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Home My WebLink About1847 BUTTERS RD; ; CB070848; Permit (2)10-03-2007 Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB070848 Building Inspection Request Line (760) 602-2725 1847 BUTTERS RDCBAD RESDNTL 1562703500 $312,82200 0 0 Sub Type Lot# Construction Type Reference # Structure Type Bathrooms SFD 0 VN BERSON RES-DEMO 1381 SF HOUSE/ Status Applied Entered By Plan Approved Issued Inspect Area Ong PC# ISSUED 03/28/2007 KG 06/27/2007 06/27/2007 Applicant D&H ENTERPRISES GAR-NEW 2861 SF.500 SF GAR&500 SF DECK-SEE PCR07170 Plan Check# Owner BERSON JEFFREY S&SUSANS 7213 PLAZA DE LA COSTA CARLSBAD, CA 92009 760-722-4663 1847 BUTTERS RD CARLSBAD CA 92008 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee HMP Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $1,20260 Meter Size $0 00 Add'l Reel Water Con Fee $781 69 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $3128 PFF (3105540) $0 00 PFF (4305540) $0 00 License Tax (3104193) $0 00 License Tax (4304193) $000 Traffic Impact Fee (3105541) $0 00 Traffic I mpact Fee (4305541) $0 00 Sidewalk Fee $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $000 MECHANICAL TOTAL $0 00 Housing Impact Fee $0 00 Housing InLieu Fee $0 00 Housing Credit Fee Master Drainage Fee $0 00 Sewer Fee $0 00 Additional Fees TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $15300 $3500 $4800 $000 $000 $000 $61824 $000 $000 $2,86981 Total Fees $2,869 81 Total Payments To Date $2,869 81 Balance Due $000 BUILDING PLANS IN STORAGE ATTACHED Inspector FIN^APRRDVj Date * I / \ I I /Clearance NOTICE Please take NOTICE that approval of your project includes the'Imposition" ofrees, 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 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 1 PROJECT INFORMATION' FOR OFFICE USE ONLY PLAN CHECK EST VAL Plan Ck Deposit Validated By Date Address drfcludfrlldg/Suite #)'Business Name (at this address) Legal Descnpti Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor's Parcel #Existing Use Proposed Use Description^ Worl SO. FT 2 'CONJAcif PERSON (tf*differei*ifrom applicant) Nacrfe "3"? APPLICANT d'Contfacti #of Stories of Bedrooms # of Bathrooms City Owner QjAgent for Owner Name ' f ^7 4 _ PROPERTY OWNER Address City State/Zip Name ' Address City 5. CONTRACTOR - COMPANY NAME Jit." «>•• SKI . ^U "..":. . '-iC.. , (Sec 7eS4»6JJiJsiness and Professions Code Any City or County which requires a permit to construi t, alter, improve, demolish or repair any structure, prior to its issuance, also ragMffag-tba-appl^ant fnr gurh 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 7UUU ul UivtuQn_3of the Business and Professions Code] o^ that he is exempt therefrom, and the basis for the alleged exemption ,Any violation of Section 7031 5 by any applicanTJIJiTfl-fjerjiKt subjects the applicanj/to a civil penalty of not more than five hundrejJ_dollars [$500]) Besigner Name State License # 6. Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations l~l 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 C] 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) l~l CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000) in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code, interest and attorney s fees SIGNATURE __ DATE _ W ; OWNER-BUILDER. DECLARATION 'i"-' •• ...3iJ ' ^ : : : v Mp* • t ":i* ;«M- ' -ff^- ': I hereby affirm that I am exempt from the Contractor's License Law for the following reason f~l 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 ownsr of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) I, as owner of the property, am exclusively contracting with licensed contractors to construct 1he 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 l~l YES l""lNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) __ 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) _ __ DATE 7 " PROPERTY OWNER SIGNATURE COMPLETE THIS SECTION FOR WO/v^^/^^ Is the applicant or future building occupant requiredto 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? d YES CD NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? d YES (~1 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? d YES d 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 8. 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 _ Xv^*' S^<£~ _ LENDER'S ADDRESS X^X"" /Q _ :.$' ' APPUCANEQERTIFICATldNB- - • ''••••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 pj at any time after the work is commenced for a-pefiocT)pf 180 days (Sectiorj,106 APPLICANT'S SIGNATURE WHI or if the building or work authorized by such permit is suspended or abandoned Code) DATE 'HITE File YELLOW Applicant PINK Finance City of Carlsbad 1635 Faraday Ave , Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax 760-602-8558 Building Permit Application Plan Check No. Est. Value Plan Ck. Deposit Date I JOB ADDRESS I CT/PROJECt"5 DESCRIPtioTTOF WORK" | SUITE#/SPACE#/UNIT# ' I * BEDROOMS' # BATHROOMS fTENANT BUSINESS NAME CO'NSTR TYPE "f OCC GROUP (Sec 70315 Business and Professions Code Any City or County which requires a permit to construct alter improve demoVh or repair any structure, prior to its issuance also requires the applicant for such permit to file a (signed statement tharhe islicensed pursuant to the provisions of the Contractors License Law {Chapter 9 commending with Section 7000 of Division J\of the Business and Professions Code} or that he is exempt therefrom and the basis for the/alleged exemption Any violation of Serfion 70315 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}) Uif.' <&%•&Jiy^jj^ic f ..'-^I'l... j.-ijg:; 'T,j&i$$&^^ Workers' Compensation Declaration / 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 I have and will maintain workers' compensation as required by Section 3700 of the Labor Code forte performance of the work for which this permit is issued My workers' compensation insurance carrier and policy Y/"numberare Insurance Co <ffitfe. "^\)tfO ____ policy No QOITJ^ -2ot>J ___ \Expiration Dale Ok "Of - i./Tms section need not be completed if the permit is for one hundred dollars ($100) or less CD Certificate of Exemption I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&1 00,000), in addition to the cost of compensjjJierrrcTamages ^sTjrostmjflJijs in Section 3706 of the Labor code, interest and attorney's fees / hereby affirm that I am exempt from Contractors License Law for the following reason D I as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended or offered for sale If however the building or improvement is sold withm 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) O 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) O I am exempt under Section .. Business and Professions Code for this reason 1 I personally plan to provide the ma]or labor and materials for construction of the proposed property improvement Cl Yes D No 2 I (have / have not) signed an application for a building permit for the proposed work 3 II ave contracted with the following person (firm) to provide the proposed construction (include name address I phone / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone / contractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name, address / phone / type of work) I PROPERTY OWNER SIGNATURE DATE 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? O Yes D No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' Q Yes d No Is the facility to be constructed within 1 000 feet of the outer boundary of a school site'' Cl Yes Cl No IF ANY OF THE ANSWERS ARE YES, / EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT | I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) Lender s Name Lender s Address | I certify that I have read the 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 representative 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 CON SEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSH A permit is required for excavations over 5 0 deep and demolition or construction of structures over 3 stories in height EXPIRATION I ^APPLICANT'S SIGNATURE DATE City of Carlsbad Final Buildinglnspection Dept Building Engineering Planning] CMWD St Lite Fire Plan Check # Permit # Project Name CB070848 BERSON RES-DEMO 1381 SF HOUSE/ GAR-NEW 2861 SF.500 SF GAR&500 SF DECK-SEE PC Date 03/16/2009 Permit Type RESDNTL Sub Type SFD Address Contact Person Sewer Dist Inspected • By (iMMA Inspected By Inspected By 1847 BUTTERS RD DON Phone 7606794054 CA Water Dist CA Date ; AjJ&tw^ Inspected,^/ 3 / I 9' J -/-'/' Date Inspected Date Inspected Lot 0 Appioved ^/ Disapproved Appioved Disapproved Appioved Disapproved Comments City of Carlsbad Final Building Inspection MAR 16 2009 i _ t I V *.! ( Alii S... |)t.NCISt.1 xiV, :;'-i>Af4i»jJM-f '• &) bn isio:>Dept BuildirfgEngmeermgJ Planning CMWD St Lite Fire „_ Plan Check # ^~"~~~-— ~" Date 03/16/2009 Permit* CB070848 Permit Type RESDNTL ProiectName BERSON RES-DEM01381 SF HOUSE/ Sub Type SFD GAR-NEW 2861 SF.500 SF GAR&500 SF DECK-SEE PC Address 1847 BUTTERS RD Lot 0 Contact Person DON Phone 7606794054 Sewer Dist CA Water Dist CA Inspected Inspected Bv Inspected By Comments Date > v^ Inspected Date Inspected Date Inspected 3 //~7/O 7 Approved *- Approved Approved Disapproved Disapproved Disapproved City of Carlsbad Bldg Inspection Request For 03/20/2009 Permit* CB070848 Title BERSON RES-DEMO 1381 SF HOUSE/ Inspector Assignment PD Description GAR-NEW 2861 SF.500 SF GAR&500 SF DECK-SEE PCR07170 1847 BUTTERS RD Lot Type RESDNTL Sub Type SFD Job Address Suite Location APPLICANT D & H ENTERPRISES Owner BERSON JEFFREY S&SUSAN S Remarks Phone 7606794054 Inspector Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested E3y DON Entered E5y CHRISTINE VX Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR07170 ISSUED BERSON RES-NEW SCOPE-DEMO I381SF HOME &476SF GAR NEW 286I SI7 LIV 500 PCR08020 ISSUED BERSON RES-REVISE ALL EXTERIOR, FRAMING FOR SIP WALLS Inspection History Comments NOTICE ATTACHED 10/31/2008 10/10/2008 Insp PD PC PD Date Description Act 03/16/2009 89 Final Combo CO 82 Drywall/Ext Lath/Gas Test AP 17 Interior Lath/Drywall AP 09/25/2008 16 Insulation AP PD 09/16/2008 84 Rough Combo AP PC 09/12/2008 13 Shear Panels/HD's AP PC 09/12/2008 27 Shower Pan/Roman Tubs AP PC 09/12/2008 84 Rough Combo CO PC 07/31/2008 14 Frame/Steel/Bolting/Weldmg PA PD 07/17/2008 15 Roof/Reroof AP PD 06/16/2008 34 Rough Electric AP PD 06/13/2008 39 Final Electrical CO PD OKINSUL CERT SEE BACK OF CARD DECK SHEATHING TSPB * City of Carlsbad Bldg Inspection Request For 03/16/2009 Permit# CB070848 Title BERSON RES-DEMO 1381 SF HOUSE/ Inspector Assignment PD Description GAR-NEW 2861 SF,500 SF GAR&500 SF DECK-SEE PCR07170 Type RESDNTL Sub Type SFD Job Address 1847 BUTTERS RD Suite Lot 0 Location APPLICANT D & H ENTERPRISES Owner BERSON JEFFREY S&SUSAN S Remarks Phone 7606794054 Inspector Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By DON Entered By JANEAN Act CommentsA Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR07170 ISSUED BERSON RFS-NF.W SCOPli-DliMO, 1381SF I-IOMF. &476SF GAR, NLW 2861 SF L1V.5UO PCR08020 ISSUED BI-RSON RF.S-REVISE ALL EXTERIOR, FRAMING FOR SIP WALLS Inspection History Insp Comments PC 10/10/2008 17 Interior Lath/Drywall AP PD 09/25/2008 16 Insulation AP PD Date Description Act 10/31/2008 82 Drywall/Ext Lath/Gas Test AP 17 Interior Lath/Drywall AP 16 Insulation AP 09/16/2008 84 Rough Combo AP PC 09/12/2008 13 Shear Panels/HD's AP PC 09/12/2008 27 Shower Pan/Roman Tubs AP PC 09/12/2008 84 Rough Combo CO PC 07/31/2008 14 Frame/Steel/Bolting/Weldmg PA PD 07/17/2008 15 Roof/Reroof AP PD 06/16/2008 34 Rough Electric AP PD 06/13/2008 39 Final Electrical CO PD 06/12/2008 23 Gas/Test/Repairs WC PD OKINSUL CERT SEE BACK OF CARD DECK SHEATHING TS PB NOTICE-!' « . :,'L _ _ _ CITY OF CARLSBAD (760)602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE >"" /£-"- ^'X TIME LOCATION /$ / / PERMIT NO •'/fgA' ^w>/f S,lt.JA) A-Jf^ ^///*/£«£$ AT &* tJ fLCc.cpT4c.fc5 c L>r4r/(r < (^ fav h ^ ir t ¥ ,* L ^/;J > ;^0 ,r •> T ^ / £> QJ /ti^^-r id & A (I ± Gut it. r~7 FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE? ' I YES FOR .FURTHER INFORMATION, CONTACT <J & 3 ' ?S *~ **"*' r* 'I t /fc PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 11/07/2007 Permit* CB070848 Title BERSON RES-DEMO 1381 SF HOUSE/ Inspector Assignment PD Description GAR-NEW 2861 SF.500 SF GAR&500 SF DECK-SEE PCR07170 Type RESDNTL Sub Type SFD Job Address 1847 BUTTERS RD Suite Lot 0 Location APPLICANT D & H ENTERPRISES Owner BERSON JEFFREY S&SUSAN S Remarks Phone 7606794054 Inspector Total Time CD Description 11 Ftg/Foundation/Piers Act Comments Requested EJy DON Entered E3y CHRISTINE Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR07170 ISSUED BF.RSON RES-NEW SCOPE-DEMO, 1381SF HOMH &476SF GAR, NEW 2861 SK LIV 500 Inspection History Date Description Act Insp Comments 10/04/2007 21 Underground/Under Floor AP PD CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE (760) 602-2700 1635 FARADAY AVENUE DATE -7I "7 ' LOCATION AY7 TIME. TV S • C/p / /^ V ' r / /p n, ft) <: /ecsf, Do FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE?~l. I YES FOR FURTHERWNFpBMATLON, CONTACT { 0 0 Z " /-- "7 0 ^>_ f e /L BUILDING INSPECTOR CODE ENFORCEMENT OFFICER ARCHITECTURE ENGINEERING 9160 5 Rural Road Tempe AZ 85284 Phone 480-283-0278 Fax 480-283-6273 April 3, 2008 RE Special Inspections Berson Residence 1847 Butters Road Carlsbad, CA 92008 Permit #CB07-0848, dated 3-24-08 There are no further special inspections required on this project under this permit Previously installed epoxy set anchors are adequate for the SIP wall system Sincerely, Brian von Allworden, PE P.4**J SaoDiefo,CA 92177-8403 (619) 855-9252 SPECIAL Project; REPORT Addre**: City:(s Permit Number:¥ I?Pfcn File Number: TYPE Op OBSERVATIONS: Reinforcing Steel _ Reinforced Concrete Structural Masonry _ Field Welding Epoty X. Prestressed Concrete _ _ Shop WeWing _ Bolting _ Fireproofing _ Number of Samples* .< <* Matenals/DesignMix/Psi Type T L Date REPORT ^ r a J / & 7~r 7"-*" (/ -for />//2)Z /f // X d i //! '.'^ ~r , a WORK WiSPSCTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED /c L *,, Q/7- Ce V 1 TIME IN 1~ - Oo TIMEOUT: ^* i *• . it CInspector (Print)Certification # General Contractor C.;>-,/ / S* Inspector's Signature Address City Authorized Job Site Contact Signature Phone - 'in, SKYLINE Engineering 1220 South DitmarSt Oceanside, California 92054 760-721-3520 9/20/2007 Job #13-2007 Owner Jeffery & Susan Berson 1847 Butters Road Carlsbad, Calif 92008 619-405-4055 Designer Leonard Rodgers Re Residence addition Foundation structural observation Agent Construction detail solutions Joshua Gibbs 1930 S Coast highway, Suite 102 Oceanside, Calif 92054 722-4351 Dear Berson Family This letter documents the site visit the was made in November of 2007 I performed a structural observations of the foundation at that time The following deficiencies were observed and discussed with the contractor Provide additional foundation reinforcement by curved walls Install holdown anchors per plan Install anchor bolts, per schedule Please correct above listed items Once the deficient work is completed, I have not objection to pouring the house foundation No further foundation structural observation is required Please check with others involved with the project, including the building inspector, before proceeding with the foundation pour If you have any questions or concerns regarding the structural design of the project, feel free to call on us Smcerel David Zgnnk, P E ^ ^11/08/2004 09 07 7S0745912?TEAS PAGE 02 TEAS LAND SURVEYING, INC. November 9, 200 / Construction Detail Solution 1930 S Coast Highway, Srate 102 Carlsbad, Ca 92054 Re 1847 BUTT liRS ROAD. CARLSBAD APN 156-2/0-35 BUILDING PERMIT # CB 070848 CONCRETE FQRMWQRK CERTIFICATION This is to certify tl at on November 8,2007 the concrete formwork for the above referenced site was surveyed by me or under my direction to determine the setbacks The following measurements were found Front Yard Setback 22' 1-7/8" (Site Plan Setback 22' 0M) Northwest Yard S.tback 8' 1-3/8" (Site Plan Setback 8'6") Northeast Yard Selback 9' 1 -3/8" (Site Plan Setback 9'0") Southeast Yard Setback 31 V>-3/8" (Site Plan Setback 31 '6") Southwest Yard Setback T 8" (Site Plan Setback 6'0") Attached find a pint sho\vmg the results of this survey In tny opinion the , ictbacks c xcccd those approve on the Site Plan Please feel free to < all me if you have any questions Sincerely, William C Teas Land Surveyor 307N West El Norte Parkway £327 Escondido, Ca. 92026 11/08/2004 09 07 760745912?TEAS PAGE 03 w S SCALE r=20 SETBACK/CONCRETE FORM CERTIFICATION 1B47 BUTTEJSS ROAD, CARLSBAD DATE OF SUKVEr TEAS LAND SURVEYING, INC 306-N WEST EL NORTE PARKWAY #327 ESCON0/0O, CA. 9202$ OFFICE/FAX 760-745-9122 EsGil Corporation In (Partnership with government for GiuiCding Safety DATE June 18, 2O07 JURISDICTION City of Carlsbad PLAN CHECK NO Cb070848 SET III PROJECT ADDRESS 1847 Butters Rd. PROJECT NAME Addition to the Berson Residnece Q APPLICANT a PLAN REVIEWER a FILE XI 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 XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Steve Sanders Enclosures Esgil Corporation D GA D MB D EJ D PC 6/15/07 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 O (858)560-1468 + Fax (858) 560-1576 EsGii Corporation In (Partnersfiip with government for (RuiCding Safety DATE April 5, 20O7 JURISDICTION City of Carlsbad PLAN CHECK NO Cb070848 SET I PROJECT ADDRESS 1847 Butters Rd. PROJECT NAME Addition to the Berson Residnece APPLICANT a PLAN REVIEWER Q 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 2<J 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 Xl The applicant's copy of the check list has been sent to Herb Hops 7213 Plaza De La Costa Carlsbad, 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 Herb Hops Telephone # (760)438-3312 Date contacted'^5'/p'7(by'^3) f-ax # None Provided Mail V/relephone / Fax In Person REMARKS By Steve Sanders Enclosures Esgil Corporation D GA D MB D EJ D PC 3/29/07 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 <> (858)560-1468 *• Fax (858) 560-1576 City of Carlsbad Cb070848 April 5, 2OO7 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO Cb070848 JURISDICTION City of Carlsbad PROJECT ADDRESS 1847 Butters Rd. FLOOR AREA Addition 1400 sq ft Deck 352 sq ft REMARKS DATE PLANS RECEIVED BY JURISDICTION 3/28/07 DATE INITIAL PLAN REVIEW COMPLETED April 5, 2007 STORIES 1 HEIGHT 18'-0" DATE PLANS RECEIVED BY ESGIL CORPORATION 3/29/07 PLAN REVIEWER Steve Sanders 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 2002 NEC 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. City of Carlsbad Cb070848 April 5, 2007 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PREPARED BY Steve Sanders BUILDING ADDRESS 1847 Butters Rd. PLAN CHECK NO Cb07O848 DATE AprilS, 2007 BUILDING OCCUPANCY R-3 TYPE OF CONSTRUCTION VN BUILDING PORTION Addition Deck Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 1400 352 cb Rlrln Permit FPP hu OrHmanrp ! *V Valuation Multiplier 121 94 1441 By Ordinance Reg Mod VALUE ($) 170,716 5,072 175,788 $780 64 Plan Check Fee by Ordinance Type of Review [Zl Repetitive FeeRepeats Complete Review D Other r—i Hourly Structural Only Hour* Esgil Plan Review Fee Comments $50742 $43716 Sheet V of 1 macvalue doc City of Carlsbad Public Works — Engineering DATE _ BUILDING ADDRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER BUILDING PLANCHECK CHECKLIST 2 *//(> "7 _ , PLANCHECK NO CB ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build D A Right-of-Way permit is required prior to construction of the following improvements EST VALUE 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 Subrrut corrected plans and/or specifications to this office' for review Only the applicable sheets hayeoeeri sent By By Date Date By FOR OFFICIAL USE ONLY t3 AUTHORIZATION TO ISSUE BUILDING PERMIT- Date ATTACHMENTS D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Neighborhood Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application (H Right-of-Way Permit Submittal Checklist and Information Sheet ENGINEERING DEPT CONTACT PERSON _ KATHLEEN M. FARMER City of Carlsbad Address 1635 Faraday Avenue, Carlsbad, CA 92008 Phone (760) 602-2741 NOTE: If there are retaining walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT. A-4 , CA 920O|8-7314 • (76O) 602-272O • FAX (76O) 608»a&62 BUILDING PLANCHECK CHECKLIST SITE PLAN pND qRD Q n 1 Provide a fully dimensioned site plan drawD4e~gcaTe Show ^^A^North Arrow ^^^/RiaJnt-of-Way Width & Adjacent Streets - /^? Existing & Proposed Structures J^^P'D'riveway widths - ^LU ~^/3> (jp Existing Street ImprovementS'/^^^^jExistmg or proposed sewer lateral "e" ~ aperty Lines (show all dimensions)A)-^^Existing or proposed water service 'Easements — ^ fy\ frttf ^^"""Existing or proposed irrigation service Show on site plan ramage Patterns - pad surface drainage must maintain a minimum slope of one Aercent towards an adjoining street or an approved drainage course 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 Sewer and water laterals should not be located within proposed driveways, per standards Include on title sheet address Assessor's Parcel Number Legal Description >C/t-' /^ 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 Show all existing use of SF and new proposed use of SF Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. F \Parnier,K;iltiy\MASlERS\Buildiiig Plancheck Cklsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST 15T 2ND 3"D DISCRETIONARY APPROVAL COMPLIANCE D D D 4a Project does not comply with the following Engineering Conditions of approval for Project No EH CH D 4b All conditions are in compliance Date DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 V* x 11" plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date IMPROVEMENT REQUIREMENTS 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building conslruction whenever the value of the construction exceeds $ 82.000 . pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the F \Farmer\KATHY\MASTERS\Buildmg Planctieck Cklst Form (Generic) doc BUILDING PLANCHECK CHECKLIST 1ST D -.ND ,RD D checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please submit a recent property title report or current grant deed on the property and processing fee of $ 410 00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows D D n n 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building s,ite must be repaired to the satisfaction of the City Inspector prior to occupancy n 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 in cubic yards (cut, fill import- export and remedial) This information must be included on the plans 7b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approvaI obtained prior to issuance of a Building Permit 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 ) F \FARME RiKATHVMv1AS7f:RS\3ul£ing Plancneck Ck'.st Form (Generic) doc ,ST ,ND RD D D D 31 n n n BUILDING PLANCHECK CHECKLIST 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm dram, sewer and water utilities Right-of-Way permit required for 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 Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date NPDES PERMIT n n n n n n 10a Storm Water Requirements Applicability Checklist Completed 10b Priority Determination and compliance D Priority Project D Subject to Standard Permanent Storm Water BMP's D Exempt 11 Q/Required fees are attached No 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 F \Farmer\KATHY\MASTERS\BuiMing Plancheck Cklst Form (Generic) doc .ST D 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 with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) 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 STA1+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 WJth 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 head'3 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 '• F ami br \ K d: I iy \MASTEns\bi Lading Rancneck Ckist form iGenenc) doc .ST BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled waler line in the future D D D 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt fiom paying the San Diego County Water Capacity fees However, if they fiont 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 13 Additional Comments F •FnruionKi!!!yl*1AS rERS'.Biiiiuina Flanctieck Cklst Form (Genenc) doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant D Calculation based on building plancheck plan submittal Address /$/ ' ^^utu^CJ^ Bldg Permit No C 'VO 7 " ' « Prepared by £C^o EDU CALCULATIONS Types of Use ftb 1 Types of Use APT CALCULATIONS Types of Use rr™ Types of Use Date *^/X/ / Q ^Checked by Date r List types and square footages for all uses ^TW Sq Ft /Units EDU's Sq Ft /Units EDU's List types and square footages for all uses D7~?V Sq Ft /units ADT's Sq Ft /Units ADT's FEES REQUIRED WITHIN CFD D YES (no bridge & thoroughfare fee in District #1 reduced Traffic Impact Fee) D NO D 1 PARK-IN-LIEU FEE FEE/UNIT PARK AREA 8. # _ X NO UNITS D 2 TRAFFIC IMPACT FEE ADT s/UNITS FEE/ADT = $ D 3 BRIDGE AND THOROUGHFARE FEE (DIST #1 ADT's/UNITS X FEE/ADT DIST #2 D 4 FACILITIES MANAGEMENT FEE UNIT/SO FT D 5 SEWER FEE EDU s BENEFIT AREA EDU's ZONE, X FEE/SO FT /UNIT FEE/EDU =$ FEE/EDU = $_ D 6 SEWER LATERAL ($2 500) D 7 DRAINAGE FEES PLDA /Q ACRES ^^ D 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE HIGH /LOW = $ METER FEE SDCWA FEE IRRIGATION Word\Docs\M!sforms»Fee Calculation Worksheet 1 of 2 ^^^w \PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB Planner Address :Q! Erin Endres Phone (760) 602-4625 APN Type of Project & Use Zoning R-( General Plan CFD (in/out) #_Date of participation Net Project Density.DU/AC Facilities Management Zone Remaining net dev acres. Circle One (For non-residential development Type of land used created by this permit ) Legend 13 Item Complete ( Dyltem Incomplete - Needs your action Environmental Review Required YES NO<>f2. TYPE DATE OF COMPLETION Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO PROJECT NO YES DATE OTHER RELATED CASES Compliance with conditions or approval? If not, state conditions which require action Conditions of Approval El-Coastal Zone Assessment/Compliance Project site located in Coastal Zone' YES_ CA Coastal Commission Authority? YES_ NO If California Coastal Commission Authority Contact them at - 7575 Metropolitan Dnve, Suite 103, San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) _ Coastal Permit Determination Form already completed? YES If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # _ NO 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 ^x? , .* (Effective date of Inclusionary Housing Ordinance - May 21, 1993) Data Entry Completed? YES.NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') H \ADMIN\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) 2 Provide legal description of property and assessor's parcel number . Policy 44- Neighborhood Architectural Design Guidelines 1 Applicability YES 2 Project complies YES NO Zoning 1 Setbacks Front Interior Side Street Side Rear Top of slope Required Required Required Required Required Shown Shown Shown Shown -h Shown Accessory structure setbacks Fron Interior Side Street Side equired Required RequiredStructure separation 3 Lot Coverage Spaces Required5 Parking (breakdown by uses for commercial and mclustnal projects required) Residential Guest Spaces Required Shown Additional Comments. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 SKYLINE Engineering Owner Jeffery Berson 1847 Butters Rd Carlsbad, Calif 92008 1220 South DitmarSt Oceanside, California 92054 760-721-3520 4/30/2007 Job #13-2007 Agent Leonard Rodgers Drafting & Design 2421 E Mission Av Escondido, Calif 92027 Ph & fex 746-7437 Re Response to plan check comments Structural design only Plan check #Cb070848 1 OK. 2 Please see the enclosed structural calculations ._ 4 See added note on sheet GN sS^1^ 16 Please see the revised plans 17 & 18 Please see the enclosed truss fabrication drawings 19&20 See the enclosed calculations 21 See details Z on sheet S-3 for patio cover which has been evaluated by our office 22 Please see sheet #18 of the calculation package which specifies the redundancy factor 23 Please see the revised plan, also see detail 5/S-1 If you have any questions or concerns regarding the structuial design of this project, feel free to call on us DavidZefrukTP E Principle Engineer City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Second Dwelling Unit Residential Additions Commercial/Industrial City Certification of Applicant information BERSON RESIDENCE CB070848 1847 BUTTERS ROAD 156-270-35-00 JEFFREY & SUSAN BERSON SINGLE FAMILY ADDITION V-N New Dwelling Units Square Feet of Living Area in New Dwelling Square Feet of Living Area in SDU 1400 Net Square Feet New Area Square Feet Floor Area /tarlsbad Unified School District 6225 El Cammo Real^A^^ ~" Carlsbad CA 92009 (33>5W)0) Date SCHOOL PI WITHIN THE CITY OF CARLSBAD Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact Nancy Dolce (By Appt Only) Encmitas Union School District 101 South Rancho Santa Fe Rd Encmitas, CA 92024 (944-4300 ext 166) San Dieguito Union High School District 710 Encmitas Blvd Encmitas, CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ('Owner') certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s) or that the person executing this declaration is authorized to sign on behalf of the Owner Signature Revised 3/30/2006 Date SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s))********************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER WAHER FREEMAN ASSISTANT SUPERINTENDENT CARLSBAD UNIFIED SCHOOL DISTRICT6225 EL CAMNO REALCARLSBAD. CA 92009 Revised 3/30/2006 ]iCARLSBAD UNIFIED SCHOOL DISTRICT \ \ JEFFERSON ELEMENTARY \ \ AVIARA OAKS ELEMENTARY | | CARLSBAD HIGH SCHOOL [ \ MAGNOLIA ELEMENTARY \ \ AVIARA OAKS MIDDLE SCHOOL | | CARLSBAD VILLAGE ACADEMY [ \ CALAVERA HILLS SCHOOL \ \ PACIFIC RIM | | VALLEY MIDDLE SCHOOL [ \ KELLEY SCHOOL \ ~ | CALAVERA HILLS MIDDLE SCHOOL \ 18UENA VISTA SCHOOL [ \ HOPE SCHOOL j | OTHER Receipt No 23004 RECEIVED FROM (If Applicable) PARENT OF DATE 1^-^-70-3-5-CO PAYMENT FOR ACCOUNT NUMBER AMOUNT RECEIVED BY .CASH..CHECK #151 TOTAL Construction Detail Solutions office 7607224351 1930 So Coast HWY.Ste 102 Oceanside, CA 92054 CA Lie # 836505 Dear Sir,Sept 11,2007 I am writing this letter on behalf of our clients, Jeffrey and Susan Berson, to plead their case for a plan change on their new home We request your help in understanding the situation at hand, and our intent as the builder regarding a foundation change to their already permitted plans The Berson Residence at 1847 Butters Rd , Carlsbad, was designed as a remodel to utilize the existing slab foundation in order to save the client money on their new project The current approved plans reflect the owner's intent to remodel the house based on using the existing "footprint" of the old house Had the owners intended to build a completely new house, the design would be substantially different than that of the current approved plans However, upon completion of demolition of the existing 1,300 sqft home, (currently permitted and approved as a complete tear down) Construction Detail Solutions owner and contractor, Kurtis Anton, found the existing slab foundation and footings to be completely inadequate for any new construction, retro-fit, or structural attachment As noted by Mr Anton, the existing footings were comprised of cinder blocks wet-set in 6" of concrete and placed as the "forms" Then, said cinder block "footings" were capped over with a concrete slab varying in thickness from 11/£" to 3" The existing anchor bolts were not embedded into the concrete, but rather attached to the outside by glue The existing slab and footings contained no reinforcement, such as steel or rebar, whatsoever As well, the existing foundation had no sand base or vapor barrier under slab, and the slab was deteriorating due to poor moisture prevention Due to said conditions, the existing foundation contained multiple cracks, pits, spawlmg, and separations The current approved plans for the new structure had utilized the aforementioned existing slab, and called to have the new foundation slab retrofitted into said existing slab Upon inspection, consultation with the owners, structural engineer, a phone call to the planning & zoning dept, and using his professional judgment, Mr Anton concluded that the existing slab was in no way adequate or mtegntable enough to retrofit with dowels to hold/support the new foundation The only existing footing that was in structurally sound condition (located at the western most end of the existing garage), which per the approved plans needed to be venfied, had been under-pinned years back (most likely from an inspection upon sale of the house) and had appeared to have moved approximately 11// prior to that time This was possibly due to the ongmal cinder foot not being into the hard pan native soil, and was probably impacted horizontally with a vehicle years ago This movement placed the existing foundation (at the garage) past the property's setback and was in non- compliance As well, the existing under foundation sewer and plumbing at the furthermost end of the existing house was not deep enough to accommodate the new sewer and waste plumbing for the current approved plans The property does however, have excellent existing soil conditions for the new slab foundation The soil consists of firm, sandy, undisturbed native soil Construction Detail Solutions has had the soil tested by David Zernik, P E of Skyline Engmeenng, and he has found it to be in top condition In conclusion, Construction Detail Solutions had the property surveyed by a licensed land surveyor (Bill Teas of Teas Land Surveying, LS 6411) who will be recording all work in public record Construction Detail Solutions will be conforming strictly to this survey and the current approved plans Construction Detail Solutions also found that the current approved plans contained three (3) points of the house that were in non- compliance with the property's setbacks, and has adjusted the structure to now fit within said setbacks It was never the intention of Construction Detail Solutions, Mr Anton, or the Bersons to change any aspect of the current approved plans, but due to existing circumstances and situations, the remodel of the Berson Residence had to be redefined Thank you for your time in reading this letter and for your understanding of the matter Sincerely, Joshua P Gibbs Senior Drafter/Designer, Construction Detail Solutions Construction Detail Solutions - www cdsbuild com - 760 722 4351 M-^ <^ts. O ? fc i r^/ K/l T | "•3 m rff TVW TB JB85SS" icr^i !o V ax/vjr(^$ ol &Or\^r^Ki^s \J Q11 -n m T3 CD 71imm r- Zl Q DO O§. m > m ro S^^lp|SI D oi^-fl- 2ggx co m ^m co ^ s CD 2 Tl 01 O ^^°§^ 05m • w 33O Tl Dmo 10-0-J-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR07170 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 1847 BUTTERS RDCBAD PCR 1562703500 Lot# $0 00 Construction Type CB070848 VN BERSON RES-NEW SCOPE-DEMO 1381SF HOME &476SF GAR, NEW 2861 SF LIV 500 SF Applicant JOSHUA GIBBS STE 102 1930S COAST HWY OCEANSIDE 92054 760 722 4651 Status Applied Entered By Plan Approved Issued Inspect Area Owner BERSON JEFFREY S&SUSAN S 1847 BUTTERS RD CARLSBAD CA 92008 ISSUED 09/20/2007 LSM 10/03/2007 10/03/2007 Plan Check Revision Fee Additional Fees $000 $000 Total Fees $0 00 Total Payments To Date $0 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and fie 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 APPU 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 exoired City of Carlsbad 1635 Faraday Ave Carlsbad CA 92008 760 602 2717 / 2718 / 2719 Fax 7606028558 Building Permit Application Plan Check No Est Value Plan Ck Deposit Date JOB ADDRESS \ S*\r i --I V ) /\A I i 1 1 ( y~t"'rt~f jd (r /? r /CT/PROJECT* tv) LOT* X/ v \ fHSSESJ^ # 0(JuSJrf8' # BEDROOMS DESCRIPTION OF WORK EXISTING USE PROPOSED USE GARAGE (SF) CONTACT NAME (If Different Fom Applicant) ADDRESS CITY STATE ZIP PHONE FAX EMAIL r PROPERTY OWNER NAME / ADDRESS / CITY STATE ZIP / PHONE FAX EMAIL ARCH/DESIGNER NAME 4 ADDRESS STATE LIC # \ SUITE#/SPACE#/UNlT# ' ' APN # BATHROOMS TENANT BUSINESS NAME CONSTR TYPE 1 OCC GROUP PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS YES D # NO D YES D NO D YES D NO D APPLICANT NAME ADDRESS CITY STATE ZIP PHONE FAX EMAIL CONTRACTOR BUS NAME /^ A. \xsr_,.--. 1 TN«rm.i S* -.- I „OffN9tpV)CTlbK\ ueMlL <=>OLvJTvt)|«i<5 ADDRESS _ - . . \Q&Q So CoAjbT ItVKil <=.!£ 102- OC^M^lDc <^A ^ 2OS-4" PHONE 1 FAX . \ . EMAILJOi*\UA. <g. ^.VS"& OVUD ^oAA, />\ / I STATE LIC # CLASS CITY BUS. LIC * fi /I / v (Sec 70515 Business and Professions Code An/ City or County which requires a permit to construct, alter, improve demolish or repair any structure, prior to IES issuance also requires the applicant for such permit tome a (Signed statement thar he islicensed pursuant to the provisions ol the Contractors License Law (Chapter 9 commending with Section 7000 of Division Nil the Business and Professions Code} or that he is exempt therefrom and the basis for the/alleged exemption Any violation ofSection 70315 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {{500}) Workers Compensation Declaration / hereby affirm under penalty ol perjury one of the following declarations CH 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 G I have and will maintain workers compensation as required by Section 3700 of the Labor Code forlbe performance of the work for which this permit is issued My workers compensation insurance earner and policy V/" number are Insurance Co <^TA"fe ftifJD /Policy No flDIT?^ -2ot>*7 \Ejipiration Date Off ~Ol - "2^3Cft>X / \ X '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 dollars (&100 000) in addition to the cost of compensaJieirtTamages I7pm j In Section 3706 of the Labor code interest and attorney s feesi )(bATE /Q^3 / I"] / hereby affirm that I am exempt from Contractor s License Law for the following reason (71 I as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended or offered for sale If however the building or improvement is sold within one year of completion the owner builder will have the burden of proving, that he did not build or improve for the purpose of sale) O 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) n I am exempt under Section _.. Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement O Yes O No 2 I (have / have not) signed an application for a building permit for the proposed work 3 11 ave contracted with the following person (firm) to provide Ihe proposed construction (include name address / phone / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone / contractors license number) 5 I will provide some of the work bill I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work) ) PROPERTY OWNER SIGNATURE DATE 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' O Yes O No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' O Yes O No Is the facility to be constructed within 1 000 feet of the outer boundary of a school site7 O Yes O No IF ANY OF THE ANSWERS ARE YES EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 309 / (i) Civil Code) Lender s Name Lender s Address I certify that I have read (tie application and state that the above information is correct and that the mfomiation on the plans is accurate I af|ree to comply with all City ordinances and State laws relating to building construction 1 hereby authonze representative 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 OSH A An OSHA permit is required for excavations over 5 0 deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and raid if the building or woric authorized by such permit is not commenced within 1 80 days (torn (he date of such permit or if the building or work authorized by such permit s suspended or abandoned at any tune after the work s commenced for a period of 1 80 days (Section 1 06 4 4 Uniform Building Code) APPLICANT S SIGNATURE DATE City of Carlsbad Building Department Q"l-\"7'DPlan Check Revision No Project Address I04~1B»OTR:*-&E-X> , Contact Original Plan Check No _ Date Address (430 5» Ph K^V, SvHTC |Q2 .*-*-- f-<?A General Scope of Work ?&tM*T Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1 Elements revised "^ Calculations Soils Other 2 Describe revisions in detail Nfet C**«n Dw**nu>Kl ^ VK*J ^To* ww *. sus> voouBrt^ CMMrfts, ^ ii Vvfe^si "C^TAWS ll ^607-OSc-f§ ow^Lb I4cc) sp" p«oDrT<oOi 10^0 is OCmo i2*i fb He«^ ^7tolJ 6A^ OLLx i f^ A^ £A»JL) ^?^ fc 1 IB *~~' V 5&0 0 6yne. ij^o c? o^^cj^ 3 List page(s) where each revision is shown AC? o ^UtT "2,•=*rv 3? ^T, -^ S-3 4 List revised sheets that replace existing sheets AO o ^r B> SHI 4 S -3> 5 Does this revision, in any way, alter the exterior of the project"? Q Yes 6 Does this revision add ANY new floor area(s)? Q Yes J0 No / Does this revision affect any fire related issues? G Yes ^3 No 8 is No this a complete ^Signatu 1635 Faraday Avenuf^CajJfcbad CA 92008 Phone 760-602-2717/2718/2719/2721 Fax 760-602-8558 EsGil Corporation In (Partnership •with government for (BuiCdmg Safety DATE October 1, 2007 JURISDICTION City of Carlsbad PLAN CHECK NO PCR07-17O (CB070848) SET I PROJECT ADDRESS 1847 Butters Rd PROJECT NAME Revision for the Berson Residence rj APPl igANT a PLAN REVIEWER a FILE XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff 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 X3 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fcax # Mail Telephone Fax In Person REMARKS By Steve Sanders Esgil Corporation D GA D MB EJ D PC Enclosures 9/24/07 9320 Chesapeake Drive, Suite 208 ^ San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 DATE BUILDlKTG^DDRESS PROJECT DESCRIPTION A/<UtJ ASSESSOR'S PARCEL NUMBER City of Carlsbad ^ •""^•nVHHMWW^HWHI^HUH^HHHKOMBI^HBHEIBB^MBPublic Works — Engineering BUILDING PLANCHECK CHECKLIST fLs PLANCHECK NO CB O7- 170 ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date including field modifications must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build D A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please 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 Only the applicable sheets have been sent By By By Date Date Date By FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT >fr/07Date ATTACHMENTS D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Neighborhood Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet ENGINEERING DEPT CONTACT PERSON Name KATHLEEN M FARMER City of Carlsbad Address 1635 Faraday Avenue Carlsbad CA 92008 Phone (760) 602-2741 NOTE If there are retaining walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT A-4 CA 9200|8-7314 • (76O) 6O2-2720 • FAX (760) 6Oe»8S62 BUILDING PLANCHECK CHECKLIST . ST li LJ SITE PLAN Provide a fully dimensioned site plan drawn to scale Show A^ North Arrow .F^,Right-of-Way Width & Adjacent Streets //Bx/Existing & Proposed Structures ^/G Driveway widths ./C^Existing Street Improvements ^-K^Existing or proposed sewer lateral /^/Property Lines (show all dimensionsJ/r'/'Existing or proposed water service 'E /Easements /d Existing or proposed irrigation service 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 Sewei 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 Show all existing use of SF and new proposed use of SF Example Tenant Improvement for 3500 SF of warehouse to 3500 SF of office '.i arnnj{A.iit!y\MASTcHS\Rui:tlinq Piancheck Cklst Form (Generic) Joe BUILDING PLANCHECK CHECKLIST ST1 D ,ND -.RD DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply with the following Engineering Conditions of approval for Project No 4b All conditions are in compliance Date DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 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 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 . pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the F \FarmertKATHYlMASTERS\Buildrng Planctieck Cktel Form (Generic) doc ,ST BUILDING PLANCHECK CHECKLIST 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 CU 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please 5»ubmit a recent property title report or current grant deed on the property and processing fee of $ 430 00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date D D 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy 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 in cubic yards (cut, fill import, export and remedial) This information must be included on the plans 7b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approvaI obtained prior to issuance of a Building Permit Grading Inspector sign off by Date 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F \FARMER\KATHY>MASTERS\Building Plandieck Cklsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST XST 2ND 3RD D D D 7d No Grading Permit required CD C] n 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS D D D 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 D 9 INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date NPDES PERMIT D D D 10a Storm Water Requirements Applicability Checklist Completed L~H L~H CD 10b Priority Determination and compliance D Priority Project D Subject to Standard Permanent Storm Water BMP's D EExempt D 11 D Required fees are attached .& No fees required WATER METER REVIEW D D D 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 F \FarmertKATHYMUASTERS\BiJilding Plancheck Cklst Form (Generic) doc ,ST -,ND D 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 with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) 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 cncled "W" The irrigation service should look like STA 1+00 Install 2" service and 5 meter (estimated 100 gpm) 2 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 3 In general, all major sloped areas of a subdivision/project are to be nrigated 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 "; ERS'.Building k Cklst Form (Generic) cioc BUILDING PLANCHECK CHECKLIST ..ST 2ND QRD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future D D D 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this D D D 13 Additional Comments F ''FLirniertKaUiyVMASTERS'iBuiidiJig Flancheck Ckisl rorm (Generic) doc D D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal Address Bldg Permit No Prepared by Date Checked by Date EDU CALCULATIONS List types and square footages for call uses Types of Use Sq Ft /Units Types of Use Sq Ft /Units APT CALCULATIONS Lis>t types and square footages for all uses Types of Use Sq Ft /Units Types of Use Sq Ft /Units EDU's EDU's ADT's ADT's FEES REQUIRED WITHIN CFD D YES (no budge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO D 1 PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS = $ D 2 TRAFFIC IMPACT FEE ADT s/UNITS D 3 BRIDGE AND THOROl ADT's/UNITS D 4 FACILITIES MANAGE UNIT/SQ FT D 5 SEWER FEE EDU s FEE/ADT = $ JGHFARE FEE vIENT FEE IDIST X ZONE X #1 DIST #2 FEE/ADT FEE/SO FT /UNIT DIST #3 ) = $ A BENEFIT AREA EDU's FEE/EDU FEE/EDU D 6 SEWER LATERAL ($2 E>00) D 7 DRAINAGE FEES PLDA_ ACRES = $_ = $_ = $ HIGH /LOW FEE/AC = $ D 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION Word\Docs\Mlsforms\Fee Calculation Worksheet Iof2 ICr O Plan Check No Planner Chris Sexton APN PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Address jg>M-"1 Phone (760) 602-4624 Type of Project & Use Zoning ft" I General Plan CFD (in/out) #_Date of participation . Net Project Density / . Facilities Management Zone Remaining net dev acres. DU/AC Circle One (For non-residential development Type of (and used created by this permit ) J /S j|S./S. i. L¥ D D Legend C3 Item Complete D Item Incomplete - Needs your action Environmental Revliew Required- YES NO _j/_ TYPE DATE OF COMPLETION Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO PROJECT NO YES NO. DATE TYPE OTHER RELATED CASES Compliance with conditions or approval? If not, state conditions which require action Conditions of Approval o'b n Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES CA Coastal Commission Authonty? YES NO If California Coastal Commission Authonty Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) G Habitat Management Plan / Data Entry Completed? YES NO i/ If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Inclusionary Housing Fee required YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993) Data Entry Completed? YES.NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') H \ADMIN\COUNTER\BldgPlnchkRevChklsl Rev 3/06 3/n Site Plan Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes) Provide legal description of property and assessor's parcel number HDD Policy 44- Neighborhood ArchitecturalDesign Guidelines 1 Applicability YES NO. 2 Project complies YES. NO turalpc G/D a an ana EMCD D Zoning 1 Setbacks Front Interior Side Street Side Rear Top of slope 2 Accessory structure setbacks Front Interior Side Street Side Rear Structure separation 3 Lot Coverage Required <rO Reauired (ft & ' Required Reauired \9>.(~ Reauired :ks Reauired Reauired Reauired ^x Reauired ^^ Reauired ,^^ Reauired ^ iLJ jfi Shown 2,4 H Shown L>'ll" Shown Shown Shown Shown x7 Shown ^ Shown ^^ Shown ^s^ Shown^ Shown O \ I d 4 Height Required Shown Spaces Required Shown5 Parking (breakdown by uses for commercial and mdustnal projects required) Residential Guest Spaces Required _ Shown _ CD CD D Additional Comments. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DAT£- H \AOMIN\COUNTER\BldgPlnchkRevChklst Rev 3/06 9160 S Rural Road Tempe, AZ 85284 ARCHITECTURE Phone 480-283-0278 ENGINEERING Fax 480-283-6273 April 3, 2008 RE Berson Residence 1847 Butters Road Carlsbad, CA 92008 Permit #CB07-0848, dated 3-24-08 Thank you for reviewing the plans for the above project Following are my responses to your comments 1 All plans that I have worked on have been signed by me 2 All structural calculations meet the 2006 IBC and 2007 CBC In the calculations, 11 00 feet is called for some of the wall heights in for the lateral analysis This is a conservative number used to calculate wind loads and overturning moment The actual wall heights are 10'-0" 3 The foundation has already been poured and inspected per the original set of plans I have reviewed the plans, calculations, and inspection report for this work and am confident that it was installed per plans and calculations There are no further special inspections required on this project 4 There are no special inspections required on the remaining work for this project 7 I have reviewed the truss calculations and incorporated the truss design into the structural design for the building I have attached a letter stating this 8 All exterior walls are SIP (Structural Insulated Panel) and act as shear walls The lateral analysis calculates the lateral load on each wall and the maximum load is 184 plf I have added Simpson A35 clips at each bay between the trusses spaced at 24" oc This provides 225 plf lateral transfer The walls are rated for 300 plf using 8d nails @ 6" oc at a single top plate and at the sill plate per the ICC report 26 The washer call out has been changed to 3"x3"x 229" 27 There are no further special inspections required for this project 31 The framing plan was to extend the trusses to the 2x framed wall but the builder wants to stop the trusses where the beam you thought was there is now going The beam has been called out on the plans 32 All call outs have been checked See comment 8 for lateral connections 34 All wall heights in the structural calculations have been changed to & ' ARCHITECTURE ENGINEERING 9160 5 Rural Road Tempe, AZ 85284 Phone 480-283-0278 Fax 480-283-6273 If you have any questions, please call me at 480-283-0278 (w) or 602-505-1218 (c) Sincerely, Brian von Allworden, PE SKYLINE Engineering 1220 South DitmarSt Oceanside, California 92054 760-721-3520 9/20/2007 Job #13-2007 Agent Construction detail solutions Joshua Gibbs 1930 S Coast highway, Suite 102 Oceanside, Calif 92054 722-4351 Owner Jeffery & Susan Berson 1847 Butters Road Carlsbad, Calif 92008 619-405-4055 Designer Leonard Rodgers Re Residence addition Foundation design Dear Berson Family This letter documents the basis for the foundation design of your above referenced project A site visit was made to your property rf'oBserve the on site soils A shallow test pit was dug and the subsurface soils were also observed The on site soils were visually classified The on site soils consist of silty sand A conservative soils bearing capacity of 1000 psf was assigned to the on site, undisturbed native, soils This was based on Uniform building code table 18-1-A, "allowable foundation and lateral pressure" Also see chapter 18 of the Uniform building code and page #2J of the structural design calculations ior the foundation design If you have any questions of concerns about the structural design of the project, feel free to call on us Davi SKYLINE Engineering 1220 South Ditmar St Oceanside, California 92054 760-721-3520 Job #13-2007 STRUCTURAL CALCULATIONS For Leonard Rodgers At The Berson Residence Field changes Demolish existing slab and footings and add foundation stem wall only Located At 1847 Butters Road Carlsbad, California Date September 13, 2007 -^ ^- jdZ^bA" O-tx -, TO3 O ID V) 5coCM o: o LL t^S * co !^LU 2 Q:O S?1 gm^a. CD T- §-1£_l £3X (*• ocii|l"§l£J||8S8—. *o Sr Z « 5= •••CQO.UJU.XKlrr-o tJT OCIu.< <*J ( i ' i ( 00 ^ «\r ; d i «i Tj i ^i^ta I »to v ^</>' C ?>s1tf» 0 <;Q ^ ^ » ll Qv. . ^s. Q| ^^ O ^ 3P j ?a H«^ o f ^<V) ^ S o„_ rfvl ^O i 2 P. W3 V $ 0 0 V<J >A (L «v: U- _ i>o uji<3 °^3 1^3 9 T^ j ^Tj . ^ iS ^ o ' 3$ k § U> 2 tv f- 2 ^ ? 5 1 1 r 0 si ^ 5t\L ^^fcj -5 ia -xo < cd3 W 5^a ^ ^ ^)V r r^o rv ^———Q- £ -3La- r^ <^ c^ 0^ Q^ ^.O 04-21-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR08020 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 1847 BUTTERS RDCBAD PCR 1562703500 Lot# $0 00 Construction Type BERSON RES-REVISE ALL EXTERIOR FRAMING FOR SIP WALLS 0 NEW Applicant ADAM LANE STE102 1930 SO COAST HWY 92054 760 722-4351 Status ISSUED Applied 02/08/2008 RMA 04/21/2008 04/21/2008 Entered By Plan Approved Issued Inspect Area Owner BERSON JEFFREY S&SUSAN S 1847 BUTTERS RD CARLSBAD CA 92008 Plan Check Revision Fee Additional Fees $600 00 $000 Total Fees $600 00 Total Payments To Date $600 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees'exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will ba any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired City of Carlsbad Building Department _ Original Plan Check No fit , CjO+kkJ j& <?%& Date Ph 70 - A- Fax Plan Check Revision No Project Address Contact Address General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1 Elements revised Other_ 2 Describe revisions in detail ^fSh^^V dLtA'C f~Z> Cw&Mr:? &T- ctfi ddvi L/^U'u^it ( -cr^^i (/iff j-& <— ? / 1 ti )<%,(/ CjcSY^^UGTi^A • AJ^.^0 <yfci<JnMf& ( (jtilfJUAG R^rvf 5" ^" hvhr*( ^H*Lsf? £(? ti)*JU £**fo.-(~ ^ 6/^^Wr CifJi ^Apf-i£/)juri) LOeJL)~ 3 List page(s) where each revision is shown A0*/ XccarcSf j P$ Si/ ^ 4 List re vised sheets that replace existing sheets 5 Does this revision, in any way alter the exterior of the project"? I I Yes O Does this revision add ANY new floor area(s)? | | Yes |yt No / Does this revision affect any fire related issues? I I Yes |"N No 8 Is this a complete se)?