where R = 5 5 (table 16-N), 1=1, V^x = 3 0x0 44x1 Ox 1 OxW/(5 5) = 0.24W Check with Vmm = 0 5x0 44x1 OW = 0 022W, ok Check with V^ = 1 0x0 44x1 OW = 0 044W, ok Roof = 19#/sf, Ext Walls = 15#/sf Int Walls = 10#/sf, Floor = 10#/sf Deck = 10#/sf SEISMIC MASS ADDITION TO EXISTING ADDITION TO EXISTING Seismic Force To Roof Diaphragm Contributing Roof Area = [(21' x 9')+(12'xl4') x 19#/sf- 6 78 kip Upper half Ext Wall = (18' +45' +10'+16') x 15#/sf x4' 5 34 kip Upper half Int Wall (45'+15'+15'+36'U 10#/sf x4' 178 kip Total to Second Story Walls = 13 90 kip To 2nd Floor Diaphragm Contributing Floor Area = 600 sf x 10#/sf = 6 00 kip Lower half Ext Wall = (18' +45' +10'+16') x 15#/sf x4' 5 34 kip Lower half Int Wall (45'+15'+15'+36') x 10#/sf x 4 1 78 kip Upper half Ext Wall - 90' x 15#/sf x4' 5 40 kip Upper half Int Wall 20' x 10#/sf x 4' 80 kip Total to First Story Walls = 19 32 kip Total Seismic Mass = (19.32 + 13.90)x 0.24 = 7.98 kip Base Shear Force =7.98 kip/1.4 =5.70 kip For Second Story Force use 0.24 x W(2nd fl) = (0.24 x 13.90)71.4 = 2.38 kip For First Story Force use 0.24 x W(t) = (0.24 x 33.22)71.4 = 5.70 kip WIND ANALYSIS (NEW ADDITION) Use P = q(s)xC(e)xC(q)xI(w), per Sec 1620,1997 UBC q(s)=126(70mph), C(e) = 1 06(0-15'), 1 13 (15'-20'), 1 19 (20'-25'), 1 23 (25'-30') Exposure B C(q) = 1 3 (projected Area method), Table 16-0,1(w) = 1 0 P = C(e) x 16 38#/sf For Height 0-15' P = 062 x 1 3 x 12 6#/sf= 1016#/sf For Height 15-20' P = 067xl3xl26 #/sf= 10 98 #/sf For Height 20-25' P = 0 72 x 1 3 x 12 6 #/sf= 1180#/sf Force in N-S Direction or Ht x L = Area x P = (F) or Force Wind Load to One Story Section (Ist Floor Roof) Area (4M3') = (19'x 9') x 10 16#/sf = 1,737# Area (13'-17') = (19'x 4') x 10 98#/sf = 835# Area (17'-20') - (19'x 3') x 10 98#/sf = 626# Area (2Q'-23') = (10'x3'V2 x!098#/sf= 165J Total Wind Load 3,363# Max Seismic Force = 5.27 kip# > 3,363#, therefore Seismic Governs overall 1) SHEAR FROM ROOF DIAPHRAM TO E-W SHEAR WALLS Seismic Shear = 2.38 #/sf Lmel Shear Wall Available - 36" Shear to Panel = 2,380#/sf Shear wall length available = 36" Use Simpson SW32x8; capacity =2,865# OK 3) SHEAR TO E-W FIRST FLOOR SHEAR WALLS Line 1 Shear Wall Available = (2) 36" Panels Shear to Panel = 5,700#/sf Shear wall length avail (2) 36" panels Use (2) Simpson SW32x8; capacity =2,865#x2 = 5,730# OK OVERTURNING ANALYSIS Second Floor N-S Direction Line 1- Wall load from Ht = 8', length = 32" Wt = 15#/sf Roof Load = 13'x 12#/ft x 32" = 416# Wall Load = 8'x 32" x 15#/sf = 320# OM = 2,380 # x 8' - (0 9)x (416# + 320#) x 2'8"/2 19,040 ft-# -884ft-# = 18,156 ft-# Resisting Force needed = OM/m arm = 18,156ft-#/6'= 6,810 # USE HST 5 or equiv First Floor N-S Direction Line 1- Use Simpson SW32x8 with SSTB 28 anchors OK Per manufacturers directions Reconstruct footing below Strong Wall with a minimum Dimension of 15" x 28" x 32" Tie new footing to exist With (2) # 4 dowels with a minimum 6" embedment into existing 8 CALCULATIONS FOR BEAMS AND FOOTINGS Load Assumptions Roof Loads - DL = 12#/sf, LL = 16#/sf(4 12) or 20#/sf(<4 12) Floor Loads - DL = 10#/sf, LL = 40#/sf Deck Loads - DL= 8#/sf, LL = 40#/sf or 60#/sf(cantilever) BEAM #1 (Floor Support Beam) Max Span = 25' Loads for Roof LL = 16 #/ sf, DL = 12#/sf Loads for Floor LL = 40#/sf,DL= 10#/sf Loads for Wall LL - -0- #/sf, DL = 10#/sf Tributary Area from Roof 9'+ 7' = 13' Tributary Area from Floor = (14' + 8')/2 = 11' Tributary Area (height) from Wall = 8' For worst condition use uniform loads across beam DL LL TL 364#/ft 550#/ft 80#/ft Roof- (13' x!2#/sf) & (13'x 16#/sf) Floor -(11' xlO#/sf)&(ll'x40#/sf) Wall -(8; xlO#/sf)&(-0-#/sf) 156#/ft 110#/ft 80#/ft 208#/ft 440#/ft -0-#/ft Loads 346 #/ft See Wood Works Calculation Sheet for Beam Parameters 648#/ft 994#/ft USE W lOx 49 36 ksi Wide Flange Steel CALCUATIONS FOR FOOTINGS UNDER BEAMS Use Table below for beam reactions Loads obtained from BeamChek & Woodworks Beam Calculation Sheets Use l,000#/sf for soil bearing per 1997 UBC Table 18-1-A and Engineer Statement USE l,000#/sf Soil Bearing Pressure BEAM# 1 Under R1,R2TL - 13,308#, or Bearing required is 13,3080/1,000#/sf - 134sf Use 45"x4S" x!8" footing H 2 Handrails within single-family dwelling units or in private stairways within individual units of multi-family dwelling units (apartments, condominiums, townhouses), may have start- ing or volute newels within the lowest tread B Handrail Graspability The handgrip portion of the handrail must not be less than 11/4 inches or more than 2 inches in cross-sectional dimension, or the configuration of the handgrip portion must be such that it provides an equivalent, gnppable shape (Disabled access requirements as set forth mtheStateofCaliforniaTitle24,ChllB,Div III, Sec 1133B 4 requires this dimension to be not less than 11/4 inch and not more than 11/2 inch) Handrails must be adequately graspable To provide adequate support or to adequately grasp the handrail, the shape of the handgrip portion must be such a shape that it is possible for the potential user of the handrail to actually wrap D E their fingers around the portion of the handrail and, thereby obtain support. Figure (8) Handrail Surface The handgrip portion of hand- rails shall have a smooth surface with no sharp or abrasive elements Any wall or other surface adjacent to the handrail shall be free of sharp or abrasive elements Edges shall have a minimum radius of 1/8 inch. Gripping surfaces (top or sides) shall be unin- terrupted by newel posts, other construction ele- ments or obstructions Handrail Clearance The clear space between handrail and a wall or other surface shall be a nummiim of 11/2 inches Figure (8) Handrail Projection. Projections into the required width of the stairway at each handrail shall not exceed 3 1/2 inches Figure (8) Handrail Extension Handrails shall extend hori- zon tally a minimum of 12 inches beyond the top nosing and 12 inches, plus the tread width, be- 1 V2 IN MIN 1 V< IN to 2 I! 1 Vz IN MIN 1 '/«IN to 2 IN 1 Vz IN MIN 1Vz IN MIN 1 Vz IN MIN •1 V4 IN to2IIS '1 V4 IN. to 2 IN V NOT ACCEPTABLE NOTE Other shapes may be acceptable if they provide an equivalent gripping surface See third paragraph of section 1003336 * Disabled access requirements as set forth in the State of California Title 24 Ch 11B Div III Sec. 1133b 4 requires this dimension to be not less than 1 V* inch and not more than 1 Vz inch Figure 8 Handrail-Acceptable Shapes and Installations HANDRAIL SUMMARY SYSTEM PERFORMANCE REQUIREMENTS A Structural Performance of Handrails and Railing Systems Design, engineer, fabricate, and install handrails and railing systems to comply with requirements of ASTM E 985 for structural performance based on testing performed in accordance with ASTM E 894 and E 935 B Structural Performance Design, engineer, fabricate, and install the following metal fabrications to withstand the following structural loads without exceeding the allowable design working stress of the materials involved, including anchors and connections Apply each load to produce the maximum stress in each respective component of each metal fabrication. 1 Top Rail of Guardrail Systems Capable of withstanding the following loads applied as indicated a Concentrated load of 300 Ibf applied at any point nonconcurrently, vertically downward, or horizontally b Uniform load of 100 Ibf per linear ft applied nonconcurrently, vertically downward or horizontally c Concentrated and uniform loads above need not be assumed to act concurrently 2 Handrails Not Serving as Top Rails Capable of withstanding the following loads applied as indicated a Concentrated load of 200 Ibf applied at any point nonconcurrently, vertically downward or horizontally b Uniform load of 50 Ibf per linear foot applied nonconcurrently, vertically downward or horizontally c Concentrated and uniform loads above need not be assumed to act concurrently 3 Infill Area of Guardrail Systems Capable of withstanding a horizontal concentrated load of 200 Ibf applied to one sq ft at any point in the system including panels, intermediate rails balusters, or other elements composing the infill area. a. Above load need not be assumed to act concurrently with uniform horizontal loads on top rails of railing systems in determining stress on guard GLASS RAIL ASSEMBLY 1 All aluminum structural components shall be by Morse Industries 2 All components and assemblies shall conform to the above standards, and shall be installed by an approved installer 3 Grout for the glass panels "Rapid Set" nonshnnk multipurpose grout, for wet and dry applications, by Cement All Minimum 4,500 psi in one hour, and 11,000 psi in 28 days 4 At all aluminum surfaces m contact with wood, provide continuous waterproofing Moistop Flashing by Fortifiber Corp ICBO 1025 Castaneda Engineering 858-693-3886 (fax) 858-693-0258 BeamChek v2 4 licensed to joe castaneda Reg #8111-1946 Berger Beam beam Selection Conditions Data Beam #1 Prepared by JC Date 3/12/04 W 10x 49 36 ksi Wide Flange Steel Lateral Support at Lc = 106ftmax Actual Size is 10 x 10 in , Mm Bearing Length R1= 1 2 in R2= 1 2 in DL Defl 0 44 in Suggested Camber 0 66 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 250ft 49 0# 1225* 81484'* L/240 L/360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 8100* Reaction 2 LL 13038* Reaction 2 TL 13038* N/A L/259 L/416 8100* 13038* Attnbutes Actual Critical Status Ratio Values Adiustments Section (in*) 5460 41 15 OK 75% Base Value Fy Base Adjusted YP Factor, Lc Shear (in*) 339 091 OK 27% Fb (psi) 36000 23760 066 TL Defl (in) 1 16 125 OK 93% Fv (psi) 36000 14400 040 LLDefl 072 083 OK 87% E (psi x mil) 290 290 Loads Uniform LL 648 Uniform TL 994 =A Uniform Load A R1 = 13038 R2 = 13038 SPAN = 25 FT Uniform and partial uniform loads are Ibs per lineal ft Castaneda Engineenng 858-693-3886 (fax) 858-693-0258 BeamChek v2 4 licensed to joe castaneda Reg #8111-1946 Berger Beam beam Selection Conditions Data Beam #1 Prepared by JC Date 3/11/04 W 10x 49 36 ksi Wide Flange Steel Lateral Support at Lc = 106ftmax Actual Size is 10 x 10 in , Mm Bearing Length R1=12m R2= 1 2 in DL Defl 0 19 in Suggested Camber 0 28 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 250ft 0# 0# 55671 '# L/240 L/360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 6526 # Reaction 2 LL 9009 # Reaction 2 TL 9009 # N/A L/380 L/498 7084 # 8767* Attributes Actual Critical Status Ratio Values Adiustments Loads Section (in4) 5460 2812 OK 51% Base Value Fy Base Adjusted YP Factor Lc Shear (in2) TL Defl (in) 339 063 OK 18% Fb (ps.) 36000 23760 066 079 125 OK 63% Fv (psi) E 36000 14400 040 LLDefl 060 083 OK 72% (psi x mil) 290 290 \ Uniform LL 413 Uniform Par Unif LL 180 90 TL 465 =A ParUnifTL H=120 1 = 225 J = 144 Start End 0 135 135 250 0 135 J I I ' I H I Uniform Load A | I R1 = 9009 R2 = 8767 SPAN = 25 FT Uniform and partial uniform loads are Ibs per lineal ft O-36 O-36 California Department of Conservation Division of Mines and Geology LEGEND See expanded legend and index map Shaded zones are within 2 km of known seismic sources A fault B fault Contours of closest horizontal distance to known seismic sources 5km 10km 15km Kilometers 1/4" is approximately equal to 1 km August, 1997 Date Project Name Subject Owner CASTANEDA ENGINEERING 7220 Canyon Breeze Road San Diego, C A 92126 858-693-3886 • fax 858-693-0258 STRUCTURAL CALCULATIONS & REPORT March 1st, 2004 Berger Improvements 2331 DanaCt Carlsbad, CA 91908 Richard & Jennifer Berger 2331 DanaCt Carlsbad, CA 91908 Purpose Prepared by Structural Calculations for Berger Improvements, including New Floor Support Steel Beam & Footing pads Joe Castaneda Registered Civil Engineer C-27747 7220 Canyon Breeze Road San Diego C A 92126 GENERAL STRUCTRUAL SPECIFICATIONS Code Reference Soils Concrete Reinforcing Steel Masonry Mortar Grout Structural Steel Weld Timber California Building Code 2001 Gross Allowable Bearing 1,000 psf Minimum 2,500 psi @ 28 days ASTM -615, Grade 40 for #5 deformed bars And Grade 60 for #6 or larger ASTM C90, Type I, Concrete Mortar, 2,000 psi @ 28 days, Type S All grout shall be a mm of 2,000 psi @ 28 days Steel Beams, ASTM A 36, Fy = 36,000 psi Pipe Columns, ASTM 501, Fy = 36,000 psi Tubing columns, ASTM 500, Grade B, Fy =46,000 psi Machine Bolts, ASTM A 307, mm Anchor Bolts, ASTM A36 steel, mm E70XX, Low hydrogen electrodes Douglas Fir, Larch 19% moisture content, uon Studs Stud Joist Posts 4x beam 6x & up beam Plywood horizontal Plywood vertical 10' 0" or shorter lO'O" or greater Studs Douglas Fir # 2 uon As shown on plan Douglas Fir #1 Douglas Fir #2 Douglas Fir#l uon Index (32/16) ext glue As shown on plan BASIS OF DESIGN Code Reference 2001 California Building Code, 1997 UBC, 2001 UMC, 2001 NEC, Energy Conservation 2001 Title 24 Seismic Zone 4, Wind Speed 70mph, Foundation Bearing Pressure l,000psf BUILDING USE UBC Occupancy R-3, Type of Construction V-N LOADING ASSUMPTIONS ROOF LOADS LL=16#/sffor4 12 pitch Hot Mop Plywood Shtg Insulation Mechanical Electrical Rafters/Beams Ceiling Misc Total Existing Roof Loads 20psf 15 psf 05psf 05 psf 05 psf 35psf 20psf ISDSf 120psf For Trusses use 12#/sf for DL per Truss Calculation sheet by Dixielme FLOOR LOADS LL = 40 psf, (LL = 60 psf for deck loads) Flooring