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HomeMy WebLinkAbout041-090-037BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds • PROJECT INFORMATION . Site Address: 4285 CALERNBAR WAY Owner: Permit No: B07-2408 APN: 041-090-037 STOKMANIS, ERIC & KATHY Issued Date: 12/07/2007 By KEJ Permit type: MISCELLANEOUS 5454 PRINCETON WAY Subtype: Fire Suppression PARADISE, CA 95969 Expiration Date: 12/06/2008 Description: FIRE SPRINKLERS FOR NSF (1107-: (530) 872-7615 Occupancy: Zoning: U 00 Contractor Applicant: Square Footage: SQUYRES WILLIAM F JR SQUYRES WILLIAM F JR Building Garage Remdl/Addn P O BOX 3176 P O BOX 3176 CHICO, CA 95927 CHICO, CA 95927 Other Porch/Patio Total (530) 345-1012 (530) 345-1012 FEE INFORMATION DBOMSCF Fire Protection Engine $231.96 LICENSED CONTRACTOR'S'DECLARATION: Contractor (Name) State Contractors License No. / Class / Expires SQUYRES WILLIAM F JR 275206 / C16 / 10/31/2009 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing w'th Section 7000) of Division 3 of the Business and Professions Code, and my license is in f II force a d ffect. X 12/07/2007 Contractors Signature Date `. .`,:WORKERS' -COMPENSATION DECLARATION`` I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; Carrier: State Fund Policy Number: 1617846 Exp. Date:10/01/2008 (This section need not be completed if the permit is for one hundred dollars ($100) or less. ❑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, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those X \P\/ )� �,� 12/07/2007 Signature Date 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 INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. CONSTRUCTIONLENDINGAGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ, code) Lenders Address City State Zip Total Charged: $231.96 Fees Paid: $231.96 Balance Due: $0.00 Receipt No: B5428 OWNER / BUILDER DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: ❑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 the property, who builds or improves thereon, and who does the work himself or herself or through his or her 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 proof that he or she did not build or improve for the purpose of sale.). ❑I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: The Contractor's License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). ❑ 1 AM EXEMPT under Section B. 8 P.C. for this X 12/07/2007 —1I Owners Signature Date I I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter the above mentioned property for inspection purposes. I hereby certify that I am the grope own gnpr am authorized to a n tp@ pro4erty owners behalf. .1yv'/'�\ lT' S V" .[ 12/07/2007 Owner�( Contractor • OR. Agent for Owner Agent for Contractor FILE COPY BUTTE cobNTY DEPARTMENT OF DEVEIOPMENT'SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.nettdds "PLEASE PRINT CLEARLY* OWNER INFORMATION Last Name �h s first Name Mailing Address City State Zip Phone Fax E-mail - ..... CONTRACTOR Name Name M t'e 3 Address o h State City C- Phone State Fax ip Z� Phone State License Number 3 J E-mail Uc. # Class (Z - ..... ARCHITECT/ENGINEER Name SRA es No Address (;l City Boole State Zip Phone Date Approved: Fax E-mail State License Number - ..... APPLICANT INFORMATION Name SRA es No Address Type Const. City Boole State Zip Phone Date Approved: Fax E-mail AP LICANT A I E X VJ For office use only: Zoning Flood Zone SRA es No Occ. Type Const. Subdivision Name Map Boole Page Lilt # Planner Date Approved: PERMIT NO. a BIN # PROJECT LOCATION API �_1) (�q4�-O.3 Prope Cp (eh �r C' G 4.S:Q . Cross Street WORKER'S COMPENSATION Policy Number Carrier Nhiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address j V Description or Scope of Work: .. r, L e Sq FT- L ing Garage I Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Re.6mds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, play: check fees for work plan checked and other department costs are not refi ndable. Received by I%/ Receipt*f ai4 Amount: r' M ,vf lh Bldg SRA _Sheriff Date: � I • �' Q � I � Other Total Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: • Make sure your application is complete. • Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municipalcodes.lexisnexis.com/codes/butteco/ Reference Number: B07-2408 Location: CALERNBAR WAY Parcel Number: 041-090-037 Date: 11/28/2007 Owner Name: STOKMANIS, ERIC & KATHY Phone: (530) 872-7615 Description: FIRE SPRINKLERS FOR NSF (1107-1887) Signature of Applicant: as Date: 11/28/2007 LE BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT , 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT: INFORMATION z Site Address: 4285 CALERNBAR WAY Owner: Permit NO: B07-1887 APN: 041-090-037 STOKMANIS, ERIC & KATHY Issued Date: 12/07/2007 By KEJ Permit type: RESIDENTIAL 5454 PRINCETON WAY Subtype: SFD-Custom/Model PARADISE, CA 95969 Expiration Date: 12/06/2008' Description: NSF DWELLING(3032), GAR(1040), (530) 872-7615 Occupancy: R-3 Zoning: FR -20 Contractor Applicant: Square Footage: STOKMANIS, ERIC & KATH1 Building Garage RemdUAddn 5454 PRINCETON WAY 3,032 1,040 PARADISE, CA 95969 Other Porch/Patio Total (530) 872-7615 1,248 754 6,074 FEE INFORMATION., _ CWIF SF $2,411.06 DBFIRE Fire Inspection (SRA) $102.70 CWIF SF $2,132.89 DBFIRE SRA Fire Plan Review (S $102.70 CWIFAUD Impact Processing Audi $50.00 DBOMSCF Fire Safe Standards Re $115.98 CWIFDDS Impact Processing Fee $50.00 DBSMIP Residential $24.66 DB R3 Dwelling -Custom, Model $2,278.09 DB R3 Dwelling -Custom, Model $1,518.72 DBEH Building Review Fee $75.70 Total Charged: $8,965.20 Fees Paid: $8,965.20 DBFIRE Fire Inspection (SRA) $102.70 • Balance Due: $0.00 Receipt No: B5542 LICENSED CONTRACTOR'S DECLARATION `'� -.-,OWNER/ BUILDER DECLARATION- x . Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) is in full force and effect. of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 12/07/2007 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractor's Signature Date -11. AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE * {WORKERS' COMPENSATION DECLARATION ' 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 the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code; for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). ❑ I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by n 1, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED I�`l] CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractor's License Law dows not apply to an owner of the property who builds or improves My Workers' Compensation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). Cartier: Policy Number: Exp. Date: (This section nee not be competed if the permit is or once hundred dollars ($100)—or-Fe—ss.) _ ERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS 611,CSUED, El AM EXEMPT under Section B. & P.C. for this reason: - - I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers'X 12/07/2007 r compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Owe ure Date X 12/07/2007 , I hereby certify t I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building SignelturDate WARNING: FAILURE T SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJEC N EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, including death, and property damage caused by, arising out of, or in any way connected with HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County to enter the above mentioned property for inspection purposes. I hereby certify that I am the "pWy owner uthorized to act on the pr pertly own is behalf. 12/07/2007 CONSTRUCTION LENDING AGENCY ' - I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for a Of P ttee I N] Pri t ate the performance of the work for which this permit is issued. (3097 civ. code) Own Contractor OR; Agent for Owner Agent for Contractor FILE COPY Lender's Address City State Zip BUTTE COUNTY 0 o DEPARTMENT OF DEVELOPMENT SERVICES o BUILDING PERMIT APPLICATION: 0 o OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 o— -=�°'' o A FEE WILL BE REO UIRED AT TIME OF APPLICATION .� Website: w. 1w.buttecounty.net/dds OUN**PLEASE PRINT CLEARLY** OWNER INFORMATION Last a Fit me Mailing A dress _ City — at Zip Phone — Fax E-mail CONTRACTOR Name Address City State Zip Phone Fax E-mail Lic. # Class L_ APPLICANT INFORMATION Name' ✓ 1 —I (,.. '-. , ress _Y .r tom~ Zip PERMIT NO. BIN # A_1 I COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: Sq FT- Living. Garage Open Cov-7 ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use only: ARCHITECT/ENGINEER Name J . Address 3 < City Type Const. V_ff Stat Zi Phone Fax. I.. 4 D E-mail State License Number CG(q 1. 1919 L_ APPLICANT INFORMATION Name' ✓ 1 —I (,.. '-. , ress _Y .r tom~ Zip PERMIT NO. BIN # A_1 I COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: Sq FT- Living. Garage Open Cov-7 ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zonin7gFP_ Flood Zone SRA es No Occ. Type Const. V_ff )v yark � ��, TINA m _. ooh . BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School.District �� (�> Building Department No. Tax ate Area No. A.P. Number (A Coo. W7 Jurisdiction: =City County .� IN Property Owner Property Location/Address Subdivision Residential Development E Q No of Living Mobile Home Units Installation Commercial/Industrial 0 New Addition J Build District Identification No. A k - (Street Lot No. ................................................................................................... Sq. Footage Addition/ *Supplemental to (Group R) Conversion Permit # Cr. Demo - ( ) • *(No foundation inspection) existing sq. ft. see attached .................................................................................................. Net total sq. ft. () -oa Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) School District certifies that f.. has complied with the requirements of Resolution No. representing.,_, square feet. School District Sq. Footage Date (Including Exterior Roofed Areas) Ica Number) by payment of $ 7 77: %SG B 2926 $ FULL MITIGATION $ Date Paid by Check # Remarks: �/J/�1�/A/" A-"&4 �/?9t _0 Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (school district), Yellow (building department), Pink (applicant) feeform.xls (12/06)dmm BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM Q FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) O CICO AREA RECREATION AND PARK DISTRICT (CARD) NZ PARADISE RECREATION AND PARK DISTRICT (PRPD) ❑ DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) Property Owner (s)_ Project Location /Address Subdivision Name Building Pen -nit Number BQ- 1?4 T Assessable Sq. Ftge Type f Residential Development (check one) New Development Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date issued ) verified by Building Department Comments: ❑ FRRPD ❑ CARD RPRPD ❑ DRPD certifies that: Katko C ;s Applicanyl4a.me Phone Number S y S"V P—, Malting Address State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ $ per unit for a total of $ 303-2— Square Feet @ $ , S�D per sq foot for a total of $ /S / Remarks Paid by Check No: Paid by Cash: Receipt No: _ Recreation and Park District Representative Date Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds PERMIT APPLICATION DATA SHEET Reference Number: B07-1887 Date: 09/05/2007 Location: CALERNBAR WAY By: KCG Parcel Number: 041-090-037 Sub Type: SFD-Custom/Model Owner Name: STOKMANIS, ERIC & KATHY Phone: (530) 872-7615 Description: NSF DWELLING(3032), GAR(1040), 0(1248), COV(754) The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. Yes No DRAINAGE DISTRICTS ❑ ❑ Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 - (530) 533-0740 ❑ ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 - (530) 533-2000 ■ ■ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ VIEWE City of Chico, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 PARKS & RECREATION DISTRICTS Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 Durham Park & Recreation District, 9447 Midway, Durham CA 95938 - (530) 345-1921 Feather River Recreaction & Park District, 1200 Myers Street, Oroville CA 95966 - (530) 533-2011 Paradise Parks & Recreation, 6626 Skyway, Paradise CA 95969 - (530) 872-6393 SCHOOL DISTRICTS Biggs Unified School District, 300 B Street, Biggs CA 95917 - (530) 868-1281 Chico Unified School District, 1163 East 7th Street, Chico CA 95926 - (530) 891-3006 Durham Unified School District, 4920 Putney Drive, Durham CA 95938 - (530) 895-4675 Gridley School District, 429 Magnolia, Gridley CA 95948 - (530) 846-4723 Marysville School District, 1919 B Street, Marysville CA 95901 - (530) 741-6000 Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 - (530) 532-3000 Oroville Union High, 2211 Washington Ave, Oroville CA 95966 - (530) 538-2300 Ext:105 Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 - (530) 872-6400 OTHER Recorded copy of Agricultural Acknowledgment Statement- See Attached Instructions City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 Other: Other: Other: Signature of Property Owner: Date: 09/05/2007 FILE Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds OWNER -BUILDER INFORMATION An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ° If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $500 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. ° If you are an employer, you must register with the state and federal government as an employer and you are subject to several obligations including state and federal ° income tax withholding, federal social security taxes, workers/ compensation insurance, disability insurance costs, and unemployment compensation contributions. There may be financial risks to you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. ° For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small business Administration). For more specific information about your obligations under state law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through thier own employees, without a license contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor is to secure an "owner -builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board's automated telephone information system at 1-800-321 -CLSB (2752) or by accessing thier website at www.CSLB.ca.gov. PLEASE COMPLETE AND RETURN THE ENCLOSED OWNER -BUILDER VERIFICATION FORM SO THAT WE CAN CONFIRM THAT YOU ARE AWARE OF THESE MATTERS. THE BUILDING PERMIT WILL NOT BE ISSUED UNTILL THE VERIFICATION IS RETURNED. OWNER BUILDER VERIFICATION PLEASE COMPLETE THIS FORM AS REQUIRED BY THE STATE OF CALIFORNIA (SENATE BILL NO. 831 EFFECTIVE JULY 1, 1980). NO BUILDING PERMIT WILL BE ISSUED UNTIL THIS VERIFICATION IS RECEIVED. I PERSONALLY PLAN TO PROVIDE THE MAJOR LABOR AND MATERIALS FOR CONSTRUCTION OF THE PROPOSED PROPERTY IMPROVEMENT. (YES OR(9 1(AV VE NOT) SIGNED AN APPLICATION FOR A BUILDING PERMIT FOR THE PROPOSED WORK. I HAVE CONTRACTED ITH THE OL OWING PERSONIRM) TO PROVIDE THE PROPOSED CONSTRUCTION: NAME Q e_k, ���10� ADDRESS CITY PHONE CONTRACTORS LICENSE NO 4. I PLAN TO PROVIDE PORTIONS OF THE WORK, BUT I HAVE HIRED THE FOLLOWING PERSON TO COORDINATE, SUPERVISE, AND PROVIDE THE MAJOR WORK: ADDRESS CITY PHONE CONTRACTORS LICENSE NO 5. I WILL PROVIDE SOME OF THE WORK BUT I HAVE CONTRACTED (HIRED) THE FOLLOWING PERSONS TO PROVIDE THE WORK INDICATED: NAME ADDRESS PHONE TYPE OF WORK Description: NSF DWELLING(3032), GAR(1040), 0(1248), COV(754) Reference Number: B07-1887 Applicant Name: STOKMANIS, ERIC & KATHY Owner's Name: STOKMANIS, ERIC & KAT AP # : 041-090-037 Signature of Property Owner: 4 A4Date: �nj5� Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: 0 Make sure your application is complete. 0 Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municii)alcodes.lexisnexis.com/codes/butteco/ Reference Number: B07-1887 Date: 09/05/2007 Location: CALERNBAR WAY Parcel Number: 041-090-037 Owner Name: STOKMANIS, ERIC & KATHY Phone: (530) 872-7615 Description: NSF DWELLING(3032), GAR(1040), 0(1248), COV(754) Signature of Property yOwner:0� Date: 09/05/2007 j j FILE California Department of Forestry and Fire Protection Butte County Fire Department Fire Prevention Bureau 176 Nelson Avenue, Oroville CA 95965 (530) 538-7888 Office, (530) 538-2105 Fax Reference Number: B07-1887 Date: 09/05/2007 Location: CALERNBAR WAY By: KCG Parcel Number: 041-090-037 Sub Type: SFD-Custom/Model Owner Name: STOKMANIS, ERIC & KATHY Phone: (530) 872-7615 Description: NSF DWELLING(3032), GAR(1040), 0(1248), COV(754) To meet the requirements of Government Code section 51182 and Public Resource Code 4291, Butte County requires a pre -construction inspection to pro -actively provide the below building and site requirements to the property owner. Your property is located within the State Responsibility Area (SRA) of Butte County SRA is required to meet the below requirements: ✓ Public Resources Code 4290 ✓ Public Resources Code 4291 ✓ California Building Code, Chapter 7A ✓ Butte County Improvement Standards Requirements prior to scheduling the pre -inspection: ✓ Full plan submittal to Butte County Development Services -Building Division ✓ Driveway and building pad must be identified on site ✓ Structure location must be staked out on the building site All development within the Requests for inspections shall be made a minimum of 72 hours in advance by calling the Fire Prevention Bureau's 24 hour inspection line at (530) 538-6837, ext. 169, (When the recording comes on, enter the extension number). For the pre -inspections, the property owner or authorized agent is required to meet the inspector at the construction site with two hard copies of the site plan. I have read and understand the above pre -inspection requirements. 09/05/2007 Date Rev'd 5/7/07 -K�, ­�� Si atur All of the Fire Safe Requirements are posted on the Butte County Fire Department website at http://buttefire.org/Fireprevention/protplan/proti)lan.html FILE A7 BUTTE COUNTY FEE SUMMARY Printed: 09/05/2007 7 County Center Drive 9:26 am Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B07-1887 Job Address: CALERNBAR WAY Contractor: Fee Description Account Number Fee Amount Paid Date Pmt Amt CWIF SF CWIFFIREVE SF 1851-0-280-1011853 $707.16 CWIFPWRDS SF 1831-0-280-1011001 $1,337.55 CWIFFIREF SF 1851-0-280-1011852 $366.35 DB R3 Dwelling -Custom, Model DBF DWLNG CSTM/MDL N Permit F( 0010-440001-4210500-1010 $2,278.09 DBF DWLNG CSTM/MDL N Plan Rvv 0010-440001-4210500-1010 $1,518.72 09/05/2007 $1,518.72 DBEH Building Review Fee 0021-540013-4614901-1010 $75.70 09/05/2007 $75.70 DBFIRE Fire Inspection (SRA) 0100-450001-4617240-1010 $102.70 0100-450001-4617240-1010 $102.70 09/05/2007 $102.70 DBOMSCF Fire Safe Standards Re 0010-440001-4210500-1010 $115.98 DBFIRE SRA Fire Plan Review (S 0100-450001-4617240-1010 $102.70 09/05/2007 $102.70 CWIFAUD Impact Processing Audi 0010-050-4617998-101001 $50.00 CWIFDDS Impact Processing Fee 0010-440001-4617999-1010 $50.00 CWIF SF CWIFSHERFJL SF 1800-0-280-1011811 $288.00 CWIFSHERFF SF 1840-0-280-1011841 $312.99 CWIFLBRYV SF 1825-0-280-1011828 $4.83 CWIFLBRYM SF 1825-0-280-1011827 $162.04 CWIFLBRYF SF 1825-0-280-1011826 $240.89 CWIFGGVE SF 1810-0-280-101001 $306.61 CWIFGGF SF 1808-0-280-101001 $664.81 CWIFSHERFVE SF 1840-0-280-1011842 $152.72 DBSMIP Residential 1001-0-280-1011298 $24.66 d Printed By: Kourtni Graham 89965.20 $19799.82 Balance Due: $7,165.38 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees may ch a duhgg the plan checking process. Signature: Date: 09/05/2007 Pursuant to Government code ection 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds 1� National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment (LESS THAN 1 ACRE 1 Reference Number: B07-1887 Date: 09/05/2007 Location: CALERNBAR WAY By: KCG Parcel Number: 041-090-037 Sub Type: SFD-Custom/Model Owner Name: STOKMANIS, ERIC & KATHY Phone: (530) 872-7615 Description: NSF DWELLING(3032), GAR(1040), 0(1248), COV(754) By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Signed: Title: FILE Date: 09/05/2007 VerTech Engineering, Inc. e r M Rb L'ncbAe. #zoo, Up, CA, 999% � Ph (530) 899.8716 Fac(530) 899.110 Fe]ch August 8, 2007 RE: Stockmanis Residence, Lower Paradise, Butte County, CA To Whom It May Concern: I have reviewed the truss calculations by Longfellow Lumber Co. dated 08/9/2007 ' and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 08/08/2007. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, ` Q,ROFES��®4r Qw �owcwQ� � ,• Andrew Johnson, P.E.CO ' %-CD W c AUG 0 8 2007 BUTTE . COUNTY SEP 0, 5 2007 DEVELOPYIENT SERVICES , VerTech Engineering, Inc. M RD LI&A%e #XQ, OVD, CA 959% Ph PO)89.4M6 F�xPO) 89-9-M August 8, 2007 RE: Stocicmanis Residence, Lower Paradise, Butte County, CA To Whom It May Concern: I have reviewed the truss calculations by Longfellow Lumber Co. dated 08/9/2007 and have found that the trusses appear to be -'designed in accordance with the general design concept of the structural do_ cuments dated 08/08/2007: The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Andrew Johnson, P. E. CO ®. LAI cu � a. CAM AUG 0 8 2007 iiAl ol, BOD MANGRUM WIN' q CONSULTANT. 