/i [~~| Yes F)(I No ^Signature 1635 Faraday Avenue Carlsbad CA 92008 Phone 760-602-2717/2718/2719/2721 Fax 760-602-8558 EsGil Corporation In Partners Hip with government for (BuiCcfing Safety DATE 04/16/2008 a APPLICANT JURISDICTION City of Carlsbad nT~PLAN REVIEWER a FILE PLAN CHECK NO Cb070848(PCR08020) SET III PROJECT ADDRESS 1847 Butters Rd PROJECT NAME Berson Residence XI 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 XJ 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 REMARKS By Aaron Goodman Enclosures One set of plans, one set truss calcs, one set of structural calcs, a letter from the engineer approving the truss layout, responding to Special Inspections and identifying himself as the new engineer of record Also attached is a new key plans and a binder from Premier Building Systems, SIP's Esgil Corporation D GA D MB D EJ D PC 04/09/2008 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In (Partnership with government for WuiCding Safety DATE 03/24/20O8 O a JURISDICTION City of Carlsbad "TTFLANREVIEWER a FILE PLAN CHECK NO Cb070848(PCR0802O) SET II PROJECT ADDRESS 1847 Butters Rd. PROJECT NAME Berson Residence 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 Adam Lane 1930 South Coast Highway, Suite 102 Carlsbad, CA 92054 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 Adam Lane Telephone # 760-722-4351 Date contacted 3/2-^7° (by^43) Fax # 760-722-4651 Mail ^Telephone Fax *^\r\ Person REMARKS By Aaron Goodman Enclosures Esgil Corporation D GA D MB D EJ D PC 03/17/2008 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 *• Fax (858) 560-1576 City of Carlsbad CbO70848(PCRO8O20) 03/24/2OO8 RECHECK CORRECTION LIST JURISDICTION City of Carlsbad PLAN CHECK NO Cb07O848(PCR08020) PROJECT ADDRESS 1847 Butters Rd SET II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 03/17/2008 03/24/2008 REVIEWED BY Aaron Goodman FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, 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 The approval of the plans does not permit the violation of any state, county or city law A 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 B 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 C 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? aYes aNo City of Carlsbad Cb07O848(PCRO8O2O) O3/24/2008 Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects) Foi 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 All sheets of plans must be signed by the person responsible for their preparation (California Business and Professions Code) NO RESPONSE Correct sheet T1 0 All plans and calculations shall clearly show that the project complies with the 2007 California Building Code, which adopts the 2006 IBC, 2006 UMC, 2006 UPC and the 2005 NEC Remove reference to the 2007 IRC on sheet S1 0 Correct to the 2006 IBC/2007 CBC The plans submitted as revisions to the original project are insufficient in scope and detail to conduct a complete plan review Please submit complete Architectural, Plumbing, Mechanical, Electrical (if the service is 400 amp or larger) and structural plans showing all connections as specified in NER-633 The plans submitted as a result of these comments shall adequately show in section and elevations, drawn to scale, the new 11 foot wall heights NO RESPONSE On the cover sheet of the plans, specify any items requiring special inspection, sn a format similar to that shown below Section 106 3 2 • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec 1701 of the Uniform Building Code ITEM REQUIRED? REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING EXPANSION/EPOXY ANCHORS DESIGNER-SPECIFIED OTHER City of Carlsbad Cb07O848(PCRO8020) 03/24/2008 4 NO RESPONSE When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form 7 NO RESPONSE Please provide evidence that the engmeer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) Section 106 3 4 1 8 Correct the structural calculations to show conformance with the 2006 IBC/2007 CBC Provide calculations for lateral loads, shear panels, shear transfer and related Section 10633 9 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 (see exceptions) b) See window #6 Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and dram inlet 26 Please correct all references to anchor bolts Sill plate size and anchorage IS5993I Anchor bolts shall be provided with square washers in accordance with Section 2305 3 11 Show the 3" square X 0 229" plate on the plans The following anchor bolt requirements shall apply in Seismic Zones 3 and 4, per Section 180661 The minimum nominal anchor bolt diameter shall be 5/8 inch (for Seismic Zone A only) Note This will require a minimum distance from the onds of sill plates to bo 4 3/8" (and a maximum of 12") Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt Sill bolt diameter and spacing for three-story raised wood floor buildings shall be specifically designed 27 All special inspections should be noted on the cover sheet per comment #3 Specify size, I C B O number and manufacturer of power driven pins, expansion anchors or epoxy anchors Show edge and end distances and spacing Section 106 3 3 31 Provide design calcs and/or specifications for insulated beams 101,10 2,10 3, 10 6,11 1 on the plans It appears that there is a beam at the openings in wall line 1 between lines D and F Please provide sections, details and design calcs necessary to clearly show the framing in this area Provide roof framing/truss plan and floor/deck framing plan Section 106 3 3 City of Carlsbad CbO7O848(PCRO8O20) 03/24/20O8 32 The detail call outs on sheets S1 0 and S2 0 don't seem to match the details on sheets S3 0 and S4 0 Please correct Provide calculations for shear transfer from the roof system to the SIP's, and from the SIP's to the foundation Also show all connections from SIP's to stick framed walls Section 10633 34 The calculations and structural sheets are calling out 9 to 14 foot high walls If the structural design is incorrect it must be revised to show the correct wall heights Please revise all plans and energy analysis to be consistant Revised energy forms shall indicate the new 11 foot wall height The regulations require a properly completed and properly signed Form CF-1R (4 pages) to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design 35 Revise for consistency with Architectural and Structural plans Provide plans, calculations or worksheets to show compliance with current energy standards adopted October 1, 2005 (Continued on the next page) City of Carlsbad Cb07O848(PCRO8O2O) 03/24/2OO8 38 Please update for wall heights Specify, on the building plans, that all of the mandatory energy features are indicated on the plans and specifications or include a completed MF-1R form on the plans 41 Provide a lighting plans to show the following Show on the plans compliance with the residential energy lighting requirements (Mandatory requirement) a) In the kitchen at least one-half of the wattage rating of the fixtures must be high efficacy with non-high efficacy fixtures switched separately Note Approximately % of the fixtures will be required to be of the high efficacy variety b) In bathrooms, garages, laundry rooms, and utility rooms all fixtures must be high efficacy style or be controlled by a manually-on occupancy sensor c) All other rooms require any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer (Closets under 70 square feet are exempt) d) Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photocontrol/motion sensor Note Generally a high efficacy style of fixture is fluorescent complete with electronic ballasts Regular incandescent, quartz halogen and halogen MR lamps do not comply This is a general list of code comments only A complete plan review will be conducted after we have received a complete set of 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 a No a (Continued on the next page) City of Carlsbad CbO7O848(PCRO8O20) 03/24/2008 City of Carlsba Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No Cb07O848(PCRO8020) Job Address or Legal Description 1847 Butters Rd Owner Address You arc hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this, sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (next page) City of Carlsbad CbO7O848(PCRO8O2O) O3/24/2O08 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION PLAN CHECK NUMBER OWNER'S NAME I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspectors) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above Engineer s/Architect s Seal & Signature Here Signed 1 List of work requiring special inspection CH Soils Compliance Prior to Foundation Inspection Q Field Welding n Structural Concrete Over 2500 PSI D High Strength Bolting CD Prestressed Concrete O Structural Masonry d Designer Specified Expansion/Epoxy Anchors Sprayed-On Fireproofmg Other 2 Name(s) of mdividual(s) or firm(s) responsible for the special inspections listed above A B C 3 Duties of the special inspectors for the work listed above A B Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site EsGil Corporation In Partnership with government for Quitting Safety DATE 02/15/2008 a APPJJ£ANT JURISDICTION City of Carlsbad OTEATTREVIEWER a FILE PLAN CHECK NO Cb070848(PCR08020) SET I PROJECT ADDRESS 1847 Butters Rd PROJECT NAME Berson Residnece I 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 [X] The applicant's copy of the check list has been sent to Adam Lane 1930 South Coast Highway, Suite 102 Carlsbad, CA 92054 I | Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Adam Lane Telephone # 760-722-4351 Date contacted Z/<9/Oftby (£~) Fax # 760-722-4651 < — Fax — ^ In Person G REMARKS By Aaron Goodman Enclosures Esgil Corporationn GA n MB n EJ n PC 02/11/2008 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 + Fax (858) 560 1576 City of Carlsbad Cb070848(PCR08020) 02/15/2008 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO Cb070848(PCR08O20) JURISDICTION City of Carlsbad PROJECT ADDRESS 1847 Butters Rd. FLOOR AREA Dwelling 2861 Garage 500 Deck 509 REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED 02/15/2008 STORIES 1 HEIGHT ?? DATE PLANS RECEIVED BY ESGIL CORPORATION 02/11/2008 PLAN REVIEWER Aaron Goodman 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 2002 NEC 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 City of Carlsbad Cb070848(PCR08020) O2/15/2008 Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 1 All sheets of plans must be signed by the person responsible for their preparation (California Business and Professions Code) 2 The plans submitted as revisions to the original project are insufficient in scope and detail to conduct a complete plan review Please submit complete Architectural, Plumbing, Mechanical, Electrical (if the service is 400 amp or larger) and structural plans showing all connections as specified in NER-633 The plans submitted as a result of these comments shall adequately show in section and elevations, drawn to scale, the new 11 foot wall heights 3 On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below Section 106 3 2 • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec 1701 of the Uniform Building Code ITEM REQUIRED-? REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING EXPANSION/EPOXY ANCHORS DESIGNER-SPECIFIED OTHER City of Carlsbad Cb070848(PCR08020) 02/15/2008 4 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form 5 On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc ) Additionally, provide the following note on the plans, per Sec 106 3 4 2 "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building The deferred submitlal items shall NOT be installed until their design and submittal documents have been approved by the building official" 6 Provide truss details and truss calculations for this project Specify truss identification numbers on the plans 7 Please provide evidence that the engmeer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) Section 106 3 4 1 8 Provide calculations for lateral loads, shear panels, shear transfer and related Section 10633 9 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 (see exceptions) a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors b) Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and dram inlet c) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface d) Individual fixed or operable panels, other than those locations described above, that meet all of the following conditions i) Exposed area of an individual pane is greater than 9 square feet, and n) Exposed bottom edge is less than 18 inches above the floor, and in) Exposed top edge is greater than 36 inches above the floor, and iv) One or more walking surfaces are within 36 inches horizontally of the plane of the glazing City of Carlsbad Cb070848(PCR08020) 02/15/2008 10 Required exit doorways shall be not less than 36" in width and not less than 6'8" in height Section 10033 1 3 11 Guardrails (Section 509 1) a) Shall be installed at all unenclosed floor and roof openings b) Shall be installed at open and glazed sides of landings and ramps c) Shall be installed at balconies or porches more than 30" above grade or floor below d) Shall be installed on roofs used for other than service of the building e) Shall have a height of 36" f) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B g) Openings between railings shall be less than 4" The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6" 12 Provide stairway and landing details Sections 1003 3 3 a) Maximum rise is 7" and minimum run is 11" When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum b) Minimum headroom is 6'-8" c) Minimum width is 36" 13 Handrails (Section 1003 336) a) Handrails are required on each side of stairways Stairways less than 44" wide or stairways serving one dwelling unit may have one handrail (if not open on both sides) b) Private stairways (1 tenant) need only have a handrail on one side if 30" or less in height c) Stairways having less than four risers and serving one individual dwelling unit need not have handrails d) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous e) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail f) Except for private stairways, at least one rail shall extend 12" beyond top and bottom risers g) Ends of handrails shall be returned or shall have rounded terminations or bends 14 Every stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairway width If a door occurs at the landing, such dimension need not exceed 36 inches Sections 1003 335 and 1003 3 1 7 City of Carlsbad Cb07O848(PCRO8020) O2/15/2O08 15 Provide details of winding stairway complying with Section 1003 3382 a) Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest b) Maximum rise is 8 inches c) Minimum width is 36 inches 16 Specify roof material and application Roof coverings, other than wood shakes and shingles, shall be Class A 17 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 18 Balconies and decks exposed to the weather and sealed underneath shall be sloped a minimum of Vi inch per foot for drainage Section 1402 3 19 Show roof drains and overflows Sections 1506 2 and 1506 3 20 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 21 Where eave vents are installed, insulation shall not block the free flow of air A minimum of 1" of air space shall be provided between the insulation and the roof sheathing To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists Section 15053 22 Note on the plans "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension " Section 15053 23 Garage requires one-hour fire protection (i e , 5/8" Type X drywall) on the garage side of walls and ceiling common to the dwelling Table 3-B, Section 302 A 24 All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side Section 302 2 25 Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling Section 302 4 City of Carlsbad Cb070848(PCR08020) 02/15/2008 26 The following anchor bolt requirements shall apply in Seismic Zones 3 and 4, per Section 18066 1 a) The minimum nominal anchor bolt diameter shall be 5/8-inch (for Zone 4 only) Note This will require a minimum distance from the ends of sill plates to be 4-3/8" (and a maximum of 12") b) Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt c) Sill bolt diameter and spacing for three-story raised wood floor buildings shall be specifically designed 27 Specify size, I C B O number and manufacturer of power driven pins, expansion anchors or epoxy anchors Show edge and end distances and spacing Section 10633 28 If required, show size, embedment and location of hold down anchors on foundation plan Section 106 3 3 29 If hold downs are required, note on plan that hold down anchors must be tied in place prior to foundation inspection Section 108 5 2 30 Show adequate footings under all bearing walls and shear walls Section 18063 31 Provide roof framing/truss plan and floor/deck framing plan Section 106 3 3 32 Provide calculations for shear transfer from the roof system to the SIP's, and from the SIP's to the foundation Also show all connections from SIP's to stick framed walls Section 106 3 3 33 Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels If service is over 200 amps, submit single line diagram, panel schedule and load calculations 34 Revised energy forms shall indicate the new 1 1 foot wall height The regulations require a properly completed and properly signed Form CF-1R (4 pages) to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design 35 Provide plans, calculations or worksheets to show compliance with current energy standards adopted October 1 , 2005 City of Carlsbad Cb070848(PCR08020) 02/15/2008 36 The version of the computer program that you have used is no longer current Provide new calculations, using acceptable updated residential computer energy programs As of October 1, 2005, they are the following • Micropas 7 0 or 7 1 • EnergyPro 4 1 37 The regulations require a properly completed and properly signed Form CF"-1R (4 pages) to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design 38 Specify, on the building plans, that all of the mandatory energy features are indicated on the plans and specifications or include a completed MF-1R form on the plans 39 Specify, on the plans, that the duct insulation must be a minimum of (Prescriptive requirement) a) Climate Zones 7 = R-4 2 40 The window schedule shall clearly describe the required U-factor and solar heat gam coefficient (SHGC) values and demonstrate compliance with the Title 24 energy calculations 41 how on the plans compliance with the residential energy lighting requirements (Mandatory requirement) a) In the kitchen at least one-half of the wattage rating of the fixtures must be high efficacy with non-high efficacy fixtures switched separately Note Approximately % of the fixtures will be required to be of the high efficacy variety b) In bathrooms, garages, laundry rooms, and utility rooms all fixtures must be high efficacy style or be controlled by a manually-on occupancy sensor c) All other rooms require any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer (Closets under 70 square feet are exempt) d) Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photocontrol/motion sensor Note Generally a high efficacy style of fixture is fluorescent complete with electronic ballasts Regular incandescent, quartz halogen and halogen MR lamps do not comply (Continued on next page) City of Carlsbad Cb070848(PCR08020) 02/15/20O8 This is a general list of code comments only A complete plan review will be conducted after we have received a complete set of 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 City of Carlsbad CbO7O848(PCR08020) * 02/15/2008 City of Carlsbad ; "^ •••^••••••••^••••••••••••••ii^fi^^^^^HBBuilding Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No Cb070848(PCR08020) Job Address or Legal Description 1847 Butters Rd Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) City of Carlsbad Cb070848(PCR08020) 02/15/2008 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION PLAN CHECK NUMBER OWNER'S NAME I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special mspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above Engineer s/Arcliltect s Seal & Signature Here Signed 1 List of work requiring special inspection G Soils Compliance Prior to Foundation Inspection G Field Welding D Structural Concrete Over 2500 PSI D High Strength Bolting G Prestressed Concrete G Expansion/Epoxy Anchors D Structural Masonry G Sprayed-On Fireproofing G Designer Specified G Other 2 Name(s) of mdividual(s) or firm(s) responsible for the special inspections listed above A B C 3 Duties of the special inspectors for the work listed above A B Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site City of Carlsbad CbO7O848(PCRO8O2O) s^- O >• , f04/18/2008 **Sc -€ V 1 6 e d EsGii Corporation ^•^-^MMH—^W />; (Partnership vntH government for VmftRng Safety DATE O4/18/2OO8 a APPLICANT Q JURIS JURISDICTION City of Carlsbad Q PLAN REVIEWERa FILE PLAN CHECK NO Cb070848(PCROSO2O) PROJECT NAME. Berson Residnece The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I The plans transmitted herewith will substantially comply with the junsdichon's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Esgil Corporation staff did not advise the applicant that the plan check has been completed _J Esgrl Corporation staff did advise the applicant that the plan check has been completed REMARKS This revision is for the review of a completely new structural system See the amended fee sheet attached By Aaron Goodman Enclosures Esgil Corporation D GA D MB D EJ D PC 04/18/2008 rnn A 9iSI 093 898 dHOO 11033 90 H 8002-81-HdV ZOO d IVIOl City of Carlsbad Cb07O848(PCR08020) 04/18/20O8 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad Cb070848(PCR08020) PREPARED BY Aaron Goodman BUILDING ADDRESS 1847 Butters Rd BUILDING OCCUPANCY R-3 / U-l PLAN CHECK NO DATE1 O4/18/20O8 TYPE OF CONSTRUCTION BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq Ft ) cb Valuation Multiplier By Ordinance Reg Mod VALUE ($) Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review C D Repetitive Fee T^l Repeats $600 001 Complete Review D Other m Hourly f"1 Structural Only 5 Hours Esgll Plan Review Fee $480.00 " Based on hourly rate Comments Fee sheet is amended This revision is for a completely new structural system Sheet 1 of 1 macvalue doc ZOO d 9A9J 099 898 nosa 90 800Z-8I-HdV 9160 S Rural Road Tempe, AZ 85284 ARCHITECTURE Phone 480-283-0278 ENGINEERING Fax 480-283-6273 April 3, 2008 RE Berson Residence 1847 Butters Road Carlsbad, CA 92008 Permit #CB07-0848, dated 3-24-08 Thank you for reviewing the plans for the above project Following are my responses to your comments 1 All plans that I have worked on have been signed by me 2 All structural calculations meet the 2006 IBC and 2007 CBC In the calculations, 11 00 feet is called for some of the wall heights in for the lateral analysis This is a conservative number used to calculate wind loads and overturning moment The actual wall heights are 10'-0" 3 The foundation has already been poured and inspected per the original set of plans I have reviewed the plans, calculations, and inspection report for this work and am confident that it was installed per plans and calculations There are no further special inspections required on this project 4 There are no special inspections required on the remaining work for this project 7 I have reviewed the truss calculations and incorporated the truss design into the structural design for the building I have attached a letter stating this 8 All exterior walls are SIP (Structural Insulated Panel) and act as shear walls The lateral analysis calculates the lateral load on each wall and the maximum load is 184 plf I have added Simpson A35 clips at each bay between the trusses spaced at 24" oc This provides 225 plf lateral transfer The walls are rated for 300 plf using 8d nails @ 6' oc at a single top plate and at the sill plate per the ICC report 26 The washer call out has been changed to 3"x3"x 229' 27 There are no further special inspections required for this project 31 The framing plan was to extend the trusses to the 2x framed wall but the builder wants to stop the trusses where the beam you thought was there is now going The beam has been called out on the plans 32 All call outs have been checked See comment 8 for lateral connections 34 All wall heights in the structural calculations have been changed to &f ' ARCHITECTURE ENGINEERING 9160 5 Rural Road Tempe, AZ 85284 Phone 480-283-0278 Fax 480-283-6273 If you have any questions, please call me at 480-283-0278 (w) or 602-505-1218 (c) Sincerely, Brian von Allworden, PE ARCHITECTURE ENGINEERING 9160 5 Rural Road Tempe, AZ 85284 Phone 480-283-0278 Fax 480-283-6273 February 6, 2008 RE Berson Residence 1847 Butters Road Carlsbad, CA 92008 Permit #CB07-0848, dated 8-22-07 I, Brian von Allworden P E , have taken over the structural engineering responsibilities of this project due to the change from 2x conventional framing to SIP wall construction At the time of this letter, the above project has had the foundation inspected and poured I have reviewed the foundation details and have determined that the previous design met the current code and that they were built as per the engineers design I have also completed a complete framing analysis of the project, including a new lateral analysis, for the use of SIP walls The new calculations have been sealed and signed and have been submitted to the City of Carlsbad ' ARCHITECTUREAKCHI I tO I UKt ENGINEERING 9160 S Rural Road Tempe, AZ 85284 Office 480-283-0278_ .fin „,„,, «o7oFax 480-^83-6273 Benson Residence STRUCTURAL CALCULATIONS Monday, April 07. 2008 2006 IBC/2007 CBC These calculations are for the conversion from 2x framed exterior walls to SIP exterior walls They contain calculations for the beams within the house, the headers in the exterior and load bearing walls, and the lateral analysis I have also included typical SIP details that apply to this structure ENGINEERING 9160 S Rural Road Tempe AZ 85284 ° Fa* Sl^Fax 480-283-6273 Table of Contents Load Calculations BEAM ANALYSIS B1 Header at Entry B2 Header at Entry B3 Beam at Entry B4 Beam at Entry B5 Header at Nook B6 Header at Nook B7 Beam at Nook B8 Beam at Nook B9 Family Room Rafters B10 Header at Family Room B11 Header at Family Room B12 Ridge Beam in Master Bedroom HEADER ANALYSIS W2 1 Garage Door W91 Door W10 1 Door W102 Door W103 Door W106 Window W11 1 Door W193 Window 9160 S Rural Road Tempe, AZ 85284 ARCH.TECTUREENGINEERING Fax 480-283-6273 Table of Contents Load Calculations BEEAM ANALYSIS 81 Header at Entry B2 Header at Entry B3 Beam at Entry B4 Beam at Entry B5 Header at Nook B6 Header at Nook B7 Beam at Nook B8 Beam at Nook B9 Family Room Rafters B10 Header at Family Room B11 Header at Family Room B12 Ridge Beam in Master Bedroom HEADER ANALYSIS W2 1 Garage Door W9 1 Door W10 1 Door W102 Door W103 Door W106 Window W11 1 Door W19 3 Window 9160 S Rural Road Tempe AZ 85284 Office 480-283-0278ARCHITECTURE - .„-. „_,, „„-,„ ENGINEERING Fax 480-283-6273 LATERAL ANALYSIS Shear Wall Sketch Wall Line 1 Wall Line 2 Wall Line 3 Wall Line 4 Wall Line 5 Wall Line A Wall Line B Wall Line C Wall Line D Wall Line E Wall Line F ICBO REPORTS 633 - Premier Structural Insulated Panels NGINEERING Berson Residence Loads Loads Roof Dead Load (Flat Roof System) Roof Dead Load (Sloped Roof) Roof Live Load (! Roof Snow Load Floor Dead Load Floor Live Load Deck Live Load SIP Wall Dead Load Seismic p$f Windward Wind Load (P = C. Cq q. IJ 9160 S Rural Road Tempo AZ 85284 480-283-0278 loped Roof) ad Seismic Zone Seismic Factor (Table 16-1) Z = Soil Profile Type Nv Na Maximum of 1 3 per UBC 1 630 2 3 2 Seismic Coefficient 3 0 Ca / R =• Where Ca = R = 1600 p,f 000 p»f 1 2 00 p,f tO 00 psf <">OGO p,f 1 000 p,f 4 0400 SD 10 10 0240 044 Table 16-1 Awumed Table 16-T Table 16-S Table 16-Q Tabte16-N C. Windward Wind Pressure Leeward Wtnd Load (P = C. Cq q. lw) Leeward Wind Pressure Wind Load on site walls Cf = 1 2 UBC Table 16-G ' -•-> UBC Table 16-H "' J!; UBC Table 16-F "' UBC Table 18-K 16 14 psf UBC Table 16-G UBC Table 16-H ' UBC Table 16-F " UBC Table 16-K 10 09 p»f 19 37 psf Berson - Loads xls 10F4 :'£"* .... j* i. - Ni. jtlii*^ 4/7/2008 12 21 PM ARCHITECTURE ENGINEERING 9160 S Rural Road Tempe AZ 85284 480 283-0278 Berson Residence Loads Wall Types wall Type Typel Type 2 Type 3 Type 4 Type 5 Type6 Type? TypeS Construction SIP w/ single top plate, 8d nails @ 6 ' oc SIP w/ double top plate 8d nails @ 4' oc framing #6 screws @ 4 oc splines SIP w/ single top plate and 4x vertical framing 8d nails @ 6" oc SIP w/ double top plate, 8d nails @ 4" oc - 2 rows top plate splines and framing 8d nails @ 4" oc bottom plate SIP w/ double top plate 10d nails @ 6" oc- 2 rows top plate and framing 10dnail@3 oc- 2 rows spline 10d nails @ 3" oc bottom plate 5/8 GWB 6d Nails @ 4" 5/8 GWB Blocked 2 Ply 1 Sided Simpson Strong Wall SW1 6x8x4 Shear (plf) 300 600 470 700 1010 145 175 935 Wall Loads Wall W1 Footing Tag CF1 Description Typical Roof Bearing Exterior Using S Type Wall Premier Design Chart 1 Thickness = ' m Height = 1000ft Unity Equation Description Typical Exterior Wall Footing Load Source Height Trib Area (ft) (sq ft/ft) Wall : ' '" 1000 Roof Allowable Axial Load = Allowable Pressure Load = Pressure / Allowable Pressure + Axial / Allowable Axial = Typical Exterior Footing Loads DL 0570 DL LL (plf) (plf) 100 0 470 376 570 376 2553 plf 57psf 0654 Total LL Load (kips) (Kips) 0 376 0 946 Total Load (Plf) 100 846 946 Berson Loads xls 2 OF 4 4/7/20081221 PM ARC HITECTU RE ENGINEERING Berson Residence Loads 9160 S Rural Road Tempe AZ 85284 480 283 0278 Beam Loads Beam Tag B1 B2 B3 B4 B5 B6 B7 BS B9 B10 B11 B12 B13 Beam Tag B4 B8 Uniform Beam Load Description Header at Entry Header at Entry Beam at Entry Beam at Entry Header at Nook Header at Nook Beam at Nook Beam at Nook Family Room Rafters Header at Family Room Header at Family Room Ridge Beam in Master Bedroom Beam at Bay Windows Description Length («) Beam at Entry 7 00 Beam at Nook 1025 Length (ft) 1 50 300 325 700 700 700 467 1025 1700 250 250 1750 717 Beam DL (Ibs) 154 154 314 314 Tnb, Area (sq ft/ft) 300 300 400 400 500 500 600 600 1 33 1050 11 00 1050 1150 Point Loads Point Load LL (Ibs) 104 104 224 224 DL (pif) 60 60 80 80 100 100 120 120 27 210 220 210 230 Total (Ibs) 258 258 538 538 LL (pif) 48 48 64 64 80 80 96 96 21 168 176 168 184 Location (ft) 200 500 250 767 Total Load (pif) 108 108 144 144 180 180 216 216 48 378 396 378 414 From B3 From B3 From B7 From B7 Point Loaded Berson Loads xls 3 OF 4 4/7/2008 12 21 PM ARCHITECTURE ENGINEERING Berson Residence Loads 9160 S Rural Road Tempe AZ 85284 480 283 0278 Wall W1 1 W21 W31 W41 W42 W43 W44 W45 W46 W91 W101 W102 W103 W104 W105 W106 W11 1 W12 1 W13 1 W132 W171 W191 W192 W193 W194 W201 W221 W222 Description Front Door Garage Door Door Window Window Door Window Window Window Door Door Door Door Window Window Window Door Door Window Window Window Window Window Window Window Window Window Window Length (ft) 400 1650 300 300 300 300 300 300 300 800 300 550 650 200 200 650 350 800 300 300 300 200 300 350 300 200 400 400 Header Height (in) 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 Header Loads Uniform Beam Load Trib Area DL LL (sq ft/ft) (plf) (plf) 1800 400 1200 1200 1200 1200 1200 400 400 400 1000 1350 1350 1350 1350 1350 400 400 600 600 400 1300 1300 1300 600 400 400 400 360 80 240 240 240 240 240 80 80 80 200 270 270 270 270 270 80 80 120 120 80 260 260 260 120 80 80 80 288 64 192 192 192 192 192 240 240 240 600 216 216 216 216 216 64 64 96 96 64 208 208 208 96 64 64 64 Total Load (pif) 648 144 432 432 432 432 432 320 320 320 800 486 486 486 486 486 144 144 216 216 144 468 468 468 216 144 144 144 < 740 Panel see attached < 740 Panel < 740 Panel < 740 Panel < 740 Panel < 740 Panel < 740 Panel < 740 Panel see attached see attached see attached see attached < 740 Panel < 740 Panel see attached Point Loaded < 229 Panel < 740 Panel < 740 Panel < 740 Panel < 740 Panel < 740 Panel Point Loaded < 740 Panel < 740 Panel < 740 Panel < 740 Panel PANEL - Premier SIP s have inherent strength If Panel" is indicated the load on the header is less than the maximum load the panel header can resist per Premier ICBO and design guide If "see attached is indicated a Premier Insul beam is installed within the panel A calculation for the Insul-beam headers is included If'See Plans is indicated the beam size is on the plans and a calculation for the header is included Beam Header Point Loads Point Load Tag Description W11 1 Door W193 Window Length (ft) 350 350 DL (Ibs) #REFi 1002 538 LL (Ibs) #REF' 820 441 Total (Ibs) #REFI 1822 979 Location (ft) 175 FromB12 0 50 From BH1 3 00 From BHA1 Berson - Loads xls 4 OF 4 4/7/2008 12 21 PM 9160 S Rural Road Tempe, AZ 85284 'ARCHITECTURE ENGINEERING rax 480-283-6273 BEAM ANALYSIS Avant Architecture and Engineering 172*4W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Dsgnr Description Scope Job* Date 1221PM 7 APR 08 I , MS. 1 ;om FNI-KCALC Fngmefrt '" -^^j^iii^airt'jaMBHIBaHHMaBMiMBMB br-rson P Description B1 - Header Entry General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined | Fuli •T-..-3S Section Name 4x6 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Dur Factor Beam End Fixity Wood Density Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL ~ sWiWSKSSit^iiSUiffSSiSE^^i^ 3 500 in 5 500 in Sawn 1 000 Pin-Pin esooopcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No Fb Base Allow Fv Allow Fc Allow E 60 00 #m LL #ffi LL W LL 150ft Lu 150ft ft Lu 0 00 ft ft Lu 0 00 ft 2 900 0 psi 1 80 0 psi 625 0 psi 1 600 0 ksi «,,„„.,.„„„„„„„,„„„..„„„„. , 1 4800 #/ft #/ft #/ft Summary Span= 1 50ft Beam Width = 3 500m x Depth Max Stress Ratio Maximum Moment Allowable Max Positive Moment | Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow fb 22 32 psi Fb 1 168 33 psi I Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center @Left @ Right Stress Calcs Bending Analysis Ck 34 195 Le Cf 1 300 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction = 5 5in Ends are Pin-Pin 0019 1 00 k-ft 1 0 03 k-ft 0 00 k-ft 000 k-ft 000 k-ft 1 72 fv 7 k-ft at 0 Maximum Shear Allowable 750 ft Shear at 0 000 ft 2 67 psi Fv 180 00 psi Dead Load -0 000 in 0750ft 1786250 Defl) 0 000 in 0 000 in 0 000 in 3089ft 4080 Max Moment 0 03 k-ft 000 k ft 0 00 k-ft @ Left Support 005 k 0 286 m2 18000 psi 009 k 009 k Total Load -0000 0750 10514782 Sxx Cl Camber Reactions LeftDL 005 k Right DL 0 05 k Left Cantilever in Deflection ft Length/Defl Right Cantilever Deflection Length/Defl 17646m3 Area 0999 *1 5 ©Left @ Right ©Left @ Center @ Right Max Max Dead Load 0 000 in 00 0 000 in 00 19 250 m2 0 1 k 35 k 009k 009k 0000 in 0000 in 0000 in 009k 009k ie Total Load 0 000 in 00 0 000 in 00 ~~ "" ~ 'k Sxx Rea'd Allowable fb < 0 34 m3 1 0 00 in3 1 0 00 m3 1 g Right Support 005k 0 286 m2 1 80 00 psi Bearing Length Req'd Bearing Length Req d 168 33 psi 17000 psi 170 00 psi 0 040 in 0 040 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson ResKienre Dsgnr Description Date Job# 1221PM 7 APR 08 I "k vI Uvr KW-M.05407 Verb «0 1 Den 200Ju )11&i 20CU ENEKCAIC ErKJineenng Snftwor! Scope Turn be f Page 2 berson erw Calculali in Description B1 - Header Entry Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = ooo n 000 ft 000 ft Moment OOOk-ft 0 00 k-ft OOOk-ft Shear 009k 000k 000k Deflection 0 0000 in 0 0000 in 0 0000 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 _ Ulv 'VftOO "MI Is r KW-OS0540" Ver 6 a 0 1 Ore 200 Ji n*-, <-?wj ENERC.ALC Enflirwfing Solrwwi Title Bersort Residence Dsgnr Description Scope Job* Date 1221PM 7 APR 08 '<*n«?rai Timber 6e«*ro Description B2 - Header Entry i General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name 4x6 Beam Width Beam Depth Member Type BmWt Added to Loads Load Dur Factor Beam End Fixity Wood Density 3 500 in 5 500 in Sawn 1000 Pin-Pin 65000pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch Fb Base Allow Fv Allow Fc Allow E 300ft ft ft No 2 900 0 psi 1800psi 625 Opsi 1 600 0 ksi Lu Lu Lu 300ft 000 ft 000 ft [Vull Length Uniform Loads Center Left Cantilever Right Cantilever f Summary 1 DL 60 00 #/ft DL #/ft DL #/ft LL 4800 #ffi LL #/ft LL #/ft ; f - ; 1 1 •• .< 5 Span= 3 00ft Beam Width = 3 500m x Depth = 5 5m Ends are Pin-Pin Max Stress Ratio Maximum MomentAllowable Max Positive Moment Max Negative Moment i Max @ Left Support Max @ Right Support Max M allow fb 89 27 psi Fb 1 166 58 psi Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * 0 L @ Center ©Lett @ Right Stress Calcs Bending Analysis Ck 34 195 Le Cf 1 300 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 0077 1 01 k-ft 1 7 k-ft 013k-ft at 1 Maximum Shear Allowable 500 ft Shear 0 00 k-ft at 0 000 ft 000 k-ft 000 k-ft 1 72 fv 9 49 psi Fv 180 00 psi Dead Load Total Load -0 002 in -0 003 1 500 ft 1 500 223281 1314348 Defl) 0 002 in 0 000 in 0 000 in 6178ft Sxx 5 770 Cl Max Moment 013 k-ft 0 00 k-ft 0 00 k-ft @ Left Support (£ 018 k 1 015 m2 18000 psi 018 k 018 k Camber Reactions LeftDL 010 k Right DL 010k Left Cantilever in Deflection ft Length/Defl Right Cantilever Deflection Length/Defl 17646m3 Area 0997 * 1 5 02k 35 k ©Lett 018k ©Right 018k @ Left 0000 in ©Center 0002m ©Right 0000 m Max o 18k Max 018k JDead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 k 19250 m2 SjoLRea'd Allowable fb 1 35 m3 1 0 00 m3 1 0 00 in3 1 p Right Support 018k 1 015 m2 180 00 psi Bearing Length Req'd Bearing Length Req d 166 58 psi 170 00 psi 17000 psi 0 080 in 0 080 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Title Berson Residence Dsgnr Description Date Job* 1221PM 7 APR 08 rnone tou-ioo-ui/o Fax 480-283-6273 lA<v KW-060M07 Verbao 1 Dec 200 J ' .itj ,.|1S! < ?«M ENERCAIO Eflgmeefmg SoHwaii Description B2 - Header Entry Query Values M, V, & D @ Specified Locations @ Center Span Location = 0 00 ft @ Right Cant Location = 0 00 ft @ Left Cant Location = 0 00 ft Scope m?rai lunber Sesttrs Moment OOOk-ft OOOk-ft OOOk-ft Shear 018k 000k 000k Page 2 1| Ix-rsnrt ec* Calf uI'Mior.o ^, h Deflection 0 0000 in 0 0000 in 0 0000 in Ava/it Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Title Berson Residence Dsgnr Description Description B3 - Beam at Entry Date Job* 1221PM / APR 08 rnone wu-iaj-ui/o Fax 480-283-6273 R.5v fifcOMM lls« KW-06054G. VerSSO 1 Dec 200 j ii )1<?M "«X3 ENERCALr Engineering Software Scope o*f!i»(ai I'irnber Beam Page 1 | bprsnn KCW talculaiions 1 General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name 4x8 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Dur Factor Beam End Fixity Wood Density 3 500 in 7 250 in Sawn 1 000 Pin-Pin 65000pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch Fb Base Allow Fv Allow Fc Allow E 325ft ft ft No 2 900 0 psiieoopsi 625 0 psi 1 600 0 ksi Lu Lu Lu 325ft 000ft 000 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 80 00 #/ft #/ft #/ft LL LL LL 6400 #/ftm W. i Summary | Span= 3 25ft Beam Width Max Stress Ratio Maximum MomentAllowable Max Positive Moment Max Negative Moment I Max @ Left Support Max @ Right Support Max Mallow fb 80 33 psi Fb 11 65 00 psi — - — — = 3 500m x Depth = 7 25m 0069 1 02k-ft 30 k-ft 021k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 298 fv 9 44 psi Fv 180 00 psi . — Ends are Pin-Pin - — — Maximum Shear * 1 1 625ft 3250 ft Reactions LeftDL Right DL Allowable Shear Camber 015 k 015k • 5 §Left Right ©Left @ Center @ Right Max Max 'V< f Sj ! '; •, ,'. i 02 k 46 k 025k 025k 0000 in 0002m 0000 m 025k 025k Deflections j| Center Span Deflection Location Length/Defl Dead Load 0 001 in 1 625ft 30211 9 Total Load -0 002 in 1625ft 1777374 Camber ( using 1 5 * 0 L Defl) @ Center 0 002 in @ Left 0 000 m @ Right 0 000 in Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0000 in 00 Total Load 0 000 in 00 0000 m00 I Stress Calcs Bending Analysis Ck 34195 Le Cf 1 300 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 6692ft 6896 Max Moment 021 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 024 k 1 330 m2 18000 psi 025 k 025 k Sxx 30 661 m3 Cl 0 996 Sxx Reo'd 211 m3 0 00 in3 0 00 m3 @ Right Support 024k 1 330 m2 18000 psi Bearing Length Req d Bearing Length Req'd Area 25 375 m2 Allowable fb 1 165 00 psi 1 17000 psi 1 17000 psi 0 115 in 0 115 in Ava/it Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Title Berson Residence Dsgnr Description Job* Date 1221PM 7 APR 08 rnone aou-zoj-u^/o Fax 480-283-6273 Ki v ShtiWuiUsf? KW-Of..OMQi VetSUG 1 Dec 2003 :!'>>'! roUJ FNCROALG F.nyineerimi Softvwn- Scope •«sWfSt*icSi ' HfUV&E s5fe«8.8!5 Page bPisonfci~*C-ik;ijlal Description B3 - Beam at Entry [ Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = •• • — - - 000 ft 000 ft 000 ft — — Moment 0 00 k-ft 0 00 k-ft 0 00 k-ft — — Shear 025k 000k 000k - - — " ^ Deflection 0 0000 in 0 0000 in 0 0000 in Ava,nt Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax*80-283-6273 Usd KW-060'«IO/ VcrSiffO 1 Dec?0!):i!•: jiqm yrwi ENERCALC Cngfiieefing SriK Title Berson Residence Dsgnr Description Scope " Beani Job* Date 1221PM 7 APR OS- Page 1 Description B4 - Beam at Entry Genera! Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name 4x8 Beam Width Beam Depth Member Type BmWt Added to Loads Load Dur Factor Beam End Fixity Wood Density 3 500 in 7 250 in Sawn 1 000 Pin-Pinesooopcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch No 2 Fb Base Allow Fv Allow Fc Allow E 700ft ft ft 900 0 psi 180 Opsi 6250psi 1 600 0 ksi Lu Lu Lu 700 ft 000 ft 000 ft full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 80 00#/ft #/ft #/ft LL LL LL 6400 #/ft #/ft Point Loads | Dead Load Live Load distance 1540 Ibs 1040 Ibs 2000ft 1540 Ibs 1040 Ibs 5000ft 0 Ibs Ibs 000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Span= 7 00ft Beam Width = 3 500m x Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 574 59 psi Fb 1 159 40 psi j Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Depth = 7 25m Ends are Pin-Pin 0496 1 1 5 k-ft 30 k-ft 1 47 k-ft at 3 500 0 00 k-ft at 0 000 000 000 296 fv Fv Dead Load 0 044 in 3500ft 1 904 1 Deft) 0 066 in 0 000 in 0 000 in k-ft k-ft Maximum Shear * Allowable ft Shear ft Camber Reactions 42 01 psi 180 00 psi Total Load -0 075 in 3500ft 1 126 18 LeftDL 047 k Right DL 0 47 k Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl 1 5 ©Left @ Right ©Left @ Center @ Right Max Max Dead Load 0 000 in 00 0 000 in 00 1 1 k 46 k 080k 080k 0 000 in 0066m 0000m 080k 080k Total Load 0000 in 00 0 000 in 00 Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Dsgnr Description Scope Job* Date 1221PM 7 APR 08 ilw-i KW-OWWOr Vefiao 1 Dec J.OO i :'•*{*llltri ?flrj 1 F.NFRCAl.C KrKlnwefirig Soltwr-ir Description B4 - Beam at Entry Stress Caics Bending Analysis Ck 34195 Le 13147ft Cf 1 300 Rb 9 665 Max Moment @ Center 1 47 k-ft @ Left Support 0 00 k-ft @ Right Support 0 00 k-ft Shear Analysis @ Left Support Design Shear 1 07 k Area Required 5 922 in2 Fv Allowable 1 80 00 psi Bearing @ Supports Max Left Reaction 0 80 k Max Right Reaction 0 80 k Query Values M, V, & D @ Specified Locations @ Center Span Location = 0 00 ft @ Right Cant Location = 0 00 ft @ Left Cant Location = 0 00 ft ntwifrti >'iinber Beam Sxx 30 661 m3 Cl 0 991 SxxRea'd 1520in3 0 00 in3 0 00 in3 @ Right Support 107k 5 922 in2 18000 psi Bearing Length Req d Bearing Length Req d Moment 000k ft 0 00 k-ft 000k ft Page 2 b borson M* Calculaiioiis | I Area 25 375 m2 Allowable fb 1 15940 psi 1 17000 psi 1 17000 psi 0 367 in 0 367 in i Shear Deflection 0 80 k 0 0000 in 0 00 k 0 0000 in 0 00 k 0 0000 in Avajnt Architecture and Engineering 1724 W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 R~'™~ 560004Usfi KW 050540 ;• VeiSSO 1 Dec. 700)i iiom <TB ENFRCAI C Enginepririu Softw in .'dOUKMMOBMMMB ~ Title Berson Residence Dsgnr Description Job* Date 1221PM 7A.PRO& Scope 'ftin0ef Beam Page 1 Description B5 - Header at Nook General Information Section Name 4x8 Beam Width Beam Depth Member Type BmWt Added to Loads Load Dur Factor Beam End Fixity Wood Density Code 3 500 in 7 250 in Sawn 1 000 Pin-Pin 65 000 pcf Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined '| Center Span Left Cantilever Right Cantilever Douglas Fir Larch Fb Base Allow Fv Allow Fc Allow E 1 50ft ft ft No 2 900 0 psi 1800psi 625 0 psi 1 600 0 ksi Lu Lu Lu 1 50ft 000ft 000ft Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL I Summary f Span= 1 50ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 21 07 psi Fb 11 67 78 psi 10000#/ft #/ft #/ft 3 500m x Depth = 7 25in 0018 1 01 k-ft 30 k-ft 0 05 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 298 fv 1 70 psi Fv 180 00 psi LL LL LL Ends are Pin-Pin 8000 #/ft #/ft */ft Maximum Shear * 1 0750ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 008 k 008k f 5 ©Left © Right ©Left © Center @ Right Max Max \ fc*»:* • •-, v, 00 k 46 k 014k 014k 0 000 in 0000 in 0000 m 014k 014k reflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load 0 000 in 0750ft 252151 4 Defl) 0 000 in 0 000 in 0 000 in Total Load -0 000 in 0750ft 14678869 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in00 Total Load 0000 in 00 0000 in 00 Stress Calcs Bending Analysis Ck 34 195 Le Cf 1 300 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable 3089ft 4685 Max Moment 005 k ft 0 00 k-ft 0 00 k-ft @ Left Support 004 k 0 239 m2 18000 psi Sxx 30 661 m3 Cl 0 998 Sxx Reg d 0 55 m3 0 00 in3 0 00 m3 @ Right Support 004k 0 239 m2 18000 psi Area 25 375 m2 Allowable fb 1 16778 psi 1 17000 psi 1 17000 psi Bearing @ Supports Max Left Reaction Max Right Reaction 014 k 014 k Bearing Length Req'd 0 066 in Bearing Length Req d 0 066 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Dsgnr Description Scope Job* Date 1221PM 7 APR 08 Hsu KW-060S40V VerStUi 1 De JOlM ' '.,^-if < ! 11 •: 1 "'003 ENEROAL.f ' Eri'jinPMino Soffwon Description B5 - Header at Nook Query Values M, V, & D @ Specified Locations @ Center Span Location = 0 00 ft @ Right Cant Location = 0 00 ft @ Left Cant Location = 0 00 ft jsas 5 srnbet Btj«u> Moment 0 00 k-ft 000 k-ft 000 k-ft Shear 014k 000k 000 k Page 2 | f Deflection 0 0000 in 0 0000 in 0 0000 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Dsgnr Description Job* Date 1221PM 7 APR Ob KYWWW Ver 5 d 0 1 Uec-200 iCiO ! RKIERCALr Engineering Software Scope 1 ember &e<4iT»Page 1 Description B6 - Header at Nook General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name 4x8 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Dur Factor Beam End Fixity Wood Density 3 500 in 7 250 in Sawn 1 000 Pin-Pin 65 000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch Fb Base Allow Fv Allow Fc Allow E 300ft ft ft No 2 900 0 psi 1800psi 625 0 psi 1 600 0 ksi Lu Lu Lu 300ft 000ft 000ft Full Length Uniform Loads |j Center Left Cantilever Right Cantilever | Summary I DL 10000#/ft DL #/ft DL #/ft LL 8000 #/ft LL #/ft LL #/ft •• < .•• ;i i Span= 3 00ft Beam Width = 3 500m x Depth = 7 25in Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow I fb 84 30 psi Fb 1 16541 psi 0072 1 02 k-ft 30 k-ft 0 22 k-ft at 1 Maximum Shear Allowable 500 ft Shear 0 00 k-ft at 0 000 ft 000 k ft 000 k ft 298 fv 10 19 psi Fv 180 00 psi Camber Reactions LeftDL 017 k Right DL 017k * 1 5 03k 46 k §Left 029k Right 0 29 k ©Left 0000 in © Center 0 002 in ©Right 0000 m Max 029k Max 0 29 k Deflections | Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Stress Calcs Bending Analysis Ck 34 195 Le Cf 1 300 Rb @ Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load Total Load -0 001 in -0 002 1 500 ft 1 500 315189 1834859 Defl) 0 002 in 0 000 in 0 000 in 6178ft Sxx 6 625 Cl Max Moment 022 k ft 0 00 k-ft 000 k ft @ Left Support (§ 026 k 1 436 m2 180 00 psi 029 k 029k Left Cantilever in Deflection ft Length/Defl Right Cantilever Deflection Length/Defl 30 661 m3 Area 0996 Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 i 25 375 m2 Sxx Rea d Allowable fb 2 22 m3 1 0 00 m3 1 0 00 m3 1 g Right Support 026k 1 436 m2 18000 psi Bearing Length Req'd Bearing Length Req'd 16541 psi 17000 psi 17000 psi 0 131 in 0131 in Avajit Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax *2 Title Berson Residence Dsgnr Description Scope Job* Date 1221PM 7 APR OB User KW-Of>DS407, VerSSO 1 Dec ?003 -' ifrH'UjiI iTW'WtfXM ENERCAl C Engineering Soflwarb at « imi>e« Be,berson PC Page 2 | w Calculations § Description B6 - Header at Nook Query Values fe M, V, & D @ Specified Locations @ Center Span Location = 0 00 ft @ Right Cant Location = 0 00 ft @ Left Cant Location = 0 00 ft Moment OOOk-ft OOOk-ft OOOk-ft Shear 029k 000k 000k Deflection 0 0000 in 0 0000 in 0 0000 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Dsgnr Description Scope KW-060'MOr VeiSSO 1 Dec^OOJ 0QJ ENERCALC Engineering SoRwnr Job* Date 1221PM 7 APR 08 Page 1 b( rson ecw Calculation Description B7 - Beam at Nook General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined || Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Dur Factor Beam End Fixity Wood Density 3 500 in 9 250 in Sawn 1 000 Pin-Pin 65000pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch Fb Base Allow Fv Allow Fc Allow E 467ft ft ft No 2 900 0 psi 1800 psi 625 0 psi 1 600 0 ksi Lu Lu Lu 467ft 000 ft 000ft Full Length Uniform Loads | Center DL Left Cantilever DL Right Cantilever DL | Summary f Span= 4 67ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 151 15 psi Fb 1 071 76 psi 12000#/ft #/ft #/ft 3 500m x Depth = 9 25m 0141 1 06 k-ft 45 k-ft 0 63 k-ft at 0 00 k ft at 000 k-ft 000 k-ft 446 fv 16 77 psi Fv 18000psi LL LL LL Ends are Pin Pin 9600 #/ft #/ft #/ft Maximum Shear * 1 2335ft 4670ft Reactions LeftDL Right DL Allowable Shear Camber 031 k 031 k 5 §Left Right ©Left @ Center @ Right Max Max .>; f> :' 05 k 58 k 054k 054k 0000 in 0006m 0000m 054k 054k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * 0 L @ Center ©Left @ Right Dead Load -0 004 in 2335ft 14 368 2 Defl) 0 006 in 0 000 in 0 000 in Total Load 0 007 in 2335ft 8 386 99 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0000 in 00 0000 in 00 Stress Gales Bending Analysis Ck 34 195 Le Cf 1 200 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable 9616ft 9337 Max Moment 0 63 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 054 k 3016 m2 18000 psi Sxx 49911 m3 Cl 0 992 Sxx Reo'd 7 04 m3 0 00 m3 0 00 m3 @ Right Support 054k 3016m2 18000 psi Area 32 375 m2 Allowable fb 1,071 76 psi 1 080 00 psi 1 080 00 psi Bearing @ Supports Max Left Reaction Max Right Reaction 054 k 054 k Bearing Length Req'd 0 246 in Bearing Length Req'd 0 246 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 3x480-283-6273 Title Berson Residence Dsgnr Description Scope Job* Date 1221PM 7 APR 08 l)s"r 'iwiffXrmST VeiStiO 1-Oec •>()'),! 'Ji&ftit. n Ov* ~OU 1 F.NtKt Al C Engineering finltwun Description B7 - Beam at Nook Query Values M, V, & D @ Specified Locations @ Center Span Location = 0 00 ft @ Right Cant Location = 0 00 ft @ Left Cant Location = 0 00 ft HfdJ ."UnOt?! :'SC«.i!H Moment 0 00 k-ft 000 k-ft 000 k-ft Shear 054k 000k 000k Page 2 bwwn ecw CaK ulatioi i Deflection 0 0000 in 0 0000 in 0 0000 in i i Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Dsgnr Description Scope Date Job* 1221PM 7 APR 08 i.Kfi KW-OPOS40/ Ver&BO 1 Dec 2003(i !1«M "(KM FNE'RCALC engineering Si.'ttwun.Timber Bfe<sri*Page 1 berson ecw Calculation Description B8 - Beam at Nook General Information Code Ref 1997/2001 NDS, 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined j| Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Due Factor Beam End Fixity Wood Density hull Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 3 500 in 1 1 250 in Sawn 1 000 Pin-Pin 65000pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch Fb Base Allow Fv Allow Fc Allow E 12000#/ft LL #/ft LL #/ft LL 1025ft Lu 1025ft ft Lu 0 00 ft ft Lu 0 00 ft NO 2 900 0 psi 1800psi 625 0 psi 1 600 0 ksi " ~ " ~~~ "~~ k 9600 #/ft #/ft #ffi Point Loads Dead Load 3140lbs Live Load 224 0 Ibs distance 2 500 ft | Summary | Span* 10 25ft Beam Width Max Stress Ratio Maximum MomentAllowable Max Positive Moment Max Negative Moment Max @ Left Support ! Max @ Right Support I Max M allow | fb 721 13 psi Fb 969 61 psi 3140 Ibs 224 0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs 7670ft 0000ft 0000ft 0000ft 0000 = 3 SOOtn x Depth = 1 1 25m 0744 1 44 k-ft 60 k-ft 4 44 k-ft at 5 000 k-ft at 10 000 k-ft 000 k-ft 597 fv 58 26 psi Fv 18000psi Ends are Pin-Pin Maximum Shear 125ft 250 ft Reactions LeftDL Right DL Allowable Shear Camber 102 k 1 02k •M *1 5 §Left Right ©Left @ Center @ Right Max Max Ibs Ibs Ibs Ibs ft 0000ft --..•Ml i .• 23 k 71 k 1 74k 1 73k 0000 in 0 115m 0000 m 1 74k 1 73k Deflections Center Span Deflection Location Length/Deft Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 077 in 5125ft 1 6078 Defl) 0115m 0 000 in 0 000 in Total Load -0130m 5125ft 94453 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 Avdnt Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Dsgnr Description Scope Date Job* 1221PM 7 APR 08 llsfi Krf/OWW7 Ver630 1-Oec.200.i -U XO3 ENERCAI C Engineering Solwar.-ytnMif.1t bt*rson new Calcul in Description B8 - Beam at Nook Stress Calcs Bending Analysis CK 34 195 Le Cf 1 100 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 19410ft 14628 Max Moment 444 k ft 0 00 k-ft 0 00 k-ft @ Left Support 229 k 12745 in2 18000 psi 1 74 k 1 73 k Sxx 73 828 m3 Cl 0 979 Sxx Rea'd 54 91 m3 0 00 m3 0 00 m3 @ Right Support 228k 12675m2 18000 psi Bearing Length Req d Bearing Length Req'd Area 39 375 m2 Allowable fb 96961 psi 990 00 psi 990 00 psi 0 796 in 0 792 in Query Values | M, V, & D @ Specified Locations @ Center Span Location @ Right Cant Location = @ Left Cant Location = 000 ft 000 ft 000 ft Moment 000 k-ft 0 00 k-ft 000 k-ft Shear 1 74k 000k 000k Deflection 0 0000 in 0 0000 in 0 0000 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Bersott Residence Dsgnr Description Scope Job* Date 1221PM 7 APR 08 * KW-(WOfi4Cr VerSSO 1-Dec 200'! WI 2CW3 ENFRCALC Cngmettinq Sflftww. Page 1 Description B9 - Family Room Rafters 16" ripped to 10 5" General Information Code Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name Beam Width Beam Depth Member Type Bm Wt Added to Load Dur Factor Beam End Fixity Wood Density MicroLam 1 75x16 1 750 in 10500m Manuf/So Pine Loads 1 000 Pin-Pin 65000pcf Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 1700ft ft ft MicroLam 2 OE E 2 925 0 psi 2850psi 750 0 psi 2 000 0 ksi Lu Lu Lu 1700 ft 000ft 000 ft full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 27 00 #/ft #/ft #/ft LL LL LL 21 00 #/ft #/ft #/ft I Summary j Span= 17 00ft Beam Width = 1 Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow fb 758 91 psi Fb 925 03 psi 750m x Depth = 10 5m 0820 1 20 k-ft 25 k-ft 2 03 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 248 fv 35 31 psi Fv 285 00 psi Ends are Pin Pin - — Maximum Shear * 1 8500ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 030 k 030k , 5 ©Left @ Right ©Left © Center © Right Max Max v«4i '.- J' 06 k 52 k 048k 048k 0000 in 0295m 0000 m 048k 048k Deflections | Center Span Dead Load Deflection -0196m Location 8 500 ft Length/Defl 1 038 5 Camber ( using 1 5 * D L Defl) @ Center 0 295 in @ Left 0 000 in @ Right 0 000 in Total Load -0313m 8500ft 651 11 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0000 in 00 0000 in 00 Stress Calcs Bending Analysis Ck 21 207 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 31 267 ft35874 Max Moment 2 03 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 065 k 2 277 m2 285 00 psi 048 k 048 k Sxx 32156m3 Cl 0316 Sxx Rea'd 26 38 in3 0 00 in3 0 00 m3 @ Right Support 065k 2 277 m2 285 00 psi Bearing Length Req d Bearing Length Req d Area 18375m2 Allowable fb 925 03 psi 2 925 00 psi 2 925 00 psi 0 365 m 0 365 in Ava"nt Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Title Berson Residence Osgnr Description Date Job* 1221PM 7 APR 08 Knone *ou-zoj-uz/o Fax 480-283-6273 R«v SSCttMUsfti KW-060S407 VerSSO 1 -Dec 2003:.)10Ki ?00) FNl-RCA! C Fnginsefing Software Description B9 - Family Room JCJIII Rafters 16" Scope ;s,-s( hinoer Be^m ripped to 105" Page 2 | b^rson ecw Calculaiioi ^ g Query Values | M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = 000 ft 000 ft 000 ft Moment OOOk-ft OOOk-ft OOOk-ft Shear 048k 000k 000k Deflection 0 0000 in 0 0000 in 0 0000 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Dsgnr Description Scope Date Job* 1221PM 7 APR 08 USPI KW-OKOS407 V&580 1-Dec. 200J .'U1<> ,1 ?