Floor Shtg Electrical/Mechanical Floor joists/Beams Misc Total Floor Load 1 5 psf 15 psf 1 Opsf 40 psf 2 Opsf 10 Opsf Wall Loads (LL = 0) Exterior Walls 15#/sf Interior Walls 10#/sf CALCULATIONS FOR BEAMS AND FOOTINGS Load Assumptions Roof Loads - DL = 12#/sf, LL = 16#/sf(4 12) or 20#/sf(<4 12) Floor Loads - DL = 10#/sf, LL = 40#/sf Deck Loads - DL = 8#/sf, LL = 40#/sfor 60#/sf(cantilever) BEAM #1 (Floor Support Beam) Max Span = 25' Loads for Roof LL = 16 #/ sf, DL - 12#/sf Loads for Floor LL = 40#/sf, DL = 10#/sf Loads for Wall LL = -0- #/sf, DL = 10#/sf Tributary Area from Roof 9'+ 7' = 13' Tributary Area from Floor = (14' + 8')/2 = 11' Tributary Area (height) from Wall = 8' For worst condition use uniform loads across beam DL LL TL 364#/ft 550#/ft 80#/ft Roof-(13' x!2#/sf)& (13'xl6#/sf) Floor -(11' xlO#/sf)&(11'x40#/sf) Wall -(8' xlO#/sf) & (-0-#/sf) 156#/ft 110#/ft 80#/ft 208#/ft 440#/ft -0-#/ft Loads 346 #/ft See Wood Works Calculation Sheet for Beam Parameters 648#/ft 994#/ft USE W lOx 49 36 ksi Wide Flange Steel CALCUATIONS FOR FOOTINGS UNDER BEAMS Use Table below for beam reactions Loads obtained from BeamChek & Woodworks Beam Calculation Sheets Use l,000#/sf for soil bearing per 1997 UBC Table 18-1-A and Engineer Statement USE l,000#/sf Soil Bearing Pressure BEAMS 1 Under R1,R2TL = 13,308#, or Bearing required is 13,308#/l,000#/sf = 13 4sf Use 45"x45" x!8" footing Castaneda Engineering 858-693-3886 (fax) 858-693-0258 BeamChek v2 4 licensed to joe castaneda Reg #8111-1946 Berger Beam beam Selection Conditions Data Beam #1 Prepared by JC Date 3/12/04 W10x 49 36 ksi Wide Flange Steel Lateral Support at Lc = 10 6 ft max Actual Size is 10 x 10 in , Mm Bearing Length R1= 1 2 in R2= 1 2 in DL Defl 0 44 in Suggested Camber 0 66 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 250ft 49 0# 1225* 81484'* L/240 L/360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 8100* Reaction 2 LL 13038* Reaction 2 TL 13038* N/A L/259 L/416 8100* 13038* Attnbutes Actual Critical Status Ratio Values Adjustments Section (ms) 5460 41 15 OK 75% Base Value Fy Base Adjusted YP Factor, Lc Shear (in2) 339 091 OK 27% Fb (psi) 36000 23760 066 TL Defl (in) 1 16 1 25 OK 93% Fv (psi) 36000 14400 040 LLDefl 072 083 OK 87% E (psi x mil) 290 290 Loads Uniform LL 648 Uniform TL 994 =A Uniform Load A R1 = 13038 R2= 13038 SPAN = 25 FT Uniform and partial uniform loads are Ibs per lineal ft Castaneda Engineering 858-693-3886 (fax) 858-693-0258 BeamChek v2 4 licensed to joe castaneda Reg #8111-1946 Michael Farnen Design # 1 bm#1 Selection Conditions Glue Lam Beam Prepared by JC Date 3/02/04 3-1/Sx 10-1/2 GLB 24F-V4 DF/DF Lu = 0 0 Ft Mm Bearing Area R1=27m2 R2= 3 7 in2 DL Defl 022 in Suggested Camber 0 32 in Data Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 160ft 797# 128 # 8487 '# L/240 L/360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 1200* Reaction 2 LL 1744* Reaction 2 TL 2416* 2115* L/274 L/396 1680* 2416* Attnbutes Section (in3) Actual Critical Status Ratio 5742 4243 OK 74% Values Adtustments Base Values Base Adjusted Cv Volume Shear (in4) 3281 1670 OK 51% Fb (psi) 2400 2400 1 000 TL Defl (in) 070 080 OK 88% Fv (psi) 190 190 LLDefl 048 053 OK 91% E (psi x mil) 1 8 1 8 Fcl (psi) 650 650 Loads Par Unif LL 120 240 Par Unif TL H=168 1 = 336 Start 0 80 End 80 160 H R1 = 1744 R2 = 2416 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft Castaneda Engineering 7220 Canyon Breeze Road San Diego, CA 92126 (Office 619-987-1371) (fax - 858-693-0258) Date August 27th, 2004 Subject Approved Building Plans for Addition for 2331 Dana Court Carlsbad, CA 92108 Reference Plan Check Number No 040832 To whom it may Concern The following changes should be made to the previously approved building plans in order to correct inconsistencies and provide approved alternatives to the plans 1) Attached are two stamped page S-6(s) which were inadvertently missing from the Esgil set which should be added to complete that set 2} The Hardy Panel (HF 8-24) on page S-2 replaces the existing wall section of the existing fireplace bump-out Also, a second Hardy Panel stacks directly above this panel on the second floor The detail (Q/S-1) & {P/S-1) should be omitted as is shown on the Esgil building plans The strong wall detail should be referenced 3) A Simpson SW8x24 can be substituted for the Hardy HF8-24 and is equivalent and interchangeable for Seismic purposes If there are any questions on the above items you may call me at 619-987-1371 Respectfully Submitted, Joe Castaneda I I I I I I I I I I I I I I I I I I COVER SHEET Pagel CASTANEDA ENGINEERING STRUCTURAL CALCULATIONS Two Storey SFR Addition Berger Residence 2331 DanaCt Carlsbad, CA 26-Jul-04 Project ID Castaneda / Berger sc 2 story addition Castaneda alrgerl j^ iI' _ TABLE OF CONTENTS Page 2 I ' • Engineer MVP Project Castan/Ber sfr Structural Calculations Project ID Castan/Ber sfr SC • Date 7/26/04 Page I I I I I TABLE OF CONTENTS LOAD SUMMARY LATERAL DESIGN FRAMING DESIGN 1997 UBC BEAM CALCULATIONS FOUNDATION DESIGN sc 2 story addition Castaneda BergeM 1 1 1 1 1 *' • > i Engineer Project Project ID Date Page MVP Castan/Ber sfr Castan/Ber sfr 7/26/04 0 STATIC VERTICAL LOADS ROOF WITH TRUSSES 1 I 1 tile roof plywood truss (tc) truss (be) insulation drywall misc slope/actor DL(psf) = LL(psf> = TL(psf) = 12 1 5 1 5 1 5 05 28 12 1083 2275 16 3875 J EXTERIOR WALL 1 1 1 1 1 1 |^H 1 1 stuc/culstn stud insulation drywall misc DL(psf) = 12 2 05 28 07 11 Framed Ceilings Ceiling Jst insulation drywall misc DL(psi) = 2 05 28 07 6 LOAD SUMMARY Structural Calculations SC 0 roof slope 5/12 ROOF WITH RAFTERS tile roof plywood rafters misc slopefactor DL(psf) = LL(psf) = 12 1 5 2 1 1083 17875 16 TL(psf) = 33875 INTERIOR WALL drywall stud drywall misc DL(psf) = 28 2 28 04 8 FLOOR flooring plywood joists drywall misc DL(psf) = LL(psf) = 15 25 35 28 147 25 40 TL(psf) = 65 RESIDENTIAL DECK flooring plywood joists drywall misc DL(psf) = LL(psf) = 1 5 25 35 28 1 5 118 60 TL(psf) = 718 PageS sc 2 story addition Castaneda Bergerl I I I I I I I I I I I I I I I I I I I SHEAR WALL SCHEDULE SYM A A L^>. ^ A ^g\ A A /8\ A A A A y*i\ A A A A A A PLF ISO 1OO 13S ISO 115 145 T75 2SO 26O 3SO 49O 31O 445O eoo 380 430 S5O 34O 5IO (S(55 SfJO ASSEMBLY (3)NAILING (1) 7/a STUCCO ON eKRftNDED METAL. WOVEN VW1RE LATH UNBUCD W/ » 11 Go. 3-V2- LONe.VS HEAD NAILS OR ttie So. STAPLES VS" LESS (S> <S" OC (5)l/2m GYP BD UNBUCD (5)l/ar GYPBD. UNBUCD (5)1/2- GYP.BD BLOCKED (5)1/2- GYPBD UNBUCD (SJ1/2T GYPBD. UNBUCD (515/BT SYP BD.BLOCKED (5)5/S- G B BUCD fid ©J0- 3/S'APASHTG 3/a'APA SHTG 3/fl-APASHre T5/32TAPA SHTG 15/3:?APA SHTG 15/32-APASHTG 3/a'APA. STRUCT I 3/BTAPA STRUCT 1 3/6'APA. STRUCT 1 TsxaarAPA STRUCT j 15/33TAPA STRUCT 1 T5/32TAPA STRUCT J 15/3:Z-APA STRUCT 1 Sd COOLERS?" OC Sd COOLER&4.- OC Sd COOLER@4-" OC 6d COOLERcrr OC (Sd COOLERe>4^ OC Sd COOLER<3»4-' OC 5/S' FACE PLY fid O7" Sd COMMAS' OC fld COMMS»4.\OC (4) fld COMM(S3- OC (2.4-) lOd COMMS»S' OC lOd COMMS»4-- OC (2.4-) lOd COMMS>3" OC (2.4) ad COMMO©- oc ad COMM@4-" OC(2.4) ad COMM@3- OC(24-) 1Od COMMAS' OC lOd COMM®4" OC (2A) 1Od COMM@3- OC (4- e) lOd COMMS>2- OC (4-.^ 1 NA1UNG FOR APA SHEAR WALL APPLIES TO ALL EDGE NAILING FIELD NAIL WITH SAME SIZE <§> 12T OC 2. FRAMING RECEIVING EDGE NAttJNG FROM ABUTTING PANELS SHALL BE 3X MEMBERS FOUNDATION SILL SHALL BE 3 OR 2X MEMBERS PER ANCHOR BOLT SPACING PLYWOOD JOINTS £ SILL PLATE NAJUNG SHALL BE STAGGERED 3. ALL STUDS SHALL BE 2X4- MIN. <s»t<8' OC ALL PANEL FACE ©RAIN SHALL BE HORIZONTAL ACROSS FRAMING IF <§>24.- OC (UNO) PANEL EDGES BETWEEN STUDS SHALL BE SOUD BLOCKED (UNO). 4- WHERE PLYWOOD SHEAR PANEL IS APPLIED TO BOTH SIDES OF A WALL 4 NAILS ARE LESS THAN <o OC PANEL JOINTS SHALL BE OFFSET ON DIFFERENT FRAMING MEMBERS OR STUDS AND SJLL PLATES SHALL BE 3X AND NAILS SHALL BE STAGGERED S. SHEAR VALUES SHALL BE REDUCED 5O36 FOR GYPSON BOARD WAULS RESISTING SEISMIC FORCES e. SILL PLATES AND STUDS SHALL BE ON 3X MEMBERS I I I I I I I I I I I I I I I I I I I f I SHEAR TRANSFER SCHEDULE SYM A A /2^ A A /B\ /e\ A A /3\ A /i\ /12\ A A A A A A A A ® S 1© 12 a 12 a a 6 <0 A. 2@<5 4- 2@S 2<S«4 0 4- 2^><S 4- 2@S 2@4 NA ^ 72 72 72 72 72 72 72 &O A& 3© 12 46 1<S 12 4B 1<S 12 32 12 NA NA ^ 72 72 72 72 72 72 72 72 eo 4S 32 <so 32 24 60 36 24- 4S 32 23 1<S (E^ 24- 4B 32 32 32 32 24- 1<S 10 12 a 16 S a is 12 a 12 a a 6 db 24- 4a 43 32 4a 32 32 24- 1<S 12 12 1(3 12 a 1(5 12 8 MB & a & ® a 10 12 a 12 a a 6 e> 4- NA 4- NA NA 6 4- NA 4 NA NA NA INCHES OC i ' 1 SILL PLATE TO WOOD FLOOR BLOCKING TO TOP PLATE £} led COMMON NAILS ^ ^35 CONNECTOR SILL PLATE TO CONCRETE (2) ^g) S/fl'DIA /ANCHOR BOLTS (E/ A35F CONNECTOR *— ' ON 2X SILL PLATE f'X 5/6' DIA ANCHOR BOLTS ® 1®d COMMON NAILS ^ ON 3X SILL PLATE 1 WHEREVER EXISTING ANCHOR BOLTS ARE NOT ADEQUATE PER THIS SCHEDULE. USE 5/BT TREADED ROD ( RFB it 5XIO) W/S" EMBEDMENT tCBO ER-S270. SP INSP. RQ 2. IN SEISMIC ZONE 4- (CALIF.) USE ONLY S/S' ANCHOR BOLTS W/MIN 7- EMBEDMENT INTO CONG OR MASONRY W/ 2T X 2" X 3/1^ THICK V/ASHER. 3 IF A SHEAR WALL OCCURS ON BOTH SIDES OF A. FOOTINS THEN THE ANCHOR BOLT SPACING IS TO BE REDUCED BY 7/2. \ TABLE 23-H-B-1—NAILING SCHEDULE COHNECTtOli NAILING' I Joist lo sill or girder, Cocnail 38d 2 Bridging to joist, loenail cadi end 1 I* x 6" (25 linn x 152 mm) siibdoworlcsxlti cadi joist, face nail •I Witlci Ilian I" x fi" (25 mill x IS2niiii)subnuorlocadijoixl, face nail JZ-1W 2-«tf }." (51 HUH) Milil hnif In juts! «r gilder, liliml and face nnil JMjd IMttil 6 Sole plate la joist or blocking, typical face iiail Sole plate lo joist or Mucking, al braced wall |iaucU Kid al 16" (406 mm) u u frlllfi mill) 7 Itip plate In slml ciiilioil 8 Mod In sole plate 4-8d. lucnail or 2-IGd. end nail 'I Uuulilc -dink face iiail III IJnuliicd~lti|> plates, typical face trail Umililc top plates, lap splice Iddal 11 Hint kmf liclwrcn jinsls ur inflcis In liip plate. tin-Jiail 12. linn jiiist lo lop plate. loenail 8dal6*(352inm)uc~ ti7«lf 1 iiip ntaln. la|K ami uilertccf tons fact nail 14 Lonliiimns header, two pieces Ifid^l 16* (4116 mm) gc. along cadi edge Ceilingjnislsluplate,lucnnil 16 Coiiliiiuuus header lo Mud. locnail 4-8d 17 Ceiling joists, laps over partitions, face nail l-l fid IK. Ceiling joisls la parallel rafters, fnco nail Vlful IV Kaflci lu plate, locnail 211 I' (25 mm) lincc lo cadi stud and plate, face nail 2-HJ 21 I * x 8" (25 nun x 203 mm} slicnllimg or less lo cadi bearing, face nail 2-RU 22. Wider than I' x «"(25 mm x 2O3 mm) slicalhuig to cadi bearing, face nail 3-8d 23 Uuill-up corner stutk ]6dal24"(.61Umm)oc I Until up E"dcr and beams 2Ud nl 32* (813 mm) o.c at top mid bottom and daggered 2-20d at ends und al each splice 25 2* (51 nun) plants 2-I6U al cadi bearing 26. Wonil structural panels and partidcbaard 2 Suliflonr and wall sheathing (lu fanning): '/2~ (12.7 mill) and less '"Vji"-3/^ (15 mm-19 mm)7/H*-l" (22 mm-25 mm) I'/«"-1 'if (2V imn-32 nun) Ciuiilniialioii siibfloiir-undcrlaynicnl (lu Iran; '/4° (19 mm) and less7/n"-l" (22 mui-25 mm) I Vs"-1 V.i" (29 mm-32 mm) fid1 Hil1 or fid' fid' IhP HhH ur «d-% 27 I and fliMiif (In framing)2' '/2"ll2./min)iu less V«" llh win) Oil" Kil" J.l slicallmuj' i/z"(l27mm)Nil Una.8 (i,|-i N» lf>f?" Sir1 N« Intel nir jKiiiclmg '/4~ (6 4 mm)4d'° 'Common or box nails may be used except where otherwise slated2Nails spaced al f> inches (152 mm) an center nl edges. 12 indies (305 mm) nl intermediate supports except 6 Indies (152 mm) al all supports whcic spans iic 48 inches (121V mm) or more. For nailing of wood structural panel ind pariidcboard diaphragms and shear walls, rclcr (o Sections 2315-3.3 mid 2315 4 Nails Tor wall sliealhmg may be comuioo. box or casing. Vmiimtm or dcfuimcd shank. "'Coiiinmii 'Uefoinird shank{t iiirusmn resistant siding ur casing naik confonnmg In die rciniircniciUs of Section 2304 J7l-aslencis S|accil 3 niches (76 mm) on center al exterior edges and 6 mdws U52 nun) on center al iiilcrincdiale wrmorts.8Lunasimi resistant roofing nails with 7/|G-iiich-drameter (11 mm) bead am) I Vr>ncli (38 mm) length for 'fcrincb (12.7 mm) sueatlirog and l-V4-mcli (44 nun ) Icneib for °/n inch (21) mm) shenllnng.conforming to (lie Rquirenieab of Scdten 2304 J 'Cbiiosiun-iesisianl staples with nominnP/,6-indi HI mm) crown and l'/8-inch(29 mm) lengdi for Vi-lodi (12-7 mm) sheathing and l'fe-meh(38«"»') '"-B"' f«r^/i1-iiidi(20nim)slu»thmgc«rarotnHngto«ucrcqmrcmcntsofScclron231J4J '"Panel inmnniis at 16 inches (406 mm) |20 indies (SOB mm) if strength axis in the long direction of die panel, unless otherwise markcuj Casing ur finish nails sparedfiU-hcs(l52iiun)onnandedgi^l2iiicnespnSiiim)alnaemn!dialesupnorts. "rancl suppoiis al 24 indies (610 mm). Casing or Rakh nails spaced 6 indies (132 mm) on panel edges. 12 mdies (305 mm) al intermediate aippuils 2-282 &f£t C//( j^k — J_._. U*;l'fcXJ:0'* J2»b005JLI3oo p^u* ;i'ftX.bO« J^popi- I300p$r/ I-*?/- I'O'T-.&OdtySri m ^m * ^_»__i !_.*• J. f • <*»« ^. ^ , .—. _ SPECIFI CATIONS/NOTES I GENERALS .. 5f CT1ON.S ANO N°TES SHOWN ON STRUCTURAL DRAWINGSARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONSELSEWHERE U.N.O. ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WtTH THE LATEST ADOPTED EDITION OF THE UNIFORM BUILDING CODE. •ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAUINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING 'WITH ANY WORK INVOLVED. CONTRACTOR TO PROVIDE ADEQUATE SHORING AND BRACING TO SUPPORT ALL LOADS DURING CONSTRUCTION. DURING CONSTRUCTION AND PRIOR TO THE INCORPORATION OFt ALL CHAN- GES* REVISIONS! MODIFICATIONS AND/OR DEVIATIONS FROM THE STRUCTURAL DRAUINGS SHALL BE BROUGHT TO THE ATTENTION OF« AND OBTAIN APPROVAL FROM THE ARCHITECT! STRUCTURAL ENGINEER AND THE GOVERNING BUILDING DEPARTMENT. I I I I I I LUMBER/FRAMING: * X ALL 2X HORIZONTAL RF/CLG LUMBER TO BE MIN DFH2 U.N.O. 2 ALL 2X HORIZONTAL FLR LUMBER TO BE MZN DF#1 U.N.O. 3 ALL *X & LARGER HORIZONTAL LUMBER TO BE MIN DF HI U.N.O. 4 ALL GLULAMS TO BE DF/DF COMB 24F-V4 DRY USE U.N.O. 3 ALL 2X VERTICAL LUMBER TO BE KIN OF «2 U.N.O. 6 ALL 4X 6 LARGER VERTICAL LUMBER TO BE MIN DF*1 U.N.O. 7 ALL PLYUD TO BE MIN CD-CC STRUCT XX OR CDX. 8 TYPICAL NAILING SCHEDULE AS PER UBC 23-P. ' 9 BUILT-UP BEAMS s DEL 2*X MEMBRS TO BE FACE NAILED U/ MIN l&d 9 I2in OC STAGGERED TOP/BOT. 3 OR MORE 2X LAMINATIONS TO BE CONN W/ l/2m DIA MB & WASHER MIN S 24in OC STAGGERED TOP/BOT * 2 EA END. 10 CARRY ALL POSTS & DEL STUDS DOWN TO FOUNDATIONS. BLOCK SOLID AS RE'l'D FOR FULL 6RG A FLR LINES. « CONCRETE!• . 1 PROVIDE MINIMUM BAR COVERAGE OF 31 n FOR CONCRETE CAST AGAINST EARTH OR MINIMUM 21 n FOR ALL FORMED CONCRETE. 2 CONCRETE AS PER ASTM C-iSB (AGGREGATES PER ASTM C-33>t TYPICAL PORTLAND CEMENT TYPE^ST USE GRADE «C' MIX I»2-l/2«3-l/2 U/ MAX 7-1 /2 GAL WATER PER SACK OF CEMENT. • I CONCRETE:• ALL CONCRETE TO REACH MIN ULT COMPRESSIVE STRESS OF 2*00 PSIS 2B DAYS U.N.O. I I I I I I I I I I 2 3 4 1 2 1 2 3 1 2 3 4 3 MASONRY: - CONCRETE MASONRY UNITS TO BE NORMAL WEIGHT HOLLOW LOAD BEARINGTYPE CONFORMING TO ASTM C-90. MASONRY UNITS SHALL BE CLEAN ANDFREE OF ALL SUBSTANCE THAT MIGHT IMPAIR BOND AND SHALL BE STOREDUNDER COVER ON THE JOB.ALL CONCRETE MASONRY UNITS TO BE GRADE N-II U.N.O.MIN COMPRESSIVE STRENGTH OF ALL MASONRY UNITS SHALL BE 1500 PSI.TYPICAL TYPE 'M* MORTAR: 1 PART CEMENT* 3-1/2 PARTS SANDi1/4 PART LIME PUTTY* CONFORM W/ ASTM C-270. WATER CONTENTSHALL BE MIN REO'D FOR WORKING CONSISTENCY. MIN 2000 PSI.GROUT MIX SHALL BE 1 PART CEMENT* 3 PARTS SAND AND (OPTIONAL)1/10 PART LIME PUTTY. ADD UP TO 2 PARTS PEA GRAVEL WHERE SPACESEXCEED 2in MIN. 28 DAY ULT STRENGTH OF GROUT SHALL BE 2000 PSI.USE SUFFICIENT WATER TO PRODUCE POURING CONSISTENCE W/O SEGREGATION REINF STL: ALL REINF STL TO BE MIN ASTM-A613 GRADE 40 U.N.O. MFI DPI cSXI ,1B3» USg U.N.O- LAP ALL MESH MIN 2 MODULES. ALL REINF BARS SHALL BE ACCURATELY & SECURELY PLACED BEFORE POURING CONC OR APPLYING MORTAR OR GROUT. STRUCT STLJ ALL STEEL TO CONFORM TO ASTM-A36 U.N.O. DETAILING & FABRICATION PER AISC - LATEST EDITION. ALL STEEL PIPES TO CONFORM TO ASTM A53 GRADE B U.N.O. FASTENERS: ALL CONNECTORS NOTED TO BE SIMPSON OR EQUIVALENT. ALL BOLTS TO BE Ntf! ASTM-A3B7. • BOLT HOLES: MAX l/16in LARGER'THAN BOLT DXA. ALL BOLTS BRG ON WOOD TO USE M.I. WASHER UNDER HEAD & NUT. LAG BOLTS: LEAD HOLES FOR SHANK TO BE SAME AS SHANK 1 THREADED PORTION TO BE 60-70% OF SHANK OIA. ALL NAILS TO BE COMMON U.N.O. 1 1 1•i 1 1^v 1 1 L • 7 1 2 3 4 1 2' • 3 4 2 6 7 8 • 9 10 11 12 FASTENERS: USE FULL NAILING/BOLTING 3 ALL CONNECTORS U.N.O. FOUNDATIONS: PROVIDE MIN CODE REQUIREMENTS FOR ALL FOUNDATIONS U.N.O. ALL CONT/ ISOLATED FTGS TO BE PLACED MIN in INTO COMPETENT BRG SOIL OR BEDROCK. ACQUISITION OF A SOILS REPORT IS RECOMMENDED FOR ALL JOBS. IF NO SOILS REPORT IS AVAlLABLEi ASSUM'D SOIL TYPE 2c BRG VALUE USED IN CALCULATIONS ARE SUBJECT TO BUILDING DEPT APPROVAL. ENGR WILL NOT BE H£LD RESPONSIBLE FOR BLDG DEPT APPROVED VALUES. SEE FOUNDATION PLAN FOR ALLOWABLE SOIL BRG PRESSURE. RETAINING MALLS: CONTRACTOR SHALL VERIFY ALL DIMENSIONS & CONDITIONS ON THE JOB. RESPONSIBILITY FOR ACCURATELY DESCRIBING THE SITE CONDITIONS RESTS ON THE CLIENT. REVIEW CALCULATIONS IMMEDIATELY TO DETERMINE WHETHER CONSIDERATION WAS GIVEN IN WALL DESIGN FOR ADJACENT FTGt VEHICLE OR BACKSLOPE SURCHARGES. CONTACT THIS OFFICE IMMEDIATELY IF THERE IS ANY QUESTION REGARDING THIS MATTER. IF NO SOILS REPORT IS AVAILABLEi ASSUM'D SOIL TYPE & BRG VALUE USED IN CALCULATIONS ARE SUBJECT TO BUILDING DEPT APPROVAL. VERIFY INSPECTION REQUIREMENTS W/ BLDG DEPT PRIOR TO CONSTR. SEE RETAINING WALL SCHEDULE FOR BLOCK INSPECTION REQUIREMENTS. ALL RETAINING WALL FTGS TO EXTEND WIN 12ift INTO COMPETENT BRG SOIL AS DEFINED BY SOILS REPORT OR APPROVED STANDARD PRACTICE. RECOMMENDATIONS OF SOILS REPORT TO SUPERCEDE THIS MIN REQUIREMENT BOTTOM OF PAD TO BE MIN 5' FROM DAYLIGHTt MEASURED IN A HORI2 DIRECTION FROM THE NEAREST BOTTOM EDGE OF PAD. PROVIDE EITHER A MIN 121 n x 12in GRAVEL POCKET B BASE OF UL WITH 4in DIA PVC PERFORATED DRAIN PIPE TO DAYLISHTt OR MIN 2 SQ IN WEE? HOLES 3 BASE OF MALL STEM TO ADJACENT GRADE 3 48 in OC. BACKFILLING SHALL NOT BE STARTED FOR AT LEAST2I DAYS AFTER THE FILLING OF THE eFLt-S WITH GROUT. DO NOT BACKFILL UNTIL ALL WORK HAS PASSED REQ'D INSPECTIONS. BACKFILLING MUST BE THOROUGHLY TAMPED TO PREVENT FURTHER SETTLING. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALL SHORING DURING CONSTRUCTION AS REQ'D. ALL BACKFILL MATERIALS TO BE GRANULAR, i.e. SANDi GRAVEL. OR . SOIL APPROVED BY PROJECT SOILS ENGINEER. • • • I I I I I I I I I I I I TM Hqrdy Frames, Inc. September 10, 2002 Hardy Frames, Inc. is adding two new panel widths to the Hardy Frame product fine. The new 12" ft1"* 24" widths are a one-piece C-Channel tfayflT to the existing 1 8" panel. Standard mannfecturing for the two new widths win be for the 1-1/8" hold down bolt only. Please note that while the 24" panel actual height, like afl other Hardy Frames, wfll correspond to standard wood stud lights, ihe 12" panel actual height wifl be 1-1/2" greater. It is recommended that this panel always be installed on an unyielding surface; the additional 1-1/2™ wiH make up the height diflferapfte ™h^n a 2* imidall ** Additionally, we axe adding nominal IT, 12', and 13' heights to the 18" wide Hardy Frame Panel Included below ace calculated table values for installation on unyielding sug&ces, with an "R." Value of 4.4. TV* mew widths <™l heights aye my" qwiifaKte <m<l mpy h* to building departments based on calculations. They are not a part of our ICBO report at this time Tfynn wfflbe specifying any of these panpfc jp t^q n^piediirtK ftffmre and wnnld pice to receive ^T"^fft7"ng for fhg potpose of subzoittals pjfgaf» call our office (800) 754- 3030 or fex us a note at (805) 477-0993. Model Number Height (in)HDBob Allowable Shear *Drift 80.512 1-1/8 96512M/8 812 1-1/8 912 1-1/8 1012 1-1/8 80-1/2 96-1/2 93-3/4 105-3/4 117-3/4 1-1/8 1-1/8 1-1/8 1-1/8 1-1/8 2,050 1,601 1,648 1,461 1,312 .254 344 .323 .411 .510 1118 1-1/8 1218 1-1/8 1318 1-1/8 128-1/4 140-1/4 152-1/4 1-1/8 1-1/8 1-1/8 2,735 2^07 2,304 .591 .710 .833 7824 1-1/8 824 1-1/8 924 1-1/8 1024 1-1/8 11241-1/8 1224 1-1/8 1324 1-1/8 78 92-1/4 104-1/4 116-1/4 128-1/4 140-1/4 152-1/4 1-1/8 1-1/8 1-1/8 1-1/8 1-1/8 1-1/8 1-1/8 6,658 5,630 4,982 4,400 3,500 2,780 2,290 .129 .166 .212 .264 321 .384 .453 Hardy Frames, Inc. reserves the ngbt to change specifications, designs and models •without notice or liability for such c > s victoria • Suite 2CO - Ventura CA 93003 - <B05) 477-0793 • (flOQ) 7543030 • Fax 0805) 477-0993«hard/frame com I I I I I I I I I I I I I I I I I I I I , .. ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER. CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORTCopyright © 1999 ICBO Evaluation Service, Inc PFC-53* Reissued September 1, 19i Filing Category DESIGN—Steel (038) HARDY FRAME, HARDY FRAME HEAVY DUTY, 18-INCH HARDY BRACED FRAME AND HARDY FRAME SCREW HARDY INDUSTRIES, INC., /dba SIMPLIFIED STRUCTURAL SYSTEMS 1660 EAST MAIN STREET VENTURA, CALIFORNIA 93001 INDUSTRIAL STRUCTURES250 WEST STANLEY AVENUE SUITE BVENTURA, CALIFORNIA 93007 MORGAN SHEET METAL, INC. 12100 KNOTT AVENUEGARDEN GROVE, CALIFORNIA 92841-2801 NORTH STAR COMPANY, INC. 14912 SOUTH BROADWAYGARDENA, CALIFORNIA 90248 1 0 SUBJECT Hardy Frame, Hardy Frame Heavy Duly, 18-inch Hardy Braced Frame and Hardy Frame Screw 20 DESCRIPTION 21 General The Hardy Frame and Hardy Frame Heavy Duty are welded, braced frames, formed from light gage, cold-formed steel The 18-inch Hardy Braced Frame is a one-piece C-channel formed from light gage, cold-formed steel. Intended to re- place shear walls in wood- or steel-frame construction, the system resists vertical gravity loads while simultaneously re- sisting in-plane or out-of-plane lateral loads resulting from wind or earthquake The Hardy Frame is a No 14 gage [0 0747 inch (1 9 mm)] roll-formed tube, 3 5 inches (89 mm) square, with an intermitterrtwelded seam on the tube joint In- termediate vertical studs spaced 16 inches (406 mm) on cen- ter may be welded or mechanically fastened to the diagonal tube and top and bottom plates, and serve as attachment for exterior or interior lathing, paneling or drywall application Intermediate vertical studs are designed forthe wind speed capacity of the Hardy Frame One 7/8-mch-diameter (22 mm) hole is provided in the middle-third of the stud, and two s/B-inch-diameter (15 9 mm) holes are also provided along the stud Holes must be spaced a minimum of 12 inches (305 mm) apart Available sizes are noted in Table 1 for the Hardy Frame roll-formed tube frames See Figure 1, Detail H-1, for additional details The Hardy Frame Heavy Duty frame consists of No 12 gage [0 1046 inch (2 7 mm)] vertical C studs welded to a clo- sure plate, No 12 gage [01046 inch (2 7 mm)] diagonal C- studs with a closure plate, and No 20 gage [0 0329 inch (0 9 mm)] intermediate vertical strffeners spaced at 16 inches (406 mm) on center All members are 3 5 inches (89 mm) deep Hardy Frames are described in Figure 1. Detail H-2. Oi7/8-inch-diameter (22 mm) hole is provided in the middie-ini of the stud and two %-inch-diameter (159 mm) holes a also provided along the stud Holes must be spaced a mu mum of 12 inches (305 mm) apart. Available sizes are nob in Table 2 for the Hardy Frame Heavy Duty frames The 18-inch Hardy Braced Frame consists of No 12 ga< [01046 inch (2 7 mm)] top and bottom tracks welded to No 12 gage [01046 inch (2.7 mm)], 31/2-mch-wid by-18-lnch-deep (89 mm by 457 mm), one-piece C-chanm descnbed in Figure 1, Detail G Available sizes are noted Table 3 for the 18-inch Hardy Braced Frame Hardy Posts are fabricated from No 14 gage [0 0747 ini (1 9 mm)] roll-formed tube, and Heavy Duty Posts are fab catedfromNo 12 gage [01046 inch (2.7 mm)] C-channel at No 12 gage [0 1046 inch (2 7 mm)] cover plate, both pos are available to transfer vertical loads only Column loads 1 recognized heights are shown in Tables 1 and 2. Details f the Hardy Post and Hardy Post Heavy Duty are shown in Fi ure 1 2.2 Materials 2.2.1 Steel- Components are formed from ASTM A 653 £ Grade 50 steel All elements have a hot-dipped galvanca finish 2.2.2 Bolts- Anchor bolts and lag bolts must comply wi ASTM A307 Threaded rods and plate washers must comp with ASTM A 36 2.2.3 Concrete. Normal-weight concrete must have a mn mum-2,500-psi (172 MPa) compressive strength at 28 day Concrete matenals must comply with Section 1903 of tl code 2.2.4 Hardy Frame Screws: 2.2 4.1 Description: The Hardy Frame Wood Screwis an, temate to the wood screws used in lateral load applicaboi specified in the code The screw is manufactured from Al C1022 steel (SAE Grade 5) and has a finish coat of zinc ai dichromate The diameter is 1/4 inch (64mm), the hex was er head is 3/e inch (9 5 mm) across hex flats and 9/ie inch ( mm) across the washer, and screw lengths range from 11/26 inches (38 to 152 mm) 2.2 4.2 Allowable Wood Screw Design Values- Design governed bythe code and the revised 1991 edition of, andtf supplement to, the ANSI/NFoPA National Design Specific ton for Wood Construction (NDS) as adopted by reference Division III, Part 1, Chapter 23, of the code Allowable latei design values for wood-to-metal and wood-to-wood conne tions are specified in Tables 6 and 7 Allowable lateral desit values are based on a bending yield strength of 219,000 p Evaluation reports of ICBO Evaluation Service, Jnc, are issued solely to provide information to Class A membersaflCBO, utilizing the code upon which the rq>> isbase&Evaluatonnporteerenottobettnstruedasrepreseatingaestitetwsoranyothe datum jar use of the subject report. JTusreportisbaseduponmdependeiitte&orathertechmcaldteasubjmltedbytheapphcaja.neICBOEvaluatio testresultsandlorotherdata, butdoesnotpossess test facilities to make an independent verification. There tsnomaranty bylCBOBvaluation Service, Inc., expi i orrniphcd,astoa^aFindtng"orafherinattermthereportorastoanyproduclcoveTedbythereport.Tha Page 1 of I I I I I I I I I I I I I I I I I ge2of11 (t 5 MPa) Allowable withdrawal design values are deter- mined in accordance with Section 1135 of the NDS 2^.4.3 Installation- Fabrication must conform to Section 11.1 2 of the NDS Penetration into main members must com- ply with Section 11 3 3 of the NDS Spacing, edge distance, and end distance must conform to Section 1141 of the NDS 2.3 Installation: Hardy Frames and 18-inch Hardy Braced Frames are located in wood- or steel-framed walls between the sole plate and top plates The