0-876-9616 5,655 A:LM0141b 'STRE ET PARAMSE,CA95969 530-V7­3979Mx- Title 24 Residential m,' Title 44 Commercial C'11518627 - -------- TITLE 24 SUMMARY JOB NAME: STO/k/M.4 0 S H.E.R-S-VERIFICATION ��UIRED - YES. NO INSULATION: ATTIC WALL FLOOR SLAB FENESTRATION: V1 � YL- 'C-AXA-4 r--!; 4CU99VALUE = SHGC = o. �� 04', D. -;Z-/O, SHADING = _(;.7-AAMA/24 HVAC SYSTEM: SQUARE FOOTAGE HEATING btu's =.5-4681 HSPF AFUE: ..80. COOLING btu's = 1/-5_06 0 SEER: / .3 WATER HEATING SYSTEM: GAL. STORAGE GAS = ENERGY FACTOR = GAS INSTANT RADIANT ROOF: YES: HOUSE WRAP: �YES: — NO: ✓ NO: -BUTTE COUNTY SEP 0 5 2007 D EVX&oyNiFNT .. SFjjV1itES BOB MANGRUM- ►�� VERGYCONSULTANT. . 530-876-9616 VAI 5655 ALM04D •STREET ..' PARADISE, CA 95969 :._ .-. 530-&77-3979 FLAX* Title 24 Residential Ttle 24 Commercial Uc.115i 8627 TITLE 24 StJYE lARY JOB NAME: S-MeMA AJI S H.E.R.S. VERIFICATION REQUIRED YES. . NO INSULATION: AMC WALL FLOOR SLAB = FENESTRATION:. l._o w' V1 AJ KL- �WMlr=-5 6CU99 VALUE — 0.3510'. 3-� ®. 3s SHGC = or iw" 0..3z 0. 0. SHADING = SAAWA2h HVAC SYSTEM: SQUARE FOO'T'AGE 3®3� HEATING btu's = X56681 HSPF AFUE: 80. COOLING btu's = z15060 SEER: / 3 WATERHEATING SYSTEM: GAL. STORAGE GAS = -� ENERGY FACTOR = - GAS INSTANT = , RADIANT ROOF: 1 YES: HOUSE WRAP: NO: BUTTE COUNTY SEp G 5 2007 DE SERO C SNT Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION * BUILDING * PLANNING October 15, 2007 Kathy Stokmanis 5454 Princeton Way Paradise, CA 95969 Assessor Parcel Number: 041-090-037 Building Permit Number: B07-1887 (New Single Family Residence) Thank you for submitting plans for your building project. The plans have been reviewed and comments are listed below. Please respond in writing to each item by letter or by completing and returning a Plan Review Response Form. Your complete and clear response will expedite the re -check and approval of this project. COMNTS: . Note on the plans: For all PEX or CPVC installations, a completed "REQUEST TO USE PEX WATER PIPE" or "Certificate of Compliance for installations of CPVC Plumbing Materials" form ,must be submitted and approved by the Building Official. Contact California Department of Forestry for the possible requirements of fire sprinklers installed in GGGG the proposed structure being built on parcels larger than 3 acres and not within 1000 feet from a fire hydrant. Call Darren Read at C.D.F, 530-538-6837, ext. 167. A separate permit will be required for the fire sprinklers. 51 (Specify floor joist sizes and spacing on the foundationplan 6 4 Show location of the heating unit and location of the ater heater o the floor plans. YSpecify an approved decking material to be used over the garage area and provide the ICC E.S. report ber. t appears that wall line 6 on the second floor plan should be number 5. Please verify and revise the s as required. Thase show location of wall line F on the second floor plan. e first floor wall line layout provided in the structural calculations does not match entry area shown on the plans. Please revise and clearly indicate wall lines where shear walls are specified. Provide supporting calculations for the drags specified along wall lines D and G. Collector calculations were provided for drags along wall lines E.1 and 4.1 only. . 0"rovide drag along wall line E.1 as specified in the structural calculations. 11. Provide shear transfer details of roof diaphragm connections to the shear walls and key details to the roof framing plan. 12 -:-'Please key section cuts to the floor framing plan and show shear wall numbers on the section cuts for clarity. "lease show construction methods and materials on the section cuts. Verify shear wall length along wall line 4 of the first floor. The structural calculations specify a resistive wall length of 18.5 feet. The plans show a shear wall length of 10 feet. Please revise. Provide 16' shear wall along wall line E of the first floor as specified in the structural calculations. e plans show a 7'-6" feet. Please revise plans or calculations to match. Please clarify hardy panel frame construction along wall line A. Detail 4/SD4 indicates "WSP shear by others". Should this be a type 6 shear wall? Please specify connections between conventional mg and the braced frames. Provide calculations for bearing wall studs over 10' in height. pecify framing and connections of parapet walls. Provide section K/12 as specified on the roof framing plan. .ase specify column to beam and column to foundation connections. 21. Please clarify how the log porch beams shown on section B/10 will be connected and supported by the exterior walls. 22. Please clarify load path for lateral force transfer from the 2nd floor diaphragm to the I' floor shear wall along wall line 6. Provide shear transfer detail and/or show requirements on section F/10. 23. lease detail shear transfer from the 2nd floor shear wall along wall line E. This shear wall is supported by a 6x8 floor beam (B11). Page 26 of the calculations specifies a 1.75"x9.25" LVL at this location. Please verify capacity of the beam to support shear and overturning from the stmar wall and detail how lateral forces will be transferred from the beam to load resisting elements.A'4-"-`L- 24. " sL- 24. Please submit two corrected sets of plans signed and stamped by the engineer. G rr r'a OW, If you wish to discuss any of these comments, please call (530) 538-7541 between 8:00 a.m. and 5:00 p.m., Monday through Friday. Jim Peterson Plans Examiner iepeterson@buttecounly.net ..net cc: Brant Nightingale Designs VerTech Engineering Philo Hunt, P.E. Plan Check Engineer phunt@buttecounly.net RESPONSE TO PLAN CHECK �CO 1 Project: Stockmanis Residence d Calernbar Road CF Lower Paradise, Butte County, CA Plan Check Number: B07-1887 t4ov 0 6 2007 Structural Plan Check Comments: 1) By others. 2) By others. 3) By others. 4) By others. 5) By others. 6) See revised plans. 7) See revised plans. 8) See revised page 7 of structural calcs for shear wall location clarification. 9) Drag A at shear wall line D is not required as the 2nd floor diaphragm lateral loads are resisted by other 1st floor shear walls(C, 4, G, H). The drag will however help to tie the diaphragm together at the corner condition. The entire load from line F,R (1358 Ib) is dragged into line G,1. The capacity of "drag A" is 1650 Ib. 10) See revised calculation page 7 showing 1st floor shear walls that make up line E,1 for clarification. See attached drag calc for E,R. See plan page 9 for add'I drag info at E,R. 11) See revised plans. 12) By others. 13) By others. 14) See revised calculation page 7 showing 1st floor shear walls that make up line 4,1 for clarification. Line 4,1 = 10ft + 12ft x (.707)(non-orthogonal) = 18.5ft 15) See revised calculation page 7 showing 1st floor shear walls that make up line E,1 for clarification. Line E,1 = 7.5ft + 12ft x (.707)(non —orthogonal) = 16ft 16)See revised detail 4/SD4 and 5/SD4. 17) See attached calcs and revised plans calling out king studs and balloon framed studs at balloon framed walls in living room. Note that most of B UTTO the balloon framed walls at living room are braced by adjacent low roofs. CouNA'8) See added detail 7/SD3 and detail 5/SD3 for clarification of parapet NODI 1 211nframing. Also see sections which show parapet framing methods. 1(Y) By others. I3EV a.aDMENT SERVICES A a 7 20) See revised plans for beam to column and column to foundation connector callouts. Also, see structural notes on plan addressing the requirement for positive attachment of beam to post, post to beam, and ost to post connections with (2) ST24 straps min. and A35 clips. See revised section B/10. 22) See revised section F/10. See revised plan sheet 9 for lateral clarification. Actual story wall height (including parapet) is 13.5 ft and gravity load is therefore 202.5 plf. I ran the seismic OT with this gravity load and the 18 ft shear wall panel does not overturn. See revised plan sheet 8 for 6X10 DF#1 beam callout and attached beam calc.. --� 24) OK PROJECT O-7 - I V I VERTECH ENGINEERING PAGE' ENGINEER AJ DATE Q DESIGN OF PROJECT VERTECN ENGINEERING PAGE ENGINEER DATE 1 DESIGN OF RCS onS-.0 +0 ''ia+� Oen - -1:4Cv"n 10 Timber Column Design VerTech Engineering Per NDS 3.9.2 Project: 07-181 Date: 10/25/07 Location: Living Room - Balloon Framed Wall King Stud Lumber: L1.7 2650 BCI Versa -Lam Column Material Properties Modification Factors Fb 2650 psi CD 1.33 Fc 3000 psi CM 1 E 1.7 E6 psi Ct 1 Config/Loading CL 0.97 1.00 P 200 lbs CF 1 1 D1 5.25 in Cp 0.07 D2 5.25 in Cfu 1 el 0 in Cr 1 e2 0 in Cf 1 Lul 19.25 ft Combined Flexure/Axial . Lug 0.25 ft fc 7.3 Addl M1 4993 ft -Ib Fc' 259.8 Addl M2 0 ft -Ib fbl 2484.4 Fbl' 3423.4 Section Properties FcE1 263.4 A 27.6 in^2 fb2 0.0 S1 24.1 in^3 Fb2' 3523.6 S2 24.1 in^3 FcE2 1561875.0 11 63.3 in^4 FbE 9218.1 12 63.3 in^4 Interaction: 0.7 OK if<1. Timber Column Design VerTech Engineering Per NDS 3.9.2 Project: 07-181 Date: 10/25/07 Location: Living Room - Wall Stud (unbraced ht. = 19 1/4ft) Lumber: L1.7 2650 BCI Versa -Lam Column 1w Material Properties Modification Factors Fb 2650 psi CD 1.33 Fc 3000 psi CM 1 E 1.7 E6 psi Ct 1 Config/Loading CL 0.98 1.00 P 100 lbs CF 1 1 D1 3.5 in Cp 0.03 D2 5.25 in Cfu 1 el 0 in Cr 1 e2 0 in Cf 1 Lul 19.25 ft Combined Flexure/Axial Lu2 0.25 ft fc 5.4 Addl M1 1207 ft -Ib Fc' 116.4 Addl M2 0 ft -Ib fbl 1351.3 Fbl' 3466.5 Section Properties FcE1 117.1 A 18.4 in^2 fb2 0.0 S1 10.7 in^3 Fb2' 3522.5 S2 16.1 in^3 FcE2 1561875.0 11 18.8 in"4 FbE 13827.2 12 42.2 in^4 Interaction: 0.4 OK if<1. . F Wo'� COMPANY VerTech Engineering 383 Rio Lindo Ave #200 PROJECT � AN - Chico, Chico, CA 95926 RoofL Dead sAnFroawo.'ognEsrcti. oFlw p: 530.899.8716 f: 530.899.1102 Oct 96 09-34-07 07-181 Stockwnnns R1 I No '7007 - Design Check Calculation Sheet Live Sizer 2002a 20.00 (9.00)* LOADS: ( lbs, psf, or plf ) No Load Type Distribution Magnitude Location [ft] Pattern Dead Start End Start End Load? 15.00 (9.00)* 626 No F1ooL Dead Triangular 60.0 0.0 9.00 17.50 No F1ooL Live Triangular 120.0 0.0 9.00 17•.50 Yes *Tributary Width (ft) Dead MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : . 777 0' 9' 17'-6" PL LL Live Point 777 14.00 Yes Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fb'­ 1350 1..00 1.00 1.00' 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 4718 lbs -ft. Bending(-): LC# 2;= D+L, M = 4314 lbs -ft Shear : LC# 2 = D+L, V = 2896, V@d = 2530 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Dead 699 Value � Value 1121 RoofL Dead Full Area 16.00 (9.00)* 85 No RoofL Live Full Area 20.00 (9.00)* Fb' = No wa11L Dead Full Area 15.00 (9.00)* 626 No F1ooL Dead Triangular 60.0 0.0 9.00 17.50 No F1ooL Live Triangular 120.0 0.0 9.00 17•.50 Yes PL DL Dead Point 777 14.00 No PL LL Live Point 777 14.00 Yes Dead 699 Value 2961 Value 1121 Live 275 73 1725 85 779 'Total 929 fb = 9687 Fb' = 1900 Bearing: 0.51 Bending(-) fb = 626 Fb' = 1.0 fb/Fb' = 1.4 1.0 Length Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 73 Fv' = 85 fv/Fv' = 0.85 Bending(+) fb = 689 Fb' = 1350 fb/Fb' = 0.51 Bending(-) fb = 626 Fb' = 1350 fb/Fb' = 0.96 Live Defl'n 0.03 = <L/999 0.28 = L/360 0.11 Total Defl'n 0.09 <L/999 0.93 L/290 0.21 LEGACY REPORT PFC-5342 1' Reissued August 1, 2007 ICC Evaluation Service, Inc. Business/Regional once ■ 5360 Workvnan Mill Road, Whittier, California 90601 ■ (562) 699-0543 Regional Office ■ 900 Montclair Road, Suite A, Birmingham, Alabama 35213 ■ (205) 599-9800 W WwA cc-eS.O rQ Regional Office ■ 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 ■ (708) 799-2305 Legacy report on the 1997 Uniform Building CodeTM, the 2000 International Building Code®, and the 2000 International Residential Code® DIVISION: 05 -METALS Section: 05400 -Cold -Formed Metal Framing HARDY FRAME® PANEL, HARDY FRAME" BRACE FRAME, HARDY FRAME® HEAVY DUTY BRACE FRAME, HARDY FRAME® POST, HARDY FRAME® HEAVY DUTY POST, HARDY FRAME® SCREW, HARDY FRAME® BEARING PLATE AND HARDY FRAME® SADDLE HARDY FRAMES, INC. 789 SOUTH VICTORIA AVENUE, SUITE 200 VENTURA, CALIFORNIA 93003 1.0 SUBJECT Hardy Frame® Panel, Hardy Frame® Brace Frame, Hardy Frame® Heavy Duty Brace Frame, Hardy Frame® Post, Hardy Frame® Heavy Duty Post, Hardy Frame® Screw, Hardy Frame® Bearing Plate and Hardy Frame® Saddle. 2.0 DESCRIPTION 2.1 Hardy Frame® Panel and Hardy Frame® Brace Frame: 2.1.1 General: The Hardy Frame® Panel and Hardy Frame® Brace Frame are prefabricated shear panels constructed for use in wood, steel, masonry or concrete structures. They are designed to support gravity loads and to resist in -plane and out -of -plane lateral loads resulting from wind or earthquake. The Brace Frames and Panels are recognized in this evaluation report for installation on wood supports, in a steel track or directly on concrete or masonry foundations, on double -nut and washer -headed bolts, and in multistory structures. 2.1.2 Hardy Frame® Panel "W" and "S" Series: The Hardy Frame® Panel "W" series is intended for, but not restricted to, wood frame construction. Net heights forthel 2 -inch -wide, 18 - inch -wide and 24 -inch -wide (305 mm, 457 mm and 610 mm) panels correspond to standard wood stud lengths. The "S" series is intended for, but not restricted to, steel framing with net heights that correspond to standard steel stud heights. In both series, the 12 -inch -wide and 18 -inch -wide (305 mm and 451 mm) Hardy Frame® Panel consists of a one-piece C- shaped vertical member that is enclosed at the top and bottom with channels. The one-piece C-shaped member is No. 12 gage [0.1046 inch (2.7 mm) base -metal thickness] steel with 3.25 -inch -wide (83 mm) flanges and 12-,18-, or 24 - inch -deep (305 mm, 457 mm, or 610 mm) webs. The top and bottom channels are No. 12 gage steel measuring 3.5 inches by 3.5 inches by 3.5 inches (89 mm by 89 mm by 89 mm), and are welded to the vertical member. The 24 -inch -wide (610 mm) Hardy Frame® Panel is the same construction as the 12 -inch -wide (305 mm) and 18 -inch -wide (457 mm), but includes two No. 12 gage Z -shapes welded to the inside of the one-piece C-shaped vertical member to form end posts. When specified in the tables, the Hardy Frame® Bearing Plate is placed below the Hardy Frame® Panel being installed on wood -floor framing. In Figure 1, details 1A and 1B provide details. Tables 1.1 to 1.4 provide more information on the Hardy Frame® Panel "W" series, and Table 2.1 provides more information on the Hardy Frame® Panel "S" series. 2.1.3 Hardy Frame® Brace Frame "W" and "S" Series: The Hardy Frame® Brace Frame "W" series is intended for, but not restricted to, wood frame construction with net heights that correspond to standard wood stud lengths. The "S" series is intended for, but not restricted to, steel framing with net heights that correspond to standard steel stud heights. Both series consist of steel tubular end posts and a diagonal member, steel top and bottom C-shaped channels, and intermediate vertical wood or steel studs spaced at 16 inches (406 mm) on center that are either welded or mechanically fastened in place in accordance with the approved quality control manual. The tubes and the channels are No. 14 gage [0.0747 inch (1.9 mm)] steel. The tube's dimensions are 3.25 inches by 3.5 inches (83 mm by 89 mm); the tube is either roll -formed or created with two C -channels welded to form a tube shape with intermittent welded seams on the tube joint(s). The channel dimensions are 3.5 inches by 3.5 inches by 3.5 inches (89 mm by 89 mm by 89 mm). The vertical studs are No. 20 gage [0.0359 inch (0.9 mm)] steel C -studs measuring 1.5 inches by 3.5 inches by 1.5 inches (38 mm by 89 mm by 38 mm) or wood studs measuring 1.5 inches by 3.5 inches (38 mm by 89 mm). The purpose of these vertical studs is to permit mechanical attachment of interior or exterior wall covering components. Two '/e inch -diameter (22.2 mm) utility access holes are provided in the end posts, diagonal member, and studs. One hole is 18 inches (457 mm) from the top and the other hole is 18 inches (457 mm) from the bottom of the frame. Figure 1, detail 2A, provides additional details. Tables 3.1 to 3.4 provide more information on the "W" series, and Table 4.1 provides more information on the "S" series. 2.1.4 Hardy Frame® Heavy Duty Brace Frame "H" Series: The "H" series Hardy Frame® Brace Frame is similar to and has the same intended use as the "W" and "S" series Hardy Frame® Brace Frames. The end posts and the diagonal members are formed from two No. 12 gage [0.1046 inch (2.7 ICC -ES legacy reports are not to be construed as representing aesthetics 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 I any finding or other matter in this report, or as to any product covered by the report. Copyright © 2007 C Page 1 of 40 � Page 2 of 40 PFC-5342 mm)] C -channels welded to form a tube shape with dimensions of 3.25 inches by 3.875 inches (83 mm by 98 mm). The channels are No. 12 gage steel, 3.5 inches by 3.625 inches by 3.5 inches (89 mm by 92 mm by 89 mm). Figure 1, detail 2B, provides additional details. Tables 5.1 to 5.4 provide more information on the "H" series. 2.2 Hardy Frame® Post: 2.2.1 General: The Hardy Frame® Post is designed and constructed to support and transfer tension and compression loads. There are three series recognized in this report: Hardy Frame® Post "W" and "S" series, and Hardy Frame® Heavy Duty Post "H" series. 2.2.2 Hardy Frame® Post W and S Series: The Hardy Frame® Post is fabricated from No. 14 gage [0.0747 inch (1.9 mm)] steel that is either roll -formed or created from two C - channels welded to form a tube shape with 3.25 -inch -by -3.5 - inch (83 mm by 89 mm) dimensions. Details are shown in Figure 1, detail 3A. Table 7.1 provides more information on the posts. 2.2.3 Hardy Frame® Heavy Duty Post: The Hardy Frame® Heavy Duty Post is fabricated from two No. 12 gage [0.1046 inch (2.7 mm)] C -channels that are welded to form a tube with 3.25 -inch -by -3.875 -inch (83 mm by 98 mm) dimensions. Details are shown in Figure 1, detail 3B. Table 7.1 provides more information on the posts. 2.3 Hardy Frame® Screw: The Hardy Frame® Screw is a self -drilling screw designed as an alternative to the wood screws used in lateral load applications specified in the applicable code. The shank diameter is'/, inch (6.4 mm), the hex washer head is 3/6 inch (9.5 mm) across hex flats and 9/16 inch (14 mm) across the washer. Screw lengths range from 1% inches to 6 inches (38 mm to 152 mm). Tables 9.1 and 9.2 provide more information on the screw. 2.4 Hardy Frame® Bearing Plate: The Hardy Frame® Bearing Plates may be used below the base of panels installed on floor systems. They are fabricated from 0.75 -inch -by -3.5 -inch (19.1 mm by 89 mm) steel and are available in 18 -inch (467 mm), 24 -inch (610 mm), and 30 -inch (762 mm) lengths. Figure 1, detail 4, provides additional details. 2.5 Hardy Frame® Saddle: The Hardy Frame® Saddle is a plate splice that is designed and constructed to transfer compression and tension loads along the top of walls. The Saddle has a 1.5 -inch -long (38 mm) leg by 3.5 -inch -wide (89 mm) web and a 3 -inch -long (76 mm) leg, and is available in lengths of 24 inches and 36 inches (610 mm and 914 mm). It consists of a one-piece channel formed from No. 14 gage [0.0747 inch (1.9 mm)] steel. Slot cuts are provided in the top surface to facilitate separation into two L -shapes that may be used for splicing walls wider than 3.5 inches (89 mm). Figure 1, detail 5, provides more details. Tables 8.1 and 8.2 provide more information. 2.6 Materials: 2.6.1 Hardy Frame® Panels, Hardy Frame® Brace Frames, and Hardy Frame® Posts: For all Hardy Frame® Panels, Hardy Frame® Brace Frames, and Hardy Frame® Posts, the components are formed from ASTM A 653 SS Grade 50 steel. All elements are hot -dipped galvanized to a minimum G60 finish. 2.6.2 Hold-down Anchors: All anchor bolts and lag bolts must comply with ASTM A 307. All threaded rods and plate washers must comply with ASTM A 36. Adequate embedment length and concrete strength design must be determined by the registered design professional, using the appropriate reactions from the allowable design tables in this report. 2.6.3 Hardy Frame® Screws: All Hardy Frame® Screws are manufactured from AISI C 1022 steel (SAE Grade 5) and have a finish coat of zinc and dichromate. 2.6.4 Hardy Frame® Bearing Plate: The steel is hot -rolled flat bar and complies with ASTM A 36. 2.6.5 Hardy Frame® Saddle: Hardy Frame Saddles are formed from ASTM A 653 SS Grade 50 steel with a minimum G60 hot -dipped galvanized finish. 