(X» t-NCRCAl C Enginefecrnq SoHvftir TitnDuf Page 1 Description B10 - Header at Family Room [General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined | Section Name 4x6 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Dur Factor Beam End Fixity Wood Density 3 500 in 5 500 in Sawn 1 000 Pin-Pin 65000pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch Fb Base Allow Fv Allow Fc Allow E 250ftftft No 2 900 0 psi 1800psi 625 0 psi 1 600 0 ksi Lu Lu Lu 250ft 000ft 000ft Full Length Uniform Loads j| Center DL Left Cantilever DL Right Cantilever DL I; Summary f | Span= 2 50ft Beam Width = ! Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow to 205 44 psi Fb 1167 17 psi 21000#/ft #/ft #/ft 3 500m x Depth = 5 5m 0176 1 03 k-ft 1 7 k-ft 0 30 k-ft at 0 00 k-ft at 000 k ft 000 k ft 1 72 fv 24 1 1 psi Fv 180 00 psi LL LL LL Ends are Pin-Pin 16800 #/ft #/ft #/ft Maximum Shear * 1 1 250ft 2500ft Reactions LeftDL Right DL Allowable Shear Camber 027 k 027k >v. 5 ©Left @ Right ©Left © Center © Right Max Max -•>,- , , 05 k 35 k 048k 048k 0000 in 0004m 0000 m 048k 048k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 S * D L @ Center ©Left © Right Stress Oalcs Bending Analysis Ck 34 195 Le Cf 1 300 Rb @ Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load -0 002 in 1 250ft 12 1187 Defl) 0 004 in 0 000 in 0 000 in 5148ft 5268 Max Moment 0 30 k-ft 000 k ft 0 00 k-ft © Left Support 046 k 2 578 m2 180 00 psi 048k 048k Total Load Left Cantilever Dead Load Total Load -0 004 in Deflection 1 250 ft Length/Defl 6 853 66 Right Cantilever Deflection Length/Defl 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 k Sxx 17646m3 Area 19250m2 Cl 0 998 Sxx Reo d Allowable to 311 m3 1 16717 000m3 1 17000 OOOmS 117000 © Right Support 046k 2 578 m2 1 80 00 psi Bearing Length Req d 0 221 Bearing Length Req d 0 221 psi psi psi m in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Dsgnr Description Scope Date Job* 1221PM 7 APR OR Vf,if>>iO l r>erXj.jic ]1<W i yfiOJ ENERrALf Engineering Sollw,ii'..Jirnrter Page 2 !x.rson Description B10 - Header at Family Room Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = 000 ft 000 ft 000 ft Moment 0 00 k-ft OOOk-ft 000 k-ft Shear 048k 000k 000k Deflection 0 0000 in 0 0000 in 0 0000 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax480-283-6273 Title Berson Residence Dsgnr Description Scope Job* Date 1221PM 7 APR 08 I Kir KW CifJOMO Ver S 8 0 " Her ?.!>.'..! (- j ?i.<) 1 1- NFROA1 C Frigineering Sdttwun-unfter Page 1 ison POW C^tc.ijljliori Description B11 - Header at Family Room General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined^ Fuli Section Name 4x6 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Dur Factor Beam End Fixity Wood Density Length Uniform Loadb Center DL Left Cantilever DL Right Cantilever DL 3 500 in 5 500 in Sawn 1 000 Pin-Pin 65000pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch Fb Base Allow Fv Allow Fc Allow E 220 00 #/ft LL#m LL #/ft LL 250ft Lu 250ft ft Lu 0 00 ft ft Lu 0 00 ft No 2 900 0 psi 1800psi 625 0 psi 1 600 0 ksi — ~" ~ "•••• ~" ""u — TOTMI mm .......in,,,,, „ f* 17600 #/ft#m#m Summary T Span= 2 50ft, Beam Width = 3 500m x Depth = 5 5m Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 21 5 01 psi Fb 1167 17 psi 0184 1 03k-ft 032k ft 0 00 k-ft 000 k-ft 000 k-ft 1 72 fv Fv 1 7 k-ft at at 25 23 psi 1 80 00 psi Maximum Shear * 1 250ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 029 k 029k 1 5 ©Left @ Right ©Left @ Center @ Right Max Max 05 k 35 k 051k 051k 0 000 in 0004m 0000 m 051k 051k I Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Stress Calcs Bending Analysis Ck 34195 Le Cf 1 300 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Dead Load -0 003 m 1 250ft 11 588 8 Defl) 0 004 in 0 000 in 0 000 in 5 148ft 5268 Max Moment 032 k ft 000 k ft 000 k ft @ Left Support 049 k 2 698 m2 18000 psi Total Load Left Cantilever Dead Load Total Load -0 005 in Deflection 0 000 in 0 000 in 1 250 ft Length/Defl 00 00 6 548 82 Rlgnt cantilever Deflection 0 000 in 0 000 in Length/Defl 00 00 | Sxx 17646m3 Area 19250m2 Cl 0 998 Sxx Rea'd Allowable fb 325m3 1 16717 psi OOOmS 1 17000 psi 000m3 1 17000 psi @ Right Support 049k 2 698 m2 1 80 00 psi Bearing @ Supports Max Left Reaction Max Right Reaction 051 k 051 k Bearing Length Req'd 0 231 in Bearing Length Req d 0231m Avant Architecture and Engineering 1724 W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Dsgnr Description Job* Date 1221PM 7 APR 08 ll-rfi KW-OAO-iW Vei 5 SO 1 Oec iftini ..11^01 "0<n F NI"R(,Al C Engineering Software Scope I'unoer •die-Page 2 f Description B11 - Header at Family Room Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = 000 ft 000 ft 000 ft Moment OOOk-ft 0 00 k-ft OOOk-ft Shear 051 k 000k 000k „.,„„ „,„„„ ,. P Deflection 0 0000 in 0 0000 in 0 0000 in Avant Architecture and Engineering 1724 W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fx 480-283-6273 U wi KW-OGOS40. VfiiSSO 1 Dec 2CWi(1..1WM Tim ENERCALC Engineering Snt'wanii MI Minimum i Title Berson Residence Osgnr Description Scope Job* Date 1221PM 7 APR 08 limber Page 1 '» son t-cw Cah: ul itioi i.. Description B12 - Ridge Beam in Master Bedroom General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name Prllm 3 5x14 0 Beam Width 3 500 in Beam Depth 14000m Member Type Manuf/So Pine BmWt Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin-Pin Wood Density 65 000 pcf Center Span 17 50 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan Parallam 2 OE Fb Base Allow 2 900 0 psi Fv Allow 290 0 psi Fc Allow 650 0 psi E 2 000 0 ksi Lu Lu Lu 1750ft 000ft 000ft Full Length Uniform Loads j| Center DL Left Cantilever DL Right Cantilever DL 1 Summary I Span= 17 50ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1 607 62 psi Fb 2 308 12 psi Deflections 21000#/ft #/ft #/ft LL 16800 #/ft LL #/ft LL #/ft 1 3 500m x Depth = 14 in Ends are Pin-Pin 0697 1 15 3 k-ft 22 0 k-ft Maximum Shear Allowable 15 32k ft at 8750ft Shear 000k ft at 17 000 k-ft 000 k ft 21 99 fv 93 46 psi Fv 290 00 psi Center Span Dead Load Total Load Deflection Location Length/Defl Camber ( using 1 5 * D L Defl @ Center ©Left @ Right -0 306 in -0 527 8 750 ft 8 750 6863 39812 )0 459 in 0 000 in 0 000 in 500 ft Camber Reactions LeftDL 203 k Right DL 2 03 k Left Cantilever in Deflection ft Length/Defl Right Cantilever Deflection Length/Defl * 1 5 46k 142 k © Left 3 50 k © Right 3 50 k ©Left 0000 in ©Center 0459m ©Right 0000m Max 350k Max 3 50 k ll Dead Load Total Load 0 000 in 0 000 m 00 00 0 000 m 0 000 in 00 00 Stress Calcs !| Bending Analysis Ck 21 298 Le Cf 1 000 Rb 32187ft Sxx 21 014 Cl Max Moment @ Center © Left Support @ Right Support Shear Analysis ( Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 1532 k ft 0 00 k-ft 0 00 k-ft g Left Support C 458 k 15791 m2 290 00 psi 350 k 350 k 114333m3 Area 0796 49 000 m2 Sxx Req'd Allowable fb 79 63 m3 2 0 00 m3 2 0 00 in3 2 > Right Support 458k 15791 m2 290 00 psi Bearing Length Req d Bearing Length Req d 308 12 psi 900 00 psi 900 00 psi 1 539 in 1 539 in Ava'nt Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Title Berson Residence Osgnr Description Job# Date 1221PM 7 APR 08 rnone ^KJU-^BJ-UZ/O Fax 480-283-6273 1 K j 'Vi0004I l^r; KW-O^OMOT Vffr 15 y 0 1 Dor I '00'; | fuldS.} J001 CNFWAU Engineering Sollwiit Description B12 - Ridge Beam Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = &«r in Master 000 ft 000 ft 000 ft Scope wmi "I irnber Bfedn s Bedroom Moment OOOk-ft 000k ft 0 00 k-ft Shear 350k 000k 000k Page 2 n| bwrson fcwCdtculalioiij ^ I Deflection 0 0000 in 0 0000 in 0 0000 in Avant Architecture and Engineering 1724 W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 K77 "580004 ~ """ "~ I Kor KW-OM15407 Ver j S 0 1 Dec. XWJii..H9!U "001 ENERCAI C Engineprinq Sollwan Title Berson Residence Dsgnr Description Scope Date Job* 1221PM 7 APR 08 Page 1 bpr<;on ecw Ld Description B13 - Beam at Bay Window General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Our Factor Beam End Fixity Wood Density 5 500 in 7 500 in Sawn 1000 Pin-Pin 65000pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch No 2 Fb Base Allow Fv Allow Fc Allow E 717ft ft ft 900 0 psi 1800psi 625 0 ps: 1 600 0 ksi Lu Lu Lu 717ft 000ft 000 ft Length Uniform Loads Center Left Cantilever Right Cantilever ! Summary I" DL 230 00 #/ft DL DL #/ft #/ft LL 18400 #/ft LL #/ft LL #/ft *,.,:. ; • , , Span= 7 17ft Beam Width = 5 500m x Depth = 7 5m Ends are Pin-Pin ' Max Stress Ratio i Maximum Moment ' Allowable Max Positive Moment Max Negative Moment I Max @ Left Support Max @ Right Support j Max M allow fb 647 00 psi Fb 897 57 psi 0 2 78k ft 0 00 k-ft 000 k-ft 000 k ft 386 fv Fv 721 1 28kft 39 k-ft at 3 at 7 46 92 psi 180 00 psi Maximum Shear * Allowable 585 ft Shear 170 ft Camber Reactions LeftDL 089 k Right DL 0 89 k 1 5 ©Left @ Right ©Left @ Center © Right Max Max 1 9 k 74 k 1 55k 1 55k 0000 in 0072m 0000 m 1 55k 1 55k Deflections j| Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 048 in 3585ft 1 8005 Defl) 0 072 in 0 000 m 0 000 in Total Load -0083 3585 1 034 74 Left Cantilever in Deflection ft Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 Stress Calcs Bending Analysis Ck 34 195 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable 13485ft 6335 Max Moment 2 78 k-ft 0 00 k-ft 000 k ft © Left Support 1 94 k 10753 m2 18000 psi Sxx 51 563 m3 Cl 0 997 Sxx Rea'd 37 17 m3 0 00 m3 0 00 in3 @ Right Support 194k 10753 m2 18000 psi Area 41 250 m2 Allowable fb 897 57 psi 900 00 psi 900 00 psi Bearing @ Supports Max Left Reaction Max Right Reaction 1 55 k 1 55 k Bearing Length Req d 0451m Bearing Length Req d 0 451 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Dsgnr Description Scope Job# Date 1221PM 7 APR 08 ilssi W/-050MO, VerjBO 1 Dec 200 J'. i19Ki 2(Vi.i FNF R( AU. Enginwrmo Srttw..iri- Description B1 3 - Beam at Bay Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = **n, Window 000 ft 000 ft 000 ft »rai timber!* Moment OOOk-ft 000k ft 0 00 k-ft &a..» Shear 1 55k 000k 000k Page 2 '| berson ecw CalC'itfH«*<., g f Deflection 0 0000 in 0 0000 in 0 0000 in 9160 S Rural Road Tempe, AZ 85284 ARCHITECTURE Oti\C<S 480-283-0278 ENGINEERING Fax 480-283-6273 HEADER ANALYSIS Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax480-283-6273 Title Berson Residence Dsgnr Description Scope Job* Date 1221PM 7 APR 08 KVi/-OiC.0540. VerotiO i Oec ?QO > 20iM L NERCALC b ngmmf ing Sf It Page 1 Description W2 1 - Header in SIP wall General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined^ Section Name TmbrStrnd 4x12 Beam Width 3 500 in Beam Depth 11 250 in Member Type Manuf/So Pine Bm Wt Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin-Pin Wood Density 65000pcf Center Span 1650ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan TimberStrand 1 Fb Base Allow 2 250 0 psi Fv Allow 285 0 psi Fc Allow 650 0 psi E 1 500 0 ksi Lu Lu Lu 1650ft 000ft 000ft Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL | Summary I Span=1650ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow fb 894 84 psi Fb 1 985 41 psi Deflections 80 00 #/ft #/ft #/ft 3 500m x Depth = 1 1 25m 0451 1 5 5 k-ft 12 2 k-ft LL 6400 #/ft LL #/ft LL #/ft Ends are Pm-Pm Maximum Shear Allowable 5 51 k-ft at 8 250 ft Shear 0 00 k-ft at 0 000 ft 000 k-ft 000 k-ft 1221 fv 45 15 psi Fv 285 00 psi Center Span Dead Load Total Load Deflection Location Length/Defl Camber ( using 1 5 * D L Defl © Center ©Left @ Right 0 262 in -0 433 8 250 ft 8 250 7564 45718 ) 0 393 in 0 000 in 0 000 in Camber Reactions LeftDL 081 k Right DL 0 81 k Left Cantilever in Deflection ft Length/Defl Right Cantilever Deflection Length/Defl i '«»»! ,;' *1 5 18k 11 2 k §Left 1 33k Right 1 33 k ©Left 0000 in ©Center 0393 in ©Right 0000 m Max 1 33k Max 1 33 k 1 Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 Stress Calcs |j Bending Analysis Ck 20 940 Le Cf 1 000 Rb 30 348 ft Sxx 18292 Cl Max Moment @ Center © Left Support @ Right Support Shear Analysis (! Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 551 k ft 000 k ft 0 00 k-ft g Left Support ^ 1 78 k 6 238 m2 285 00 psi 1 33 k 1 33 k 73 828 m3 Area 0882 39 375 m2 Sxx Reo d Allowable fb 33 27 m3 1 98541 psi 0 00 in3 2 250 00 psi 0 00 m3 2 } Right Support 1 78k 6 238 m2 285 00 psi Bearing Length Req d Bearing Length Req d 250 00 psi 0 587 m 0 587 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Osgnr Description Scope Job # Date 12 21PM 7 APR °6 I Rnv •.BOOMI iscr KW 050540.' VPI 5 a 0 1 Dec. JOO '| ! HISJ 2003 6NFRCALC Engineering StiFiwiirc Description W2 1 - Header in [ Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = •JmiH SIP wall 000 ft 000 ft 000 ft •ifai 'Istflrbtif Bfedili Moment 0 00 k-ft 000 k-ft 000 k-ft * Shear 1 33k 000k 000 k Page 2 k b^rson ecw CcSlculilioi!.. g " "" " 1 Deflection 0 0000 in 0 0000 in 0 0000 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 K.'V S«X»VI ~ Us* Ki/V-CWDMO. VfrSBti 1 Dec 700 J I l"3i .i 200) CNEKCAlf Engineering Sottwari Title Berson Residence Dsgnr Description Scope Job* Date 1221PM 7 APR 08 Page 1 bf rson t-tw Cak-ulation Description W9 1 - Header in SIP wall General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name TmbrStrnd 4x12 Beam Width 3 500 in Beam Depth 11 250 in Member Type Manuf/So Pine Bm Wt Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin-Pin Wood Density 65 000 pcf Center Span 800ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan TimberStrand 1 Fb Base Allow 2 250 0 psi Fv Allow 285 0 psi Fc Allow 650 0 psi E 1 500 0 ksi Lu Lu Lu 800 ft 000 ft 000 ft Full Length Uniform Loads jj I Center DL Left Cantilever DL Right Cantilever DL Summary | Span= 8 00ft Beam Width = Max Stress Ratio Maximum MomentAllowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 439 21 psi Fb 2 173 37 psi 80 00 #/ft #/ft #/ft LL 24000 #/ft LL #/ft LL #/ft *<f -- ; •• . > 3 500m x Depth = 1 1 25m Ends are Pin Pin 0202 1 27k-ft 134 k-ft 2 70 k ft at 4 0 00 k-ft at 8 000 k-ft 000 k-ft 1337 fv 39 53 psi Fv 285 00 psi Maximum Shear Allowable 000 ft Shear 000 ft Camber Reactions LeftDL 039 k Right DL 0 39 k * 1 5 16k 11 2 k §Left 1 35 k Right 1 35 k @ Left 0000 in @ Center 0 022 in ©Right 0000 m Max 1 35k Max 1 35 k Deflections |j Center Span Dead Load Total Loac Deflection Location Length/Defl 0014m -0050 4 000 ft 4 000 66367 192110 Camber ( using 1 5 * D L Defl ) @ Center ©Left @ Right 0 022 in 0 000 in 0 000 in Lett Cantilever in Deflection ft Length/Defl Right Cantilever Deflection Length/Defl Stress Calcs Bending Analysis Ck 20 940 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 15766ft Sxx 13 184 Cl Max Moment 270 k ft 0 00 k-ft 000 k ft @ Left Support (f 1 56 k 5461 m2 285 00 psi 1 35 k 1 35 k 73 828 m3 Area 0966 Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 \f 39 375 m2 .§ xx Rea d Allowable fb 1492m3 2 0 00 m3 2 0 00 m3 2 } Right Support 1 56k 5461 m2 285 00 psi Bearing Length Req'd Bearing Length Req d 17337 psi 250 00 psi 250 00 psi 0 594 in 0 594 in AVant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Title Person Residence Dsgnr Description Date Job* 1221PM 7 APR 08 i-none <n»u-«,»-u*f o Fax 480-283-6273 Hi v ftftod'vi Uwi KW-OnO*i4(W Verb 80 1 DPI- POO '. n I19« < ,001 FNCRCALC Fng<nfl«rinn Sdflw in Description W9 1 - Header in Query Values M, V, & D @ Specified Locations @ Center Span Location - @ Right Cant Location = @ Left Cant Location = •..-UOt- SIP wall 000 ft 000 ft 000 ft Scope ir'di Titnbe*' Beciii'f's Moment OOOk-ft OOOk-ft OOOk-ft Shear 1 35k 000k 000k Page 2 p bet son ei-w C ^Ici Jl.^li > "•• . M ' (_ Deflection 0 0000 in 0 0000 in 0 0000 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Osgnr Description Scope Hsfr KV\M)SO?40.r VferSBO 1 DfcSOO'i 'Ll19h<-?C036NEROALC Engineering Soflvwin Job* Date 1221PM 7 APR OS Page 1 berson ec,w Calculation,, Description W101 -Header in SIP wall [General Information CodeRef 1997/2001 NDS, 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name TmbrStrnd 4x12 Beam Width 3 500 in Beam Depth 11 250 in Member type Manuf/So Pine BmWt Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin Pin Wood Density 65000pcf Center Span 3 00 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan TimberStrand 1 Fb Base Allow 2 250 0 psi Fv Allow 285 0 psi Fc Allow 650 0 psi E 1 500 0 kst Lu Lu Lu 300 ft 000 ft 000 ft Full Length Uniform Loads I Center Left Cantilever Right Cantilever 1 Summary |~ DL 200 00 #/ft DL #/ft DL ft/ft LL 60000 #tft LL #/ft LL #/ft I-VJJ'SJ', .: ' ..- ji Span= 3 00ft Beam Width = 3 500m x Depth = 1 1 25in Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow | fb 149 54 psi Fb 2 227 81 psi Deflections Center Span Deflection Location Length/Defl Camber { using 1 5 * D L @ Center ©Left @ Right Stress Gates Bending Analysis Ck 20 940 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 0067 -) 09k-ft 137 kft 0 92 k-ft at 1 Maximum Shear Allowable 500 ft Shear 0 00 k ft at 3 000 ft 000 kft 000 k-ft 1371 fv 17 57 psi Fv 285 00 psi Dead Load Total Load 0 001 in -0 002 1 500 ft 1 500 565037 1504696 Defl) 0 001 in 0 000 in 0 000 in 6178ft Sxx 8 253 Cl Max Moment 092 kft 000 kft 0 00 k-ft @ Left Support @ 069 k 2 427 m2 285 00 psi 1 23 k 1 23 k Camber Reactions LeftDL 033 k Right DL 0 33 k Left Cantilever in Deflection ft Length/Defl Right Cantilever Deflection Length/Defl 73 828 m3 Area 0990 * 1 5 07k 112k §Left 1 23k Right 1 23 k @ Left 0000 in @ Center 0 001 in ©Right 0000 m Max 1 23 k Max 1 23 k \). Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 i 39 375 in2 Sxx Red d Allowable fb 4 96 m3 2 0 00 in3 2 22781 psi 250 00 psi 0 00 m3 2 250 00 psi } Right Support 069k 2 427 m2 285 00 psi Bearing Length Req d Bearing Length Req'd 0 539 in 0 539 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Dsgnr Description Scope Job* Date 1221PM 7APROe t(»v '.30(104Din KW-OI-.OMO;' vwsso i npc:»ni: 11 Of i ?MU CNFRLAL.C Engineering Soft* in Description W10 1 - Header in auery Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = ;<• SIP wall 000 ft 000 ft 000 ft Sltilett 7 ifl'lbtti B^<."»-jfV( Moment 0 00 k-tt OOOk-ft 0 00 k-ft Shear 1 23k 000k 000k Page 2 |jj bf rson H<"W u.il-rul'iii >' ^j ~'~~~_:i Deflection 0 0000 in 0 0000 in 0 0000 in Avant Architecture and Engineering 1724 W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480J.283-6273 _ I R-~- "5800(54 " "" "' Us?! NW-OWMQ" VeiSSO i Dec "!>Xi I '. |1CJM "<AA CNERCAl C Engineering-bpllWdri Title Berson Residence Dsgnr Description Scope Job* Date 1221PM 7 APR 06 Page 1 Description W10 2 - Header in SIP wall General Information CodeRef 1997/20Q1 NDS, 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name Insul Beam Beam Width 3 000 in Beam Depth 1 1 250 in Member Type Sawn Bm Wt Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin-Pin Wood Density 65000pcf Center Span 5 50 ft Left Cantilever ft Right Cantilever ft Insul-Beam LVL BCI Versa-Lam Fb Base Allow 2 800 0 psi Fv Allow 1900psi Fc Allow 900 0 psi E 2 000 0 ksi Lu Lu Lu 550 ft 000 ft 000 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever 1 Summary 1 DL 270 00 #/ft DL #/ft DL #/ft LL 21600 #/ft LL #/ft LL IP/ft 5>.,-<<, ••>, ;• • Span= 5 50ft Beam Width = 3 000m x Depth = 11 25m Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 359 40 psi Fb 2,658 43 psi Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right 0214 1 1 9kft 14 0 k-ft Maximum Shear * Allowable 1 90 k ft at 2 750 ft Shear 0 00 k-ft at 5 500 000 kft 000 k-ft ft Camber 14 °2 Reactions fv 40 68 psi Fv 190 00 psi Dead Load Total Load 0 008 in -0 014 in 2 750 ft 2 750 ft 8001 1 455312 Defl) 0012 in 0 000 in 0 000 in Left DL 0 78 k Right DL 0 78 k Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl 1 5 §Left Right ©Lett @ Center @ Right Max Max Dead Load 0 000 in 00 0 000 in 00 14 k 64 k 1 38k 1 38k 0000 in 0012m 0 000 in 1 38k 1 38k i Total Load 0 000 in 00 0 000 in 00 Stress Calcs Bending Analysis Ck 21 675 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable 1 1 325 ft 13036 Max Moment 1 90 k-ft 0 00 k-ft 000 kft @ Left Support 1 37 k 7 226 m2 19000 psi Sxx 63 281 m3 Cl 0 949 Sxx Reo'd 8 56 m3 0 00 m3 0 00 m3 @ Right Support 137k 7 226 m2 190 00 psi Area 33 750 m2 Allowable fb 2 658 43 psi 2 800 00 psi 2,800 00 psi Bearing @ Supports Max Left Reaction Max Right Reaction 1 38 k 1 38 k Bearing Length Req d 0 511 in Bearing Length Req d 0 511 in Avant Architecture and Engineering Titte Berson Residence Job # 1724 W Deer Creek Road ^nr Date 1221PM 7 APR 08 Phoen,x,AZ 85045 Descnption Phone 480-283-0278 Scope Fax 480-283-6273 /lOC«l .„, . .. . DO/-.OKW-» 505407 Vei 580 1 Dei 200! 'j?tif}lii ft< 0 SfflD&f J>t{<«tti rage 2003 ENE'RCALC Engmeefinq So(tw,.<r. ' 1\ berSSi! f<"* £'MlimUla Description W10 2 - Header in SIP wall Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = 000 ft 000 ft 000 ft Moment 000k ft OOOk-ft 0 00 k-ft Shear 1 38k 000k 000k Deflection 0 0000 in 0 0000 in 0 0000 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 480-283-6273 Title Bersort Residence Dsgnr Description Scope .R v Usii KW-OfiQWOr VeiSSO 1 Dpr 700 J 119 i 2<XU ENERCALC Enqinet-nrig Spllw in. Job* Date 1221PM 7 APR 08 Page 1 b< rson ecw Ca Description W10 3-Header in SIP wall i General Information Code Ref 1997/20$ NDS, 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined L Section Name Beam Width Beam Depth Member Type BmWt Added to Load Dur Factor Beam End Fixity Wood Density Insul Beam 3 000 in 11 250 in Manuf/So Pine Loads 1 000 Pin-Pin 65000pcf Center LeftCa Right C Insul-B FbBas Fv Alto Fc Allo* E tpan tilever intilever amLVL Allow »r 650ft ft ft BCI Versa-Lam 2 800 0 psi 1900 psi 900 0 psi 2 000 0 ksi Lu Lu Lu 650 000 000 ft ft ft Full Length Uniform Loads ,- Center Left Cantilever Right Cantilever 1 Summary I" DL 270 00 #/ft DL a/ft DL #/ft ? LL 21600 #/ftLL a/ft LL #/ft " "1 ?•' •: : • Span= 6 50ft Beam Width = 3 000m x Depth = 1 1 25m Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment ! Max @ Left Support Max @ Right Support Max M allow ! fb 501 98 psi Fb 2 692 50 psi Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L © Center ©Left ©Right 0271 1 2 6 k-ft 14 2 k-ft Maximum Shear Allowable 2 65 k-ft at 3t50ft Shear 000k ft at 6SOOft 000 k-ft 000 k-ft 1420 fv 51 55 psi Fv 1 90 00 psi Dead Load Total Loac -0 016 in -0 028 3 250 ft 3 250 4 847 3 2 758 40 Defl) 0 024 in 0 000 in 0 000 in Camber Reactions • LeftDL 093 k Right DL 0 93 k !. r Left Cantilever fn Deflection ft Length/Defl - Right Cantilever Deflection Length/Defl M 5 17k 64 k §Left 1 63k Right 1 63 k ©Left 0000 in ©Center 0024m ©Right 0000 m Max 1 63k Max 1 63 k \ Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 Stress Calcs '• k Bending Analysis Ck 21 675 Le Cf 1 000 Rb @ Center © Left Support © Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 13385ft Sxx 14 172 Cl Max Moment 2 65 k-ft 000 k ft 0 00 k-ft © Left Support <j 1 74 k 9 157 m2 19000 psi 63 281 in3 Area 0962 33 750 m2 SxxRea'd Allowable fb 1 1 80 in3 2 692 50 psi 0 00 m3 2 800 00 psi 0 00 m3 2 800 00 psi J Right Support 1 74k 9 157 m2 190 00 psi 1 63 k i Bearing Length Req d 1 63 k :Bearing Length Req'd 0 603 in 0 603 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Osgnr Description Scope Job* Date 1221PM 7 APR 08 'iii K.V7-OM)MC>7 Ver-580 1 Ocr ?OOJ iT^b ! 20m £NI-7RCA(..C Engmsf ring Scilfwnr-. Description W1 0 3 - Header in ^n« SIP wall Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = 0 0 0 00 00 00 ft ftft ralfll % ito -«?' f 5f 1 Imber 80am tent OOOk-ft OOOk-ft OOOk-ft Shear 1 63 000 000 k k k Page 2 | l;c-rson ecw CalMjIabot ^ .. . . ^ 5i' Deflection 0 0000 in 0 0000 in 0 0000 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Uwr KW-060S4Q7 Ver580 1 Dec 200J !i 1 10S ! ?CO3£NtRCALC Engmawirxj SuHwurr Title Berson Residence Dsgnr Description Scope Job* Date 1221PM 7 APR 08 Page 1 berson ecw Calculation; Description W10 6-Header in SIP wall General Information Code Ref 1997/20 I NDS, 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name Insul Beam Beam Width 3 000 in Beam Depth 11 250 in Member Type Manuf/So Pine Bm Wt Added to Loads Load Our Factor 1 000 Beam End Fixity Pin-Pin Wood Density 65 000 pcf Center LeftCi Span tilever Right < mtilever Insul-! FbBai Fv Allc FcAllq E I am 650ft ft ft LVL BCIVersa-Lam Allow 2 800 0 psi 1900psi 900 0 psi 2 000 0 ksi Lu Lu Lu 650ft 000ft 000ft Full Length Uniform Loads Center Left Cantilever Right Cantilever 1 Summary I DL 270 00 #/ft DL #/ft DL #/ft Span= 6 50ft Beam Width = 3 000m x Depth = 1 1 25m I Max Stress Ratio o 271 1 Maximum Moment 2 6 k-ft Allowable u 2 k-ft Max Positive Moment 2 65 k-ft at 3 Max Negative Moment 000 k-ft at 6 Max @ Left Support 0 00 k-ft Max @ Right Support 000 k-ft Max M allow 14 20 fb 501 96 psi fv 51 55 psi Fb 2 692 50 psi Fv 1 90 00 psi Deflections Center Span Deflection Location Length/Deft Camber ( using 1 5 * D L @ Center @Left @ Right Dead Load Total Loa<j -0016m -0028 3 250 ft 3 250 4 847 3 2 758 40 Defl) 0 024 m ; 0 000 in | 0 000 in Stress Calcs Bending Analysis Ck 21 675 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable 13 385 ft Sxx 14 172 Cl Max Moment 2 65 k-ft 000 k ft 0 00 k-ft @ Left Support 1 74 k 9157 m2 190 00 psi I 1 LL 21600 #/ft f LL #/ft I LL #/ft ids are Pin-Pin Maximum Shear Allowable 150 ft Shear iOOft Camber Reactions LeftDL 093 k Right DL 0 93 k '.H.rtvr i'- , , •1 5 17k 64 k §Left 1 63 k Right 1 63 k @ Left 0000 in ©Center 0024m ©Right 0000m Max 1 63k Max 1 63 k h Left Cantilever n Deflection t Length/Defl Right Cantilever Deflection Length/Defl Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 fe 63 281 m3 Area 33 750 m2 0962 Sxx Rea d Allowable fb 1 1 80 m3 2 0 00 m3 2 0 00 m3 2 ! Right Support 1 74k 9.157 m2 190 00 psi 692 50 psi 800 00 psi 800 00 psi Bearing @ Supports Max Left Reaction Max Right Reaction 1 63 k 163 k Bearing Length Req'd § Bearing Length Req d i 0 603 in 0 603 m Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 1Iv f KW-OSOMOV Vei 5 a 0 1 Dec 'AX) .1 •;. 110° i 7.00 i EMC RCALC Engmgefihg Soil A' in- Title Berson Residence Dsgnr Description Scope Job* Date 1221PM 7 APR 08 Page 2 hcrson ecw Oalrulaiioi u Description W10 6 - Header in SIP wall Query Values M, V, & D @ Specified Locations I Jrtieht @ Center Span Location = 0 00 ft 0,00 k-ft @ Right Cant Location = 000ft O.QOkft @ Left Cant Location = 000ft OQOkft Shear 163k 000k 000k Deflection 0 0000 in 0 0000 in 0 0000 in Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Us i KW-O-.OMO VrrStO 1 Dei ?<><V| i ! I"" < ?l'iO i f: NEKCALG hriginpfririq SnOw in Title Berson Residence Dsgnr Description Scope Job* Date 1221PM 7 APR 08 Page 1 tif rson ^cw t, afoul 3(Mr Description W11 1 - Header in SIP wall General Information CodeRef 1997/20 NQ§, 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined , Section Name Insul Beam Beam Width 3 000 in Beam Depth 11 250 in Member Type Manuf/So Pine Bm Wt Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin Pin Wood Density 65 000 pcf Centei tpan : 3 50 ft Left C tilevef ft Right! intilfvfr ft Insul-E am LVL BCI Versa Lam Fb Ba AlldW 2 800 0 psi FvAlk r . 1900 psi FcAllc i 9000 psi E 2 000 0 ksi Lu Lu Lu 350 ft 000ft 000ft 1 Length Uniform Loads Center DL 80 00 #/ft U ' | 6400 W. DL #/ft #/ft LL jinl Loads Dead Load Live Load distance ftnmrrtftr\r 2 031 0 Ibs 1 470 0 Ibs 1 750ft fl- its Ibs 0 000 ft 0 000 ~ ' is Ibs is Ibs 0000ft 1 Ibs Ibs 0000ft Ibs Ibs 0000ft 0000) Ibs Ibs Summary | I Span= 3 50ft Beam Width = 3 Max Stress Ratio Maximum Moment | Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 627 14 psi Fb 2 755 38 psi ; 000m x Depth = 1 1 25m I 0440 1 33kft 14 5 k-ft 3 31 k-ft at 1 000k ft at C nds are Pin Pin Maximum Shear * rson 300ft 000 k-ft ji 000 k-ft f 14 53 ( Reactions fv 83 65 psi Fv 190 00 psi Deflections Center Span Deac Load Total Loa Left DL Right DL Allowable Shear Camber 1 18 k 1 18k -•4 1 5 ©Left @ Right ©Left @ Center @ Right Max Max 28k 64 k 203k 203k 0 000 in 0 007 in 0000 m 203k 203k || Left Cantilever Dead Load Total Load Deflection -0 005 in Location 1 750ft Length/Defl 8 650 9 Camber ( using 1 5 * D L Defl) @ Center 0 007 in @ Left 0 000 in @ Right 0 000 in -000£ 1 75<fft 5 032 61 Deflection Length/Defl Right Cantilever Deflection Length/Defl 0 000 in 00 0 000 in 00 0 000 in 00 0 000 in 00 Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Us«r KW-a .05407 Vei 5 8 0 1 Dec 200J <: ITW3 200J EMERCALC Engineering Sonwor ., < Title Berson Residence ' i Dsgnr • Description „ Scope Date Job* 1221PM 7 APR OS Page 2 berson ecw Cafcutadori... Description W11 1 - Header in SIP wall Stress Calcs Bending Analysis Ck 21 675 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction r f 7 207 ft Sxx 1 |f 281 in3 10400 Cl I ?§984 Max Moment ISxx ftla'd 3 31 k ft I i<£& m3 0 00 k-ft 1 COT in3 0 00 k-ft 1 afrjD m3 @ Left Support (wRiglfijSupport 2 82 k Tj : $82 k 14 858 m2 1 14 $|8 in2 190 00 psi 190ffjOpsi 2 03 k Bearing Length 2 03 k Beafcig Length i Area 33 750 m2 Allowable fb 2 755 38 psi 2 800 00 psi 2 800 00 psi Req'd 0 752 in Req'd 0 752 in Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = 000 ft 000 ft 000 ft ^^ 8$00 k-ft |f 0 k-ft C| 90 k-ft Shear 203k 000k 000k Deflection 0 0000 in 0 0000 in 0 0000 in 1 Avant Architecture and Engineering 1724W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 Title Berson Residence Dsgnr 11 Description Scope Job* Date 1221PM 7 APR 08 us«i wv-cx5os4or. ver s a o 1 Dec 2003 yittiiif^lastt((. lias-} 200'J ENERCALC ErtgmeermB Soltwari f \ Description W19 3 - Header in [ General Information Section Name Insul Beam Beam Width 3 000 in Beam Depth 1 1 250 in Member Type Manuf/So Pine Bm Wt Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin-Pin Wood Density 65000pcf Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL [ Point Loads SIP wall I Code Ref 1997/20§ fl[ Centerlpar Left C«I|B\ Right «njik Insul-EBajli Fb Ba* Alii FvAHd* • Fc All* E I Ii '26000#/ft I ' #/ft 1 #/ft 1 ber Beam p,aoe 1 I:!f bprson ecw Cak-iilalioris g •| 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined | | 3 50 ft Lu 3 50 ft ft Lu 0 00 ft >r ft Lu 0 00 ft L BCI Versa-Lam 2 800 0 psi f 1900 psi ii 900 0 psi i 20000ksi j h I 20800 #/ft I #/ft ! m FIT h Dead Load 1,0020 Ibs 5380 Ibs »ss |7 Ibs Ibs Ibs Ibs Live Load 820 0 Ibs 441 0 Ibs Is f . Ibs Ibs Ibs Ibs distance 0500ft 3000ft 0000| * |j 0000ft 0000ft 0000ft 0000ft S Summary j|1 ' I'i ... :t- , -,- - Span= 3 50ft Beam Width = 3 000m x Depth = 1 1 25m ids |r| Pin-Pin Max Stress Ratio o 122 1 $f Maximum Moment 1 5 k-ft £• \ Maximum Shear * 1 5 o 8 k Allowable i45k-ft f. Allowable 64k Max Positive Moment 146 k-ft at 1 961? Shear @ Left 255k Max Negative Moment 000 k-ft at C OJ) 4* @ Right 195k Max @ Left Support 000 k-ft * > Camber ©Left 0000 in Max @ Right Support 0 00 k-ft & 1- @ Center 0 004 in Max Mallow 1453 1 ;Rffa.ons @Rl9ht °000'n fb 275 95 psi fv 23 09 psi I i ft DL 142 k Max 255k Fb 2 755 38 psi Fv 190 00 psi | I gt\t DL 109k Max 195k Deflections | ; Center Span Dead Load Deflection 0 003 in Location 1 708 ft Length/Defl 155628 Camber ( using 1 5 * D L Defl ) @ Center 0 004 in @ Left 0 000 in @ Right 0 000 in Total Loa<g •• 400*? 1 708K ' 8 702 47 -1 *" \ Left Cantilever Dead Load Total Load \ Deflection 0 000 in 0 000 in i Length/Defl 00 00 : Right Cantilever i Deflection 0 000 in 0 000 in Length/Defl 00 00 i f'! "• Avant Architecture and Engineering 1724 W Deer Creek Road Phoenix, AZ 85045 Phone 480-283-0278 Fax 480-283-6273 [" t~. .180601I1« r K W flb0540/ Ver 5 8 0 1 Df r ?(/>.) I(cllli V200 J ENFHIALC EfKjinefriflf) boltwnft ?!. Title Berson Residence | Dsgnr Description Job* Date 1221PM 7 APR 08 Page 2 bc:.i son f-r-w 0 Jt. uk:J 101;.. Description W19 3-Header in SIP wall j Stress Calcs Bending Analysis Ck 21 675 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction I I 7 207 ft Sxx I ; 10400 Cl Ij Max Moment B|X 1 46 k-ft I | (o oo k-ft I ; c 0 00 k-ft i j. C @ Left Support «R9gl 0 42 k | : C 2 200 in2 1 4 190 00 psi §19C M W' I2 55 k feea 1 95 k §Bea | Query Values § M, V, & D @ Specified Locations lK>iltu @ Center Span Location = 0 00 ft m ( @ Right Cant Location = 0 00 ft m ; I @ Left Cant Location = 0 00 ft X ( 4. n 1281 m3 I984 £Ld hn3 >m3 bin3 Support |Bk 2 m2 bpsi :m Length ifg Length ~ " ' "'" 1 Area 33 750 m2 Allowable fb 2 755 38 psi 2 800 00 psi 2 800 00 psi Req d 0 943 in Req'd 0 720 inr~ i Ok-ft Ok-ft Ok-ft Shear Deflection 2 55 k 0 0000 in 0 00 k 0 0000 in 0 00 k 0 0000 in ARCHITECTURE ENGINEERING LATERAL 9160 S Rural Road Tempe, AZ 85284 Office 480-283-0278 Fax 480-283-6273 ANALYSIS ARCHITECTURE ENGINEERING Berson Residen II Line Loads LATERAL ANALYSB F© * WALL LINE 1 Determine the governing wind or seismic force WIND Windward pressure from load ca§:til Length of wall wind force is appli Height of wall (including roof) Area of wall force is applied to Force on Wall Leeward pressure from load cal<§ila Length of wall wind force is appli Height of wall (including roof) Area of wall force is applied to Force on Wall TOTAL Wind Froce on Wall Lm« SEISMIC Weight of Roof Length of roof under considerati Width of roof under consideratic Area of roof underconsideration Weight of roof under considerat n. Weight of wall system Length of walls under considera Average Height of walls Area of walls under consideratic Weight of walls under considera oh Seisimc Coefficient from page 1; Total Seismic Lateral Load on V) GOVERNING LATERAL FORCE ON WALL Line \ ion Wall Line 9160 S Rural Road Tempe AZ 85284 480-283-0278 til d; ilai d] • f ' : n, )H oh ill I a|t>ns on sheet 1 Pww =f't I L = A" )f LJ — I! A=LxH= 1 { Fww = A x Pww = •Ms on sheet 1 Piw = !; L = }l H = |i A = LxH = 1 1 Flw = A x Plw = | TWF = Fww + Flw = jf. Www = 1 L = 1 W = I A = LxW = | Wr = A x Www = A . ', , Wws = |-i L = | H- | A=LxH= | Ww2 = A x Wws = f SC = |ite TSF = SC x Wt = 1 .; Seismic Governs TLF= 0 05 psf ft ft 13200ft2 0 007 kips 0 00 psf • : ' ft ' • ft 132 00 ft2 0 000 kips 0 007 kips 0 00 psf ft ft 432 00 ft2 0 000 kips 40 00 psf ft •• ft 480 00 ft2 19200 kips 0080 1 536 kips 1 536 kips Wall ID W7 W15 Wall Type TypeS TypeS Total Length of Wall (ft) 500 333 Total I I \ Length of m f * Shear Segments (ft) 500 333 833 Alii . S . < 1 liable i|ar, •: ft '3M ps) 50 65 15 %of ( 60 39 100 Shear %) 02% 98% 00% Load along Wall Line (kips) 0922 0614 1 536 Load Along Diaphragm (pif) 184 184 Percentage of Shear Load = Allowable Shear / Total Shear Load along Line = Total force x Percentage Load along diaphragm = Load / Length of wall * : Required Hold Down Force = (Moment from applied shear Mi nen|ft|}m Dead load) / Wall Length (egative means none required) Moment from applied shear = Applied shear x wall height Moment from Dead load = Roof weight x wall length x wall lendjfc / 2|Ktotal weight of wall x wall length / 2 Berson - Wall Line Loads xls 4/7/2008 12 22 PM ARCHITECTURE ENGINEERING Berson Resident HOLDOWN ANALYJ The required hold down is calculated by summing £MA = MTLF - Mw - MWR - MHD = 0 Where MTLF = Moment due to the Mw = Moment due to the MWR = Moment due to the MHD = Moment due to the By adding MHD to both sides of the e MTLF Mw - MWR = MHD MTLF = Lateral Force x Hei Mw = 0 9 x Unit weight of j MWR = 0 9 x Unit weight opooi Unit weight of wall = Unit weight of roof = 9160 S Rural Road Tempe A2 85284 480-283-0278 II Line Loads WALL LINE 1 ent around one lower corner of the wall force igljfjSDf the shear wall pported by the shear wall »wn strap Hold Down Force = MHD / (Load equation IBC 16-20 0 9D + ! eh i we get vail vail length x wall height x (wall length / 2) ; roof tributary area x (wall length / 2) DO psf |200psf of wall Wall ID W7 W15 Lateral Force (kip) 0922 0614 Wall Height (ft) 800 800 Wall Length (ft) 500 333 I Tri . / ..( 6( 3( qpf 4tary r|a c|ft) .000 J60 MTLF (ft kip) 7376 4912 Mw (ft-kip) 0720 0319 MWR (ft-kip) 2592 1 726 Required Hold Down Force (kips) 0813 0861 Use Simpson STHD14 Allowable Tension = (Negative hold down force means hBc( dfejyvns are NOT required) SW indicates Simpson Strong Walllnbfipld downs are part of the wall system Berson - Wall Line Loads xls 4/7/2008 12 22 PM ITS ARCHITECTURE ENGINEERING Berson Residem LATERAL ANALYSI Determine the governing wind or seismic force WIND Windward pressure from load Length of wall wind force is appl Height of wall (including roof) Area of wall force is applied to Force on Wall Leeward pressure from load caltplf t Length of wall wind force is appli Height of wall (including roof) Area of wall force is applied to Force on Wall TOTAL Wind Froce on Wall Lin SEISMIC Weight of Roof Length of roof under considerati Width of roof under considerate Area of roof underconsideration Weight of roof under considerat Weight of wall system Length of walls under considera|ofi i Average Height of walls Area of walls under considerati Weight of walls under consider Seisimc Coefficient from page Total Seismic Lateral Load on GOVERNING LATERAL FORCE ON WALL Line I ill Line Loads WALL LINE 2 )n Wall Line Wall ID W10 W11 Wall Type Type Type 3 3 Total Length of Wall (ft) 4975 1533 Total I Length of I Shear 1 Segments] (ft) I 1783 I 11 75 1 2958 I 1ii! |!i 1 rable sar 80 23 903 % of Shear 60 39 100 28% 72% 00% Load along Wall Line (kips) 1 913 1 261 3174 Load Along Diaphragm (pit) 38 82 Percentage of Shear Load = Allowable Shear / Total Shear Load along Line = Total force x Percentage Load along diaphragm = Load / Length of wall Required Hold Down Force = (Moment from applied shear • Moment from applied shear = Applied shear x wall height Moment from Dead load = Roof weight x wall length x wall I ms on sheet 1 Pww = L = H = A=LxH= Fww = A x Pww = hs on sheet 1 Piw = H = A=LxH= Flw = A x Plw = TWF = Fww + Flw = Www = W = A = LxW = Wr = A x Www = Wws = H = A=LxH= Ww2 = A x Wws = TSF = SC X Wt = Seismic Governs, TLF= 9160 S Rural Road Tempe, AZ 85284 480-283-0278 0 05 psf " '••' ft ••••) ft 17600ft2 0 009 kips 0 00 psf • ' ' ft ; • ft 17600ft2 0 000 kips 0 009 kips 0 00 psf '- '•' ft ft 1472 00 ft2 0 000 kips 40 00 psf ! ' ' ft ft 992 00 ft2 39 680 kips 0080 3 174 kips 3174k.Ps Berson - Wall Line Loads xls hm Dead load) / Wall Length (egative means none required) | total weight of wall x wall length / 2 4/7/2008 12 22 PM ARCHITECTURE ENGINEERING Berson Residen< HOLDOWN ANALYJ The required hold down is calculated by summing i SMA = MTLF - Mw - MWR - MHo = 0 Where MTLF = Moment due to thelrt&r Mw = Moment due to the MWR = Moment due to the 9160 S Rural Road Tempe AZ 85284 480-283-0278 ill Line Loads = Moment due to the By adding MHD to both sides of the e WALL LINE 2 lent around one lower corner of the wall force 3f the shear wall pported by the shear wall n strap u£tfi i we get MTLF ~ Mw - MWR = MHD MTLF = Lateral Force x Hei i| MW = 0 9 x Unit weight of MWR = 0 9 x Unit weight o Unit weight of wall = Unit weight of roof = Hold Down Force = MHD / (Load equation IBC 16-20 0 9D + II ISA/all length x wall height x (wall length / 2) roof tributary area x (wall length / 2) j 8 00 psf 16 00 psf of wall Wall ID W10 W11 Lateral Force Wall Height (kip) 1 913 1261 Use Simpson (ft) 800 800 STHD14 1 'Wall 1 Tri Length I ' > (ft) 4975 1533 t « <f1 I of tary »a ft) 000 280 j MTLF (ft kip) 15308 10088 Allowable Mw (ft-kip) 71282 6768 Tension = MWR (ft-kip) 45850 14128 Required Hold Down Force (kips) -2047 -0705 (Negative hold down force means h SW indicates Simpson Strong Wall Berson - Wall Line Loads xls ; ivns are NOT required) i >ld downs are part of the wall system 4/7/2008 12 22 PM ARCHITECTURE ENGINEERING Berson Residem LATERAL ANALYS Determine the governing wind or seismic force WIND Windward pressure from load c Length of wall wind force is appl Height of wall (including roof) Area of wall force is applied to Force on Wall Leeward pressure from load ca Length of wall wind force is appl§d> Height of wall (including roof) Area of wall force is applied to Force on Wall i. II Line Loads WALL LINE 3 )n Wall Line ns on sheet 1 TOTAL Wind Froce on Wall Lim SEISMIC Weight of Roof Length of roof under considerai Width of roof under considerati< Area of roof underconsideration Weight of roof under considera Weight of wall system Length of walls under considers Average Height of walls Area of walls under consideratic Weight of walls under consider \Qn Seisimc Coefficient from page Total Seismic Lateral Load on \ GOVERNING LATERAL FORCE ON WALL Line Pww = L = H = A=LxH= Fww = A x Pww = l|t|fis on sheet 1 Piw = L = H = A=LxH= Flw = A x Plw = TWF = Fww + Flw = Www = L = W = A = LxW = Wr = A x Www = Wws = qh|| L = H = A=LxH= Ww2 = A x Wws = SC = lie TSF = SC x Wt = Seismic Governs, TLF= 9160 S Rural Road Tempe AZ 85284 480-283-0278 0 05 psf : •• ft • •'' ft 17600ft2 0 009 kips 0 00 psf ": •••'• ft >•, « 17600ft2 0 000 kips 0 009 kips 0 00 psf ft > '' ft 576 00 ft2 0 000 kips 40 00 psf ft 1 ft 544 00 ft2 21 760 kips 0080 1 741 kips 1 741 k,Ps Total I ; I Length of! 1 Total Length of Shear { jH$ Wall ID W5 Wall Type Type 3 Wall (ft) 1858 Segments! } f (ft) I! 16 00 111 i vable ear PS) 520 % of Shear (%) 10000% Load along Wall Line (kips) 1 741 Load Along Diaphragm (pit) 94 16001 * l£20 Percentage of Shear Load = Allowable Shear / Total Shear Load along Line = Total force x Percentage Load along diaphragm = Load / Length of wall Required Hold Down Force = (Moment from applied shear - I*mei3 Moment from applied shear = Applied shear x wall height Moment from Dead load = Roof weight x wall length x wall lerfttt/ j 10000%1 741 rom Dead load) / Wall Length (egative means none required) • total weight of wall x wall length / 2 Berson - Wall Line Loads xls 4/7/2008 12 22PM ARCHITECTURE ENGINEERING Berson Resident HOLDOWN ANALYJ The required hold down is calculated by summing £MA = MTLF - Mw - MWR - MHD = 0 Where MTLF = Moment due to thej MW = Moment due to the' MWR = Moment due to the! MHD = Moment due to the] By adding MHD to both sides of the < MTLF - Mw - MWR = MHD MTLF = Lateral Force x He Mw = 0 9 x Unit weight of MWR = 0 9 x Unit weight o Unit weight of wall = Unit weight of roof = Hold Down Force = MHD / (Load equation IBC 16-20 0 9D + I 9160 S Rural Road Tempe AZ 85284 480-283-0278 W5 Wall ID Lateral Force (kip) Wall Height (ft) Wall Length (ft) 1 741 800 1858 Use Simpson STHD14 (Negative hold down force means h d}< SW indicates Simpson Strong Wall ill Line Loads : WALL LINE 3 5nt around one lower corner of the wall I force Df the shear wall iipported by the shear wall vn strap we get wall vail length x wall height x (wall length / 2) roof tributary area x (wall length / 2) 8 00 psf 6 00 psf of wall ary MTLF (ft-kip) 13926 Mw (ft-kip) 9942 MWR (ft-kip) 33178 Required Hold Down Force (kips) -1 571 Allowable Tension = is are NOT required) downs are part of the wall system Berson - Wall Line Loads xls 4/7/2008 12 22PM ^^TARC Jr EN< ARCHITECTURE ENGINEERING Berson Resident LATERAL ANALYSl ill Line Loads WALL LINE 4 9160 S Rural Road Tempe AZ 85284 480 283 0278 Determine the governing wind or seismic force Iq Bon Wall Linew WIND I * 11 Windward pressure from load cJb| Wpns on sheet 1 Pww = Length of wall wind force is appllcf §| L = Height of wall (including roof) 8 J if H = Area of wall force is applied to 8 J if A = LxH = Force on Wall 8 f M Fww = A x Pww = Leeward pressure from load caAfeliis on sheet 1 Piw = Length of wall wind force is appBdj: m L = Height of wall (including roof) 8 f f| H = Area of wall force is applied to 8 * 11 A = L x H = Force on Wall 1 j H TOTAL Wind Froce on Wall Lml \ SEISMIC I f Weight of Roof I f Length of roof under considerat»n Width of roof under considerate j Area of roof underconsideratio™ I Weight of roof under considera«rf 8 'Weight of wall system 1 |, Length of walls under considera8o|i Average Height of walls 8 | Area of walls under consideratu i Weight of walls under consider, id/i Seisimc Coefficient from page ' '. Total Seismic Lateral Load on \ all : Flw = A x Plw = TWF = Fww + Flw = I Www = ; L = ; W = A = LxW = Wr = A x Www = Wws = L = H = A=LxH= Ww2 = A x Wws = sc = ie TSF = SC x Wt = GOVERNING LATERAL FORCE ON WALL Line f If Seismic Governs, TLF= Wall ID W20 Total 1 if Length of j Total Length of Shear 8 klj Wall Type Wall Segments! : I (ft) (ft) I ] TypeS 1242 8 50 8 1 850 ifl 1pable Load along fear % of Shear Wall Line Ips) (%) (kips) 195 100 00% 1 075 0 05 psf ft ' ft 17600ft2 0 009 kips 0 00 psf '• • ft 1 ft 17600ft2 0 000 kips 0 009 kips 0 00 psf ft ft 576 00 ft2 0 000 kips 40 00 psf '- ft ft 336 00 ft2 13440 kips 0080 1 075 kips 1 075 kips Load Along Diaphragm (pif) 87 §95 10000% 1075 Percentage of Shear Load = Allowable Shear / Total Shear Load along Line = Total force x Percentage Load along diaphragm = Load / Length of wall Required Hold Down Force = (Moment from applied shear - Moment from applied shear = Applied shear x wall height Moment from Dead load = Roof weight x wall length x wall lei 'om Dead load) / Wall Length (egative means none required) total weight of wall x wall length / 2 Berson - Wall Line Loads xls 4/7/2008 1222PM ARCHITECTURE ENGINEERING Berson Residen HOLOOWN ANALY The required hold down is calculated by summing SMA = MTLF - Mw - MWR - MHD = 0 Where MTLF = Moment due to th MW = Moment due to the MWR = Moment due to th< MHD = Moment due to the By adding MHD to both sides of the < i/lw - MWR = MHD MTLF = Lateral Force x He MW = 0 9 x Unit weight of MWR = 0 9 x Unit weight Unit weight of wall = Unit weight of roof = Hold Down Force = MHD MTLF ill Line Loads R WALL LINE 4 ent around one lower corner of the wall force if the shear wall pported by the shear wall rn strap we get length x wall height x (wall length / 2) roof tributary area x (wall length / 2) 8 00 psf 6 00 psf of wall (Load equation I BC 16-20 0 9D + Berson - Wall Line Loads x\s 9160 S Rural Road Tempo AZ 85284 480-283-0278 Wall ID W20 Lateral Force (kip) 1 075 Wall Height (ft) 800 Wall Length (ft) 1242 of Itary »a ft) 000 MTLF (ft-kip) 8602 MW (ft-kip) 4443 MWR (ft-kip) 33178 Required Hold Down Force (kips) -2336 Use Simpson STHD14 (Negative hold down force means SW indicates Simpson Strong Wai Allowable Tension = s are NOT required) downs are part of the wall system L Alt-RAL LOAD 4/7/2008 12 22 PM ARCHITECTURE ENGINEERING Berson Residenc LATERAL ANALYSI Determine the governing wind or seismic force WIND Windward pressure from load Length of wall wind force is appln Height of wall (including roof) Area of wall force is applied to Force on Wall Leeward pressure from load ca Length of wall wind force is appln Height of wall (including roof) Area of wall force is applied to Force on Wall TOTAL Wind Froce on Wall Line SEISMIC Weight of Roof Length of roof under considerate Width of roof under consideratior Area of roof underconsideration Weight of roof under consideratic Weight of wall system Length of walls under considerati Average Height of walls Area of walls under consideratior Weight of walls under considerati Seisimc Coefficient from page 1 Total Seismic Lateral Load on W GOVERNING LATERAL FORCE ON WALL Line Total Length of Total Length of Shear Wail ID Wall Type Wall Segments (ft) (ft) W22 Type 3 1950 1050 1050 Percentage of Shear Load = Allowable Shear / Total Shear Load along Line = Total force x Percentage Load along diaphragm = Load / Length of wall Required Hold Down Force = (Moment from applied shear - Moi Moment from applied shear = Applied shear x wall height Moment from Dead load = Roof weight x wall length x wall length ill Line Loads : WALL LINE 5 )n Wall Line Berson - Wall Line Loads xls is on sheet 1 Pww = L = H = A=LxH= Fww = A x Pww = ; on sheet 1 Piw = L = H = A=LxH= Flw = A x Plw = TWF = Fww + Flw = Www = L = W = A = LxW = Wr = A x Www = Wws = L = H = A=LxH= Ww2 = A x Wws = SC = TSF = SC x Wt = Seismic Governs TLF= 9160 S Rural Road Tempe AZ 85284 480-283 0278 0 05 psf ft ft 88 00 ft2 0 005 kips 0 00 psf • ft ft 88 00 ft2 0 000 kips 0 005 kips 0 00 psf ft ft 17600ft2 0 000 kips 40 00 psf - ' ft ft 336 00 ft2 13440 kips 0080 1 075 kips 1 075 kips Load along Load Along % of Shear Wall Line Diaphragm (%) (kips) (plf) 10000%1 075 55 10000%1 075 Dead load) / Wall Length (egative means none required) al weight of wall x wall length / 2 4/7/2008 12 22 PM ARCHITECTURE ENGINEERING Berson Residenc HOLDOWN ANALYS The required hold down is calculated by summing tl SMA = MTLF - Mw - MWR - MHD = 0 Where MTLF = Moment due to the Mw = Moment due to the w MWR = Moment due to the MHD = Moment due to the I By adding MHD to both sides of the ec MTLF - Mw - MWR = MHD MTLF = Lateral Force x Hei< Mw = 0 9 x Unit weight of w MWR = 0 9 x Unit weight of Unit weight of wall = Unit weight of roof = Hold Down Force = MHo / (Load equation IBC 16-20 0 9D + E Wall ID 9160S Rural Road Tempe A2 85284 480-283-0278 II Line Loads : WALL LINE 5 hent around one lower corner of the wall W22 1 075 Berson - Wall Line Loads xls orce f the shear wall ported by the shear wall n strap II length x wall height x (wall length / 2) f tributary area x (wall length / 2) 00 psf 00 psf fwall Wall Length (ft) Allowable Tension = s are NOT required) downs are part of the wall system Lateral Force Wall Height (kip) Required Hold Down Force Use Simpson STHD14 (Negative hold down force means ho SW indicates Simpson Strong Wall 4/7/2008 12 22PM ^^^J "^"- T ^^ ^ ^M • ^R ^ARCHITECTURE ENGINEERING Berson Residenc LATERAL ANALYSI Determine the governing wind or seismic force \ WIND Windward pressure from load cap Length of wall wind force is applifl Height of wall (including roof) 1 Area of wall force is applied to • Force on Wall 1 Leeward pressure from load calc Length of wall wind force is applu Height of wall (including roof) Area of wall force is applied to Force on Wall TOTAL Wind Froce on Wall Line SEISMIC Weight of Roof Length of roof under considerate Width of roof under consideration Area of roof underconsideration Weight of roof under consideratio Weight of wall system Length of walls under considerati Average Height of walls Area of walls under consideration Weight of walls under considerati Seisimc Coefficient from page 1 Total Seismic Lateral Load on W< GOVERNING LATERAL FORCE ON WALL Line Total Length of Total Length of Shear • Wall ID Wall Type Wall Segments •! (ft) (ft) W18 TypeS 1025 1025 W19 TypeS 2758 1800 2825 Percentage of Shear Load = Allowable Shear / Total Shear Load along Line = Total force x Percentage Load along diaphragm = Load / Length of wall Required Hold Down Force = (Moment from applied shear Mom Moment from applied shear = Applied shear x wall height Moment from Dead load = Roof weight x wall length x wall length son - Wall Line Loads xls 1 1 C A All Line Loads m WALL LINE A wn Wall Line•^EH- »n$ on sheet 1 Pww = m L = 11 H = H A=LxH= H Fww = A x Pww = ; on sheet 1 Piw = L = H = A=LxH= Flw = A x Plw = TWF = Fww + Flw = Www = L = W = : I A=LXW = I Wr = AxWww = Wws = L = H = : ; A = LxH = Ww2 = A x Wws = ! SC = it TSF = SC x Wt =pfSiIf Seismic Governs, TLF=Bl 1 \flnle Load along h«r % of Shear Wall Line "H (%) (kips) 9| 36 28% 0 543 JB 63 72% 0 954 ||8 100 00% 1 498 •*If fr Dead load) / Wall Length (egative * al weight of wall x wall length/ 2 1 9160 S Rural Road Tempe AZ 85284 480-283-0278 0 05 psf ft ft 49 50 ft2 0 003 kips 0 00 psf ft ft 49 50 ft2 0 000 kips 0 003 kips 0 00 psf ft ft 222 75 ft2 0 000 kips 40 00 psf ft • ' ft 468 00 ft2 18720k.ps 0080 1 498 kips 1 498 kips Load Along Diaphragm (plf) 53 35 means none required) 4/7/2008 12 22PM ARCHITECTURE ENGINEERING Berson Residem HOLDOWN ANALYi The required hold down is calculated by summing tl| SMA = MJLF - Mw - MWR - MHD = 0 Where MTLF = Moment due to the | Mw = Moment due to the' MWR = Moment due to the j MHD = Moment due to the I 9160 S Rural Road Tempe AZ 85284 480-283-0278 ill Line Loads WALL LINE A nent around one lower corner of the wall force If the shear wall jported by the shear wall vn strap Wall ID W18 W19 By adding MHD to both sides of the e< MTLF - Mw - MWR = MHD MTLF = Lateral Force x Heij Mw = Q9x Unit weight of v MWR = 09* Unit weight of Unit weight of wall = Unit weight of roof = Hold Down Force = MHD / 1 (Load equation IBC 16-20 0 9D + E Lateral Wall Force Wall Height Length (Kip) (ft) (ft) 0 543 8 00 10 25 0 954 8 00 27 58 •we get 1wa" )«all length x wall height x (wall length / 2) woof tributary area x (wall length / 2) mm 00 psf If 5° psf jlfofwall mi:1•&E- flry H MTLF ••m (ft-kip) Bfi 4 347 WO 7634 Mw MWR (ft-kip) (ft-kip) 3 026 0 747 21907 2011 Required Hold Down Force (kips) 0 056W VJ*_/W -0590 Use Simpson STHD14 (Negative hold down force means hoi SW indicates Simpson Strong Wall aj Allowable Tension = jis are NOT required) i downs are part of the wall system Berson - Wall Line Loads x\s 4/7/2008 1222PM ARCHITECTURE I 9160S Rural Road Tempe AZ 85284 ENGINEERING Berson Residenc LATERAL ANALYSI Determine the governing wind or seismic force WIND Windward pressure from load cs Length of wall wind force is appli Height of wall (including roof) I Area of wall force is applied to 1 Force on Wall 1 Leeward pressure from load calcB; Length of wall wind force is appl B Height of wall (including roof) Area of wall force is applied to Force on Wall TOTAL Wind Froce on Wall Line SEISMIC Weight of Roof Length of roof under consideratic Width of roof under consideratior Area of roof underconsideration Weight of roof under consideratu Weight of wall system Length of walls under considerati Average Height of walls Area of walls under consideration Weight of walls under considerati Seisimc Coefficient from page 1 Total Seismic Lateral Load on W< GOVERNING LATERAL FORCE ON WALL Line Total 1 Length of I Total Length of Shear Wall ID Wall Type Wall Segments (ft) (ft) W14 TypeS 367 367 W21 TypeS 1092 1092 1459 Percentage of Shear Load = Allowable Shear / Total Shear Load along Line = Total force x Percentage Load along diaphragm = Load / Length of wall Required Hold Down Force = (Moment from applied shear - Morr Moment from applied shear = Applied shear x wall height Moment from Dead load = Roof weight x wall length x wall length son - Wall Line Loads xls 13 ( till Line Loads Bm. WALL LINE B B>n Wall Line I llns on sheet 1 Pww = B L= B H= R A=LxH= mm Fww = A x Pww = •b on sheet 1 Plw = B L = B H = || A=LxH= H Flw = A x Plw = B% It TWF = Fww + Flw = 1 If L = B w= B A = LxW = H Wr = A x Www =^Ew H Wws = it L = M A=LxH=fli* m Ww2 = A x Wws = 1} sc = M TSF = SC x Wt = mm:H Seismic Governs, TLF= i\Ale Load along hK % of Shear Wall Line -•I (%) (kips) Ijf 2515% 0373 it 74 85% 1111 M 10000% 1 485 1 1 I 480-2 0 05 psf •; :•' ft 1 ft 15400ft2 0 008 kips 0 00 psf ft ft 15400ft2 0 000 kips 0 008 kips 0 00 psf ft 1 ft 420 00 ft2 0 000 kips 40 00 psf ft ft 464 00 ft2 18560 kips 0080 1 485 kips 1 485 kips Load Along Diaphragm (pif) 102 102 iBI Dead load) / Wall Length (egative means none required) I-•fcl weight of wall x wall length / 2 1 '«4/7/2008122J ARCHITECTURE ENGINEERING Berson Resident HOLDOWN ANALYJ The required hold down is calculated by summing t| IMA = MTLF - Mw - MWR - MHD = 0 Where MTLF = Moment due to the j Mw = Moment due to the < MWR = Moment due to the] MHD = Moment due to the By adding MHDto both sides of the MTLF - Mw - MWR = MHo MTLF = Lateral Force x Hei Mw = 0 9 x Unit weight of v MWR = 0 9 x Unit weight of Unit weight of wall = Unit weight of roof = Hold Down Force = MHD / (Load equation IBC 16-20 0 9D + E Wall ID W14 W21 Lateral Force (kip) 0373 1 111 Wall Height (ft) 800 800 Wall Length (ft) 367 1092 Use Simpson STHD14 (Negative hold down force means ho| SW indicates Simpson Strong Wall i ROOF- I OAD 1r Berson - Wall Line Loads xls 14 9160 S Rural Road Tempe AZ 85284 480-283-0278 lli Line Loads : WALL LINE B it around one lower corner of the wall farce |f the shear wall sported by the shear wall strap I we get tall length x wall height x (wall length / 2) |oof tributary area x (wall length / 2) i 00 psf 00 psf Dfwall (ft-kip) 2988 8890 Mw (ft-kip) 0388 3434 MWR (ft-kip) 2590 7705 Required Hold Down Force (kips) 0003 -0206 Allowable Tension = |s are NOT required) | downs are part of the wall system 1 I I I. ATLRAL L OAD 4/7/2008 12 22PM ARCHITECTURE ENGINEERING Berson Residei LATERAL ANALYSI Determine the governing wind or seismic force WIND Windward pressure from load Length of wall wind force is appl Height of wall (including roof) Area of wall force is applied to Force on Wall Leeward pressure from load call Length of wall wind force is appli Height of wall (including roof) Area of wall force is applied to Force on Wall TOTAL Wind Froce on Wall Line SEISMIC Weight of Roof Length of roof under consideratic Width of roof under consideratior Area of roof underconsideration Weight of roof under consideratic Weight of wall system Length of walls under considerati Average Height of walls Area of walls under consideration Weight of walls under considers Seisimc Coefficient from page 1 Total Seismic Lateral Load on W; GOVERNING LATERAL FORCE ON WALL Line Total Length of Total Length of Shear Wall ID Wall Type Wall (ft) Segments (ft) W12 TypeS 2300 1350 1350 Percentage of Shear Load = Allowable Shear / Total Shear Load along Line = Total force x Percentage Load along diaphragm = Load / Length of wall Required Hold Down Force = (Moment from applied shear Morr Moment from applied shear = Applied shear x wall height Moment from Dead load = Roof weight x wall length x wall length Berson - Wall Line Loads xls 15' ^11 Line Loads WALL LINE C bn Wall Line 9160S Rural Road Tempe A2 85284 480-283-0278 II 1 8 11 1 sBhs on sheet 1 Pww = B L= B H = B A = L x H = • Fww = A x Pww = Br* Pn sneet 1 Plw = B L= B H = B A = L x H = B Flw = A x Plw = B TWF = Fww + Flw = • Www = B L= ^R w = B A = LxW = B Wr = A x Www = B Wws = B L = B H = B A=LxH= B Ww2 = A x Wws =B sc = • TSF = SC x Wt = H Seismic Governs, TLF= 0 05 psf ft ft 264 00 ft2 0 014 kips 0 00 psf ft : ft 264 00 ft2 0 000 kips 0 014 kips 0 00 psf ' ft ft 720 00 ft2 0 000 kips 40 00 psf ••• ft ft 336 00 ft2 13440 kips 0080 1 075 kips 1 075 kips Load along Load Along % of Shear Wall Line Diaphragm (%) (kips) (plf) 10000%1 075 47 10000%1 075 I Dead load) / Wall Length (egative means none required) Bl weight of wall x wall length / 2 4/7/2008 12 22PM ARCHITECTURE ENGINEERING Berson Residen HOLDOWN ANALY: The required hold down is calculated by summing 2MA = MTLF - Mw - MWR - MHO = 0 Where MTLF = Moment due to the Mw = Moment due to the MWR = Moment due to MHO = Moment due to the By adding MHD to both sides of the MTLF - MW - MWR = MHo MTLF = Lateral Force x Hei Mw = 0 9 x Unit weight of MWR = 0 9 x Unit weight of; Unit weight of wall = Unit weight of roof - Hold Down Force = MHD / (Load equation IBC 16-20 0 9D + Wall ID W12 Line Loads 'ALL LINE C fit around one lower corner of the wall e shear wall rted by the shear wall strap I length x wall height x (wall length / 2) if tributary area x (wall length / 2) 00psf 00 psf f wall Lateral Force (kip) 1075 Berson - Wall Line Loads xls 9160 S Rural Road Tempe AZ 85284 480-283-0278 Required Hold Down Wall Height (ft) 800 MTLF (ft-kip) MW (ft-kip) MWR (ft-kip) Force (kips) 15235 62208 -2993 Use Simpson STHD14 (Negative hold down force means ho SW indicates Simpson Strong Wall are NOT required) wns are part of the wall system 4/7/2008 12 22 PM ARCHITECTURE ENGINEERING Berson Resident LATERAL ANALYS^ Determine the governing wind or seismic force WIND Windward pressure from load Length of wall wind force is appli Height of wall (including roof) Area of wall force is applied to Force on Wall Leeward pressure from load call Length of wall wind force is appli Height of wall (including roof) Area of wall force is applied to Force on Wall TOTAL Wind Froce on Wall Line SEISMIC Weight of Roof Length of roof under considerate Width of roof under consideratioi Area of roof underconsideration Weight of roof under consideratiC Weight of wall system Length of walls under considerat Average Height of walls Area of walls under consideratior Weight of walls under considerat Seisimc Coefficient from page 1 Total Seismic Lateral Load on GOVERNING LATERAL FORCE ON WALL Line Total Length of Total Length of Shear Wall ID W9 Wall Type TypeS Wall (ft) 21 17 Segments (ft) 1017 1017 Percentage of Shear Load = Allowable Shear / Total Shear Load along Line = Total force x Percentage Load along diaphragm = Load / Length of wall Required Hold Down Force = (Moment from applied shear - Moi Moment from applied shear = Applied shear x wall height Moment from Dead load = Roof weight x wall length x wall lengtl Berson - Wall Line Loads xls 17 Line Loads WALL LINE D fWall Line on sheet 1 Pww = H = I A=LxH= I Fww = A x Pww = i $n sheet 1 Piw = L = A=LxH= Flw = A x Plw = TWF = Fww + Flw = 9160 S Rural Road Tempe AZ 85284 480-283-0278 0 05 psf ft ft 220 00 ft2 0 012 kips 0 00 psf ft ft 220 00 ft2 0 000 kips 0 012 kips V Www = L = W = A = LxW = Wr = A x Www = Wws = L = H = A=LxH= \/w2 = A x Wws = SC = TSF = SC x Wt = Seismic Governs, TLF= 0 00 psf ft ; ft 600 00 ft2 0 000 kips 40 00 psf ft ft 336 00 ft2 13440 ktps 0080 1 075 kips 1 075 kips Load along Load Along % of Shear Wall Line Diaphragm (%) (kips) (plf) 10000% 1075 51 10000%1 075 [ Dead load) / Wall Length (egative means none required) il weight of wall x wall length / 2 4/7/2008 1222PM ; A ^FAR<. Jr EN< ARCHITECTURE ENGINEERING Berson Reside* HOLDOWN ANALYS The required hold down is calculated by summing • EMA = MTUF - Mw - MWR - MHD = 0 Where MTLF = Moment due to the! Mw = Moment due to the i MWR = Moment due to th€ MHD = Moment due to the] By adding MHD to both sides of the i MTLF - Mw - MWR = MHD MTLF = Lateral Force x I Mw = 0 9 x Unit weight of \ MWR = 0 9 x Unit weight ofj Unit weight of wall = Unit weight of roof = Hold Down Force = MHo /1 (Load equation IBC 16-20 0 9D + Wall ID W9 Lateral Force (kip) 1 075 Wall Height (ft) 800 Wall Length (ft) 21 17 9160S Rural Road Tempe AZ 85284 480-283-0278 Line Loads I/ALL LINE D it around one lower corner of the wall shear wall irted by the shear wall i strap 'get I length x wall height x (wall length / 2) 3f tributary area x (wall length / 2) Psf .