frames and braced frames are connected to con- crete foundations with anchors that are positioned in the con- crete using templates The frames and braced frames are se- cured to the embedded bolts using nuts over plate washers After the balance of the wall is constructed, the frames and braced frames are connected to the top plates using fasten- ers in accordance with Table 1 Provisions are included for attaching "king" studs to the sides of the Hardy Products where necessary For inspection of bolt and nut, an inspection hole is provided at the diagonal side, and the bolt/nut installation access is on the inside ofthe frame When the bolt/nut access cutout is on the outside, the "king" stud should not be installed until the inspection has been completed. Fortwo- and three-story wood framed structures, the Hardy products may either be staggered or vertically aligned with frames at other levels Both installations require minimum- 4-mch-thick (102 mm) lumber below the frames The lumber is prednlled to receive threaded rods at the vertical bound- aries of the frame Vertically aligned frames or panels are placed directly over frames in the lower story on the sole plate, and are connected to the lowerframe or panel using the threaded rods and plate washers Staggered installations re- quire one end ofthe upper frame or panel to be aligned with one end ofthe lowerframe or panel The Hardy products are connected at this end in the same manner as vertically aligned frames Unaligned ends are connected to No 14 gage steel tubes, which in turn extend down to the foundation and are anchored to it The base of the frame or panel be- tween the tubes is then attached through the sole plate into the lumber either using the Hardy Frame Screws or using the Simpson Strong-Dnve S Series Wood Screws described in Evaluation Report ER-5268 For steel construction, the design must be analyzed by the engineer of record, and details must be submittadtothe build- ing department Figure 1 describes the Hardy Frames, Hardy Heavy Duty Frames and 18-inch Hardy Braced Frames, and presents installation details 2.4 Design Allowable loads are described in Tables 1 through 5 For earthquake loads, R=4 4 maximum and GO=2.2 maximum. Where Hardy Frames or Hardy Panels are placed in walls and combined with other shear-resisting systems, applied loads shall be proportioned based on relative stiffnesses For applications with Hardy Frames anchored directiy to concrete, the maximumdnftmustbeDtmesG(DxG), where D is the "Drift at maximum shear" value from the correspond- ing Hardy Frame Load Table, and 6 is the shear modulus For applications with Hardy Frames anchored to a wood base, such as a sill plate, the maximum drift must be the sum of the deflection due to wood compression from the design PFC-5342 lateral load, the deflection due to wood moisture-content shrinkage, and the frame drift DxG, where D is the "Drift at maximum shear" from the corresponding Hardy Frame Load Table, and 3 is the shear modulus For the 18-inch Hardy Braced Frame, the shear modulus (G) is 2.25 For all other Hardy Frames, the shear modulus (G) is 1 0 For design loads that are less than the allowable shear, drift is determined as follows Drift design load allowable shear x D Maximum drift is Drift x 6 2.5 Identification. The frames and posts are identified by labels beanng the manufacturer's name (Simplified Structural Systems) and ad- dress, the product name and model number (Hardy Frame xxxx, Hardy Frame Heavy Duty xxxx or 18-inch Hardy Braced Frame xxx), the evaluation report number (1CBO ES PFC-5342), the fabncator's name (Industrial Structures. North Star Company, Inc, or Morgan Sheet Metal, Inc), and the name ofthe quality control agency (Ramtech Laborato-ries) The Hardy Frame Screw is identified with the product name, the manufacturer's name (Hardy Industries) and ad- dress, and the evaluation report number (PFC-5342) The head of each screw bears the mark "HFS" and the length 3.0 EVIDENCE SUBMITTED 3.1 Frames: Reports of state and cyclic load tests; structural calculations, installation instructions and details, and a quality control manual 3.2 Screws. Data in accordance with the ICBO ES Acceptance Catena for Wood Screws (AC120), dated July 1997 4.0 FINDINGS That the Hardy Frame, Hardy Frame Heavy Duty, 18-inch Hardy Braced Frame and Hardy Frame Screw described in this report comply with the 1907 Uniform Building Code™, subject to the following conditions: 4.1 Frame sizes, dimensions and Installation are as set forth In this report 4.2 Allowable loads comply with this report. 4.3 Calculations Justifying that applied loads comply with this report are submitted to the building offi- cial for approval 4.4 Calculations and details for connection ofthe Har- dy products to steel constructions must be sub- mitted to the building official for approval. For steel framing applications, Table 4 or 5 must be used to determine the allowable shear, vertical load and connections. 4.5 The Hardy Frame, Hardy Frame Heavy Duty and 18-inch Hardy Braced Frame are fabricated by the additional llstees (shown at the beginning of this report), with quality control Inspections by Ram- tech Laboratories (NER-QA293) This report Is subject to re-examination In two years I I I I I I I I I I I I I I I I I I I I I Page 3 of 11 PPC-5 TABLE 1— HARDY FRAME LOAD TABLE FOR 3 5" x 3.5" x 14 GAGE TUBE SECTION FRAMES iraOELmjuaoi HTU2 HT84BHF8E4 HFS80 HT932HT94B HF960 HFI032 KFI048 HflOE« BF10SO HFII48 HFII64 HT1IBO XFI264 HF12M KFI364 HF1J80 HOW 92.259125 92.25 9125 1042510425 1042510425 116.25 116.25 116.2511625 128.25 128.25 128 25 1402514025 1517515125 lENCh (M) 3248 64eo 32 4B 6480 32 48 64 BO 48 6410 6480 64 SO Kouom BOLT 7/8* DUU. 7/B-OUU.7/trouu.7/rouu. 7/8TDIAU. 7/TDIAU. 7/rOUUL 7/tTOUU. 7/8- DUM. 7/8 OUH7/rouu. 7/8" DUU. 7/8- DUU. 7/S-DUIL 7/B-OUU. 7/8-OUIL 7/8* DUU. 7/8* DUU7/8* BAIL SU.BXB •munnuao) 2-3/4* OWL 3-3/4* OUU. 2-1/4* DUU. J-3/4-KAVl 3-3/4* DUU. 4-3/4* OUU. 2-3/4* DUU. 1-1/4- DUU J-3/4- OUU. 4-3/4* OUU. 3-3/4* OUU. 3-3/4 OUU. 4-3/4' OUU. 3-3/4* OUU4-3/4 OUU 3-3/4* OUU. 4-3/4* OUU. niamsic IBS. 11 i 13904920ins 28504110 3510 3700 4180 30903520 onn n. I.W aisoam U730.237 0.174aiis a43i 0.272 0.1970.154 OJ02 O2I80.168 OL2350.206 tt24S 0.187 MUHMUi 2644 960 491 298 2644 960 491 298 2E44 960 49) 298 960 491 298 491 298 491 298 MPDOTULVERHCAL <»jh 12J5113.791 9.15410.035 11.31612371 8.445 9.265 11429 8.458 933810.371 8,4149.344 7J781J6! UPUFT IBS. I5J33 15J33 15JJ3 15.33315.333 15J33 I5J13I5J13I5J33 I5JJ3 15JI3I5J33 15.133 I5J33 15J3I I5.J33 I5J33 7DJ>fUTE CCMffCTONS HIM1/4-* i r UHC •OOOSOEH" IS 22 28 30 14 18 2226 12 16 20 22 14 16 18 14 16 12 14 «M)-«spO(oaiA» TO nu. IUX. ULOnBlE B19C WD SPEED 4 «QP B eO? C OEXP 0 Ce • O»4 a - IJI C> » 1*1 130 130 122 130 127 115 130 118 IDS 130 109 98 130 114 102 130 108 97 127 102 92 119 95 85 130 97 87 117 93 84 111 89 BO 104 84 » 102 81 73 97 78 70 93 74 67 88 69 62 83 66 60 77 62 56 74 60 54 *Al•oa P9 1212 1212 1010 10a aaaa a 1 a aa FOR S 1 inch - 25.4mm tbf - 4 448n 1 Ibf/lt - 14 5939 N/m 1 pal = 47.88 Pa 1 mph = 1 61 Km/hr 1 psl - 6 69 kPo I P daul7j42 Bi. HS4 1U90BO. H9< 0.16901. HW413.995 Un. HII4 17,764 fci HI2411.557. to. H134 P Ota. IS UAJL AtUJMHfIOA05 f(» «RKN. POSJ5 POSIS r\ • h « "\ BttCtD TOBIESwm nmw» i MKrnmw. UMO P « p nmuu 4. no SODS saco o» es-u ATOCODTDOO& SunUHOWL AWUS!s. canaaiMS «ppur n> mn MH x 6 nc i A> * 3- UMC ra> staas•cm m UEIAL E m rauas ecu Knaa 7 n» SEEUC me i AID 4 UCADOW i «oo su. MUC. mtx isat «usr « uj rawer VERICAL LOAD PMOUOD sr OVERIURHMC uuo HUB wrii uunc HDCHT IESS nw 40 itn n» 0110 & AM> &i SPECIE CBMTT OT 050 OR CRBUER MCroncoFRoyjya 10*2 snacRAOE 5.1 me HKMASU uw> f onPITWC HIM NTS OR KBO ES ER-|S2U CR EOUAt. BY OffiMBI Of BEOJUJ KMESoumc-nxnai ooucus m i oan « UUNUU sen e 000001 BASED n tusnc Rannaioas «M nu tsuuntmaoBOHS aatons. 10. nm « manr naif, mm nwc icm am m it-oat tutor OWED mm. s usauia OHHfsaHttK-mafa nooosu. noes, nc «namm. OBFT ousta m taamssm OF DC «a> 01. PUTC MIST 8E COfiCEREO. I fige4of 11 PFC-5342 TABLE 2—HARDY FRAME LOAD TABLE FOR C3 5" x 3 5" x 12 GAGE HEAVY DUTY SECTION FRAMES • urn.fxasf HTB12H WTO7HW9WH NF964H• HFSMH |«-|032H HFlflfrw W080H 1 1 KQCHT 9U592J592.259225 1047510425 1042510425 116.21 11625 11625 lit 25 • FOR SI 1 I K ft lENGIH 3248 64ao 1246 6480 32 64 80 HOUXHNBOLT 7/T OUIL7/B OMIt7/8* OUIL7/B OUU. 7/B* RAIL 7/B" BAR Iff OUIL7/8* OUU. 7/T OIAU.7/B DUUL 7/B* OUU.7/B" 01 AM. SU.fiO.TS °nmmj^i tAQ^^fi 2-3/4 OUU.3-3/4* OIAU. 3-3/4 OIAU.4-3/4 DIAU. 2-3/4* OIAU. 3-3/4* DUUL 3-3/4 OUU. 4-3/4 CtAIL 2-3/4 OIAU3-3/4 OIAU. 3-3/4 OIAU. 4-3/4 OUU. AUDM8U SHEAR IBS* II 546077BO 934010160 44506500 £20 35905450 67007450 mrr 14 S.IO OJ57 0.1680X134 0.413O.VA O.U2 OJ01 aica wOHKEAOB1 3740I35B 695421 3740I3S8 695421 3740 1358 695421 ADOmMAlVERTICALLOADS ON TOSTIBS i 11.68913.333 15.25817286 10.443it sat 13.50614995 S.3SS- 9.680 1128412.661 UPIFT US. 15.333IS.333 15.333I5J33 15J33 I5.JU I5J33 IJJ33 15.33315J3315.13 ISJ33 TOP PLATE COKHECTUMS T*TH 1/4 f « 3* LOKCWOO SCREV* 2228 34 38 1624 30 34 12 20 26 30 BKB-FERPEMDCUUR TO VAILUAJL A1LOKA6UE BASC HMD SPEED • OEH> B OEXP C OOP 0 Ce-tM Cc = IJI Ce= Ml 130 130 122 130 127 115130 tta 106 130 109 98 130 114 102130 108 97 127 102 92119 95 85 130 97 87 117 93 84 111 89 60 104 64 75 MAKBIUH VSCHT , PSF 1212 12 12 1010 10 8 aa 8 inch = 25 4mm 1bf » 4 +4Bn 1 Ibf/tt = 1+5939 N/m 1 psf = +788 Po 1 mph = 161 Km/hr 1 psi = 6 89 kPo 1. AUJMWU SHEAR V FOR ONE AW no Stan COKSTROCIKH. l manoL SKAH ». uusi BE RBMCOI BY FACTOR OF R FOR j STORY COHSTCUCIXH.R- ROIICnOH FACTOR FOR 3 STORY CONSTRUCTOR SEC TAB£ e. P <An> '12.199 an. HBIH P 16.179 ">x H10IH -^-c- P olo> S UAI. AUOOBtE * * i Moral* IOAO p . p mauai z i J3 OOJUCT VERTICAL LOAD PRODUCED BT ovonuRwm; LOW TOW vu/n r 4 mO SPOTS BISED OH CH-1.1 HO BUUHIC ICCHT U3S THUI 40 FEET FOR OHCR C. HO O)\ coEFFcaas. simaonn. HUUSS B ncMO. \ s. ogMxros «PPUP la TOCO wm A spconc ouan OF ua OR fflaiER. \ S IHt V« • I ^ IWC «OT SCREK Affi fOBra fSOV A« I0» STTa «J!AOt il W AUJ-»Bir UW «»\ noo TO UETAL E *o> POUNDS OCUFIYIW «m ws OR KBO ts ER-M-SI OR DUM. er CWWEEB or nemo 10*05 FOB tfRTCAb POSTS / run vowi* cunc. a fw « UAAfuna. HMJ. axMfu umnui CJiSCLU IWMWCW WVMU. IS KRUM MtOUn HFIIUH *• "MB **• a*t "ll" USffll ™ISI * l«S«»«ltt-IRE«Dl OOUOUS RB. « OVf jtf mormH SKEMt 15 OtflJLMO t*mp* QH ^BfflC REDUBtQlBfTS VOH Wtli MSOU£D OHiwnamc supnins. 10. IUCH A HABDT FTUIIE. HUOT FINIE KWr DUTY 01 tl-MCH KtfOI 6RCCD FRWE S MIAUIO OHtasQHUNE-inwED moo sa funs, nc AOHIMM. om CMisa ar ooumtssni OF THC MOD SU.PIAIEWSI SLtasatm TABLE 3—HARDY FRAME LOAD TABLE FOR C18" x 3 5" x 3.5" x 12 GAGE BRACED FRAMES6 • UQGQ. | M HF78-IB HT7B-I8 I KTSJ8 HF818 HF91B lff9IB • HFI01S • HFIOIB HOWI (Of) 78 78 92.25 91J5 10425 10425 11(25 MS 25 IEHGIH {«) 18 18 18 IB IS 18 ISia KOUMMt BOLT 7/B HAM I 1/B'OUU. 7/B' OUU. 1 1/fT DIAkl. 7/B OIAU. 1 1/TDMU. Iff OUIU. 1 1/8' DMU. AUDYMBU SHEAR u*v. 2550 4709 2410 3982 2132 3523 1912 3159 DRIFT "£$&•«.«., aiisa»t atei a26S 0.205 a339 0255 0421 AiunuofwONtCAOERIB/FT _„ AOOnXHALVERTICAL LOADS at.£$st IBS. > 15.000 15.000 15.000 15.000 15.000 15.000 15.000 15.000 UPIBT AUOW81EIBS I5J33t*jm I5J33 25.333 15.333 25.331 I5J33 25.333 TOP PLATE CONNECTIONS MTHi/*-« x r u»c VOOD SCKLHT9 10 16 10 14 B12 812 «NB-P£RPEWBCUIAB TO WALL MAX. AUO»tt£ BA9C WHO SPEED 1 OOF B OEKP C OEKP 0 Co - a62 Ce - t.06 Cc - L39 130 130 130 130 130 130 130 130 1JO130 130 130 130 130 110UO 120 110 130 130 110 IX 120 110 UAUIUU WAU. IfiOHT, psr 18 18 n15 12 12 1212 TOR SI 1 inch " 25 4mm Ibf = 4 448n 1 Ibf/ft = 1+5939 N/m 1 psf = +788 Pa 1 A1LOHA8LE SHEAR V KB O£ HO TW STOUT CONSTRUCTION. 2. UUO P HKAIES ABanOBAL UWUOE UUO ON IOP OF PAffiL 1 mph = 1 61 Km/hr 1 psi «= 6 89 kPa PAN& FRAMESPBia PSIB A P10IB 3. WO SPEEDS 8HSEO ON &)»1.2 MO BUUJJC HBCHT IBS TKW 15 FEET FOR OTHER Ct «M> CqosmoDirs. swuuDmi JKUUSS s sajfisn. 4 COKMEnOHS APPUf ID 1000 ITTH A SPUfflC OVMTt OF OJO Ot OEMER. 5. WE t/4'< X T UKC HX» S05EJB ARE FORMED FBOU Ala 1022 SfflEL GRADE 5.1 THE AUflWAOE IOAO FOR •000 TO UCTH. IS 300 POUNDS COUPUWC HIH WS OR IG80 £S ER-|526J OR OHM. BY EHCOCER OF RECORD. 6. WMD SU. PlATt. WEN USED. MIST BE PffiSEBVHW-TREMED OOUBAS FR 7 ran sasuc toe 3 AND 4 UKHIOHS. wu. BQCHT CNMI EXCEED iwuiATtD unuss. 5. OWT AT luaum SMM 6 OUCUATED BUSED ON QASTC HOBSXEHTS MIH WU HSPUO) OHuwauHt SUPWRIS. 9 wra A wmir FKMIE. HMW nuue HOOT omv on la-noi wifflf ffltttai ntuit E Msnum onPRESEnHnC-nEOED MOD SOL PUIES. THE HXOXOUL OfUFT CM15EO BT mUPBETOm OF DIE «X» SU. PLUt UUST BE COKSnEREO. I Page 5 of 11 PFC-53 TABLE 4—HARDY FRAME LOAD TABLE FOR 3.5* x 3.5" x 14 GAGE TUBE SECTION FRAMES—METAL STUD FRAMING STRUCTURE 1 ucoa nUUBER HF8373 HTB48S HF664S MF8BOS H-932S HF948SMT964S HF980S HT1032S MFI048S HF1064S HF10B05 HflMBSHTII64S HFII80S HF1264S HP280S HFI364S HOCHI (M) 96J7S96.375 S6J75 96J75 108375 108375 108375 120375 120.375 120375120-375 137375 I32J75 132.375 141.375144 375 IS6J75156.375 1EKCIH (HI 3748 6480 3248 64 80 3248 ft 80 48 6480 6480 6480 HOLOOIH BOLT 7/8* OIUL7/rouu. 7/BTMU.7/rouu. 7/8' auu.T/rouu.7/rouu. 7/8* OUU. 7/rouu.7/8 OUU.7/rouu.7/rouu, 7/rowu.7/rouu7/ratAu. 