2.6.6 Concrete: Normal -weight concrete must have a minimum 2,500 psi (17.2 MPa) compressive strength at 28 days. The concrete materials must comply with Section 1903 of the 1997 Uniform Building CodeTN1 (UBC) or Chapter 3 of ACI 318-99 [under the 2000 International Building Code® (IBC) and the 2000 International Residential Code® (IRC)]. 2.6.7 Masonry: Concrete masonry must have a minimum 2,500 psi (17.2 MPa) compressive strength at 28 days. The masonry must comply with Sections 2102 and 2103 of the UBC, Section 2103 of the IBC, or Section R404.1.1 of the IRC. 2.7 Design: 2.7.1 General: Allowable stress design loads for the Hardy Frame® Panel "W" and "S" series, the Hardy Frame® Brace Frame "W," "S," and "H" series, the Hardy Frame® Post, Hardy Frame® Screws, and the Hardy Frame® Saddle are provided in Tables 1.1 through 9.2. When specifying custom heights, the design loads and drifts for all Panels, Brace Frames, and Posts are determined by linear interpolation between the allowable table values of the listed heights. The allowable design values are atAllowable Stress Design (ASD) level. Since the values have been increased one-third for W or E, the alternate basic load combination in Section 1612.3.2 of the UBC or Section 1605.3.2 of the IBC must be used. To use the basic load combinations in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, the allowable shear values and corresponding drift are divided by 1.33. Where Hardy Frame® Panels or Brace Frames are placed in a wall and combined with other shear -resisting elements, the applied loads can be proportioned based on relative stiffness. The registered design professional is responsible for determining the proper load path to the foundation. 2.7.2 UBC: Allowable design values for the Hardy Frame® Panel and the Hardy Frame® Brace Frame under the UBC have been provided for an R of 5.5 and for an R of 4.4. In Seismic Zones 3 and 4, the Hardy Frame Panels are limited to a total height of 65 feet (19.8 m) and the Hardy Frame Brace Frames are limited to a total height of 160 feet (48.8 m). Allowable design values are based on calculations using an R of 4.4 for bearing wall systems with an 0, of 2.2, and then adjusted for an R of 5.5. For earthquake loads, when an R of 5.5 is used in design, the corresponding table values under the R of 5.5 column shall be used. For designs where wind load governs, table values under the R of 4.4 column must be used. 2.7.3 IBC: For earthquake loads under the IBC, the following approach is used to determine the allowable design values: For the Hardy Frame® Panel, the allowable shear values in Tables 1.1 through 2.1 (under the R of 4.4 column) are multiplied by a factor of 0.77; and R of 6, f2, of 3, and Cd of 4 are used in design. For the Hardy Frame® Brace Frame, the allowable shear values in Tables 3.1 through 5.4 (under the R of 4.4 column) are multiplied by a factor of 0.88; and R of 4.0, 0, of 2, and Cd of 3.5, are used in the design. In Seismic Design Categories D, E, and F, the Hardy Frame Page 3 of 40 PFC-5342 Panels are limited to a total height of 65 feet (19.8 m) and the Hardy Frame Brace Frames are limited to a total height of 160 Feet (48.8 m). For designs where wind load governs, table values under the R of 4.4 column must be used. 2.7.4 On Foundations: For allowable design in -plane shear values of Hardy Frame® Brace Frames or Hardy Frame® Panels on concrete or masonry foundations, and on double - nut and washer -headed bolts, Tables 1.1, 2.1, 3.1, 4.1 and 5.1 apply. 2.7.5 On Wood Supports: For allowable design in -plane shear values of Hardy Frame® Brace Frames or Hardy Frame® Panels on wood supports such as on wood sill plates, or wood floor systems, Tables 1.2 to 1.4, 3.2 to 3.4, and 5.2 to 5.4 apply. These tables account for additional drift caused by wood shrinkage, based on a 7 percent change in wood moisture content, and deformation of the wood support, due to compression stresses perpendicular to grain of 0.04 inch (1.0 mm), maximum. For conditions that vary from those specified in the tables and shown in the referenced figures, the registered design professional may use the procedure provided in Section 2.7.6 to investigate whether the allowable shear and drift at allowable shear values need to be adjusted. For installation on beams, such as shown in Figure 2, Detail 17, the registered design professional must investigate the contribution of additional drift due to beam deflection. For all installations, the registered design professional is responsible for determining the complete load path to the foundation. 2.7.6 Procedure for Additional Drift Calculations Due to Wood Shrinkage and/or Compression Perpendicular to the Grain: Two procedures outlined in this section are set forth following Section 4.0 of this report. Procedure 1 provides an outline for calculating and accounting for the additional drift due to possible wood shrinkage and compression perpendicular to the grain when the Hardy Frame® Panels are installed on wood systems. Procedure 2 provides an outline for calculating and accounting for the additional drift due to possible wood shrinkage and compression perpendicular to the grain when the Hardy Frame® Brace Frames are installed on wood systems. While both procedures are provided in this report, these procedures shall be used only when the parameters of the job differ from those indicated in the design tables provided as part of this evaluation report. 2.7.7 Portal Frame System: Any Hardy Frame® Panel or Brace Frame can be used in a single, double or multiple Portal Frame System. The allowable design value for the system is the cumulative allowable load for each Panel or Brace Frame used. When two or more identical Panels or Brace Frames of the same size are used, then the allowable design value of the system is equal to the sum of the corresponding allowable design values for each individual Panel and/or Brace Frame. When different size Panels and/or Brace Frames are used in the same line, then the applied load can be proportioned based on relative stiffness. 2.7.8 Braced Wall Panels: Any braced wall panel required by Section 2320 of the UBC, Section 2308 of the IBC, and Section R602 of the IRC is permitted to be replaced by a corresponding Hardy Frame Panel or Brace Frame with an allowable shear V of 800 pounds (3,560 N) or greater, subject to the limitations of these code sections. 2.7.9 Allowable Hardy Frame® Screw Design Values: Design is governed by the applicable code and the referenced edition, and the supplement to, ANSI/NFoPA NDS -1991 (UBC) or ANSI/AF&PA NDS -1997 (IBC or IRC). Allowable lateral design values for wood -to -metal and wood - to -wood connections are specified in Tables 9.1 and 9.2. Allowable lateral design values are based on the wood screws' bending yield strength of 219,000 psi (1.5 MPa). Allowable withdrawal design values are determined in accordance with Section 11.3.5 of the ANSI/NFoPA NDS - 1991 (UBC) or ANSI/AF&PA NDS -1997 (IBC or IRC). 2.7.10 Allowable Hardy Frame® Saddle Design Values: Allowable tension and compression design values of the Saddle are provided in Table 8.1. 2.8 Installation: 2.8.1 General: All Hardy Frame® Panels, all Hardy Frame® Brace Frames, and all Hardy Frame® Posts can be installed in either wood, steel, masonry or concrete structures, single - story or multistory. They can be installed on concrete or masonry foundations, on double -nut and washer -head bolts, on wood sill plates, and on solid sawn wood/engineered wood floor systems or beams. Anchor locations must comply with applicable requirements in Section 1923 of the UBC or either Section 1912 or Section 1913 of the IBC. The installation details shown in Figures 2 and 3 are intended to represent typical recommended framing details. The registered design professional is responsible for modifying these details to accommodate a specificjob situation, and submitting them for approval by the building official. 2.8.2 Installation in Wood Framing: Corresponding tables for the "W" series provide allowable values for the product built to wood stud lengths from 78 to 152'/, inches (1,981 to 3,867 mm). The base of the Hardy Frame® Brace Frame or Hardy Frame® Panel must be anchored to either concrete or masonry foundations, or to wood framing members. The top connection is made by fastening into a double wood plate, solid sawn wood or engineered wood beam or header serving as a collector to transfer the lateral load to the resisting element. Top connection fasteners include the Hardy Frame® Screws, the USP WS -Series Wood Screws (PFC-5634) or equivalent. Height differences between the Brace Frame or Panel and the collector above may be resolved by specifying custom heights or by utilizing solid sawn wood or engineered wood filler above. When installing a nominal 2 -inch (51 mm) filler above the frame, minimum 4'/2 -inch -long (114 mm) screws are required. Larger filler pieces may be used to make up greater height differences, provided all shear transfers, reactions, and drifts (fastener slip) are adequately accounted for. Four 0.281 -inch (7 mm) holes are provided at the edges of the Panels to facilitate the attachment of "king" studs when desired. The attachment of king studs or posts is not required and is not considered in any of the allowable table values, but is recommended when possible. For Brace Frames, the access for installing washers and nuts on the hold-down bolt is on the outside edge of the vertical tube at the two corners where the diagonal intersects the vertical. Inspection holes are provided on the face of the Brace Frames at these two corners. At opposite corners the washer/nut access is on the inside edge of the vertical tube. When the access is on the outside of the vertical tube, the king stud may be attached after completion of inspections. 2.8.3 Installation in Steel Framing: Corresponding tables for the "S" series provide allowable values for the product built to steel stud lengths from 965/8 inches to 1565/8 inches (2,454 to 3,978 mm). The base of the Hardy Frame® Brace Frame or the Hardy Frame® Panel must be anchored to either concrete or masonry foundations, or to wood or steel framing members. The top connection is made by fastening the frame or panel to the minimum No. 18 gage [0.0478 inch (1.21 mm) base -metal thickness] top track or other member serving as a collector transferring the lateral load to the shear panel. Top connection fasteners are'/; inch -diameter (6.4 mm) Grabber Self -drilling Screws (ER -5280), Darts Self-Drilling/Self- Tapping Screws (ER -5202), or equivalent. Filler pieces may be used to make up height differences between the Hardy Frame® Brace Frame or the Hardy Frame® Panel and the collector provided all shear transfers, reactions, and drifts (fastener slip) are accounted for in the analysis. Page 4 of 40 PFC-5342 2.8.4 Installation on Concrete or Masonry Foundations: For installation on foundations, Brace Frames or Panels are attached at the base with nuts over standard SAE flat washers to anchors that are positioned in the concrete or masonry, below, either at time of pouring or by using mechanical or adhesive anchors recognized in current ICC -ES evaluation reports for use in resisting seismic loads and complying with the registered design professional's specifications. For installation using bolts with a double nut and washer head, Figure 2, Details 5, 6 and 7, and Figure 3, Details S6 and S7, apply. Templates are available to facilitate the proper location, alignment and spacing of all bolts. 2.8.5 Installation on Wood Sill Plate: For installation on a wood sill plate, Brace Frames and Panels must be secured at the base in the same manner as in concrete or masonry foundations. 2.8.6 Installation on Wood Floor Systems: For installation on solid sawn wood or engineered wood floor systems, Brace Frames and Panels resist uplift by anchoring to the foundation below. Anchoring methods include, but are not limited to, an extended length of threaded rods, Hardy Frame® Posts, Hardy Frame® Braced Frames Hardy Frame® Panels, or wood posts with connections designed by the registered design professional, or by connecting through to the underside of a rim joist or flush beam designed by the registered design professional. A minimum nominal 4 -inch - thick (102 mm) member is required in the floor system below the Hardy Frame® product. Minimum'/; inch -diameter -by -41/2 inch -long (6.4 mm by 114 mm) wood screws are placed through the bottom channel to attach the Hardy Frame® Brace Frame or Hardy Frame® Panel to the wood floor below. 2.8.7 Installation of Hardy Frame® Screws: Screw installation must conform to Section 11.1.2 of the ANSI/NFoPA NDS -1991 (UBC) or ANSI/AF&PA NDS -1997 (IBC or IRC). Penetration into main members must comply with Section 11.3.3 of the ANSI/NFoPA NDS -1991 (UBC) or ANSI/AF&PA NDS -1997 (IBC or IRC). Spacing, edge distance, and end distance must conform to Section 11.4.1 of the ANSI/NFoPA NDS -1991 (UBC) or ANSI/AF&PA NDS - 1997 (IBC or IRC). 2.8.8 Installation of the Hardy Frame® Saddle: The Hardy Frame® Saddle is placed over wood plates, then nailed into both edges and the top or bottom surface with fasteners described in Tables 8.1 and 8.2. At exterior walls, the 3 -inch (76 mm) side-plate is oriented to the exterior face of the stud and the 1'/2 inch (38 mm) side-plate toward the interior, to facilitate drywall attachment. When the wall depth is greater than 3% inches (89 mm), the Saddle may be separated into two L -Shapes, each attached to one edge and the top or bottom surface of the wood top plates with the appropriate fasteners. 2.9 Special Inspection: The design engineer may require special inspection of anchor bolts, depending on which load -factor multiplier in Section 1923.2 of the 1997 UBC is selected. When special inspection is required, the inspector is responsible for verifying proper hold-down anchor size and placement, with respect to embedment length, spacing and edge distance. When Hardy Frame products are installed in jurisdictions governed by the IBC, periodic special inspections in Seismic Design Categories C, D, E, or F must be provided for nailing, bolting, anchoring and other fastening of components within the seismic -force -resisting system, including connections of the Hardy Frame products to drag struts and hold-downs, in accordance with IBC Sections 1704, 1707.3 and 1707.4. 2.10 Identification: Hardy Frame® Brace Frames, Hardy Frame® Panels and Hardy Frame® Posts are identified by labels bearing the manufacturer's name (Hardy Frames, Inc.); the manufacturer's address; the product name and model number; the evaluation report number (ICC -ES PFC-5342); and the name of the inspection agency (R.I. Ogawa & Associates). The Hardy Frame® Screw packaging is identified with the manufacturer's name (Hardy Frames, Inc.) and address; the product name; and the evaluation report number (ICC -ES PFC-5342). The head of each screw bears the mark "HFS" and the length. The Hardy Frame® Saddle and Hardy Frame® Bearing Plate packaging are identified with the manufacturer's name (Hardy Frames, Inc.) and address; the product name; the model number (Hardy Frame® Saddle HS -24, Hardy Frame® Saddle HS -36) as applicable; and the evaluation report number (ICC -ES PFC-5342). 3.0 EVIDENCE SUBMITTED 3.1 Hardy Frame® Brace Frames, Panels, and Posts: Reports of static and cyclic load tests; structural calculations; installation instructions and details; and a quality control manual. 3.2 Hardy Frame® Screws: Data in accordance with the Acceptance Criteria for Wood Screws (AC120), dated July 1997, and a quality control manual. 3.3 Hardy Frame® Saddle: Reports of load tests; installation details; and a quality control manual. 4.0 FINDINGS That the Hardy Frame® Panel ("W" and "S" series), Hardy Frame® Brace Frame ("W" and "S" series), Hardy Frame® Heavy Duty Brace Frame ("H" series), Hardy Frame' Post ("W" and "S" series), Hardy Frame® Heavy Duty Post ("H" series), Hardy Frame® Saddle and the Hardy Frame® Screw described in this report comply with the 1997 Uniform Building CodeTm, the 2000 International Building Code®, and the 2000 International Residential Code®, subject to the following conditions: 4.1 Sizes are limited to those set forth in this report. 4.2 Design loads and drifts comply with the allowable loads and drifts in this report. 4.3 Calculations justifying that the use of these products complies with this report are submitted to the building official for approval. 4.4 Installation is in accordance with this report, the manufacturer's instructions, and the building plans approved by the building official. 4.5 The Hardy Frame® Brace Frame, Heavy Duty Hardy Frame® Brace Frame and Hardy Frame® Panel, Hardy Frame® Posts, and Hardy Frame® Saddle are fabricated in Huntington Beach, California, under a quality control program with inspections by R.I. Ogawa & Associates (AA -705). This report is subject to re-examination in one year. Page 5 of 40 Procedure 1 PFC-5342 Drift calculation Procedure 1, for the Hardy Frame® Panel installed on lumber 1,2 Definition: H = Panel height (inches or mm) as shown in the tables WP = Panel overall width (inches or mm) as shown in the tables WBP = Bearing Plate overall width (inches or mm) as shown in Figure 1, Detail 4 V = Allowable shear force (lbs. or N) P = Vertical Load produced by overturning (lbs. or N) Padd = Vertical Loads in addition to those produced by overturning (lbs. or N) Fcl= Allowable compressive stress perpendicular to grain (psi or Pa) fc, = calculated compressive stress perpendicular to grain (psi or Pa) DAv = drift associated with allowable shear force V (inches or mm) at top of Panel DAC = drift associated with compression perpendicular to grain (inches or mm) DAs = drift associated with lumber shrinkage (inches or mm) AAB = drift associated with beam deflection (for installation on beams only) (inches or mm) Step 1. calculate AA Hardy Frame Panel Tables provide values for drift (DAv) corresponding to the products allowable shear load, V. When the design shear force is less than the panels' allowable value, the corresponding drift can be proportionally reduced linearly. Step 2. Calculate AA -The bearing area for Panels: AP = 3.5"x (WP -1.75") [88.9 mm (WP - 4.45 mm)] - The bearing area for Bearing Plates: ABP = 3.5"x MBP - 4.75") [88.9 mm MBP -120.6 mm)] - When lumber or EWP are stressed to 1.0 Fcl, the vertical deformation is 0.04 inch (1 mm). - When lumber or EWP are stressed to .73 Fcl, the vertical deformation is 0.02 inch (0.5 mm). 1. The compressive stress for the design load is determined based on a triangular stress block: For installation on lumber or engineered wood: fcl = (2P+Padd)/AP = (2V x (H/(WP-1.75(4.45 mm)))+Padd) /AP For installation on a Bearing Plate: fcl = (2P+Padd)/ABP = (2V x (H/(WP-1.75 (4.45 mm)))+Padd) /ABP Padd is considered to be uniformily distributed over the width of the panel as shown in the procedure. For other loading conditions, the procedure for calculating Da, must be adjusted to accommodate the effects of the modified Padd. 2. If 1.0 Fcl >_ fcl>_ .73 Fcl, the vertical lumber deformation, OC, is adjusted by linearly interpolating between 0.04 inch and 0.02 inch (1 mm and 0.5 mm). 3. If .73 Fcl>_ fcl >_ 0 Fcl, the vertical lumber deformation, OC, is adjusted by linearly interpolating between 0.02 inch and 0 inch (0.5 mm and 0 mm). 4. OC is multiplied by H/[WP-1.75 (44.5 mm)] (height to width ratio) to translate the vertical deformation to horizontal drift at the top of the Panel. DAC = AC x H/[WP-1.75 (44.5 mm)] Step 3. Calculate AAS The dimensional change in lumber due to loss of moisture content (shrinkage) is a product of the lumber depth and it's change in moisture content. A 0.002 inch (0.05 mm) rate of shrinkage may be assumed for every 1 - percent change in moisture content. For installation on a 2 by 4 bottom plate the net depth subject to shrinkage is 1.5 inch (38 mm). For installation on a floor system, consisting of a 2 by 4 plate, 2 by 12 floor joist and a double 2 by 4 top plate at the wall below, the depth subject to shrinkage for this example is 1.5" + 11.25" + (2x1.5") = 15.75" [38 mm + 2.86 mm + (2 x 38 mm) = 400 mm]. 1. Knowing the moisture content change for the location, the anticipated shrinkage is determined by the following formula: Oshr. = .002 (0.05 for SI) x (depth of lumber) x (change in moisture content percentage) Page 6 of 40 PFC-5342 2. Ash, is multiplied by H/[WP-1.75 (44.5 mm)] (height to width ratio) to translate the shrinkage in wood to horizontal drift at the top of the Panel AAS = eshr x H/{WP-1.75 (44.5 mm)] Step 4. Calculate AAB (skip if installation is not on a beam) 1. Beam deflection is calculated at each end of the Panel (End1 and End2) 2. The difference between End1 and End2 are multiplied by H/WP (height to width ratio) to translate the difference in deflection to horizontal drift at the top of the Panel. AAB = (End1-End2) x H/WP Step 5. Calculate total drift As As = (1.4)AAv+ (1.4)DAC + (1.4)DAB + DAs Step 6. Calculate Am 1. According with Section 1630.9.2 of the UBC, the maximum inelastic response displacement Am = 0.7 R As 2. According to Section 1630.10.2 of the UBC, the calculated story drift, AM shall not exceed 0.025 H 3. If OM < 0.025 H, then V as the design value with no reduction required. 