§0 psf fwall MTLF (ft-kip) 8602 Mw (ft tup) 12907 MWR (ft-kip) 43200 Required Hold Down Force (kips) -2244 Use Simpson STHD14 (Negative hold down force means he SW indicates Simpson Strong Wall; ROOF Berson - Wall Line Loads xls : Allowable Tension = iare NOT required) downs are part of the wall system II I 4/7/2008 12 22PM ARCHITECTURE ENGINEERING Berson Resident LATERAL ANALY$| Determine the governing wind or seismic fordej WIND Windward pressure from load d Length of wall wind force is applj Height of wall (including roof) Area of wall force is applied to- Force on Wall Leeward pressure from load cpid Length of wall wind force is applij Height of wall (including roof) Area of wall force is applied to. Force on Wall TOTAL Wind Froce on Wall Lir SEISMIC Weight of Roof Length of roof under considerati(j Width of roof under consideratioij Area of roof underconsideration Weight of roof under considerat Weight of wall system Length of walls under considerati Average Height of walls Area of walls under considerati Weight of walls under considerat Seisimc Coefficient from page 1 Total Seismic Lateral Load on W| GOVERNING LATERAL FORCE ON WALL Line Total Length of Total Length of Shear Wall ID Wall Type Wall Segments (ft) (ft) W3 Type 3 24 50 1750 1750 Percentage of Shear Load = Allowable Shear / Total Shear Load along Line = Total force x Percentage Load along diaphragm = Load / Length of wall Required Hold Down Force = (Moment from applied shear Moment from applied shear = Applied shear x wall height Moment from Dead load = Roof weight x wall length x wall lengtl I Line Loads WALL LINE E Line 9160S Rural Road Tempe AZ 85284 480 283 0278 1 1 ' S1 1f1 f '*.' i: on sheet 1 Pww = L = H = A=LxH= Fww = A x Pww = in sheet 1 Piw =•i L = H = A=LxH= Flw = A x Plw = TWF = Fww + Flw = 0 05 psf ft ft 17600ft2 0 009 kips 0 00 psf '• ' 'ft 1 ft 17600ft2 0 000 kips 0 009 kips i Wr = Ww2 = TSF = Www = L = W = <\ = LxW = Ax Www = Wws = L = A=LxH= A x Wws = SC = SC x Wt = Seismic Governs TLF= 0 00 psf '• ft ft 480 00 ft2 0 000 kips 40 00 psf ft ft 336 00 ft2 1 3 440 kips 0080 1 075 kips 1 075 kips Load along Load Along % of Shear Wall Line Diaphragm (%) (kips) (plf) 10000%1 075 44 10000%1 075 Berson - Wall Line Loads xls I dead load) / Wall Length (egative means none required) eight of wall x wall length / 2 if' 4/7/2008 1222PM ARCHITECTURE ENGINEERING Berson Reside HOLDOWN ANAL The required hold down is calculated by summing IMA = MTLF - Mw - MWR - MHD = Where MTLF = Moment due to th% Mw = Moment due to MWR = Moment due to MHD = Moment due to tl|e By adding MHD to both sides of the; MTLF - Mw - MWR = MHD MTLF = Lateral Force x Hei Mw = 0 9 x Unit weight of MWR = 0 9 x Unit weight 01 Unit weight of wall = Unit weight of roof = Hold Down Force = MHD;/ (Load equation IBC 16-20 0 9D + Wall ID W3 Lateral Force (kip) 1 075 Berson - Wall Line Loads xls 9160 S Rural Road Tempe AZ 85284 480-283 0278 Line Loads ALL LINE E it around one lower corner of the wall e shear wall rted by the shear wall strap length x wall height x (wall length / 2) if tributary area x (wall length / 2) psf psf kail Wall Height (ft) MTLF (ft-kip) 8602 Mw (ft-kip) 17287 MWR (ft-kip) 27648 Required Hold Down Force (kips) -1 483 Use Simpson STHD14 (Negative hold down force means SW indicates Simpson Strong Wa| Allowable Tension = NOT required) wns are part of the wall system I.All kAL ; O.Ap 4/7/2008 1222 PM I • ^•IJC ^^TARC Jr I=N< ARCHITECTURE ENGINEERING Berson Residern LATERAL ANAL> Determine the governing wind or seismic for^e] WIND Windward pressure from lqad$[ Length of wall wind force is af Height of wall (including roof) |' ] Area of wall force is applied toj Force on Wall \ Leeward pressure from load Length of wall wind force is ap Height of wall (including roof) ; Area of wall force is applied toi Force on Wall TOTAL Wind Froce on Wall Lif SEISMIC Weight of Roof Length of roof under consider^ Width of roof under consideratjpij Area of roof underconsider^tiqii Weight of roof under consider! Weight of wall system Length of walls under consider Average Height of walls Area of walls under considerati Weight of walls under considers Seisimc Coefficient from pagejl Total Seismic Lateral Load on Wl £ GOVERNING LATERAL FORCE ON WALL Line \ Total Length of; Total Length of Shear '•: Wall ID W4 Wall Type Type 3 Wall (ft) 4975 Segments. (ft) ; 3000 I 3000 \ Perc entage of Shear Load = Allowable Shear / Total Shear Load along Line = Total force x Percentage Load along diaphragm = Load / Length of wall Required Hold Down Force = (Moment from applied shear1 -1 Moment from applied shear = Applied shear x wall height Moment from Dead load = Roof weight x wall length x wall ten 9160S Rural Road Tempe AZ 85284 480-283-0278 Line Loads /ALL LINE F i/all Line Ion sheet 1 Pww = H A=LxH Fww = A x Pww n sheet 1 Piw L H A=LxH Flw = A x Plw TWF = Fww + Flw Www L W A = LxW Wr = A x Www Wws L I i A=LxH Ww2 = A x Wws SC TSF = SC x Wt Seismic Governs TLF 0 05 psf ft '• ft 13200ft2 0 007 kips 0 00 psf • ft ft 13200ft2 0 000 kips 0 007 kips 0 00 psf '•; ' ft ft 360 00 ft2 0 000 kips 40 00 psf ft ft 336 00 ft2 13440 kips 0080 1 075 kips 1 075 kips Load along Load Along % of Shear Wall Line Diaphragm (%) (kips) (pit) 10000% 1075 22 10000%1 075 Berson - Wall Line Loads xls tad load) / Wall Length (egative means none required) jreight of wall x wall length / 2 4/7/2008 12 22PM ARCHITECTURE ENGINEERING Berson Reside HOLDOWN ANAL The required hold down is calculated by summinp ZMA = MTLF - MW - MWR - MHD = 0 Where MTLF = Moment due to Mw = Moment due to thff- ' MWR = Moment due to t|i MHD = Moment due to tfe By adding MHD to both sides of the| MTLF - Mw - MWR = MHD I MTLF = Lateral Force x Mw = 0 9 x Unit weight qtf MWR = 0 9 x Unit weight!)' Unit weight of wall = Unit weight of roof = \ Hold Down Force = MHp:7 (Load equation IBC 16-20 0 9D •+-•• Line Loads ALL LINE F t around one lower corner of the wall e shear wall irted by the shear wall strap length x wall height x (wall length / 2) if tributary area x (wall length / 2) D psf D psf wall Berson - Wall Line Loads xls 9160 S Rural Road Tempe AZ 85284 480-283-0278 Wall ID W4 Lateral Force (kip) 1 075 Wall Height (ft) 800 Wall ; Length (ft) i 49 75 ;!. 3 MTLF | (ft-kip) | 8602 Mw (ft kip) 71 282 MWR (ft-kip) 15552 Required Hold Down Force (kips) -1 573 Use Simpson STHD14 (Negative hold down force means j\< SW indicates Simpson Strong Wat NOT required) bwns are part of the wall system 4/7/2008 1222PM ARCHITECTURE ENGINEERING ICBO 9160 S Rural Road Tempe, AZ 85284 Office 480-283-0278 Fax 480-283-6273 >RTS LEGACY REPORT ICC Evaluation Service, Inc. www icc-es org Regional! Regional < Legacy report on the 2000 International Building < Accumulative Supplement to the International Codef* Building Code9 and the 1997 Uniform Building Coetef DIVISION 06 — WOOD AND PLASTICS Section 06120 — Structural Panels PREMIER INDUSTRIES, INC d b a PREMIER BUILDING SYSTEMS 1019 PACIFIC AVENUE, SUITE 1501 TACOMA, WASHINGTON 98402 www pbspanel com LISTEE Pulte Home Sciences 6600 Mount Elliot Street Detroit Michigan 48211 10 SUBJECT Premier Structural Sandwich Panels 1 1 1 2 13 TypeS Type I Type L 2 0 PROPERTY FOR WHICH EVALUATION IS SOUGH? 21 22 Structural Fire Resistance 3 0 DESCRIPTION 31 General f Premier Structural Sandwich Panels are factory assemble! sandwich panels produced at locations listed in Table 1 <ff this report The panels consist of expanded polystyrene (EPS) cores with wood structural sheathing facings Thft panels are used as load bearing wall, roof and floor components, and components of fire resistant rate| construction Panels are produced in widths ranging from | feet (1219 mm) to 10 feet (3047 mm) and lengths ranging from 8 feet (2438 mm) to 24 feet (7315 mm) The panels ar« manufactured in a Type S, Type I and Type L panel; configuration shown in Figure 1, Figure 2, and Figure 3 of this report ' K c /1A fi.j.iK.'v i epnrn, ai i. not to hi. onmii titi/ u.s i <.pn.st.nnnj, iu..srfa.rtu or iiiv i in Liit/^/.sLiiicii/ of the subject of //it report of a 1't.conmiini.liinontoi it-i use There i$ t jin muling 01 oihei nkiiin in this npmt <» to 10 am pinilucico\iuJbythi isport Copyright © 2004 NER-633 Re-Issued March 1, 2004 n *, i 5360 Workman Md Road Whither CaMbma 90601 • (562)6990543 r Road Suite A Birmingham Alabama 35213 • (205) 599-9800 t Flossmoor Road Country Club Hills, Illinois 60478 • (708) 799-2305 i 2000 International Residential Code®, the 2002 ' National Building Code/1999, the 1999 Standard Type S Panel The core for the Type S panel is fcsed along the panel sides to receive nominal 4 inch | mm) wide OSB splines and recessed on the ends to solid sawn dimensional lumber sized to match the Jthickness See Figure 1 Table 2 and Table 5 of this Type I Panel The Type I panel is recessed along the pjl side to receive l-joist splines and recessed on the ends sive nominal 2 inch (51 mm) thick solid sawn lumber I to match the core thickness See Figure 2 and Table us report Type L Panel The Type L panel is recessed along anel sides and ends to receive nominal 2 inch (51 mm) solid sawn dimensional lumber sized to match the core Sess See Figure 3, Table 4 and Table 6 of this report Materials Core The core material is Insulfoam Type I EPS |plastic with a nominal thickness of 3V4 inches (89 mm) i inches (285 mm) and a nominal density of 1 pcf (16 The EPS core has flame spread rating of not more p and a smoked developed rating of not more than 450 £ tested in accordance with ASTM E 84 Facing Panel facing material is 7/16 inch (11 mm) to fch (19 mm) thick Structural 1 Exposure 1 wood ling complying with DOC PS-2 Adhesive The adhesive is Structural grade Type II [2 laminating adhesive (APA AFG-01 specification) Splines The splines for the Type S panels are hal 3 inches wide by 7/16 inch thick (76 by 11 mm) OSB fial The splines for Type I panels are l-joists, sized in ; to match the core thickness The splines for Type L i are nominal 2 inches thick dimensional lumber sized &th to match the core thickness INSTALLATION lanufacturer's published installation instructions titled sr Panel Design Manual, Premier Building Systems iral Panel Detail Book (03/19/98), and this report shall tly adhered to and copies available at all times on the during installation u/iiflfh (.iJitriMed: nor ure they to bo comlnied as C F\ tiluiiHon Stmc't 1m. <?v;j/ws or implied its to (ANSI Pagel of 11 ra^e* or n » 41 One Hour Rated Bearing Wall (UL Design No U524) 1 Premier Building System composite panel consisting of a polystyrene foamed plastic core faced on both surfac with minimum 7/16 inch (11 mm) thick oriented strand boafd j Minimum 35/e inch (92 mm) thick polystyrene core Prer Industries structural panel loaded to maximum 61 percent the recommended axial design load '. Splines - Nominal 4 inch (102 mm) wide by 7/16 infchl d| 2 (11 mm) thick onented strand board splines mstal between vertical joints, in pre-cut channels in the Pre Building System Splines secured to face in contact oriented strand board with and adhesive (APA AP specification) and 1% inch (41 mm) long Type S steel sen spaced 6 inches (152 mm) o c along the edges of adjoining face 3 End Plates - Nominal 2 inches (51 mm) thick (wi< determined by building units thickness) No 2 Douglas fir] lumber installed at top and bottom of building units in pre-c channels End plates secured with adhesive (APA AF6-C|1' specification) to faces in contact with oriented strand boar|, i with caulk (ASTM C 834 specification) on the face in contact ] with the polystyrene core, and 8d box nails space 8 inches j (203 mm) o c along the edge of both faces 4 National Gypsum Co Type FSW gypsum wallboar|, I % inch (16 mm) thick, 4 feet (1219 mm) wide, appli vertically in two layers First layer installed with "\s/a inch (^ mm) long Type S steel screws spaced 24 inches (610 mr| 0 c vertically and 16 inches (406 mm) o c horizontally FirJ layer vertical joints offset minimum 16 inches (406 mm) fro| vertical spline joints of building units Second layer install^ with 2 inch (51 mm) long Type S screws spaced 12 inche (305 mm) o c vertically, offset 12 inches (305 mm) from firft i layer screws, and 16 inches (406 mm) o c horizontally, offs|t j 8 inches (203 mm) from first layer screws Second lay|r vertical joints offset minimum 16 inches (406 mm) from fir|t layer vertical joints Outer layer wallboard joints covered with joint tape and joint compound Screw heads on outer layer of wallboard covered with joint compound 4 2 One Hour Rated Bearing Wall Premier Building System Structural Panels consisting of 5% inches (140 mm) thick EPS core laminated between twj> sheets of 7/16 inch (11 mm) OSB The EPS core is recessef 1 '/a inches (38 mm) in from the edges of the OSB facers oft, the bottom and along both sides, and 3 inches along the toff, | to allow for the installation of nominal 2 by 6 wood studs (N$ 2 Hem-Fir minimum) bottom plate and double top plate •f Nominal 2 by 6 wood studs are installed into the recesses ifl the panels The studs are secured to the OSB with 6| common nails space 6 inches (152 mm) o c Double studf are assembled using two nominal 2 by 6 wood studs nailel together with 16d coated sinker nails space 24 inches (610 mm) o c staggered along the stud length The double stud| are installed in the recesses between adjoining panels an| secured to the OSB with 6d common nails spaced 6 inche| (152 mm) o c after caulking the surfaces to be in contact witi? the EPS core with mastic The single bottom plate is installed into the recess along the bottom edge of the wall assembly and secured to the OSB with 6d common nails spaced | inches (152 mm) o c and to each wood stud with two 16$ coated sinker nails after caulking the surfaces to be in contac with the EPS core with mastic The first top plate is mstalle into the recess along the top of the wall assembly an<j secured to each wood stud with two 16d coated sinker nailtj 1 NER-633 • caulking the surfaces to be in contact with the EPS core \ mastic The second top plate is installed over the first \ secured to the OSB with 6d common nails spaced 6 CBS (152 mm) oc and to the first top plate with 16d sd sinker nails spaced 16 inches (406 mm) o c gered along the top plate length |dard Gypsums Type SG-C % inch (16 mm) TE ^ration 3 (Type C) gypsum fire rated wallboard is installed Single layer onto both faces of the wall The wallboard is d to the OSB panel facers with PC cupped head I nails, 1% inches (41 mm) long, spaced 8 inches (203 f o c along the wall perimeter and 12 inches (305 mm) pally and 16 inches (406 mm) o c horizontally aped joints and screw heads shall be covered with joint pound naximum allowable load is 2200 plf (32 KN/m) and the num allowable height is 10 feet (3048 mm) One Hour Rated Floor/Ceiling Assembly s are 71/z inches (191 mm) thick EPS core laminated sen two sheets of 7/16 inch (11 mm) OSB |ls are connected at the field joints by inserting a 31/z inch n) wide piece of OSB into pre-routed slots in the EPS astened with 11/e inch (29 mm) long drywall screws I 6 inches (152 mm) o c Bottom side of the panel is clad with a base layer of % (16 mm) Type X gypsum wallboard applied with the \ parallel to the spline joints offset by 24 inches (610 mm) 1% inch (32 mm) Type S drywall screws spaced 12 ; (305 mm) o c in rows 24 inches (610 mm) o c A face lofVainch (16 mm) Type X gypsum wallboard is applied lit angles to the base layer with 2 inch (51 mm) Type S Jill screws spaced 12 inches (305 mm) o c in rows 16 inches (406 mm) o c aped joints and screw heads shall be covered with joint Dund naximum allowable load is 40 psf (1915 Pa) and the num allowable span is 12 feet (3658 mm) IDENTIFICATION per Panels shall have a stamp containing the product |, panel type, name and address of the manufacturer, "" X-ES Legacy report number, and the label of nters Laboratories Inc (NER-QA403/AA-668) EVIDENCE SUBMITTED Manufacturer's descriptive literature and published installation instructions Test report on Transverse Load Test of Building Panels (Type S) in accordance with ASTM E 72, prepared by Wood Materials and Engineering Laboratory, dated March 9, 1999, signed by Ken Fridley Test report on Transverse Load Test of Building Panels (Type L) in accordance with ASTM E 72, prepared by Maxim Technologies, Project No 99- 06356, dated April 6, 1999, signed by John D Lee, PE PageJof 11 6 4 Test report on Transverse Load Test of Buildii Panels (Type L) in accordance with ASTM E prepared by Maxim Technologies, Project No 53172, dated December 20 1997 signed by John^0j Lee, P E 6 5 Test report on Transverse Load Test of Bu Panels (Type I - 4 Foot Span) in accordance w|h ASTM E 72, prepared by Maxim Technologils.i Project No 98-77345, dated March 31, 1999, signed] by John D Lee, P E 6 6 Test report on Transverse Load Test of Buildiflg] Panels (Type I - 8 Foot Span) in accordance with] ASTM E 72, prepared by Maxim Technologies,} Project No 98-77345, dated March 31, 1999 sign|dj by John D Lee, P E 6 7 Test report on Axial Load Test of Building Pi (Type S) in accordance with ASTM E 72 prepared j Maxim Technologies, Project No 98-57451, dat| July 13, 1998, signed by John D Lee, P E 6 8 Test report on Axial Load Test of Building Pane (Type S) in accordance with ASTM E 72, prepared I Maxim Technologies, Project No 98-62962, date) August 11, 1998 signed by John D Lee, P E 6 9 Test report on Axial Load Test of Building Panejs I (Type L) in accordance with ASTM E 72, prepared (ijy Maxim Technologies, Project No 98-57451, dat<$ij July 13, 1998, signed by John D Lee, P E T 6 10 Test report on Point Load Test of Building Pane(i prepared by Maxim Technologies Project No 9J 57451, dated February 17, 1998 signed by John E Lee PE 611 Test report on Point Load Test of Building Paneli prepared by Maxim Technologies, Project No 9|- 06356, dated April 6 1999 signed by John D Le«i, PE > 6 12 Test report on Load Test of Header Panels, prepareil by Maxim Technologies Project No 98-62962, date^ August 12, 1998, signed by John D Lee, P E ; 6 13 Test report on Transverse/Cantilever Load Test |f j Building Panels, prepared by Maxim Technologie|,i Project No 98-62962, dated August 12, 1998, signers by John D Lee P E I 614 Test report on Shear Tests of CFI1 Screwp Manufactured by Premier Industries, prepared tiy Maxim Technologies Project No 3018 98-67373 jj, dated August 19, 1998, signed by Steve K Manfred and Michael S Karcher '\ 6 15 Test report on Screw-Head Pull-Through and Screw Pull-Out tests of Premier Panel CFI1 Screw, prepare! by Maxim Technologies, Project No 3018 98h 62839 1, dated May 4, 1998, signed by Steve K Manfred and Chad B Johnson 6 16 Test report on Nail Withdrawal Tests on OSB Panel?, prepared by Maxim Technologies, Project No 301& 98-673733, dated October 19 1998 signed by Mathew N Botz and Michael S Karcher • 617 Test report on Diaphragm Load Tests of Building Panels, prepared by Wood Materials and Engineering Laboratory, dated August 13, 1999, by Ken Fndley -;; 6 18 Test report on Racking Shear Test for Premibf Building Systems, prepared by Daniel H Brown P E., signed and sealed by Daniel H Brown, P E ', 6 19 Test report on Racking Shear Test for Premier Building Systems, prepared by Daniel H Brown, P 5, Consultant, dated September 1 1994 signed and sealed by Daniel H Brown, P E 6 20 Test report in accordance with UL 1715, prepared by Underwriters Laboratories Inc , File R14340, Projec| 91SC17238, dated February 28, 1992, by Han|: Hansen and Garrett Tom i' NER-633 Test report on Building Units and Gypsum Wallboard in a Load Bearing Wall Assembly in accordance with ASTM E 119, prepared by Underwriters Laboratories Inc File R14340, Project 92NK3429 dated April 7, 1992, by Mark Izydorek signed by Nestor G Sanchez Test report on Premier Building Panel Wall Assembly in accordance with ASTM E 119 prepared by Omega Point Laboratories, Project No 15418-98840, dated August 12, 1995, signed by Herbert W Stansberry II and William E Fitch, P E Test report on Loadbearmg, Unrestrained Floor/Ceiling Assembly in accordance with ASTM E 119, prepared by Omega Point Laboratories, Project No 15100-97136, dated July 19, 1994, signed by Deggary N Priest and William E Fitch, P E Test report on Insulfoam Type I EPS in accordance with ASTM E 84 prepared by Omega Point Laboratories, Report No 15936-103935, dated November 9 1998, signed by Guy A Haby and William E Fitch PE Test report on Insulfoam Type I EPS in accordance with ASTM E 84, prepared by Omega Point Laboratories, Report No 15936-103936, dated November 9, 1998, signed by Guy A Haby and William E Fitch, P E Test report on Racking Shear Load Test, prepared by Stork/Twin City Testing Corporation, Project No 032148-A, dated January 33, 2003, signed by Thaddeaus L Harnois and John D Lee, P E Test report on Racking Shear Load Test, prepared by Stork/Twin City Testing Corporation, Project No 032148-C dated January 33, 2003, signed by Thaddeaus L Harnois and John D Lee, P E Test report on Racking Shear Load Test, prepared by Stork/Twin City Testing Corporation, Project No 032148-D dated January 13, 2003, signed by Thaddeaus L Harnois and John D Lee, P E Test report on Diaphragm Load Test of Structural Building Panels 7/16" OSB Spline, prepared by Stork/Twin City Testing Corporation, Project No 032148 dated August 26, 2002, signed by Thaddeaus Harnois and John D Lee, P E Test report on Diaphragm Load Test of Structural Building Panels 23/32' OSB Spline, prepared by Stork/Twin City Testing Corporation, Project No 032148, dated August 26 2002, signed by Thaddeaus Harnois and John D Lee, P E Test report on Transverse Load Test of Structural Building Panels, prepared by Stork/Twin City Testing Corporation, Project No 033157, dated November 11, 2003, signed by John D Lee, P E Quality Control Manual for Premier Building Systems Covering Premier Building Panels, Issued July 1992 Revised April 2003, signed by Thomas L Savoy for Premier Industries Ryan Rasmussen for Pulte Home Sciences, and John Pabian for Underwriters Laboratories, Inc CONDITIONS OF USE [CC-ES Subcommittee for the National Evaluation finds that the Premier Structural Panels described in ,)ort comply with or are acceptable alternatives to those ied in the 2000 International Building Code* the 2000 itional Residential Code*, the 2002 Accumulative tment to the International Codes'", the BOCA* National )g Coden 999, the 1999 Standard Building Code0 and )97 Uniform Building Code™ subject to the following [Jons Page 4 of 11 » 7 1 Plans specifying the building panels described i report shall comply with the design limitations of tftisi report Design calculations and details forthe specific! applications shall be furnished to the code officjall verifying compliance with this report and applicable! codes The individual preparing such documeiftsj shall posses the necessary credentials re v competency and qualifications as required by t|e] applicable code and the professional registration Ia\*-Sj of the state where the construction is undertaken 7 2 Splines shall be a minimum of No 2 hem-fir with, a I specific gravity of 0 43 73 The building panels shall be used only whefej combustible construction is allowed In areas usifg j the Uniform Building Code, the panels shall be limited j to Type V-N construction 7 4 The foam plastic shall be separated from the mtenlf 1 of the building by an approved 15 minute thermal barrier in accordance with the applicable code 7 5 Connection and attachments of the panel are nft ] within the scope of this report and shall be addressed , in the design calculations and details NER-633 All floor-to-wall and roof-to-wall details shall be designed such that gravity loads are applied over the entire wall panel thickness In jurisdictions which have adopted the Standard Building Code, the panels shall not be place within 6 inches of earth where the hazard of termite damage is very heavy in accordance with Figure 2304 1 4 of that code without an approved method of protecting the foam plastic and structure from subterranean termite damage In jurisdictions which have adopted the International Residential Code, the panels shall not be place within 6 inches of earth where the hazard of termite damage is very heavy in accordance with Figure R301 2(6) of that code without an approved method of protecting the foam plastic and structure from subterranean termite damage In jurisdictions which have adopted the Uniform Building Code the floor panels shall be limited to use in Group R-1 and R-3 occupancies Allowable spans and design loading shall not exceed the values found in this report This report is subject to periodic re-examination For information on the current status of this report, consult the ICC-ES website rageoorn NER-633 pageborn NER-633 4 1 One Hour Rated Bearing Wall (UL Design No U524) Page 7 of 11 NER-633 LOCATIONS OF PREMIER INDUSTRIES, INC / d b|i Premier Building Systems 4609 70th Ave E Fife, Washington 98424 Premier Building Systems 3434 West Papago Street Phoenix, Arizona 85009-6733 Pulte Home Sciences 6600 Mount Elliot Street Detroit, Michigan 4821 1 t 3 I TABLE 2 MAXIMUM ALLOWA PANEL CORE THICKNESS (inches) 1231/2 25V4 37% 1V/44 DEFLECTION '3 360 /240 180 360 240 180 240 Aso /240 8ft 40 55 60 50 80 80 60 85 85 80 85 85 95 95 95 10ft 30 40 55 40 60 60 60 75 75 65 65 65 75 75 75 6) 6$ SI 1 inch = 25 4 mm, 1 psf = 47 9 Pa 1 Floor panels shall have a minimum % inch thick to($sl inch thick finish flooring perpendicular to the panel*; 2 y/2 inch and 5Vx inch core panels shall be limited t| 3 17* inch core panels shall be limited to a maximumf 4 9% inch and 11% inch core panels shall be limited 1 kTION NUMBERS FOR PRODUCT IDENTIFICATION PB-31 PB-32 PHS-01 1 1 PANEL SPAN t '. , I 16ft 10 15 20 20 30 35 25 40 50 35 45 45 50 50 50 18ft — — — 15 20 30 20 30 40 25 40 40 40 45 45 20ft — — — 10 15 20 15 25 30 20 35 40 30 40 40 22ft — — — — — — 15 20 25 20 30 35 25 35 35 24ft — — — — — — 10 20 25 20 25 35 20 30 35 limum 7/16 inch thick top skin overlaid with minimum 7/16 fspan of 12 feet when used in roof applications et when used in roof applications i span of 16 feet when used in roof applications Page 8 of 11 TABLE MAXIMUM Al LOWAl PANEL CORE THICKNESS (inches) 7% 9% 1V/4 DFFI F(*TION L/3«> /240 '180 L/3« L/240 L/1. L/360 L/2<0 L/1M 4ft 130 315 320 195 320 320 260 320 320 .. I 10«|) 135 150 150 165 165 165 145 145 145 95 ! 105; 105 1 125 I 125 125 105 105 105 SI 1 inch = 25 4 mm, 1 psf = 47 9 Pa Floor panels shall have a minimum 3A inch thick to| inch thick finish flooring perpendicular to the panel] Panels spanning 4 feet shall be a minimum of 8 conditions shall be permitted | TABLE 4- MAXIMUM ALLOWAE PANEL CORE (inches) 7% 9% 11% 240 '240 L/240 2<0 360 4ft 105 225 300 255 290 290 255 290 290 285 325 325 325 325 325 8ft 45 70 90 130 180 180 170 190 190 190 190 190 190 190 190 10ftl " 45 60 55 85 110 80 130 135 115 145 145 165 165 165 SI 1 inch = 25 4 mm, 1 psf = 47 9 Pa 1 Floor panels shall have a minimum 3/i inch thick top^l inch thick finish flooring perpendicular to the panels'! 2 Panels spanning 4 feet shall be a minimum of 8 conditions shall be permitted II I! NER-633 UJELS1 [ERSE LOADS PANEL SPAN 14ft 50 70 85 65 95 (95 \Q5 [85 85 16ft 40 55 55 60 85 85 75 75 75 18ft 30 40 50 50 70 75 60 70 70 20ft 20 30 40 35 50 65 40 60 60 22 ft 20 25 35 30 45 55 35 55 55 24ft 15 25 30 25 35 45 30 45 50 7/16 inch thick top skin overlaid with minimum 7/16 Ining a minimum of two 4 foot spans No single span LlMfcLfa' |RSE LOAD'S (psf). PANEL SPAN 14ft 15 25 35 30 50 65 55 80 105 80 J120 [120 115 130 [l30 16ft 10 15 25 25 35 50 40 60 80 60 90 110 90 110 110 18ft — — — 20 30 40 30 50 60 45 70 90 75 95 95 20ft — — — 15 20 30 25 35 45 35 50 70 60 85 85 22 ft — — — — — — — — — 30 45 60 45 70 85 24ft — — — — — — — — — 30 40 55 35 55 70 imum 7/16 inch thick top skin overlaid with minimum 7/16 hmg a minimum of two 4 foot spans No single span Page 9 of 11 NER-633 TABLE 5 > MAXIMUM A..LC PANEL CORE THICKNESS (inches) 31/2 5'/2 71/4 •sr 8ft 3500 4250 4915 10ft 2555 4040 4325 t j- LOADS (pff) SI 1 inch = 25 4 mm, 1 plf=146N/m SPAN 16ft 2120 3920 4195 20ft — 2815 3495 24 ft — — 3065 6f-| l'MAXIMUM ALLOI PANEL CORE THICKNESS (inches) 31/2 51/2 71/4 I, 8ft 4725 5850 6850 10ft 3905 5890 6110 r '?4 LSI 1 inch = 25 4 mm, 1 plf = 14 6 N/m * LOADS (pit) SPAN 16ft 2620 4310 5180 20ft — 2935 4835 24ft — — 4080 ! A.BLh ! —• ALLl MAXIMUM ALLC SI 1 inch = 25 4 mm, 1 Ib = 4 45 N 1 See Figure 4 of this report ! IGURfr. 4 • \LL MANfcLb LOADS (Ibs) g Width 3 inch Minimum Bearing Width 2450 4680 kP Pi.AI k Premier Cap Plate stamJ-ird 2» iumb«i 1 1 R OSB or II 8 OSL KiTt^oJ'ili vlnt.li hd^hwnnpprd 10 the overall width of tl'er wvl ()d»ipi s tMalllx: OSB»kin»nrihi>pnni>iarc cove cat) ti-c ipp«tl mne HI ad mils G " uc or equivalent each idc Rag6 10 of 11 NER-633 TAEiLE 8 MAXIMUM Al LOWABIJLE HEADER DEPTH (inches) 12 18 24 DEFLECTION /360 /240 /ISO L/360 /240 /180 /360 /240 '180 ^ iz 4ft 740 740 , 1C > 740 |. 795 {: 795 1ft -i 795 1' 885 1 885 f 885 I .PADS WITHOUT SPl IIMES (plf) SI 1 inch = 25 4 mm, 1 plf = 14 6 N/m HEADER SPAN 6ft 385 385 385 575 575 575 630 630 630 8ft 230 230 230 385 385 385 430 430 430 10ft 140 140 140 310 310 310 360 360 360 TABLL 9 — MAXIMUM ALLOW/ HEADER DEPTH (inches) 12 18 24 DEFLECTION L/360 /240 '180 L/360 /240 /180 /360 /240 Aso w 4ft ... 345 ? 450 > 630 * 705 750 * 750 ': 700 ' 895 : 895 LOAD'S WITH SPLINES (pit) SI 1 inch = 25 4mm, 1 plf =14 6 N/m FABU. 10A —. MAXIMUM ALLOW PANEL TYPE LorS S MINIMUM OSB FACE THICKNESS 7/16 inch 7/16 inch 1 2x Framir|g Fasteners 8d box nail 8d box nail :•& je SI 1 inch = 25 4 mm 1 plf =14 6 N/m 1 Framing lumber shall be a minimum of Douglas Fir-L 2 Minimum panel width shall be four feet The maxirrtuij 3 Screws are #6 x 1 Vi inch Type W drywall screws 4 Two top plates are required P HEADER SPAN P6ft §245 |295K B380 I390 I480 1480 R580K i580Hbso 8ft 155 190 235 255 300 300 370 370 370 10ft 100 125 155 235 280 280 350 350 350 151 i>. I PANti S 2 '. WALL L OADS j a minimum specific gravity of 0 50 tfeight-to-width ratio shall be 3Vi 1 HMENTS Splines Fasteners 8d nail #6 Screw3 Spacing 6 inches 4 inches SHEAR (Plf) 300 6004 Page 11 of 11 TABLF 10B — Pf MAXIMUM ALLOWS PANEL TYPE LorS LorS LorS MINIMUM OSB FACE THICKNESS 7/16 inch 7/16 inch 7/16 inch Top Plate 8d box nail 6 in o c 8d box nail 4 in o c - 2 rows3 10d common nail 6 in o c - 2 rows3 Bert ^^^^M 8c f 8dl 4ij 10dd 3f SI 1 inch = 25 4 mm, 1plf=146N/m 1 Framing lumber shall be a minimum of Douglas Fir-jj 2 Panel width shall be four feet Panel height shall 3 A double top plate is required 4 A double stud or nominal 4x framing member is reqgir 5 Limited to two panel walls •< 6 Splines are 7/16 inch by 4 inch OSB lABLt 11 —i MAXIMUM ALLOW/I MINIMUM OSB FACE THICKNESS 7/16 inch 7/16 inch ATfA Panel Supports2 Fasteners PBS Screw5 PBS Screw* Spacing 12 inches 3 inches Panel Joint Fastened 8d nail ? 8d nail; SI 1 inch = 25 4mm, 1 pit =146 N/m 1 The maximum panel height-to-width ratio shall be 4% 2 See Figure 5 of this report 3 See Figure 6 of this report 4 See Figure 7 of this report 5 Premier Building Systems specially designed "Big Blu FIGURE Section A 2X6 _ Border 8d nail top& bottom NER-633 . PANELS"' '! fWALI LOADS WIENTS Vertical Framing 8d box nail 6 in o c - 2 rows" 8d box nail 4 in o c - 2 rows4 10d common nail 6 in o c - 2 rows4 Splines" 8d box nail 6 in o c 8d box nail 4 in oc 10d common nail 3 in o c - 2 rows SHEAR (pit) 4705 7005 1010 a minimum specific gravity of 0 50 , minimum of two panels is required XIMfcLS' XGM LOADS ily» •g IS IS Panel Joints - Top & Bottom4 Fasteners 8d nail 8d nail Spacing 6 inches 4 inches SHEAR (Plf) 425 510 f-IGURE 6 Section C FIGURE t 04/16/2008 09 55 7607224651 CDS PAGE 02/03 ARCHITECTURE ENGINEERING 9160 5 Rural Road Tempe AZ 8528-4 Phone 480-283-0276 Pax 400-283-6273 April 3, 2008 RE Truss Calculation Review Berson Residence 1847 Butters Road Carlsbad, CA 92008 Permit #CB07-0848, dated 3-24-08 The truss calculations for this project where performed Stone Truss Company The calculations meet the design and engineering intent of the project Sincerely, Brian von Allworden. PE o CIO? 08^&(pc<t eses-eee-ae*UOA LI 1 I o 55* i S3 -j W CO5* >—'b °snw STONE TRUSS COMPANY www stonetruss com N W NIA STONE TRUSS CO. _E CERTIFIED INSPECTION I.A.S AA-583 IN STRICT ACCORDANCE WITH UBC. IBC. ANSI NATIONAL STANDARDS LATEST REVISION PREFABRICATED WARNING * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS BCSI B1 SUMMARY SHEET ENCLOSED 507 JONES ROAD • OCEANSIDE, CALIFORNIA 92054 • (760) 967-6171 • FAX (760) 967-6178 ST001 I (5 ROOF TRUSS LAYOUT BERSON RESIDENCE 1847 BUTTERS RD. 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maioavant-afl.coin SHEAR HALL SKETCH UOA PROJBCT BERSON RSV1 f CO LI -"=<B KEM1EK BUILDING SYSTEMS Structural Insulated Panels Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 1 of 6 TOOLBASE ^^ SERVICES The Home Building Industry's Technical Information Resource Back to Standard View »•- YV; < ' V--' '' Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" W Color Flyer 143 KB /PDF February 20D6 A Too/Base TechNote Building on their approximate one percent share1 of the U S residential building products market, structural insulated panels (SIPs) could be the residential home builder's sleeper equivalent to the automotive industry s hybrid car Properly detailed designs for SIP construction can create economies of scale that may make SIPs cost-neutral in comparison to conventional light frame practices and real dollar savers over the life of a home SIPs are more uniform in composition than conventionally-framed walls, so houses built with this technology can be made more air tight, energy efficient, and comfortable with fewer labor hours and trades involved in system integration Like hybrid car owners, SIP homeowners will spend less money at the meter, stretching tr energy dollars, because SIPs can provide a tighter building envelope with a nearly-continuous thermal rner The Latest Model off the Assembly Line SIPs are engineered, factory-produced, load-bearing components that consist of foam bonded to oriented strand board (OSB) panels2 with structural adhesives similar to those used for other engineered wood products SIPs can be used as walls, roof, and floor assemblies that provide strength and stiffness to a structure and facilitate longer clear spans than can be achieved with conventional framing SIPs are designed with foam cores that vary from 3 1/2 to 11 V* inches dependent on structural application and climate of construction The thicker the panel, the greater its thermal resistance and ability to span longer distances between load transfer points In addition, the foam interior of a SIP has a low permeability rate and high resistance to air and water penetration This means that controlling air infiltration and restricting the natural tendency of warm air to move toward cold air, as well as shedding liquid water, can all be managed by a building envelope that is put together using SIPs Three for the Load The OSB sheets on the outside of the panels are rated for structural adequacy, dimensional stability, and bond durability1 Racking strength, bending stiffness and strength, uniform load capacity, and fastener holding capabilities have all been performance tested for each thickness of a rated panel The foam sandwiched between the OSB sheets is usually expanded polystyrene (EPS) that has a stated density, thickness, R-value, and compressive strength The materials, adhered and set under pressure, form a strong, homogeneous, _structural panel Polystyrene foam is dimensionally stable and inert - there is no off gassing In addition, EPS ~ atenal emits no ozone-depleting chemicals during the manufacturing process The two OSB skins, stiffened by the adhered foam between them, can outperform a conventionally built wall of similar dimension in carrying typical light-frame loads - axial loads transferred by floors, walls, and roof above and wind, or transverse loads generated during storm conditions http //www toolbase org/Design-Construction-Guides/Interior-Partitions-Ceilmgs/sips-hybrid 11/1/2007 natural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 2 of 6 * Designers may be able to provide solidly engineered structures for wind hazard areas with SIPs without increasing the wall thickness Roofs and floors constructed with SIPs can be engineered similarly High wind and seismic connections call for an exacting combination of properly attached dimensional lumber splines and hardware Fuel Savings SIPs are homogenous with continuous foam from panel edge to edge The EPS foam typically used in these insulated panels has an R-value range of 3 6 to 3 8 per inch, or a minimum of R-12 6 in a 4 Vz-inch SIP On its face, this may seem comparable to an R-13 fiberglass batt in a conventionally framed wall, however, unlike in SIPs construction, a lot of a wood wall is wood, not insulation As an example, an 8-foot by 24-foot conventionally framed wall section, without openings, has 19 studs and 72 lineal feet of plates, or 27 33 square feet of wood surface that precludes insulation placement Therefore, 14 percent of the wall, in this example, contains an R-4 38 solid wood stud instead of an R-13 batt A comparable SIPs panel, with wood on the edges only, reduces by 71 percent the area where wood displaces insulation in a conventional wall This means that whole wall thermal resistance is higher m a wall built of SIPs4 Schedule a Test Drive Panel manufacturers have the capability to develop a SIPs-based plan from a conventional blueprint The process of SIPs assembly will become familiar by reading the manufacturer's Installation or Design Guide5 During that Assessment of the process of framing a house with closed panels, the systems that require thoughtful integration, and design or layout efficiencies that might enhance the end product will surface while performing this background check and provide discussion points when handing off plans for a quotation Panels can be made in sizes up to 9-foot by 24-foot and are as versatile as conventional frame construction in accommodating custom designs Each weighs between 3 and 4 pounds per square foot A builder wanting to maximize the thermal efficiency of a SIPs structure will incorporate the longest panels that can be used in the Design A 24-foot a panel weighs around 600 Ibs , so a crane would facilitate panel installation tructural insulated panel to panel and SIP to deck connections usually require the recessing of a dimensional member, like a 2-mch by 4-mch stud, into the edge of the SIP These edge studs are adhered to the foam and then the overlapping OSB of the panel surface is face nailed to the inset stud This solid wood edge band then becomes the nail surface for attachment to other panels, decks, and floor assemblies Alternatively, connections at vertical panel edges can incorporate an OSB spline rather than a wood stud as the connector Gutter spikes and long screws provide the connections at corner intersections Door and window openings can be cut with laser layout precision in the factory or customized in the field The cleanest opening cuts can be made by routing the OSB and hot wire cutting the foam, but reciprocating saws have also gotten this job done, just as they have for conventional framing Openings for doors and windows that exceed 3 5 feet (dependent on the depth of material that remains above the opening in the SIP panel) and excessive point loads require additional structural framing that is most efficiently accomplished by butting the SIPs to either side of a wood-framed opening Structural insulated panel sections can be fit around the structural framing of large openings, like a curtain wall Customization that speeds field assembly, like routing foam for the connector (stud or spline) recesses at panel edges and installing the studs (and wire holes) at panel edges and window and door openings, can often be added by the manufacturer Panel foam can be expanded with a termiticide for use in areas of heavy termite infestation Ask about the additional costs and weigh the value to your team Interior walls are more cost effective if conventionally framed with either wood or steel Manufacturers that file an ICC-ES legacy report have presented test results on the characteristics of their product(s) and are required to have a third party certified quality assurance program in place in their facility Secure a copy of the ICC-ES report to be assured of the panel's capability to perform Notify the building inspection department at the time of building permit application, or sooner, that structural msulated panels will make up the building s framework Reviewers may request panel specifications, engineer's ial, load tables, assembly and connection details, an ICC-ES Legacy Report on the SIP, or other information 'ie manufacturer or distributor should be able to furnish these Keep copies on the job for installer's and inspector s use ttp //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceilings/sips-hybnd 11/1/2007 structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 3 of 6 4 Will Your Trade Contractors Enjoy the Ride7 ,Ps are most cost effective as exterior bearing walls in most climates and roofs in cold climates Regardless of II system employed, it is best to keep pipes and ducts out of outside walls Like wood, these conduits displace insulation in the cavity and compromise the efficiency of the thermal envelope Knowing this, assume that your HVAC and plumbing trades are unaffected by a SIPs change to the exterior envelope, and then follow through accordingly For instance, if the design uses SIPs for the roof, divert all plumbing and combustion equipment stacks through sidewalls which are simpler to detail against leaks Use complimentary technologies like air admittance valves to minimize vent stack lengths, as well as envelope penetrations Work with your mechanical contractor to devise an economical ventilation and air exhaust strategy that uses an inline fan and one exhaust port serving multiple bathroom fans on timers Remember that all state-of-the-art airtight structures require a method to introduce fresh air and to vent water vapor that is sourced within the home Ventilation and combustion duct penetrations through the exterior wall should be through floor system rim boards and not the SIPs panel, whenever possible The electrician is the primary trade affected by a change to SIPs For convenience wire chases are formed in the panel during the manufacturing process Verify their location with your manufacturer prior to production Usually there are one vertical and two horizontal chases in every 4 feet of panel Horizontal chases are located at receptacle and switch height in the middle of the panel thickness, and 1 - 1 V2 inches in size The location of the chase in a 4 Vz-mch SIP is consistent with the " 1 25-inch free space for the full length of the groove in which the cable or raceway is installed "6 requirement for unshielded wire clearance in the International Residential Code (IRC®) Wiring that is directed through these pre-manufactured chases should not require additional protection, but review details with your code official beforehand Limit exterior wall wiring to feeding receptacles, switches/lighting located there Plan receptacles for the minimum required - one every 12 feet (" so that no point along the floor line in any wall space is more than 6 feet, measured horizontally, from an outlet ")' Feeds to other levels of the home should be planned through conventional floor or interior wall assemblies It may be more practical to conventionally frame the exterior wall where the electrical service panel is mounted to allow for the numerous wires that will be installed in that I Receptacle and switch boxes are installed above the chase that is molded into the SIP Electric boxes should be cut out before wire is pulled A panel router and a hot wire cutter are used to cut the OSB and foam for receptacle boxes Surface-mounted fasteners are the simplest method of mounting the boxes and narrow- depth or "remodeler1 boxes are suggested SIPs installers should locate and drill the chases through panel edge studs and plates, so the chase remains accessible Fish tape or other semi-rigid snaking rods and a crew proficient in running wire in remodeling applications will make easy work of rough wiring the SIP walls Drywall can be glued and fastened (with nails or screws) directly to the interior OSB surface of the SIP Vertical drywall seams should be offset from structural insulated panel seams Exterior siding or masonry veneer can be applied to a SIP similarly to stud-constructed walls Because fasteners will be embedded in the 7/16-mch OSB sheathing only, review of the cladding manufacturer's attachment requirements and the OSB fastener withdrawal strengths is advised In some high wind areas, horizontal lapped siding may require both blind and face nailing on prescribed spacing for proper attachment to SIPs-8 Wall cabinets require similar planning for total load when attaching these to SIPs The cabinet will need a structural rail that is continuous along the back The cabinet rail will provide adequate locations for screw attachment Fastener spacing will depend on cabinet size and maximum planned capacity of the unit Window and door jambs will fit in SIPs openings similarly to the fit in a conventional wall of like dimension - i e , 4 Vz' structural insulated panel nets the same overall wall thickness as a 2-mch by 4-inch wall sheathed with 7/16-inch material hat's Down the Road7 Unlike some of the new wall technologies like insulating concrete forms (ICFs) and light gauge steel (LGS) framing, the International Codes and older model building codes do not contain specific language about building with SIPs That means that the more than 14,000 buildings a that are constructed with SIPs annually http //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceilmgs/sips-hybrid 11/1/2007 Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 4 of 6& are individually engineered and reviewed at permit application in a case-by-case approval process \ HUD's Partnership for Advancing Technology in Housing, (PATH) is sponsoring initiatives that will serve to SIPs use by facilitating model building code recognition of standard methods for SIP construction as Prescriptive Methods, these works provide guidance that enable designers, builders, and code to easily determine how panels should be used and connection requirements in residential structures, easing the tediousness of design and inspection A draft prescriptive method for building with SIPs should be completed by the end of 2005 It will take several years after completion to vet the document for model Building code inclusion More Money Maximizing Strategies SIP floors can work well over unconditioned crawlspaces and garages Or, traditional floor system rim joists can oe engineered as flush headers to maintain thermal continuity in the wall, a practice that generally saves labor\As with Advanced Framing techniques, a design that capitalizes on the spanning capabilities of SIPs will provide the most cost effective approach Some roof panels can clear span up to 15 feet Electrical raceways will speed wire installation, maintain the thermal integrity of the wall, and facilitate remodeling efforts Raceways currently used in commercial applications can be surface mounted as baseboards or flush-mounted to the finished floor surface Switch wiring at exterior entrances can be designed into a raceway built behind the jamb and the door trim \ AdhesivesWe best for wood to wood seals Foam sealants provide the best bond between foam and wood Sihconized\caulk or manufacturer's tape should be used to seal panel butt edges, as per manufacturers recommendations \ Caveat Erector \ • uctural insulated panels are factory built to exacting standards - irregularities in the foundation/sub embly will make panel installation difficult The panel s strength is derived from the three layers of the wall working as a system, so full bearing across the wall and including both OSB layers is required \All mechanicals that penetrate exterior SIPs walls should be minimized or eliminated entirely Wire chases must be continued (drilled) through the plate and stud edges by the panel erector as they will be difficult to locate after installation Recessed fixtures should not penetrate SIP panels Continuous horizontal slits or large openings in either of the OSB skins will compromise the structural capacity of the SIP \ The characteristics that make SIPs a good choice as a thermal and air barrier will also work to trap water and water vapor in the wall Best practices in detailing the structure-foamed and taped panel edges, mechanical flashings, building wrap, etc - are required to ensure that water doesn't enter the wall10 Manufacturers recommend that moisture-reduction steps be taken during drywall installation Two such steps are, install the drywall block coat witri,a quick drying compound rather than pre-mixed joint compound and provide adequate ventilation during the drywall finish phase Foam insulation is slow to ignite but when lit, it burns readily and emits a dense smoke that contains toxic gases Foams used for construction require a Vz" gypsum wallboard covering as a fire thermal barrier in addition to the OSB skin of the SIP The drywall has a 15 minute fire-rating that also provides the fire protection for conventionally built structures Fifteen minutes is recognized as the time needed for the occupants to exit at the outbreak of a fire Some fire departments have voiced concern about assessing the structural integrity of a partially-burned SIP floor or roof panel, recommending that emergency response and forensic personnel not enter a SIP structure SIP products covered by ICC-.ES reports have passed all of the fire tests.ll required of conventional construction Many manufacturers have conducted tests of 20-mmute and 1-hour rated wall assemblies with SIP cores \ \ \ favigating Owner's Expectations Being an engineered wall panel doesn't handicap SIPs' adaptability over the long run All of those conventionally-built homes out there rely on design-specific details for their structural integrity, too When //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceilmgs/sips-hybrid 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 5 of 6 -4 frame homes are remodeled it is common practice to remove, re-support, and engineer new load-bearing components for the added space and features A home constructed of structural insulated panels has the same possibility«d for the owners who want to customize - wall hangings, closet shelving, chair rail, and other items attach a SIP wall very simply The 7/16-mch OSB beneath the 1/z" drywall will provide a firm fastener base for either a screw or a nail - just size the fastener length to penetrate to the OSB (1 inch or more, dependent upon load) One SIPs manufacturer, Premier Industries, has done a good job of matching nail sizes with pullout strength that facilitates both interior and exterior fastener detailing" Molley bolts and plastic anchors will not be effective with SIPs Considering the standard features, structural insulated panels offer an opportunity for builders to be the first on the block to deliver the attributes of a hybrid car to their homebuyers - durable chassis, fuel savings, and smooth performance References for Additional Information « Demand Products, Inc , foam cutting products, http //www demandproducts com/icf_2 html • The Engineered Wood Association, Publications Featuring Residential Construction, Structural Insulated Panels (Log-in required ), http //www apawood org/level c cfm?content=pub res libmam o Enercept, Inc , SIPS manufacturer, http //www enercept com/ • Hometech Solutions, General Wiring Tools, http.. //www hoj]nete.cj^com^pls/jwr|ng.htrnl?v-LA-CZ30 • ICC-ES Legacy Reports, http //www icc-es org (Click on Evaluation Reports then search by CSI division 06, 06120 Structural Panels ) a IRC®, International Residential Code, http //www iccsafe org/ • Insulspan, an EPS foam manufacturer, Technical SIP Product Information, http //www insulspan com/professionals/techmcal specs html » Insulspan s Structural Insulated Panel System Installation Guide, b..ttp /7_wwwjnsulsp_an_ • The Murus Company, SIPS manufacturer, http //www murub com/index html • Porter Corporation, SIPS manufacturer, CAD details at assembly junctions, http //www portorsips com/PANELS/cad drawings htm o Premier Building Systems, SIPS manufacturers, Technical Information, http //www premiei - industries com a R-Control, SIPS manufacturing subsidiary of EPS foam manufacturer, Technical Information (Log-in required ) http .