7/r DUU.7/8* OUU. 7/B-OIAU.7/8' DMU. SU. BOLTS •IDUUI IUISER 2-3/4* DUU. 3-3/4* OUU. 3-3/4* OUU.4-3/4* DUII. 2-3/4* OUU. 3-3/4* OUU. 3-3/4* DUU. 4-3/4 OUU. 2-3/4* OUU. 3-3/4* DUU. 3-3/4* DUU. 4-3/4* DMU. 3-3/4- DIAU, 3-3/4" OUU. 4-3/4' OUU 3-3/«~ BUM.4-3/4* HUM. 3-3/4 OUU. 4-J/4- OMUL ALLOWABLE SHE« IBS. I' 3800 5480 66607500 3180 4700 5700 6360 2680 3920 4860 5460 3320 4120 4680 34603960 29203400 ntn OJ330214£5 0.391 0.252 ai82ai44 0.448 0.282 0.2040159 0.312 O224 0.173 0.2380.211 (1251O)B1 ALLOWABLE IT 2644 960 491298 2644960 491 298 2644 960 491298 960 491 298 491298 491 298 •OamONU.vamM.LOADS ON POSTIBS, > 9.63010.682 11576 13,553 B363ajm 10.94112.161 8.2228.999 9363 11027 8.149 9J03B9.971 8.1748.972 7.2418.036 unn ALLOWABLE IBS. I54J3 I5J33 I5J33 15.333 ISJ33 I5J3315.333 15.33315.33315.333 IS-"33 15.33315JM 15J33 15J33 15.333 15433 15J33 TOP PLATE 1/4 • < r UMEHOOD SCREW1 u20 24 28 14 18 2226 12 16 20 22 14 15 18 14 16 1214 WO-POtPEHOCUJlH TO MAIL IUX ALLOIUBLE BASC IBID SPEED 4 OEXPB OEXP C OEXP 0 Ce ° OB4 Ce " Ul Ct • 1^2 130 130 122 130 127 US130 118 IOS 130 109 98 130 114 102130 108 97 127 102 92 119 95 85 130 97 87 117 93 8< 111 89 m 104 84 » 102 81 7397 78 70 S3 74 67 86 69 62 83 66 60 77 62 5674 60 54 lUn-JUtuu.racm 12121212 10TO 108 B 8 88 B 88 88 88 FOR Si 1 men = 25.4mm Ibf = 4 448n 1 lb(/ll = 14 5939 N/m I psl - 47 SB Pa 1 mph - 1 61 Km/hr 1 psi = 6 89 kPa i i. Mjuma* 5KEM) y fm as. AX na srasr caamscaai. P Sim -16.589 G». (04 I5.9IJ Da. HH 14.770 Ho. H10413.5ajtt, HIM IUt7«n. Ht]4 II 127 to. HI34 IONS FOR 4ERHCM. POSTS "**irS35* I IS II4CA TU8E SCD»H84 IKRODOtl HIJ4 HF8375 iwcuoi maos 4 «BB SKU-S Bism « c*>i J MO BUUBB te-HF uss otm « FEET R» omoi ce «w cqcamaons. sumruwm muss B sEnusEn. 5. coottnow «PPUT ra «ooo WM * spanc OMMTT or a*o on cnwet 6 t>c 1/4 • x r ton woo scats ME FKHED inai «s ion sim. COME 5.1 DC MUOWEU uuo FOR•ooo TO IICTM. rs 3« Pousos awLTnc mu NTS OR CBO Es a)-|5»B OR EOUU. sr EXOHBI or REOBO 7 nwsnac HUE JMO 4 UCADOHS.tnu.taew QWHOT EXCEED UBUUTEOWICS.a. noa su. run. MB usn. inrn C HttStEvMltt-WBani caucus re 9 C«*T «r uuiui SM>R a ouuoa BVZD OK OASIC -amExons cm «u lawua o»umiuwo suran-L 10. WEN A war HUIC. mm rant HWT amr on IS-KH HHDT BRACED FRWC is nsouio mmsxamt-mxo} wu> ai punts. HE Hnncwa. HOT ousro at tamtam OF me «n>SU. PUHC MSI DE CUSOOED. TABLE 5—HARDY FRAME LOAD TABLE FOR CIS" x 3.5° x 3.5* x 12 GAGE BRACED FRAME—METAL STUD FRAMING STRUCTURE UOOEL tlUUSER HFBI85HFSISS HF31BS HF918S HF1018SHFIOTBS HOCHT (M) 96.375 9SJ75 108.375 108.375 120.375 120.375 UMCtH (IN) IB<a 18 18 IB 18 HOUX1VN BOLT 7/8 D1AU. 1 1/8' OUU. 7/8 OIA1I. 1 1/B 01AU. 7/8* OlMt 1 1/8 DIAU AUOT«Bt£ S««R IBS. > 2306 J8II 2051 J389 1847 3051 DRIFTAi8fr««.- 0.175 a 230 0.222 OJ66 0273 0.452 MLCnuBlE W ON HEADERIB/FT . UXnTIOHALVGRTICAL LOADSPON POSTIBS. l 15.000 15 000 15.000 15.000 15.00015.000 UPUFTAOOBABLE IBS. IS.J33 25.33] 15.333 25,iV3 15.333 2SJ33 TOP PLATE CONNECTIONS HTB 1/4 » x r LOW: WOOD SCFEV* 8 U a 12 812 WND-PEHPOOCUUR TO VU4JL MAX ALUJHABLE BASIC UNO 5TQD 1 ODP B OEXP C OEXP D Cf _ Ofi2 Ce c LOS Cc *• 1J9 130 130 130130 130 130 130 130 110 130 120 110 130 130 110 159 120 110 UAXDOft HttlKBCHr PSF 15IS 12 12 12 12 FOR Si 1 inch = 25 4mm IbF 4 448n 1 Ibf/ft = T4 5939 N/m 1 psf = 47 88 Pa 1 mph = I SI Km/hr 1 psi = 6 89 kPo Jt AiLOK-ac SHEAR vfw ONE AND no STtwr cotsmucncw IOAO P IXDICAIES AoanoruL Auraisu LOAD ON IOP CF PABB. 3. WWD SPEEDS BASED OH Cq-13. HO BUUBDC HEJCHT l£S5 IHAH 15 FEET FDR OTHER Ci AND Ci| COEFFICOTS. SUPPUUEHM. AHH.T5S IS ffiDIZRED. 4 CONNECnONS AFPLT TO WOO HIH A SPECV1C CMVDY Of 0JO OR GREAIER 5. THE l/4'l X r LONC WOOD SCKJ& ARE FORUED FROU AS 1022 SHB. GRADC 5.1 THE MUnuBU UUO FOR WOOD TO UCTM. IS 300 POUNDS COlffLTNG WH HFS OR K80 ES Bt-fOSn OR ECUJL Bl EKCMEOt OF RECORO 6 HOOD SU PLATE. WEN USED WIST BE PRESERWnvr-TREATED DOUGUS FK. 7 FOR SBSUC ZONE 3 AMD 4 tOQUnNS. WU IOGHT CWHOT EXCEED TABULATED WUJES. PANEL FRM1ESP8IB5. mas & PIOUS DRIFT AT muunfll SHEAS S OUUUUED WSEO ON ELA31C REOUREUEHTS VIM VHL OBtAlLED OK IAY1ELQINC SUPPORTS. WHEN A HAHK FRAUE. WROr fMtC HEAVY OUTf OR 16-INCH HWOT 8RMXD FRAJE IS IICTAUEO OH PRESERVA-MC-IKEAIED MOO SU. PUIES. THE AODnKMH OHO CNISED BT CDUPRESSai OF IKE MOD SU. PLATE MUST BE CCNSOEREO. I Ige 6 of 11 PFC-5342 TABLE 6—CUT THREAD WOOD SCREW DESIGN VALUES (Z)1-2 FOR SINGLE-SHEAR (TWO MEMBER) WOOD-TO-WOOD SPECIES CONNECTIONS B F. = SJSOO pal (38 MPa) (Southern Pine or Mixed Maple aide member) S!de Member te(in.) • 1/2 (0.5) • 5/8(0625) • 3/4<075)• 1(1) 11/4(1-25)_ Waa-S) Wood ScrewDiameter 00n.) 0242 0242 0242 0242 0.242 0.242 G = OJS5 SouthernPine Mixed Maple Z(lbs.) 249 250 253 267 268 314 6 = O5O DouglasFir-larch (N) ZObs.) 238 239243 257 278 303 <3 = O46 Douglas Hr(S),Hem-flV(N) Zflte.) 228229 234 248 268 293 O = 0 42 SprucePine Fir ZObs.) 216 218 223 237 257 281 B = Oi37 RedwoodOpen Grain ZObs.) 201 203 208222 242 264 a = 0.36 WesternWoods ZObs.) 198 201 205220 239 262 I F,x 4,650 psl (32 MPa) (Douglas Rr-larcfi side number) •l^a. SIDE PLATE,teOn) I $fiS>Va?>.%%? WOOD SCREWDIAMETER, 0(In.) 0242 0242 0.242 0.242 0242 0242 6 = 0.55 SouthernPine Mixed Maple ZObs.) 194 238239 249264 284 6 = OJSO Douglas Fir-larch 0$ ZObs.) 194 228 230 240 255 275 G = O.46 Douglas Hr(S).Hsm-flr(N) Zflbs.) 194 219 222 232 247 267 6 = 042Spruce Pine Fir ZObs.) 194 209 212 222 237 256 G = 0.37 RedwoodOpen Grain ZObs.) 194 195 198 209 224 242 6s O.38Western Woods Zflbs.) 192193 196 206 222 240 • F, = 4,000 psl (28 MPa) (Douglas Fir (S) or Ham-fir (N) side member) ^EELSIDE PIATE.tsOn) |$S1,• Ym*> 1V4(125) Il'fcW WOOD SCREWDIAMETER, D(In.) 0242 0.242 0242 0242 0.242 0.242 G = 0.55 SouthernPine Mixed Maple ZObs.) 167 209 228 234 246262 fi = 0.50 Douglas Fir-larch 04 ZObs.) 167 209 220 226 238254 G = 0.46 Douglas Rr{S),Hem-ffr(N) zpos.) 167 209 212 219 231 247 G = 0-42Spruce Pine Fir ZObs.) 167 202 203 210 222 238 G = OJ7 RedwoodOpen Grain ZObs.) 167 189 191 198 210 225 6 = 0.36Western Woods Zflbs.) 167 187 188 196 208 223 F. = 3,350 psl (23 MPa) Spruce-plne-fir Side Member) ™ SIDE MEMBER, ts(in-) • '/2(0.5) • 5/B(0625) • 3/4(075) 10)lYi(1.2S)• lV2(i-5) WOOD SCREWDIAMETER, 0<m.r^ 0242 0242 0.242 0.242 0242 0.2421 iTEELSIDE PLATE,fs_ On) | 5/8(0625)" 4/4(075) 1(1)_ 11/4(1.25) • 1V2(15) WOOD SCREWDIAMETER, DOn) 0.242 0242 0242 0242 0.242 0242 S = 0.55 SouthernPine Mixed Maple ZObsJ 140 175 210 219 227 238 G = OSO Douglas Rr4arch(I« Z(lbe.) 140 175 209 212 220 232 B = O46 Dougtas Rr(S),H«m-3r(N) ZObs;) 140 175 202 205 214 226 G-O.42Spruce Pine Rr ZObs.) 140 175194 198 206 218 Go 0.37 RedwoodOpen Grain Z(lbs.) 140 175 182187 196207 G.OJ8Western Woods Zflbs.) 140 175 180185 194 205 Fe = ZJBSO pal (18 MPa) (Redwood Open Grain Side Member) 6 = OJ5S SouthernPine Mixed Maple Zflto) 111 138 166 200 204 212 G » 0.50 DouglasFl March (N) ZObaJ 111 138 166 195 199 207 G =O46 Douglas Fir<S).Hem-flr(N) Zflbs.) Ill 138 166 189 194 202 GoO.42Spruce Pine Fir ZObs.) Ill 138 166183 188 195 G = o.37 RedwoodOpen Grain ZflBS.) Ill 138 166 174 179 187 G = O36Western Woods Zflbs.) Ill 136 166 172 177 185 | >5, =2,650 pal (17 MPa) (Western Woods Side Member) HEEL SIDE PLATE,ts|(in.) ,V2(0.5) ^8(0625)3/4(075) 1(1)|l«/4(125) ll/2(l-5) WOOD SCREWDIAMETER, OOn.) 0242 0242 0242 0.242 0242 0242 G* OSS SouthernPine Mixed Maple ZObs.) 106 133 160 198 201 208 G» 0.30 DouglasFlrHarehW ZOba) 106 133 160 192 196 203 G a 0.46 Douglas Fir(S).Hem-d?(N) ZObs.) 106133 160 187 191 198 G = O.42Spruce Pine Rr Z(lbs.) 106 133 160 181185 192 G-O37 RedwoodOpen Grain ZObs.) 106133 160 172 176 184 G = OJ6Western Woods Zflbs.) 106 133 160170 175 182 VSl 1 inch s 25 4 mm, 1 lb =445N abulated lateral design values (Z) for wood screw connections shall be multiplied by all applicable adjustment factors mlated lateral design values (2) are for cut-thread wood screws inserted in side gram with the wood screw axis perpendicular to wood fibers, and with a wood screw :ndmg yield strength (Fvb) of 219,000 psi (1.5 MPa) I I I I I I I I I I I I I I I I I I I I I I TABLE 7—CUT THREAD WOOD SCREW DESIGN VALUES (Z)1-2 FOR SINGLE SHEAR (TWO MEMBER)CONNECTIONS WITH STEEL SIDE PLATES OF VARIOUS TENSILE3 STRENGTHS ASTO GRADE STEEL PLATE F, =(=^ = 55 kBjpTBMPa) STEEL SIDE PLATE,Is(In.) 3 gage (0.239) 7 gage (0179) 10 gage (0134) 11 gage (0 120) 12 gage (0 105) 14 gage (0 017) 16 gage (0 060) 18 gage (0 048)20 gage (0036) 22 gage (0030) WOOD SCREWDIAMETER, O(In.) 0.242 0242 02420242 0242 0.242 0.242 0.242 0.242 0242 G = OJSS SouthernPine Iflxed Maple Zflbs.) 370 350341 339 337 336 336 336 338 338 G = OJSO Douglas Fir-larch (N) Zflba) 343 325 315 313 311 309 309 310 311 311 O =O.46 Douglas Fir(S),Hero-flr(N) Z(lbs.) 310296 290 288287 286 287 287288 289 0 = 0.42Spruce Pine Fir Zflbs.) 298 281 272 270 268 266 266 266 266 264 B a O37 RedwoodOpen Grain Zflbs.) 269 253244 242 240 238 238 238 238 238 G = 036lAFostent WMK Zptw.) 264 248 240 238 236 234 233 233 233 234 ForSl 1 inch = 25 4 mm Hb=445N 3Tabulated lateral design values (Z) for wood-screw connections shall be multiplied by all applicable adjustment factors. 4TabuIated lateral design values (Z) are for cut-thread wood screws inserted in side gram with the wood-screw axis perpendicular to wood fibers, and with a wood si bending yield strength (Fj*) of 219,000 psi (1 5 MPa) tabulated lateral design values (Z) are based on dowel strength (Fc). TABLE 8 EMBEDMENT SCHEDULE I 13.4 TWE A 8c 0 ROD OH. 7/r ^^f^ffi i/r EMBH1I6HT DEPTH «•w»• 3f AU0MIEUPUFT-no MsrecnoR KOUREO -IMF SffiESS KB3Iwas l%3S3f 2%333f 1 NOAM. WBGHT CONCREIE WH nxSW P3 MMMML 2. BIO DEWHCE B 4 MCH NNMUH. FOR UBSER EDGE OBBNCE.SUPPIBEMm. AWUS5 S RDUISD OR BfMO ANCHOR BUT 19 MAX. J. NO SPECW. MSFECIION S ftSOKO. 4. EU8EDMNT DBTH IMT VMr PER ENGBEBt Of RECORD. HARDY FRANE ALLOWoU SHEAR REDUCTION FACTOR V HFB52HHFB48H HF8SW HFB80H HF932HHFB48H HF964H HF980H HFJOJ2H HFI048H HF1064H HTIOBOH 0.77 0.78 0.74 0.73 0.750.74 0.73 0.71 0.73 072 0.71 0.70 KTB32 HFB48 HFBS4 HFB80 KF932 HF945 HFW4 HF980 HF1032 HFI048 HF106+ HF10BO HF1I48 HniSi HF1160 HT1264 HF1280 HH3S4 HF13K) 0.7S 074 0.73 0.71 0.73 0.72a?i 0.70 a?iaTiasd O.K 0£9 OLE8 NOT AUIMED NOTAUOMED NOTAULOWD NOT ALLOWED NOT ALUWED 1 hch - 154 am 1 foot - 3043 mm 1 bf - 4448 N BM11$ SNUO-TKM1H NO SPACE BEIKEM FDU0A1BKSU. PUUE AW HARDY FRAMEAND OOUPIEIE N1H ONE Full TURN REMF CORNER •7/tr» A1UHREAD ROD f* T PLAIEMSNER •AOO TOP * BOTTOM DEBAR H fOOTWS. ENBMEER Of RECORD ID DESIGNFDR ovonwwmc POHCE. AU. THREAD ROD BENT 15" AT EXTERIOR MIL FODTKt STRAIGHT AT NTEJBQR «MLL fOOTWC. PUTE WASHER WDOU8LE NU15OR TACK HOD TO ROD DEEPEN FTC. AT ANCHOR' BOUS AS REQURED TOP a 80TTOH REBAR GOD 3--0* PAST EACH SBE Or IRAIC EWOIEER OF RECORD TO DESCN RR OVERTURNMC FORCE. SECTION A.B. EMBEDMENT DETAIL FIGURE 1 Idye o ui 11 I I I !/*"• x f UMC woo sons PERSCHEME BY EKQNEER OF RECORD TO CHECK ITS REQUIRED UNLESSCOHKEC1WO TO FRAUE ABOVE. •/«'• X f tONC HOOD SCREWS KB SCHEDULE BY ENGWEBt «F RECDRO TO CKEOC UltRAL SUPPORT AT TV OF FRAME BY ENGMED) OF RECORD TO CHECK \ DEEPEN FIG: AT ANCHORBOLTS AS REDURED 1YP -2x STUDS O If OC. -7/ft A1UHREAO ffiOw/t/Tx r< rPLATE WASHER SEEBOS) SCHEDULE -ADO TW ft BOTTOM DEBAR EXTENDS-tf PAST EACH SDE FRAUE,BIGnSR OF ttEOORD TO OESKNFOR OVERIUnWC FORCt 9/3T» HOLES FORi/v» x r SCREWS OR EOUAL O EA. END OF PAWX 7/B'» OR 1-1/8V ALL THREAD BOOw/i«-, r. r AW TOP ft BOTTOU RSBAR—' EXTEND 4-0* PAST EACH SHE OF fRAUE ("RAP AT COMER) EHQHEER OF RECORD TO DESIGNFOR OVEftTUWMC FORCE. HARDY FRAME SINGLE STORY MONO POUR aoOR / FTG HARPY PANELS ( PB18. P918 ft P1018 t ftaatooBSCREWS pot SOHEDULEar EHGMEER OF RECORD TO CHECK 2» STUDS o isr o.c. • « r LONG WOO =SCREWS PER SCHOHIlfBY EHCHCER OF RECORD TO CHECK _. fl/KUTS ft VASKERS SIZEBY ENOKEER or RECORD TO CHECK F8AIIE fXOJOUPPER FRAME TIP BY EHGnCER OF DECORD TO CHECK 2-2> CONT.TOP PLATES ^ff^fft_• _:. • 44Vi_,*n ^^tr^t- OECPEN FTC. AT ANCHORBOLT ASREOURED 7^feTYI>-TOP ft BOTTOU REBAR EXTEND S-tr PAST EACH 9DE fRAUE. !/*• » J LOHG«KOSCREWS PER SCHEDULEBY ENCMEER OF RECORD TO CHECK IKK. « ISKERfUIEroHu un •SUPSOH AJ5F OR EOUAL PER PUN ar EHQNEER OF RECORD TO CHECK i/4-< x r LONG mnoSCREWS PER SCHEMEBY ENCMEER OF RECORD TO CHECK fa RBI BETSffl FRAUEEXTEND 6* PASI THE UPPER FRAUETYPICAL » ALL-mSEAOB/KUTS ft BASHERS 92E8T ENOHEER OF KECOHO TO CHECK i/ft x r LONG mooSCREWS PCS SCHEDULEBY EHQHEER Of RECORD R> CHECK 2i STUDS O 16* O.C }/«'•« ID* AKCHOR BOLTSH/CUT WASHERS 7/fft ALLTHREAD ROD*!«•» 3T. fPUTE WASHER SEEEMBED SCHEDULE !l TOP ft BOTTOU REBAR EXTEND1-0 PAST EACH SIDE FRAUE.EHONEER Of RECORD ID OESCHFOR OVERTURKKC FORCE. FOR OVERTURKNC FORCE. HARDY FRAMES 2-STORY STAGGERED HAROV FRAUrS 2-STORY STACKED FIGURE 1—(Continued) I I I I PFC-5 I I I I I I I I I I I I I 3 ^ HARDY H84H. H94H It H1J1 FOR C3 5'X15'XI2 « J,rI I!T F JM V 3 I/I". /Z"-»2*j|l/i?<*f~j > i 14CA.10 >OST HARDY :-SECT!ON FOR 15'X15"XI4 G 1 ' 1LT F n r 1 >OST USE SECnON A4_ SE ^ 9flr»m£f<x-^t/f« MOOD SCREW 9/Sft HOIE FOR ( I/ ft WOO SCREW \ 7/B-« HOES s. \ 0 Z-f O.C. ^\FROM BOTTOM A. If t 3%'x J/< 1«- v WASHER PLATE \ OPTIONAL > f* 3'A'. V.- MCWASHER pureEACH SIDE 1 3/f . C-"r PLA) HARDY P^ | C' JV1 ii e 4 V U- k " IF DON *~ V-- ^^ *, \ . if //I-& EH AT BASE •JELS -1 a — a : -s;ni 12GA, 'sla _>-9/3z • HOLE ran • • WCA. (ONE PIECE) ^>-9/M'» HOLE FOR ff^ l/4"» HOOD SCREW «k '/,•• IEEP HOLESTYP BOmSOES1S/I6"«« 1 1/2" SLOT HP OF (2), TOP 4 BOD jt,,3x,.