4. If OM exceeds 0.025 H, then V is adjusted to reduce AAv, which in turn also reduces As & AM accordingly (Os can be found in step 5). Adjustment of V continues until OM < 0.025 H. Notes: 1) The procedure described applies to 1997UBC. 2) For application under the IBC or IRC, the procedure is similar, except in Step 6, SX replaces Om and Da replaces 0.025h. Section 1617.4.6.1 of the IBC describes the calculation of SX, and Section 1617.3 of the IBC describes the determination of Da. Page 7 of 40 Procedure 2 PFC-5342 Drift calculation Procedure 2 for the Hardy Frame® Brace Frame installed on lumber 1,2 Definition: H = Brace Frame height (inches or mm) as shown in the tables WBF = Brace Frame overall width (inches or mm) as shown in the tables V = Allowable shear force (lbs. or N) P = Vertical Load produced by overturning (lbs. or N) Padd = Vertical Loads in addition to those produced by overturning (lbs. or N) Fcl = Allowable compressive stress perpendicular to grain (psi or Pa) fcl = calculated compressive stress perpendicular to grain (psi or Pa) AAv = drift associated with allowable shear load V (inches or mm) at top of Frame AAC = drift associated with compression perpendicular to grain (inches or mm) AAS = drift associated with lumber shrinkage (inches or mm) AAB = drift associated with beam deflection (for installation on beams only) (inches or mm) Step 1. calculate AAv Hardy Frame Tables provide values for drift (AAv) corresponding to the products allowable shear load, V. When the design shear force is less than the Frames allowable value, the corresponding drift can be proportionally reduced linearly. Step 2. Calculate AAS Background: - The bearing area for Brace Frames (ABF) is 3.5" x 7" = 24.5 square inches (88.9 x 177.8 = 18 806 mm2) - When lumber is stressed to 1.0 Fcl, the vertical deformation is 0.04" (1 mm). - When lumber is stressed to .73 Fc1, the vertical deformation is 0.02" (0.5 mm). 1. The compressive stress for the design load is calculated according to the formula: fcl = (P + Padd)/ABF = [V x H/[WBF - 3.5 (88.9 mm)] + Padd] / ABF. Padd is considered to produce equal reactions at each end of the top channel. The reaction can be calculated considering all the loads acting on the top channel supported at each end. For other loading conditions resulting in unequal reactions, the higher value must be used in calculating An. 2. If 1.0 Fcl >_ fcl>_ .73 Fcl, the vertical lumber deformation, Ac, is adjusted by linearly interpolating between 0.04" and 0.02" (1 mm and 0.5 mm). 3. If .73 Fcl>_ fcl >_ 0 Fcl, the vertical lumber deformation, Ac, is adjusted by linearly interpolating between 0.02" and 0" (0.5 mm and 0 mm). 4. Ac is multiplied by H/[WBF-1.75 (44.5 mm)] (height to width ratio) to translate the vertical deformation to horizontal drift at the top of the Frame. AAC = Ac x H/[WBF - 1.75 (44.5 mm)] Step 3. Calculate AAs The dimensional change in lumber due to loss of moisture content (shrinkage) is a product of the lumber depth and it's change in moisture content. A 0.002 inch (0.05 mm) rate of shrinkage may be assumed for every 1 - percent change in moisture content. For installation on a 2 by 4 bottom plate the net depth subject to shrinkage is 1.5 inch (38 mm). For installation on a floor system,, consisting of a 2 by 4 plate, 2 by 12 floor joist and a double 2 by 4 top plate at the wall below, the depth subject to shrinkage for this example is 1.5" + 11.25" + (2x1.5") = 15.75" [38 mm + 2.86 mm + (2 x 38 mm) = 400 mm]. 1. Knowing the moisture content change for the location, the anticipated shrinkage is determined by the following formula: Asn►. =.002 (0.05 for SI) x (depth of lumber) x (change in moisture content percentage) Page 8 of 40 PFC-5342 2. Asn, is multiplied by H/[W13F-1.75 (44.5 mm)] (height to width ratio) to translate the shrinkage in wood to horizontal drift at the top of the Panel Das = Osnr x H/{WBF-1.75 (44.5 mm)] Step 4. Calculate AAB (skip if installation is not on a beam) 1. Beam deflection is calculated at each end of the Brace Frame (End1 and End2) 2. The difference between End1 and End2 is multiplied by H/WBF (height to width ratio) to translate the difference in deflection to horizontal drift at the top of the Brace Frame. DAB = (End1-End2) x H/WBF Step 5. Calculate total drift As As = (1.4)Dav+ (1.4)AAC + (1.4)DaB + Das Step 6. Calculate OM 1. According with Section 1630.9.2 of the UBC, the maximum inelastic response displacement OM = 0.7 R As 2. According to Section 1630.10.2 of the UBC, the calculated story drift, OM shall not exceed 0.025 H 3. If OM S 0.025 H, then V as the design value with no reduction required. 4. If OM exceeds 0.025 H, then V is adjusted to reduce OAS, which in turn also reduces As & OM accordingly (Os can be found in step 5). Adjustment of V continues until OM <_ 0.025 H. Notes: 1) The procedure described applies to 1997UBC. 2) For application under the IBC or IRC, the procedure is similar, except in Step 6, SX replaces Am and Aa replaces 0.025h. Section 1617.4.6.1 of the IBC describes the calculation of SX, and Section 1617.3 of the IBC describes the determination of Aa. 4� Page 9 of 40 Table 1.1: Hardy Frame® Panels - "W" Series on FOUNDATIONS' PFC-5342 z wide Paneis HF78x12 7/8 78" 7/8 1,560 0.194 1 12,252 1,950 0.242 15,315 Values for R = 5.5 Values for R = 4.4 92-1/4" Add -I 5 Allowable 0.258 Allowable 0.323 6 Net HD Bolt In -Plane Drift at Uplift at In -Plane Drift at Uplift at Screw 3'4 Vertical Model Height Diameter Shear V V V Shear V V V Qty Load . Number H in ( ) (in) (lbs) (in) (lbs) (lbs) (in) (lbs) 1 at Top 1 P (lbs) z wide Paneis HF78x12 7/8 78" 7/8 1,560 0.194 1 12,252 1,950 0.242 15,315 7 4,000 HF8x12 7/8 92-1/4" 7/8 1,318 0.258 11,866 1,648 0.323 14,832 6 4,000 HF9x12 7/8 HF10x12 7/8 104-1/4" 116-1/4" 7/8 7/g 1,169 1,050 0.329 0.408 11,888 11,904 1,461 1,312 0.411 0.510 14,859 14,880 5 5 2,000 1,000 vvide Paneis HF78x18 7/8 78" 7/8 2,280 1 0.111 10,944 2,850 0.139 13,680 10 7,500 HF78x181-1/8 78" 1-1/8 3,600 0.175 17,280 4,500 0.219 21,600 15 7,500 HF8x18 7/8 92-1/4" 7/8 1,928 0.155 10,945 2,410 0.194 13,681 8 7,500 HF8x181-1/8 92-1/4" 1-1/8 3,040 0.245 17,258 3,800 0.306 21,572 13 7,500 HF9x18 7/8 104-1/4" 7/8 1,706 0.198 10,942 2,132 0.248 13,678 7 7,264 HF9x181-1/8 104-1/4" 1-1/8 2,692 0.314 17,270 3,365 1 0.392 21,588 11 1 7,264 HF10x18 7/8 116-1/4" 7/8 1,530 0.246 10,943 1,912 0.307 13,678 7 6,530 HF10x181-1/8 116-1/4" 1-1/8 2,414 0.388 17,267 3,017 0.485 21,583 10 6,530 HF11x18 7/8 128-1/4" 7/8 1,386 0.299 10,942 1,733 0.374 13,677 6 5,000 HF11x181-1/8 128-1/4" 1-1/8 2,188 0.473 17,268 2,735 0.591 21,585 9 5,000 HF12x18 7/8 140-1/4" 7/8 1,267 0.359 10,937 1,584 0.449 13,671 6 4,000 HF12x181-1/8 140-1/4" 1-1/8 2,006 0.568 17,310 2,507 1 0.710 21,637L 9 4,000 HF13x18 7/8 152-1/4" 7/8 1,168 0.422 10,943 1,460 0.528 13,679 5 4,000 HF13x181-1/8 152-1/4" 1-1/8 1,843 0.666 ME 17,269 2,304 0.833 21,587 8 4,000 24 Wide Panels HF78x24 7/8 78" 7/8 3,224 0.062 11,302 4,030 0.078 14,128 14 10,000 HF78x241-1/8 78" 1-1/8 5,326 0.103 18,672 6,658 0.129 23,340 22 5,000 HF8x24 7/8 92-1/4" 7/8 2,728 0.081 11,310 3,410 0.101 14,138 12 10,000 HF8x241-1/8 92-1/4" 1-1/8 4,504 0.133 18,674 5,630 0.166 23,342 19 5,000 HF9x24 7/8 104-1/4" 7/8 2,412 0.103 11,301 3,015 0.129 14,126 10 10,000 HF9x241-1/8 104-1/4" 1-1/8 3,986 0.170 18,674 4,982 0.212 23,343 17 1 5,000 HF10x24 7/8 116-1/4" 7/8 2,162 0.128 11,298 2,703 0.160 14,122 9 7,500 HF10x241-1/8 116-1/4" 1-1/8 3,574 0.211 18,671 4,467 0.264 23,339 15 4,000 HF11x24 7/8 128-1/4" 7/8 1,960 0.155 11,298 2,450 0.194 14,122 8 6,000 HF11x241-1/8 128-1/4" 1-1/8 3,240 0.257 18,676 4,050 0.321 23,344 14 3,000 HF12x24 7/8 140-1/4" 7/8 1,792 0.186 11,296 2,240 0.233 14,120 8 6,000 HF12x241-1/8 140-1/4" 1-1/8 2,960 0.307 18,658 3,700 0.384 23,322 12 3,000 HF13x24 7/8 152-1/4" 7/8 1,651 0.219 11,299 2,064 0.274 14,123 7 5,000 HF13x24 1-1/8 152-1/4" 1-1/8 2,729 0.362 18,672 3,411 0.453 23 340 2 1,000 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Notes: 1) Installation on Foundations includes concrete, masonry, or double nut & washer. 2) Loads shown are Allowable Stress Design loads per UBC, include a stress increase of 1.33 and are restricted to designs based on the alternate basic load combinations specified in UBC Section 1612.3.2 and IBC Section 1605.3.2. To use the basic load combination in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, divide the allowable shear values and corresponding drift by 1.33. For allowable loads per the IBC, Section 2.7.3 of this report applies. 3) The 1/4 -inch diameter by 3 -inch long wood screws must have a minimum allowable design value of 311 lbs. (excluding the allowable 1.33 stress increase) based on metal (No. 12 gage) to wood (specific gravity of 0.50 or greater) connection Complying screws are Hardy Frame HFS - series, USP WS -series (ICC ES PFC-5634) or equal. 4) When installing a 2 -by filler (wood with specific gravity of 0.5 or greater) at the top connection, the minimum screw length is 4-1/2 inches. 5) Load P indicates maximum allowable uniformly distributed vertical load permitted on top of Panel in addition to the vertical load produced by overturning at maximum allowable shear V. Page 10 of 40 Table 1.2: Hardy Frame° Panels - "W" Series on WOOD SILL PLATE' PFC-5342 2" Wide P HF78x12 7/8 78" 7/8 924 1,155 0.511 9,071HF8x12 Values for R = 5.5 7/8 Values for R = 4.4 7/8 764 Allowable 6,876 Allowable 8,595HF9x12 2,960 7/8 Net HD Bolt In -Plane Drift at 3 Uplift at In -Plane Drift at 3 Uplift at Screw 5,6 Model Height Diameter Shear V V V Shear V V V Qty Number H (in) I (in) (Ibs) (in) (Ibs) (Ibs) (in) (Ibs) at Top 2" Wide P HF78x12 7/8 78" 7/8 924 1,155 0.511 9,071HF8x12 2,280 7/8 92-1/4" 7/8 764 13,680 6,876 955 0.581 8,595HF9x12 2,960 7/8 104-1/4" 7/8 656 2O.H4097,257 6,672 820 0.658 8,340HF10x12 1,928 7/8 116-1/4" 7/8 572 13,681 6,487 715 0.741 8,109 5 1ti" Wide Panels HF78x18 7/8 78" 7/8 2,280 0.280 10,944 2,850 0.350 13,680 10 HF78x181-1/8 78" 1-1/8 2,960 0.378 14,208 3,700 0.473 17,760 15 HF8x18 7/8 92-1/4" 7/8 1,928 0.354 10,945 2,410 0.443 13,681 8 HF8x181-1/8 92-1/4" 1-1/8 2,392 0.454 13,579 2,990 0.568 16,974 13 HF9x18 7/8 104-1/4" 7/8 1,706 0.424 10,942 2,132 0.530 13,678 7 HF9x181-1/8 104-1/4" 1-1/8 2,016 0.514 12,933 2,520 0.642 16,167 11 HF10x18 7/8 116-1/4" 7/8 1,530 0.497 10,943 1,912 0.621 13,678 7 HF10x181-1/8 116-1/4" 1-1/8 1,732 0.573 12,390 2,165 0.716 15,488 10 HF11x18 7/8 128-1/4" 7/8 1,386 0.577 10,942 1,733 0.721 13,677 6 HF11x181-1/8 128-1/4" 1-1/8 1,500 0.631 11,838 1,875 0.789 14,798 9 HF12x18 7/8 140-1/4" 7/8 1,267 0.662 10,937 1,584 0.828 13,671 6 HF12x181-1/8 140-1/4" 1-1/8 1,316 0.691 11,358 1,645 0.864 14,198 9 HF13x18 7/8 152-1/4" 7/8 1 164 0.749 10,906 1,455 0.936 13,632 5 HF13x181-1/8 152-1/4" 1-1/8 1,164 0.749 10,906 1,455 0.936 13,632JI g 24" Wilde HF78x24 7/8 78" 7/8 3,224 0.166 11,302 4,030 0.207 14,128 14 HF78x241-1/8 78" 1-1/8 5,326 0.266 18,672 6,658 0.332 23,340 22 HF8x24 7/8 92-1/4" 7/8 2,728 0.203 11,310 3,410 0.254 14,138 12 HF8x241-1/8 92-1/4" 1-1/8 4,504 0.325 18,674 5,630 0.406 23,342 19 . HF9x24 7/8 104-1/4" 7/8 2,408 0.242 11,282 3,010 0.302 14,103 10 HF9x241-1/8 104-1/4" 1-1/8 3,986 0.387 18,674 4,982 0.484 23,343 17 HF10x24 7/8 116-1/4" 7/8 2,160 0.282 11,285 2,700 0.353 14,107 9 HF10x241-1/8 116-1/4" 1-1/8 3,520 0.446 18,391 4,400 0.557 22,989 15 HF11x24 7/8 128-1/4" 7/8 1,920 0.321 11,067 2,400 0.401 13,834 8 HF11x241-1/8 128-1/4" 1-1/8 3,240 0.524 18,676 4,050 0.655 23,344 14 HF12x24 7/8 140-1/4" 7/8 1,792 0.373 11,296 2,240 0.466 1 14,120 8 HF12x241-1/8 140-1/4" 1-1/8 2,960 0.599 18,658 3,700 0.749 23,322 1 12 HF13x24 7/8 152-1/4" 7/8 1,664 1 0.423 11,386 2,080 0.529 14,233 1 7 HF13x24 1-1/8 152-1/4" 1-1/8 2.729 1 0.680 18 672 3,411 0.850 23.34-01 2 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Notes: 1) Installation on wood sill plate is for a nominal 2 -inch -thick member installed on concrete or masonry foundations. 2) Loads shown are Allowable Stress Design loads per UBC, include a stress increase of 1.33 and are restricted to designs based on the alternate basic load combinations specified in UBC Section 1612.3.2 and IBC Section 1605.3.2. To use the basic load combination in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, divide the allowable shear values and corresponding drift by 1.33. For allowable loads per the IBC, Section 2.7.3 of this report applies. 3) Drift at Allowable Shear V considers shrinkage and crushing of the wood sill plate. Shrinkage is based on 1-1/2" net vertical dimension (2 by sill plate) and a 7% change in moisture content. Compression is based on Fc of 625 psi and a compressive load equal to uplift. 4) For Wood Sill Plates different than described above, Procedure 1 must be used to verify that drift is within the code limits. 5) The 1/4 -inch diameter by 3 -inch long wood screws must have a minimum allowable design value of 311 lbs. (excluding the allowable 1.33 stress increase) based on metal (No. 12 gage) to wood (specific gravity of 0.50 or greater) connection Complying screws are Hardy Frame HFS - series, USP WS -series (ICC ES PFC-5634) or equal. 6) When installing a 2 -by filler (wood with specific gravity of 0.5 or greater) at the top connection, the minimum screw length is 4-1/2 inches. 7) Additional uniformly distributed vertical load "P" is permitted on top of Panels in accordance with Table 1.1, provided wood crushing is investigated. 8) When an additional load "P" is applied, Procedure 1 must be used to verify that drift is within the code limits. Page 11 of 40 Table 1.3: Hardy Frame ® Panels - "W" Series on RAISED FLOOR' PFC-5342 2" Wide Panels HF78x12 7/8 78" 7/8 1,188 0.410 9,330E82 0.512 11,663 Values for R = 5.5 Values for R = 4.4 92-1/4" 7/8 Allowable 0.470 Allowable HF78x181-1/8 10,665 6 Net HD Bolt In -Plane Drift at 3 Uplift at In -Plane Drift at 3 Uplift at Screw 5,6 Screw 5,6 Model Height Diameter Shear V V V Shear V V V Qty Qty at Number H (in) (in) (Ibs) (in) (Ibs) (Ibs) (in) (Ibs) 11 at Top I Bottom 2" Wide Panels HF78x12 7/8 78" 7/8 1,188 0.410 9,330E82 0.512 11,663 7 7 HF8x12 7/8 92-1/4" 7/8 948 0.470 8,5320.588 9 HF78x181-1/8 10,665 6 6 HF9x12 7/8 104-1/4" 7/8 784 0.532 7,9740.665 13 HF8x18 7/8 9,967 5 5 HF10x12 7/8 116-1/4" 7/8 656 0.592 7,4400.740 8 HF8x181-1/8 9,300 5 5 8__ Wide Pa HF78x18 7/8 78" 7/8 2,280 0.254 10,944 2,850 0.318 13,680 10 9 HF78x181-1/8 78" 1-1/8 3,528 0.384 16,934 4,410 0.480 21,168 15 13 HF8x18 7/8 92-1/4" 7/8 1,928 0.325 10,945 2,410 0.406 13,681 8 8 HF8x181-1/8 92-1/4" 1-1/8 2,784 0.455 15,805 3,480 0.569 19,756 13 11 HF9x18 7/8 104-1/4" 7/8 1,706 0.390 10,942 2,132 0.488 13,678 7 7 HF9x181-1/8 104-1/4" 1-1/8 2,328 0.514 14,935 2,910 0.642 18,669 11 9 HF10x18 7/8 116-1/4" 7/8 1,530 0.459 10,943 1,912 0.574 13,678 17 6 HF10x181-1/8 116-1/4" 1-1/8 1,984 0.573 14,193 2,480 0.716 17,742 10 8 HF11x18 7/8 128-1/4" 7/8 1,386 0.535 10,942 1,733 0.669 13,677 6 6 HF11x181-1/8 128-1/4" 1-1/8 1,712 0.632 13,512 2,140 0.790 16,890 9 7 HF12x18 7/8 140-1/4" 7/8 1,267 0.617 10,937 1,584 0.771 13,671 6 5 HF12x181-1/8 140-1/4" 1-1/8 1,468 0.691 12,670 1,835 0.864 15,837 9 6 HF13x18 7/8 152-1/4" 7/8 1,651 0.702 10,943 1,460 0.878 13,679 5 5 HF13x181-1/8 15214" 1-liE7 C 1,272 0.751 11,918 1,590 0.939 1 14,897 g 5 24- Mae raneis HF78x24 7/8 78" 7/8 3,224 0.158 11,302 4,030 0.197 14,128 14 12 HF78x241-1/8 78" 1-1/8 5,326 0.228 18,672 6,658 0.285 23,340 22 16 HF8x24 7/8 92-1/4" 7/8 2,728 0.194 11,310 3,410 0.242 14,138 12 10 HF8x241-1/8 92-1/4" 1-1/8 4,504 0.280 18,674 5,630 0.350 23,342 19 16 HF9x24 7/8 104-1/4" 7/8 2,412 0.230 11,301 3,015 0.288 14,126 10 9 HF9x241-1/8 104-1/4" 1-1/8 3,986 0.336 18,674 4,982 0.420 23,343 17 15 HF10x24 7/8 116-1/4" 7/8 2,162 0.270 11,298 2,703 0.337 14,122 9 8 HF10x241-1/8 116-1/4" 1-1/8 3,574 0.397 18,671 4,467 0.496 23,339 15 14 HF11x24 7/8 128-1/4" 7/8 1,960 0.311 11,298 2,450 0.389 14,122 8 8 HF11x241-1/8 128-1/4" 1-1/8 3,240 0.462 18,676 4,050 0.577 23,344 14 12 HF12x24 7/8 140-1/4" 7/8 1,792 0.358 1 11,296 2,240 0.447 120 14L23340 8 7 HF12x241-1/8 140-1/4" 1-1/8 2,960 0.531 18,658 3,700 0.664 2 12 11 HF13x24 7/8 152-1/4" 7/8 1,651 0.405 11,299 2,064 0.506 3 7 7 HF13x24 1-1/8 152-1/4" 1-1/8 2.729 0.606 18.672 3 411 0.757 12 0 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Notes: 1) Raised Floor assumes 2 by sill plate or engineered wood rim and Hardy Frame Bearing Plate below Panel. 2) Loads shown are Allowable Stress Design loads per UBC, include a stress increase of 1.33 and are restricted to designs based on the alternate basic load combinations specified in UBC Section 1612.3.2 and IBC Section 1605.3.2. To use the basic load combination in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, divide the allowable shear values and corresponding drift by 1.33. For allowable loads per the IBC, Section 2.7.3 of this report applies. 3) Drift at Allowable Shear V considers shrinkage and crushing of wood members. Shrinkage is based on 1-1/2" net vertical dimension (2x sill plate) and a 7% change in moisture content. Compression is based on F, of 680 psi and a compressive load equal to uplift. 4) For Raised Floors different than described above, Procedure 1 must be used to verify that drift is within the code limits. 5) The 1/4 -inch diameter by 3 -inch long wood screws must have a minimum allowable design value of 311 Ibs. (excluding the allowable 1.33 stress increase) based on metal (No. 12 gage) to wood (specific gravity of 0.50 or greater) connection Complying screws are Hardy Frame HFS - series, USP WS -series (ICC ES PFC-5634) or equal. 6) Minimum wood screw length is 3 -inches for the top connection and 4-1/2 inches for the bottom connection. When installing a 2x filler (wood with specific gravity of 0.5 or greater) at the top connection, minimum screw length is 4-1/2 inches. 7) Additional uniformly distributed vertical load "P" is permitted on top of Panels in accordance with Table 1.1, provided wood crushing is investigated. 8) When an additional load "P" is applied, Procedure 1 must be used to verify that drift is within the code limits. Page 12 of 40 Table 1.4: Hardy Frame ° Panels - "W" Series on UPPER FLOOR 1 PFC-5342 12" Wide Panels HF78x12 7/8 78" 7/8 796 995 0.560 7,814 Values for R = 5.5 Values for R = 4.4 92-1/4" 7/8 Allowable 13,680 Allowable 0.642HF9x12 78" 1-1/8 Net HD Bolt In -Plane Drift at 3 Uplift at In -Plane Drift at 3 Uplift at Screw 5,8 Screw 5,6 Model Height Diameter Shear V V V Shear V V V Qty Qty at Number H (in) (in) (Ibs) (in) (lbs) (Ibs) (in) (Ibs) at Top Bottom 12" Wide Panels HF78x12 7/8 78" 7/8 796 995 0.560 7,814 7 7 HF8x12 7/8 92-1/4" 7/8 628 13,680 ,652 785 0.642HF9x12 78" 1-1/8 3,064 7/8 104-1/4" 7/8 516 g48,252 ,248 645 0.725HF10x12 92-1/4" 7/8 1,928 7/8 116-1/4" 7/8 436 13,681 ,945 545 0.810 6,181 5 5 18" Wide Panels HF78x18 7/8 78" 7/8 2,280 0.335 10,944 2,850 0.419 13,680 10 9 HF78x181-1/8 78" 1-1/8 3,064 0.408 14,707 3,830 0.510 18,384 15 13 HF8x18 7/8 92-1/4" 7/8 1,928 0.420 10,945 2,410 0.525 13,681 8 8 HF8x181-1/8 92-1/4" 1-1/8 2,416 0.482 13,715 3,020 0.603 17,144 13 11 HF9x18 7/8 104-1/4" 7/8 1,706 0.498 10,942 2,132 0.622 13,678 7 7 HF9x181-1/8 104-1/4" 1-1/8 1,988 0.545 1 12,754 2,485 0.681 15,942 11 9 HF10x18 7/8 116-1/4" 7/8 1,530 0.579 10,943 1,912 0.724 13,678 7 6 HF10x181-1/8 116-1/4" 1-1/8 1,652 0.607 11,818 2,065 0.759 14,773 10 8 HF11x18 7/8 128-1/4" 7/8 1,386 0.668 10,942 1,733 0.835 13,677 6 6 HF11x181-1/8 128-1/4" 1-1/8 1,392 0.670 10,986 1,740 0.837 13,733 9 7 HF12x18 7/8 140-1/4" 7/8 1,188 0.733 10,253 1,485 0.916 12,817 6 5 HF12x181-1/8 140-1/4" 1-1/8 11188 0.732 10,253 1,485 0.915 12,817 9 6 HF13x18 7/8 152-1/4" 7/8 1 1,028 0.72LQ 9,632 1,285 0.993 12,039 5 5 HF13x181-1/8 152-1/4" 1-1/8 1,028 0.794 1 9,632 1,285 0.993 12,039 8 5 24" Wide Panels HF78x24 7/8 For 78" 7/8 3,224 0.216 11,302 4,030 0.270 14,128 14 12 HF78x241-1/8 78" 1-1/8 5,326 0.286 18,672 6,658 0.358 23,340 22 16 HF8x24 7/8 92-1/4" 7/8 2,728 0.263 11,310 3,410 0.329 14,138 12 10 HF8x241-1/8 92-1/4" 1-1/8 4,504 0.350 18,674 5,630 0.437 23,342 19 16 HF9x24 7/8 104-1/4" 7/8 2,412 0.309 11,301 3,015 0.386 14,126 10 9 HF9x241-1/8 104-1/4" 1-1/8 3,986 0.415 18,674 4,982 0.519 23,343 1 17 15 HF10x24 7/8 116-1/4" 7/8 2,162 0.358 11,298 2,703 0.447 14,122 9 8 HF10x241-1/8 116-1/4" 1-1/8 3,574 0.485 18,671 4,467 0.606 23,339 15 14 HF11x24 7/8 128-1/4" 7/8 1,960 0.408 11,298 2,450 0.510 14,122 8 8 HF11x241-1/8 128-1/4" 1-1/8 3,240 0.558 18,676 4,050 0.698 23,344 14 12 HF12x24 7/8 140-1/4" 7/8 1,792 0.463 11,296 2,240 0.579 14,120 8 7 HF12x241-1/8 140-1/4" 1-1/8 2,960 0.637 18,658 3,700 0.796 23,322 12 11 HF13x24 7/8 152-1/4" 7/8 1,651 0.520 11,299 2,064 0.650 14,123 7 7 HF13x24 1-1/8 152-1/4" 1-1/8 2,729 1 0.721 1 18 672 3 411 0.901 23,340 2 V —12,—TO— 0 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Notes: 1) Upper Floor assumes wall below, engineered wood rim and Hardy Frame Bearing Plate below Panel. 