//www .ac.hfoam_.com/technicaJ/re.gist_ration/Lo.gon asp. o TECO Corporation, wood products certifier and testing laboratory, hltp //www tecotosted com/eugcne him • Thermalfoams, an EPS foam manufacturer, Structural Insulated Panels, http //www thermalfoams com/construction/sip htm • Structural Insulated Panel Association, http ..//www sips org o WCT Products, General Wiring Tool, http //www wctproducts corn/rodders menu htm Footnotes s reported in SIPA's Summer 2003 newsletter 2 This Tech Note presents the most commonly available composition of SIPS In practice, a SIP can be composed of various combinations of surface sheathing, including fiber-cement siding or light gauge steel http //www toolbase org/Design-Construction-Guides/lnterior-Partitions-Ceihngs/sips-hybrid 11/1/2007 \Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 6 of 6\ ' * \ Polyurethane or polyisocyanurate foam can be used in lieu of expanded polystyrene for the core \ 3 APA, Teco, and others provide third party certification of OSB sheathing manufacturers' plant process tee DOE s Building America Program results on testing in GA at p_.//_ww_w_eere energy gp.y/_byjidjngs/bu_!idjng a_merLca./pjifs/db/348Q8. p.df'Q (409 9 KB) 5\Some manufacturers are named in the References section of this Tech Note Additional manufacturers can be located on the SIPA website, also listed in References Manuals can be downloaded from these sites \ s liable 3702 1 of the International Residential Code (IRC®) 2003, p 465 \ ••'• E3801 2 1 of the IRC® 2003, p 467 a See Premier Industries Tech Bulletins No 11, 12, and 24 on fastener withdrawal capacities for that productiii 2 Estimate is per SIPA in the Summer 2003 newsletter, Mip_/^j«w_sjRs._p!g/ej^ and includes non-residential structures \ 10 SIPs'roof panel failures due to sub-par workmanship in the installation have been reported in Alaska See http //www sips org/content./techmcal/mdex cfm'Pageld-lSl \ 11 One- and two-family dwelling wall and ceiling finishes shall have a flame spread of 200 or less (not including trims) anld smoke developed index of 450 or less \12 See Technical Bulletins numbered 24, 11, and 12 http //www premiet-industries com/pbs/Page aspx? hid-=304 Pnyacy.PoJicy. I Ierrns.pf.lJse | Djsciairner | Accessibility .Statement | Site Index ToolBase Services, c/o NAHB Research Center, 400 Prince Georges Blvd , Upper Marlboro, MD 20774 © 2001 2007 NAHB Research Center \ \ \ \ http //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceilmgs/sips-hybrid 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 1 of 6 -..4 TOOLBASE ; S E R VIC E S The Home Building Industry s Technical Information Resource Back to Standard View Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" m Color Flyer 143 KB /PDF February 2006 A Too/Base TechNote Building on their approximate one percent share1 of the U S residential building products market, structural insulated panels (SIPs) could be the residential home builder's sleeper equivalent to the automotive industry's hybrid car Properly detailed designs for SIP construction can create economies of scale that may make SIPs cost-neutral in comparison to conventional light frame practices and real dollar savers over the life of a home SIPs are more uniform in composition than conventionally-framed walls, so houses built with this technology can be made more air tight, energy efficient, and comfortable with fewer labor hours and trades involved in system integration Like hybrid car owners, SIP homeowners will spend less money at the meter, stretching eir energy dollars, because SIPs can provide a tighter building envelope with a nearly-continuous thermal rner The Latest Model off the Assembly Line SIPs are engineered, factory-produced, load-bearing components that consist of foam bonded to oriented strand board (OSB) panels2 with structural adhesives similar to those used for other engineered wood products SIPs can be used as walls, roof, and floor assemblies that provide strength and stiffness to a structure and facilitate longer clear spans than can be achieved with conventional framing SIPs are designed with foam cores that vary from 3 Vz to 11 V* inches dependent on structural application and climate of construction The thicker the panel, the greater its thermal resistance and ability to span longer distances between load transfer points In addition, the foam interior of a SIP has a low permeability rate and high resistance to air and water penetration This means that controlling air infiltration and restricting the natural tendency of warm air to move toward cold air, as well as shedding liquid water, can all be managed by a building envelope that is put together using SIPs Three for the Load The OSB sheets on the outside of the panels are rated for structural adequacy, dimensional stability, and bond durability"1 Racking strength, bending stiffness and strength, uniform load capacity, and fastener holding capabilities have all been performance tested for each thickness of a rated panel The foam sandwiched between the OSB sheets is usually expanded polystyrene (EPS) that has a stated density, thickness, R-value, and compressive strength The materials, adhered and set under pressure, form a strong, homogeneous, ^structural panel Polystyrene foam is dimensionally stable and inert - there is no off gassing In addition, EPS jatenal emits no ozone-depleting chemicals during the manufacturing process The two OSB skins, stiffened by the adhered foam between them, can outperform a conventionally built wall of similar dimension m carrying typical light-frame loads - axial loads transferred by floors, walls, and roof above and wind, or transverse loads generated during storm conditions http //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceilings/sips-hybrid 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 2 of 6 Designers may be able to provide solidly engineered structures for wind hazard areas with SIPs without increasing the wall thickness Roofs and floors constructed with SIPs can be engineered similarly High wind and seismic connections call for an exacting combination of properly attached dimensional lumber splines and hardware Fuel Savings SIPs are homogenous with continuous foam from panel edge to edge The EPS foam typically used in these insulated panels has an R-value range of 3 6 to 3 8 per inch, or a minimum of R-12 6 in a 4 V2-mch SIP On its face, this may seem comparable to an R-13 fiberglass batt in a conventionally framed wall, however, unlike in SIPs construction, a lot of a wood wall is wood, not insulation As an example, an 8-foot by 24-foot conventionally framed wall section, without openings, has 19 studs and 72 lineal feet of plates, or 27 33 square feet of wood surface that precludes insulation placement Therefore, 14 percent of the wall, in this example, contains an R-4 38 solid wood stud instead of an R-13 batt A comparable SIPs panel, with wood on the edges only, reduces by 71 percent the area where wood displaces insulation in a conventional wall This means that whole wall thermal resistance is higher in a wall built of SIPs4 Schedule a Test Drive Panel manufacturers have the capability to develop a SIPs-based plan from a conventional blueprint The process of SIPs assembly will become familiar by reading the manufacturers Installation or Design Guide5 During that Assessment of the process of framing a house with closed panels, the systems that require thoughtful integration, and design or layout efficiencies that might enhance the end product will surface while performing this background check and provide discussion points when handing off plans for a quotation Panels can be made in sizes up to 9-foot by 24-foot and are as versatile as conventional frame construction in accommodating custom designs Each weighs between 3 and 4 pounds per square foot A builder wanting to maximize the thermal efficiency of a SIPs structure will incorporate the longest panels that can be used in the design A 24-foot a panel weighs around 600 Ibs , so a crane would facilitate panel installation ^structural insulated panel to panel and SIP to deck connections usually require the recessing of a dimensional member, like a 2-mch by 4-mch stud, into the edge of the SIP These edge studs are adhered to the foam and then the overlapping OSB of the panel surface is face nailed to the inset stud This solid wood edge band then becomes the nail surface for attachment to other panels, decks, and floor assemblies Alternatively, connections at vertical panel edges can incorporate an OSB spline rather than a wood stud as the connector Gutter spikes and long screws provide the connections at corner intersections Door and window openings can be cut with laser layout precision m the factory or customized in the field The cleanest opening cuts can be made by routing the OSB and hot wire cutting the foam, but reciprocating saws have also gotten this job done, just as they have for conventional framing Openings for doors and windows that exceed 3 5 feet (dependent on the depth of material that remains above the opening in the SIP panel) and excessive point loads require additional structural framing that is most efficiently accomplished by butting the SIPs to either side of a wood-framed opening Structural insulated panel sections can be fit around the structural framing of large openings, like a curtain wall Customization that speeds field assembly, like routing foam for the connector (stud or spline) recesses at panel edges and installing the studs (and wire holes) at panel edges and window and door openings, can often be added by the manufacturer Panel foam can be expanded with a termiticide for use in areas of heavy termite infestation Ask about the additional costs and weigh the value to your team Interior walls are more cost effective if conventionally framed with either wood or steel Manufacturers that file an ICC-ES legacy report have presented test results on the characteristics of their product(s) and are required to have a third party certified quality assurance program in place in their facility Secure a copy of the ICC-ES report to be assured of the panel's capability to perform Notify the building inspection department at the time of building permit application, or sooner, that structural ^insulated panels will make up the building s framework Reviewers may request panel specifications, engineer's pal, load tables, assembly and connection details, an ICC-ES Legacy Report on the SIP, or other information Phe manufacturer or distributor should be able to furnish these Keep copies on the job for installer's and inspector's use http //www toolbase org/Design-Construction-Guides/lnterior-Partitions-Ceilmgs/sips-hybnd 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 3 of 6 •x Will Your Trade Contractors Enjoy the Ride7 IPs are most cost effective as exterior bearing walls in most climates and roofs in cold climates Regardless of ?all system employed, it is best to keep pipes and ducts out of outside walls Like wood, these conduits displace insulation in the cavity and compromise the efficiency of the thermal envelope Knowing this, assume that your HVAC and plumbing trades are unaffected by a SIPs change to the exterior envelope, and then follow through accordingly For instance, if the design uses SIPs for the roof, divert all plumbing and combustion equipment stacks through sidewalls which are simpler to detail against leaks Use complimentary technologies like air admittance valves to minimize vent stack lengths, as well as envelope penetrations Work with your mechanical contractor to devise an economical ventilation and air exhaust strategy that uses an mime fan and one exhaust port serving multiple bathroom fans on timers Remember that all state-of-the-art airtight structures require a method to introduce fresh air and to vent water vapor that is sourced within the home Ventilation and combustion duct penetrations through the exterior wall should be through floor system rim boards and not the SIPs panel, whenever possible The electrician is the primary trade affected by a change to SIPs For convenience wire chases are formed in the panel during the manufacturing process Verify their location with your manufacturer prior to production Usually there are one vertical and two horizontal chases in every 4 feet of panel Horizontal chases are located at receptacle and switch height in the middle of the panel thickness, and 1 - 1 V2 inches in size The location of the chase in a 4 Vz-mch SIP is consistent with the ' 1 25-inch free space for the full length of the groove in which the cable or raceway is installed "'>• requirement for unshielded wire clearance in the International Residential Code (IRC®) Wiring that is directed through these pre-manufactured chases should not require additional protection, but review details with your code official beforehand Limit exterior wall wiring to feeding receptacles, switches/lighting located there Plan receptacles for the minimum required - one every 12 feet (" so that no point along the floor line in any wall space is more than 6 feet, measured horizontally, from an outlet ")7 Feeds to other levels of the home should be planned through conventional floor or interior wall assemblies It may be more practical to conventionally frame the exterior vail where the electrical service panel is mounted to allow for the numerous wires that will be installed in that jkall Receptacle and switch boxes are installed above the chase that is molded into the SIP Electric boxes should be cut out before wire is pulled A panel router and a hot wire cutter are used to cut the OSB and foam for receptacle boxes Surface-mounted fasteners are the simplest method of mounting the boxes and narrow- depth or "remodeler1 boxes are suggested SIPs installers should locate and drill the chases through panel edge studs and plates, so the chase remains accessible Fish tape or other semi-rigid snaking rods and a crew proficient in running wire in remodeling applications will make easy work of rough wiring the SIP walls Drywall can be glued and fastened (with nails or screws) directly to the interior OSB surface of the SIP Vertical drywall seams should be offset from structural insulated panel seams Exterior siding or masonry veneer can be applied to a SIP similarly to stud-constructed walls Because fasteners will be embedded in the 7/16-inch OSB sheathing only, review of the cladding manufacturer's attachment requirements and the OSB fastener withdrawal strengths is advised In some high wind areas, horizontal lapped siding may require both blind and face nailing on prescribed spacing for proper attachment to SIPs» Wall cabinets require similar planning for total load when attaching these to SIPs The cabinet will need a structural rail that is continuous along the back The cabinet rail will provide adequate locations for screw attachment Fastener spacing will depend on cabinet size and maximum planned capacity of the unit Window and door jambs will fit in SIPs openings similarly to the fit in a conventional wall of like dimension - i e , 4 Vz" structural insulated panel nets the same overall wall thickness as a 2-mch by 4-mch wall sheathed with 7/16-mch material /hat's Down the Road7 Unlike some of the new wall technologies like insulating concrete forms (ICFs) and light gauge steel (LGS) framing, the International Codes and older model building codes do not contain specific language about building with SIPs That means that the more than 14,000 buildings a that are constructed with SIPs annually http //www toolbase org/Design-Construction-Guides/Interior-Partitions-Ceilmgs/sips-hybrid 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 4 of 6 are individually engineered and reviewed at permit application m a case-by-case approval process HUD's Partnership for Advancing Technology in Housing, (PATH) is sponsoring initiatives that will serve to dvance SIPs use by facilitating model building code recognition of standard methods for SIP construction nown as Prescriptive Methods, these works provide guidance that enable designers, builders, and code fficials to easily determine how panels should be used and connection requirements m residential structures, easing the tediousness of design and inspection A draft prescriptive method for building with SIPs should be completed by the end of 2005 It will take several years after completion to vet the document for model building code inclusion More Money Maximizing Strategies SIP floors can work well over unconditioned crawlspaces and garages Or, traditional floor system rim joists can be engineered as flush headers to maintain thermal continuity m the wall, a practice that generally saves labor As with Advanced Framing techniques, a design that capitalizes on the spanning capabilities of SIPs will provide the most cost effective approach Some roof panels can clear span up to 15 feet Electrical raceways will speed wire installation, maintain the thermal integrity of the wall, and facilitate remodeling efforts Raceways currently used m commercial applications can be surface mounted as baseboards or flush-mounted to the finished floor surface Switch wiring at exterior entrances can be designed into a raceway built behind the jamb and the door trim Adhesives are best for wood to wood seals Foam sealants provide the best bond between foam and wood Sihconized caulk or manufacturer's tape should be used to seal panel butt edges, as per manufacturers recommendations Caveat Erector tructural insulated panels are factory built to exacting standards - irregularities m the foundation/sub 'ssembly will make panel installation difficult The panel's strength is derived from the three layers of the wall working as a system, so full bearing across the wall and including both OSB layers is required All mechanicals that penetrate exterior SIPs walls should be minimized or eliminated entirely Wire chases must be continued (drilled) through the plate and stud edges by the panel erector as they will be difficult to locate after installation Recessed fixtures should not penetrate SIP panels Continuous horizontal slits or large openings in either of the OSB skins will compromise the structural capacity of the SIP The characteristics that make SIPs a good choice as a thermal and air barrier will also work to trap water and water vapor m the wall Best practices in detailing the structure-foamed and taped panel edges, mechanical flashings, building wrap, etc - are required to ensure that water doesn t enter the wall10 Manufacturers recommend that moisture-reduction steps be taken during drywall installation Two such steps are, install the drywall block coat with a quick drying compound rather than pre-mixed joint compound and provide adequate ventilation during the drywall finish phase Foam insulation is slow to ignite but when lit, it burns readily and emits a dense smoke that contains toxic gases Foams used for construction require a Vi' gypsum wallboard covering as a fire thermal barrier m addition to the OSB skin of the SIP The drywall has a 15 minute fire-rating that also provides the fire protection for conventionally built structures Fifteen minutes is recognized as the time needed for the occupants to exit at the outbreak of a fire Some fire departments have voiced concern about assessing the structural integrity of a partially-burned SIP floor or roof panel, recommending that emergency response and forensic personnel not enter a SIP structure SIP products covered by ICC-ES reports have passed all of the fire testsU. required of conventional construction Many manufacturers have conducted tests of 20-mmute and 1-hour rated wall assemblies with SIP cores avigatmg Owner's Expectations Being an engineered wall panel doesn't handicap SIPs' adaptability over the long run All of those conventionally-built homes out there rely on design-specific details for their structural integrity, too When http //www toolbase org/Design-Construction-Guides/Interior-Partitions-Ceilmgs/sips-hybrid 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 5 of 6 frame homes are remodeled it is common practice to remove, re-support, and engineer new load-bearing components for the added space and features A home constructed of structural insulated panels has the same possibility Ind for the owners who want to customize - wall hangings, closet shelving, chair rail, and other items attach a SIP wall very simply The 7/16-inch OSB beneath the '/z drywall will provide a firm fastener base for either a screw or a nail - just size the fastener length to penetrate to the OSB (1 inch or more, dependent upon load) One SIPs manufacturer, Premier Industries, has done a good job of matching nail sizes with pullout strength that facilitates both interior and exterior fastener detailing12 Molley bolts and plastic anchors will not be effective with SIPs Considering the standard features, structural insulated panels offer an opportunity for builders to be the first on the block to deliver the attributes of a hybrid car to their homebuyers - durable chassis, fuel savings, and smooth performance References for Additional Information • Demand Products, Inc , foam cutting products, http //www demandproducts com/icf_2 html • The Engineered Wood Association, Publications Featuring Residential Construction, Structural Insulated Panels (Log-in required ), http //www apawood org/level c cfm?content-pub res libmam • Enercept, Inc , SIPS manufacturer, http //www enercept com/ • Hometech Solutions, General Wiring Tools, http //www hometech com/tools/winnq html£LA-CZ30 • ICC-ES Legacy Reports, http //www icc-es org (Click on Evaluation Reports then search by CSI division 06, 06120 Structural Panels ) • IRC®, International Residential Code, http //www iccsafe org/ • Insulspan, an EPS foam manufacturer, Technical SIP Product Information, http //www msulspan com/professionals/techmcaLspecs html • Insulspan s Structural Insulated Panel System Installation Guide, http //www msulspan com/professionals/product app htmlQ • The Murus Company, SIPS manufacturer, http //www murus com/index html • Porter Corporation, SIPS manufacturer, CAD details at assembly junctions, http //www pprtersips...com/PANELS/cad drawings htm • Premier Building Systems, SIPS manufacturers, Technical Information, http //www premier- industries com • R-Control, SIPS manufacturing subsidiary of EPS foam manufacturer, Technical Information (Log-in required ) iitt.E_//w_ww.ac_hfgam cpm/techjnicaJ/iegiS_trati.on/Lpgon asp_ • TECO Corporation, wood products certifier and testing laboratory, http //www tecotested com/eugene htm • Thermalfoams, an EPS foam manufacturer, Structural Insulated Panels, http //www thermalfoams com/construction/sip htm • Structural Insulated Panel Association, http_//www sips_.org • WCT Products, General Wiring Tool, http //www wctproducts com/rodders_menu htm Footnotes As reported in SIPA's Summer 2003 newsletter 2 This Tech Note presents the most commonly available composition of SIPS In practice, a SIP can be composed of various combinations of surface sheathing, including fiber-cement siding or light gauge steel http //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceilmgs/sips-hybnd 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 6 of 6 -% Polyurethane or polyisocyanurate foam can be used in lieu of expanded polystyrene for the core 3 APA, Teco, and others provide third party certification of OSB sheathing manufacturers' plant process rSee DOE's Building America Program results on testing in GA at http__//www ee_re_enerQ.v qov/buildmgs/buildmg amenca/pdfs/db/34808 pdffj^ (409 9 KB) s Some manufacturers are named in the References section of this Tech Note Additional manufacturers can be located on the SIPA website, also listed in References Manuals can be downloaded from these sites & Table 3702 1 of the International Residential Code (IRC®) 2003, p 465 ? E3801 2 1 of the IRC® 2003, p 467 a See Premier Industries Tech Bulletins No 11, 12, and 24 on fastener withdrawal capacities for that product a Estimate is per SIPA in the Summer 2003 newsletter, http //www sips^ prg/.elemejits/j^w_nloads/newsJetLer_s/3jTLrltr _w.eb20.0.3_.pd_f and includes non-residential structures 10 SIPs roof panel failures due to sub-par workmanship in the installation have been reported in Alaska See http //www sips org/content/techmcal/mdex cfm?PageId = 161 11 One- and two-family dwelling wall and ceiling finishes shall have a flame spread of 200 or less (not including trims) and smoke developed index of 450 or less 12 See Technical Bulletins numbered 24, 11, and 12 http //www premier-industries corn/pbs/Page a&px' hid = 304 Pnvd_c.y_Po.l!cy | Teynsjif Use. | Discldimpr | Accessibility .Statement | Site Index ToolBase Services, c/o NAHB Research Center, 400 Prince George s Blvd , Upper Marlboro, MD 20774 © 2001 2007 NAHB Research Center http //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceilmgs/sips-hybrid 11/1/2007 Structural^nsulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 1 of 6 TOOLBASL SERVICES The Home Building Industry's Technical Information Resource Back to Standard View Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" bia Color Flyer 143 KB /PDF February 2006 A Too/Base Tech Note Building on their approximate one percent share1 of the U S residential building products market, structural insulated panels (SIPs) could be the residential home builder s sleeper equivalent to the automotive industry s hybrid car Properly detailed designs for SIP construction can create economies of scale that may make SIPs cost-neutral in comparison to conventional light frame practices and real dollar savers over the life of a home SIPs are more uniform in composition than conventionally-framed walls, so houses built with this technology can be made more air tight, energy efficient, and comfortable with fewer labor hours and trades involved in .system integration Like hybrid car owners, SIP homeowners will spend less money at the meter, stretching neir energy dollars, because SIPs can provide a tighter building envelope with a nearly-continuous thermal Barrier The Latest Model off the Assembly Line SIPs are engineered, factory-produced, load-bearing components that consist of foam bonded to oriented strand board (OSB) panels3 with structural adhesives similar to those used for other engineered wood products SIPs can be used as walls, roof, and floor assemblies that provide strength and stiffness to a structure and facilitate longer clear spans than can be achieved with conventional framing SIPs are designed with foam cores that vary from 3 '/2 to 11 'A inches dependent on structural application and climate of construction The thicker the panel, the greater its thermal resistance and ability to span longer distances between load transfer points In addition, the foam interior of a SIP has a low permeability rate and high resistance to air and water penetration This means that controlling air infiltration and restricting the natural tendency of warm air to move toward cold air, as well as shedding liquid water, can all be managed by a building envelope that is put together using SIPs Three for the Load The OSB sheets on the outside of the panels are rated for structural adequacy, dimensional stability, and bond durability' Racking strength, bending stiffness and strength, uniform load capacity, and fastener holding capabilities have all been performance tested for each thickness of a rated panel The foam sandwiched between the OSB sheets is usually expanded polystyrene (EPS) that has a stated density, thickness, R-value, and compressive strength The materials, adhered and set under pressure, form a strong, homogeneous, structural panel Polystyrene foam is dimensionally stable and inert - there is no off gassing In addition, EPS natenal emits no ozone-depleting chemicals during the manufacturing process The two OSB skins, stiffened by the adhered foam between them, can outperform a conventionally built wall of similar dimension in carrying typical light-frame loads - axial loads transferred by floors, walls, and roof above and wind, or transverse loads generated during storm conditions http //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceilings/sips-hybnd 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 2 of 6 Designers may be able to provide solidly engineered structures for wind hazard areas with SIPs without increasing the wall thickness Roofs and floors constructed with SIPs can be engineered similarly High wind and seismic connections call for an exacting combination of properly attached dimensional lumber splines and Jiardware Fuel Savings SIPs are homogenous with continuous foam from panel edge to edge The EPS foam typically used m these insulated panels has an R-value range of 3 6 to 3 8 per inch, or a minimum of R-12 6 in a 4 '/z-mch SIP On its face, this may seem comparable to an R-13 fiberglass batt in a conventionally framed wall, however, unlike m SIPs construction, a lot of a wood wall is wood, not insulation As an example, an 8-foot by 24-foot conventionally framed wall section, without openings, has 19 studs and 72 lineal feet of plates, or 27 33 square feet of wood surface that precludes insulation placement Therefore, 14 percent of the wall, in this example, contains an R-4 38 solid wood stud instead of an R-13 batt A comparable SIPs panel, with wood on the edges only, reduces by 71 percent the area where wood displaces insulation in a conventional wall This means that whole wall thermal resistance is higher m a wall built of SIPs4 Schedule a Test Drive Panel manufacturers have the capability to develop a SIPs-based plan from a conventional blueprint The process of SIPs assembly will become familiar by reading the manufacturers Installation or Design Guide5 During that Assessment of the process of framing a house with closed panels, the systems that require thoughtful integration, and design or layout efficiencies that might enhance the end product will surface while performing this background check and provide discussion points when handing off plans for a quotation Panels can be made m sizes up to 9-foot by 24-foot and are as versatile as conventional frame construction m accommodating custom designs Each weighs between 3 and 4 pounds per square foot A builder wanting to maximize the thermal efficiency of a SIPs structure will incorporate the longest panels that can be used in the Design A 24-foot a panel weighs around 600 Ibs , so a crane would facilitate panel installation Structural insulated panel to panel and SIP to deck connections usually require the recessing of a dimensional member, like a 2-mch by 4-mch stud, into the edge of the SIP These edge studs are adhered to the foam and then the overlapping OSB of the panel surface is face nailed to the inset stud This solid wood edge band then becomes the nail surface for attachment to other panels, decks, and floor assemblies Alternatively, connections at vertical panel edges can incorporate an OSB spline rather than a wood stud as the connector Gutter spikes and long screws provide the connections at corner intersections Door and window openings can be cut with laser layout precision in the factory or customized m the field The cleanest opening cuts can be made by routing the OSB and hot wire cutting the foam, but reciprocating saws have also gotten this job done, just as they have for conventional framing Openings for doors and windows that exceed 3 5 feet (dependent on the depth of material that remains above the opening in the SIP panel) and excessive point loads require additional structural framing that is most efficiently accomplished by butting the SIPs to either side of a wood-framed opening Structural insulated panel sections can be fit around the structural framing of large openings, like a curtain wall Customization that speeds field assembly, like routing foam for the connector (stud or spline) recesses at panel edges and installing the studs (and wire holes) at panel edges and window and door openings, can often be added by the manufacturer Panel foam can be expanded with a termiticide for use in areas of heavy termite infestation Ask about the additional costs and weigh the value to your team Interior walls are more cost effective if conventionally framed with either wood or steel Manufacturers that file an ICC-ES legacy report have presented test results on the characteristics of their product(s) and are required to have a third party certified quality assurance program in place in their facility Secure a copy of the ICC-ES report to be assured of the panel's capability to perform Notify the building inspection department at the time of building permit application, or sooner, that structural msulated panels will make up the building's framework Reviewers may request panel specifications, engineer's al, load tables, assembly and connection details, an ICC-ES Legacy Report on the SIP, or other information he manufacturer or distributor should be able to furnish these Keep copies on the job for installer s and inspectors use http //www toolbase org/Design-Construction-Guides/Interior-Partitions-Ceilmgs/sips-hybnd 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 3 of 6 Will Your Trade Contractors Enjoy the Ride7 |lPs are most cost effective as exterior bearing walls in most climates and roofs in cold climates Regardless of vail system employed, it is best to keep pipes and ducts out of outside walls Like wood, these conduits displace insulation in the cavity and compromise the efficiency of the thermal envelope Knowing this, assume that your HVAC and plumbing trades are unaffected by a SIPs change to the exterior envelope, and then follow through accordingly For instance, if the design uses SIPs for the roof, divert all plumbing and combustion equipment stacks through sidewalls which are simpler to detail against leaks Use complimentary technologies like air admittance valves to minimize vent stack lengths, as well as envelope penetrations Work with your mechanical contractor to devise an economical ventilation and air exhaust strategy that uses an mime fan and one exhaust port serving multiple bathroom fans on timers Remember that all state-of-the-art airtight structures require a method to introduce fresh air and to vent water vapor that is sourced within the home Ventilation and combustion duct penetrations through the exterior wall should be through floor system rim boards and not the SIPs panel, whenever possible The electrician is the primary trade affected by a change to SIPs For convenience wire chases are formed in the panel during the manufacturing process Verify their location with your manufacturer prior to production Usually there are one vertical and two horizontal chases in every 4 feet of panel Horizontal chases are located at receptacle and switch height in the middle of the panel thickness, and 1 - 1 V* inches in size The location of the chase in a 4 Vz-mch SIP is consistent with the 1 25-inch free space for the full length of the groove in which the cable or raceway is installed "fi requirement for unshielded wire clearance in the International Residential Code (IRC®) Wiring that is directed through these pre-manufactured chases should not require additional protection, but review details with your code official beforehand Limit exterior wall wiring to feeding receptacles, switches/lighting located there Plan receptacles for the minimum required - one every 12 feet (" so that no point along the floor line in any wall space is more than 6 feet, measured horizontally, from an outlet )! Feeds to other levels of the home should be planned through conventional floor or interior wall assemblies It may be more practical to conventionally frame the exterior all where the electrical service panel is mounted to allow for the numerous wires that will be installed in that all Receptacle and switch boxes are installed above the chase that is molded into the SIP Electric boxes should be cut out before wire is pulled A panel router and a hot wire cutter are used to cut the OSB and foam for receptacle boxes Surface-mounted fasteners are the simplest method of mounting the boxes and narrow- depth or "remodeler1 boxes are suggested SIPs installers should locate and drill the chases through panel edge studs and plates, so the chase remains accessible Fish tape or other semi-rigid snaking rods and a crew proficient in running wire in remodeling applications will make easy work of rough wiring the SIP walls Drywall can be glued and fastened (with nails or screws) directly to the interior OSB surface of the SIP Vertical drywall seams should be offset from structural insulated panel seams Exterior siding or masonry veneer can be applied to a SIP similarly to stud-constructed walls Because fasteners will be embedded in the 7/16-mch OSB sheathing only, review of the cladding manufacturers attachment requirements and the OSB fastener withdrawal strengths is advised In some high wind areas, horizontal lapped siding may require both blind and face nailing on prescribed spacing for proper attachment to Wall cabinets require similar planning for total load when attaching these to SIPs The cabinet will need a structural rail that is continuous along the back The cabinet rail will provide adequate locations for screw attachment Fastener spacing will depend on cabinet size and maximum planned capacity of the unit Window and door jambs will fit in SIPs openings similarly to the fit in a conventional wall of like dimension - i e , 4 Va" structural insulated panel nets the same overall wall thickness as a 2-mch by 4-mch wall sheathed with 7/16-mch material hat's Down the Road7 Unlike some of the new wall technologies like insulating concrete forms (ICFs) and light gauge steel (LGS) framing, the International Codes and older model building codes do not contain specific language about building with SIPs That means that the more than 14,000 buildings ? that are constructed with SIPs annually http //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceilings/sips-hybnd 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 4 of 6 are individually engineered and reviewed at permit application in a case-by-case approval process HDD's Partnership for Advancing Technology in Housing, (PATH) is sponsoring initiatives that will serve to Jdvance SIPs use by facilitating model building code recognition of standard methods for SIP construction nown as Prescriptive Methods, these works provide guidance that enable designers, builders, and code officials to easily determine how panels should be used and connection requirements in residential structures, easing the tediousness of design and inspection A draft prescriptive method for building with SIPs should be completed by the end of 2005 It will take several years after completion to vet the document for model building code inclusion More Money Maximizing Strategies SIP floors can work well over unconditioned crawlspaces and garages Or, traditional floor system rim joists can be engineered as flush headers to maintain thermal continuity in the wall, a practice that generally saves labor As with Advanced Framing techniques, a design that capitalizes on the spanning capabilities of SIPs will provide the most cost effective approach Some roof panels can clear span up to 15 feet Electrical raceways will speed wire installation, maintain the thermal integrity of the wall, and facilitate remodeling efforts Raceways currently used in commercial applications can be surface mounted as baseboards or flush-mounted to the finished floor surface Switch wiring at exterior entrances can be designed into a raceway built behind the jamb and the door trim Adhesives are best for wood to wood seals Foam sealants provide the best bond between foam and wood Sihconized caulk or manufacturer's tape should be used to seal panel butt edges, as per manufacturer's recommendations Caveat Erector tructural insulated panels are factory built to exacting standards - irregularities in the foundation/sub 'ssembly will make panel installation difficult The panel's strength is derived from the three layers of the wall working as a system, so full bearing across the wall and including both OSB layers is required All mechanicals that penetrate exterior SIPs walls should be minimized or eliminated entirely Wire chases must be continued (drilled) through the plate and stud edges by the panel erector as they will be difficult to locate after installation Recessed fixtures should not penetrate SIP panels Continuous horizontal slits or large openings in either of the OSB skins will compromise the structural capacity of the SIP The characteristics that make SIPs a good choice as a thermal and air barrier will also work to trap water and water vapor in the wall Best practices in detailing the structure-foamed and taped panel edges, mechanical flashings, building wrap, etc - are required to ensure that water doesn't enter the wall10 Manufacturers recommend that moisture-reduction steps be taken during drywall installation Two such steps are, install the drywall block coat with a quick drying compound rather than pre-mixed joint compound and provide adequate ventilation during the drywall finish phase Foam insulation is slow to ignite but when lit, it burns readily and emits a dense smoke that contains toxic gases Foams used for construction require a Vz" gypsum wallboard covering as a fire thermal barrier in addition to the OSB skin of the SIP The drywall has a 15 minute fire-rating that also provides the fire protection for conventionally built structures Fifteen minutes is recognized as the time needed for the occupants to exit at the outbreak of a fire Some fire departments have voiced concern about assessing the structural integrity of a partially-burned SIP floor or roof panel, recommending that emergency response and forensic personnel not enter a SIP structure SIP products covered by ICC-ES reports have passed all of the fire testsll required of conventional construction Many manufacturers have conducted tests of 20-mmute and 1-hour rated wall assemblies with SIP cores avigatmg Owner's Expectations Being an engineered wall panel doesn't handicap SIPs' adaptability over the long run All of those conventionally-built homes out there rely on design-specific details for their structural integrity, too When http //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceilmgs/sips-hybrid 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 5 of 6 frame homes are remodeled it is common practice to remove, re-support, and engineer new load-bearing components for the added space and features A home constructed of structural insulated panels has the same possibility nd for the owners who want to customize - wall hangings, closet shelving, chair rail, and other items attach a SIP wall very simply The 7/16-inch OSB beneath the Vz" drywall will provide a firm fastener base for either a screw or a nail - just size the fastener length to penetrate to the OSB (1 inch or more, dependent upon load) One SIPs manufacturer, Premier Industries, has done a good job of matching nail sizes with pullout strength that facilitates both interior and exterior fastener detailing12 Molley bolts and plastic anchors will not be effective with SIPs Considering the standard features, structural insulated panels offer an opportunity for builders to be the first on the block to deliver the attributes of a hybrid car to their homebuyers - durable chassis, fuel savings, and smooth performance References for Additional Information • Demand Products, Inc , foam cutting products, http //www demandproducts com/icf_2 html • The Engineered Wood Association, Publications Featuring Residential Construction, Structural Insulated Panels (Log-in required ), http //www apawood org/level. c cfm?content=pub res libmam • Enercept, Inc , SIPS manufacturer, http //www enercept corn/ • Hometech Solutions, General Wiring Tools, http //www hometech com/tools/wirmq htmlfrLA-CZ30 • ICC-ES Legacy Reports, http.//wwwjcc-es org (Click on Evaluation Reports then search by CSI division 06, 06120 Structural Panels ) • IRC®, International Residential Code, http //www iccsafe org/ • Insulspan, an EPS foarn manufacturer, Technical SIP Product Information, http //www msulspan com/professionals/techmcal specs html • Insulspan s Structural Insulated Panel System Installation Guide, http. //www msulspan com/professionals/product _ap_p.. htrnj.^) • The Murus Company, SIPS manufacturer, http //www murus com/index html • Porter Corporation, SIPS manufacturer, CAD details at assembly junctions, http //www..po_rtersips_..cprn/.pANELS/cad .drawings htm • Premier Building Systems, SIPS manufacturers, Technical Information, http //www premier- industries com • R-Control, SIPS manufacturing subsidiary of EPS foam manufacturer, Technical Information (Log-in required ) httR //www achfoam com/techmcal/registratton/Logon asp • TECO Corporation, wood products certifier and testing laboratory, http //www tecotested com/eugene htm • Thermalfoams, an EPS foam manufacturer, Structural Insulated Panels, http //www thermalfoams com/construction/sip htm • Structural Insulated Panel Association, http:..