-L.,/r (G) (7/8"0 ANCHOR OR 1-I/8"0 ANCHOR) FIGURE 1— (Continued) I I I I r I I I I I I I I I I I I I I I iu ui it MLSEAUS '/« « MB" HOES TIP B01HSCES *^ PLAN VIM AT BASE HARDY DIAGONAL FRAMES (H-1) FOR 3 & S3 S'X1« CA TUBE SECTION PLAN VIEW AT BASE HARDY DIAGONAL FRAMES (H-2 FOR C3 5 X3.S~X)Z CA C-SECHON FIGURE 1—(Continued) I I I I I I I I I I I I I I I I I I Page 11 of 11 PFC-53 HARDY l/4'a X r LONG WOO SOWS PER SCHEME BY CHOKER Of RECORD TO CHEW ROOFSCEIINC _-(KSO A»fl BYENGMEER OF RECORD roCHECX l/« « X r LONG «OCO SCHEK PER SCHEDULE BY ENCMEER OF RECORD TO CHECK -I/4'O X 3 LONG DDDD SOSSS PER SCHEDULE BY ENONEER OF RECORD TO CHECK DETAIL.DETAIL 21 eufc e «-o" oc. (UN.) BY ENONEER OF RECORD to CHECK CON! DOUaE TOP PLATE Hiatt nuts. BEUW DETAIL OCBO iuu) BY ENGMED) OT RECORD TO CHECK l/4'« X 3 LONG MOD SCREWS PER SCHEDULE BY ENONEER Of RECORDTO CHECK HVWJY WAME ABOVE I/ft X 3* LONG »000 SCREVS PER SCHEDULE BY ENBHtER OF RECORD TO CHECK SB1P5ON A3SP PERPUW (1C81)|5J|3) BY EHONEER OF RECORD TO CHECK SHEEBN FIGURE 1—(Continued) 1 1 , LOAD SUMMARY LATERAL DYNAMIC LOADS 1 1 1 WIND LOADS Method II Exposure C P = CeCq qs Iw P height = (psf) P 0-15 = P 15-20 = P 20-25 = P 25-30 = = Ce Cq qs Iw 174= 106 13 126 1 185= 1 13 13 126 1 195= 1 19 13 126 1 20 1 = 1 23 13 126 1 SEISMIC LOADS 1 1 Zone Soil Type Sd V=30CaIW/l 4 SIMPLIFIED DESIGN BASE SHEAR UBC 1630 2 3 f = E where Ca = 44 Na V= E/l 4 (Working Stress Design) Na = 133 (near source fault zone map) V = (coefficient) W= 3 Ca I W/ 14 R 1 1 I 1 1 1 1 1 V =0 279 W = 30 5852 1 W/ 14 45 LEVEL wi(psf) hi (ft) wihi % vi(psf) Ai(mam) V(mam) 3 2 1 000 0 00 000 OOP 0 00 8 85 17 150 4 061 1272 464 5903 1 1198 8 959 039 811 1252 101515 2083 2463 100 2083 1716 160545 where w3= V x roofdl+ clgdl+ l/2wall= (psf) 0279 0 0 0 OOP w2= V x roofdl+ clg dl+ 1/2 wall = (psf) 0279 2275 0 9 885 wl= V x floor dl+ walldH- = (psf) 0279 25 18 1198 sc 2 story addition Castaneda Bergerl Page 4 I LATERAL DESIGN1 1 1 1 1 1 1 Engineer MVP Project Castan/Ber sfr Structural Calculations Project ID. Castan/Ber sfr SC 000 Date 7/26/04 Page 0 ANALYZE CONTROLLING FORCES AND AXES AXIS Awmd 1 Pwmd = Vwmd Vseismic h (avg) Control front-back 25 15 173628 651105 25 5 185094 2313675 25 1 194922 487305 0 0 20 1474 0 931203 16054548 SEISMIC left-right 13 15 173628 3385746 13 5 185094 1203111 13 1 194922 2533986 0 0 20 1474 0 48422556 16054548 SEISMIC WIND DESIGN LOADS_ 1 1 NOTE Addition shall be designed with lateral independence from mam house 1 1 1st story elev Start elev Stop 1 I delta h psf PLF 4 13 9x 173628= 1562652 1 1 • 1 1 1 2nd story elev Start elev Stop delta h psf PLF 13 15 2x 173628= 347256 15 20 5x 185094= 92547 20 21 1 x 194922= 194922 0 3rd story elev Start elev Stop TOTAL 0 Ox 20 1474 = 0 delta h psf PLF Ox 194922= 0 Ox 20 1474 = 0 | l?|ft | 30303plf PageS 1 LATERAL DESIGN DESIGN SHEAR WALL | Level - Line = 1 Tributary IK v wind — m v seismic = WIND C0A 1 _ Shear wall I • therefore v • UPLIFT wall or wall Iwall or wall resisting moi resisting mot B resisting moi • OTM = RM = 1 UL = B NOTES 2 1 ne width = 12 5 ft Tributary line length = 10 5 ft 146 7648 plf x 125= 1834 56 # 12 72 psf x 125 x 105= 1669 7781 # 'TROLS ensths - 4 0 0 + 0 0+ 0+ 0+ 0 4 from above 1= 183456+ O/ 4 458 64 plf select wall # 15 @ 1 430jper attached shear wall schedule ok<l% pier design height = 8 ft pier design width = 4 ft nent tributary design width #1= 2ft @ 21 psf roof nent tributary design width #2= 9ft @ 18 psf wall nent tributary design width #3= 0 ft @ 0 psf 458 64 plf x 8 ft x 4 ft = 14676 48 ft Ibs 2 ft x 21 psf + 9 ft x 18 psf + Oftx 0 psf | x 4ftx 2ft 1632 ft Ibs rOTM - 2/3 (RMWwidth = 3397 12 # select holddown- CMSTC16 @ 469Qp Page 6 I LATERAL DESIGN1 DESIGN SI 1 Level = Line = • Tributary lu v wind — v seismic = • SEISMIC C 1 Shear wall I 1 • therefore v I UPLIFT wall or wall • wall or wall resisting moi resisting moi • resisting moi — OTM = ™ RM = 1 UL = 1 1 NOTES 1 1 1 BEAR WALL 2 A n& u>r///Jf — 1O Sift TrrA»*/yr» Itvta tattfrlh — *?S ft 146 7648 plf x 105= 1541 0304 # 1272psf x 105 x 25= 3339 5562 # ONTROLS eneths - 4 0 0 + 0 0 + 0 + 0 + 0 4 from above A = 3339 5562 + 0 / 4 834 88904 plf select wall # 20 @ 870|per attached shear wall schedule pier design height = 8 ft 3ier design width = 4 ft iient tributary design width #1= 2ft @ 21 psf roof nent tributary design width #2= 8ft @ 18 psf wall tient tributary design width #3= 0 ft @ 0 psf 834 88904 plf x 8 ft x 4 ft = 26716449 ft Ibs 2 ft x 21 psf + 8 ft x 18 psf + 0 ft x 0 psf 1 x 4 ft x 2 ft 1488 ft Ibs fOTM - 2/3 (RM)lAvidth = 643 1 1123 # select holddown. CMSTC14 @ 6490|#"" Page? I I I I I I I I I I I I I I I I I I I LATERAL DESIGN DESIGN SHEAR WALL Level = Line = Tributary la 1 A ie width = vmnd= 1562652 25|ft plf x Tributary line length = \ 25= 390 663 # 26]ft v seismic = 811 psf x SEISMIC CONTROLS 25 26 =527 03395 # Shear wall lengths - 4 + 0 + ft 4 + 0 0+ 0 from above therefore v A = 527 03395 + J 3339 6J/ 483 32924 plf select wall ; + 0 + 0 8 10 @ | 490|per attached shear wall schedule UPLIFT wall or wall pier design height = 8 wall or wall pier design width = 4 resisting moment tributary design width #1= resisting moment tributary design width #2= resisting moment tributary design width #3= ft ft 2 ft @ 21 16ft @ 18 2 5 ft @ 25 OTM = 483 32924 plf x 8 ft x 4 ft = RM = 2 ft x 21 psf + 16 ft x 2 5 ft x 25 psf | x 4 ft x 3140 ft Ibs UL = [OTM - 2/3 (RM)]/width = 3343 3006 # select holddown: @ psf roofdl psf wall dl psf floor dl 15466 536 ft Ibs 18 psf + 2 ft PHD2 3610 # NOTES PageS I I I I I I I I I I I I I I I I I I I LATERAL DESIGN Page 9 DESIGN SHEAR WALL Level = Line = 1 C Tributary line width = vwmd= 1562652 105|ft plf x Tributary line length = \ 105= 1640 7846 # 25lft v seismic - 811 psf x SEISMIC CONTROLS 105 25 =21284063 # Aiiear wait lensms - ^ -t- 0 + therefore v C = 21284063 H 186 89625 i UPLIFT wall or wall pier design height = 8 1 wall or wall pier design width = 25 1 resisting moment tributary design width #1= resisting moment tributary design width #2= resisting moment tributary design width #3= OTM= 18689625 plf x 8 RM = 8 ft x 21 p 105ft x 25 p 179531 25 ft Ibs UL = [OTM - 2/3 (RM)]/width = u + u 0+ 0 from above \- "25441/ )lf select wall : @ 1 Olcantilever pi t t 8ft @ 21 8 ft @ 18 105ft @ 25 ft x 25 ft = sf + 8 ft x sf ] x 25 ft x -3292 33 # select holddown. @ 0 1 o 25 1 sles psf roofdl psf wall dl psf 37379 251 ft Ibs 18 psf + 125 ft NA 0|# NOTES see attached computer calcs for cantilever pole design with moment pole embed into grade beam I I I I I I I I I I I I I I I I I I I LATERAL DESIGN Page 10 DESIGN SHEAR WALL Tributary line width = vmnd= 1562652 v seismic = 811 WIND CONTROLS Shear wall lengths — therefore v 1 UPLIFT 12 5 ft Tributary line length = 10 5 ft plf x 125= 1953 315 # psf x 125 x 105= 1064 2032 # 5 + 0 0 + 0 0 + 0 + 0 + 0 5 from above 1953315+ I835J/ 5 757 663 plf select wall : 9 both sides] @ | 980|per attached shear wall schedule wall or wall pier design height = 8 ft wall or wall pier design width = 5 ft resisting moment tributary design width #1= 2ft @ 21 psf ROOF resisting moment tributary design width #2= 18ft @ 18 psf WALL resisting moment tributary design width #3= 2 ft @ 25 psf FLOOR OTM = 757 663 plf x 8 ft x 5 ft = 30306 52 ft Ibs RM = 2 ft x 21 psf + 18 ft x 18 psf + 2 ft x 25 psfj x 5 ft x 25 ft 5200 ft Ibs UL = [OTM - 2/3 (RM)]/width = 5367 9707 # + 0 NOTES select holddown: HD84 4X @ 7460 # SSTB28 10100# I LATERAL DESIGN1 1 1 DESIGN SI B Level = Line = HEAR WALL 2 I 1 Tributary line width = 12 5|ft Tributary line length = 10 5 ft vwind- 146 7648 plf x 125- 1834 56 # 1 vseismic= 1272psf x 125 x 105= 1669 7781 # WIND CONTROLS \ • Shear wall I • therefore v UPLIFT • wall or wall wall or wall resisting moi _ resisting moi 1 resisting mor • OTM = RM = 1 • UL = | NOTES 1 1 1 eneths - 2 + 0 + 0 + 0 6 + o + o + o from above 11- 183456+ 0|/ 2 91728 plf select wall : HF 8 24 1-1/8 @ |28 15 plf |per attached ICBO # !PFC 5342 pier design height = 8 ft pier design width = 2 ft nent tributary design width #1= 2ft @ 21 psf ROOF nent tributary design width #2= 8ft @ 18 psf WALL nent tributary design width #3= Oft @ 12 psf FLOOR 91728 plf x 8 ft x 2ft = 14676 48 ft Ibs 2 ft x 21 psf + 8 ft x 18 psf + Oft x 12 psf| x 2 ft x 1 ft 372 ft Ibs OTM - 2/3 (RM)]/width = 721424 # select holddown: HF TYPE 'D' @ 25333j# 'ROVIDE 1 1/8" ALLTHREAD BETWEEN FLOOR PER ICBO # PFC 5342 Page 11 I I LATERAL DESIGN Page 12 1 1 • DESIGN SHEAR WALL Level = ILme = 1 1 1 Tributary line width - 1 2 5 ft Tributary tine length - 1 0 5 |ft v wind = m v seismic = m WIND CO!\ I Shear wall I therefore v 1 UPLIFT • wall or wall wall or wall resisting moi • resisting moi resisting moi I OTM = • RM = | UL = 1 NOTES 1 1 156 2652 plf x 125= 1953 315 # 1198psf x 125 x 105= 1572 725 # 'TROLS eneths ~ 2 + 0 + 0 + 0 0+ 0 + 0+ 0 from above 11 = 1953315+ 1835|/ 2 18911575 plf select wall: HF 8 24 1-1/8 @ |2815 plf |per attached ICBO # PFC 5342 pier design height = 8 ft pier design width = 2 ft nent tributary design width #1= 2ft @ 21 psf ROOF nent tributary design width #2= 19 ft @ 18 psf WALL nent tributary design width #3= 2 ft @ 25 psf FLOOR 18941575 plf x 8 ft x 2ft = 30306 52 ft Ibs 2 ft x 21 psf + 19 ft x 18 psf + 2ft x 25 psf I x 2 ft x 1 ft 868 ft Ibs [OTM - 2/3 (RM)]/width = 14863 927 # + 0 select holddown: HF TYPE 'D' @ 25333|# PROVIDE 1 1/8" ALLTHREAD BETWEEN FLOOR PER ICBO # PFC 5342 I FRAMING DESIGN Page 13 I Engineer MVP Project Castan/Ber sfr Structural Calculations Project ID Castan/Ber sfr SC 000 _ Date 7/26/04 • Page 0 See Attached Computer Calcs ROOF Member Length Load Type WDL WLL Spec/RedesignI I I I I I I I I I I I I I • sc 2 story addition Castaneda Bergerl / p 7 7 . I - 1997 UBC BEAM CALCULATIONS Page 14 • Engineer MVP Project Castan/Ber sfr Structural Calculations Project ID Castan/Ber sfr SC 000 • Date 7/26/04 Page 0 — SEE ATTACHED COMPUTER CALCS I I I I I I I I I I I I I I sc 2 story addition Castaneda Bergerl 1 I STEEL BE PROJECT SUBJECT BY AM DESIGN PAGE DATE I No Axial • Load DESCRIPTION _ ALLOWABLE STRESSES • > Fy - Yield = 36 ksi > Duration Factor = 1.00 |> SIMPLE BEAM ANALYSIS 1 Shall Live Load Be Skip-Loaded *> FIXITY CONDITION § LEFT SUPPORT . • CENTER SPAN = 25 ft CENTER SPAN LOADINGS 1 Uniform Loads #1 Dead Load = 0 414 k/ft Live Load = 0.338 k/ft ff2 Dead Load = 0.263 k/ft • Live Load = 0.49 k/ft Point Loads | #l D L = 0 942 k L L. #2 • D L = Ok L.L #3 '• D L = Ok L L. - #4 D L = Ok LL 1• CANTILEVER SPAN LOADINGS Uniform Loads . | #l Dead Load = 0 k/ft Live Load = 0 k/ft 1 Point Loads • #1 D L = Ok L.L. #2 D L = Ok LL • PRE-CALCULATED MOMENTS & SHEARS > Moment Btwn Lat Suppports= | > Moments @ Lateral Supports/Ends @ Left Lateral Support = I @ Right Lateral Support = STEEL SECTION SELECTED ---> II QTTMMARV fYR t^TRT7<;<x'B1«i - -o UIYljyj Alt I \Jr o I ItJCiOOI-jO Max Center Moment= 69.621 ft-k > UNBRACED LENGTH > Bm Wt Moment7 Y=l N=0 Y = 1, N = 0 Pinned = 1 , Fixed = 2 - RIGHT CANTILEVER SPAN X-Left X-Right X-Left X-Right = 0 308 k X-Dist 0 k X-Dist 0 k X-Dist Ok X-Dist. X-Left X-Right Ok X-Dist 0 k X-Dist 24 ft 1 > 0 <- > 1 <- 0 ft 0 ft 14 ft 14 ft 25 ft 14 ft 0 ft 0 ft 0 ft 0 ft 0 ft 0 ft 0 ft (Governs over Simple Beam) 0 ft-k Max Shear » Note- Pos Sign 0 ft-k Values of 0 ft-k indicate curvature Max. Moment @ Left =Max. Moment @ Right= = 0 kips = Clockwise same sign double , 0 ft-k0 ft-k 1 1 1 1 1• > 1 1 1• 1 1 1 • 1 1 1- MAXIMUM MOMENT = 69.6 ft-k S-xx Required Allowable Moment = 106 5 ft-k S-xx Supplied = f-b Actual = 15.53 ksi f-v Actual F-b Allowable = 23 76 ksi F-v Allowable % of Max Stress 65 4 % % of Max Stress = ROLLED SECTION DATA » Built-Up Section Being Ui SELECTED STEEL SECTION — I x x — Section Area = 0 m~2 S x-x = Section Weight = 00 #/ft r . x-x = Overall Depth = 0 in I : y-y = Web Thickness = 0 00 in S y-y Flange Width = 0.00 in r y-y = Flange Thickness = 0 in d/tw = bf / 2tf = 0 00 r-T Web Area = d * tw = BUILT-UP SECTION DATA > Total Depth = 9 98 in Section Weight = > Top Flange Width = 10 in Section Area = > Top Thickness = 0 56 in I x-x = > Bot Flange Width 10 in I y-y = < > Bot Thickness = 0.56 in S . Top = > Web Thickness = 0 34 in S • Bottom = r-T Flange = COMPACT SECTION CRITERIA 1.5 1 4 1 1 OK for all shapes herein designed 1.5 1 4.1.2 : Width/ Thickness Ratio of Flange Actual bf*t/2 = 89 Allowable bf*t/2 = 10 8 Fb . Allowable = 1 5 1 4 1.4 Depth/ Thickness Ratio of Web Actual . d/tw = 29 4 Allowable d/tw = 106 7 Fb . Allowable = LATERAL BUCKLING CRITERIA A ISC.. 15 14. 