2) Loads shown are Allowable Stress Design loads per UBC, include a stress increase of 1.33 and are restricted to designs based on the alternate basic load combinations specified in UBC Section 1612.3.2 and IBC Section 1605.3.2. To use the basic load combination in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, divide the allowable shear values and corresponding drift by 1.33. For allowable loads per the IBC, Section 2.7.3 of this report applies. 3) Drift at Allowable Shear V considers shrinkage and crushing of the wood members. Shrinkage is based on 3" net vertical dimension (2-2x plates) and a 7% change in moisture content. Compression is based on F., of 680 psi and a compressive load equal to uplift. 4) For Upper Floors different than described above, Procedure 1 must be used to verify that drift is within the code limits. 5) The 1/4 -inch diameter by 3 -inch long wood screws must have a minimum allowable design value of 311 lbs. (excluding the allowable 1.33 stress increase) based on metal (No. 12 gage) to wood (specific gravity of 0.50 or greater) connection Complying screws are Hardy Frame HFS - series, USP WS -series (ICC ES PFC-5634) or equal. 6) Minimum wood screw length is 3 -inches for the top connection and 4-1/2 inches for the bottom connection. When installing a 2x filler (wood with specific gravity of 0.5 or greater) at the top connection, minimum screw length is 4-1/2 inches. 7) Additional uniformly distributed vertical load "P" is permitted on top of Panels in accordance with Table 1.1, provided wood crushing is investigated. 8) When an additional load "P" is applied, Procedure 1 must be used to verify that drift is within the code limits. Page 13 of 40 Table 2.1: Hardy Frame® Panels - "S" Series on FOUNDATIONS' PFC-5342 12" Wide Panels HF8x12 7/8 S 96-5/8" 7/ Values for R = 5.5 Values for R = 4.4 12 074 Add'I s Allowable 15,092 Allowable HF9x12 7/8 S 1-1/8 Net HD Bolt In -Plane Drift at Uplift at In -Plane Drift at Uplift at Screw 3'4 Vertical Model Height Diameter Shear V V V Shear V V V Qty Load Number H (in) (in) (lbs) (in) (lbs) (lbs) (in) (Ibs) at Top P (lbs) 12" Wide Panels HF8x12 7/8 S 96-5/8" 7/ 1,281 0.275 12 074 1 601 0.344 15,092 7 4,000 HF9x12 7/8 S 108-5/8"7/ 1120-5/8"E78ji 1-1/8 1,137 0.348 1 12 047 1,421 1 0.435 15 059 6 2,000 HF10x12 7/8 S 108-5/8" 7/8 1,024 0.450 12,051 1,280 0.563 15,063 6 1 1,000 18" Wide Panels HF8x18 7/8 S 96-5/8" 7/8 1,840 0.170 10,941 2,300 0.213 13,676 9 7,500 HF8x18 1-1/8 S 96-5/8" 1-1/8 2,900 0.269 17,244 3,625 0.336 21,555 13 7,500 HF9x18 7/8 S 108-5/8" 7/8 1,635 0.216 10,931 2,044 0.270 13,663 8 7,264 HF9x18 1-1/8 S 108-5/8" 1-1/8 2,580 0.340 17,246 3,225 0.425 21,558 11 7,264 HF10x18 7/8 S 120-5/8" 7/8 1,473 0.266 10,933 1,841 0.333 13,666 8 6,530 HF10x18 1-1/8 S 120-5/8" 1-1/8 2,324 0.420 17,251 2,905 0.525 21,564 11 6.530 HF11x18 7/8 S 132-5/8" 7/8 —1,340 0.322 10,936 1,675 0.402 13,671 7 5,000 HF11x18 1-1/8 S 132-5/8" 1-1/8 —2,114 0.507 17,250 2,642 0.634 21,563 10 5,000 HF12x18 7/8 S 144-5/8" 7/8 1,228 0.382 10,929 1,535 0.478 13,662 7 4,000 HF12x18 1-1/8 S 144-5/8" 1-1/8 1,938 0.603 17.252 2,423 0.754 21,565 10 4 000 HF13x18 7/8 S 156-5/8" 7/8 1 134 0.447 10,934 1,418 0.559 13,667 6 4 000 HF13x18 1-1/8 S 156-5/8" 1-1/8 1,792 0.707 17,272 2,240 1 0.884 21,590 9 4,000 24" Wide Panels HF8x24 7/8 S 96-5/8" 7/8 2,598 0.089 11,284 3,248 0.111 14,105 12 10,000 HF8x24 1-1/8 S 96-5/8" 1-1/8 4,294 0.146 18,646 5,367 0.183 23,307 18 5,000 HF9x24 7/8 S 108-5/8" 7/8 2,312 0.112 11,287 2,890 0.140 14,109 11 10,000 HF9x24 1-1/8 S 108-5/8" 1-1/8 3,820 0.185 18,649* 4,775 0.231 23,312 16 5 000 HF10x24 7/8 S 120-5/8" 7/8 2082 0.138 11,289 2,603 0.172 14,112 10 7,500 HF10x24 1-1/8 S 120-5/8" 1-1/8 3,440 0.228 18,649 4,300 0.285 23.312 14 4.000 HF11x24 7/8 S 132-5/8" 7/8 1,894 0.166 11,287 2,367 0.208 14,109 9 6,000 HF11x24 1-1/8 S 132-5/8" 1-1/8 3,130 0.275 18,655 3,912 0.344 23,318 12 3,000 HF12x24 7/8 S 144-5/8" 7/8 1,737 0.198 11,289 2,171 0.248 13,721 9 6,000 HF12x24 1-1/8 S 144-5/8" 1-1/8 2,870 0.327 18,652 3,587 0.409 22,671 10 3 000 HF13x24 7/8 S 156-5/8" 7/8 1 604 0.233 11 291 2 005 0.291 14 114 8 5 000 HF13x24 1-1/8 S 156-5/8" 1-1/8 2 650 0.384 18 657 3 313 0.480 23 321 9 1 000 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Notes: 1) Installation on Foundations includes concrete, masonry, or double nut & washer 2) Loads shown are Allowable Stress Design loads per UBC, include a stress increase of 1.33 and are restricted to designs based on the alternate basic load combinations specified in UBC Section 1612.3.2 and IBC Section 1605.3.2. To use the basic load combination in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, divide the allowable shear values. and corresponding drift by 1.33. For allowable loads per the IBC, Section 2.7.3 of this report applies. 3) The 1/4" diameter Self -Tapping screws comply with SAE J78 and ASTM C 954.. Installed fasteners must protrude three full threads beyond the minimum No. 18 gage steel attached members. The minimum allowable load for the Hardy Frame Panel to metal must be 351 lbs. Complying screws are Grabber Self -Drilling Screws (ICC -ES ER -5280), Darts Brand (ICC -ES ER -5202) or equal. 4) Connections apply for No. 12 -gage steel (Panel) in contact with screw head and 18 gage steel not in contact with screw head. 5) Load P indicates maximum allowable uniformly distributed vertical load permitted on top of Panel in addition to the vertical load produced by overturning at maximum allowable shear V. Page 14 of 40 Table 3.1: Hardy Frame Brace Frames - "W" Series on FOUNDATIONS' PFC-5342 32" Wida Rrara Pram HF8x32 92-1/4" 7/8E2760 Values for R = 5.5 Values for R = 4.4 104-1/4" Add -I5 Add -I5 Allowable 14 Allowable HF9x32 7/8 Net HD Bolt In -Plane Drift at Uplift at In -Plane Drift at Uplift at Screw 3'4 Vertical Vertical Model Height Dia. Shear V V V Shear V V V Qty Load Load Number H (in) (in) (Ibs) (in) (Ibs) (Ibs) (in) (Ibs) at Top 1 W (plf) I P (Ibs) 32" Wida Rrara Pram HF8x32 92-1/4" 7/8E2760 19 960 11,010 0.270 104-1/4" 4,100 0.337 12.503-1 14 4,920 HF9x32 104-1/4" 7/8 116-1/4" 0.298 E�951J21 3 450 0.373 11 890 12 im 15 960 8,093 HF10x32 116-1/4" 7/8 2,808 0.345 7 787 2,950 0.431 11 337 10 4,250 CR" Wida Rraca Framaa HF8x48 92-1/4" 7/8 4,640 0.182 9 255 5 800vv 0.228 11J733 19 960 11,010 HF9x48 104-1/4" 7/8 3,936 0.216 88 4,920 0.270 11 17 960 9,900 1 HF10x48 116-1/4" 7/8 3,520 0.218 8 848 4,400 0.272 11 15 960 8,093 HF11x48 128-1/4" 7/8 2,808 0.250 7 787 3,510 0.312 9 12 960 7 410 HA" Wit1a R HF8x64 92-1/4" 7/8 6,080 0.136 9,010 7,600 0.170 11,263 25 491 11,316 HF9x64 104-1/4" 7/8 4,800 0.157 8,039 6,000 0.196 10,048 20 491 10,942 HF10x64 116-1/4" 7/8 4,160 0.171 7,769 5,200 0.214 9,711 18 491 9 441 HF11x64 128-1/4" 7/8 3,400 0.166 7,005 4,250 0.207 8.756 14 491 8 387 HF12x64 140-1/4" 7/8 2 680 0.166 6,038 3,350 0.208 7,548 12 491 7,423 HF13x64 152-1/4" 7/8 1 920 0.104 4,696 2,400 0.130 1 5 870 9 491 1 7,025 HF8x80 92-1/4" 7/8 6,200 0.110 7.309 _ �vy 7.750yJ 0.137 9 137 26 298 13,442 HF9x80 104-1/4" 7/8 5,200 0.120 6,928 6,500 0.150 8,660 22 298 12,330 HF10x80 116-1/4" 7/8 4,608 0.128 6.846 5,760 0.160 8 557 19 298 10,595 HF11x80 128-1/4" 7/8 3,936 0.123 6,451 4,920 0.154 8.064 17 298 9 079 HF12x80 140-1/4" 7/8 2 840 0.127 5 090 3,550 0.159 6 363 12 298 8,608 HF13x80 152-1/4" 7/8 1 940 0.127 3.77 2,425 0.159 1 4 718 1 r__19�1_1298 1 8,177 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Notes: 1) Installation on Foundations includes concrete, masonry, or double nut & washer. 2) Loads shown are Allowable Stress Design loads per UBC, include a stress increase of 1.33 and are restricted to designs based on the alternate basic load combinations specified in UBC Section 1612.3.2 and IBC Section 1605.3.2. To use the basic load combination in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, divide the allowable shear values and corresponding drift by 1.33. For allowable loads per the IBC, Section 2.7.3 of this report applies. 3) The 1/4 -inch diameter by 3 -inch long wood screws must have a minimum allowable design value of 309 lbs. (excluding the allowable 1.33 stress increase) based on metal (No. 14 gage) to wood (specific gravity of 0.50 or greater) connection Complying screws are Hardy Frame HFS - series, USP WS -series (ICC ES PFC-5634) or equal. 4) When installing a 2 -by filler (wood with specific gravity of 0.5 or greater) at the top connection, the minimum screw length is 4-1/2 inches. 5) Loads "W" & "P" indicate the maximum allowable vertical load permitted on top of Brace Frames, in addition to the vertical load produced by overturning at the maximum Allowable Shear V. 6) Loads "W" & "P" can act concurrently provided that the actual total load resultant does not exceed 2 x P. 7) Table 7.1 describes the maximum allowable compression load in each end post. Page 15 of 40 Table 3.2: Hardy Frame® Brace Frames- "W" Series on WOOD SILL PLATE' Values for R = 5.5 Allowable 4,100 0.493 12503 14 Net HD Bolt Model Height Diameter Number H (in) (in) Values for R = 5.5 Allowable 4,100 0.493 12503 14 In -Plane Drift at 3 Uplift at Shear V V V (Ibs) (in) (Ibs) 32" Wide Brace Frames Values for R = 4.4 Allowable 4,100 0.493 12503 14 In -Plane Drift at 3 Uplift at Shear V V V '(Ibs) (in) (Ibs) PFC-5342 Screw 5,6 Qty at Top HF8x32 92-1/4" 7/8 3,280 0.394 1 10,003 4,100 0.493 12503 14 HF9x32 104-1/4" 7/8 2,760 0.430 9,512 3,450 0.538 11,890 12 HF10x32 116-1/4" 7/8 2,360 0.483 9.069 2,950 0.60-4--Fl1 337 10 48" Wide Brace Frames HF13x64 HF8x48 92-1/4" 7/8 HF9x48 104-1/4" 7/8 HF10x48 116-1/4" 7/8 HF11x48 128-1/4" 7/8 HF8x64 92-1/4" 7/8 HF9x64 104-1/4" 7/8 HF10x64 116-1/4" 7/8 HF11x64 128-1/4" 7/8 HF12x64 14071/4" 7/8 HF13x64 152-1/4" 7/8 HF8x80 92-1/4" 7/8 HF9x80 104-1/4" 7/8 HF10x80 116-1/4" 7/8 HF11x80 128-1/4" 7/8 HF12x80 140-1/4" 7/8 HF13x80 152-1/4" 1 7/8 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N 4,640 0.254 9,255 3,936 0.293 8,872 3,520 0.303 8,848 2,808 0.336 7,787 64" Wide Brace Frames 6,080 0.187 9,010 4,800 0.210 8,039 4,160 0.230 7,769 3,400 0.226 7,005 2 680 0.230 1 038 1,920 0.166 1 4,696 80" Wide Brace Frames 6,200 0.145 7,309 5,200 0.159 ,928 4,608 0.171 .6 6,846 3,936 0.170 6,451 2840 0.174 5 090 1 940 0.174 3 775 5,800 0.318 11,569 4,920 0.366 11,090 4,400 0.379 11,059 3,510 0.420 9 733 7,600 0.234 11,263 6,000 0.262 10,048 5,200 0.287 9,711 4,250 0.283 8,756 3,350 0.287 7,548 2,400 0.208 1 5.870J 7,750 0.181 9,137 6,500 0.199 8,660 5,760 0.214 8,557 4,920 0.213 8,064 3,550 0.218 1 6,363 _7425 1 0.217 1 4,71 R 19 17 15 12 25 20 18 14 12 9 26 22 19 17 12 9 Notes: 1) Installation on wood sill plate is for a nominal 2 -inch -thick member installed on concrete or masonry foundations. 2) Loads shown are Allowable Stress Design loads per UBC, include a stress increase of 1.33 and are restricted to designs based on the alternate basic load combinations specified in UBC Section 1612.3.2 and IBC Section 1605.3.2. To use the basic load combination in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, divide the allowable shear values and corresponding drift by 1.33. For allowable loads per the IBC, Section 2.7.3 of this report applies. 3) Drift at Allowable Shear V considers shrinkage and crushing of the wood sill plate. Shrinkage is based on 1-1/2" net vertical dimension (2 by sill plate) and a 7% change in moisture content. Compression is based on Fc of 625 psi and a compressive load equal to uplift. 4) For Wood Sill Plates different than described above, Procedure 1 must be used to verify that drift is within the code limits. 5) The 1/4 -inch diameter by 3 -inch long wood screws must have a minimum allowable design value of 309 lbs. (excluding the allowable 1.33 stress increase) based on metal (No. 14 gage) to wood (specific gravity of 0.50 or greater) connection Complying screws are Hardy Frame HFS - series, USP WS -series (ICC ES PFC-5634) or equal. 6) When installing a 2 -by filler (wood with specific gravity of 0.5 or greater) at the top connection, the minimum screw length is 4-1/2 inches. 7) Additional vertical loads "W" & "P" are permitted on top of Brace Frames as per Table 3.1. 8) When additional loads "W" and/or "P" are applied, Procedure 2 shall be used to verify that drift is within the code limit. Page 16 of 40 Table 3.3: Hardy Frame° Brace Frames - "W" Series on RAISED FLOOR 1 PFC-5342 32" HF8x32 92-1/4" 7/8 3 280 0.446 10,003E29 0.557 12,50 Values for R = 5.5 Values for R = 4.4 104-1/4" 7/8 Allowable 0.489 Allowable 0.611 11 890 12 Net HD Bolt In -Plane Drift at 3 Uplift at In -Plane Drift at 3 Uplift at Screw 5,6 Screw 5,6 Model Height Diameter Shear V V V Shear V V V Qty Qty at Number H (in) (in) (Ibs) (in) (Ibs) (Ibs) (in) (Ibs) 11 at Top 1 Bottom 32" HF8x32 92-1/4" 7/8 3 280 0.446 10,003E29 0.557 12,50 14 14 HF9x32 104-1/4" 7/8 2,760 0.489 9,512 4,920 0.611 11 890 12 12 HF10x32 116-1/4" 7/8 2,360 0.548 9,069 4,400 0.685 11 337 10 10 48" HF8x48 92-1/4" 7/8 4,640 0.288 9 255 5,800 0.360 1 11.569 19 19 HF9x48 104-1/4" 7/8 3,936 0.331 8 872 4,920 0.414 11,090 17 17 HF10x48 116-1/4" 7/8 3,520 0.346 8 848 4,400 0.432 11,059 15 15 HF11x48 128-1/4" 7/8 2 808 0.383 7 787 3,510 0.479 9,733 12 12 64" Wide Brace Frames HF8x64 92-1/4" 7/8 6,080 0.212 9,010 7,600 0.265 11,263 25 25 HF9x64 104-1/4" 7/8 4,800 0.238 8,039 6,000 0.297 10,048 20 20 HF10x64 116-1/4" 7/8 4,160 0.261 7,769 5,200 0.326 9,711 18 18 HF11x64 128-1/4" 7/8 3,400 0.262 7,005 4,250 0.327 8,756 14 14 HF12x64 140-1/4" 7/8 2 680 0.267 6,038 3,350 0.334 7,548 12 12 HF13x64 152-1/4" 7/8 1,920 0.207 4,696 1 2,400 1 0.259 1 5,870 11 9 9 An- Wida Rraca Framac HF8x80 92-1/4" 7/8 6200 0.165 7,309 7,750 0.206 9,137 26 26 HF9x80 104-1/4" 7/8 5200 0.182 6,928 6,500 0.227 8,660 22 22 HF10x80 116-1/4" 7/8 4 608 0.197 6,846 5,760 0.246 8,557 19 19 HF11x80 128-1/4" 7/8 3,936 0.198 6,451 4,920 0.247 8,064 17 17 HF12x80 140-1/4" 7/8 2 840 0.204 5,090 3,550 0.255 6,363 12 12 HF13x80 152-1/4" 7/8 1.940 1 0.206 1 3,775 2,425 1 0.258 1 4,718 1 1 9 9 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Notes: 1) Raised Floor assumes 2x sill plate and engineered wood rim below Brace Frame. 2) Loads shown are Allowable Stress Design loads per UBC, include a stress increase of 1.33 and are restricted to designs based on the alternate basic load combinations specified in UBC Section 1612.3.2 and IBC Section 1605.3.2. To use the basic load combination in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, divide the allowable shear values and corresponding drift by 1.33. For allowable loads per the IBC, Section 2.7.3 of this report applies. 3) Drift at Allowable Shear V considers shrinkage and crushing of wood plate. Shrinkage is based on 3 inches net vertical dimension (2x Mudsill + 2x Plate) and a 7% change in moisture content. Compression is based on Fc of 625 psi and a compressive load equal to uplift. 4) For Raised Floors different than described above, Procedure 2 shall be used to check that drift is within the code limits. 5) The 1/4 -inch diameter by 3 -inch long wood screws must have a minimum allowable design value of 309 lbs. (excluding the allowable 1.33 stress increase) based on metal (No. 14 gage) to wood (specific gravity of 0.50 or greater) connection Complying screws are Hardy Frame HFS - series, USP WS -series (ICC ES PFC-5634) or equal. 6) Minimum wood screw length is 3 -inches for the top connection and 4-1/2 inches for the bottom connection. When installing a 2x filler (wood with specific gravity of 0.5 or greater) at the top connection, minimum screw length is 4-1/2 inches. 7) Additional vertical loads "W" & "P" are permitted on top of Brace Frames as per Table 3.1. 8) When additional loads "W" and/or "P" are applied, Procedure 2 shall be used to verify that drift is within the code limit. Page 17 of 40 Table 3.4: Hardy Framee Brace Frames - "W" Series on UPPER FLOOR PFC-5342 32" Wide Brace Frames HF8x32 92-1/4" 7/8 3,084 0.471 9.405ff2845 0.589 11,756 Values for R = 5.5 Values for R = 4.4 104-1/4" 7/8 Allowable 0.533 Allowable 0.666 11,545 12 Net HD Bolt In -Plane Drift at 3 Uplift at In -Plane Drift at 3 Uplift at Screw 5,6 Screw 5'6 Model Height Diameter Shear V V V Shear V V V Qty Qty at Number 1 H (in) I (in) J (lbs) (in) (Ibs) (Ibs) (in) (Ibs) 11 at Top I Bottom 32" Wide Brace Frames HF8x32 92-1/4" 7/8 3,084 0.471 9.405ff2845 0.589 11,756 14 14 HF9x32 104-1/4" 7/8 2,680 0.533 9,236 4,920 0.666 11,545 12 12 HF10x32 116-1/4" 7/8 2,276 0.594 8, 747 4,400 0.743 10 933 10 10 48" Wide Brace F HF8x48 92-1/4" 7/8 4,640 0.322 9,255 5,800 0.402 11,569 19 19 HF9x48 104-1/4" 7/8 3,936 0.369 8,872 4,920 0.461 11,090 17 17 H F 10x48 116-1/4" 7/8 3,520 0.387 8,848 4,400 0.484 11,059 15 15 HF11x48 128-1/4" 7/8 2,808 0.430 7,787 3,510 0.537 9,733 12 12 64" Wide Brace Frames HF8x64 92-1/4" 7/8 6,080 0.237 9 010 7,60 0.296 11,263 25 25 HF9x64 104-1/4" 7/8 4,800 0.266 8,039 6,000 0.332 10,048 20 20 HF10x64 116-1/4" 7/8 4,160 0.292 7,769 5,200 0.365 9,711 18 18 HF11x64 128-1/4" 7/8 3,400 0.296 7,005 4,250 0.370 8,756 14 14 HF12x64 140-1/4" 7/8 2,680 0.305 6,038 3,350 0.381 7,548 12 12 H F 13x64 1152-1/4"1 7/8 1,920 1 0.249 1 4,696 1 2,400 1 0.311 1 5,870 11 9 1 9 8A" Wida Rrara 9:r mac HF8x80 92-1/4" 7/8 6,200 0.185 7.309 7,750 0.231 9,137 26 26 HF9x80 104-1/4" 7/8 5,200 0.204 6,928 6,500 0.255 8,660 22 22 HF10x80 116-1/4" 7/8 4,608 0.222 6 846 5,76 0.277 8,557 19 19 HF11x80 128-1/4" 7/8 3,936 0.225 6,451 4,920 0.281 .8 ,064 17 17 HF12x80 140-1/4" 7/8 2,840 0.234 5 090 3,55 0.293 6,363 12 12 HF13x80 152-1/4" 7/8 1,940 0.238 1 3,775 2,425 0.298 1 4,718. 9 1 9 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Notes: 1) Upper Floor assumes wall below, engineered wood rim, floor sheathing and 2x plate below Brace Frame 2) Loads shown are Allowable Stress Design loads per UBC, include a stress increase of 1.33 and are restricted to designs based on the alternate basic load combinations specified in UBC Section 1612.3.2 and IBC Section 1605.3.2. To use the basic load combination in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, divide the allowable shear values and corresponding drift by 1.33. For allowable loads per the IBC, Section 2.7.3 of this report applies. 3) Drift at Allowable Shear V considers shrinkage and crushing of the wood members. Shrinkage is based on 4-1/2 inches net vertical dimension (3-2x plates) and a 7% change in moisture content. Compression is based on F , of 625 psi and a compressive load equal to uplift. 4) For Upper Floors different than described above, Procedure 2 must be used to check that drift is within the code limits. 5) The 1/4 -inch diameter by 3 -inch long wood screws must have a minimum allowable design value of 309 lbs. (excluding the allowable 1.33 stress increase) based on metal (No. 14 gage) to wood (specific gravity of 0.50 or greater) connection Complying screws are Hardy Frame HFS - series, USP WS -series (ICC ES PFC-5634) or equal. 6) Minimum wood screw length is 3 -inches for the top connection and 4-1/2 inches for the bottom connection. When installing a 2x filler (wgod with specific gravity of 0.5 or greater) at the top connection, minimum screw length is 4-1/2 inches. 7) Additional vertical loads "W" & "P" are permitted on top of Brace Frames as per Table 3.1. 