//.w.ww >ip_s org • WCT Products, General Wiring Tool, http //www wctproducts com/rodders_menu htm Footnotes As reported in SIPA's Summer 2003 newsletter ^ This Tech Note presents the most commonly available composition of SIPS In practice, a SIP can be composed of various combinations of surface sheathing, including fiber-cement siding or light gauge steel http //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceilmgs/sips-hybnd 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 6 of 6 Polyurethane or polyisocyanurate foam can be used in lieu of expanded polystyrene for the core 3 APA, Teco, and others provide third party certification of OSB sheathing manufacturers plant process *See DOE's Building America Program results on testing in GA at http_//_www eere energy gov/buildmqs/buildmg america/pdfs/db/34808 pdf*Q (409 9 KB) § Some manufacturers are named in the References section of this Tech Note Additional manufacturers can be located on the SIPA website, also listed in References Manuals can be downloaded from these sites arable 3702 1 of the International Residential Code (IRC®) 2003, p 465 i E3801 2 1 of the IRC® 2003, p 467 a See Premier Industries Tech Bulletins No 11, 12, and 24 on fastener withdrawal capacities for that product a Estimate is per SIPA in the Summer 2003 newsletter, http //www sips org/elements/downloads/newsletters/Smrltr web2003 pdf and includes non-residential structures 10 SIPs roof panel failures due to sub-par workmanship in the installation have been reported in Alaska See http //www sips org/content/technical/mdex cfm'PageId-161 11 One- and two-family dwelling wall and ceiling finishes shall have a flame spread of 200 or less (not including trims) and smoke developed index of 450 or less 12 See Technical Bulletins numbered 24, 11, and 12 http //www premier-industries com/pbs/Page aspx? hLd=_3Q4 PnvacyiPpiicy | Ierrns_of. Use | Discl.ajmer | Accessibility Statement | Site Index ToolBase Services, c/o NAHB Research Center, 400 Prince George s Blvd , Upper Marlboro, MD 20774 © 2001-2007 NAHB Research Center http //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceilmgs/sips-hybrid 11/1/2007 StructuraUnsulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 1 of 6 TOOLBASE 'SERVICES The Home Building Industry's Technical Information Resource Back to Standard View Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" la Color Flyer 143 KB /PDF February 2006 A Too/Base Tech Note Building on their approximate one percent share1 of the U S residential building products market, structural insulated panels (SIPs) could be the residential home builder's sleeper equivalent to the automotive industry's hybrid car Properly detailed designs for SIP construction can create economies of scale that may make SIPs cost-neutral in comparison to conventional light frame practices and real dollar savers over the life of a home SIPs are more uniform in composition than conventionally-framed walls, so houses built with this technology can be made more air tight, energy efficient, and comfortable with fewer labor hours and trades involved in system integration Like hybrid car owners, SIP homeowners will spend less money at the meter, stretching eir energy dollars, because SIPs can provide a tighter building envelope with a nearly-continuous thermal rner The Latest Model off the Assembly Line SIPs are engineered, factory-produced, load-bearing components that consist of foam bonded to oriented strand board (OSB) panels' with structural adhesives similar to those used for other engineered wood products SIPs can be used as walls, roof, and floor assemblies that provide strength and stiffness to a structure and facilitate longer clear spans than can be achieved with conventional framing SIPs are designed with foam cores that vary from 3 V2 to 11 1A inches dependent on structural application and climate of construction The thicker the panel, the greater its thermal resistance and ability to span longer distances between load transfer points In addition, the foam interior of a SIP has a low permeability rate and high resistance to air and water penetration This means that controlling air infiltration and restricting the natural tendency of warm air to move toward cold air, as well as shedding liquid water, can all be managed by a building envelope that is put together using SIPs Three for the Load The OSB sheets on the outside of the panels are rated for structural adequacy, dimensional stability, and bond durability1 Racking strength, bending stiffness and strength, uniform load capacity, and fastener holding capabilities have all been performance tested for each thickness of a rated panel The foam sandwiched between the OSB sheets is usually expanded polystyrene (EPS) that has a stated density, thickness, R-value, and compressive strength The materials, adhered and set under pressure, form a strong, homogeneous, structural panel Polystyrene foam is dimensionally stable and inert - there is no off gassing In addition, EPS aatenal emits no ozone-depleting chemicals during the manufacturing process The two OSB skins, stiffened by the adhered foam between them, can outperform a conventionally built wall of similar dimension in carrying typical light-frame loads - axial loads transferred by floors, walls, and roof above and wind, or transverse loads generated during storm conditions http //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceihngs/sips-hybrid 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 2 of 6 Designers may be able to provide solidly engineered structures for wind hazard areas with SIPs without increasing the wall thickness Roofs and floors constructed with SIPs can be engineered similarly High wind and seismic connections call for an exacting combination of properly attached dimensional lumber splines and hardware Fuel Savings SIPs are homogenous with continuous foam from panel edge to edge The EPS foam typically used in these insulated panels has an R-value range of 3 6 to 3 8 per inch, or a minimum of R-12 6 in a 4 Vz-mch SIP On its face, this may seem comparable to an R-13 fiberglass batt in a conventionally framed wall, however, unlike in SIPs construction, a lot of a wood wall is wood, not insulation As an example, an 8-foot by 24-foot conventionally framed wall section, without openings, has 19 studs and 72 lineal feet of plates, or 27 33 square feet of wood surface that precludes insulation placement Therefore, 14 percent of the wall, in this example, contains an R-4 38 solid wood stud instead of an R-13 batt A comparable SIPs panel, with wood on the edges only, reduces by 71 percent the area where wood displaces insulation in a conventional wall This means that whole wall thermal resistance is higher in a wall built of SIPs4 Schedule a Test Drive Panel manufacturers have the capability to develop a SIPs-based plan from a conventional blueprint The process of SIPs assembly will become familiar by reading the manufacturer s Installation or Design Guides During that Assessment of the process of framing a house with closed panels, the systems that require thoughtful integration, and design or layout efficiencies that might enhance the end product will surface while performing this background check and provide discussion points when handing off plans for a quotation Panels can be made in sizes up to 9-foot by 24-foot and are as versatile as conventional frame construction in accommodating custom designs Each weighs between 3 and 4 pounds per square foot A builder wanting to maximize the thermal efficiency of a SIPs structure will incorporate the longest panels that can be used in the jdesign A 24-foot a panel weighs around 600 Ibs , so a crane would facilitate panel installation structural insulated panel to panel and SIP to deck connections usually require the recessing of a dimensional member, like a 2-mch by 4-mch stud, into the edge of the SIP These edge studs are adhered to the foam and then the overlapping OSB of the panel surface is face nailed to the inset stud This solid wood edge band then becomes the nail surface for attachment to other panels, decks, and floor assemblies Alternatively, connections at vertical panel edges can incorporate an OSB spline rather than a wood stud as the connector Gutter spikes and long screws provide the connections at corner intersections Door and window openings can be cut with laser layout precision in the factory or customized in the field The cleanest opening cuts can be made by routing the OSB and hot wire cutting the foam, but reciprocating saws have also gotten this job done, just as they have for conventional framing Openings for doors and windows that exceed 3 5 feet (dependent on the depth of material that remains above the opening in the SIP panel) and excessive point loads require additional structural framing that is most efficiently accomplished by butting the SIPs to either side of a wood-framed opening Structural insulated panel sections can be fit around the structural framing of large openings, like a curtain wall Customization that speeds field assembly, like routing foam for the connector (stud or spline) recesses at panel edges and installing the studs (and wire holes) at panel edges and window and door openings, can often be added by the manufacturer Panel foam can be expanded with a termiticide for use in areas of heavy termite infestation Ask about the additional costs and weigh the value to your team Interior walls are more cost effective if conventionally framed with either wood or steel Manufacturers that file an ICC-ES legacy report have presented test results on the characteristics of their product(s) and are required to have a third party certified quality assurance program in place m their facility Secure a copy of the ICC-ES report to be assured of the panel's capability to perform Notify the building inspection department at the time of building permit application, or sooner, that structural jnsulated panels will make up the building's framework Reviewers may request panel specifications, engineer's eal, load tables, assembly and connection details, an ICC-ES Legacy Report on the SIP, or other information ie manufacturer or distributor should be able to furnish these Keep copies on the job for installer's and inspector s use hup //www toolbase org/Design-Construction-Guides/Interior-Partitions-Ceilmgs/sips-hybrid 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 3 of 6 Will Your Trade Contractors Enjoy the Ride7 SIPs are most cost effective as exterior bearing walls in most climates and roofs in cold climates Regardless of vail system employed, it is best to keep pipes and ducts out of outside walls Like wood, these conduits displace insulation in the cavity and compromise the efficiency of the thermal envelope Knowing this, assume that your HVAC and plumbing trades are unaffected by a SIPs change to the exterior envelope, and then follow through accordingly For instance, if the design uses SIPs for the roof, divert all plumbing and combustion equipment stacks through sidewalls which are simpler to detail against leaks Use complimentary technologies like air admittance valves to minimize vent stack lengths, as well as envelope penetrations Work with your mechanical contractor to devise an economical ventilation and air exhaust strategy that uses an mime fan and one exhaust port serving multiple bathroom fans on timers Remember that all state-of-the-art airtight structures require a method to introduce fresh air and to vent water vapor that is sourced within the home Ventilation and combustion duct penetrations through the exterior wall should be through floor system rim boards and not the SIPs panel, whenever possible The electrician is the primary trade affected by a change to SIPs For convenience wire chases are formed in the panel during the manufacturing process Verify their location with your manufacturer prior to production Usually there are one vertical and two horizontal chases in every 4 feet of panel Horizontal chases are located at receptacle and switch height in the middle of the panel thickness, and 1 - 1 '/2 inches in size The location of the chase in a 4 Vi-mch SIP is consistent with the ' 1 25-inch free space for the full length of the groove in which the cable or raceway is installed "b requirement for unshielded wire clearance in the International Residential Code (IRC®) Wiring that is directed through these pre-manufactured chases should not require additional protection, but review details with your code official beforehand Limit exterior wall wiring to feeding receptacles, switches/lighting located there Plan receptacles for the minimum required - one every 12 feet (" so that no point along the floor line in any wall space is more than 6 feet, measured horizontally, from an outlet ")* Feeds to other levels of the home should be planned through conventional floor or interior wall assemblies It may be more practical to conventionally frame the exterior w/all where the electrical service panel is mounted to allow for the numerous wires that will be installed in that fcall Receptacle and switch boxes are installed above the chase that is molded into the SIP Electric boxes should be cut out before wire is pulled A panel router and a hot wire cutter are used to cut the OSB and foam for receptacle boxes Surface-mounted fasteners are the simplest method of mounting the boxes and narrow- depth or "remodeler1 boxes are suggested SIPs installers should locate and drill the chases through panel edge studs and plates, so the chase remains accessible Fish tape or other semi-rigid snaking rods and a crew proficient in running wire in remodeling applications will make easy work of rough wiring the SIP walls Drywall can be glued and fastened (with nails or screws) directly to the interior OSB surface of the SIP Vertical drywall seams should be offset from structural insulated panel seams Exterior siding or masonry veneer can be applied to a SIP similarly to stud-constructed walls Because fasteners will be embedded in the 7/16-inch OSB sheathing only, review of the cladding manufacturers attachment requirements and the OSB fastener withdrawal strengths is advised In some high wind areas, horizontal lapped siding may require both blind and face nailing on prescribed spacing for proper attachment to Wall cabinets require similar planning for total load when attaching these to SIPs The cabinet will need a structural rail that is continuous along the back The cabinet rail will provide adequate locations for screw attachment Fastener spacing will depend on cabinet size and maximum planned capacity of the unit Window and door jambs will fit in SIPs openings similarly to the fit in a conventional wall of like dimension - i e , 4 W structural insulated panel nets the same overall wall thickness as a 2-inch by 4-inch wall sheathed with 7/16-inch material /hat's Down the Road7 Unlike some of the new wall technologies like insulating concrete forms (ICFs) and light gauge steel (LGS) framing, the International Codes and older model building codes do not contain specific language about building with SIPs That means that the more than 14,000 buildings ' that are constructed with SIPs annually http //www toolbase org/Design-Construction-Guides/Interior-Partitions-Ceilmgs/sips-hybnd 11/1/2007 Structural .Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 4 of 6 are individually engineered and reviewed at permit application in a case-by-case approval process HDD's Partnership for Advancing Technology in Housing, (PATH) is sponsoring initiatives that will serve to dvance SIPs use by facilitating model building code recognition of standard methods for SIP construction nown as Prescriptive Methods, these works provide guidance that enable designers, builders, and code ifficials to easily determine how panels should be used and connection requirements in residential structures, easing the tediousness of design and inspection A draft prescriptive method for building with SIPs should be completed by the end of 2005 It will take several years after completion to vet the document for model building code inclusion More Money Maximizing Strategies SIP floors can work well over unconditioned crawlspaces and garages Or, traditional floor system rim joists can be engineered as flush headers to maintain thermal continuity in the wall, a practice that generally saves labor As with Advanced Framing techniques, a design that capitalizes on the spanning capabilities of SIPs will provide the most cost effective approach Some roof panels can clear span up to 15 feet Electrical raceways will speed wire installation, maintain the thermal integrity of the wall, and facilitate remodeling efforts Raceways currently used in commercial applications can be surface mounted as baseboards or flush-mounted to the finished floor surface Switch wiring at exterior entrances can be designed into a raceway built behind the jamb and the door trim Adhesives are best for wood to wood seals Foam sealants provide the best bond between foam and wood Sihcomzed caulk or manufacturer's tape should be used to seal panel butt edges, as per manufacturer's recommendations Caveat Erector Jructural insulated panels are factory built to exacting standards - irregularities in the foundation/sub sembly will make panel installation difficult The panel s strength is derived from the three layers of the wall working as a system, so full bearing across the wall and including both OSB layers is required All mechanicals that penetrate exterior SIPs walls should be minimized or eliminated entirely Wire chases must be continued (drilled) through the plate and stud edges by the panel erector as they will be difficult to locate after installation Recessed fixtures should not penetrate SIP panels Continuous horizontal slits or large openings in either of the OSB skins will compromise the structural capacity of the SIP The characteristics that make SIPs a good choice as a thermal and air barrier will also work to trap water and water vapor in the wall Best practices in detailing the structure-foamed and taped panel edges, mechanical flashings, building wrap, etc - are required to ensure that water doesn't enter the wall10 Manufacturers recommend that moisture-reduction steps be taken during drywall installation Two such steps are, install the drywall block coat with a quick drying compound rather than pre-mixed joint compound and provide adequate ventilation during the drywall finish phase Foam insulation is slow to ignite but when lit, it burns readily and emits a dense smoke that contains toxic gases Foams used for construction require a Vz" gypsum wallboard covering as a fire thermal barrier in addition to the OSB skin of the SIP The drywall has a 15 minute fire-rating that also provides the fire protection for conventionally built structures Fifteen minutes is recognized as the time needed for the occupants to exit at the outbreak of a fire Some fire departments have voiced concern about assessing the structural integrity of a partially-burned SIP floor or roof panel, recommending that emergency response and forensic personnel not enter a SIP structure SIP products covered by ICC-ES reports have passed all of the fire tests.ll required of conventional construction Many manufacturers have conducted tests of 20-mmute and 1-hour rated wall assemblies with SIP cores avigatmg Owner's Expectations Being an engineered wall panel doesn't handicap SIPs' adaptability over the long run All of those conventionally-built homes out there rely on design-specific details for their structural integrity, too When http //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceilmgs/sips-hybrid 11/1/2007 Struct^! Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 5 of 6 frame homes are remodeled it is common practice to remove, re-support, and engineer new load-bearing components for the added space and features A home constructed of structural insulated panels has the same possibility \r\d for the owners who want to customize - wall hangings, closet shelving, chair rail, and other items attach to a SIP wall very simply The 7/16-inch OSB beneath the '/21 drywall will provide a firm fastener base for either a screw or a nail - just size the fastener length to penetrate to the OSB (1 inch or more, dependent upon load) One SIPs manufacturer, Premier Industries, has done a good job of matching nail sizes with pullout strength that facilitates both interior and exterior fastener detailing1' Molley bolts and plastic anchors will not be effective with SIPs Considering the standard features, structural insulated panels offer an opportunity for builders to be the first on the block to deliver the attributes of a hybrid car to their homebuyers - durable chassis, fuel savings, and smooth performance References for Additional Information • Demand Products, Inc , foam cutting products, http //www demandproducts com/icf_2 html • The Engineered Wood Association, Publications Featuring Residential Construction, Structural Insulated Panels (Log-m required ), http //www apawood org/level c cfm?content=pub res librriam • Enercept, Inc , SIPS manufacturer, http //www enercept com/ • Hometech Solutions, General Wiring Tools, jTtt.p_//wyyw hometech com/tools/wirmq htmULA-CZ30 • ICC-ES Legacy Reports, http //www icc-es org (Click on Evaluation Reports then search by CSI division 06, 06120 Structural Panels ) • IRC®, International Residential Code, http //www iccsafe org/ • Insulspan, an EPS foam manufacturer, Technical SIP Product Information, http //www insulspan com/professionals/technical_.specs html • Insulspan s Structural Insulated Panel System Installation Guide, htt.p__.//www jJls The Murus Company, SIPS manufacturer, http //www murus com/index html Porter Corporation, SIPS manufacturer, CAD details at assembly junctions, http //www portersips com/PANELS/cad drawings htm Premier Building Systems, SIPS manufacturers, Technical Information, http //www premier- industries com R-Control, SIPS manufacturing subsidiary of EPS foam manufacturer, Technical Information (Log-m required ) .hltR..//.www...ac:.hfoam com/technical/registralion/Logon asp TECO Corporation, wood products certifier and testing laboratory, http //www tecotested com/eugene htm Thermalfoams, an EPS foam manufacturer, Structural Insulated Panels, http //www thermalfoams com/construction/sip htm Structural Insulated Panel Association, http //www sips org WCT Products, General Wiring Tool, http //www wctproducts com/rodders_menu htm Footnotes s reported in SIPA's Summer 2003 newsletter 2 This Tech Note presents the most commonly available composition of SIPS In practice, a SIP can be composed of various combinations of surface sheathing, including fiber-cement siding or light gauge steel http //www toolbase org/Design-Construction-Guides/Intenor-Partitions-Ceilings/sips-hybrid 11/1/2007 Structural Insulated Panels (SIPs) - The Home Building Industry's "Hybrid" Page 6 of 6 Polyurethane or polyisocyanurate foam can be used in lieu of expanded polystyrene for the core 3 APA, Teco, and others provide third party certification of OSB sheathing manufacturers' plant process _*See DOE's Building America Program results on testing in GA at ~http_Y/www eere_enerqy_g3v/buildinqs/building america/pdfs/db/34808 pdf"^| (409 9 KB) s Some manufacturers are named in the References section of this Tech Note Additional manufacturers can be located on the SIPA website, also listed in References Manuals can be downloaded from these sites * Table 3702 1 of the International Residential Code (IRC®) 2003, p 465 -'- E3801 2 1 of the IRC® 2003, p 467 a See Premier Industries Tech Bulletins No 11, 12, and 24 on fastener withdrawal capacities for that product 2 Estimate is per SIPA in the Summer 2003 newsletter, http.. //www sips orq/elements/downloads/newsletters/Smrltr web2003 pdf and includes non-residential structures 10 SIPs roof panel failures due to sub-par workmanship in the installation have been reported in Alaska See http //www sips org/content/technical/mdex cfm?PageId = 161 n One- and two-family dwelling wall and ceiling finishes shall have a flame spread of 200 or less (not including trims) and smoke developed index of 450 or less 12 See Technical Bulletins numbered 24, 11, and 12 http //www premier-industries com/pbs/Page aspx7 hid=3Q4 3ck to Top. Pnyd_cy._P_plicy | Tei ms of Use | Disclaimer I Acct&.S!b!lity_StatP.rne.nt | Site Index ToolBase Services, c/o NAHB Research Center, 400 Prince George s Blvd Upper Marlboro, MD 20774 © 2001 2007 NAHB Research Center attp //www toolbase org/Design-Construction-Guides/Interior-Partitions-Ceilmgs/sips-hybnd 11/1/2007 What Are SlPs? - Structural Insulated Panel Association Page 1 of 2 user name f password STRUCTURAL INSULATED PANEL ASSOCIATION WELCOME GREEN BUILDING CALENDAR | PUBLICATIONS[MEMBERS | TECHNICAL F:AQs Sips Out Perform Stick What are SIPs SIPs are the 21st Century Building Material Structural insulated panels (SIPs) are high performance building ; panels used in floors walls and roofs for residential and light commercial buildings The panels are typically made by sandwiching a ti ,, ,' . ,.3 iucore of rigid foam plastic insulation between two structural skins of oriented strand board (OSB) Other skin material can be used for specific purposes SIPs are manufactured under factory controlled conditions and can be custom designed for each home The result is a building system that is extremely strong energy efficient and cost effective Building with SIPs will save you time money and labor JPPORT? (CALL 1 253 620 7400 E MAIL help@sips org \,Want to Build wsth Submit information on youi next SIP project to contact SIPA members in your a-ea LEARN MORE Are Structural Insuiated Panels More Expensive7 Building with SIPs generally costs about the iarne as building with wood frame construction when you factor in the labor savings resulting from shorter construction time and less job-site waste ~~ - — _ Other savings are realized because less expensive heating and cooling systems are required with SIP construction SIPA does not maintain pricing data from individual manufacturing members If you are looking for pricing information please contact our members directly by clicking on Find SIPs" or complete the form located under Lets Talk SIPs" and our members will contact you with information specific to your request FISCHER Rural S C M O O L http //www sips org/content/about/mdex cfm'7pageld=7 10/1/2007 Energy Star - Structural Insulated Panel Association Page 1 of4 u&ername password STRUCTURAL INSULATED PANEL ASSOCIATION WELCOME NEWS | GREEN BUILDING CALENDAR | PUBLICATIONS Energy Star What is an Energy Star Home"? What Makes a Home Energy Star SIPs and Energy Star WHAT IS AN ENERGY STAR HOME In 1992 the Environmental Protection Agency established the Energy Star program to label energy efficient products and reduce energy usage and carbon dioxide emissions across America Today the Energy Star program encompasses 40 product categories and is widely recognized as the mark of energy efficiency for electronics appliances and even homes Visit the Energy Star Website The Energy Star for Homes program aims to reduce the energy consumption of one of America s largest energy uses According to the EPA homes account for 15% of energy consumption nationwide New homes that demonstrate a certain level energy saving improvements earn the Energy Star label Energy Star homes save homeowners money in utility bills In addition Energy Star homes WANT TECHNICAL SUPPORT-? CALL 1 253 620 7400 EMAIL help@sips org Want to Build with SIPs? Submit information on your next SIP project to contact SIPA members in your area LEARN MORE • Have higher appraised value • Qualify for Energy Efficient Mortgages and Tax Credits • Are more durable and comfortable Using structural insulated panels (SIPs) in residential building can easily qualify a home as Energy Star A SIP building envelope has an extremely high whole wall R-Value and low levels of air infiltration reducing the overall loads for heating or air conditioning equipment in the home To read more on how to achieve an Energy Star Rating using structural insulated panels CLICK HERE WHAT MAKES A HOME ENERGY STAR For a home to earn Energy Star certification it must be tested for energy efficiency using a Home Energy Rating System (HERS) index A HERS index is an objective and standardized measurement of how much energy a home uses HERS raters calculate the HERS index through an onsite home inspection and using computerized energy modeling software The HERS rater will perform a visual inspection and then a few tests on the home A blower door test is used to determine the airtightness of a home by using a computer controlled fan to depressunze the home and measure the amount of air leaking out A duct blaster test is also performed to measure the amount of leakage in forced air ducts through a similar process Homes built with a complete structural insulated panel building envelope are so airtight that neither of these air leakage tests are required to achieve an Energy Star rating I "a'-*t" ""^fS' •-*"5"-* r^ http //www sips org/content/green-building/mdex cfm?pageld=32 10/1/2007 Energy Star - Structural Insulated Panel Association Page 2 of4 MSRS IIM»I *i *. ' * I *i _ I The HERS rater will use the data from these tests and his onsite inspection to help him calculate the Rural BUILDING SYSTEMS Structural Insulated Panel Association | P O Box 1699 Gig Harbor WA 98335 | p 253 858 74?<> j f 253 858 0272 | e he!p@sips org Copyright© 2007 Structural Insulated Pane! Association (SIPA) All rights reserved http //www sips org/content/green-buildmg/mdex cfm?pageld=32 10/1/2007 Energy Star - Structural Insulated Panel Association Page 3 of 4 •A HERS index through energy modeling software The software will take into account the kind of ippliances heating and cooling equipment levels and quality of insulation and other factors, to Iculate the projected energy use of the home The house is scored in reference to a theoretical iouse designed by the software to the specifications of the 2004 International Energy Conservation Code (IECC) A home built to 2004 IECC standards has a HERS index of 100 The other end of the spectrum is a Zero Energy Building (ZEB) with an index of 0 ZEBs use net zero energy by producing as much enprnu ac thpv rnncnmp http //www sips org/content/green-bmldmg/index cfm^pageld=32 10/1 /2007 Energy Star - Structural Insulated Panel Association Page 4 of 4 A HERS index is accompanied by a HERS report The report includes the projected energy costs for the home Every 1 point decrease in HERS index equates to a 1% reduction in annual energy costs compared to the IECC reference home -or a home to be rated Energy Star in the central northern portion of the United States it must have a HERS index of 80 Homes in the south and costal areas must have a HERS index of 85 For a map of HERS requirements by climate zones visit www energystar gov/homes In addition to achieving the required HERS index Energy Star homes must pass a sixteen point Thermal Bypass Checklist The checklist insures that the home receives the full R-Value of the insulation used in the home by inspecting for gaps voids and potential areas of insulation compression The primary item on the checklist is that a whole house air barrier be installed such that it will provide continuous alignment of the insulation with the air barrier something that is almost automatic with structural insulated panels To learn more about the HERS index or to find a HERS rater in your area visit www natresnet org SIPS AND ENERGY STAR Building with structural insulated panels (SIPs) can cut home energy consumption by up to 50% making it easy to reach Energy Star qualifications with SIP homes SIPs provide high density foam insulation consistently and flawlessly without the voids gaps and compression of insulation in stud walls Studies done by Oak Ridge National Laboratory (ORNL) show that when whole wall R-Value is measured SIPs far outperform wood framed walls By eliminating the loss of heating and cooling energy through gaps in the insulation SIPs dramatically reduce the amount of energy used to heat and cool a home In addition to providing a high level of insulation SIP homes are significantly more airtight than 'nventionally wood frame construction The foam core of a SIP panel functions as a complete air iarner and working with large panels means there are fewer joints to seal ORNL evaluations of a IP test room revealed the SIP room to be 14 times more airtight than an equivalent room with 2x6 construction sheathing insulation and drywall For this reason the EPA does not require a blower door test for homes built with SIP walls and a SIP roof Air tightness is extremely important when reducing a home s energy usage As much as 40 % of a home s heating and cooling loss is due to air leakage Passing the reqmrecCrhermal Bypass Checklist is practically automatic when building with SIPs Properly installed SIPs proviae~trT5~whole-flouse air barrier that the checklist requires and if a SIP roof is used as well many potential problem areas of air leakage are already inside the conditioned space SIPs can also help Energy Star builders save money EPA National Director for Energy Star for Homes Sam Rashkm estimates the additional costs of materials necessary for a stick built home to meet the new Energy Star standards between $600 and $1 200 for materials only Properly installed SIPs do not require additional envelope improvements to meet Energy Star insulation requirements Builders using a SIP roof will not need to perform a blower door test or a duct blaster test meaning that the overall rating cost can be reduced http //www sips org/content/green-buildmg/mdex cfm'?pageld=32 10/1 /2007 What Are SIPs7 - Structural Insulated Panel Association Page 1 of 2 SIPA STRUCTURAL INSULATED PANEL ASSOCIATION password Munbei i WELCOME TECHNICAL | NEWS | GREEN BUILDING 1 CALENDAR | PUBLICATIONS FAQs Sips Out Perform Stick What are SIPs SIPs are the 21st Century Building Material Structural insulated panels (SIPs) are high performance building panels used in floors walls and roofs for residential and light commercial buildings The panels are typically made by sandwiching a »»•»• core of rigid foam plastic insulation "W"""* between two structural skins of oriented strand board (OSB) Other skin material can be used for specific purposes SIPs are manufactured under factory controlled conditions and can be custom designed for each home The result is a building system that is extremely strong energy efficient and cost effective Building with SIPs will save you time money and labor JPPORT' (CALL 1 253 620 7400 E MAIL help@sips org N/Vant to Build with SIRs? Submit iriformation on your next SIP project to contact SIPA members in your area LEARN MORE Are Structural Insulated Panels More Expensive9 Building with SIPs generally costs about the game as building with wood frame construction when you factor in the labor savings resulting from shorter construction time and less job-site waste Other savings are realized because less - ^ ..j expensive heating and cooling systems are i kd? required with SIP construction SIPA does not maintain pricing data from individual manufacturing members If you are looking for pricing information please contact our members directly by clicking on Find SIPs' or complete the form located under' Let s Talk SIPs and our members will contact you with information specific to your request FISCHERS CO :, Technologies, (he QUAUTV cFMcigier Buiteise simm RuralBuilder S C H O O I http //www sips org/content/about/mdex cfm9pageld=7 10/1/2007 SIPs Outperform "Stick Built" - Structural Insulated Panel Association Page 1 of2 SIPA STRUCTURAL INSULATED PANEL ASSOCIATION username password Member ..agin WELCOME CALENDAR I PUBLICATIONS SIPs OutPerform"Stick Built" SIP buildings are vastly mor^energy efficient stronger quieter ancT> more draft free than other bmlcfing systems such as stud rrammg with fiberglass insulation Fiberglass is sometimes used for furnace filters because air moves through so freely Rigid insulation is used as solid component insulation in almost every industry for its inherent efficiency and lack of air movement These attributes are built right into a SIP building Less air leakage means fewer drafts less noise lower energy bills and a much more comfortable indoor environment View SIPA Consumer Brochure (pdf) WANT TECHNICAL SUPPORT? CALL 1 253 620 7400 E MAIL help@sips org Want to Build with SIPs' Submit information on your next SIP project to contact SIPA members in your area LEARN MORE SP G U I L 0 I N G SYSTEMS SIP HOME SYSlf tli>,!MC Building Concepts I IK Structural Insulated Panel Association | P O Box 1699 Gig Harbor WA 98335 | p 253 858 7472 f 253 858 0272 | e fielp@sips org Copyright O 2007 Structural Insulated Panel Association (SIPA) All rights reserved http //www sips org/content/techmcal/mdex cfm'7pageld=23 10/1/2007 SIPs Outperform "Stick Built" - Structural Insulated Panel Association Page 2 of 2 http //www sips org/content/technical/mdex cfm^pageld=23 10/1/2007 CONTENTS Premier Building Panels Manufactured by Premier Building Systems 4609 70th Ave East Fife WA 98424 Fax (253) 926-3992 Premier Building Systems 3434 W Papago Street Phoenix AZ 85009 (602) 269-7266 1-E Fax Premier Building Systems RR 1 Box 101 Mead, NE 68041 (402)624-6611 1-800-228-4412 Fax (402) 624-2325 Marketing Information I C B O Report Construct™ Deta.ls _ . , - „ .Technical Bulletins www pbspanels com PREMIER PANELS 4609 70th Ave. E. • Fife, WA 98424 (800) 275-7086 • Fax: (253) 926-3992 Email: pbsmail@premier-industries.com 3434 W. Papago St. • Phoenix, AZ 85009 (800) 240-6691 • Fax: (602) 269-6999 Email: pbsmail@premier-industries.com 1057 Sunburst Lane • Mead, NE 68041 (800) 228-4412 • Fax: (402) 624-2325 FREQUENTLY ASKED QUESTIONS ABOUT PREMIER'S STRUCTURAL INSULATED PANELS (SIPs) 1. WHY SHOULD I CHOOSE PREMIER PANELS OVER STICK BUILT METHODS? There are several excellent reasons: Money - Premier Panels save you labor costs on the installation because panels can arrive pre-fabricated. Panels save interest on your construction loan by consolidating your construction schedule. But the most prominent savings are pocketed with every passing month, be it a frozen December in Alaska or a July ovenbake in Arizona. You will pay significantly less than the neighbor living in the drafty stick built house. Comfort - Without hesitation, your Premier home will be one of the most comfortable, quiet and clean structures you will ever own. Unlike a stick-frame home, in which thermal performance is an afterthought, insulation is an integral part of a Premier Panel Home. Air penetrations are greatly reduced because there are so few thermal breaks. Quality - Have you ever looked down the edge of a stud wall and noticed how it bends, bulges, twists and cups due to the increasingly poor quality of lumber? It does not happen with a Premier wall. Our walls are straight, plumb and square. The continuous wood surface gives you a sound nailbase for any exterior and interior finishes. Speed - Framing a 2000 square foot house with Premier walls and roof panels has been done in a matter of hours. While every project may not go that fast, SIP construction will certainly shave significant time off the schedule. A good choice is our jumbo 8' x 24' pre- engineered, factory cut panel. 2. WHAT ARE PREMIER PANELS? They are an extremely strong engineered wood product with a super-insulating core of rigid expanded polystyrene, structurally laminated and pressure cured between two sheets of non veneer sheathing called oriented strand board (OSB). When used in walls, floors and roofs, a SIP home is a fortress against the forces of nature. 3.WHAT IS THE COST, AND IS IT MORE EXPENSIVE THAN 2X6 CONSTRUCTION? The cost is dependent upon the design and finish of your home. Homes are like fingerprints: no two are exactly alike. This makes figuring cost on a square foot basis difficult. For return on investment, however, Premier Panels beat stick-frame and most other enclosure systems handily. Your panels account for a fraction of your home's cost usually ten percent or less. These dollars can be made up very quickly in energy savings alone. Over the life of the home, the savings are quite staggering. Energy consultant Mark Whitaker of Mesquite, Texas compares various thermal envelopes (SIP, stick, concrete etc.) and projects the utilities one can expect to pay based on the type of HVAC system, local utility rates and heating and cooling days. Here is an analysis comparing the operating costs of a 1522 s.f. Dallas home using two different thermal envelopes. SIP Energy Efficient Conventionally Home Owners Home Constructed Home Pocketed Savings Estimated Operating Costs @ 4% Annual Cost Increase 5Yrs 10Yrs 15Yrs 20Yrs $2,464 $5,463 $9,111 $13,549 $5,647 $11,552 $17,742 $24,246 $3,183 $6,089 $8,631 $10,697 Assumptions tor Estimating Operating Costs ® Energy consumption is estimated using BIN method calculations. © Summer indoor temperature is maintained at or above 76° F © Winter indoor temperature is maintained at or below 72°F © Heating and cooling loads are calculated in accordance with ACCA Manual J 7"' edition. Calculations include consideration for conduction, convection, radiation and infiltration of the structure's components. 4. WHAT IS THE INSULATION VALUE? R-Value is a measure of a material's resistance to thermal penetration. The higher the number the better the material is at insulating. According to Dept. of Energy scientists at the Oak Ridge National Laboratory* real world thermal breaks such as corners, windows, doors, and stud walls dramatically reduce the stated R-Value of virtually every product on the market except SIPs. As an example, a 2x6-stud wall 24" on center with R-19 fiberglass batts tested out with an R-Value of 13.7. A six-inch Premier wall tested at 21.7. Simply put, a six-inch Premier wall out performs a six-inch stud wall by a whopping 58%. Premier Panels have the following R-Values: R-Value @40° 4" Panel-R-16 6" Panel - R-24 8" Panel - R-31 10" Panel - R-39 12" Panel-R-47 R-Value @75° 4" Panel -R-15 6" Panel-R-23 8" Panel -R-30 10" Panel - R-38 12" Panel - R-46 * ASHRAE Journal March 1996. Christian and Kosny R-Values Stated are within FTC guidelines 5. HOW DO YOU RUN ELECTRICAL? It's very simple because Premier Panels have horizontal chases pre-cut at 16 and 45 inches off the floor. There is also a vertical chase spaced, every four feet. Just drill access holes during the framing and your electrician won't even have to drill studs. 6. IS THIS A MODULAR HOME? No. This is an engineered wood building material. Premier can customize virtually any home design or plan that you and your architect dream up. We will utilize from 4x8 ft. panels to jumbo 8x24 ft. panels. Our factory will pre-cut the doors, windows and any openings following your blueprint so that there is less jobsite waste and greater speed in the field. 7. CAN I MAKE CHANGES IN THE FIELD? Yes. Because it's made of wood, carpenters can easily make adjustments to panels using tools they work with every day. 8. DO PREMIER SIPS MEET BUILDING CODES? Building codes are minimum standards of construction. Premier SIPs have major model building code reports in the US and international recognition. 9. HOW STRONG ARE THESE PANELS? In 1995, a 7.2 earthquake rocked Kobe, Japan. The entire city was devastated. Among the ruins however stood six panel homes utilizing Premier roof panels that survived, almost unblemished, a testament to the strength of panel construction. These panels were manufactured at our plant in Washington State. 10. THIS SYSTEM HAS SO MANY BENEFITS, WHY ISN'T EVERY ONE BUILDING WITH IT? More people are educating themselves to system thinking everyday. Panel homes are not new. The first home was built in the 1930s and is still in use today. More than 60,000f structures are built every year using SIPs. The list of projects runs the gamut from luxury homes, tract developments, and multifamily to churches, wineries, health care, and retail shops. Stick framing has remained essentially unchanged for over one hundred years. Premier Panel technology is the next step in the evolution of building. 11. I HAVE A LARGE AMOUNT OF TIME AND MONEY INTO MY PROJECT. WHAT ASSURANCE DOES PREMIER OFFER SHOULD A PROBLEM ARISE? We treat every project as a custom project. We will be with you through every step of the panel process. It all begins with a no obligation estimate based on your blueprint and continues to the day we put on our nailbags and help erect the first panels. The act of building is nothing more than a series of solutions leading to the desired result. With the most technically proficient staff in the panel industry, we are the solution. 12. ARE SIPS SUSCEPTIBLE TO ANTS, TERMITES, AND OTHER INSECTS? Ants, termites and other insects are common throughout the United States and can effect any wood based building. Premier combats these types of vermin by treating our cores and skins with a naturally occurring insect resistant mineral to aid in the prevention of infestation. SIPs are no more susceptible to infestation than stick frame. Good construction practices should be used in the design and construction of SIP buildings to avoid insect infestation. Preventative treatment of the site before construction, clearance of vegetation against the structure and trimming of overhanging tree limbs will also limit access to the building by insects. t Builder Magazine June 1998 "Straight Talk About Sips" EM/E7? BUILDING SYSTEMS Time to change the way you build! I 'I What Are Structural Insulated Panels (SIPs)? Structural Insulated Panels (SIPs) are prefabricated insulated structural panels used in construction for floors, walls, ceilings, and roofs. They replace conventional stud or "stick frame" construction. Premier Panels are made at the factory and shipped directly to job sites. SIPs may be called foam-core panels, stress- skin panels, sandwich panels, or structural foam panels. SIPs are today's building material for strength, durability and energy efficiency. They consist of two outer skins of oriented strand board (OSB) and an inner core of an insulating material (expanded polystyrene) to form a monolithic unit. These components, laminated together, provide a building panel that needs no additional frame or skeleton for support. Premier panels are rigorously tested to meet and exceed building code standards providing a high strength-to-weight ratio and a high R-value. The concept of panel construction has been around since the late 1930's. Today, Premier meets the needs of cost controls, time-sensitivity, and energy-saving solutions for both residential and commercial construction projects. Premier Panels — your choice for engineered building systems. When it comes to thermal performance and energy efficiency, choose the product that creates a new standard. SIP's outperform traditional wood frame construction. Source: SIPAORNL SIP Wall and Stud Wall Performance Comparison: Whole Wall R-Value Whole Wall Clear Wall (typical wall (test control, no "18 found in most thermal breaks) homes) -- - 3.5" Metal 2x4Wood®16"o.c. @16"o.c.R-11 Batts R-11 Batts 2x6Wood 6" Foam@ 24" o.c. Core PanelR-19 Batts Wall With the standardized structural components and engineered process used to create a structural insulated panel, the stated R-value can be trusted for reliable R-value performance. To view a detailed report on the SIPA / Oak Ridge National Laboratory Whole Wall-R-Value Test, go to www.pbspanel.com/sipa.ornl PREMIER BUILDING SYSTEMS Time to change the way you build. Take the SIP Challenge: Find a higher energy saving's way to build! - FACT: A Premier 6" insulated panels has a 58% higher whole wall efficiency than that of 2x6 R-19 construction. With the superior insulating capacity and superior strength from Premier Panels, you have the formula for the most comfortable home imaginable: • Energy Efficient • Quality control • Fire resistant • Insect resistant • Straight walls • Jumbo panels Compare the Benefits • Flexibility in planning: 4'x8' to 8'x24' panels • Superior comfort with proven energy saving benefits • Time saving with pre-cut panels: Ready to build when they arrive! • Environmentally friendly - No CFC's or HCFC's • High design values for wind loads, snow loads, and seismic activity • Assurance of superior strength • Ease of construction • Saves money in energy savings Check out these time saving options: Pre-cut floors, walls and roof panels Use for floors, walls and roofs Technical support and on-site assistance Experienced resources: architects, contractors, and engineers Pre-engineered to control construction budgets Call for a free quote on your next project. Leading the Industry Premier Building Systems is North America's largest manufacturer and exporter of Structural Insulated Panels. As the construction industry shifts its focus towards engineered wood and energy efficient building products, Premier continues to pioneer the way with expertise and experience providing the ultimate engineered wood product available on the market today. Projects include million-dollar desert estates, mountain-top retreats, duplexes in the Arctic Circle, communities for production builders, high end homes to affordable housing, and custom projects. See other featured projects on line at www.pbspanel.com Premier Building Systems is the leader in energy efficient SIP construction with over 36years in the building industry. Proud to be members of the building industry's leading organizations )NAHB Energy Star Timberframe National Association Master Builders Business of Home Builders Association Council SIPA Structural Insulated Panel Association PREMIER BUILDING SYSTEMS has representatives in the Continental USA, Alaska, Japan and China. Check out www.pbspanel.com to find a Premier Panel representative nearest you. Regional Offices NORTHWEST 4609 70th Ave. East Fife, WA 98424 Telephone 253-926-2020 Toll Free 800-275-7086 SOUTHWEST 3434 W. Papago St. Phoenix, AZ 85009 Telephone 602-269-7266 Toll Free 800-240-6691 MIDWEST 1057 Sunburst Lane Mead, NE 68041 Telephone 402-624-2457 Fax 402-624-2461 Toll Free 877-385-7985 KEM1ER BI/7LD/7VG SYSTEMS www.pbspanel.com 1 The Better Header! jspanel.com EWER WLD1NG SYSTEMS Time to change the way you build! .1 SPECIFICATIONS PREMIER • • B^^ • •Insul-Beam II Builder- Friendly Engineered Wood Products Just Cut to Length and Install Predictable Trimmer Heights - Consistent Thickness No Additional Blocking - Built to Wall Thickness Fits 2x4,2x6 and 2x8 Wall Widths EPS-Insulated - No Fiberglass Mess- Insect Resistant Use in place of double 2x12 lumber (either Douglas Fir or Hem Fir) in spans up to twelve feet. 11 1/4" LVL EPS Core Laminated to LVLs —J31/2"|—- 11 1/4" Stronger than typical solid sawn lumber Efficient use of controlled-growth forest products. Insul-Beam II Header Load Chart Premier Insul-Beam Header Loads (plf) No. of Trimmer Studs 1 2 Deflection L/480 L/360 L/240 L/480 L/360 L/240 Header Span (ft) 2' 3150 3150 3150 6300 6300 6300 3' 2100 2100 2100 4200 4200 4200 4' 1575 1575 1575 3150 3150 3150 5' 1260 1260 1260 2520 2520 2520 6' 1050 1050 1050 2100 2100 2100 7' 900 900 900 1800 1800 1800 8' 788 788 788 1575 1575 1575 9' 700 700 700 1085 1400 1400 10' 630 630 630 791 1055 1245 11' 573 573 573 594 792 1029 12' 458 525 525 458 610 864 Values listed for each deflection represent the bearing capacity of the trimmer, shear, bending capacity of the header or the actual deflection at the design load. Note: Trimmer stud design, capacities must be reviewed. Typical Stick Frame Application Typical Premier Panel Application TOP PLATE Time to change the way you build. .comRETVI1EK wwwpbspanel BU/LD/A/G SYSTEMS 4609 70th Avenue East, Fife, Washington 98424 1 -800-275-7086 3434 West Papago Street, Phoenix, Arizona 95009 1 -800-240-6691 1057 Sunburst Lane, Mead, Nebraska 68041 1-877-385-7985 ©2004 Premier Building Systems, a division of Premier Industries, Inc. All rights Reserved KING STUDS (1) TRIMMER REQUIRED FOR WINDOWS UNDER 6' IN WIDTH AND (2) TRIMMERS REQUIRED FOR WINDOWS OVER 6' IN WIDTH or PER ENGINEERING* "See Load Design Chart PANELS PREMIER PANEL MASTIC •<?ff£/Z0//VG SYSTEMS PREMIER PANEL MASTIC K TA?e S/P Sea/er WLDMG SYSTEMS Time to change the way you build! PREMIER SPECIFICATIONS Adhesive/ Sealant for All Types of Construction Permanent, Non-brittle Formula GunableatLow Temperatures Withstands Cold, Freeze- Thaw Cycles Retains Its Flexibility With Age Resistant to Moisture, Dampness & Temperature Fluctuation Impervious to Water Wash-out Bonds Foam, Wood Products and Many Other Materials •l^k * " ™ • " * ~" • ^B ^B • •Panel Mastic Adhesive/Sealant as shown on plans and in specifications will be supplied by Premier Building Systems. Premier Panel Mastic has been specifically formulated for mastic applications required in the erection of Premier Panels. This formulation of mastic consists of polymers that are designed to remain flexible and provide a seal against water vapor transmission and air infiltration. Panel Mastic will be installed per Premier Building Systems' recommended guidelines. ESTIMATING Panel Size 4'x8' 4'x10' 4'x12' 4'x16' 4'x20' 4' x 24' 8'x8' 8'x10' 8'x12' 8'x16' 8' x 20' 8'x24' CHART FOR PREMIER PANEL MASTIC Amount of Premier Panel Mastic 29 02. Tubes 0.91 1.06 1.22 1.52 1.82 2.13 1.22 1.37 1.52 1.82 2.13 2.43 This chart has been calculated with a 3/8" diameter bead on wood- to-foam and foam-to-foam interfaces and a 3/16" diameter bead on wood-to-wood interfaces. PREMIERSIP Tape Time to change the way you build. www.pbspanel.com BL//LD7A/G SYSTEMS 4609 70th Avenue East, Fife, Washington 98424 1 -800-275-7086 3434 West Papago Street, Phoenix, Arizona 95009 1-800-240-6691 1 057 Sunburst Lane, Mead, Nebraska 68041 1 -877-385-7985 ©2004 Premier Building Systems, a division of Premier Industries, Inc. All rights Reserved VaporGard™ tape is a patented, pressure-sensitive, highly durable and superior tape that prevents moist air from penetrating the seams between panels and along roof lines. The tape perfoms as a sealant and barrier protection for interior joints of wall to roof panels, as well as roof to roof panel connections. VaporGard™ Advantages: • High peel and shear strength • Self-healing • VOCfree • No odors or fumes; meets air quality criteria for use as an interior sealant • Applies in extreme weather (-15°F to 180°F / -26°C to 82°C) • In-service temperature range of -60°F - 300°F • Smooth, even film assures a correct application of sealant every time • Does not stain • Quick and easy installation - no priming required • Excellent resistance to water, most chemicals and vapor transmission For surface preparation and tape installation guidelines go to www.pbspanel.com LEGACY REPORT NER-633 Re-Issued March 1,2004 ICC Evaluation Service, Inc. www icc-es org Business/Regional Office • 5360 Workman Mill Road, Whrtber California 90601 • (562) 69&0543 Regional Office • 900 Montclar Road Suite A, Birmingham Alabama 35213 • (205) 599-9800 Regional Office • 4051 West Fbssmoor Road Country Club Hills Illinois 60478 • (708) 799-2305 Legacy report on the 2000 International Building Code®, the 2000 International Residential Code*, the 2002 Accumulative Supplement to the International Codes™, the BOCA8 National Building Code/1999, the 1999 Standard Building Code9 and the 1997 Uniform Building Code" DIVISION 06 — WOOD AND PLASTICS Section 06120 — Structural Panels PREMIER INDUSTRIES, INC d b a PREMIER BUILDING SYSTEMS 1019 PACIFIC AVENUE, SUITE 1501 TACOMA, WASHINGTON 98402 www pbspanel com LISTEE Pulte Home Sciences 6600 Mount Elliot Street Detroit, Michigan 48211 1 0 SUBJECT Premier Structural Sandwich Panels 1 1 1 2 1 3 Type S Type I Type L 2 0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 21 22 Structural Fire Resistance 3 0 DESCRIPTION 31 General Premier Structural Sandwich Panels are factory assembled sandwich panels produced at locations listed in Table 1 of this report The panels consist of expanded polystyrene (EPS) cores with wood structural sheathing facings The panels are used as load bearing wall, roof and floor components, and components of fire resistant rated construction Panels are produced in widths ranging from 4 feet (1219 mm) to 10 feet (3047 mm) and lengths ranging from 8 feet (2438 mm) to 24 feet (7315 mm) The panels are manufactured in a Type S, Type I and Type L panel configuration shown in Figure 1 Figure 2 and Figure 3 of this report 311 Type S Panel The core for the Type S panel is recessed along the panel sides to receive nominal 4 inch (102 mm) wide OSB splines and recessed on the ends to receive solid sawn dimensional lumber sized to match the core thickness See Figure 1, Table 2 and Table 5 of this report 312 Type I Panel The Type I panel is recessed along the panel side to receive l-joist splines and recessed on the ends to receive nominal 2 inch (51 mm) thick solid sawn lumber sized to match the core thickness See Figure 2 and Table 3 of this report 313 Type L Panel The Type L panel is recessed along the panel sides and ends to receive nominal 2 inch (51 mm) thick solid sawn dimensional lumber sized to match the core thickness See Figure 3, Table 4 and Table 6 of this report 3 2 Materials 321 Core The core material is Insulfoam Type I EPS foam plastic with a nominal thickness of 31/> inches (89 mm) to 1 iy« inches (285 mm) and a nominal density of 1 pcf (16 kg/m3) The EPS core has flame spread rating of not more than 75 and a smoked developed rating of not more than 450 when tested in accordance with ASTM E 84 322 Facing Panel facing material is 7/,6 inch (11 mm) to % inch (19 mm) thick Structural 1, Exposure 1 wood sheathing complying with DOC PS-2 323 Adhesive The adhesive is Structural grade Type II, Class 2 laminating adhesive (APA AFG-01 specification) 324 Splines The splines for the Type S panels are nominal 3 inches wide by 7/16 inch thick (76 by 11 mm) OSB material The splines for Type I panels are l-joists, sized in depth to match the core thickness The splines for Type L panels are nominal 2 inches thick dimensional lumber sized in depth to match the core thickness 4 0 INSTALLATION The manufacturer's published installation instructions titled Premier Panel Design Manual, Premier Building Systems Structural Panel Detail Book (03/19/98) and this report shall be strictly adhered to and copies available at all times on the jobsite during installation ICC ES legacy reports are not to be construed as representing aesthetic* or any other attributes not specifically addressed nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use There is no warranty by ICC Evaluation Service Inc. express or implied as to any finding or other matter in this report or as to any product covered by the report Copyright © 2004 Page 3 of 11 NER-633 6 4 Test report on Transverse Load Test of Building Panels (Type L) in accordance with ASTM E 72, prepared by Maxim Technologies, Project No 97- 53172 dated December 20,1997, signed by John D Lee, P E 6 5 Test report on Transverse Load Test of Building Panels (Type I - 4 Foot Span) in accordance with ASTM E 72, prepared by Maxim Technologies, Project No 98-77345, dated March 31,1999, signed by John D Lee, P E 6 6 Test report on Transverse Load Test of Building Panels (Type I - 8 Foot Span) in accordance with ASTM E 72, prepared by Maxim Technologies, Project No 98-77345, dated March 31 1999, signed by John D Lee, P E 6 7 Test report on Axial Load Test of Building Panels (Type S) in accordance with ASTM E 72, prepared by Maxim Technologies, Project No 9857451, dated July 13,1998, signed by John D Lee, P E 6 8 Test report on Axial Load Test of Building Panels (Type S) in accordance with ASTM E 72, prepared by Maxim Technologies, Project No 98-62962, dated August 11,1998, signed by John D Lee, P E 6 9 Test report on Axial Load Test of Building Panels (Type L) in accordance with ASTM E 72, prepared by Maxim Technologies, Project No 98-57451, dated July 13,1998, signed by John D Lee, P E 610 Test report on Point Load Test of Building Panels, prepared by Maxim Technologies, Project No 98- 57451, dated February 17, 1998, signed by John D Lee, P E 611 Test report on Point Load Test of Building Panels, prepared by Maxim Technologies, Project No 99- 06356, dated April 6 1999, signed by John D Lee PE 612 Test report on Load Test of Header Panels, prepared by Maxim Technologies, Project No 98 62962, dated August 12, 1998, signed by John D Lee, P E 613 Test report on Transverse/Cantilever Load Test of Building Panels, prepared by Maxim Technologies, Project No 98-62962, dated August 12,1998, signed by John D Lee, P E 614 Test report on Shear Tests of CFI1 Screws Manufactured by Premier Industries, prepared by Maxim Technologies, Project No 3018 98 67373 2, dated August 19, 1998, signed by Steve K Manfred and Michael S Karcher 615 Test report on Screw-Head Pull-Through and Screw Pull-Out tests of Premier Panel CFI1 Screw, prepared by Maxim Technologies, Project No 3018 98- 62839 1, dated May 4, 1998 signed by Steve K Manfred and Chad B Johnson 616 Test report on Nail Withdrawal Tests on OSB Panels, prepared by Maxim Technologies, Project No 3018 98-673733 dated October 19 1998, signed by Mathew N Botz and Michael S Karcher 617 Test report on Diaphragm Load Tests of Building Panels, prepared by Wood Materials and Engineering Laboratory, dated August 13, 1999, by Ken Fridley 618 Test report on Racking Shear Test for Premier Building Systems, prepared by Daniel H Brown, P E , signed and sealed by Daniel H Brown P E 619 Test report on Racking Shear Test for Premier Building Systems, prepared by Daniel H Brown P E Consultant, dated September 1 1994, signed and sealed by Daniel H Brown P E 6 20 Test report in accordance with UL 1715 prepared by Underwriters Laboratories Inc File R14340, Project 91SC17238, dated February 28 1992 by Hans Hansen and Garrett Tom 6 21 Test report on Building Units and Gypsum Wallboard in a Load Bearing Wall Assembly in accordance with ASTM E 119, prepared by Underwnters Laboratories Inc , File R14340, Project 92NK3429, dated April 7, 1992, by Mark Izydorek, signed by Nestor G Sanchez 6 22 Test report on Premier Building Panel Wall Assembly in accordance with ASTM E 119 prepared by Omega Point Laboratories, Project No 15418-98840, dated August 12,1995, signed by Herbert W Stansberry II and William E Fitch, P E 6 23 Test report on Loadbearmg, Unrestrained Floor/Ceiling Assembly in accordance with ASTM E 119, prepared by Omega Point Laboratories, Project No 15100-97136, dated July 19, 1994, signed by Deggary N Priest and William E Fitch, P E 6 24 Test report on Insulfoam Type I EPS in accordance with ASTM E 84, prepared by Omega Point Laboratories, Report No 15936-103935, dated November 9, 1998, signed by Guy A Haby and William E Fitch, P E 6 25 Test report on Insulfoam Type I EPS in accordance with ASTM E 84, prepared by Omega Point Laboratories, Report No 15936-103936, dated November 9, 1998, signed by Guy A Haby and William E Fitch, P E 6 26 Test report on Racking Shear Load Test, prepared by Stork/Twin City Testing Corporation, Project No 032148-A, dated January 33, 2003, signed by Thaddeaus L Harnois and John D Lee, P E 6 27 Test report on Racking Shear Load Test, prepared by Stork/Twin City Testing Corporation Project No 032148-C, dated January 33, 2003, signed by Thaddeaus L Harnois and John D Lee, P E 6 28 Test report on Racking Shear Load Test, prepared by Stork/Twin City Testing Corporation, Project No 032148-D, dated January 13, 2003, signed by Thaddeaus L Harnois and John D Lee, P E 6 29 Test report on Diaphragm Load Test of Structural Building Panels 7/16' OSB Spline, prepared by Stork/Twin City Testing Corporation, Project No 032148 dated August 26, 2002, signed by Thaddeaus Harnois and John D Lee, P E 6 30 Test report on Diaphragm Load Test of Structural Building Panels 23/32 OSB Spline, prepared by Stork/Twin City Testing Corporation, Project No 032148 dated August 26, 2002 signed by Thaddeaus Harnois and John D Lee, P E 6 31 Test report on Transverse Load Test of Structural Building Panels, prepared by Stork/Twin City Testing Corporation, Project No 033157, dated November 11, 2003 signed by John D Lee, P E 6 32 Quality Control Manual for Premier Building Systems Covering Premier Building Panels, Issued July 1992, Revised April 2003, signed by Thomas L Savoy for Premier Industries, Ryan Rasmussen for Pulte Home Sciences, and John Pabian for Underwriters Laboratories, Inc 7 0 CONDITIONS OF USE The ICC-ES Subcommittee for the National Evaluation Service finds that the Premier Structural Panels described in this report comply with or are acceptable alternatives to those specified in the 2000 International Building Code®, the 2000 International Residential Code® the 2002 Accumulative Supplement to the International Codes'", the BOCA® National Building Code/1999, the 1999 Standard Building Code9 and the 1997 Uniform Building Code" subject to the following conditions Page 5 of 11 NER-633 FIGURE 1 TYPE S PANEL y&$&"'4vW. X . . > If/ %%&%>?