1.5 Cb = 1 00 Lb . Unbraced Length = Lb / rT = 104 14 Bo = 102 , 000*Cb/Fy" 5 = Lc= Mm (Lcl,Lc2) = 10 56 ft Lcl= 76 * bf / Fy'.S = Lu= Max(Lcl,Lc2,Lul)= 25.98 ft Lc2=20 , 000*Af/(d*Fy) = Lul= Bo * rt (Cb~ 5) = Fb-1 = Fy * [ 2/3 * Fy * (Lb/rT)"2 / (1,530,000 * Cb) ] Fb-2 = 170,000 * Cb / [ ( Lb/rT ) '2 ] Fb-3 = 12,000 * Cb / [ Lb * (d/Af)) ] <= 6 Fy 35 2 in"3 53 8 m"3 3 16 ksi 14 40 ksi 21 9 % i sed 0 -t T\ "* Ain 4 0.0 m"3 0 00 in 0.0 m~4 0 0 m*3 0.00 in 0.00 0 00 in 0 0 in"2 48 3 #/ft 14 2 m"2 268 m~4 33 362 in"4 53 8 in"3 53 8 m"3 2 77 in 24 0 ksi 24 0 ksi 24 0 ft 53 23 10.56 ft 25.98 ft 12 27 ft 14.81 ksi 15 68 ksi 21 60 ksi CASE 1 Where Lb <= Mm (Lcl,Lc2 ) > Fb = 66 * Fy = 0 00 ksi I I I I I I I I I I I I I I I I I I I CASE 2 Where Lc < Lb <= Lu -and- Lb/rT <= Bo ---> Fb = 60 * Fy = 0 00 ksi CASE 3 Where Bo <= (Lb/r-T) < Bo * 2 236 ---> Fb = Max (Fb-l,Fb-3) <=.6Fy = 21.60 ksi CASE 4 Where Lb/r-T > Bo * 2 236 > Fb = Max (Fb-2,Fb-3) <= 6Fy = 0 00 ksi MAXIMUM REACTIONS ( Skip Loading Considered If Specified ) Dead @ Left = 5 83 k Dead @ Right = 5 01 k Live @ Left = 4 73 Live @ Right = 5 70 10 56 k 10 71 k DEFLECTIONS Center Span X-Distance For Deflection = 12 5 ft CENTER SPAN @ 'X' CANTILEVER SPAN @ End Dead Load = 0 524 in Dead Load = 0 000 in Live Load = 0 481 in Live Load = 0 000 in Total = 1 006 in Total = 0 000 in 1 r|V * 4 ££><!>*»;* 3t177 / •^ =5* f"^ 4^6^- > x V x -f x ^X/D y- >E 1 1 1 1 1 1 1 1 1 1 • 1 1• 1 1 1 1 1 V > Hot Flange Width = 6 > Bot Thickness = 05 > Web Thickness = I in S X-X = 33 6 in'3 in I Y-Y = 19 m~4 in S Y-Y = 62 in~3 rT - Flange = 1 45 in DETERMINE ALLOWABLE BENDING STRESSES X-X AXIS 151412 bf / 2 tf 151414 d/tw Fb = 24 0 ksi Fb = 24 0 ksi 151415 Lateral Buckling Fb = 21 6 ksi X-X AXIS - Y-Y AXIS 1 51 4 1 2 bf / 2 tf Y-Y AXIS - DETERMINE ALLOWABLE AXIAL kx*Lux/rx = ky*Luy/ry Cc= (2* pi"2 *E/Fy)~ 5 = Allowable Axial Stress X-X Axis = 19 99 Y-Y Axis = 15 00 F'ex = 12 * pi"2 * E / F'ey = 12 * pi~2 * E / f-bx = 13 64 f-by = 0 00 C-mx = 0 85 COMBINED STRESS CHECK Formula 1 6 - la Formula 1 6 - Ib Formula 16-2 ALLOWABLE STRESS • F-bx * LDF = 21.60 ksi Flanges Fb = 27 0 ksi ALLOWABLE STRESS F-by * LDF = 27 00 ksi STRESSES 29 2 Actual Axial Stress = 0 77 ksi 83 1 fa / Fa =0 051 126 10 ksi ALLOWABLE Fa * LDF = 15 00 ksi 1ksi *~ (23 * (kLux / rx) "2 ) * LDF = 175 ksi (23 * (kLuy / ry) "2 ) * LDF = 22 ksi ksi F-bx = 21 60 ksi ksi F-by = 27 00 ksi C-my = 0 85 0 590 <= 1 00 0 667 <= 1 00 0 682 <= 1 00 1 1 1 1 1•V 1 1 1 •1 1 1 •1 s DESCRIPTION ^\^ ALLOWABLE STRESSES > Fy Yield > L D F > UNBRACED LENGTHS X-X Axis Y-Y Axis DESIGN DATA > MAX AXIAL FORCE = PROJECT SUBJECT BY PAGE DATE TEEL COLUMN DESIGN **.< 36 1 8 8 10 71 > MOMENT @ TOP of COLUMN X-X Axis Y-Y Axis > TRANSVERSE MOMENT X-X Axis Y-Y Axis - L)llo 1 UN oUMMAKY Formula 16- Formula 16- Formula 16- ROLLED SECTION DATA SELECTED STEEL Section Area Weight per Foot Overall Depth Web Thickness Flange Width bf Flange Thickness 0 0 0 0 la Ib 2 NOTE SECTION 0 0 0 = 0 00 0 0 3 X ^7'U> ksi > SIDESWAY RESTRAINED Y= X-X Axis Y-Y Axis > EFFECTIVE LENGTH FACTOR ft " k " X-X Axis ft " k " Y-Y Axis kips > Eccentricity X-X = > Eccentricity Y-Y = 1 N=0 0 0 1 1 0 in 0 in > MOMENT @ BOTTOM of COLUMN ft-k X-X Axis Y-Y Axis MAXIMUM DESIGN MOMENT ft-k X-X Axis Y-Y Axis 0 769 <= 1.00 0 861 <= 1 00 0 887 <= 1 00 Built-Up Section Being Used 38 17 ft-k 0 38 2 ft-k 0 0 ii > DEPTH CLASS = in in~2 S-XX Section Mod ft Radius of Gyration = in S-YY . Section Mod in Radius of Gyration = in r-T in bf / 2tf d / tw 0 0 in"3 0 00 in 0 0 in~3 0 00 in 0 00 0 00 0 00 BUILT-UP SECTION CONSTANTS > Total Depth > Top Flange Width> Top Thickness 10 = 6 =0.3125 in Section Area = in Section Weight =in I X-X 9 6 in~2 32 7 #/ft 131 iiT4 I I I I I I I I I I I I I I I I I I I > Bot Flange Width = 6 in S X-X = 26 2 in"3 > Bot Thickness =0 3125 in I Y-Y = 11 in"4 > Web Thickness = 0 625 in S Y-Y = 38 in"3 rT - Flange = 1 41 in DETERMINE ALLOWABLE BENDING STRESSES X-X AXIS 1 5 1 4 1 2 bf / 2 tf Fb = 24 0 ksi 151414 d/tw Fb= 24 0 ksi 151415 Lateral Buckling Fb = 21 6 ksi X-X AXIS - ALLOWABLE STRESS F-bx * LDF = 21 60 ksi Y-Y AXIS 1 51 4 1 2 bf / 2 tf Flanges Fb = 27 0 ksi Y-Y AXIS - ALLOWABLE STRESS . F-by * LDF = 27 00 ksi DETERMINE ALLOWABLE AXIAL STRESSES kx*Lux/rx = 26 0 Actual Axial Stress = 1 11 ksi ky*Luy/ry = 88 0 fa /Fa =0 077 Cc= (2* pi~2 *E/Fy)~ 5 = 126 10 Allowable Axial Stress • X-X Axis = 20 21 ksi ALLOWABLE Fa * LDF = 14 44 ksi Y-Y Axis = 14 44 ksi F'ex = 12 * pi'2 * E / (23 * (kLux / rx) ~2 ) * LDF = 221 ksi F'ey = 12 * pi~2 * E / (23 * (kLuy / ry) "2 ) * LDF = 19 ksi f-bx = 17 49 ksi F-bx = 21 60 ksi f-by = 0.00 ksi F-by = 27 00 ksi C-mx = 0 85 C-my = 0 85 COMBINED STRESS CHECK Formula 1 6 - la = 0 769 <= 1 00 Formula 1 6 - Ib = 0 861 <= 1 00 Formula 16-2 = 0 887 <= 1 00 USE UBC STANDARD FOOTING WIDTH FOR ALL CONTINUOUS FOOTINGS USE (2) #4 Top and Bottom for all standard continuous footings ALL FOOTINGS SPECIFIED ARE OK WITH 1000 PSF MAX PER UBC W/O SOILS REPORT SEE ATTACHED COMPUTER CALCS FOR GRADE BEAM CHECK AND MOMENT FRAME FOOTING CHECKS WITH REGARDS TO SOIL BEARING STRESSES I FOUNDATION DESIGN Page 15 • Engineer MVP Project. Castan/Ber sfr Structural Calculations Project ID Castan/Ber sfr SC 000 • Date 7/26/04 Page 0 See Attached Computer Calcs I I I I I I I I I I I I I I • sc 2 story addition Castaneda Bergerl I I I PROJECT SUBJECT BY PAGE DATE I CONCRETE BEAM DESIGN DESCRIPTION grade beam strength I I I I I I I I I I ALLOWABLE STRESSES > Fy > f'c > X max of X-bal a= X * kl kl ~Z~ Reinf Dist = '> SIMPLE SPAN ANALYSIS UNIFORM LOADS #1 Dead Load = Live Load = Short Term = #2 Dead Load = Live Load = Short Term = POINT LOADS 40,000 psi 2,500 psi 0 75 % 0.85 191 8 > Nature of Short Term 1 = Seismic > 2 = Wind > Combine LL w/ Short Term *> Yes=l, No=0 ---> #1 #2 #3 #4 Dead . Dead Dead Dead = 0 k 0 k 0 k 0 k 0 k/ft 0 " 0 " 0 k/ft 0 " 0 " Live Live Live Live BEAM SPAN X X X X 0 ft Left Right Left Right SIMPLE SPAN MAXIMUM MOMENTS & SHEARS 0 k Short Term X-Dist 0 k Short Term X-Dist 0 k Short Term X-Dist 0 k Short Term X-Dist Ms - Dead Load Ms - Live Load Ms - Short Term Ms - Beam Wt NA ft-k Max Vu @ Left NA ft-k Max Vu @ Right = NA ft-k > Include Bm Wt Moment9 NA ft-k Yes => 1, No => 2 0 ft 0 ft 0 ft 0 ft 0 k 0 ft 0 k 0 ft 0 k 0 ft 0 k 0 ft NA kips NA kips 1 PRE-CALCULATED MOMENTS & SHEARS (Governs over Simple Span when used) • M-DL Service M-LL Service • M-ST Service r\.TT«*™« T /""IH.T *~«T T\Jl\A A T>\7- L»ttDiuiM auiririfiivi Mn Mu/Phi AS As Max Vu (A ft T T^ f-fAC I Eq = = •— 0 ft-k 0 ft-k 38 17 ft-k V-DL V-LL V-ST MAXIMUM MOMENT CAPACITY = MAXIMUM APPLIED MOMENT = Tension Area Provided = Max Max. 9 1-1 , Allow Area —Factored Shear = 2 9 O O /™iv»«~i- — -* r?« —, & y-o enCUK.CU rui Service Service Service 61 61 0 80 9 3215 3 Maximum —= *•* ft-kips ft-kips in"2 in~2 kips ) 0 kips 0 kips 10 71 kips 1 1 1• DESIGN DATA I > TOTAL BEAM DEPTH = 24 in > Rebar CL to F 0 C > TOTAL BEAM WIDTH = 18 in d to Tension Steel > d'to Compress Steel = | TENSION REINFORCING COMPRESSION REINFORCING > Number of Bars = 4 > Number of Bars = 1 > Rebar Size = 4 > Rebar Size = B > Number of Bars = 0 > Number of Bars = > Rebar Size = 0 > Rebar Size = • Total Area = 0 80 in" 2 Total Compress Area = Max Allow Area = 9 32 in"2 . DESIGN FOR SINGLY REINFORCED BEAM• __ __ __ __ •• Ru = Mu / 9 b d"2 = NA psi Tension Reinf Req'd = m = fy / 85 f'c = NA1 Rebar Quantities % Reinf Req'd = NA ERR - #4 ERR Mm 200 / Fy = NA ERR - #5 ERR • Max Reinf % = NA ERR - #6 ERR Use » NA ERR - #7 ERR REACTIONS Not Applicable With Pre-Calculated Moments '• _ __ _ • Dead Load =00 00 Beam Weight =00 00 • Live Load =00 00 Short Term = 0.0 00 _ 0.0 kips 00k] 1• DEFLECTIONS Using Service Loads Only ' • Neutral Axis Position = 3 84 in Elastic Modulus =2 I Gross Section = 20736 m~4 Rupture Modulus = I Cracked Section = 2600 m"4 I Mcr Cracking Moment = 54 ft-k M s Service Moment = NA ft-k M-cr / M-s = I Effective = (Mcr/Mdl)"3 * Ig + ( 1- (Mcr/Mdl) "3) *Icr = B Deflection Location X-Dist from Left Support = Instantaneous Deflections Due To • Beam Weight = ERR in L/Defl = Dead Load = 0.000 in L/Defl Live Load = 0 000 in L/Defl m Short Term Load = 0 000 in L/Defl 1• FIND ACTUAL MOMENT CAPACITY - Mn • NEUTRAL AXIS 'X' = 2 24 in Compression in Cone 'a' = kl * X = 1 90 in Compression in Steel = 3 5 in 20 5 in 3 5 in 4 4 0 0 0 80 iiT2 ERR in" 2 - #8 - #9 - #10 - #11 LPS 9E+06 psi 375 0 psi NA ERR in" 4 0 00 ft ERR NA NA NA 72 8 kips -40 8 1 1 1 1 1• 1 1 1 1 1 1 1 1 1 1 1 ' ' TO '"DETERMINE Mn, USE Tension Steel Only Tension & Compress Steel MAXIMUM NOMINAL MOMENT - 'Mn1 T = Cc + Cs = 32 0 Mn = T * ( d - a/2 ) Mn = Cc (d-a/2) + Cs (d - d') 60 7983 ft-kips kips ANALYSIS FOR DOUBLY REINFORCED BEAM Find Maximum 'As1 For Ductile Failure Xbal d/(l-ey/.003)= 14 04 in Max 'a'= kl * X = 8.95 <= Comp Strain @ ~a' = 0 0020 in C-s Steel Force = 30 kips C-c Cone Force = 342 Max Tension Force = 373 kips Find Minimum 'As1 For Compression Xy= d'/(l-ey/ 003)= 6 48 in Ccy= 85 f'c b ay = 210 6 kips Csy=(fy-.85 'c)As'= 30.3 kips Ty = Ccy + Csy = 240 9 kips Max *X* = Max * X bal = 10 53 Steel Yield Strain = 0 0014 As Tension Provided = 0 80 MAX ALLOW As -tens ion Tension Force / Fy = 9 32 Steel Yield ay kl * Xy = 5 51 -> Asy = Ty / fy = 6 02 -> As Provided = 0 80 in in~2 in"2 in in"2 in"2 » COMPRESSION STEEL STRESS LESS THAN YIELD 1 1 1 1 1• C O M B I N DESCRIPTION DESIGN DATA PROJECT SUBJECT BY ED FOOTING DESIG > Allow Soil Press = 1000 psf > Short Term Factor = 1 > Soil Ht Over Ftg = 33 6 in > Nature of Short Term Load --> • " 1 1 1 ii , j 1; !•i > Do L L. Moment & Shear COLUMN #1 > AXIAL LOADS Dead Load = Live Load = Short Term = 10 > MOMENTS Dead Load = Live Load = Short Term = 38 COLUMN #2 > AXIAL LOADS Dead Load = Live Load = Short Term = 10 > MOMENTS Dead Load = Live Load = Short Term = 38 FOOTING DIMENSIONS --> > Dist Left of #1 = 1 > Dist Btwn Cols = > Dist Rt of #2 = 1 - MAXIMUM SOIL PRESSURE SU LEFT SIDE STATIC (Left of #1) SHORT TERM RIGHT SIDE STATIC (Rt Of #2) SHORT TERM > Fy Steel > f'c Concrete > Weight of Soil = l=Seismic 2=Wind 9 Act During Short Term9 Y=l N=0 0 kips 0 56 0 ft-k 0 17 0 kips 0 71 0 ft-k 0 17 NOTE 67 ft 24 ft 67 ft MMARY - • ( Pressures Include Footing & > Equiv Column Dim = > Col Base above TOP = > SHEARS Dead Load = Live Load = Short Term > Equiv Column Dim = > Col Base above TOF = > SHEARS Dead Load = Live Load = Short Term PAGE DATE N 40,000 2,500 130 1 1 6 0 0 0 4 77 6 0 0 0 4 77 psi psi pcf in in kips in in kips DATUM AT CENTERLINE OF COLUMN #1 Tot Footing Length = > Footing Width = > Footing Thickness = > Rebar CL to F O C = ACTUAL MAXIMUM PRESSURE ALLOW 355 1,000 psf 355 1,330 355 1,000 psf 442 1,330 Overburden Weight ) 27 34 18 24 3 5 FACTORED PRESSURE 497 372 497 494 ft ft in in psf psf i I I I I I I I I I I I I I I I I I I LOCATION OF RESULTANT Eccentricity of Resultant From Left Edge FACTORED UNIT SHEARS ONE-WAY SHEAR Allowable 2 * (f'c" 5) Applied Vu / 85 Left of Column #1 Right of Column #2 TWO-WAY SHEAR • Allowable 4 * (f'c~ 5) Applied At Column #1 At Column #2 Static Short Term = Kern Dist Service 0 00 ft 0 50 4 56 Factored 0 00 ft 0 64 4 56 STATIC 100 0 psi 0 0 psi 0 0 psi 200 0 psi -0 2 psi -0 2 psi SHORT TERM 100 0 psi 0 0 psi 0.0 psi 200.0 psi 6.0301 psi 6 1181 psi BENDING MOMENTS STATIC MOMENTS ( Neg Values => STEEL @ TOP OF FOOTING '' ) Mu @ COLUMN ft I Mu BETWEEN COLUMNS Mu @ COLUMN # 2 SHORT TERM MOMENTS Mu @ COLUMN ft I Mu BETWEEN COLUMNS Mu @ COLUMN ft 2 MOMENT 0 1 ft-k -2.1 ft-k 0 1 ft-k -0 1 ft-k 0 0 ft-k -0 0 ft-k Ru.Max (psi) 0 4 psi 5.5 psi 0 4 psi 0 4 psi 0 0 psi 0 1 psi As Req'd (per ft) 0 30 in'2 0 30 in~2 0 30 in"2 0 30 in"2 0 30 in'2 0 30 in~2 NOTE Max Moment is checked at 1/17 points between columns Mm. As = 0012 * Depth * 12" I I I ••-•• I I I I I I I I I I I I I I I I I I I 00 ^7 (9r~C f t L r * 1tx> * V-7,2-5 Z* *** ^ Zero £**) 95 ;,s 1 5, fT£4 s U00A I ^tXX^'^f " V • Kjy 3V £i««:*£eeK f $4*<*S*4* **"£AUA41E*^ e~ 4 t*~ -a ^HDC>^^ **$>o\qp &&eu ?LETOv*V&'V £>** £-LVt+Y>~ 3- Tft***4-&&ur 1~& 4A *?&LflV &u&e#-i^<t ^ei^utS V1^/H^^'»- >^3 $**•*^zj> e »*^ ^o-frT us^reie pi^t^rTM^ I m • • I • • • I I • I I I I O »-> \ ox Scu /JL o a 0 /•?.