8) When additional loads "W" and/or "P" are applied, Procedure 2 shall be used to verify that drift is within the code limit. Page 18 of 40 Table 4.1: Hardy Frame° Brace Frames - "S" Series on FOUNDATIONS' PFC-5342 32" Wide Rrace Frames HF8x32 S 1 96-5/8" 1 7/8E27 Values for R = 5.5 Values for R = 4.4 10,477 Add -I5 Add -I5 Allowable 16 Allowable HF9x32 S 7/8 Net HD Bolt In -Plane Drift at Uplift at In -Plane Drift at Uplift at Screw 3,4 Vertical Vertical Model Height Dia. Shear V V V Shear V V V Qty Load Load Number H (in) (in) (Ibs) (in) (Ibs) (Ibs) (in) (Ibs) at Top 1 W (plf) I P (Ibs) 32" Wide Rrace Frames HF8x32 S 1 96-5/8" 1 7/8E27 22 960 10 566 0.290 10,477 4,100 0.362 13 096 16 2,644 9.483 HF9x32 S 108-5/8" 7/8 HF10x48 S 0.342 9 911 3450 0.427 12389 14 2 644 8 601 HF10x32 S 120-5/8" 7/8 132-5/8" 0.384 9 092 2,850 0.480 11,365 12 2,644 7,787 48" Wide Brace Frames HF8x48 S 96-5/8" 7/8 4,600 0.182M96 5 750 0.2Mq606 22 960 10 566 HF9x48 S 108-5/8" 7/8 3 920 0.216 8 376 4 900 0.2 10,470 18 960 9 482 HF10x48 S 120-5/8" 7/8 3 440 0.240 0.169 4 300 0.3 0.211 16 960 7 937 HF11x48 S 132-5/8" 7/8 2 680 0.258 3,320 3,350 0.3 4,150 14 960 7 537 64" Wide Brace Frames HF8x64 S 96-5/8" 7/8 5,800 0.141 9,003 7,250 0.176 11,254 26 491 11,325 HF9x64 S 108-5/8" 7/8 4,800 0.157 8 376 6,000 0.196 10,470 22 491 10.520 HF10x64 S 120-5/8" 7/8 4,080 0.169 7,906 5,100 0.211 9,883 20 491 9,269 HF11x64 S 132-5/8" 7/8 3,320 0.183 7,073 4,150 0.229 8 842 16 491 8 301 HF12x64 S 144-5/8" 7/8 2 520 0.182 1 5,855 3 150 '20 0.227 7,318 14 491 7 653 HF13x64 S 156-5/8" 7/8 1,902 0.166 1 4.78.9; 2,220 0.207 1 5,981 12 491 1 6 914 80" Wida Rraco Framac HF8x80 S 96-5/8" 7/8 6,200 0.110 7,656 w 7,750 v 0.137 9,570 28 298 13,009 HF9x80 S 108-5/8" 7/8 5,200 0.120 7 219 6,500 0.150 9,023 24 298 11,967 HF10x80 S 120-5/8" 7/8 4,280 0.132 6,598 5,350 0.165 8,247 22 298 10,905 HF11x80 S 132-5/8" 7/8 3,600 0.136 6,102 4,500 0.170 7.627 18 298 9 516 HF12x80 S 144-5/8" 7/8 2,680 0.134 4,953 3,350 0.167 6,192 15 298 8.779 HF13x80 S 156-5/8" 7/8-11 1,776 1 0.103 1 3,555 2,220 0.129 4,444 Il 12 298 1 8,451 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Notes: 1) Installation on Foundations includes concrete, masonry, or double nut & washer 2) Loads shown are Allowable Stress Design loads per UBC, include a stress increase of 1.33 and are restricted to designs based on the alternate basic load combinations specified in UBC Section 1612.3.2 and IBC Section 1605.3.2. To use the basic load combination in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, divide the allowable shear values and corresponding drift by 1.33. For allowable loads per the IBC, Section 2.7.3 of this report applies. 3) The 1/4" diameter Self -Tapping screws comply with SAE J78 and ASTM C 954.. Installed fasteners must protrude three full threads beyond the minimum No. 18 gage steel attached members. The minimum allowable load for the Hardy Frame Brace Frame to metal must be 351 lbs. Complying screws are Grabber Self -Drilling Screws (ICC -ES ER -5280), Darts Brand (ICC -ES ER -5202) or equal. 4) Connections apply for No. 14 -gage steel (Brace Frame) in contact with screw head and 18 gage steel not in contact with screw head. 5) Loads "W" & "P" indicate the maximum allowable vertical load permitted on top of Brace Frames. In addition to the vertical load produced by overturning at the maximum Allowable Shear V. 6) Loads "W" & "P" can act concurrently provided that the actual total load resultant does not exceed 2 x P. 7) Refer to Table 7.1 for the maximum allowable compression load in each end post. Page 19 of 40 Table 5.1: Hardy Frame° Brace Frames - "H" Series on FOUNDATIONS' PFC-5342 32" Wide Brace Frame- HF8x32 H 1 92-1/4" 1 7/8 Values for R = 5.5 Values for R = 4.4 11 405M6750.218 Add 'I5 Add -I5 Allowable 16 Allowable HF9x32 H 7/8 Net HD Bolt In -Plane Drift at Uplift at In -Plane Drift at Uplift at Screw 3'4 Vertical Vertical Model Height Dia. Shear V V . V Shear V V V Qty Load Load Number H (in) (in) (Ibs) (in) (Ibs) (Ibs) (in) (Ibs) 1, at Top W (plf) P (Ibs) 32" Wide Brace Frame- HF8x32 H 1 92-1/4" 1 7/8 3,740 0.174 11 405M6750.218 7 685 0.114 14 257 16 3 740 21 226 HF9x32 H 104-1/4" 7/8 3 540 0.244 12 2000.305 6 775 0.195 15 250 15 3 740 16 901 HF10x32 H 116-1/4" 7/8 3 172 0.283 121900.354 6 075 0236 15 237 14 3 740 13,543 48 HF8x48 H 1 92-1/4" 1 7/8 6,148 0.091 1 12,263 7 685 0.114 15,328 26 1 358M20,155HF9x48 20,197 H 104-1/4" 7/8 5 420 0.156 12 217 6 775 0.195 15 2711[ 23 1 358HF10x48 16,861 H 116-1/4" 7/8 4 860 0.189 12 216 6 075 0236 15 270 20 1 358 13.495 64" HF8x64 H 92-1/4" 7/8 8,2R2 0.106 12 229 10 315 0.132 15,286 34 695 20,197 HF9x64 H 104-1/4 7/8 7 304 0.126 12 232 9 130 0.158 15,290 30 695 16,861 HF10x64 H 116-1/4" 7/8 6 548 0.121 12 228 8 185 0.151 1 15':>89 27 695 13.495 Wider Rrnrc �r�mnc HF8x80 H 1 92-1/4" 1 7/8 380 0.088 12 237 12 975 0.110 15.296 38 421 21,551 HF9x80 H 104-1/4" 7/8 84 E8,237 0.114 12 236 11,480 0.143 15,294 38 421 16.857 HF10x80 H 116-1/4" 7/8 0.105 12.237 10,296 0.131 15,296 34 421 13,484 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Notes: 1) Installation on Foundations includes concrete, masonry, or double nut & washer. 2) Loads shown are Allowable Stress Design loads per UBC, include a stress increase of 1.33 and are restricted to designs based on the alternate basic load combinations specified in UBC Section 1612.3.2 and IBC Section 1605.3.2. To use the basic load combination in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, divide the allowable shear values and corresponding drift by 1.33. For allowable loads per the IBC, Section 2.7.3 of this report applies. 3) The 1/4 -inch diameter by 3 -inch long wood screws must have a minimum allowable design value of 311 lbs. (excluding the allowable 1.33 stress increase) based on metal (No. 12 gage) to wood (specific gravity of 0.50 or greater) connection Complying screws are Hardy Frame HFS - series, USP WS -series (ICC ES PFC-5634) or equal. 4) When installing a 2 -by filler (wood with specific gravity of 0.5 or greater) at the top connection, the minimum screw length is 4-1/2 inches. 5) Loads "W" & "P" indicate the maximum allowable vertical load permitted on top of Brace Frames, in addition to the vertical load produced by overturning at the maximum Allowable Shear V. 6) Loads "W" & "P" can act concurrently provided that the actual total load resultant does not exceed 2 x P. 7) Table 7.1 describes the maximum allowable compression load in each end post. Page 20 of 40 Table 5.2: Hardy Frame Brace Frames - "H" Series on WOOD SILL PLATE Values for R = 5.5 Allowable Allowable 32" Wide Brace Frames Net HD Bolt Model Height Diameter Number H (in) (in) Values for R = 5.5 Allowable Allowable 32" Wide Brace Frames HF8x32 H In -Plane Drift at 3 Uplift at Shear V V V (lbs) (in) (Ibs) For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Values for R = 4.4 Allowable 885 E 32" Wide Brace Frames HF8x32 H 92-1/4" 7/8 3 740 0.321 11,405 HF9x32 H 104-1/4" 7/8 3,348 0.399 11 538 HF10x32 H 116-1/4" 7/8 3,000 0.455 11 529 14.968 38 48" Wide Brace Frames H 1 92-1/4" 7/8 5,908 0.185 11.784 IHF8x48 HF9x48 H 104-1/4" 7/8 5,228 0.261 11,784 HFlOx48 H 116-1/4" 7/8 4,688 0.305 1 11-783 64" Wide Brace Frames HF8x64 H 92-1/4" 7/8 8 032 0.175 11.903 HF9x64 H 104-1/4" 7/8 7 108 0.205 11,904 HF10x64 H 116-1/4" 7/8 6 372 0.209 11,900 80" Wide Brace Frames H 92-1/4" 7/8 10 156 0.144 11,973 1HF8x80 HF9x80 H 104-1/4" 7/8 8 988 0.177 11,974 HF1Ox8O H 116-1/4" 7/8 8 060 0.17-5—F11.974 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Values for R = 4.4 Allowable 885 E 0.256 In -Plane Drift at 3 Uplift at Shear V V V (lbs) (in) (Ibs) PFC-5342 Screw 5,6 Qty at Top 4,675 0.401 1 f14.257 164 185 0.499 3 750 0.569 14 F7,385 0.231 14 730P2q0 H5i,535 0.326 14,730 860 0.38-1--F-14-.729 040 0.219 14 879 34 885 E 0.256 14 880 30 965 0.261 14 874 27 U,695 0.180 14,96 38 11,235 0.221 14.968 38 10,075 0.219 14,968 34 Notes: 1) Installation on wood sill plate is for a nominal 2 -inch -thick member installed on concrete or masonry foundations. 2) Loads shown are Allowable Stress Design loads per UBC, include a stress increase of 1.33 and are restricted to designs based on the alternate basic load combinations specified in UBC Section 1612.3.2 and IBC Section 1605.3.2. To use the basic load combination in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, divide the allowable shear values and corresponding drift by 1.33. For allowable loads per the IBC, Section 2.7.3 of this report applies. 3) Drift at Allowable Shear V considers shrinkage and crushing of the wood sill plate. Shrinkage is based on 1-1/2" net vertical dimension (2 by sill plate) and a 7% change in moisture content. Compression is based on Fc of 625 psi and a compressive load equal to uplift. 4) For Wood Sill Plates different than described above, Procedure 1 must be used to verify that drift is within the code limits. 5) The 1/4 -inch diameter by 3 -inch long wood screws must have a minimum allowable design value of 311 lbs. (excluding the allowable 1.33 stress increase) based on metal (No. 12 gage) to wood (specific gravity of 0.50 or greater) connection Complying screws are Hardy Frame HFS - series, USP WS -series (ICC ES PFC-5634) or equal. 6) When installing a 2 -by filler (wood with specific gravity of 0.5 or greater) at the top connection, the minimum screw length is 4-1/2 inches. 7) Additional vertical loads "W" & "P" are permitted on top of Brace Frames as per Table 3.1. 8) When additional loads "W" and/or "P" are applied, Procedure 2 shall be used to verify that drift is within the code limit. Page 21 of 40 Table 5.3: Hardy Frame° Brace Frames - "H" Series on RAISED FLOOR 1 PFC-5342 32" Wide Rrar_P Frampc HF8x32 H 92-1/4" 7/8 3 740 0.372 1 11,405 4 675 0.465 14.257 Values for R = 5.5 Values for R = 4.4 104-1/4" 1116-1/4" 7/8 Allowable 0.457 Allowable 0.571 14 423 155 Net HD Bolt In -Plane Drift at 3 Uplift at In -Plane Drift at 3 Uplift at Screw "' Screw s,e Model Height Diameter Shear V V V Shear V V V Qty Qty at Number H (in) (in) (Ibs) (in) (lbs) (Ibs) (in) (lbs) 11 at Top 1 Bottom 32" Wide Rrar_P Frampc HF8x32 H 92-1/4" 7/8 3 740 0.372 1 11,405 4 675 0.465 14.257 6 16P14 HF9x32 H 104-1/4" 1116-1/4" 7/8 3 348 0.457 11,538 4 185 0.571 14 423 155 23 HF10x32 H 116-1/4" 1 7/8 3 000 0.520 11 529 3 750 0.650 14 411 14 20 48" Wide Rrar_P Frampc HF8x48 H 92-1/4" 7/8 5,908 0.218 11,784 7,385 0.273 14,730 26 26 HF9x48 H 104-1/4" 7/8 5 228 0.298 11,784 6 535 0.373 14,730 23 23 HF10x48 H 116-1/4" 1 7/8 4 688 0.347 11 783 5,860 0.434 1 14-729 20 20 64" Wide HF8x64 H 92-1/4" 7/8 8,032 0.200 11,903 10 040 0.250 79 34 34 HF9x64 H 104-1/4" 7/8 7,108 0.233 11 904 8 885 0.291 §4,880 30 30 1 HF10x64 H 116-1/4" 7/8 6 372 0240 11 900 7 965 0.300 74 27 27 RO" Wida Rrarp Frnmcc HF8x80 H 92-1/4" 7/8 10 156 0.163 11,973 �E12,695 9660[] 38 HF9x80 H 104-1/4" 7/8 8 988 0.199 11 9745 iig_ 968 38 HF10x80 H 116-1/4" 7/8 8 060 0.200 11 9745 68 34 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Notes: 1) Raised Floor assumes 2x sill plate and engineered wood rim below Brace Frame. 2) Loads shown are Allowable Stress Design loads per UBC, include a stress increase of 1.33 and are restricted to designs based on the alternate basic load combinations specified in UBC Section 1612.3.2 and IBC Section 1605.3.2. To use the basic load combination in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, divide the allowable shear values and corresponding drift by 1.33. For allowable loads per the IBC, Section 2.7.3 of this report applies. 3) Drift at Allowable Shear V considers shrinkage and crushing of wood plate. Shrinkage is based on 3 inches net vertical dimension (2x Mudsill + 2x Plate) and a 7% change in moisture content. Compression is based on F. of 625 psi and a compressive load equal to uplift. 4) For Raised Floors different than described above, Procedure 2 shall be used to check that drift is within the code limits. 5) The 1/4 -inch diameter by 3 -inch long wood screws must have a minimum allowable design value of 311 lbs. (excluding the allowable 1.33 stress increase) based on metal (No. 12 gage) to wood (specific gravity of 0.50 or greater) connection Complying screws are Hardy Frame HFS - series, USP WS -series ([CC ES PFC-5634) or equal. 6) Minimum wood screw length is 3 -inches for the top connection and 4-1/2 inches for the bottom connection. When installing a 2x filler (wood with specific gravity of 0.5 or greater) at the top connection, minimum screw length is 4-1/2 inches. 7) Additional vertical loads "W" & "P" are permitted on top of Brace Frames as per Table 3.1. 8) When additional loads "W" and/or "P" are applied, Procedure 2 shall be used to verify that drift is within the code limit. Page 22 of 40 PFC-5342 Table 5.4: Hardy Frame® Brace Frames - "H" Series on UPPER FLOOR' -47" Wirla Rrnra P-.. HF8x32 H 92-1/4" 7/8 3 740 0.423 11,405 4,67,L_ 0.529 14 257 Values for R =. 5.5 Values for R = 4.4 104-1/4" 7/8 Allowable 0.514 Allowable 0.643 14 423 15HF10x32 Net HD Bolt In -Plane Drift at 3 Uplift at In -Plane Drift at 3 Uplift at Screw s s Screw ss Model Height Diameter Shear V V V Shear V. V V Qty Qty at Number H (in) (in) (Ibs) (in) (lbs) (lbs) (in) (lbs) at Top 1 Bottom -47" Wirla Rrnra P-.. HF8x32 H 92-1/4" 7/8 3 740 0.423 11,405 4,67,L_ 0.529 14 257 16M14 HF9x32 H 104-1/4" 7/8 3 348 0.514 11538 4185 0.643 14 423 15HF10x32 23 H 116-1/4" 7/8 3 000 0.584 11 529 3 750 0.730 14 411 14 20 HF8x48 H 92-1/4" 7/8 5,908 0.252 11,784ff6535 0.315 14,730ff23 26 HF9x48 H 104-1/4" 7/8 5,228 0.336 11,784 7 965 0.339 14 874 0.420 14 730 8 1[] 23 HF10x48 H 116-1/4" 7/8 4 688 0.389 11 783 10 075 0.486 14 729 4 20 hA.'- WIA� Kr'�rn Gr�mec HF8x64 H 92-1/4" 7/8 032 0.225 11.903 10 040 0.281 14 879 34 34 HF9x64 H 104-1/4" 7/8 108 0.261 11,904 E6,372 8 885 0.326, 14,880 30 30 HF10x64 H 116-1/4" 7/8 0.271 11 900 7 965 0.339 14 874 27 27 HF8x80 H 92-1/4" 7/8 10 156 0.183 11 973 12,695 966 8 38 HF9x80 H 104-1/4" 7/8 8 988 0.222 11 974 11 235 jO.=28114 968 8 1[] 38 HF10x80 H 116-1/4" 7/8 8 060 0.225 11 974 10 075 968 4 34 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Notes: 1) Upper Floor assumes wall below, engineered wood rim, floor sheathing and 2x plate below Brace Frame 2) Loads shown are Allowable Stress Design loads per UBC, include a stress increase of 1.33 and are restricted to designs based on the alternate basic load combinations specified in UBC Section 1612.3.2 and IBC Section 1605.3.2. To use the basic load combination in Section 1612.3.1 of the UBC or Section 1605.3.1 of the IBC, divide the allowable shear values and corresponding drift by 1.33. For allowable loads per the IBC, Section 2.7.3 of this report applies. 3) Drift at Allowable Shear V considers shrinkage and crushing of the wood members. Shrinkage is based on 4-1/2 inches net vertical dimension (3-2x plates) and a 7% change in moisture content. Compression is based on F. of 625 psi and a compressive load equal to uplift. 4) For Upper Floors different than described above, Procedure 2 must be used to check that drift is within the code limits. 5) The 1/4 -inch diameter by 3 -inch long wood screws must have a minimum allowable design value of 311 lbs. (excluding the allowable 1.33 stress increase) based on metal (No. 12 gage) to wood (specific gravity of 0.50 or greater) connection Complying screws are Hardy Frame HFS - series, USP WS -series (ICC ES PFC-5634) or equal. 6) Minimum wood screw length is 3 -inches for the top connection and 4-1/2 inches for the bottom connection. When installing a 2x filler (wood with specific gravity of 0.5 or greater) at the top connection, minimum screw length is 4-1/2 inches. 7) Additional vertical loads "W"& "P" are permitted on top of Brace Frames as per Table 3.1. 8) When additional loads "W" and/or "P" are applied, Procedure 2 shall be used to verify that drift is within the code limit. 7/3/2003 Page 23 of 40 Table 6.1 Hardy Frame © Panel & Brace Frame Out of Plane Properties Series Product 8' Nominal Height of Panel/Brace Frame - Feet 9' 10' ill 12' 13' 12" wide Panel 455 359 291 NA NA NA 18" wide Panel 360 284 230 190 160 136 24" wide Panel 297 235 190 157 132 112 7/8" 15,333 19,152 25,630 HFP11 128-1/4" 3-1/2" 32" wide Brace Frame 81 58 42 NA NA NA 48" wide Brace Frame 73 53 40 30 NA NA 64" wide Brace Frame 63 47 36 28 22 18 80" wide Brace Frame 54 41 32 25 20 17 PFC-5342 Notes: 1) Values shown are lbs per square foot (PSF) 2) Apply equation 20-1, Section 1620 of The 1997 Uniform Building Code (P=Ce x Cq x qs x Iw)and solve for qs by applying the proper factor Ce and Cq. Compare qs result with Table 16F to determine wind speed. 3) To determine allowable wall weight for seismic conditions, multiply the PSF table values provided above by the K factor (4 x Ca x Ip) where Ca = Seismic Coefficient (Table 16-0) and Ip = Importance Factor (Table 16-K) Table 7.1 Hardy Frame® Post on Foundations - "W", "S", "H" Series Model um er Height In Width In HD Bolt Diameter Allowable Uplift (lbs) Allowable Compression Load (lbs) Allowable Tension Load (lbs) HFP8 92-1/4" 3-1/2" 7/8" 15,333 22,579 25,630 HFP9 104-1/4" 3-1/2" 7/8" 15,333 20,990 25,630 HFP10 116-1/4" 3-1/2" 7/8" 15,333 19,152 25,630 HFP11 128-1/4" 3-1/2" 7/8" 15,333 17,143 25,630 HFP12 140-1/4" 3-1/2" 7/8" 15,333 14,971 25,630 HFP13 152-1/4" 3-1/2" 7/8" 15,333 12,895 25,630 HFP8 S 96-5/8" 3-1/2" 7/8" 15,333 22,579 1 25,630 HFP9 S 108-5/8" 3-1/2" 7/8" 15,333 20,990 25,630 HFP10 S 120-5/8" 3-1/2" 7/8" 15,333 19,152 25,630 HFP11 S 132-5/8" 3-1/2" 7/8" 15,333 17,143 25,630 HFP12 S 144-5/8" 3-1/2" 7/8" 15,333 14,971 25,630 HFP13 S 156-5/8" 3-1/2" 7/8" 15,333 12,895 25,630 HFP8 H 92-1/4" 3-7/8" 7/8" 15,333 35,483 40,100 HFP9 H 104-1/4" 3-7/8" 7/8" 15,333 32,151 40,100 HFP10 H 116-1/4" 3-7/8" 7/8" 15,333 28,780 40,100 HFPI l H 128-1/4" 3-7/8" 7/8" 15,333 25,450 40,100 HFP12 H 140-1/4" 3-7/8" 7/8" 15,333 22,230 40,100 HFP13 H 152-1/4" 3-7/8" 7/8" 15,333 19,156 40,100 Notes: 1) Compression Load for installations on Concrete, Masonry or Double Nut & Washer 2) Allowable Uplift governed by tensile value of 7/8" all -thread. For greater uplift use high tensile strength bolts. Page 24 of 40 PFC-5342 Table 8.1: Hardy Frame Saddle Table Nail Replacement Nail Description Fasteners (Total) Allowable Tension (lbs) (100) (133) (160) Allowable Compression (lbs) (100) (133) (160) Model Number HS -24 24-16d common 2948 3921 4717 1 1969 2618 2733 HS -36 32-16d common 4288 5703 5785 1969 2618 2733 Notes: 1) For HS -24 fasteners must be installed in each hole. 2) For HS -36 fasteners must fill all holes on 1-1/2" face. 3) Fasteners may be substituted according to Table 8.2 with reduction of load specified. 4) 133 column to be used for wind and earthquake. 