••yyy^f^M I A *%£&/. >v• . s& v-. <fv:^;,r.jx-v;y>yv,. :/'";t FIGURE 2 TYPE I PANEL ^'^ Page 7 of 11 NER-633 TABLE 1 LOCATIONS OF PREMIER INDUSTRIES, INC/d b a Premier Building Systems 4609 70th Ave E Fife, Washington 98424 Premier Building Systems 3434 West Papago Street Phoenix, Arizona 85009-6733 Pulte Home Sciences 6600 Mount Elliot Street Detroit, Michigan 48211 LOCATION NUMBERS FOR PRODUCT IDENTIFICATION PB-31 PB32 PHS-01 TABLE 2 — TYPE S PANELS1 MAXIMUM ALLOWABLE TRANSVERSE LOADS(psf) PANEL CORE THICKNESS (inches) 31/-2 5M>2 7'/43 9V44 1 1 VS DEFLECTION '360 '240 '180 '360 '240 L/,eo '360 '240 L/,eo '360 '240 M80 '360 '240 MBO PANEL SPAN 8ft 40 55 60 50 80 80 60 85 85 80 85 85 95 95 95 10ft 30 40 55 40 60 60 60 75 75 65 65 65 75 75 75 12ft 20 35 45 30 35 45 40 60 70 50 55 55 50 60 60 14ft 15 25 35 25 30 40 35 50 60 40 50 50 50 65 65 16ft 10 15 20 20 30 35 25 40 50 35 45 45 50 50 50 18ft — — — 15 20 30 20 30 40 25 40 40 40 45 45 20ft — — — 10 15 20 15 25 30 20 35 40 30 40 40 22ft — — — .... — — 15 20 25 20 30 35 25 35 35 24ft — — — -- ... 10 20 25 20 25 35 20 30 35 SI 1 inch = 25 4 mm, 1 psf = 47 9 Pa 1 Floor panels shall have a minimum % inch thick top skin or a minimum 7/,6 inch thick top skin overlaid with minimum 7/]6 inch thick finish flooring perpendicular to the panels 2 31/2 inch and SVz inch core panels shall be limited to a maximum span of 12 feet when used in roof applications 3 7% inch core panels shall be limited to a maximum span of 14 feet when used in roof applications 4 91/4 inch and 11 % inch core panels shall be limited to a maximum span of 16 feet when used in roof applications Page 9 of 11 NER-633 TABLE 5 — TYPE S PANELS MAXIMUM ALLOWABLE AXIAL LOADS (plf) PANEL CORE THICKNESS (inches) 3% 51/2 7V4 PANEL SPAN aft 3500 4250 4915 10ft 2555 4040 4325 12ft 2450 3375 4475 16ft 2120 3920 4195 20ft — 2815 3495 24ft — — 3065 SI 1 inch = 25 4 mm, 1 plf = 14 6 N/m TABLE 6 — TYPE L PANELS MAXIMUM ALLOWABLE AXIAL LOADS (plf) PANEL CORE THICKNESS (inches) 3% 5Vz 7Vt PANEL SPAN 8ft 4725 5850 6850 10ft 3905 5890 6110 12ft 3095 4280 5555 16ft 2620 4310 5180 20ft — 2935 4835 24ft ... — 4080 SI 1 inch = 25 4 mm, 1 plf = 14 6 N/m TABLE 7 — ALL PREMIER WALL PANELS MAXIMUM ALLOWABLE POINT LOADS (Ibs)1 — — Standard Detail Additional Cap Plate1 11/2 inch Minimum Bearing Width 2040 4030 3 Inch Minimum Bearing Width 2450 4680 SI 1 inch = 25 4 mm 1 Ib = 4 45 N 1 See Figure 4 of this report FIGURE 4 — PREMIER CAP PLATE Premier Cap Plate standard 2* lumber 1WOSB or 1 1/8 OSL IRimboard) which has been rlppod to the overall width of the wall panel &o that the OSB skins of tho panel arc covered by the npped material Page 11 of 11 NER-633 TABLE 108 — PREMIER WALL PANELS1 2 MAXIMUM ALLOWABLE SHEAR WALL LOADS PANEL TYPE LorS LorS LorS MINIMUM OSB FACE THICKNESS 7/16 inch 7/,6 inch 7/16 inch ATTACHMENTS Top Plate 8d box nail 6 in oc 8d box nail 4 in o c -2 rows3 1 0d common nail 6 in o c -2 rows3 Bottom Plate 8d box nail 6 in oc 3d box nail 4 in oc 10d common nail 3 in oc Vertical Framing 8d box nail 6 in o c -2 rows4 8d box nail 4 in o c -2 rows4 1 0d common nail 6 in o c -2 rows4 Splines6 8d box nail 6 in oc 8d box nail 4 in o c 10d common nail 3 in o c - 2 rows SHEAR (Plf) 470s 7005 1010 SI 1 inch = 254 mm, 1 plf = 146 N/m 1 Framing lumber shall be a minimum of Douglas Fir-Larch having a minimum specific gravity of 0 50 2 Panel width shall be four feet Panel height shall be eight feet A minimum of two panels is required 3 A double top plate is required 4 A double stud or nominal 4x framing member is required 5 Limited to two panel walls 6 Splines are 7/16 inch by 4 inch OSB TABLE 11 — PREMIER PANELS1 MAXIMUM ALLOWABLE DIAPHRAGM LOADS MINIMUM OSB FACE THICKNESS 7/)6 inch 7/,6 inch ATTACHMENTS Panel Supports2 Fasteners PBS Screw5 PBS Screw5 Spacing 12 inches 3 inches Panel Joints - Top Only3 Fasteners 8d nail 8d nail Spacing 3 inches 2 inches Panel Joints - Top & Bottom4 Fasteners 8d nail 8d nail Spacing 6 inches 4 inches SHEAR (Pit) 425 510 SI 1 inch = 25 4 mm 1 plf =14 6 N/m 1 The maximum panel height-to-width ratio shall be 41/z 1 2 See Figure 5 of this report 3 See Figure 6 of this report 4 See Figure 7 of this report 5 Premier Building Systems specially designed "Big Blue" screws FIGURE 5 FIGURE 6 Section A Section C OSB Skins FIGURE 7 DETAILS Structural Insulated Panels FOAM FILLER RI03E CAR " R-3S> PREMIER ROOF -XPAf .- FOAM ^ 'EMISR UJALL PANEL Cv. VAPOR BARRIER PER USC '/," (3VR5UM BOARD CHASE FOR ELECTRICAL 3/4" MIN OVERALL SU3 FLOOR \ \ \ \ S" R-3<2> PREMIER FLOOR PANEL -&*&&& "~~~"'«" R»G,0 Sg°** 1 ceojK ' 2*3 ^laik PREMIER BUILDING SYSTEMS Manufacturing Locations: Northwest 4609 70th Ave East Fife, WA 98424 800-275-7086 Fax 253-926-3992 Email pbsmail@premier-mdustries com Southwest 3434 W Papago St Phoenix, AZ 85009 800-240-6691 Fax 602-269-6999 Email pbsmail@premier-industnes com Thank you for choosing Premier to assist in your construction project You have joined thousands of architects, contractors, building and home owners who have experienced many benefits through Premier's Structural Insulated Panel System Below are listed a few suggestions that may aid your panel project The details listed in this book are provided as a general guideline only Details relating to your project will be provided on your project specific shop drawings As with any individual design, engineering may dictate changes in panel details or configuration These shop drawings should be reviewed in great detail to aid m assembly and root out design inconsistencies The design professional, general and framing contractors all have a role in this important process Premier's Design Manual covers loading criteria and is readily available to the design professional in hard copy, diskette or downloadable file format from our website at www pbspanel com Local codes, climates and practices will direct the designer or contractor in the application of ventilation, house wraps, vapor barriers, exterior finishes and thermal barriers Do not hesitate to contact a Premier representative for technical data sheets Premier has many resources to aid in the successful and timely "dry in" of your project The key to this success is good communication Along with our engineers, we will strive to provide you with the most current information in this quickly changing market place Our staff is prepared to spend time in your home, at your office and on your jobsite to help your project start smooth and finish strong Please contact us early and often to ensure that all of our tools get used accordingly Thanks again for choosing Premier' TECHNICAL ASSISTANCE PBS - PHOENIX PBS-FIFE PBS-TECH CENTER 1-800-240-6691 1-800-275-7086 1-800-469-8870 Construction for the 21st Century www.pbspanel.com TABLE OF CONTENTS General Details Detail Number PBS-001 PBS-002 PBS-003 PBS-004 PBS-005 PBS-006 PBS-007 PBS-008 PBS-009 PBS-010 PBS-011 PBS-012 Detail Number PBS-101 PBS-102 PBS-103 PBS-104 PBS-105 PBS-106 PBS-107 PBS-10S PBS-109 PBS-110 PBS-111 Detail Number PBS-201 PBS-202 PBS-203 PBS-204 PBS-205 PBS-206 PBS-207 PBS-208 PBS-209 PBS-210 Detail Number PBS-301 PBS-302 PBS-303 PBS-304 PBS-305 PBS-306 PBS-307 PBS-308 PBS-309 PBS-310 PBS-311 PBS-312 PBS-313 PBS-314 PBS-315 PBS-316 Floor/Foundation Details Wall Details Roof Details Subiect Overview Section Overview Section Typical Timber Frame Details Panel to Steel Connection Premier Spline Connection I-Joist Spline Connection Double 2x Lumber Connection Spline Fastened at Top Only Panel to Plate Connection Cap Plate Wall Panel Corner Connection Wall Panel Angled Corner Subiect Recessed Sill Plate Capillary Break on Slab Panel/Foundation Connection Hold Down Connection Strap Hold Down Connection Foundation Framing Foundation Framing Panel Floor Blocking Floor Blocking Platform Framing Platform Framing Subiect Insul-Beam Header Panel as Header Typical Panel Wall Typical Opening Framing Truss Bearing Standard Electrical Chases Electrical Box Installation Interior Wall Connection Typical Cabinet Connection Island Vent Detail Subiect Beveled Block Wall/Roof Beveled Block Wall/Roof Beveled Wall/Roof Connection Ridge Cap Detail 12 12 Pitch Ridge Detail Roof Valley Connection Parapet Detail 2x Panel Joint Connection I-joist Panel Connection Roof/Floor Openings Roof Penetrations Vented/Non-Vented Insul-Lam Floor/Roof Fastening Patterns Eave Details Roof to ICF Wall Connection Roof Ledger THE PREMIER WAY 1 Handle panels with care 2 You must inventory panels upon delivery. 3 Always provide adequate support for panels when storing them Store panels laying flat and covered 4 Keep tube Mastic warm for best results in cold weather. 5. Apply Mastic along the leading edge of lumber being installed into panels. 6 Use only PBS approved Mastic. 7. Provide level and square foundations or floors that support both skins of wall panels. 8 Hold bottom plate back from edge of rim board 7/16" to allow full bearing of OSB skins for wall panels. 9. Drill 11/2" diameter access holes in bottom and top plates to align with electrical wire chases in panels. 10. Provide adequate bracing of panels during installation. 11. Sweep debris from plate area prior to Mastic and panel placement 12 Do not install panels directly on concrete without a capillary break See foundation/slab details 13 Minimum 11/2" bearing on both ends of any panel placed in a horizontal position 14. Do not lift panels by top skin 15. Do not put plumbing in PBS panels. 16. Consult your HVAC professional for proper ventilation and indoor air control design or the building department for local code compliance. 17 Read shop drawings and fully understand all details prior to framing. 18. Consult your building department or architect for vapor barrier design 19. Straps and hold downs must be installed as specified by engineer 20 Always verify requirements imposed by the code jurisdiction or local building department 21 Foam all penetrations in panels, including electrical boxes 22. A vapor retarder is always required in cold climate residential applications on warm side of the panel. It is also required in climates where retardants are called out by code. 23. Panels must be covered with weather resistant material after installation. q a 2SO ^ z om z z ff» 73 CD CO CO CO TYPICAL HEADER HEIGHTS CO UJ 1H9I3H a3QV3H IVDIdAi CO CO CO CO "73GOCDcn OOOrnCDrn/o cn rn CD in l> ItoZ)toQLLJLUQLLU toI8i±£Iu§CD£s"illa. 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co -oreOJ3 03-° E03 -P0) ZiTO 0) ^ E5-c £ E wJS c i «^ <^ 003 jz x:•a - 30 CO T3 -=2-Do "O032 ^°«1 S §n -C Ou -oD) -D3sO tO03 QjS S0)CD)*- COJ-g£ 0)£ £"S o CO_u_§^ S3^^0^0) >>-^ 03denC~° 'Ee ™E vE Q.-CO TJ oC 0)03 O" a_ 4—JZ OiiIi£u(U O-Q .c03 05.«« O•K !-03 JZ-C -i-1(L) Fj<: c03 0)E Ql CO•5.05 oc ro liis 892l?>:55667788889.9 ^ 5 o Panel Headers (continuous)Panel Headers (non-continuousiesiesGuideCapacio a) ™ S1 Q. g TO oC!) -^^ CO Beamheasaler&htswningoadsSLckInsRaWindR-VScrew LengPanel WeigNail Withdra« Csi^ Ss: I 9^ ^o roco co s » S i»Q- — — ^III!H Q »s.S £ s f*i sI CO CD TECHNICAL BULLETIN TABLE OF CONTENTS Bulletin No LOADS 1 Short Span Load Design Chart for Transverse High Load Conditions 2 Point Load Conditions on Panel Walls 3 Roof Panels in Cantilever Conditions 4 Wall Panel Design Loads 10 Premier Panel Used as Headers 13 Premier Panels with I-Joists 15 Wind Speed vs Pressure 18 Type S Panel Capacities 19 Type L Panel Capacities 22 Diaphragm Capacity of PBS Panels FASTENERS 5 Staple Use in Panel Connections 6 Premier Panel Fasteners 11 Screw Fastener Capacities in OSB 12 Nail Withdrawal Capacities in OSB ASSEMBLIES 7 Fire Resistive Assemblies 8 Wiring Premier Panels 9 Mechanical Ventilation of SIP Structures 17 Recessed Lights in Premier Panels 28 Vapor Retarders with PBS Residential Panels MISCELLANEOUS 14 Premier Panel Mastic Usage 16 Premier Panels & Off-Gassing 20 PBS Splines 23 Combustion Toxicity of PBS Panels 24 Attachment of Exterior Claddings to PBS Panels 25 Sound Transmission 26 Beam Pockets in PBS Panels 27 Venting of PBS Roof Panels PAGE 1 OF 1 PREMIER BUILDING SYSTEMS - A I/1.1IHI- COMPANY TECHNICAL CENTER TOLL FREE 8OO 275 7086 - www PBSSIPS COM ESS TECHNICAL BULLETIN BULLETIN # 1 A DATE JANUARY 23 1998 REVISED JULY 1 2, 2007 SHORT SPAN LOAD DESIGN CHART FOR TRANSVERSE HIGH LOAD CONDITIONS Premier Building Systems has completed full scale transverse load testing of our structural building panels at an independent code recognized testing agency This testing was designed to determine the transverse load carrying capacities of our panels when subjected to extreme load conditions found in roof and floor applications Premier's panels are capable of carrying substantial loads using various methods of connecting the panels, however maximum spans and load carrying capacity are achieved when a double 2x-sphne connection is utilized The detail for this application can be found within the Details Booklet All panels tested and represented in following Load Design Chart are based on the double 2x connection where all 2x's are continuous through the length of the panel as shown in the details Panels with Double 2x's 4' o c (Hem-Fir #2) EPS Core Thickness 3 y2" 5 l/2" 7 VS 9 1A" 11 1A" Deflection L/360 L/240 L/180 JL/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 4' Span (psf) 98 215 298* 241 288* 288* 241 288* 288* 274 326* 326* 326* 326* 326* 8' Span (psf) 45 67 90 128 182* 182* 168 188* 188* 188* 188* 188* 188* 188* 188* * Ultimate load divided by a safety factor of three (3) Note 4' span is a minimum 2 span condition PAGE 1 OF 1 PREMIER BUILDING SYSTEMS A t/Limu COMPANY TECHNICAL CENTER -TOLL FREE 8OO 275 7086 - www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 2A DATE MARCH 12 1998 REVISED JULY 12, 2OO7 POINT LOAD CONDITIONS ON PANEL WALLS Premier Building System's panel products are being used in many types of structures as a structural wall In this application, it is essential to understand the axial capacities of the panel wall and how the load is transferred into a wall panel In structures where a panel roof system is transferring the roof load to the wall panel, the load transfer is continuous over the length of the wall Axial capacities found in our load design charts can be utilized as the maximum design loads However, there are many applications where the load being transferred into a wall panel from the roof or a floor is accomplished through a structural component such as a truss or a beam, which places a point load on the wall panel Premier Building Systems has conducted full-scale destructive tests at an independent code recognized laboratory to determine the point load capacities for our panel products When conducting the tests, it was determined by the engineers that one of the worst case scenarios in which wall panels are subjected to are typical 2x trusses transferring loads through the narrow edge of the 2x chord onto a 3 5" core panel Following our typical detail for wall panel installation, a series of tests were conducted to determine the point load capacity If a standard panel this data is shown in the chart below Once values were determined for a tandard panel a second series of tests were conducted by the independent laboratory on a standard 3 5" wall that had an additional plate fastened to the top of the panels This plate can be either standard 2x SPF lumber, 1-1/8" OSB(Oriented Strand Board) or 1-1/8" OSL(Onented Strand Lumber) i e Rimboard, which has been ripped to the overall width of the wall panel so that the OSB skins of the panel are covered by the ripped material Placement of this additional top plate substantially increases the point load capacity of a panel and is shown below To calculate the point load that a member will be placing on a panel, it is necessary to take into account the intended live and dead loads and the tributary area that the member is designed to carry An example would be the placement of roof trusses 2' o c which is spanning 60' with only the exterior panel walls as support and the trusses extending 2' beyond the wall for the overhang For this example, let's assume that the live load for the roof is 35 psf and the dead load is 10 psf In this situation, each truss is placing a point load on the panel wall of 2880 pounds which is in excess of the design point load allowed for standard detailed panels However, this is allowed for panels with the additional top plate, as shown below Another example would be the same roof with a bearing wall running down the center of the structure, therefore, providing an additional bearing point for the trusses In this scenario the panel walls are subjected to a point load of 1530 pounds which falls within the design recommendations for a standard detailed panel wall PAGE i OF 2 PREMIER BUILDING SYSTEMS A i*&LHHI!! COMPANY TECHNICAL CENTER - TOLL FREE 8OO 275 7O86 - www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 2A DATE MARCH 12 1998 REVISED JULY 12 2O07 Point Load Design Values Standard Detail Additional Top Plate 1 Vz" Minimum Bearing 2040 Ibs 4030 Ibs 3" Minimum Bearing 2450 Ibs 4678 Ibs Design loads reflect ultimate load divided by a safety factor of three (3) Loads in excess of the above require posts under the point load Posts to be designed by an engineer PAGE 2 OF 2 PREMIER BUILDING SYSTEMS - A PE'Llim. COMPANY TECHNICAL CENTER-TOLL FREE 8002757086 www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # SA DATE JULY 23, 1998 REVISED JULY 12 2OO7 ROOF PANELS IN CANTILEVER CONDITIONS Structural Insulated Panels produced by Premier Building Systems are used in many applications in which the panel creates the eave and gable end overhangs on a roof This assembly is a cantilever condition, given the one end of the panel is not supported The use of panels to create the overhangs is advantageous as it speeds the construction of the project and saves labor costs associated with hand framing Some areas of the country use relatively small eaves while other portions of the country prefer larger overhangs Premier Building Systems has had their structural insulated panels evaluated through a series of full scale destructive tests at an independent code recognized laboratory to determine the capabilities of Premier Panels in cantilever applications These full scale tests followed ASTM E-72 parameters for loading and monitoring deflection of the tested panels The following addresses the capabilities of Premier Panels when installed in a cantilever application for roof overhangs When evaluating overhangs or cantilevers we must consider how the panel is to be used on the roof The two applications that are possible include having the panel parallel to the support wall (FIGURE 1) and having the panel perpendicular to the support wall (FIGURE 2) Panels installed perpendicular to the support wall are capable of supporting greater overhangs £IG.USE_1 Roof poneis Max-*- FIGURE 2 Wall panels Support Beam not shown 4 Max Type S Wall panels • Roof panels * 2' Max -l-Bsam or double 2x spline • Suppoit Beam no1, shown X=6 Vox. with l-Seoms or double 2xs. 4 oc Y= Mln of 2*X le 8' for X=4 or 12 for X=6 nounr 3 4 Max Type S I Wall panels — Roof ponels 4 Max- \ x— Support Beam not shown Premier Panels used to create overhangs on gable end walls or on eave applications where the panel is parallel to the support wall can be used up to 2' in unsupported overhangs (FIGURE 1) Panels used parallel to the support wall can support loads that are twice the maximum live load allowed for Type S panels in the load design charts for an 8' span An example would be a 7 %" core panel with an 8' span listed at 74 5 psf in the code evaluation report Therefore, the load carrying capacity for the 2' overhang is 149 psf PAGE 1 OF 2 PREMIER BUILDING SYSTEMS A Ml! II HI" COMPANY TECHNICAL CENTER - TOLL FREE 80O 275 7O86 - www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # SA DATE JULY 23 1998 REVISED JULY 1 2 2OO7 Applications that allow for 8' panel widths may have overhangs of up to 4' when applied parallel as described above (FIGURE 3) Four-foot overhangs of this type have load capacities equal to the live load of that panel thickness with an 8' span Standard sphned or Type S Panels (detail PBS-005) that are perpendicular to the support wall are capable of supporting 4' horizontal span overhangs provided the panel extends back onto the roof a minimum of twice the distance of the overhang span These unsupported overhangs are capable of supporting the live load value found in the code evaluation report for that thickness panel at an 8' span An example would be a 9 V4" core panel used to create a 4' overhang will carry loads up to 81 psf In situations where increased loads are required or where an overhang greater than 4' is desired, Premier Panels that utilize double 2x's or wood I-beams as the splming mechanism (PBS-006 or PBS-007) can be used These applications are created when the panels are perpendicular to the support wall and the panels extend back on to the roof to a support, a minimum distance of twice the length of the overhang When the double 2x or wood I-beams are used at a frequency of 4'o c , as the attachment spline between panels, overhangs of up to 6' can be achieved Overhangs of 4' are capable of carrying twice the live load listed in the code evaluation report for a Type S panel at a span of 10' A 6' overhang will support the total load listed for that panel thickness, Type S panel, at a span of 8' An example, 7 %" core panel with wood I-Beams 4' o c can support 115 psf on a 4' overhang and 84 psf on a 6' overhang Greater loads can be achieved if the double 2x's or wood I-beams are used at a frequency of 2'o c Overhangs of up to 6' feet of horizontal projection are possible As stated earlier, the panel assembly must extend back onto the roof, to a support, at a minimum twice the intended overhang horizontal span With 2' o c 2x's or wood I-beams a 4' span will support the twice the live load listed for the panel thickness at an 8' span Six-foot overhangs of this type will support twice the live load listed for a 10'span The above information is to be used in the design of roof overhangs only In all cases the load carrying capacity of the panel assembly represents a value that is less than the ultimate load divided by a safety factor of 3 PAGE 2 OF 2 PREMIER BUILDING SYSTEMS - A Knil-M' COMPANY TECHNICAL CENTER - TOLL FREE 80O 275 7O86 www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 4A DATE AUGUST 6 1998 REVSSED JULY 12 2OO7 WALL PANEL DESIGN LOADS Building materials that are utilized to create structural components such as walls are subject to a combination of loads Wall assemblies must be able to withstand axial forces, while at the same time resisting a bending load Most building materials including concrete, steel lumber and other engineered wood products determine their acceptability for application, in an assembly, through the use of a well-known engineering formula known as the Unity Equation The Unity Equation takes into account the ultimate load capacity for a product in both the axial and transverse directions These ultimate loads are divided by a factor of safety which yields design values In determining if a product is acceptable for use, the product must meet the following formula fa (Design Axial Load! Fa (Allowable Axial Load) + fb (Design Bending Load) Fb (Allowable Bending Load ri • Premier Building System's panels have under gone extensive testing that allows design rofessionals to utilize this engineering formula in their work with Premier Panels Premier iuildmg Systems has been amassing the necessary data through full scale destructive testing at independent code recognized laboratones Attached is a compilation of this data in the form of a Load Design Chart The chart has been put together with the design axial load listed on top and the design transverse load beneath PAGE 1 OF 3 PREMIER BUILDING SYSTEMS - A f/l'H'Hf- COMPANY TECHNICAL CENTER - TOLL FREE 8OO 275 7086 - www PBSSIPS COM E55IKS5 TECHNICAL BULLETIN BULLETIN # 4A DATE AUGUST 6 1998 REVISED JULY 12 2007 WALL PANEL ALLOWABLE DESIGN LOADS TYPE S Panels Panel Core 3 %" 5 !/2" 7 %" 9 %" 1 1 !/," Axial Load Plf Trans Load psf Axial Load plf Trans Load psf Axial Load Plf Trans Load psf Axial Load plf Trans Load psf Axial Load Plf Trans Load psf 8' 3500 61 4250 80 4917 85 4200 86 3890 94 10' 2553 57 4042 60 4325 75 4200 65 3890 76 12' 2452 45 3373 46 4473 69 4200 57 3890 59 16' 2118 21 3358 34 4194 50 4200 46 3890 51 20' N/A N/A 2817 21 3496 31 3389 39 3890 39 24' N/A N/A N/A N/A 3067 24 3247 34 3333 33 AxiaZ loads represent ultimate divided by a safety factor of 3 Transverse loads are less than or equal to L/ 1 80 deflection or ultimate load divided by a safety factor of 3 Loads do not reflect secondary effect o/PA PAGE 2 OF 3 PREMIER BUILDING SYSTEMS - A f/1'l'IHI'1 COMPANY TECHNICAL CENTER TOLL FREE 8OO 275 7O86 - www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 4A DATE AUGUST 6 1998 REVISED JULY 12, 2OO7 WALL PANEL ALLOWABLE DESIGN LOADS TYPE L Panels Panel Core 3 %" 5 Va" 7 %" 9 %" 1 1 Vi" Axial Load Plf Trans Load psf Axial Load Plf Trans Load psf Axial Load Plf Trans Load psf Axial Load Plf Trans Load psf Axial Load Plf Trans Load psf 8' 4723 91 5849 182 6850 188 5470 188 4500 188 10' 3903 61 5889 112 6111 133 5470 147 4333 167 12' 3094 45 4278 80 5556 117 5470 134 4167 153 16' 2350 23 4311 49 5181 80 5470 108 3750 110 20' N/A N/A 2933 29 4835 44 5470 68 3750 83 24' N/A N/A N/A N/A 4082 24 4250 53 3333 70 AxiaZ loads represent ultimate divided by a safety factor of 3 Transverse loads are less than or equal to L/180 deflection or ultimate load divided by a safety factor of 3 Loads do not reflect secondary effect of PA 2x's are spaced at 4' on center PAGE 3 OF 3 PREMIER BUILDING SYSTEMS - A I/UIHI" COMPANY TECHNICAL CENTER TOLL FREE 8OO 275 7O86 www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # BA DATE OCTOBER 2 1998 REVISED JULY 1 2 2OO7 STAPLE USE IN PANEL CONNECTIONS Premier Structural Building panels typically uses 8d nails at 6" on center for the connection of splines and plates as shown in the Details Book Many contractors prefer to use staples as the typical fastener for their projects Staples maybe used instead of 8d nails provided they meet the following criteria Minimum Staple Length = 1- Va" 14 gauge - 6" on center 16 gauge - 4" on center Chisel point staples are preferred The suggested size and spacing for the staples is an equivalent to the typical 8d nails Each project should be reviewed to make sure that the minimum nailing patterns satisfy design conditions High diaphragm loads may require more fasteners depending on the diaphragm design loads PAGE 1 OF 1 PREMIER BUILDING SYSTEMS A f/l'!lim- COMPANY TECHNICAL CENTER TOLL FREE 8OO 275 7O86 www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # O6A DATE OCTOBER 7, 1998 REVISED JULY 1 2 2OO7 PREMIER PANEL FASTENERS Premier Building Systems has completed the development of a panel fastener This fastener was developed specifically, for the attachment of Premier panels to beams, purlins and posts made of wood and soft iron Premiers Panel fastener uses state of the art tempering and coating technology to create a #15 screw that drives easily into hard woods, engineered woods and soft steel without bending, breaking or stripping out the multi-lobed head The screw is corrosion resist and passes more than 15 cycles in the industry standard "Kesternich cabinet" The screw has been designed with an aggressive thread pattern that demonstrates excellent pull out resistance In independent code recognized laboratory testing, Premier Panel fasteners exhibited 980 pounds of pull-out resistance when installed 1" into a typical SPF#2 2x4 The laboratory also checked the screw for resistance to shear The test was designed to simulate a worse case scenario where a 14" Premier Panel fastener was driven through a 12"thick panel and into SPF#2 dimensional lumber The fastener withstood over 830 pounds of force without shearing The failure mode was the screw pulling through the OSB The use of the Premier Panel fastener is specified in the Premier Panel Details Book Wall nnections require that screws be utilized 2' on center The frequency of panel fasteners Squired to anchor roof panels is dependent on the imposed loads the panels must resist and the number of attachment points available See the Premier Panel Details Book for recommendations and follow the requirements specified on the shop drawings The Premier Panel fastener can be used in light gauge steel framing up to %" thick Different points are used on the Premier Panel fasteners that are used in these light gauge steel applications, so you will want to check with your Premier Building System representative for the requirements of your specific project PAGE 1 OFi PREMIER BUILDING SYSTEMS - A figT'HtUT COMPANY TECHNICAL CENTER TOLL FREE 80O 275 7O86 - www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 7 A DATE OCTOBER 7 1998 REVISED JULY 1 2 2OO7 FIRE RESISTIVE ASSEMBLIES Premier has conducted the most extensive fire assembly testing in the SIP Industry As a result of this destructive testing, we can document the performance of Premier Panels under the rigorous test standards of ASTM - El 19, ASTM - E84 and UBC 26-3 One Hour fire resistive assemblies are achieved by combinations of underlying structure and protection of that structure by Gypsum Wall Board Residential structures are typically required to meet a fifteen minute standard That standard is commonly met by applying 1A" layer of gypsum drywall over Premier Building System panels Commercial and multi-family structures can be required to meet one-hour fire resistive standards These prescriptive assemblies are listed in the UL Fire Resistive Assembly Book, but can be summarized as follows, 1 ) Two layers of 5/8" Type X gypsum, attached per Premier's code report, over Premier panels with either spline or lumber connections 2 ) One layer of 5/8" Type C gypsum, attached per Premier's code report, over Premier panels joined with dimensional lumber or solid engineered wood products As with any fire resistive issue, the local jurisdiction requirements will vary by region You should contact your local building department to determine requirements and involve the Premier Sales and Technical team early in the design process in order to satisfy any concerns by either the building department or the design professional PAGE 1 OF 1 PREMIER BUILDING SYSTEMS A I/I.HUI COMPANY TECHNICAL CENTER-TOLL FREE 8002757086 www PBSSIPS COM R55SSS5 TECHNICAL BULLETIN BULLETIN # OSA DATE OCTOBER 1 1998 REVISED JULY 12 2OO7 WIRING PREMIER PANELS The Structural Insulated Panels manufactured by Premier Building Systems are both simple and easy for electricians to wire It does require a small amount of advance planning l-Va" diameter wiring chases are provided in the panel cores for quick access by the electricians The chases are, typically located, at 16" and 45" off the finished floor as well as vertically 4' on center These locations as well as any custom chases should be verified during the shop drawing phase Type NM-B cable, as labeled by Underwriters Laboratories, pass UL-719 that mandates a maximum conductor temperature of 90°C (194°F) The conductor temperatures under normal loads will not exceed 60°C, due to the restrictions on amperage loading and breaker sensitivity The wiring used for most residential and light commercial structures, commonly referred to as "Romex", is widely available with the NM-B designation labeled by UL, and is acceptable for use with Premier Building System panels PAGE 1 OF 1 PREMIER BUILDING SYSTEMS A 1/I.Hl-U COMPANY TECHNICAL CENTER -TOLL FREE 80O 275 7O86 - www PBSSIPS COM TECHNICAL BULLETINBUILDING BULLETIN # 9A DATE OCTOBER 2 1998 REVISED JULY 1 2 2OO7 MECHANICAL VENTILATION OF SIP STRUCTURES As we insulate and seal homes to achieve greater levels of comfort and energy independence, Premier panels have proven themselves to be the most cost effective and stable method of construction Although this simplified process of super-insulation has shown positive impacts on the quality, comfort and energy savings of structures, it has also created the need for controlled ventilation Many of today's indoor airborne pollutants can be effectively controlled, and ultimately increasing the comfort and hvability of a structure Mechanical ventilation has proven effective in mitigating fumes from combustion appliances, radon, formaldehyde and even pollutants such as excess humidity and tobacco smoke Established levels of humidity are governed by region A rough rule of thumb is to limit the relative humidity, in the interior of a building to 50 This will be low enough to inhibit mold or mildew based pollutants yet high enough to reduce low humidity pollutants like dust mites In order to remove the contaminated air, a means of exhaust is essential Typically, that exhausted air is replaced with fresh air from outside the structure Several methods of accomplishing this are available They are listed as follows 1 ) Air to air heat exchangers - These small units generally draw air from source areas like kitchens and bathrooms where excess humidity is created Moisture laden warm air is carried through ducts to the unit where it transfers the heat through a core, similar in function to the radiator of a car, while carrying the moisture out of the structure Thus, the exhaust air tempers or pre-heats the cold unconditioned but fresh air that is coming in from outside These units are also known as HRV's or Heat Recovery Ventilators 2 ) Exhaust only systems - These units come in many shapes and sizes from, simple one room units to multiple duct whole house exhausts These units typically exhaust the stale air and rely upon natural infiltration to replace the exhausted air They can create a negative pressure in the structure 3 ) Ventilating windows - These windows use a small grille to both exhaust and replace air in a house They are manually operated and can be used in selected windows or in every window in a home 4 ) Air Cleaners - These units run the gamut from inexpensive table top versions to very sophisticated whole house systems They are used to remove particulate pollutants but generally are not designed for the removal of gaseous pollutants Typically these are not recommended for either humidity or radon control PAGE 1 OF 2 PREMIER BUILDING SYSTEMS - A l/LUl-H- COMPANY TECHNICAL CENTER TOLL FREE 8OO 275 7O86 - www PBSSIPS COM ESSSJIS TECHNICAL BULLETIN BULLETIN # 9A DATE OCTOBER 2, 1998 REVISED JULY 1 2 2OO7 Whatever your choice in mechanical ventilation, your design professional should be involved in any indoor air quality maintenance design Several sources are available for in depth, objective, information on the subject of air quality Some are listed below National Center for Appropriate Technology PO Box 2525 Butte, MT 59702-2525 (800) 428-2525 Energy Efficiency and Renewable Energy Clearinghouse PO Box 3048 Mernfield VA22116 (800) DOE-EREC PAGE 2 OF 2 PREMIER BUILDING SYSTEMS A t/t.UHi" COMPANY TECHNICAL CENTER - TOLL FREE 8OO 275 7O86 - www PBSSIPS COM BULLETIN # 1 OA TECHNICAL BULLETIN DATE OCTOBER 7 1998 REVISED JULY 12 2OO7 PREMIER PANEL USED AS HEADERS When erecting structures that utilize Premier Panels for the wall assemblies, several options are available to the contractor when a window, door or other opening requires a load to be carried over the opening Typically, a situation of this type requires a header Premier Panels allow the contractor several options that include, Premier's Insulbeam II, using the panel as a header, or the use of conventional materials for the header Premier' Insulbeam II and the use of the panel as a header are best suited for panel applications since both provide insulation in the header area In any situation where a header is used, the load carrying capacity of the header assembly must be established and determined acceptable for the intended application The following charts provide the necessary design information required for a designer, engineer or contractor to determine whether a panel can be used as a header Condition # 1 - Panel is continuous over the opening - No Splines HEADER SPAN 4' 6' 8' 10' DEFLECTION L/480 L/360 L/240 L/480 L/360 L/240 L/480 L/360 L/240 L/480 L/360 L/240 HEADER DEPTH 12" (Plfl 740* 740* 740* 385* 385* 385* 229* 229* 229* 142* 142* 142* 18" (Plf) 798* 798* 798* 574* 574* 574* 385* 385* 385* 311* 311* 311* 24" (Plf) 886* 886* 886* 629* 629* 629* 429* 429* 429* 361* 361* 361* * Ultimate failure divided by a safety factor of three (3) PAGE 1 OF 2 PREMIER BUILDING SYSTEMS A f/I.HHi- COMPANY TECHNICAL CENTER TOLL FREE 8OO 275 7O86 www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 1 OA DATE OCTOBER 7 1998 REVISED JULY 12 20O7 Condition #2 - Panel is not continuous over the opening - Splmed HEADER SPAN 4' 6' 8' 10' DEFLECTION L/480 L/360 L/240 L/480 L/360 L/240 L/480 L/360 L/240 L/480 L/360 L/240 HEADER DEPTH 12" (plf) 345 450 630 243 295 382 156 190 236* 99 125 153* 18" (Plf) 705 750* 750* 388 482* 482* 254 302* 302* 235 281* 281* 24" (Plf) 698 895* 895* 582* 582* 582* 368* 368* 368* 350* 350* 350* * Ultimate failure divided by a safety factor of three (3) In cases where a concentrated load is placed over an opening or the design loads exceed the capacity of the panel header, Premiers Insulbeam II should be used If these header options do not work, other engineered header assemblies will need to be considered PAGE 2 OF 2 PREMIER BUILDING SYSTEMS - A ^.Hl-U- COMPANY TECHNICAL CENTER TOLL FREE 8OO 275 7O86 - www PBSSIPS COM TECHNICAL BULLETINBUILDING BULLETIN # 1 1 A DATE DECEMBER 13 1998 REVISED JULY 12 2OO7 SCREW FASTENER CAPACITIES IN OSB In order to finish a project that utilizes Premier Panels for the walls and roof of the structure, many types of materials need to be fastened to the panels These materials can include, siding, roofing materials, other structural elements, cabinets, and a host of other items In many of these applications screws are the preferred fasteners Data on the pullout and lateral withdrawal capacities of screws into OSB have not been readily accessible To help clarify the performance of screws installed in OSB, a major manufacturer of OSB, took it upon itself to generate data on various screws installed in OSB The OSB was exposed to three different environments Fifteen repetitions of both direct and lateral withdrawal of each screw type, in each of the three environmental conditions were conducted The following tables summarize the lowest, ultimate average, value achieved for a particular screw type when installed in three different thicknesses of OSB AVERAGE DIRECT WITHDRAWL (PULLOUT) - Ibs SCREW SIZE #6 Deck Screw #8 Deck Screw #10 Deck Screw #12 Roofing Screw #14 Roofing Screw 7/1 6" OSB 177 182 198 190 177 5/8" OSB 272 309 355 312 340 3/4" OSB 324 359 363 360 393 These values are ultimate values Appropriate safety factors should be applied to obtain design values AVERAGE LATERAL WITHDRAWL (SHEAR) - Ibs SCREW SIZE #6 Deck Screw #8 Deck Screw #10 Deck Screw #12 Roofing Screw #14 Roofing Screw 7/1 6" OSB 198 118 143 436 466 5/8" OSB 273 197 260 581 630 3/4" OSB 295 224 301 561 797 These values are ultimate values Appropriate safety factors should be applied to obtain design values PAGE 1 OF 1 PREMIER BUILDING SYSTEMS A l/l.um- COMPANY TECHNICAL CENTER-TOLL FREE 8OO2757O86 www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 12A DATE DECEMBER 18 1998 REVISED JULY \ 2, 2OO7 NAIL WITHDRAWL CAPACITIES IN OSB With the use of Premier Building Systems Structural Insulated Panels there are numerous instances where the attachment of finishing materials such as shingles, siding, drywall etc is required The application of these materials is typically accomplished through the use of conventional nail products Data pertaining to the pullout resistance of nails in OSB is not readily available To provide data on direct withdrawal resistance of nail fasteners placed into the face of Premier Panels, Premier Building Systems contracted with an independent code recognized testing firm to conduct withdrawal tests following standard ASTM D1037 procedures The following is a summary of the average ultimate values achieved for various nail fasteners placed into 7/16" OSB AVERAGE DIRECT WITHDRAWAL (PULLOUT) - Ibs. NAIL SIZE & DESCRIPTION 4d ring shank-drywall nail 6d smooth galvanized Roofing Nail-smooth galvanized 8d smooth coated sinker 8d smooth galvanized spiral shank 8d galvanized ring shank 8d smooth galvanized 8d bright box lOd galvanized ring shank 16d smooth galvanized 16d bright box AVG ULTIMATE PULLOUT 133 59 51 150 112 77 65 107 164 63 90 These values are ultimate values Appropriate safety factors should be applied to obtain design values This data has been compiled to provide manufacturers, designers and engineers with values for assessment of fastener requirements PAGE 1 OF 1 PREMIER BUILDING SYSTEMS - A I'CT'HtW COMPANY TECHNICAL CENTER TOLL FREE 8OO 275 7O86 www PBSSIPS COM BULLETIN # 1 SA TECHNICAL BULLETIN DATE MARCH 10 1999 REVISED JULY 12 2O07 PREMIER PANELS WITH I-JOIST'S In an effort to offer our customers the optimum in energy efficiency, Premier Building Systems utilizes APA rated I-Joists in our structural insulated panels By utilizing the I-Joist spline, PBS minimizes the amount of material that is in contact with both the interior and exterior faces of the panels because only the web of the I-Joist is continuous between the flanges of the I-Joist Premier Building Systems has conducted full-scale destructive transverse load testing with an independent code recognized testing laboratory to determine the capacity of our Type I panels for various spans The following load chart summarizes the testing PBS has completed It should be noted that when an I-Joist is used as a spline member it is spaced at 4' on center and extends the full length of the panel See PBS detail PBS-309, in the PBS Details Book The minimum bearing required to support the panel ends is l-Vfe" In the case of a single span roof panel, the 2x blocking at the top and bottom of the panel will not be continuous because the I-Joist extends to the panel edges Premier Panels Type I Transverse Load Design Chart Panel Core Thickness 7 1/4" 9 1/4" 11 1/4" Deflection L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 Panel Span (ft) 4 132 318* 318* 197 318* 318* 258 318* 318* 8 136 148* 148* 164* 164* 164* 143* 143* 143* 10 93 107* 107* 124* 124* 124* 103* 103* 103* 12 60 91 92* 72 107* 107* 86 93* 93* 14 48 70 85 66 96* 96* 83 85* 85* 16 40 54 54 61 84* 84* 77* 77* 77* 18 29 42 48 48 70 76* 61 68* 68* 20 21 31 41 34 49 65 42 59* 59* 22 19 27 36 29 43 56 37 54* 54* 24 16 23 30 24 36 47 32 47 49* Note * indicates ultimate/ 3 for the capacity 4' values based on minimum two span condition I- Joists are spaced 4' on center Panels require a minimum of l-Vs" of bearing PAGE 1 OF 1 PREMIER BUILDING SYSTEMS A l/I.Hl-il- COMPANY TECHNICAL CENTER - TOLL FREE 80O 275 7O86 www PBSPSIPS COM TECHNICAL BULLETIN BULLETIN # 14A DATE MARCH 10 1 999 REVISED JULY 1 2 2OO7 PREMIER PANEL MASTIC USEAGE The installation of Premier Panels utilizes special mastic that has been formulated specifically for use with the Premier Panel product This formulation of mastic consists of polymers that are designed to remain flexible and provide a seal against water vapor transmission and air infiltration Although Premier Panel Mastic has slight, intrinsic, adhesive properties, it should be noted that all of Premier Building System's structural testing has been conducted without the mastic in place Premier Panel Mastic is used in conjunction with Premier Panels at various locations including bottom plate placement, all foam to foam interfaces, foam to wood interfaces such as top and bottom plate placement and all wood to wood interfaces The attached chart has taken into account the use of Premier Panel Mastic in these various areas and will provide you a basis for estimating the amount of mastic required for your Premier Panel project Please note that the chart has been developed using a 3/8" diameter bead on all foam-to-foam and wood to foam interfaces and a 3/16" diameter bead is used when calculating wood-to-wood interfaces ESTIMATING CHART for PREMIER PANEL MASTIC Panel Size 4'x8' 4'x 10' 4'x 12' 4'x 16' 4'x 20' 4'x 24' 8'x8' 8'x 10' 8'x 12' 8'x 16' 8'x 20' 8'x 24' Amount of Premier Panel Mastic 29 oz tube 091 1 06 1 22 1 52 1 82 2 13 1 22 1 37 1 52 1 82 2 13 243 PAGE 1 OF 1 PREMIER BUILDING SYSTEMS - A l/IHHi" COMPANY TECHNICAL CENTER - TOLL FREE 8OO 275 7086 - www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 15A DATE MARCH 17 1 999 REVISED JULY 23 2OO7 WIND SPEED VS. PRESSURE The building codes have set forth minimum design criteria that must be met when structurally designing a building These criteria are for both gravity and lateral loading The purpose of this technical bulletin is to touch on the requirements for designing structures to resist wind loads Both the IRC and the IBC reference ASCE 7 to determine design wind pressures for a structure ASCE 7 has three methods for determining wind loads on structures This technical bulletin uses the simplified procedure to create the following chart as an aide in estimating a structures design wind load requirements This chart is not intended to be used for the final structural design of the structure, your design professional will need to determine that for your specific project Wall Loads (psf) - End Zone (Zone 5) for 1 0Osf to 500 sf effective wind area Mean Roof Height (ft) 15 20 25 30 35 40 45 50 55 60 Net Design wind pressure 90 MPH ExpB -151 -151 -151 -151 -159 -165 -169 -175 -180 -184 ExpC -183 -195 -204 -227 -219 -225 -231 -236 -240 -245 ExpD -222 -234 -243 -251 -257 -263 -269 -273 -278 -282 -151 1 0OMPH ExpB -187 -187 -187 -187 -196 -204 -209 -217 -223 -228 ExpC -226 -241 -252 -281 -271 -279 -286 -292 -297 -303 Exp D -275 -290 -301 -31 0 -318 -325 -333 -338 -344 -350 -187 110 MPH ExpB -226 -226 -226 -226 -237 -246 -253 -262 -269 -276 ExpC -273 -292 -305 -339 -328 -337 -346 -353 -359 -366 ExpD -332 -350 -364 -375 -384 -393 -402 -409 -416 -423 -226 120 MPH ExpB -269 -269 -269 -269 -282 -293 -301 -312 -320 -328 ExpC -325 -347 -363 -404 -390 -401 -412 -420 -428 -436 Exp D -395 -417 -433 -447 -457 -468 -479 -487 -495 -503 -269 Wall Loads (psf) - End Zone (Zone 5) for 100sf to SOOsf effective wind area Mean Roof Height (ft) 15 20 25 30 35 40 45 50 55 60 Net Design wind pressure 130 MPH ExpB -316 -316 -316 -316 -332 -344 -354 -367 -376 -386 ExpC -382 -408 -42.7 -474 ^58 -471 -483 -493 -502 -512 ExpD -465 -490 509 -525 -537 -550 -562 -572 -581 591 -316 140 MPH ExpB -367 -367 -367 -367 -385 -400 -41 1 -426 -437 -448 ExpC -444 -473 -495 -551 -532 -547 -562 -573 -584 -595 ExpD -539 -569 -591 -609 -62.4 -639 -653 -664 -675 -686 -367 150 MPH ExpB -421 -421 -421 -421 -442 -459 -472 -488 -501 -514 ExpC -509 -543 -568 -632 -610 -627 -644 -657 -669 -682 ExpD -619 -653 -678 -699 -716 -733 -749 -762 -775 -787 -421 170 MPH ExpB -541 -541 -541 -541 -568 -590 606 -628 644 660 ExpC -655 -698 -73 0 -81 2 -784 -806 -828 -844 860 -876 ExpD -795 -839 -871 -898 -920 -941 -963 -979 -995 -101 2 -541 PAGE 1 OF 1 PREMIER BUILDING SYSTEMS - A 1/1.111-11 COMPANY TECHNICAL CENTER -TOLL FREE 8OO 275 7086 - www PBSSIPS COM REMIER BUILDING SYSTEMS PREMIER PANELS & OFF-GASSING One of the questions that has frequently been brought up in discussions about Premier Building Systems Structural Insulated Panels is "Do the panels emit any harmful gases such as formaldehyde?" The answer to this question is difficult, because the initial reaction is to say that the panels emit no harmful gasses This, for the most part, is correct There are very little, almost immeasurable, amounts of gasses, such as formaldehyde, that can be attributed to the use of PBS panels So the more correct answer to this question is yes, the panels do emit extremely small amounts of gasses such as formaldehyde To put this all in to context, one must realize what is in the air every day It is a well documented fact that we typically measure 0 03 ppm of formaldehyde in both outdoor and indoor air Oriented Strand Board (OSB), the wood component in our panels, is manufactured using phenolic adhesives The American Plywood Association (APA) and our suppliers have evaluated the OSB by placing large quantities of it in a testing chamber and found that the maximum amount of formaldehyde measured was 0 07 to 010 ppm These amounts are the same for exterior grade plywood, which is also bonded with phenolic type adhesives Due to these low values, HUD does not require labeling of these structural sheathings as formaldehyde sources Formaldehyde is found around us all the time Plywood and OSB are not going to cause most people any sensitivity problems Major sources of formaldehyde typically found in the home are from particle board or pressed wood used in furniture, cabinets and shelving and carpeting Are other gasses emitted from the panels'? Again, as science becomes able to measure trace amounts of chemicals in the parts per million and parts per billion, yes other almost immeasurable, chemicals can be found in the panels Large scale tests were conducted on structural insulated panels to measure VOC (volatile organic compound) emissions Panels using expanded polystyrene cores and bonded to OSB with structural urethane adhesives, like PBS uses, show extremely low amounts of VOC emissions Chemically sensitive individuals have occupied homes utilizing PBS panels and have had no reactions what so ever For more information on the off gassing of OSB refer to the website www apawood org This is the website of APA - The Engineered Wood Association They have a Technical Report - Structural Wood Panels and Formaldehyde, which addresses inquiries concerning the release of formaldehyde gas from APA-trademarked structural panel products This report summarizes the results of research on this subject PAGE 1 OF 1 PREMIER BUILDING SYSTEMS - A fJgniHf" COMPANY TECHNICAL CENTER - TOLL FREE 8OO 275 7O86 - www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 17A DATE MARCH 17 1999 REVISED JULY 12, 2OO7 RECESSED LIGHTS IN PREMIER PANELS Premier Panels are frequently used in vaulted roof/ceiling applications While the panels provide an excellent method to create a vaulted ceiling, there are limitations on the types of lighting that can be utilized with our panels The biggest limitation is for recessed or can lights that are intended to be recessed into the finished ceiling and create a flush finish Premier Building Systems has researched the application of recessed light fixtures and has determined that the application of these type lights into our roof panels could cause problems These potential problems stem from the heat created by these fixtures and the reduction of panel insulation, which may lead to condensation issues PBS recommends that track lighting or some other type of surface mounted lighting be used in lieu of recessed fixtures when Premier Panels make up the roof/ceiling assembly PAGE 1 OF 1 PREMIER BUILDING SYSTEMS A RUiHl" COMPANY TECHNICAL CENTER -TOLL FREE 8OO 275 7O86 - www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 1 SA DATE MARCH 3O 1999 REVISED JULY 12 2OO7 TYPE S PANEL CAPACITIES In an effort to offer our customers the optimum in energy efficiency, Premier Building Systems utilizes the Premier spline to connect our structural insulated panels By utilizing the Premier spline, PBS eliminates material that is not insulation from coming into contact with both the interior and exterior faces of the panels, thereby reducing thermal short circuiting To determine the capacities of Type S panels, Premier Building Systems has conducted full-scale destructive transverse load testing with a major university and an independent code recognized laboratory The following load chart summarizes the testing PBS has completed Minimum bearing that is required to support the panel end is 1-Va" Loads indicated in the chart for spans greater than limited for floors and roofs are used for wall design Premier Panels Type S - Transverse Load Chart Panel Core Thickness 3 1/2" 5 1/2" 7 1/4" 9 1/4" 11 1/4" Deflection L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 Panel Span (ft) 4 99 151 154* 102 159 166* 119 160* 160* 138 160* 160* 115 160* 160* 8 38 54 61* 49 78 80* 59 84 85* 78 86* 86* 94* 94* 94* 10 28 43 57 38 57 60* 60 75* 75* 64 65* 65* 75 76* 76* 12 21 32 45 30 45 46* 41 