*< LL fr L L. I /« L o/\ 05 ro co^dLS A A M i / f 2. /-/ i 3-7(7 COVER SHEET Pagel DEVSERV REAL ESTATE DEVELOPMENT SERVICES STRUCTURAL CALCULATIONS Moment Poles at Addition Opening Berger Residence 2331 Dana Ct Carlsbad, CA 92008 for Joe Castaneda M V Paul Worland, MBA, P E Registered Professional Engineer CA# 49900 16-Jun-04 Project ID sc moment frame Castaneda Berger 25488 Rancho Barona Road Ramona, CA 92065 760 788 5869 m worland @att net sc moment frame castaneda 7ft i f /t* PROJECT SUBJECT BY •DATE STEEL COLUM DESCRIPTION ALLOWABLE STRESSES > Fy Yield 36 ksi > SIDESWAY RESTRAINED Y=l N=0 > L D F > UNBRACED LENGTHS X - X Axis Y - Y Axis = DESIGN DATA > MAX AXIAL FORCE = 8 ft 8 ft 9 5 kips > MOMENT @ TOP of COLUMN . X-X Axis = 0 ft-k Y-Y Axis = 0 > TRANSVERSE MOMENT X-X Axis Y-Y Axis > EFFECTIVE LENGTH FACTOR " k " X-X Axis " k " Y-Y Axis > Eccentricity X-X = > Eccentricity Y-Y = 1 1 1 1 0 in 0 in > MOMENT @ BOTTOM of COLUMN X-X Axis = 20 12 ft-k Y-Y Axis = 0 MAXIMUM DESIGN MOMENT X-X Axis Y-Y Axis - DESIGN SUMMA Formula Formula Formula RY 16- 16- 16- 0 ft-k 0 la Ib 2 X-X Y-Y 0.526 0 779 0.807 Axis Axis <= <= <= 20 1 ft-i 0.0 1.00 1.00 1 00 ROLLED SECTION DATA NOTE Built-Up Section Being Used SELECTED STEEL SECTION > DEPTH CLASS = in Section Area Weight per Foot Overall Depth Web Thickness Flange Width bf Flange Thickness 0 in~2 0 # 0 in 0 00 in 0 in 0 in S-XX Section Mod Radius of Gyration S-YY Section Mod. Radius of Gyration r-T bf / 2tf d / tw 0 0 in"3 0.00 in 0 0 in'3 0 00 in 0.00 0 00 0 00 BUILT-UP SECTION CONSTANTS ueptn = a in > Top Flange Width = 6 in > Top Thickness = 0 25 in > Bot Flange Width = 6 in > Bot Thickness = 0 25 in > Web Thickness = 0 5 in bection Area Section Weight I S I S X-X X-X Y-Y Y-Y rT - Flange 6 8 in"2 23 0 ft/ft 63 in~4 15 7 in"3 9 in~4 3 0 in~3 1 46 in DETERMINE ALLOWABLE BENDING STRESSES X-X AXIS 1 5.1 4 1 2 151414 1 5.1 415 Y-Y AXIS 1 51.4 1 2 bf / 2 tf d / tw Lateral Buckling Fb Fb Fb X-X AXIS - ALLOWABLE STRESS bf / 2 tf .Flanges Fb = 23 3 ksi 24 0 ksi 21.6 ksi F-bx * LDF = 21 60 ksi 25 7 ksi Y-Y AXIS - ALLOWABLE STRESS F-by * LDF = 25 74 ksi DETERMINE ALLOWABLE AXIAL STRESSES kx*Lux/rx k y * Lu.y / r:y 31 5 82 8 Actual Axial Stress = 1 41 ksi fa / Fa =0 094 Cc= (2* pi~2 *E/Fy)-.5 = 126 10 Allowable Axial Stress X-X Axis = 19 83 ksi Y-Y Axis = 15 04 ksi ALLOWABLE = 12 * pi"2 * E / (23 * (kLux / rx) = 12 * pi"2 * E / (23 * (kLuy / ry) F'ex F'ey f-bx f-by C-mx = COMBINED STRESS CHECK 15 42 ksi 0 00 ksi 0 60 F-bx F-by C-my Formula Formula Formula 1 6 - la 1 6 - Ib 1.6 - 2 0 526 0 779 0 807 Fa * LDF = 15 04 ksi < = <= < = '2 ) * LDF 2 ) * LDF 150 ksi 22 ksi 21.60 ksi 25 74 ksi 0 60 1 00 1 00 1 00 PAGE STEEL BE PROJECT SUBJECT BY DATE AM DESIGN No Axxal Load DESCRIPTION ALLOWABLE STRESSES > Fy - Yield = 36 ksi > Duration Factor = 1 00 > SIMPLE BEAM ANALYSIS Shall Live Load Be Skip-Loaded 9 FIXITY CONDITION @ LEFT SUPPORT . CENTER SPAN = 24 ft CENTER SPAN LOADINGS Uniform Loads #1 Dead Load = 0 152 k/ft Live Load = 0 272 k/ft #2- Dead Load = 01 k/ft Live Load = 0 4 k/ft Point Loads #1 D L = Ok L L. #2 D L = Ok LL #3 D.L. = Ok L.L #4 D L = Ok LL CANTILEVER SPAN LOADINGS Uniform Loads #1- Dead Load = 0 k/ft Live Load = 0 k/ft Point Loads #1 D.L = Ok L.L. #2 D L = Ok L.L. PRE-CALCULATED MOMENTS & SHEARS > Moment Btwn Lat Suppports= > Moments @ Lateral Supports/Ends @ Left Lateral Support = @ Right Lateral Support = STEEL SECTION SELECTED > 1 CTTMMADV r»T7 CTDT7CCT7Ci oUMMAKY Ur o 1 Kc.oD.tio Max. Center Moment= 59.780 ft-k > UNBRACED LENGTH = 24 ft > Bm Wt Moment*7 Y=l N=0 1 Y = 1, N = 0 . -> 0 <- Pinned = 1, Fixed = 2 -> 1 <- RIGHT CANTILEVER SPAN = 0 ft X-Left = 0 ft X-Right = 14 ft X-Left = 0 ft X-Right = 24 ft Ok X-Dist = 0 ft 0 k X-Dist = 0 ft Ok X-Dist. = 0 ft = Ok X-Dist = 0 ft X-Left = 0 ft X-Right = 0 ft Ok X-Dist. = 0 ft Ok X-Dist = 0 ft (Governs over Simple Beam) 0 ft-k Max Shear = 0 kips » Note Pos Sign = Clockwise 0 ft-k Values of same sign 0 ft-k indicate double curvature i- - _ ( Max Moment @ Left = 0 ft-kMax. Moment @ Right= 0 ft-k MAXIMUM MOMENT Allowable Moment f-b . Actual F-b : Allowable % of Max Stress - = 59 8 96 8 13 33 21.60 61 7 ft-k ft-k ksi ksi S-xx S-xx f-v F-v : % of Required Supplied Actual Allowable Max Stress 33 2 53.8 3 18 = 14.40 22 1 in"3 m"3 ksi ksi ROLLED SECTION DATA SELECTED STEEL SECTION Built-Up Section Being Used Section Area = 0 in"2 Section Weight = 00 #/ft Overall Depth = 0 in Web Thickness = 0 00 in Flange Width = 0 00 in Flange Thickness = 0 in bf / 2tf = 0.00 BUILT-UP SECTION DATA > Total Depth = 9.98 in > Top Flange Width = 10 in > Top Thickness = 0 56 in > Bot Flange Width = 10 in > Bot Thickness = 0.56 in > Web Thickness = 0 34 in I S r I S r x-x x-x x-x y-y y-yy-yd/tw r-T Web Area = d * tw = Section Weight Section Area I . x-x i y-y S Top S Bottom r-T Flange 0 m"4 0.0 in"3 0 00 in 0.0 in"4 0 0 m"3 0 00 in 0.00 0.00 in 0 0 m"2 48.3 #/ft 14 2 m"2 268 m"4 93 362 in"4 53 8 m"3 53 8 m"3 2.77 in COMPACT SECTION CRITERIA 151411 OK for all shapes herein designed 1.5 1 4.1 2 Actual Width/ Thickness Ratio of Flange : bf*t/2 = 8.9 Allowable bf*t/2 =10 8 Fb Allowable = 24 0 ksi 1 5.1.4.1.4 Actual Allowable Depth/ Thickness Ratio of Web d/tw = d/tw = LATERAL BUCKLING CRITERIA 29.4 106 7 A I.S C Fb Allowable = 24 0 ksi 1.5 1 4 1 5 Cb Lb / rT 1.00 104.14 Lc= Min (Lcl,Lc2) = 10.56 ft Lu= Max(Lcl,Lc2,Lul)= 25 98 ft Lb Unbraced Length Bo = 102,000*Cb/Fy" 5 Lcl= 76 * bf / Fy".5 Lc2=20,000*Af/(d*Fy) Lul= Bo * rt (Cb" 5) Fb-1 = Fy * [ 2/3 * Fy * (Lb/rT)"2 / (1,530,000 * Cb) ] Fu~"2 = liy»000 * Cu / F \ Lb/ rT ) 2 J = Fb~ 3 == 12,000 Co / r LD (d/Ai)) 1 ^— o Fy •— CASE 1 : Where Lb <= Mm (Lcl,Lc2 ) ---> Fb = 66 * Fy = 24 0 ft 53 23 10 56 ft 25 98 ft 12 27 ft 14 81 ksi 15 68 ksi21 60 ksi 0 00 ksi CASE 2 Where Lc < Lb <= Lu -and- Lb/rT <= Bo > Fb = .60 * Fy = 0 00 ksi CASE 3 Where Bo <= (Lb/r-T) < Bo * 2.236 ---> Fb = Max (Fb-l,Fb-3) <=.6Fy = 21 60 ksi CASE 4 Where Lb/r-T > Bo * 2 236 ---> Fb = Max (Fb-2,Fb-3) <= 6Fy = 0 00 ksi MAXIMUM REACTIONS ( Skip Loading Considered If Specified ) Dead @ Left = 3 29 k Dead @ Right = 2.40 k Live @ Left = 7.50 Live @ Right = 5.91 10 78 k 8 31 k DEFLECTIONS Center Span X-Distance For Deflection = 12 ft CENTER SPAN @ 'X1 CANTILEVER SPAN • @ End Dead Load = 0 240 in Dead Load = 0.000 in Live Load = 0 572 in Live Load = 0 000 in Total = 0 813 in Total = 0.000 in PROJECT SUBJECT BY PAGE DATE CONCRETE BEAM DESIGN DESCRIPTION ALLOWABLE STRESSES > Fy > f'c > X max of X-bal = a= X * kl kl 'Z' Reinf Dist = > SIMPLE SPAN ANALYSIS UNIFORM LOADS ft I Dead Load = Live Load = . Short Term = #2 Dead Load = Live Load = Short Term = POINT LOADS #1 Dead = 40,000 psi 2,500 psi 0.75 % 0 85 173 1 > Nature of Short Term 1 = Seismic > 2 = Wind > Combine LL w/ Short Term Yes = l, No=0 > 0 k #2 Dead =0 k 0 k/ft 0 " 0 " 0 k/ft 0 " 0 " Live Live BEAM SPAN X X X X Left Right Left Right 0 ft 0 k Short Term = X-Dist 0 k Short Term = 0 ft 0 ft 0 ft 0 ft 0 k 0 ft 0 k X-Dist #3 Dead = Ok Live * Ok Short Term = X-Dist #4 Dead = Ok Live = Ok Short Term = X-Dist SIMPLE SPAN MAXIMUM MOMENTS & SHEARS, Ms - Dead Load = NA ft-k Ma* Vu @ Left Ms - Live Load = NA ft-k tfla* Vu @ Right = Ms - Short Term = NA ft-k > Include Bin Wt Moment*7 Ms - Beam Wt = NA ft-k Yes => 1, No => 2 > PRE- CALCULATED MOMENTS & SHEARS (Governs over Simple Span M-DL Service = 0 ft-k V-DL Service M-LL Service = 20 12 ft-k V-LL • Service M-ST Service = 0 ft-k V-ST Service 1 TVRCJTPN NUMMARY _ .- _ __ j Mn . MAXIMUM MOMENT CAPACITY 5= 60 ft -kips{ Mu/Ph4 MAXIMUM APPLIED MOMENT = 38 ft-kips | AS Tension Area Provided = o 80 m~2 0 0 0 0 0 NA NA 1 when 0 9 5 0 ft k ft k ft kips kips used) kips kips kips i i AS fiax wax Allow Area = y bJ in ^ Vu • Max Factored Shear = 16 2 kips ( ACI Eq 9-1, 9-2, & 9-3 Checked For Maximum ) -- DESIGN DATA > TOTAL BEAM DEPTH = 24 in > TOTAL BEAM WIDTH = 18 in TENSION REINFORCING > Number of Bars = 4 > Rebar Size = 4 > Number of Bars = 0 > Rebar Size = 0 Total Area = 0.80 m~2 Max Allow Area = 9 53 in*2 > Rebar CL to F O C d to Tension Steel = > d'to Compress Steel = COMPRESSION REINFORCING > Number of Bars = > Rebar Size = > Number of Bars = > Rebar Size = Total Compress Area = DESIGN FOR SINGLY REINFORCED BEAM Ru=Mu/9bd"2= m = fy / 85 f'c = % Reinf Req'd = Mm 200 / Fy Max Relnf % Use » NA psi NA NA NA NA NA Tension Reinf R Rebar Quantities ERR - #4 ERR - #5 ERR - #6 ERR - #7 REACTIONS Req'd = ERR ERR ERR ERR Not Applicable With Pre-Calculated Moments ' Dead Load Beam Weight Live Load Short Term 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 in 21 in 3 in 4 4 0 0 0 80 m"2 ERR in*2 #8 #9 #10 #11 0 0 kips 0 0 kips DEFLECTIONS Using Service Loads Only ! Neutral Axis Position I Gross Section I Cracked Section Mcr Cracking Moment M s Service Moment 3 85 in 20736 in*4 2742 in~4 54 ft-k NA ft-k Elastic Modulus =2 9E+06 psi Rupture Modulus = 375 0 psi M-cr / M-s Effective = (Mcr/Mdl)"3 * Ig + (l-(Mcr/Mdl)"3) *Icr = Deflection Location . X-Dist from Left Support Instantaneous Deflections Due To Beam Weight Dead Load Live Load Short Term Load ERR in 0 000 in 0 000 in 0 000 in L/Defl L/Defl L/Defl L/Defl NA ERR in*4 0 00 ft ERR NA NA NA FIND ACTUAL MOMENT CAPACITY - Mn NEIJTRAL AXIS 'X' = 2 04 in Compression in Cone = 66 4 kips 'a' = kl * X = 1 74 in Compression in Steel = -34 4 TO DETERMINE Mn, USE T = Cc + Cs = 32 0 kips Tension Steel Only Mn = T * ( d - a/2 ) Tension & Compress Steel Mn = Cc (d-a/2) + Cs (d-d') MAXIMUM NOMINAL MOMENT - 'Mn1 = 59 7946 ft-kips ANALYSIS FOR DOUBLY REINFORCED BEAM Find Maximum 'As' For Ductile Failure Xbal d/(l-ey/ 003)= 14 39 in Max 'a'= kl * X = 9 17 <= Max ^ = Max * X.bal = 10 79 in Comp Strain @ *a" = 0 0022 in Steel Yield Strain = 0 0014 C-s-Steel Force = 30 kips As Tension Provided = 0 80 in"2 C-c.Conc Force = 351 MAX ALLOW As-tension Max.Tension Force = 381 kips Tension Force / Fy = 9 53 in~2 Find Minimum 'As' For Compression Steel Yield Xy= d'/(l-ey/ 003)= 5 55 in ay kl * Xy = 4 72 in Ccy= 85 f'c b ay = 180 5 kips Csy=(fy- 85 'c)As'= 30 3 kips _> Asy = Ty / fy = 5.27 inA2 Ty = Ccy + Csy = 210 8 kips -> As Provided = 0 80 in"2 » COMPRESSION STEEL STRESS LESS THAN YIELD ^ (f rf ff 4 / r-rf< ft-** ^* I \1 \ * ft#ns| COVER SHEET Pagel CASTANEDA ENGINEERING STRUCTURAL CALCULATIONS Wood Deck Railings J t#t> ' -4653) ^ 2^2? 95 '5 •$* L 'GEOCON INCORPORATED Project No 07293-12-01 June 10, 2004 GEOTECHNICAL CONSULTANTS Mr RichBerger 2331 Dana Court Carlsbad, California 92008 Subject PROPOSED RESIDENCE ADDITION PLAN CHECK NO 040832 2331 DANA COURT (I OT 43) CARLSBAD, CALIFORNIA SUPPLEMENTAL GEOTECHNICAL INFORMATION Dear Mr Berger In accordance with your request, this correspondence has been prepared to provide the additional plan check information requested by Mr Burt Domingo of the Esgil Corporation This information is summarized below and should be considered a supplement to our Update Geotechmcal Report dated April 22, 2004 1 The table below summarizes site-specific design criteria obtained from the 1997 UBC The values listed are for the Rose Canyon Fault, which is identified as the nearest Type B fault and is more dominant than the nearest Type A fault due to its proximity to the site The Rose Canyon Fault is located approximately 6 2 miles from the site SEISMIC DESIGN PARAMETERS Parameter Seismic Zone Factor, Z Soil Profile Type Seismic Coefficient, Ca Seismic Coefficient, Cv Near-Source Factor, Na Near-Source Factor, Nv Seismic Source Design Value 040 So 044 064 10 10 B UBC Reference Table 16-1 Table 16-J Table 16-Q Table 16-R Table 16-S Table 16-T Table 16-U 6960 Flanders Drive • San Diego California 92121 2974 • Telephone (858) 558-6900 • Fax (858) 558-6159 Due to the dense character of the underlying soil conditions and the absence of a shallow ground-water table, the potential for liquefaction at the property is considered very remote It is not necessary for Geocon Incorporated to review the plans for the residence addition If you have any questions, or if we may be of further service, please contact the undersigned convenience Very truly yours, GEOCON INCORPORATED Thomas V La GE503 TVLbjl (3) Addressee (1) Esgil Engineering Attention Mr Burt Domingo Project No 07293-02-01 -2-June 10, 2004 GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS Project No 07293-12-01 April 22, 2004 Rich Berger 2331 Dana Court Carlsbad, California 92008 Subject PROPOSED RESIDENCE ADDITION 2331 DANA COURT (LOT 43) CARLSBAD, CALIFORNIA UPDATE GEOTECHNICAL REPORT Dear Mr Berger In accordance with your request, we have prepared an updated geotechnical report for the proposed one- and two-story addition to the subject residence We have reviewed our Final Report of Testing and Observation Services During Mass Grading Operations for Rising Glen, dated February 20, 1987 (our Project No D-2981-M05), and we have visited the site on April 19, 2004 Our site visit indicates that the existing residential structure does not show signs of distress and the soil conditions exposed in the footing excavations for the proposed addition appear to be similar to those described in our referenced final report Based on our site observations, it is our opinion that the foundation and slab recommendations presented in our final report remain applicable for the proposed addition Lot 43 was designated a "Category II" foundation system For ease of reference, our recommendations for Category II are restated below Category II Deep Fill Pads Lots 19, 35 through 46, 49 through 52, 58, 65 through 69 A Lots within this category include transition cuts and fill lots with more than approximately 15 feet of differential fill thickness or fill lots with more than approximately 30 feet of fill B It is recommended that foundations within this category have a minimum depth of 18 inches and a minimum width of 12 inches for both one- and two-story residential structures Foundations so proportioned may be designed for an allowable soil bearing pressure of 2,000 psf(dead plus live load) This bearing pressure may be increased by up to one-third for transient loads such as wind or seismic forces C Continuous footings should be reinforced with four No 4 reinforcing bars, t\vo placed near the top of the footing and two near the bottom 6960 Flanders Drive E3 San Diego California 92121 2974 D Telephone (858) 558 6900 B Fax (858) 558-6159 HO&5 D Concrete slabs-on-grade should have a thickness of 4 inches and should e reinforced with No 3 reinforcing bars spaced at 18 inches in both directions The slab should be underlain by at least 4 inches of clean sand and where moisture-sensitive floor coverings are planned, a visqueen moisture barrier covered by at least 1 inch of the sand cushion should also be provided If you have any questions, or if we may be of further service, please contact the undersigned convenience Very truly yours, GEOCON INCORPORATED Thomas GE503 TVL dmc (2) Addressee (2) Castaneda Engmeenng Attention Mr Joe Castaneda Project No 07293-02-01 April 22, 2004