5) 160 column may be used for wind only. Table 8.2: Hardy Frame® Saddle Alternate Fasteners Table Nail Replacement Nail Description Use Percentage of Allowable Load 16d Com 16d Box .135 x 3-1/2 0.74 16d Com N10 x 1.5 9ga x 1-1/2 0.69 16d Com N16 x 2.5 8ga x 2-1/2 1.00 16d Com 16d Sinker .148 x 3-1/4 0.84 16d Com 10d Common .148 x 3 0.84 16d Com 112d Common .148 x 3-1/4 0.84 Table 9.1: Hardy Frame e Cut Thread Wood Screw Design Values (Z)1,2 For Single Shear (Two Member) Connections With Steel Side Plates of Various Tensile(3) Strengths For SI: 1 inch = 25.44 mm, 1 lb. = 4.45 N Notes: 1) Tabulated lateral design values (Z) for wood screw connections shall be multiplied by all applicable adjustment factors 2) Tabulated lateral design values (Z) are for cut thread wood screws inserted in side grain with the wood screw axis perpendicular to wood fibers, and with a wood screw bending yield strength (Fyb) of 219,000 psi (1.5 Mpa) 3) Tabulated lateral design values (Z) are based on dowell strength (Fe). ASTM Grade Steel Plate Fe = Ftu = 55 ksi (379 Mpa) Steel Side Plate, is (in.) Wood Screw Diameter, D (in.) G=0.55 Southern Pine Mixed Maple Z (lbs.) G=0.50 Douglas Fir Larch (N) Z (lbs.) G = 0.46 Douglas Fir (S), Hem Fir (N) Z (lbs.) G = 0.42 Spruce Pine Fir Z (lbs.) G=0.37 Redwood Open Grain Z (lbs.) G = 0.36 Western Woods z (lbs.) 3 gage (0.239) 0.242 370 343 310 298 269 264 7 gage (0.179) 0.242 350 325 296 281 253 248 10 gage 0.134) 0.242 341 315 290 272 244 240 11 gage (0.120) 0.242 339 313 288 270 242 238 12 gage 0.105) 0.242 337 311 287 268 240 236 14 gage (0.017) 0.242 336 309 286 266 238 234 16 gage (0.060) 0.242 336 309 287 266 238 233 18 gasge 0.048) 0.242 336 310 1 287 1 266 1 238 233 20 gage (0.036) 0.242 338 311 288 266 238 233 22 age (0.030) 0.242 338 311 289 264 238 234 For SI: 1 inch = 25.44 mm, 1 lb. = 4.45 N Notes: 1) Tabulated lateral design values (Z) for wood screw connections shall be multiplied by all applicable adjustment factors 2) Tabulated lateral design values (Z) are for cut thread wood screws inserted in side grain with the wood screw axis perpendicular to wood fibers, and with a wood screw bending yield strength (Fyb) of 219,000 psi (1.5 Mpa) 3) Tabulated lateral design values (Z) are based on dowell strength (Fe). Page 25 of 40 Table 9.2: Hardy Frame ®Cut Thread Wood Screw Design Values (Z)1,2 For Single Shear (Two Member) Wood to Wood Species Connections PFC-5342 Notes: 1) Tabulated lateral design values (Z) for wood screw connections shall be multiplied by all applicable adjustment factors 2) Tabulated lateral design values (Z) are for cut thread wood screws inserted in side grain with the wood screw axis perpendicular to wood fibers, and with a wood screw bending yield strength (Fyb) of 219,000 psi (1.5 Mpa) 3) Tabulated lateral design values (Z) are based on dowel] strength (Fe). Fe = 5,500 psi (38 Mpa) (Southern Pine or Mixed Maple Side Member) Side Member, is (in.) Wood Screw Diameter, D (in.) G=0.55 Southern Pine Mixed Maple Z (lbs.) G=0.50 Douglas Fir Larch (N) Z (lbs.) G = 0.46 Douglas FirO S , Hem Fir (N) Z (lbs.) G = 0.42 Spruce Pine Fir Z (lbs.) G-0.37 Redwood Open Grain Z (lbs.) G = 0.36 Western Woods z (lbs.) 1/2(0.50) 0.242 249 238 228 216 201 198 5/8(0.625) 0.242 250 239 229 218 203 201 3/4(0.75) 0.242 1 253 243 1 234 223 208 205 l(1) 0.242 267 257 1 248 1 237 222 220 1-1/4(1.25) 0.242 268 278 1 268 1 257 242 239 1-1/2(1.50) 0.242 314 303 1 293 1 281 264 262 Fe = 4,650 psi (32 Mpa) (Douglas Fir -larch Side Member) Steel Side Plate, ts (in.) Wood Screw Diameter, D (in.) G=0.55 Southern Pine Mixed Maple Z (lbs.) G=0.50 Douglas Fir Larch (N) Z (lbs.) ii G = 0.46 Douglas Fir (S), Hem Fir (i) Z (lbs.) G = 0.42 Spruce Pine Fir Z (lbs.) G=0.37 Redwood Open Grain Z (lbs.) G = 0.36 Western Woods z (lbs.) 1/2(0.50) 0.242 194 194 194 194 194 192 5/8(0.625) 0.242 238 228 219 209 195 193 3/4(0.75) 0.242 239 230 222 212 198 196 1(1) 0.242 249 240 232 1 222 209 206 1-1/4(1.25) 0.242 264 255 247 1 237 224 222 1-1/2(1.50) 0.242 284 275 267 1 256 242 240 Fe = 4,000 psi (28 Mpa) (Douglas Fir(S) or Hem Fir (N) Side Member) Steel Side Plate, u (in.) Wood Screw Diameter, D (in.) G=0.55 Southern Pine Mixed Maple Z (lbs.) G=0.50 Douglas Fir Larch (N) Z (lbs.) G = 0.46 Douglas Fir (S), Hem Fir (1) Z (lbs.) G = 0.42 Spruce Pine Fir Z (lbs.) G=0.37 Redwood Open Grain Z (lbs.) G = 0.36 Western Woods z (lbs.) 1/2(0.50) 0.242 167 167 167 167 167 167 5/8(0.625) 0.242 209 209 209 202 189 187 3/4(0.75) 0.242 1 228 220 212 203 191 188 1(1) 0.242 234 226 219 210 1 198 196 1-1/4(1.25) 0.242 246 238 231 222 1 210 208 1-1/2(1.50) 0.242 262 254 247 238 225 223 Fe = 3,350 psi (23 Mpa) (Spruce -Pine -Fir Side Member) Side Member, u (in.) Wood Screw Diameter, D (in.) G=0.55 Southern Pine Mixed Maple Z (lbs.) G=0.50 Douglas Fir Larch (N) Z (lbs.) G = 0.46 Douglas FirS , Hem Fir () (N) Z (lbs.) G = 0.42 Spruce Pine Fir Z (lbs.) G=0.37 Redwood Open Grain Z (lbs.) G = 0.36 Western Woods z (lbs.) 1/2(0.50) 0.242 140 140 140 140 140 140 5/8(0.625) 0.242 175 175 175 175 175 175 3/4(0.75) 0.242 210 209 202 194 182 180 1(1) 1 0.242 219 212 205 198 187 185 l-1/4(1.25) 1 0.242 227 220 214 206 196 194 1-1/2 (1.50) 1 0.242 238 232 226 218 207 205 Fe = 2,650 psi (18 Mpa) (Redwood Open Grain Side Member) Steel Side Plate, u (in.) Wood Screw Diameter, D (in.) G=0.55 Southern Pine Mixed Maple Z (lbs.) G=0.50 Douglas Fir Larch (N) Z (lbs.) G = 0.46 Douglas Fir (S), Hem Fir (N) Z (lbs.) G = 0.42 Spruce Pine Fir Z (lbs.) G=0.37 Redwood Open Grain Z (lbs.) G = 0.36 Western Woods z (lbs.) 1/2(0.50) 0.242 Ill 111 111 111 111 111 5/8(0.625) 0.242 138 138 138 138 138 .136 3/4(0.75) 0.242 166 166 166 166 166 166 1(1) 0.242 200 195 189 183 1 174 172 1-1/4(1.25) 0.242 204 199 194 188 1 179 177 1-1/2(1.50) 0.242 212 207 202 195 187 185 Fe = 2,550 psi (17 Mpa) (Western Woods Side Member) Steel Side Plate, u (in.) Wood Screw Diameter, D (in.) G=0.55 Southern Pine Mixed Maple Z (lbs.) G=0.50 Douglas Fir Larch (N) Z (lbs.) G = 0.46 Douglas Fir (S), Hem Fir (N) Z (lbs.) G = 0.42 Spruce Pine Fir Z (lbs.) G=0.37 Redwood Open Grain Z (lbs.) G = 0.36 Western Woods z (lbs.) 1/2(0.50) 0.242 106 106 106 106 106 106 5/8(0.625) 0.242 133 133 133 133 133 133 3/4(0.75) 0.242 1 160 1 160 160 160 160 160 1(1) 0.242 198 192 187 181 172 170 1-1/4 (1.25) 0.242 201 1 196 191 185 176 175 1-1/2 (1.50) 0.242 208 203 198 192 184 182 Notes: 1) Tabulated lateral design values (Z) for wood screw connections shall be multiplied by all applicable adjustment factors 2) Tabulated lateral design values (Z) are for cut thread wood screws inserted in side grain with the wood screw axis perpendicular to wood fibers, and with a wood screw bending yield strength (Fyb) of 219,000 psi (1.5 Mpa) 3) Tabulated lateral design values (Z) are based on dowel] strength (Fe). Page 26 of 40 PFC-5342 1 3" O 12" PANELIBJ\.' . 31/2 O 19' PANETu - .. C� 111 �12" OR 1B" I - i PIECE 'C'-12 GA SECTION A—A - SECTION A—A 3t/i' t2 CA X12 GA Z. --- n 12 GA I t I t 1/16 1 is A tl O A 3 4 - k A_ -- 3'x63/e'AMM. Ej ' DETAIL B 12GA. 1 4 g 12GA > (OE PLE I > « PIECES If i II HOLES 7/e ° HOLESTOP - 9/32'6 HOLES O OUTSIDE OF THE FLANGE 1 0 16" FROM TOP 1 1 O 18 FROM BOT i0N 1 0 18" FROM BOTTOM 8//32'6 HOLES - 6 LIX•1:TION9 O En EDGE FbR t/4b 7/eb HOLES O INNER FIANCE, WOOD SCREWS i 4 LOCATIONS O EA EDGE _ (BOTH SIDES) TO ALLOW FOR 1/4.0 SCRUMS S/i'I3t/tg"(m?n) d\~�—O ! Tli'z311teYmn) x24" I I' 3'6 HOLE, TOP h BOTTOM IB" PLATE WASHER PLATE WASHER 0 U \ _�_ S6 HOLE, TOP d BOTTOM (AT B ROY ONLY) 33'x83/g' ACCESS TO H.O. BOLT (AT FtOTTOY ONLY} tl 'PANEL 1 ( t/4' 1/41 24" 1/4'0 VE61 SUES 12" OR 18" V4'6 VEEP MILES M. BOTM sires TYP. NTH SIDES 15/16'6 x 2' Star 0 7/8"6 NO IS/16'6 x 2" SLOT O 7/8"6 HD TMP, (F oD, TIP t )DTI, TTP. ff 0, TO E on. i s/tfi'x2" SLOTS O 1'18'° F>D 13'7' 137;8'x2•' SLOTS 0 11/8"6 NO - Im. I I TrP. I 1 -- -- — L L2 PLAN VIEW AT BASELs/ts• L2•• 0 D D t t3/T6" PLAN VIEW AT TDP R BOTTOM CHANNEL PLAN VIEW AT TOP R BOTTOM CHANNEL 12" h 18" PANEL "W" h "S" SERIES PARCH, 2003 24" PANEL "W" t "5" SERIES 4ARCH, 2003 3,26x12. OR 18" x12 GA c HARDY FRAME -...-_._.._.:........._.._.._.._.._....... 1A HARDY FRAME1B SCALE. 1/2"=f'-0" S,25x24'xi2 GA - C SCALE 1/'2"=I' --O" 9/32.0 HOES PCR SCK I I 13le' TSP. VQ6(iN6 PDINS� tt l iNSPECTO r' ITv. ALL 3 y3:' 14 GA" CA 7/8'0 HOLES I tl 18' FROM BOTTOM 1 0 18" FROM TDP \ I P. ALL S NIS 2• -IV 03118 min 0/4 PLATE VASTER. EACH CIR/ER \ (SEE DETAIL) 1/16' V I 32'x6' NO ACCESS (TYP O 2 CORNERS) 31/2 xl t/i' x 20 CA STEEL TYP. A "- STUDS OR NOMINAL 294 •SENS WOOD STUDS SPACED EQUALLY TYP. ALL 1/15' 2'-72' S<h6 €3t/i• 6HOLES "14 GA 1 O 1B" FROM BOTTOM 32'x6' HD ACCESS 1 0 18" FROM TOP (TYP 0 2 CORNERS) T P, ALl S ANI .2•-10' If'6' •-� t� I 4931/6 l / ain) x'14 I I RAH VASTER EACH COM (M DETAIL) \+I v4• 1/2x31/4 (Y 14 PLATE WASH (TYP 4 CORNERS) 1/4'0 VEEP HOLES— tYP, BOTH sixt 9/32'6 HOLES PER SC41W P. VOPKFIG PT7 N -\ •,:.• V' N1/i6 i15PEGTION 12CA 3/4x314 (Ml )x4 vAwcs PLATE WASHER a (TYP 4 CORNERS) 13J75'. 1/4.6 VEEP IVXI TYP. BOTH SIDES 1 1 b TW rc T, ®TT. 3112" 14 al 1 1/p"MPECTIDN HOLE vv . 36hD" =j \ _ \ 12 CA V 12'x8' NO ACCESS (TYP 0 2 CORNERS) 31/2'x11/i' x 20 GA STEEL STUDS OR NOMINAL 2x4 WOOD STLID5, SPACED EQUALLY TIP IJ36' 2'-!C 'E 37/8 X12 CA 32'x8' HD ACCESS (TYP 0 2 CORNERS) A WTI. IJr I� 12 GA 11/2'6 INSPECTION IDLE 2• SLOT D, TDP T, BOTT. NOTE+14ad sl«k an Stud I F TYP. NM- Wao6 Sn s. SWd I (rxa, N— f- a WW, S4S am moy w—tk.ma. 114th — L I t (— t fi . 3/16 o�Id�.Hea n(.urosww, s m m pht. a' fr,Rer W5x'a ood 9m.y b. 19. (Isliattl Slm:d - « 5 4e 0n tttx St:xk may 7'358 WrW« Ps (Pacer St—d PLAN VIEW Al BASE d. A. LSL (La�•5a' A Slrmd v 15L 0 rest. sumd - PLAN VIEW AT BASE BRACE FRAM "W", "S" SERIES 3.25:350x14 GA TUBE SECTION HARDY FRAME __ MARCH, 2003 _ 1 — ' 2A SCALE: 1/2"=1'-0" BRACE FRAME "N" �xR1Es 3,25x3.875.12 GA TUBE SECTION '-- MARCH. 2003 I HARDY FRAME "" ---------. 2B ._---- --____._. _. Page 27 of 40 v Jt/2' 14 CA rl-SEMION .'q': � r I 7ie'e HOLES 1 ® 18" FROM TOP 1 0 18" FROM BOTiON \ E � ' h` �!\ 14 GA n12 GA SECTION `< PFC-5342 C:] r4' :has/1G 1 I¢ t2 GA vls•V \ r A 7/6'6 HOLES i E �4PLA, 1 0 t8" FROMBOTTOM \ 3/4"x3 EACH END '. I PLATE WASHER TOP d BOTTOM EACH END ' Q 1"SKY' SAT f TOP & BOTTOM n12 GA SECTION `< PFC-5342 C:] r4' :has/1G 1 I¢ t2 GA vls•V \ r A 7/6'6 HOLES 2.750 1.750 .75 1 0 18 FROM TOP �4PLA, 1 0 t8" FROMBOTTOM \ FIGURE 3A: POST 'W' k "S" SERIES i HARDY FRAME MARCH, 2003 FIGURE 3& POST "H" SERIES MARCN, 2003 3,23x3.50x14 GA TUBE SECTION SCALE: 1/2"=1'-0" 3A 3.25x&87$xt2 GA TUBE SECTbH HARDY FRAME 'SCALE: i/2"=t'-0" 3B 0 m • o a• `5 2.750 1.750 .75 �4PLA, WASHER r EACH END '. I 1"0KY' SLOT TOP d BOTTOM FIGURE 3A: POST 'W' k "S" SERIES i HARDY FRAME MARCH, 2003 FIGURE 3& POST "H" SERIES MARCN, 2003 3,23x3.50x14 GA TUBE SECTION SCALE: 1/2"=1'-0" 3A 3.25x&87$xt2 GA TUBE SECTbH HARDY FRAME 'SCALE: i/2"=t'-0" 3B 0 m • o a• `5 2.750 1.750 .75 1 _ r I = 1 f 00 0 1 t 1 1 o m 1.... 0- --- I 'D i/251 3'p' 8o ao umi f c 1 �3 ,y o o� L li �1Ti1— o I1l N ' � S J,. CLW} Y H 3.626" � LLJ o O a p d 0 LAJ U.) Z cc J N W li 0.37.5'. 7/81 j1/7 HATES: 1� O 1. HOLES ARE 4.5 MM (0.177 IN) DIAM;;TER. <; o 2. 511=.1. IS 0.664" BARE METAL THICKNESS. 0.705' NTH GALVANONG. 3, STEEL MATERUL IS ASTM A653, 50 KSI. FIGURE 4: BEARING PLATE APRIL, 2003 MARCH, 2005 0.75"x3.5"x16", 24" OR 30' BAR HARDY FRAME 4 FIGURE s: NAROT FRAME sAODLE HARDY FRAME 5' Page 28 of 40 3/'6xt0 A.B.' CONNECTOR W CUT PER PLAN NUTa ' ASFIER & HOW PANE (20NLt') ICT I /DOWN DOLT P PLAN FOR CONDITIONS, WHERE CRIPPLES OCCUR, APPLY WOOD STRUCTURAL PANEL tVSP) BY OTHERS ENGINEER OF RECORDS L�PAREL PERMITTED TO MODIFY THIS ,- ADJACENT FRAMING DETAIL TO ACCOMODATE A SPECIFIC CONDTIION y4x1" ITFS SCREWS WITH 4 HFS SCREWS A (OR EOOV.) FROM (OR EQUAL)PANEL TO TOP PLATES RECOMMENDED, BUT /xx4 /2 In SCREWS - NOT REQUIRED (OR EQUAL) FROM PANEL TO TOP P1ATE5 CONNECTORS - PER PIANS I \ E NEL / CONTINUOUS\ PANEL ,�37\ CO HECTORS TES rr t37T PER PLANS jQ 3/'6xt0 A.B.' CONNECTOR W CUT PER PLAN NUTa ' ASFIER & HOW PANE (20NLt') ICT I /DOWN DOLT P PLAN FOR CONDITIONS, WHERE CRIPPLES OCCUR, APPLY WOOD STRUCTURAL PANEL tVSP) BY OTHERS \ /4x4V:' NS SCBM L�PAREL OR EQUAL) UOL" PUT ,- PAHEL ' I I ENGINEER OF RECORD 6WHEN 16d NAILS SIM A 06 STUD �37� FLAMER TO I \ 101 BRACE FRAME INSTALLATION SIMILAR. ,- FIRM DEPTH HEADER OR STRAPS ARE RECOMMENDED FOR CONTINUOUS ENGINEER OF RECORD 6WHEN 1 i t t i 1 I ' WITH CRIPPLES ABOVE � PER PLAN I FRAMING � FRAMING WITH ST6224 4 HFS SCREWS (RECOMMENDED) O! I \ 1 i SPECIFIC CONDITION (OR EQUAL) SEE NOTE RECOMMENDED, '� GARAGE NFAIT•Ji MAY BE ATTACHED WITH 10-/11)0/4" SELF BUT NOT RE ' FOR CONDITIONS, WHERE CRIPPLES BOTH STRAP TYPES ATTACH TO WITH (14) 1" I I I 3/4bx10 AEI. W CUT , o`er , �t-SIM=1I ADJACENTWON I 1WASHER & NUT 0 s/ bxtD AB. 24' PANEL (ONLY) WW CUT I FRW 4-HFS SCREWS (OR EQWLLI 2i TREATED WITOM PLATE If W HER & NUT 0 24' ECOMMEN ED, BUT NOT R EO'D :t l i I PANEL (ONLY) I O 7/e'6 HOLO -D BOLT PER PU <b) OR ALL PANELS.T/AA' OR 1'/' DIAMETER HOLD DOWN BOLTS, WAY BE INSTAL.LEO ON: 11 CONCREIL, SEE AILS 5 & 32 2S SUPPORTING NUT & WASHER, OR "DOUBLE NUT', SEE DETAIL 6 & 31 3 MUDSSL (PER PLANS, BY OTHERS) SEE DETAIL 30 HARDY. FRAME®PANELS AT OPENING_ STRAPS ARE RECOMMENDED FOR CONTINUOUS BRACE FRAME INSTALLATION SIMILAR. ,- WHEN WELDED BY MANUFACTURER, STRAPS STRAPS ARE RECOMMENDED FOR CONTINUOUS ENGINEER OF RECORD 6WHEN 1 i t t i 1 I HEADER CONDIT.ON. WELOED BY MANUFACTURER, STRAPS PERMITTED TO MODIFY THIS ENGINEER OF RECORD IS ARE 14 GA x 21/2' AND ARE ATTACHED WITH A DETAIL TO ACCOMODATE A PERMITTED TO MODIFY THIS FILLET WELD. SPECIFIC CONDITION DETAIL TO ACCOMODATE A SPECIFIC CONDITION WHEN APPUED IN THE FIELD, ST6224 (OR EQUAL) MAY BE ATTACHED WITH 10-/11)0/4" SELF TAPPING SCREWS. FOR CONDITIONS, WHERE CRIPPLES BOTH STRAP TYPES ATTACH TO WITH (14) 1" OCCUR, APPLY WOOD STRUCTURAL I I i0P PLATES PANEL (WSP) BY OTHERS , o`er , �t-SIM=1I OOtm UOUS PATES 361 FRAMI PER I CURB WIDTH PER PLANS '/4x3' HIS (OR EOUw PAtfi TO HEADER ADJACENT FRAMING WITH 4-HFS SCREWS (OR EQUAL) RECOMMENDED, 3/i ex1D A.B. W/CUT L BUT NOT RED") WASH -ER & NUT 0 11 24' PANEL (014-Y, '^-'*' c-_`a•txa,u- a '1 ( •i {�2x TREATED .''-``�}'�iii"tr:1*1• f j �_ 007TW PLATE 7/;o OR I1/e'i HOLD -DOAK BOLT PER PLAN 30� OR 31 ALL PANELS 7/' OR 1 I/ • DLAM�TER HOLD DOWN BOLTS, MAY BE INSTALLED ON: I) CONCRYE, SEE DETAILS 5 & 32 2 SUPPORTING NUT & WASHER, OR -DOUBLE NUT', SEE DETAIL 6 & 31 3 MUOSILL. (PER PWS, BY OTHERS) SEE DETAIL 30 HARDY FRAME® SINGLE• PORTAL CONDITION- BRACE FRAME INSTALLATION SIMILAR PFC-5342 STRAPS ARE RECOMMENDED FOR CONTINUOUS : HEADER CONDR1Ot1. WHEN WELDED BY MANUFACTURER, STRAPS ARE 14 GA x 21/2' AND ARE ATTACHED WITH A FILLET WELD. WHEN APPLIED W THE FIELD, ST6224 (OR EQUAL) MAY BE ATTACHED WITH 10-1100/4• SELF TAPPING SCREWS. BOTH STRAP TYPES ATTACH TO `ADER WITH (14) 16d. 11 PANEL CONTINUOUS SIM PLATES 36) 6 'qx3" HIS SCRb6 ' II I\ (VECro WADERADJACENT O. FRAMING WITH I 4-HFS SCREWS 1 (OR EQUAL) RECOMMENDED, 3/, 6x10 AB. W/CUT II BUT NOT RED 'D WASHER & NUT 6 •� 24' PANEL (ONL\ I O'I �2x TREATED s.. • k _i 1/g 0 HOLD ."�'`��!".g� DOdTI eol7 lle f HOLD-DOWN ' PER PIAN 465 BOLT PER PLAN <3 a OR 31 ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDITION ALL PANELS OR 11/ • DIAMETER HOLD DOWN BOLTS, MAY BE WALLED ON: t) CONCRETE. SEE OETAI S 5 & 32 2) SUP. RANG NUT & WASHER, OR "DOUBLE NUT•, SEE DETAIL 6 & 31 3 MUDSILL, (PER PLANS, BY OTHERS) SEE DETAIL 30 HARDY FRAME® PANELS IN _ PORTAL CONDITION BRACE FRAME INSTALLATION SIMILAR _ - �2' FRAMING WITH HFS )R EQUAL) RECOMMENDED lll�O STRAPS ARE RECOMMENDED FOR CONTINUOUS HEADER CONDITION. WHEN WELDED BY MANUFACTURER, STRAPS 0 HEADER ARE 14 GA x 21/z END ARE ATTACHED WITH A 1 i t t i 1 I HARDY FRAME PANEL F61£T WEA ENGINEER OF RECORD IS HF0027/aS WHEN APPLIED IN THE FIELD, STS224 (OR EQUAL) PERMITTED TO MODIFY THIS MAY BE ATTACHED WITH 10-jlOx3/<' SELF DETAIL TO ACCOMODATE A SPECIFIC CONDITION TAPPING SCREWS. BOTH STPAP TYPES ATTACH TO WADER. WITH (14) 16d. FULL DEPTH HEADER OR WITH CRIPPLES ABOVE PER PIANS I 1 I I I i0P PLATES FRAMING WITH HFS )R EQUAL) RECOMMENDED lll�O i/4 x3: HFS SCREWS OR EQUAIJ PANEL t t 111 ' t t 0 HEADER 1 i t t i 1 I HARDY FRAME PANEL SIL I i t I HF0027/aS 2x TREATED BOTTOM F TOP OF SLAB , x �J32� NOTES: MODEL NUMBER HFBxT27/aS 6 A NET HEIGHT OF 965/B' FOR B•-0' DOOR OR WINDOW OPEC: IGS. INSTALL PANEL ON CONCRETE OR FURR HEADER DOWN AS REQUIRED ENGINEER OF OF RE��D TO DESIGN - 1. TRIMMER SIE TO CARRY HEADER IF ADDITIONAL LOADS ARE NEEDED 2. PLYWOOD SHEAR TF CRIPPLE STUDS OCCUR ABODE HEADER , HARDY FRAME012' PANELS WITH CONTINUOUS HEADER " Page 29 of 40 7/al OR i 1/ad ALL THREAD FOUNDATION D o HOLD DOWN BOLT (PER PLAN) BY OTHERS WITH y2'x3" SQUARE PLATE WASHER W/DWOLE NUTS, OR TACK WELDED TO BOTTOM OF ROD EMEMENT DEPTH PER PIAN 0 INSIDE BOTTOU OF PANEL TIGHTEN NG �ro SE ' RE M- MlSDED PFC-5342 ENGINEER OF RECORD IS PERMITTED TO MODIFY 7. QUAIL TO ACCOM00ATE A SPECIFIC CONDITION FOR 2x BOTTOM PLATE NOTCH T EDGE FOR INSPECTION PANEL 2x BOTTOM PLATE OR ORYPACK PER PLA45 1 1 TOP OF ROUND PASHiR RUSH W/TOP OF\+. BOTTOM PLAT"e '--o ADJUSTING NUT BELOW TOP SURFACE OF 80170M PLATE 3/4 ex1Q AD. W/WT WASHER k NUT 0 24• PANEL (ONLY) DBL NUT 6 NOT REQUIRED. 7/4e OR 11/4a ALL 14REAO HOLD DOWN BOLT (PER PIAN) MRH I/2'x3" SQUARE PLATE WASrR W/bOUBLE NUTS, OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN 430 FOUNDATION DESIGN BY OTHERS HARDY FRAME@ PANEL INSTALLED ON FOUNDATION \ HARDY FRAME�PANEL_DOUBLE NUT INSTALLATION BRACE FRAME INSTALLATION SIMILAR _ BRACE FRAME R13TALLATION SIMM AR a ENGINEER OF RECORD IS PERMITTED TO MODIFY TH6 <37 DBL TOP PLATE DETAIL To ACCOMODATE A SPECIFIC CONDITION - - 2x FILLER ABOVE PANEL '/4 41/ HFS SCREW 1/7' HFS SCREWS ! OR EOUAL PER SCHEDULE (0EOLkd THROUGH - ----- BOTTOM OF PANEL i PER SCHEDULE Y FRAMES PANE R HARDY FRAME PANEL ADJACENT FRAMING BEARING PLATE �I RECOMMENDED, BUT 2314f"� T.O. 80LT TO T,D, W/6 EA 1/4"0x3' BOTTOM PLATE NOT REQUIRED \ I CONCRETE RECOSaLfNEDED HFS SCREWS (OR I \ EQUAL) AT EA END JOST TYP. I PLYWOOD JOIST BLOCKING BOTTOM PLATE FLOOR SHTG PLYWOOD :_t— A.B. PER PLAN i (, 4x OR Gx RIM, EXTENDED 12•' -- PAST END OF PANEL }} - (RECOMMENDED) •' ... .. .. .. ...`--- :'----' ° .. .. f TOP OF FOUNDATION .`• • -'n 3/4.0x10 AB. W/CUF ... DSCO NUOUS TREATED T TREATED SILL PLATE ��\���iiJ WASHER &NUT 0 .'.A PANEL (ONLY) •� i x SILL ro24A FOUNDATION DESIGN MOISTURE BARRIER RECOMMENDED O1HE(o \\..77 (USE MOISTOP, 15/ FELT OR T/B"0 OR 11Jgg'f All THREAD ' . FOUNDATION DESfGN EOUNALENT) HQID DOWN BOLT (FAR PLk'd a' u... •a 8Y OTHERS WITH 1/=:x3'• SQUARE PLATE WASHER W/DOUBLE NLrtS, OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN _13'1 12, 18 OR 24" 3 HD HOLE ENGINEER OF RECORD LS PERMITTED i0 MODIFY THS DETAIL TO ACCOMODATE A HARDY FRAME® BEARING PLATE. 3/4-x3��x/8", 24 OR 30- _ SPECIFIC CONDITION 18" FOR 12• HARDY FR,A[mPANEL 24• FDR 18' HARDY FRAME®PANEL • 30' FOR 24' KVMY FRAME ODPANEL HARDY FRAMEOPANEL INSTALLED ON RAISED FOUNDATION ,'7 • HARDY FRAME® PANEL AT RAISED FLOOR HEAD -OUT '� Y _ T_ _ ____. �_.. _ _ ___.,r _ _ �_ _ — WITH BEARING PLATE m WOOD FRAME FLOOR ENGINEER OF RECORD 5 PERMITTED TQ MOOff1' THS QLTAlL TO ACCOMODATE A SP_ECltC CONDITION — DBL 2x COM \� 7) TOP PLATE .... ' --- 2•x FILLER _� -..�- - ABOVE PANEL ���...-. { I .e 2 1/4 x 4I/ " HFS SCREWS E OR EQUAL} ADJACENT FRAMING ( ' WITH HFS SCR,.WS (OR EQUAL) HARDY FRAME RECOMMENDED, BUT NOT REQUIRED MOISTURE aARRIER RECOMMENDED (USE MOISTOP, 15% FELT OR EOUNALENT) TREATED ' BOTTOM PLATE AB. PER PLANS 423/4 T.O. BOLT TO T.O. CONCRETE RECOMMENDED 3/4'0910 A.B. W/CUT 32 WASHER k NUT 0 24 PANEL (oTriY) 7/al OR i 1/ad ALL THREAD FOUNDATION D o HOLD DOWN BOLT (PER PLAN) BY OTHERS WITH y2'x3" SQUARE PLATE WASHER W/DWOLE NUTS, OR TACK WELDED TO BOTTOM OF ROD EMEMENT DEPTH PER PIAN 0 INSIDE BOTTOU OF PANEL TIGHTEN NG �ro SE ' RE M- MlSDED PFC-5342 ENGINEER OF RECORD IS PERMITTED TO MODIFY 7. QUAIL TO ACCOM00ATE A SPECIFIC CONDITION FOR 2x BOTTOM PLATE NOTCH T EDGE FOR INSPECTION PANEL 2x BOTTOM PLATE OR ORYPACK PER PLA45 1 1 TOP OF ROUND PASHiR RUSH W/TOP OF\+. BOTTOM PLAT"e '--o ADJUSTING NUT BELOW TOP SURFACE OF 80170M PLATE 3/4 ex1Q AD. W/WT WASHER k NUT 0 24• PANEL (ONLY) DBL NUT 6 NOT REQUIRED. 7/4e OR 11/4a ALL 14REAO HOLD DOWN BOLT (PER PIAN) MRH I/2'x3" SQUARE PLATE WASrR W/bOUBLE NUTS, OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN 430 FOUNDATION DESIGN BY OTHERS HARDY FRAME@ PANEL INSTALLED ON FOUNDATION \ HARDY FRAME�PANEL_DOUBLE NUT INSTALLATION BRACE FRAME INSTALLATION SIMILAR _ BRACE FRAME R13TALLATION SIMM AR a ENGINEER OF RECORD IS PERMITTED TO MODIFY TH6 <37 DBL TOP PLATE DETAIL To ACCOMODATE A SPECIFIC CONDITION - - 2x FILLER ABOVE PANEL '/4 41/ HFS SCREW 1/7' HFS SCREWS ! OR EOUAL PER SCHEDULE (0EOLkd THROUGH - ----- BOTTOM OF PANEL i PER SCHEDULE Y FRAMES PANE R HARDY FRAME PANEL ADJACENT FRAMING BEARING PLATE �I RECOMMENDED, BUT 2314f"� T.O. 80LT TO T,D, W/6 EA 1/4"0x3' BOTTOM PLATE NOT REQUIRED \ I CONCRETE RECOSaLfNEDED HFS SCREWS (OR I \ EQUAL) AT EA END JOST TYP. I PLYWOOD JOIST BLOCKING BOTTOM PLATE FLOOR SHTG PLYWOOD :_t— A.B. PER PLAN i (, 4x OR Gx RIM, EXTENDED 12•' -- PAST END OF PANEL }} - (RECOMMENDED) •' ... .. .. .. ...`--- :'----' ° .. .. f TOP OF FOUNDATION .`• • -'n 3/4.0x10 AB. W/CUF ... DSCO NUOUS TREATED T TREATED SILL PLATE ��\���iiJ WASHER &NUT 0 .'.A PANEL (ONLY) •� i x SILL ro24A FOUNDATION DESIGN MOISTURE BARRIER RECOMMENDED O1HE(o \\..77 (USE MOISTOP, 15/ FELT OR T/B"0 OR 11Jgg'f All THREAD ' . FOUNDATION DESfGN EOUNALENT) HQID DOWN BOLT (FAR PLk'd a' u... •a 8Y OTHERS WITH 1/=:x3'• SQUARE PLATE WASHER W/DOUBLE NLrtS, OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN _13'1 12, 18 OR 24" 3 HD HOLE ENGINEER OF RECORD LS PERMITTED i0 MODIFY THS DETAIL TO ACCOMODATE A HARDY FRAME® BEARING PLATE. 3/4-x3��x/8", 24 OR 30- _ SPECIFIC CONDITION 18" FOR 12• HARDY FR,A[mPANEL 24• FDR 18' HARDY FRAME®PANEL • 30' FOR 24' KVMY FRAME ODPANEL HARDY FRAMEOPANEL INSTALLED ON RAISED FOUNDATION ,'7 • HARDY FRAME® PANEL AT RAISED FLOOR HEAD -OUT '� Y _ T_ _ ____. �_.. _ _ ___.,r _ _ �_ _ — WITH BEARING PLATE m WOOD FRAME FLOOR Page 30 of 40 PFC-5342 SCREWS ((OR EQUAL) 0 EA ENb HARDY FRAME PANEL OF PANEL (BY MANUFACTURER) PER PLANS HARDY FRAME BELNG 2x BOT, PL ' PLATE BELOW PANEL 2x BL CKING OR RIM altt'T_HICK STEEL PLATE Ili x41 ' HFS SCREWS OR EQUAL BOTTOM BURT EL ( ) OF PANEL FLOOR SHiETHiNC HARDY fRAME. THRaK'iH BOTTOM OF PANEL PER - BY MANUFACNREP. (BY WA PANEL PLYWOOD -COMMENDED GEARING PLATE Wf'li 6 EA i/4 ®x3" HFS SCHEDULE . SCREWS ((OR EQUAL) 0 EA ENb OF PANEL (BY MANUFACTURER) PANED 4x IM OR BEAN 2x BOT, PL I Snl 2x BL CKING OR RIM TOP PLf3ES AT CRIPPLE ( 33 12' PANEL PLYWOOD -COMMENDED WALL\ L A _ —.__............ ----_... .......... -! CONNECTION BY 01HERS I ALL THREAD HOLD WSP SHEAR DOWN BOLT WITH PLATE WASHER OR /•� ''�`�� PUTS (B�' OTHERS) O (Ery OTHERS) SIM UNDERSIDE OF BEAM WALL PER PLAN CRIPPLE 3'i x31/x}tt 24'. OR 30' i 6 EA 1/4-00- HFS I/ "x41/ " (MIN) HFS SCREWS (OR EQUAL) FA END kWWS tOR EQUAL) PER SCHEDULE STUDS ENGINEER OF RECCRD 6 ENGINEER OF RECORD TO DESIGN: E i DETAIL 10 ACCOMOWiE A i"LOAD PATH FROM BEAM TO FOUNDATIONSPECFTC BOTTOM 2. WASHER SIZE AT BOTTOM OF BEAN FOR UPLIFT FORCES FROM PANEL NOTE: PLATE ON BEAMS (NO WALL FRAMING BELOW) 2. BEAM DEFLECTION MAY INCREASE TOTAL DRIFT OF PANEL -- ENGINEER Of RECORD TO CHECK 4T 7.i POST BY ,.: OTHERS ► • .. . •� ". CONNECTION BY OTHERS " HOLD DOWN BOLTS PER PLAN FOUNDATION DESIGN BY OTHERS ENGINEER OF RECORD IS PERMITTED TO MOD`s"Y THIS DETAIL TO ACCOMODATE A SPECIFIC CONDITION 6 EA. 1/4' x3" (MIN) HFS SCREWS (OR EQUAL) AT EACH END k./ SIM '/,'94'/2' (MN) .FS SCREWS (OR EQUAL) PER SCHEDULE UPPER LEVEL /SIM 4543 - 4x OR 6x RIM EELOW PANEL '!B'OR 11/e'e ALL 11.REFA PER PLANS 1!s x3" (MIN) HFS SCREW INSVlIER TO AW 1/ (OR EQUAL) PER SCHEDULE I .,,� PLATE WASHER TO IN?IDE, TOP CORNER OF PANEL i WHEN TRANSFERRING UPLIFT LOADS FROM ABOVE LOWER LEVEL HARDY FRAME® PANEL INSTALLED ON RAISED FOUNDATION HARDY FRAME@ PANELS IN CONDITION ;1 wrrH CRIPPLE Snm _ 3/4- THICK STEEL PLATE WASHER BUILT INTO BOTTOM OF PANEL (BY MANUFACTURER) PANEL ( OPLYWOOD —.