60 69* 53 57* 57* 51 59* 59* 14 16 24 34 24 32 40* 34 50 60* 41 51* 51* 49 55* 55* 16 10 16 21 18 28 34* 26 39 50* 33 46* 46* 47 51* 51* 18 NA NA NA 14 22 29 20 31 41 27 41 42* 38 45* 45* 20 NA NA NA 11 16 21 15 23 31 22 34 39* 28 39* 39* 22 NA NA NA NA NA NA 13 19 27 20 29 37* 24 36 36* 24 NA NA NA NA NA NA 11 18 24 17 25 34 21 31 33* Note * indicates ultimate / 3 for the capacity 3 V2a & 5 Vs" core panels limited to 12' span for floors and roofs 7 V^" core panels limited to 14' span for floors and roofs 9 %" & 11 %" core panels limited to 16' span for floors and roofs Panels require a minimum of I-1/!" ofbeannq PAGE 1 OF 1 PREMIER BUILDING SYSTEMS A I^I.'HT-H- COMPANY TECHNICAL CENTER-TOLL FREE 80O 275 7O86 www PBSSIPS COM SEWS TECHNICAL BULLETINBUILDING BULLETIN # 19A DATE MARCH 31 1999 REVISED JULY 12, 2OO7 TYPE L PANEL CAPACITIES Premier Building Systems utilizes Type L panels when the structural design loads exceed the capacities of our standard Type S and Type I panels Details PBS-308 and PBS-007, found in the Structural Insulated Panels Details Book, depict the Type L panel and connection The double 2x's used, as the spline mechanism, must extend the full length of the panel Premier Building Systems has conducted full-scale destructive transverse load testing with an independent code recognized testing laboratory to determine the capacity of our Type L panels for various spans The following load chart summarizes the testing PBS has completed The minimum bearing that is required to support the panel end is 1-Vfc" Loads indicated in the chart for spans greater than limited for floors and roofs are used for wall design Premier Panels Type L - Transverse Load Chart Panel Core Thickness 3 1/2" 5 1/2" 7 1/4" 9 1/4" 11 1/4" Deflection L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 Panel Span (ft) 4 98 225 298* 241 288* 288* 241 288* 288* 274 326* 326* 327* 327* 327* 8 45 67 90 128 182* 182* 168 188* 188* 188* 188* 188* 188* 188* 188* 10 32 47 61 57 86 112* 80 126 133* 116 147* 147* 167* 167* 167* 12 24 34 44 41 60 79 65 99 117* 100 134* 134* 140 153* 153* 14 16 24 34 32 49 65 54 81 105 80 120 121* 116 132* 132* 16 11 16 22 25 37 49 42 61 80 58 90 108* 90 110* 110* 18 NA NA NA 20 29 39 33 49 62 47 70 93 75 97* 97* 20 NA NA NA 15 22 29 24 34 44 36 52 68 57 83* 83* 22 NA NA NA NA NA NA NA NA NA 32 46 61 47 69 83* 24 NA NA NA " NA NA NA NA NA NA 28 41 53 36 53 70 3 '/s" core panels limited to 12' span for floors and roofs 5 'A" core panels limited to 14' span for floors and roofs 7 %" core panels limited to 16' span for floors and roofs 9 V*" core panels limited to 20' span for floors and roofs 11 V*" core panels limited to 24' span for floors and roofs Note * indicates ultimate/ 3 for the capacity Note 4' span is a minimum two span condition 2x's are Hem-Fir #2 or equivalent Panels require a minimum of l-'A" of bearing PAGE l OF 1 PREMIER BUILDING SYSTEMS A fig HI HI COMPANY TECHNICAL CENTER TOLL FREE 8OO 275 7O86 www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 2OA DATE APRILS 1 999 REVISED JULY 12, 2OO7 PBS SPLINES Premier Building Systems uses three types of splines for connecting its structural insulated panels The three types of splines are the Premier spline for our Type "S" panel, the I-Joist spline for our Type "I" panel and the double 2x or dimensional lumber spline for our Type "L" panel Each of these splines provides a minimum width for fastening of 3" for the Premier spline, 2 Va" for the I-Joist spline and 3" for the lumber spline These splines and the corresponding widths for fastening have been selected with regard to the OSB manufacturers recommended edge fastening distances and what is practical in actual on site conditions OSB manufacturers recommend that the minimum edge fastening distance be between %" and Va" When fastening two panels together at a spline joint, the minimum width of spline can be calculated as follows Va" edge distance of spline to fastener %" edge distance of fastener to OSB Va" gap in the OSB edges (recommended by OSB mfg )3/8 " edge distance of fastener to OSB Va" edge distance of spline to fastener Total = 1 W minimum width of spline This minimum width for the spline does not allow any wiggle room for the fasteners deviating from the theoretical edge distances From a practical standpoint, one must realize that pneumatic nailing guns are used to install the fasteners The accuracy with which one can hit this theoretical line is very suspect From a practical application stand point, PBS realizes the limitations inherent in the field and chooses to provide more than just the minimum width for our splines This is also the reason that Premier Building Systems does not endorse the use of a single 2x, or any member that is less that 2 Va" wide, as an acceptable spline member PAGE 1 OF 1 PREMIER BUILDING SYSTEMS - A Kill HI'- COMPANY TECHNICAL CENTER - TOLL FREE 800 275 7O86 - www PBSSIPS COM TECHNICAL BULLETIN BULLETIN #21 A DATE APRIL 8, 1 999 REVISED JULY 1 2, 20O7 PBS PANELS USED IN FLOOR APPLICATIONS Premier Panels are often used in floor applications when an insulated floor system is required Examples of this situation are over a crawl space, the floor of a sun room addition or the bedroom floor over an unheated garage When using Premier Panels in floor applications, there are a few design considerations to keep in mind Premier Building Systems recommends that the floor panel be overlaid with an additional layer of 7/16" sheathing The reason for this is that in most situations we use 7/16" OSB for the panel skins and we want to minimize puncturing of the panel skins Floor panels are not able to support load bearing walls and the floor panels can not be cantilevered over a lower wall to support upper wall and roof systems The load limitations of the panels used in floor systems is covered by our load design charts and other technical bulletins PAGE 1 OF 1 PREMIER BUILDING SYSTEMS - A f/'UIUI- COMPANY TECHNICAL CENTER TOLL FREE 8OO 275 7O86 www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 22A DATE APRIL 26 i 999 REVISED JULY 1 2 2OO7 DIAPHRAGM CAPACITY OF PBS PANELS Premier Building Systems has completed a series of full-scale diaphragm tests to determine design values for Premier Structural Insulated Panels These full-scale tests were conducted following the protocols of ASTM E455 "Standard Method for Static Load Testing of Framed Floor or Roof Diaphragm Constructions for Buildings" and ASTM El803 "Standard Test Methods for Structural Capacities of Insulated Panels" Three separate assemblies using variations of fasteners were tested in sets of two, as is required in the ASTM protocols Each diaphragm was made up of 6-4'xl2'x6" panels creating a diaphragm of 8' x 36' for an aspect ratio of 4 5 tol The panels were supported on 4x6's at each 8' edge and at the third points along the 36' length of the diaphragm Along the 36' lengths of the diaphragm were 4x6's that were spliced together to act as the chord members of the diaphragm The two 8' ends of the diaphragm were the support locations, which simulated shear walls supporting the diaphragm The lateral loads were applied to the diaphragm at the third points via a hydraulic ram The 4x6 frame had reaction points at the end of each of the 8' sides By applying loads through the ianel diaphragm in this manner and having the reaction points on the 4x6 frame, we were .ssured that the load was applied to the panel diaphragm, therefore, the screw fasteners had to transfer the shear forces to the supporting 4x6's Each set of the three panel assemblies varied the number of screws and nails that were used to connect the panels to each other and to the supporting 4x6's In two of the tests the fastening pattern within the diaphragm varied according to the expected shear forces in the diaphragm These two diaphragms were sectioned into thirds The center third of the diaphragm had less fasteners than the outside thirds as the loads in this area are minimal Fastener number and placement corresponded to the shear diagram of the tested diaphragm, i e more fasteners at a closer spacing were used in the outside thirds of the diaphragms as compared to the center third of the diaphragm Shear is always the greatest at the supported edges This was done as a means to economize labor as well as the number of fasteners used in the diaphragm All fasteners installed in these tests were applied on the topside of the diaphragm only PBS typical details call for 8d nails at the splines on both faces of the panel When top spline only methods are used the fastening frequency is doubled The first assembly used 8d nails @ 3" on center throughout the diaphragm to fasten the 7/16" OSB splines The 3" on center spacing was used because the diaphragm was only nailed on the topside The typical nail spacing is 6" on center for fastening splines on both faces of the panels The panel screw fasteners were spaced at 12" on center into all of the 4x6's This diaphragm achieved 450-plf design shear capacity This value reflects a safety factor of three The deflection of the diaphragm across the 36' at 435-plf was 0 41" PAGE 1 OF 2 PREMIER BUILDING SYSTEMS - A fifl.HHI= COMPANY TECHNICAL CENTER - TOLL FREE 8OO 275 7O86 www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 22A DATE APRIL 26 1 999 REVISED JULY 1 2 2OO7 The second assembly used 8d nails @ 3" on center to fasten the OSB splines in the center third of the diaphragm and 2" on center in the outside thirds The panel fastener spacing in the outside thirds of the diaphragm was decreased to 3" on center The screw spacing was changed for the end of the diaphragm as well as along the top and bottom chords of the diaphragm This diaphragm achieved 550-plf design shear capacity Again this value has a safety factor of three The deflection of the diaphragm across the 36' at 538-plf was 0 37" The third assembly used 8d nails @ 3" on center to fasten the OSB splines in the center third of the diaphragm and 1 ¥2" on center in the outside thirds The panel fastener spacing in the outside thirds of the diaphragm was decreased to 2" on center The screw spacing was changed for the end of the diaphragm as well as along the top and bottom chords of the diaphragm This diaphragm had a design value of 750-plf This value represents a safety factor of three The deflection of the diaphragm across the 36' at 750-plf was 0 37" Subsequent to the diaphragm testing just described, PBS conducted an additional two diaphragm tests In these tests the same nail and panel fastener spacing was maintained throughout the diaphragm, which consisted of 6-4'x8'x6" panels configured to make an 8'x24' diaphragm The first diaphragm utilized 7/16" splines connecting the panels with a nailing pattern of two rows of 113" x 2-3/8" nails at 3" on center Only the top OSB skin was nailed The perimeter panel fastener screws attaching the diaphragm to the chord members were spaced at 4" on center This diaphragm had a capacity of 917 plf The second diaphragm utilized 23/32" splines connecting the panels with a nailing pattern of two rows of 113" x 2-3/8" nails at 3" on center Only the top OSB skin was nailed The perimeter panel fastener screws attaching the diaphragm to the chord members were spaced at 4" on center This diaphragm had a capacity of 1136 plf Each of the values reported for the capacity of the diaphragm is a design value It has a factor of safety of three associated with it In any designs using the diaphragm capacity of the panels, it is up to the designer or engineer to determine the required diaphragm capacities and then apply the values described in this technical bulletin appropriately PAGE 2 OF 2 PREMIER BUILDING SYSTEMS - A I/I'JH--U COMPANY TECHNICAL CENTER-TOLL FREE 8OO 275 7086 - www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 23A DATE DECEMBER 4, 1999 REVISED JULY 1 2. 20O7 COMBUSTION TOXICITY OF PBS PANELS Premier Building Panels have undergone numerous fire tests for code recognition of our panels including ASTM E84 "Surface Burning Characteristics", ASTM El 19 "Hourly Testing" UL 1715 "Corner Room Burn" etc Panels that have been in real life fire scenarios have also shown that panels hold up well in these events However, the question regarding gasses that are produced during combustion still arises from time to time One must take into account that when a material is burned gases are given off In the case of PBS Panels the primary gases given off are carbon monoxide, carbon dioxide and water vapor These are gases that are found in many fire situations in which organic materials are burning These gases are around us all the time In high concentrations or in the absence of oxygen asphyxiation can occur In fire situations the materials that compose the interior of the structure i e carpet, furniture etc are the primary threat when considering toxic combustion gases PBS Panels, when burned, give off by products that are similar to those found when wood is burned 'he building codes have evaluated Premier Panels and the panels have been found to meet ese criteria, which includes fire testing In addition, our extensive fire testing allows our panels to carry the mark of Underwriters Laboratones Inc PAGE 1 OF 1 PREMIER BUILDING SYSTEMS - A I^I.HIW COMPANY TECHNICAL CENTER-TOLL FREE 800 275 7O86 www PBSSIPS COM REMIER BUILDING SYSTEMS TECHNICAL BULLETIN BULLETIN # 24A DATE JANUARY 1 2 2OOO REVISED JULY 1 2 2OO7 ATTACHMENT OF EXTERIOR CLADDINGS TO PBS PANELS Premier Building System Panels are used in both commercial and residential applications Through the years our panels have had nearly every type of exterior cladding applied to the face of the panels The advent of new exterior claddings in the market place always brings the question of how the new product should be applied to the panel This bulletin is a review of common claddings that are available and their attachment to panels Most exterior claddings, currently available in the market place, make reference that their product should be attached to the framing members of the structure PBS Panels do not incorporate framing members and therefore do not meet their written recommendations However, a review of the requirements for attachment typically calls out for the cladding to be attached with 8d nails 16" or 24" on center depending on the framing spacing Using these values one can compare the pullout values for 8d nails into standard framing with the fastener pullout values listed in Technical Bulletins #11 and #12 This comparison shows that all claddings with the requirements of fastening to framing members can be matched by applying 8d ring shank nails 12"o c into PBS Panels This would include the attachment of standard sidings such as hardboard, cedar, redwood, composites and cementitious sidings This type of comparison is also valid for the application of laths for stucco as well as brick tie placement Typically, these products are applied by simply increasing the number of fasteners 25% When a manufacturer calls out for fasteners 16" o c the fasteners would be placed in a PBS panel at a spacing of 12" o c This will allow the panel application to meet or exceed the pull out values required by the siding manufacturer It should be noted that the fastener placement can be maintained at siding manufacturer's recommendations provided a nail/staple is replaced with a screw In all cases the fastener should be corrosion resistant PAGE 1 OF 1 PREMIER BUILDING SYSTEMS AI/LUHI COMPANY TECHNICAL CENTER TOLL FREE 80O 275 7O86 - www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 25A DATE MAY 1 2OO3 REVISED JULY 12 2OO7 SOUND TRANSMISSION Premier Building Systems have had panels erected in numerous residential and commercial applications where the customers have expressed great satisfaction with the reduced noise level within their structure due to the new construction While these stories are anecdotal they indicate that structures built with PBS panels do provide a measure of sound attenuation Within the building industry, specific tests are used to determine the Sound Transmission Coefficient (STC)-ASTM E90 of an assembly or component These tests subject a wall assembly to random noises in a frequency range of 125 Hz - 4000 Hz The following are STC values for several PBS panel assemblies used in standard construction, which were determined through testing at a code recognized independent laboratory These assemblies are for typical residential applications PBS Panel (no finish either face) Vz" gyp, PBS Panel, no finish on other face 5/8" gyp, PBS Panel, no finish on other face 5/8" gyp, PBS Panel, 5/8" gyp 2-layers 5/8" gyp, PBS Panel, 2-layers 5/8" gyp STC-22 STC-28 STC-29 STC-33 STC-41 PBS panels are also used in town homes and condominiums Hence, PBS has also conducted ASTM E90 tests on wall assemblies that produce higher sound attenuation while meeting fire and clearance requirements for these types of structures These include Double Wall Assembly-A STC-45 5/8" gyp' PBS panel, 5/8" gyp, 1" air space, 5/8"gyp, PBS panel, 5/8"gyp Double Wall Assembly-B STC-47 2 layers 5/8" gyp, PBS panel, 5/8" gyp, 1" air space, 5/8"gyp, PBS panel, 5/8"gyp Double Wall Assembly-C STC-52 2 layers 5/8" gyp, PBS panel, 5/8" gyp, 1" air space, 5/8"gyp, PBS panel, 2 layers 5/8"gyp Double Wall Assembly-D STC-54 2 layers 5/8" gyp, PBS panel, 2 layers 5/8" gyp, 1" air space, 5/8"gyp, PBS panel, 2 layers 5/8"gyp In all cases gypsum wallboard was attached, using standard screws, directly into the face of the panel In multiple layer applications the joints were offset a minimum of six inches from the joints in the previous layer The above results will be affected by the use of additional or different finish materials and are supplied as a reference value It should also be noted that lound attenuation is dependent on installation practices Electrical penetrations, plumbing and nestration all can affect the sound transmission performance of a wall assembly PAGE 1 OF 1 PREMIER BUILDING SYSTEMS - A l/l.]^ COMPANY TECHNICAL CENTER TOLL FREE 8OO 275 7O86 www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 26A DATE MAY 29 2O03 REVISED JULY 12, 2OO7 BEAM POCKETS IN PBS PANELS Premier Building Systems Panels used in residential construction have had great success especially in the western United States A design that is favored in these locations calls for beams to be pocketed into the wall panel assembly This detail provides for an aesthetically pleasing interface between the wall and the support mechanism for roofs and floors When this detail is used in conjunction with PBS panels the following points should be considered • Loads for the type of detail shown below are limited to the point loads established in the PBS Design Manual Basically this calls for a maximum design load of 2450 pounds for a standard 2x plate used in the panel under the beam The use of a cap plate does not allow for increased loads in this application When loads exceed 2450 pounds posting is required under the beam • This detail provides for a thermal short circuit to the panel system Great care should be taken to seal this joint After sealants are placed in the pocket all interior interfaces must be further sealed with PBS SIP Tape • Maximum design loads can be compromised if the beam pocket is over cut at the corner of the pocket Good craftsmanship is required to assure that the pocket is not over cut in the corners PAGE 1 OFl PREMIER BUILDING SYSTEMS A fiigl.Tim COMPANY TECHNICAL CENTER TOLL FREE 8OO 275 7086 www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 27A DATE MARCH 3O, 2OO7 REVISED JULY 12, 2OO7 VENTING OF PBS ROOF PANELS Even though Premier Building System Panels have been used in unvented roof applications since the 1960's, confusion still exists about the need to vent Premier Building System roof panels The building codes require ventilation of "enclosed attics and enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters " The building code defines an attic as the unfinished space between the ceiling joists of the top story and the roof rafters When roof panels are used on a project an attic space is not present because the panels are the exterior, insulated envelope of the structure By definition, an attic space does not exist The 2006 IRC Section R806 4 furthers the discussion by addressing "unvented conditioned attic assemblies (spaces between the ceiling joists of the top story and the roof rafters) " But, again, when panels are used on the roof, an attic is not present The interior space of the structure is all conditioned and usable : o summarize, roof venting of Premier Building Systems roof panels is not required BS Technical Bulletin #9 for mechanical ventilation of SIP structures Refer to PAGE 1 OF 1 PREMIER BUILDING SYSTEMS - A teUIHb COMPANY TECHNICAL CENTER -TOLL FREE 8OO 275 7O86 www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 28A DATE MAY 23RD 20O7 REVISED JULY 12 2OO7 VAPOR RETARDERS WITH PREMIER BUILDING SYSTEMS RESIDENTIAL PANELS Questions about using vapor retarders in conjunction with Premier Building Systems (PBS) structural insulated floor, wall and roof panels come up often When installing Premier's panels, PBS requires the proper application (as shown in the PBS Details Book) of panel mastic at all panel joints The function of the mastic is to provide a seal against water vapor transmission and air infiltration The purpose of this technical bulletin is to provide guidelines for the use of vapor retarders with PBS panels in residential applications The International Residential Code (IRC) requires the following SECTION R318 - MOISTURE VAPOR RETARDERS R318 1 Moisture control. In all framed walls, floors and roof/ceilings compnsmg elements of the building thermal envelope, a vapor retarder shall be installed on the warm-in-winter side of the insulation Exceptions. 1 In construction where moisture or freezing will not damage the materials 2 Where the framed cavity or space is ventilated to allow moisture to escape 3 In counties identified as in climate zones 1 through 4 in Table N1101 2 The definition of a vapor retarder, from the IRC is VAPOR RETARDER' A vapor resistant material, membrane or covering such as foil, plastic sheeting, or insulation facing having a permeance rating of 1 perm or less, when tested in accordance with the desiccant method using Procedure A ofASTM E96 Vapor retarders limit the amount of moisture vapor that passes through a material or wall assembly The APA has determined that OSB has a perm rating of less than 1 Since the OSB skins, of the panels that PBS produces, have a permeance rating of less than 1, the panel joint is the primary area of concern with a SIP system PBS requires that panel mastic be used when joining panels as well as the use of SIP Tape over the panel joints The SIP Tape is formulated with a permeance of less than 1 The combination of the OSB skins and the SIP Tape meets the building code requirements for vapor retarders PAGE 1 OF 2 PREMIER BUILDING SYSTEMS A IJf'l.nm- COMPANY TECHNICAL CENTER TOLL FREE 8OO 275 7O86 www PBSSIPS COM TECHNICAL BULLETIN BULLETIN # 28A DATE MAY 23RD 2OO7 REVISED JULY 1 2, 2O07 Typically, 6" wide SIP Tape is used at all wall and roof panel joints as well as at wall panel corners The connection of roof panels to exterior wall panels requires the use of 12" wide SIP Tape Roof panels that have joints on supporting beams require 18" wide SIP Tape A ridge beam is an example of this condition Please refer to the PBS Construction Details Book for illustrations of these conditions The Details Book can be requested by calling the number below, or it can be viewed online at www pbssips com PAGE 2 OF 2 PREMIER BUILDING SYSTEMS - A i^UHM. COMPANY TECHNICAL CENTER -TOLL FREE 8OO 275 7O86 - www PBSSIPS COM BUILDING SYSTEMS Stronger Strasghter Greener PBS SIPs INSTALLATION GUIDELINES INTRODUCTION Premier Building System's SIPs Installation Guide has been divided into convenient sections covering most aspects of PBS SIPs installation Designed for carpenters, framers, contractors and do-it-yourselfers, the instructions and detailed illustrations will give you the with SIPs just a glance Premier's SIPs installation techniques are based on Premier Building Systems' continuing program of independent, third-party destructive tests and more than 30 years of fabrication, installation and innovation If you have questions about anything covered in this installation guide, please call us from 8 AM to 5 PM Monday - Friday and ask to speak with a technical rep You may also contact your PBS Sales Representative on his mobile phone day or night A listing of Premier's office phone numbers appears in the back of this guide STORAGE & HANDLING Your panels will usually arrive on a flatbed truck Depending on the site, panels should be off-loaded to a clear, flat area with sufficient maneuvering room (A fork-lift will speed the off-load) Weatherproof tarp Support stickers max toe To minimize shipping costs and take full advantage of the space available, panels do not come in any particular order You will need room to shift and stack accordingly Sort and stack all of the panels by panel ID number and get them as close to their final location as possible Place at least 3 stickers a maximum of 4' o c under panel stacks to ensure that they remain flat Stickers should be a minimum of 3 Vi" wide ( See Figure i) Inventory the panels as you off-load them If one is missing or damaged call us immediately We need to correct the problem for you as soon as possible Keep all panels and accessories protected from the elements prior to installation Remember, you are working with a wood product that may swell after prolonged exposure to moisture Panels are factory sealed, splines however, are not If splines swell, installation may be hampered PBS SIPs INSTALLATION GUIDELINES PAGE 1 CHECKLIST OF TOOLS D 1-2 29 oz caulking guns D Hand saw D Pry bars D 2 sledge hammers D Mineral spirits D String line D 2 lifting eyebolts D Lifting plates D Framers square D Loose 8d and i6d sinkers nails D Dunnage for supporting panels D Low expanding high-yield foam D Fall arrest gear for roofs (if applicable) D Chalk line D 2 levels (4' or longer) D Two s'-6' 3/4" bar clamps D 2 paint scrapers D Ladders - step & extension D Come-along with 2" trucking ratchet straps or D A device similar to Jimmy's strapjack panel puller for pulling panels together D 1/2" drill motor for 11/2" chase holes D 11/2" x 12" auger bit D i or 2 3/8" drill motors D Cham saw with i4"-i6" bar and chain saw guide for site fabrication D i or 2 circular saws D Power planer D Foam Scoop and/or Avalon hot knife D T-3O wedge bits for panel screws D Nail gun or 1/2" crown staple gun D Reciprocating saw PANEL BASICS - QUICK TIPS • Confirm your installation date at least two weeks prior to requesting on-site assistance • Conduct a pre-construction meeting with your installation crew • Follow proper nailing requirements according to details and job specific engineering • Check all panels for proper cuts and recesses • Fill all voids with low expanding foam • Let roof panels dry prior to applying roofing felt and roofing products (caution slippery when wet) • Fabricate and pre-mstall dimensional or I-joist spline material as required • Review engineering for hold downs if applicable • Plumb each panel in each direction then nail of panel PBS SIPS INSTALLATION GUIDELINES PAGE 2 SPUNE CONNECTION Depending on the load requirements and application, Premier Panels are joined together in one of three fashions Premier spline (Type'S' panel), dimensional lumber (double ax or sx, Type 'L' panel) or engineered I-joists (Type 'L' panel) Premier splines - This is the most common connection between Premier Panels Splines should be cut flush or slightly short (1/16") of the foam in the panel ends Parallel 3/16" beads of Premier Mastic are placed approximately 1/4" from each of the spline edges Premier Mastic is used on all wood to wood, wood to foam and foam to foam interfaces Once panels are in place, the splines are nailed with 8d nails 6" o c or according to your shop drawing nailing pattern FIGURE 2 SPLINE CONNECTION (TYPE S PANELS) PBS 005 LUMBER CONNECTION Dimensional lumber - Our panels are designed to accept kiln dried lumber plates set into a standard 11/2" recess along the bottom, top, corners and window openings of panels Simply cut the plates to length, apply as/8" bead of Premier Mastic between plys of the dimensional spline and nail dimensional splines together Apply a 3/8" bead of Premier Mastic along the sides and center of the recess, set the lumber and nail off through the skins with 8d nails 6" o c or according to your shop drawings The lumber should remain flush with the edges of OSB If your lumber has swelled it may be necessary to chamfer and tnm the piece so it will fit properly Always dry fit the dimensional lumber before applying Premier Mastic PBS SIPS INSTALLATION GUIDELINES PAGES I-JOIST CONNECTION /-Joists - These are mainly used in roof and floor connections Premier Mastic is applied to the outer edges of the flanges prior to placement in the panel recess Expanding foam is applied on both sides of the web to ensure a proper seal with the panel (See FIGURE 4) ?* •',?'* / !'i PANEL BASICS - ASSEMBLY When assembling wall panels, use a scissor type motion when possible to place the panels While holding the top of the panel out about 24", shove the bottom corner so that the skins touch Brace your foot on the bottom of the panel, then ram the top into place Watch Your Fingers If you have difficulty getting them together, use either trucking straps, bar clamps or dunnage and a sledge hammer with enough force to bring the panels together Jimmy's Strapjack panel puller can also be used to bring the panels together PBS SIPs INSTALLATION GUIDELINES PAGE 4 FASTENERS Typically, an 8d nail 6" on center (o c ) is used to connect panels to top and bottom plates, at spline connections and around dimensional fillers Staples are permitted, unless otherwise noted, provided they meet the following criteria Minimum length = 1 5" 14 gauge @ 6" o c 16 gauge @ 4" o c \ c 3 square dnvo Biy Slues FIELD FABRICATION Field fabrication will be necessary on the site if you ordered stock panels Even on factory fabricated panels, slight field modifications may be necessary to allow for panel growth or variations m the actual field dimensions from the plans Modifications are not difficult Common construction tools will suffice for most projects with the only additional tool being a Foam Scoop/Hot Knife (available for purchase) for quick and easy recessing of the foam core When performing field modifications to panels, wait to make measurements and modifications until the previous panel has been placed in its final position When cutting wall panels, make sure you have the correct panel, and that it is PROPERLY ORIENTED (horizontal electrical chases are at the bottom of the panel) Remember to take an extra 1/8" off the desired dimension for your expansion gap Use a pencil to mark your lines on the panel skin, chalk lines tend to blow off when the saw blade approaches Metal straight edges come m very handy for marking purposes For fast, accurate cuts close to a panel edge, use ripping guides for circular saws If you are using a circular saw, lay out one face and then square across the panel skins to transfer your mark to the opposite skin before you make your cut Use the maximum depth of cut setting on your saw and make a nice straight cut Flip the panel over and layout that side and make a similar cut The remaining foam between the panel skins can be cut using a reciprocating saw, or hand saw When using a reciprocating saw use a dull blade, it will follow the kerf cut in the panel, cutting the foam without slicing the wood Scrape off any excess foam between the skins with a metal straight edge such as a speed square Adjust your foam cutter to the depth of the installed member (Foam cutters will melt foam back further than the setting, which is just about the right tolerance to get the framing member into the panel) If you are cutting out foam PBS SIPS INSTALLATION GUIDELINES PAGES for multiple built up studs (a point load for example) take out extra foam to allow for warped or cupped members After your foam is "scooped" out, clean the leftover foam along the sides by placing the foam cutter parallel with the skin The depth gauge can rest on the panel edge A paint scraper will take off any excess that may inhibit lumber placement Use Premier Mastic as required and follow the appropriate details outlined in this manual or the Premier Detail Book. FIELD FABRICATION RAKE/GABLE WALLS Rake/Gable Walls - are easily calculated and laid out on the panels First establish the short side dimension and mark both edges with this measurement Draw a line horizontally across the panel The rise across the panel will be determined by your roof pitch If your panel is 4' wide, multiply the roof pitch by 4 to get your rise (m inches) on the other side of the panel For example, a 6 12 pitch will gam 24" (4' x 6" = 24") An 8 12 pitch has a rise of 32" (4' x 8" = 32") and so on Again, square across the panel skins prior to making your cut Flipping the panel is easier if you layout and cut your panels on a sawhorse Recess the foam to the appropriate depth (pg 15) Use the long point of one panel to establish the short point of the next adjoining panel Add a small amount to this measurement to allow for the required 1/8" expansion gap as determined by the roof pitch factor Continue on to the ridge or highest point After all rake walls are erected, small adjustments can be made to make the plane of the rake flat either plane off the high spots on the rake panel skins and re-cut the foam or just raise the plate slightly to get a very straight line along the rake/gable Recesses can be melted out of the foam with the foam cutter placed perpendicular to the skin and the depth gauge set to 1-1/2" For a faster more accurate cut use a router with an edge guide and a 1/2" x 2 bit Use a down-milling cutting action so that the bit bounces off the wood rather than cutting into it (Your direction of travel will determine this type of cutting action ) Make sure to blow out the loose foam with an air nozzle or scrape the recess out before installing splines ALL FLOOR, WALL AND ROOF PANELS CAN BE FIELD CUT USING THE PRINCIPLES DESCRIBED HEREIN DIRECT ANY QUESTIONS TO YOUR SALES PROFESSIONAL OR THE PREMIER LOCATION NEAREST YOU FLOORS Before placing panels, pre-assemble the dimensional lumber or I-joists and install them into the edge recesses along the leading edge of the panel Use 5' bar clamps (if necessary) to help pull twisted lumber flush to the panel edges Nail both sides of the panel 6" o c Premier splines can be installed as you set each floor panel They should be placed on the trailing edge of the installed panel The PBS SlPs INSTALLATION GUIDELINES PAGE 6 Premier splines should be placed into the recesses as the panels are being installed Apply Premier Mastic on one side of the spline Run a 3/8" bead of mastic around the perimeter roughly 1/4 from the edge of the spline (pg 7) Use just one nail into each 4 of spline Do not nail off this type of spline until the panel is in place with the one next to it Refer back to Figure 2 for proper mastic placement Before placing the panels on the floor support beams, tack a dry-line spaced 1/2 - 3/4" out from the entire length of the support beam Use temporary bracing to help hold these beams in place When setting the panels, make sure the beam stays straight by checking your string line nt load support Premier fi'astic Start by placing your first panel on a corner Use Premier Panel Screws as called out on the shop drawings or by the engineer of record Do not tighten the screws on the edges of the panels until your rim board is in place Also, leave the last two screws on the leading edge loose until you have set your next panel Once the next panel is m place, screw the previous one tight and repeat the process Allow for point loads per engineered plans as shown in FIGURE 9 PANEL TIP > Stagger your panel placement, two panels on one side of the beam, four panels on the other side, four back on the first side of the beam This will ensure your beam stays straight Assemble floors panels using a scissor action Use the truck ratchet straps or a device like the Jimmy s Strapjack Panel Puller to help pull panels together as needed, or blocks of wood and a sledgehammer After all the panels are m place, install the nms Use proper sealant such as Premier Mastic Refer to FIGURE 8 for the location of the sealant on the run Check for the proper Panel Screw placement and spacing Tighten all screws and make sure to nail off the tops and bottoms of all floor panel connections and the perimeter of the floor panels SILL PLATES Check your bottom plates on the panel lay out drawings to see if they are the same dimension m width Install all sill plates level ( ± 1/8"), square (within a 1/4" of being square on the longest diagonal) and to the exact dimensions of the layouts on the shop drawings When wall panels sit on top of a concrete foundation, remember that the panel skins cannot bear directly on the concrete A capillary break is required Rtctsstd FIGURES PBS DETAIL PBS SIPS INSTALLATION GUIDELINES PAGE? One of the best methods to provide a capillary break is to use a treated sill plate that is either equal to the total thickness of the panel or wider Take your time and do a good job when you lay out the sill plates Time spent now doing a good job will save you time all the way through to the roof When you lay out the sill plates, always use the longest building line to establish a base line Then off of this base line establish the largest perpendicular building line available and make sure it is as square as possible to this base line Use a calculator or the largest ratio of a 3-4-5 triangle to do this Be exact. Measure parallel to either of these reference lines for all other smaller dimensions that are within the structure Adjust or shift sill plates as required on the foundation system to match all the desired dimensions on the panel layout drawings Snap a chalk line on the foundation wall for the inside of the sill plate and begin setting your plates Use Premier Mastic or an appropriate sill sealer under all sill plates Level plates as required by the use of metal shims or large treated wood shims If your plates are not laid out to the exact desired dimensions and within 1/8" of level, extensive panel modifications may be required to adjust the panels that follow later Dimensions for the foundation and sill plates (and the walls that follow) are usually the same as the exterior of the wall panel skins - not the lumber plate that is inside them This is different from stick framing where the dimensions usually refer to the outside edge of the framing member Refer to FIGURE 9 WALLS Time should be spent to organize the jobsite Set out the panels in the order you are going to use them Get all your tools up on the floor deck These should include • Foam scoop • Marker • Flat dolly (for moving panels around on the deck) (A come-along or truckers ratchet straps is not needed, but may prove useful) Electrical chase• access t STEP i BOTTOM PLATE Wall panels are placed over a dimensional bottom plate that fits the recess in the wall panel Refer to your panel layouts for the location of the bottom plate The plate will be measured 1/2" in from the outside edge of your floor Snap a chalk line on the floor, equal to the plate width + 1/2" to represent the inside edge of the bottom plate Panel skins should run flush to the floor edge Apply double 3/8" lines of Premier Mastic i" from the edge of the plate and nail it off with (3) i6d nails per floor joist or 12" o c to floor system below or as required by code PBS SIPs INSTALLATION GUIDELINES PAGES STEP 2 LAYOUT TRANSFER Using a black marker, transfer the panel layouts to the bottom plate Include all window and door openings as well as the vertical electrical chases in each wall panel If electrical chases are being utilized, dnll the chase holes as you set each panel using a minimum 1 1/2" bit (Do not dnll all the chase holes down the entire wall As panel joints grow you will be off center as you get to the end of the wall ) STEP 3 PANEL TILT „...,.,. \ tePrimer Mattic N Vi V*-/....E:.-,',.- \ f '•-~!/ Determine the best place to start the installation and get your panels to that area Most of the time it is best to start in a building corner The corners are locked together using Premier Panel Screws secured through the panel spaced 2* o c maximum Normally you will use a screw two inches longer than the wall thickness Hammer the screws into the panel lap close to the lumber plate until the tip touches the end plate of the adjacent panel The panels will cinch together as you finish tightening with a dnll Set the heads flush with the OSB, do not break the skin of the panel Always check the fastening or engineering schedule on your shop drawings Check the panel dimensions against the floor layout Apply a 3/8" diameter bead of Premier Mastic along the sides and down the center of the bottom plate Slide the panel into position The panel is lifted over the bottom plate by manpower or mechanical means After the panel is standing, check for proper placement, then plumb the wall section m both directions and fasten it to the plate and the adjacent panel with specified fasteners If necessary brace the wall before moving to the next panel STEP 4 ADJACENT PANEL The next panel is moved into position and Premier Mastic is applied in the same manner as with the first panel On this panel you will run one additional 3/8" diameter bead of mastic down the center of the foam to foam interface Place splines on the floor and run Mastic down one side and up the other Premier Mastic FIGURE 11 TH.TING PANELS PBS SIPS INSTALLATION GUIDELINES PAGE 9 approximately 1/4" from the edge on the spline Work ahead 4-6 splines at a time Set the splines into the grooves of the fixed (standing) panel Bring your connecting panel into position over the bottom plate, tilted slightly away from the fixed panel Butt the skins together at the bottom and scissor the walls together with a sharp motion (See figure n) STEP 5 FASTENING Plumb the panel m both directions It may be necessary to tack the bottom of the panel to hold it in place while the plumbing process takes place Once the panel is plumb in both directions nail both sides of the spline seam and the sill plate with 8d nails at 6" o c You may have to brace the wall if weather dictates STEP 6 TOP PLATE Repeat the procedures for the remaining wall panels When you get to a corner or opening be sure to check the panel dimensions before standing the panel1 This panel may need to be trimmed to fit the location properly After all the walls are up and prior to setting your top plate, plumb and align each wall, getting as close to square and plumb as possible If electrical chases are being utilized, mark the vertical chases onto your dimensional lumber top plate Cut the top plate so that the ends have a minimum 2' overlap of the wall panel seams Apply a 3/8" diameter bead of Premier Mastic down the center and along each edge of the wall panel recess Set the top plate and nail it off according to the engmeenng specs, usually 8d nails 6" o c Finish by drilling the electrical chase access with a minimum 11/2" auger bit HEADERS Depending on the engmeenng requirements of your windows and doors, Premier's Insul-Beam II can be used in place of double 2 x 12's in spans up to 12' STEPi Determine trimmer height depth of the header + the top plate + bottom plate - height of panel = height of trimmer (11 + 1 1/2" + 1 1/2" - 96" = 81 3/4") Cut trimmer and cripple, apply Premier Mastic nail them together Slide the pieces into the panel recess Next, install the panel that sits below the window Put your trimmer and cnpple into this panel Set the next panel place over the bottom plate and tip into final position "Till. r. •„>' n 1/4" your and into PBS SIPs INSTALLATION GUIDELINES PAGE 10 Top plate Trimmer Measure the total depth of the header required and add any sheathing or plating to the top or bottom of the header to achieve this dimension Measure the maximum length the header can be and cut the header 1/8" short of this taking care to avoid the nails m the Insul-Beam II as you cut Apply Premier Mastic to the insides of the opening and drop the Insul-Beam II horizontally into place Do not nail the panel skins to this header yet Apply Premier Mastic to the top of the panel, down the center of the Insul- Beam II and inside both ends Cut your panel top plate to be continuous over the opening and at least i' (the more the better) past each end of the opening and i' from any panel joint Install the top plate into the panel recess and over the header Nail the top plate to the Insul-Beam II first with 2 i6d nails 12" o c Nail the panel skins on either side of the header to the top plate first then down the sides of the panels along the Insul- Beam II This method will keep your wall straight Fur out both sides of the Insul-Beam II with 7/16" sheathing to match the thickness of the panels, keeping the sheathing flush with the top of the top plate INTERMEDIATE FLOORS PLATFORM FRAMING In typical platform framing, the rim is placed on top of the panel flush to the exterior and the joists are placed on top of the panel Floor joists can be either engineered wood or dimensional lumber Refer to FIGURE 15 and Premier Details #PBS-uo and #PBS- 111 in the detail book for more information Another option once the top plate is in, you may now also hang joists directly from the wall panel Use a joist hangar with a nailable top flange The flange should bear at least i 5" (2" is best) on to the top plate Nail the top flange with i6d nails or follow the fastening schedule specified by the engineer Premier Mnsllo Is usoil In aftoonncotionx PBS SIPS INSTALLATION GUIDELINES PAGE 1 1 As always, consult with your engineer of record concerning your specific design requirements ROOFS I? *^^& '^•svrfi.*'jj"vr:<^;i>"' VO.! '"vi £'.£•'*• E*v Ibloekprfacefl V\y. ii^V'af/' -.rvj afle all ^bclnc al i*/c k : iiv>;i jc£; ^a.V;:,'•! ista.-yipSfr'e P IV'^-'"-^ Mal<e sure14. tj',t^' Premier Mastic1 ' •"•"*' is used In all connections is PCS otraiL siss Upon receiving your roof panels, count them and check the sizes In most cases roof panels are not fabricated at the factory because roofs tend to vary from the shop drawings If they have been factory fabricated, double check the accuracy Also check the edge treatment You may have to plane your lumber or I-joists to fit the recesses If the panels aren't being installed immediately, cover the panels and lumber until ready for installation (See page 3) On the Ground Pnor to lifting, install as many of your dimensional lumber splines and I-joist splines used along the connecting sides of each roof panel The Premier splines should be installed as panels are installed The dimensional lumber at the ndge and eaves should be installed after the panels are set in place (If panels are perpendicular to the ndge ) Cut a bevel block out of dimensional lumber to the same pitch as the roof pitch and fasten with i6d sinkers the full length of the ndge The roof panel must bear at least 11/2" on the beveled block Next, tack SIP Tape that is 18" wide Raof panels Bevel block • Ridge PBS SIPS INSTALLATION GUIDELINES PAGE 12 Be sure that the release paper is facing up towards the underside of the roofon top of the ridge beam panels Lifting Panels Use either a picking eye or strap method to lift your roof panels A lifting apparatus can be fashioned from a 4" eye made from 3/4" steel rod The shaft should be at least 14" long The nut should be tack welded to a minimum 4" diameter washer made of 1/2" thick steel Use a lifting plate that is I2"xi2"x3/i6" with a 4x5 grid of holes to attach screws through and in to the OSB skin of the panels The plate should have a U welded to it to fasten the lifting device to A minimum of two plates should be used to lift each panel Determine the center of the panel Depending on the pitch of the roof, drill your hole for the picking eye, or place the center of the two lifting plates, 3" from the center of the panel toward the ridge end for every pitch change after 4 12 For example on a 7 12 roof the lifting hole will be 9" from the panel center This will allow the panel to arnve on the ndge at almost the proper pitch for ease of application If you use the picking eye, be sure to fill the hole with expanding foam sealant prior to installing roofing felt (If the roof panel has installed lumber the placement of the lifting eye or plates may need to be adjusted to allow for flat delivery ) Dunng the install, it is recommended that you alternate the placement of the panels on either side of the ndge beam Start with two panels on one side of the ndge, then four on the other side Alternate this sequence for the balance of the roof This will help prevent bowing of the ndge beam To make placement of adjacent panels easier, do not fasten the last screw tightly at the ndge or eave on the leading edge of the panel (It may become difficult to place the next panel due to compression from the last screw ) In some wall/roof connections, as depicted in FIGURE 16, the electncian can ran the wires in the void created by the beveled block Once the wires are in place, spray expanding foam m the void or use an EPS wedge infill Valley Connections - Premier Panels can be used in hips and valleys Consult with your Premier sales professional and the Premier Detail manual for more information Ridge Cap - Begin by trimming off 1/2" from the bottom of the ndge cap point Spray a high yield, expanding foam into the bottom and along the sides of the ndge valley and set the ndge cap in place Adhere two strips of OSB to the top of the ndge using Premier Mastic and Panel Screws Vapor Retarder - An appropnate vapor retarder must be installed on the mtenor of the roof panels Premier recommends using SIP tape on the panel PBS SIPs INSTALLATION GUIDELINES PAGE 13 joints and at the wall to roof connections Refer to Technical Bulletin #28 for more information on this subject INSUL-LAM Insul-Lam is used as a non-structural nail base in either a one or two layer system Two-Layer System - Begin by installing the 2x dimensional lumber dam around the perimeter of the roof The height of the dam is determined by the depth of Insul-Lam being installed You will need to cut one 2' x 4' foam section and enough 2' x 8' foam sections from your shipment to ring the perimeter flush to your lumber dam As you lay these sections apply a 3/8" bead of Premier Mastic along the foam to foam and foam to wood interfaces Two la,«r s/slam screws per sheet mm 2 perimeter course Once the 2' sections are in place, layout the remaining 4' x 8' foam sheets while applying Premier Mastic on all foam to foam joints prior to installing the adjacent panel Top Layer - Apply the nail base top layer perpendicular to the foam layer so that joints overlap You will need to remove 11/2" of foam along the edges of your perimeter course so the OSB overlaps your lumber dam Use Premier Mastic along each joint in the same manner as the first layer Once an Insul-Lam top sheet is in position, fasten the assembly to the deck with Premier Panel Screws following the spacing and frequency determined by engineering* Penetrate the structural deck to a depth of at least i" Along the perimeter fasten the OSB in to the ax lumber with 8d nails 6" o c or according to the engineers requirements Where vapor retarders are required they should be applied before the installation of the Insul-Lam panels Roof cladding and/or finish materials should be installed according to the manufacturer's specifications and recommendations * On heavy gauge metal decks (16 gauge or thicker) it may be necessary to pre-dnll the deck prior to installing the Panel Screws PBS SIPS INSTALLATION GUIDELINES PAGE 14 ELECTRICAL General Guidelines Never cut long grooves in the skin of a panel Long grooves m the skin can seriously compromise the structural integrity of your panels When necessary, you may cut 4" access holes and use a long remodelers flex bit with a catch hook to run wires where a chase may not exist Use vertical chases and interior walls whenever possible for most of your wiring needs Use a remodeler's box that can clamp the wire securely to the box and has flanges so that the box can be fastened directly to the panel skin Push or pull all wires through a chase simultaneously With an electrician's pliers fold and cnmp the longest wire back on itself about i" Wrap electrical tape around that end Stagger remaining wires flat side to flat side and tape these to the long wire below the cnmp Have 8"- 10" of straight wire to slide into the electrical chase holes As a general rule, don't try to go horizontal between outlets or switches in the panels unless the distance is short and you do not have any other options Use the vertical chases to go back into the floor or roof cavities Run the wires horizontally m these areas access the vertical chases in the panels To gain access to chase intersections, use a 4" to 4 1/8" hole saw Use a flat blade screw driver and pry out the plug Nail the plug to the wall for remstallation After pulling your wires secure the plug with Premier Mastic Where walls terminate against a panel you can drill (at the horizontal electrical chase height) a long diagonal hole through the face of the stud diagonally into the electrical chase Electrical wires will stuff easily into this type of access 1-j* riLTIi- ., -IDF %f i NT « '! L- vS&£? '.'« :-/ ijji'*',\ •: PBS SIPS INSTALLATION GUIDELINES PAGE 15 PLUMBING Whether you are building a standard stick frame house or a panel home, Premier does not recommend placing plumbing chases m the exterior walls This eliminates the possibility for condensation and frozen pipes Situations do arise in which it becomes necessary for a builder to consider options for chases in the exterior walls such as a kitchen sink next to a window or washer and dryer unit next to an exterior wall This situation can be answered through the use of an "island vent" through the floor to the nearest interior wall Consult your local building code for proper design Exterior panel wall '•Z^tF*^*- ."<: »•«'••:?•,*&} IS^'KA t;'*1^St\fe£ii..l^^f&f- r .—-^"^d? =iH- rSf!«;••.* !B> Loop vent located as high as possible Vent Mack tonearest interior partition wall SHEARWALLS A shearwall is vertical bracing element that transfers the in-plane forces imposed on a floor or roof diaphragm to the foundation Wood framed buildings use shearwalls as the vertical bracing element or lateral load resisting element almost exclusively The most common way to anchor panels is described in FIGURE 23 Measure and cut out an access plate in the panel wall adjacent to the tension post Allow for enough room to maneuver the holdown and 2x blocking PBS SlPs INSTALLATION GUIDELINES PAGE 16 CONTACT us FOR MORE INFORMATION Website www pbssips com Email infoOpbssips com REGIONAL FIELD OFFICES NORTHWEST 46o97OthAve East Fife, WA 98424 253-926-2020 800-275-7086 SOUTHWEST 3434 W Papago St Phoenix, AZ 85009 602-269-7266 800-240-6691 TECHNICAL CENTER 17001 Fish Point Rd #101 Prior Lake, MN 55372 800-469-8870 PBS SlPs INSTALLATION GUIDELINES PAGE 17 . O K. UJ CO > CLUJ o5Of " co nUJ yii8io: < c2U_ »4. L. uj a: C CD U- C ^ i$-£i~^$ sr ^1^ x^»^_ ^ J^ L ^ ^ % ^ ^^& ( r