__............ ----_... .......... j SOLID BEAM. PER PLANS ALL THREAD HOLD DOWN BOLT WITH PLATE WASHER OR /•� ''�`�� PUTS (B�' OTHERS) O (Ery OTHERS) SIM UNDERSIDE OF BEAM PER PUNS 3'i x31/x}tt 24'. OR 30' HARDY FRAME BEARING it WITH 6 EA 1/4-00- HFS I/ "x41/ " (MIN) HFS SCREWS (OR EQUAL) FA END kWWS tOR EQUAL) PER SCHEDULE ENGINEER OF RECCRD 6 ENGINEER OF RECORD TO DESIGN: PERMITTED TO MODiiY THIS DETAIL 10 ACCOMOWiE A i"LOAD PATH FROM BEAM TO FOUNDATIONSPECFTC CONDIHON 2. WASHER SIZE AT BOTTOM OF BEAN FOR UPLIFT FORCES FROM PANEL NOTE: 1. USE THESE DETAILS FOR HARDY FRAMES PANELS ON BEAMS (NO WALL FRAMING BELOW) 2. BEAM DEFLECTION MAY INCREASE TOTAL DRIFT OF PANEL -- ENGINEER Of RECORD TO CHECK 2x TREA BUTTON ENGINLR2 OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC OONDMON L12X CONT -\ h'P PLATES 1/4'x 3' LONG HTS SCREVS r 13R EQUAL PER SCHEDULE 36 1 STUDS E T6' D.C. /'OXTD ANCHOR BIXTS CUT WASHERS 0 NUTS LD DUN BATS 2 PLAN )UNDATI ON DESIGN f OTHERS HARDY FRAME PANEL INSTALLED. -ON- BEAM HARDY, FRAME® -BRACE FRAME SINGLE STORY �� ' PANEL iNSTALLATIQN SIMILAR ;12 Page 31 of 40 PFC-5342 • t36 (DNkEC'D0N By OTHERS 36 CENT. IDP PLATES � <36, //��— �' / yy HFx3' HFS .'. SCREWS OR EQUAL - PER SCHEDULE . .._..._.._---_.------_------ ]] SCREWS OR EQUAL RODE HI F,ABO SHEATHING aF3vE - - ----- PER SCHEDULE U/j sx3' HFS 2-RzPLAT. 36 SCREWS OR EQUAL -- : I I -- 3, CONNECTION PER PLAN (xiMNECTGR<' Sim 'm 4z, WULSSTUDS FOR WD RESISTANCE . BY OTHERS I� 1/4"x 41/2'(MIN) HTS If If z 41/2 (11TH) HF5 SCREWS 1/4'x3' (MN) HFS PLATE CONT." TOP PLATES SCREWS OR EDUAL 1/4 Sz41/j (MHN) Hf5 --- ---—�Bt_l... 1...... - ��� • I i OR EQUAL PER SCHEDULE 4x RIM BETWEEN FRAMES EXTEND 6" PAST THE UPPER FRAME RECOMMENDED 7/8'd ALL -THREAD V/NUTS & CUT WASHERS EA END 1/4'x 3' LONG HFS SCREWS CO oTHUTOR ERS Ni " .....1 Cli. "'T""'FT"t"'T ` :r ""I:-3 �"-'w :-P---.r---_ SCREWS OR EQUAL II Ull ALL TRW WASHERS & NUTS AT U END 4. OR S. EWP (ERx'REERED WOOD PRODUCTS) HILLER B7 01HERS i I PER SCHEDULE 1. 7/8'0 ALL -THREAD V/NUTS I I OR EQUAL PER SCHEDULE ADGITV AL COWRTDRS ff1 . i SIM BUTCH PLATE NAILING PER PLAN 7/BEd cONNECTQNS DY D ff R:pURED OF REW1D B( ENGINEER I\ ' I ( 34 ALL -IRE 4x BETWEEN FRAMES V/HUT & CUT WASHER EXTEND 5' PAST THE UPPER AD ` / I 7/B'd ALL -THREAD EA END / ( 2x STUDS 2 16' 09.Ui / V/ PLATE VASHER & RUTS RAME RECOMMENDED / I _ . __. � III 4X SOLID RIM, EXTERDE s BELOW RIM DY OTHERS r ( ----"', ��..� —rr................... 2x TREAIEO 1/4'x 3' LONG HFS SCREWS 6" PAST UPPER FRAME OR EQUAL PER SCHEDULE tYcCOMHETDED 35, CONNECTION PER PLAN i , I 3/4'dxl0 ANCHOR DOLTS BOTTOM HATE i H 35 ` -W/CUT WASHERS & NUTS H1D.D DOWN DOLTS• PER PLAN / ---- { s =L Elf — . -- — - L; ENGINEER OF RECORD TO DESIGN TYPE ENGINEER OF RECORD IS I. FOUNDATION ENGINEER OF RECORD IS PERMITTED TO MOVTY THIS 2. WALL rRAWNG FOR OUT OF PLANE LOAD-,,* PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A (SEISMIC OR WSNO) DETAIL TO ACCOMODATE A 301 SPECIFIC CONDITION 3. CONNECTION FRAY POST TO HARDY FRAW SPECIFIC CONDITION HARDY FRAME®BRACE FRAMES STACKED IN ALIGNMENT !" `� HARDY FRAM&BRACE FRAMES STACKED IN BALLOON WALLS! ' _._-- __- 13 __..._.__.....__ _....____ ..__._....___.__....__._ IA PANEL WSTALLATION SIMILAR (SEE DETAIL 10) �._. PANEL INSTALLATION SDALAR -�. IIS' t36 .1/4'x 3' LONG HFS CUT, TCP PLATES I SCREWS OR EQUAL RODE HI F,ABO SHEATHING aF3vE PER SCHEDULE U/j sx3' HFS 2-RzPLAT. 36 SCREWS OR EQUAL -- I — -- 2x STUDS @ 16' O,C. TGp PLATES/ J p� SQUEDULE / 1/4"x 41/2'(MIN) HTS If If SCREWS OR EDUAL 1/4 Sz41/j (MHN) Hf5 --- ---—�Bt_l... 1...... PER SCHEDULE SORcssS OR EQUAL j i PER SCHEDULE 1. 7/8'0 ALL -THREAD V/NUTS & CUT WASHERS EACH END i SIM BUTCH PLATE NAILING PER PLAN 7/BEd cONNECTQNS DY D IL ' I ( 34 ALL -IRE 4x BETWEEN FRAMES V/HUT & CUT WASHER EXTEND 5' PAST THE UPPER AD ` / I 7/B'd ALL -THREAD EA END / ( / V/ PLATE VASHER & RUTS RAME RECOMMENDED / I _ . __. III 4X SOLID RIM, EXTERDE s BELOW RIM DY OTHERS ( ----"', ��..� —rr................... 1/4'x 3' LONG HFS SCREWS 6" PAST UPPER FRAME OR EQUAL PER SCHEDULE tYcCOMHETDED 35, CONNECTION PER PLAN 35 ` 74 -OXY HFS- SCREWS OR EQUAL 2 STUDS R QC PER SCHEDULE KV Ml FRAME POST PER PUN 3/4'0 ANCHOR DOLTS \ V/CUT WASHERS SDd�� llt£AN PER PLANT CQNHECTO2Y E PER RAMS j'\�,..RNIECTMN PER F.A IS �PDST EA END . 3/4'96x10 AWHOR S AN Dar PER PLAN j v/GG'T VASY.ERs ITS PER CD:t&CT?DN PER IS EYP. HOLD DOWN 801 -TS• — FOUNDATION DESIGN ER PUN HOLD DOWN \•• BY DINE RS30 .PER PLAN FOUNDATION EN OTHERS DESIGN 1 ' ENGINEER OF RECORD IS ENGINEER OF RECORD 11 PERMITTED TO MODIFY THIS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A DETAIL TO ACCOMODATE A SPECIFIC CONDITION - - SPECIFIC CONDITION HARDY FRAME®BRACE FRAMES STACKED BY STAGGERING ` HARDY FRAM_E®_BRACE FRAMES STACKED BYSTAGGERING PANEL ]INSTALLATION WMILAR _ - '.1J : _ Page 32 of 40 ` 1/a Dx3' HFS SCREWS 2-2x CONT. \36� (OR EQUAL) PER SCHEDULE TOP PLATES (MIN) HFS EQUAL PE 3/4'ExID ANCHOR BOLTS STUBS P 116' 0Z V/CUT VASHERS 6 NUTS 2�4' T.O. OF A.B. N 2% TREATED '.0. CONC RECOMMENDED BOTTOM PLATE I \ CONNECTORS BY OTHERS Ax RIM, DETVEEN FRABES, EXTEND 6" PAST LIPPER FRAME RECCMWNEED PFC-5342 3/4^ THICK R WA BUILT INTO CORNERS OF BRACE FRAME (BY MANUFAgWRE) 4 1/4T.O. BOLT TO ° <' T.O. CONCRETE RECOMMENDED .a " ° a. � e _.._................ _.___.__...... _�I.................... ..... ,.... _........ _.......... _.._..._._.. .._.....__ L3` CIR./// P. 30 '`� ALL THREAD HOLD DOWN BOLT WITH '/2"0" SQUARE P.A.TE FOUNDATION DESIGN WASHER W/DOUBLE NUTS, OR TACK WELDED TO BOTTOM OF ROD BY OTF4ERS FuRFJI uCAM PLP R16u ENGINEER OF RECORD 6 PERMITTED TO MODIFY THS DETAIL TO ACCOMODATE A SPECIFIC CONDITION HARDY FRAME® BRACE FRAMES NN 2 -STORY OFFSET, STAGGERED * \. HARDY FRAME® BRACE FRAME INSTALLED ON BOTTOM PLATE } PANEL 10.MAU.ATION S.ULM ... ,_ . .... �.,.7' 31: PcIO ANCHOR BOLTS W/CUT 3/4' THICK [ WASHER BUILT WASHERS MOISTURE BARRIER IER�RECOMME DED INTO CORNERS OF BRACE EQUIVALENT) FRAME (BY MANUFACTURER) I I INTMOLIS WOOD Jb PLATE TOP OF CONCRETE SLAB 23/4" T.O. BOLT TO TRECO MENDEDFEE �, 1 3' CLR, TYP FOUNDATION DESIGN ALL THREAD HOLD DOWN BOLT BY OTHERS WITH 1/2•z3•• SQUARE PLATE i'/�' T.O. CONC TO T.O. WASHER W/DOUBLE NUTS. OR A.D. RECOMMENDED TACK W'ELOED TO BOTTOM OF POD EMBED DEPTH PER PLAN ENGINEER OF RECORD LS PERMITTED TO MODIFY THS DETAIL TO ACCOMODATE A SPECIFIC CO.,JONiON BRACE FRAME 4x (MIN) RIM OR BEAM ^1-j -► ;JT 1/4'0 x 9T/R (MIN) i HFS SCREWS (OR EQUAL) CONNECTORS PER SCHEDULE BY OTHERSSim 2x i PL. I s�3b1'OR RIM CKING I • • •..:- ; tj \� H.O.BOLT PER PLAN r •PRE -DRILL - RIM &PLATES FOR ' NFOUNDATIDN DESIGN BY OTHERS ACCURATE LOCATION ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDDI(IN HARDY FRAMED BRACE FRAME INSTALLED ON FOUNDATION , " `, HARDY FRAMOBRACE FRAME INSTALLED ON RAISED FOUNDATION — I LI I i 1/4"00' HFS SCREWS (OR EQUAL) PER PLAN �35 I 34}\L ` �i V1NI10W � I S!M! � 2z STUDS P 16' O.C. HARDY FRAM �` i OPENING POST PER PLAN ! I ` \ I 3/4'600 ANCHOR BOLTS V/CUT WASHERS B NUTS F IT11 l x -- I .1-3 C HOLD DONT) BOLT TYP: HOLD DOWN BOLT PER PLAN PER PLAN FOUNDATION DESIGN PER PLAN 30 PFC-5342 3/4^ THICK R WA BUILT INTO CORNERS OF BRACE FRAME (BY MANUFAgWRE) 4 1/4T.O. BOLT TO ° <' T.O. CONCRETE RECOMMENDED .a " ° a. � e _.._................ _.___.__...... _�I.................... ..... ,.... _........ _.......... _.._..._._.. .._.....__ L3` CIR./// P. 30 '`� ALL THREAD HOLD DOWN BOLT WITH '/2"0" SQUARE P.A.TE FOUNDATION DESIGN WASHER W/DOUBLE NUTS, OR TACK WELDED TO BOTTOM OF ROD BY OTF4ERS FuRFJI uCAM PLP R16u ENGINEER OF RECORD 6 PERMITTED TO MODIFY THS DETAIL TO ACCOMODATE A SPECIFIC CONDITION HARDY FRAME® BRACE FRAMES NN 2 -STORY OFFSET, STAGGERED * \. HARDY FRAME® BRACE FRAME INSTALLED ON BOTTOM PLATE } PANEL 10.MAU.ATION S.ULM ... ,_ . .... �.,.7' 31: PcIO ANCHOR BOLTS W/CUT 3/4' THICK [ WASHER BUILT WASHERS MOISTURE BARRIER IER�RECOMME DED INTO CORNERS OF BRACE EQUIVALENT) FRAME (BY MANUFACTURER) I I INTMOLIS WOOD Jb PLATE TOP OF CONCRETE SLAB 23/4" T.O. BOLT TO TRECO MENDEDFEE �, 1 3' CLR, TYP FOUNDATION DESIGN ALL THREAD HOLD DOWN BOLT BY OTHERS WITH 1/2•z3•• SQUARE PLATE i'/�' T.O. CONC TO T.O. WASHER W/DOUBLE NUTS. OR A.D. RECOMMENDED TACK W'ELOED TO BOTTOM OF POD EMBED DEPTH PER PLAN ENGINEER OF RECORD LS PERMITTED TO MODIFY THS DETAIL TO ACCOMODATE A SPECIFIC CO.,JONiON BRACE FRAME 4x (MIN) RIM OR BEAM ^1-j -► ;JT 1/4'0 x 9T/R (MIN) i HFS SCREWS (OR EQUAL) CONNECTORS PER SCHEDULE BY OTHERSSim 2x i PL. I s�3b1'OR RIM CKING I • • •..:- ; tj \� H.O.BOLT PER PLAN r •PRE -DRILL - RIM &PLATES FOR ' NFOUNDATIDN DESIGN BY OTHERS ACCURATE LOCATION ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDDI(IN HARDY FRAMED BRACE FRAME INSTALLED ON FOUNDATION , " `, HARDY FRAMOBRACE FRAME INSTALLED ON RAISED FOUNDATION Page 33 of 40 PFC-5342 MOISTURE BARRIER RECOMMENDED (USE MOIS7OP, 1Sf FELT OR ' 2-2z OR 4x BEAM EOUIVALENT) - BRACE FRAME 4z RIM OR SEAM TO CARRY JOIST ANA" FRAMING WHEN PERPENDICULAR - / ( RECOMMENDED, -� - ""k + HOS SCREWS101I`N) BUT NOT REQ'D + BRACE FRAAE 1 I PFn" SCHEDULE EQUAL � I \ &"iT. PL. i BOTTOM PLATE IB' PAST FRAME - ! TOP PLATES 35 _ RECO MMEHD I PLYWOOD FLOORGf CRIPPLE P r ` - SHTG WALL 2z BLOCKING OR RIM BY OTHERS CR! p - POST BY OTHERS ,N - Plc i STUDS ' S 'r a. ' s DiSCONONUGUS (CFP) i i. < - TREATID WOOD SILL PLATE EQTiOM; ! PLATE t II ' .T �_.......... ' Ij 321 DBL MEMBERS (PER PUN) TO CARRY BEAM CONNECTOR. WHEN JOISTS ARE . - BY OTHERS PERPENDICULAR WSP SHEAR FOUNDATION DESIGN _ FOUNQATON }'_SIAM /. - PER PLAN THICK 8. WASHER BUILT BY OTHERS BY OTHERS - INTO CORNERS OF BRACE. - FRAME (BY MANUFACTURER) ALL THREAD HOLD DOWN BOLT - WITH 1/2"0' SQUARE PLATE WASHER W/DOUBLE NUTS, OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PUN ALL THREAD HOLD DOWN BOLT - Wfti i 1/2xV SQUARE PLATE WASHER W/DOUBLE NUTS, OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN ENGINEER Of RECORD IS PERMITTED 10 MODIFY THIS DETAIL TO ACCOMODATE A ENGINEER OF RECORD IS - SPECIFIC CONDITION PERMRTED 70 MODIFY THIS { DETAIL TO ACCOMODAIc A SPECIFIC CONDITION - HARDY FRAMES BRACE FRAME AT RAISED FLOOR HEAD -OUT r''"� HARDY FRAME BRACE FRAME ON RAISED FOUNDATION ;° \� : W ri CRIPPLE M--DS,- 1/,,'001/2' TUDS ZZ; 1/,, Oz41/p' (MIN) HFS SCREWS, OR EQUAL PER SCHEDULE J/N" R WASHER BUILT IN CORNERS OF BRACE FRAI (BY MANUFACTURER) SIM ALL THREAD HOLD DOWN SOLT WITH PLATE WASHER & NLN, PER PLANS ENGINEER OF RECORD TO DESIGN: 1. WAD PATH FROM BEAM TO FOUNDATION 2. WISHER SIZE AT BOTTOM OF BEAM FOR UPLIFT FORCES FROM BRACE FRAME IWTE: 1. USE THESE DETAILS FOR HARDY FAME® BRACE FRAMES ON BEAMS (NO WALL FRAMING BELOW) 2. BEAM DEFLECTION MAY INCREASE TOTAL DRIFT OF SPACE FRAME -- MNEER OF RECORD TD CHECK ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMOOATE A SPECIFIC CONDfiO. 4x OR 6x BEAM PERPENDICULAR TO HARDY FRAME WITH JOIST "" HANGERS BY OTHERS 6V/i Ell OCKIN'G BEAM ON TDP OF PLATES 2-2x TOP PLATE JOISTS L �j/. TOP VIEW OF �`t1L� (•ALL ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A ENGINEER OF RECORD MOEcIGN: SPECIFIC CONQf00N 1. BEAN ABOVE HARDY FRAME 2 POST BELOW BEAM, IF ADOITO AL SUPPORT G NEEDED 1. ALL BEAN It JOIST HANGERS HARDY FRAMEBRACE -FRAME _INSTALLED ON BEAM 23 HARDY FRAME® BRACE FRAME WITH BEAM AT TOP 24 PANEL INSTALLATION SIAL _ FIM 4x SOLO SEAM ABOVE BRACE FRAY£ TO CARRY PERPENDICULAR BEAM, JOST AND OTHER LOADS FROM ABOIc (BY OTHERS) PLATE )D SEAM 'LANS SIM ALL THREAD HOLD DOWN SOLT WITH PLATE WASHER & NLN, PER PLANS ENGINEER OF RECORD TO DESIGN: 1. WAD PATH FROM BEAM TO FOUNDATION 2. WISHER SIZE AT BOTTOM OF BEAM FOR UPLIFT FORCES FROM BRACE FRAME IWTE: 1. USE THESE DETAILS FOR HARDY FAME® BRACE FRAMES ON BEAMS (NO WALL FRAMING BELOW) 2. BEAM DEFLECTION MAY INCREASE TOTAL DRIFT OF SPACE FRAME -- MNEER OF RECORD TD CHECK ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMOOATE A SPECIFIC CONDfiO. 4x OR 6x BEAM PERPENDICULAR TO HARDY FRAME WITH JOIST "" HANGERS BY OTHERS 6V/i Ell OCKIN'G BEAM ON TDP OF PLATES 2-2x TOP PLATE JOISTS L �j/. TOP VIEW OF �`t1L� (•ALL ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A ENGINEER OF RECORD MOEcIGN: SPECIFIC CONQf00N 1. BEAN ABOVE HARDY FRAME 2 POST BELOW BEAM, IF ADOITO AL SUPPORT G NEEDED 1. ALL BEAN It JOIST HANGERS HARDY FRAMEBRACE -FRAME _INSTALLED ON BEAM 23 HARDY FRAME® BRACE FRAME WITH BEAM AT TOP 24 PANEL INSTALLATION SIAL _ Page 34 of 40 PFC-5342 r CANTILEVER DEAN PER PLANS \3 j - — - - ..._................ _............E... .... _.._................. .............. I px F4LLER, USE 1/4 'mx4 %a ............ ..... L'A 4x FILEER PER PLAINS � � � ( � � � � MFS SCREWS OR EQUAL CONNECTORS PER PLANS l �A �j _� � 36I DETAIL 26 A '14'x3' HFS SCREWS .11 2x OR 4" HY E N (NEER OF {DR CUD 4 FROM FRAME RECORD NEXT TO HARDY Tp SCUD 4z FILLER' . FRAME CONTINUOUS TO TOP CONNECTORS BY ORNETb PLATES TO AVOID HINGE i POINT Al' FRAME TO _ - -_ 4x FILLER CONNECTION:_ i .___ C.__i L�-j t.ADD POST :.._._t LOAD FROMIF VERTICAL / ` �� 4x Faj-q BY OTHERS ABOVE EXCEEDS -1-.1-� 1----..1-1-..-1 1.._....1_..1-_.1._...1_... I THE ALLOWABLE __ __ . VALVE FOR ADDITIONAL — — rFRAkI VERI:CALLOAF-P --•t" 4i RECGkLSENDEO, I 1 ( USE 3' HFS SCREWS OR EQUAL \ BUT NOT REQUIRED 4(k); . ENGINEER OF RECORD IS CANTILEVERED BEAM PERMITTED TO MODIFY THIS DYER TOP PLATS DETAIL TO ACCOMODATE A TOP VIEW OF WALL SPECIFIC CONDIION EXAMPLE: FOR S' WALL, USE H' HARDY FRAME WITH SOLID 4x OR 6% ABOVE FRAME TO BOTTOM OF TOP PLATE ENGINEER OF RECORD TO DESIGN: I, 'FILLER' DEPTH AND MATERIAL FOR SHEAR TRANSFER 2. CONNECTORS FOR TRANSFER FROM TOP PLATE 70 SOLID 4x FILLER 1. POST FOR ADDITIONAL VERRCAL LOADS, WHEN NEEDED CANTILEVER BEAM,. OVER., HARDY.. FRAME° BRACE FRAME '25: ... PANEL MAlATION SWJAR ... LENGTH OF PLYWOOD SHEAR BY OTHERS 41 1 DBL VS SHEAR BY OTHERS BLOCKING BY OTHERS PLYWOOD 2x FILLER, USE %i 6x41/2 [3ETNL 26-C HFS SCREWS OR EQUAL CONNECTORS BY OTHERS 4x FILLOTHERS H1 OTHERS 1/,x3' HFS OR EQUAL � I I ADJACENT -FRAME NG DETAIL 26-D RECOMMENDED, HUT NOT REQUIRED ENGINEER OF RECORD IS FOR 4x AND URGER FILLERS ENGINEER OF RECORD 70 DESIG PERMITTED TO MODIFY THIS I. SHEAR TRANSFER FROM TOP PLATES TO FRIER DETAIL TO ACCOMODATE A 2. ADDITIONAL DRIFT DUE TO TiE ADORICHAL HEIGHT SPECIFIC CONDITION 3. STUDS O EACH END OF FRAME FOR OUT OF PLANE LOAD 4. IF SPLICE OCCURS IN TOP PLATES, FASTENING MUST DEVELOP TENSILE STRENGTH IN LUMBER BRACE-- FRAMES AND PANELS WITH FILLERS, AT.TOP�< — I/4 tz}• ITS WSP SHEAR LENGTH SCREWS OR EQUAL ( BY Oi11ERS ., , 3l 32: off GU I DETAIL 28-A 30 DETAIL 28-B ENGINEER OF RECORD TO DESIGN: i. WALL FRAMING FOR OUT OF PLANE LOADING 2. FILLER (OR WSP) SIZE. MATERIAL AND CONNECTION FOR SHEAR TRANSFER, 3. ADDITIONAL DRIFT DUE TO THE ADDITIONAL HEIGHT ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDRIDN HARDY_FRAME�PANELS AND BRACE FRANCES IN RAKE WALLS I — _ _ _... _ CONNECTORS FROM TO FRAME (AS I I 1POST NEEDED) BY OTHERS. USE SELF TAPPING 31JJilj{{J SSCREWSWTOO BALE FRAME - CO COtNNECTDN QETAIL AS NEEDED (BY OTHERS) ENGINEER OF RECORD IS PERMIIED TO MODIFY THIS I DETAIL TO ACCOMODATE A SPECifIC CONDITION ENGINEER OF RECORD TO DESIGN: I. WALL FRAMING FOR OUT OF PLANE LOADING 2. WSP SH. AR/TP.ANSFERS FROM TOP PLATE TO TOP OF BRACE FRAME 3. ADDITIONAL DRIFT DUE TO THE ADDITIONAL HJCiHi HARDY FRAME-0_BRACE,.FRAMES IN BALLOON WALLS , 27 2x FILLER, USE %i 6x41/2 [3ETNL 26-C HFS SCREWS OR EQUAL CONNECTORS BY OTHERS 4x FILLOTHERS H1 OTHERS 1/,x3' HFS OR EQUAL � I I ADJACENT -FRAME NG DETAIL 26-D RECOMMENDED, HUT NOT REQUIRED ENGINEER OF RECORD IS FOR 4x AND URGER FILLERS ENGINEER OF RECORD 70 DESIG PERMITTED TO MODIFY THIS I. SHEAR TRANSFER FROM TOP PLATES TO FRIER DETAIL TO ACCOMODATE A 2. ADDITIONAL DRIFT DUE TO TiE ADORICHAL HEIGHT SPECIFIC CONDITION 3. STUDS O EACH END OF FRAME FOR OUT OF PLANE LOAD 4. IF SPLICE OCCURS IN TOP PLATES, FASTENING MUST DEVELOP TENSILE STRENGTH IN LUMBER BRACE-- FRAMES AND PANELS WITH FILLERS, AT.TOP�< — I/4 tz}• ITS WSP SHEAR LENGTH SCREWS OR EQUAL ( BY Oi11ERS ., , 3l 32: off GU I DETAIL 28-A 30 DETAIL 28-B ENGINEER OF RECORD TO DESIGN: i. WALL FRAMING FOR OUT OF PLANE LOADING 2. FILLER (OR WSP) SIZE. MATERIAL AND CONNECTION FOR SHEAR TRANSFER, 3. ADDITIONAL DRIFT DUE TO THE ADDITIONAL HEIGHT ENGINEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDRIDN HARDY_FRAME�PANELS AND BRACE FRANCES IN RAKE WALLS I — _ _ _... _ Page 35 of 40 LIGE DSVJY%T. ,! WJt DCtA - t _ . Ar TA. CONEREIE IK)IL xLY 6110 W -0,i Alx &-X FETI r_ tS LLAft ACRD - SW-MFLT 1.(19072). CGDE i.. 1--'44Nt-ti @ 4NAi 3UiD 09Fi11 [xlli' SiViE OC 1' I 1� `CIIM CO.wP Zl # i Tj N'�STe "PIE-CVl:r MCI N5'µ1 {ft- O 1! t 610 SFLODN TO ., . MOt i—iEDCE prWRE Fac M, SECTION pT EXTERIOR FOOTING - OPTION T SECTION AT EXTERIOR FOOTING - OPTION T At TD. CdCREIE � I I l� B i } » q I W eD.3 Rraua:ED ai AT TOP CF COG' fESTAKE AT TOR Or (a:R:REFE { 3 % OW, 3 ,/Y FOR 7/O'. 4 IM' FOR 1 ,/D'n SECTION AT EXTERIOR FFOOTING WITH POP -OUT SECTION AT INTERIOR FOOTING .T cm te �g Jj t 9 S 3b :L s 1—yLNO 96.010E � FOOTPQ) ELEYATIOTI Al CURB CONDIJIQN, ELEV ON AT SLAB NAGnY rRAur PAMri• ruarn crurnulr `TYPEMSEDUPLIFT WASHER STANDARD ROUND -GINS BOLT D'ALdLTER EMBED FROM T.O. FOOTING EMBED FROM T.O. CONCRETE EDGE B END EDGE d END DISTANCE DANCE AT AT FOOTING FINISH 00NC P -A 13.000 7/9 6' 17' 6' 13/y P-0 15.333 IIs 6' 21' 6- 11." P -C 20,000 1 % ' 7' 24' 7' i j P -D 23.50D 11'E 8' 24' 8' 13/4* P -E 1 25,333 1 11/ • 8' 1 25' 1 8' 1 13/' i THE 'EMBED TYPE' IS FOR REFERENCE ONLY 2 VALUES AND DISTANCES ARE BASED ON 2500 PSI CONCRETE (MINIMUM) 3 FOUNDATION DESIGN BY OTHERS HARDY FRAME_ PANEL HOLD DOWN EMBEDMENTS_. _ ... ... ....1' : ;,29A; HARDY FRAME© PANEL, BRACE FRAME OR POST ALL THREAD HOLD DOWN BOLT WTM 1!2'x3" SQUARE PLATE Y0.5FO:R WAGUSUE NUS, OR TACK WELDED TO BOTTOM OF ROD TUBED DEPTH PER PUN SEE DETAILS 29A AND 288 FOR \ - ADDITIONAL INFORMATION ON EMBED DEPTH AND EDGE/END DISTANCES FOUNDATION DESIGN BY OTHERS r NEER OF RECORD SMITTED 1O MODIFY THIS IL TO ACCOMODATE A CiFTC CONDITION HARDY FRAME®AT EXTERIOR FOUNDATION ON WOOD SILL PLATE _..._..._ ,•'" __......_._..__.___._..__...___. NOTE. INTERIOR CONDITION SIMILAR PFC-5342 0KL'. IntroY Fax NCO a T.0. C9XCQtlE�—•i WIC tR1 6000 OYU[ftA EC0.� C�TA!&E—a-}— ww, KU UOC CO9E AiT-CVNOttT it IS -- RLOVRENFNT 11G97.2}, c 4; �54tG iICM. _.� t1 CJllrs CJlW:7'AN [ }' 900 ODII O PR[ -0007 k ea; B - QDII 9 o O� 16+�N1 H41� � gg QA7) WE'"— CC1W eVNE `j C aifi ' OOtSFflE N RN6 = Way rRAVE -�-�-•-}mirex 0MAwx o rxtii9 n 1—;m9E omwice o rootm SECTION Al EXTERIOR FOOTING - OPTION i SECTION AT EXTERIOR FOOTING - OPTION 2 ma 09twA:E GWLRETe—.~- -- i-- ....................... - -. _ d. . ANO OelAl I—D ON - I ; 6u "M Ex, 000mr, f i� gng ji 1. 6 I bi. 0sou. (W+.) ....' s 1M WR 7ro. E 1/2' FOR 1 I/0. SECTION AT EXTERIOR FOOTING WITH POP -OUT - SECTION AT INTERIOR FOOTING 019 OBTAYCE AT 7.R (♦ � is 8g L r+� Tela gsrwx;[ o P9RTwro . - . €LEVATION qT CURB COND�TI¢.N EL�TjON�T_S•�yQ WAOMY rOAur DDArr rOAur. nunrn Orllrm- ETypr WASHER STANDARD ROUND -GINS ETER \ EMBED FROM T.O. CONCRETE WASHER AND NUT. A END DISTANCE AT FINISH CONC BF -A 81000 WHEN INSTAWNi, WITH A 1/' OR 3/s" IMPACT, TIGHTEN UNTIL SO^6T STOPS 4-1/2' 15-1/2' 6' AT FIRST RESISTANCE THEN COMPLETE RF -B IO.DDO 7/8 WITH ONE FULL TURN. 17' S' 13/4' FOR INSTALLATION WITHOUT AN IMPACT, 13,OGO 7/ ' 6' NUT TO BE SNUG TIGHT. 41/i' RECOMMENDED 1 4 BF -D 15,333 FOR INSTALLATION ON 6' ..2.1�'.. B' A 2% BOTTOM PLATE 2x BOTTOM PLATE - (23'4" O 3/i'o AB.) ALL THREAD HOLD DOWN BOLT WTM 1!2'x3" SQUARE PLATE Y0.5FO:R WAGUSUE NUS, OR TACK WELDED TO BOTTOM OF ROD TUBED DEPTH PER PUN SEE DETAILS 29A AND 288 FOR \ - ADDITIONAL INFORMATION ON EMBED DEPTH AND EDGE/END DISTANCES FOUNDATION DESIGN BY OTHERS r NEER OF RECORD SMITTED 1O MODIFY THIS IL TO ACCOMODATE A CiFTC CONDITION HARDY FRAME®AT EXTERIOR FOUNDATION ON WOOD SILL PLATE _..._..._ ,•'" __......_._..__.___._..__...___. NOTE. INTERIOR CONDITION SIMILAR PFC-5342 0KL'. IntroY Fax NCO a T.0. C9XCQtlE�—•i WIC tR1 6000 OYU[ftA EC0.� C�TA!&E—a-}— ww, KU UOC CO9E AiT-CVNOttT it IS -- RLOVRENFNT 11G97.2}, c 4; �54tG iICM. _.� t1 CJllrs CJlW:7'AN [ }' 900 ODII O PR[ -0007 k ea; B - QDII 9 o O� 16+�N1 H41� � gg QA7) WE'"— CC1W eVNE `j C aifi ' OOtSFflE N RN6 = Way rRAVE -�-�-•-}mirex 0MAwx o rxtii9 n 1—;m9E omwice o rootm SECTION Al EXTERIOR FOOTING - OPTION i SECTION AT EXTERIOR FOOTING - OPTION 2 ma 09twA:E GWLRETe—.~- -- i-- ....................... - -. _ d. . ANO OelAl I—D ON - I ; 6u "M Ex, 000mr, f i� gng ji 1. 6 I bi. 0sou. (W+.) ....' s 1M WR 7ro. E 1/2' FOR 1 I/0. SECTION AT EXTERIOR FOOTING WITH POP -OUT - SECTION AT INTERIOR FOOTING 019 OBTAYCE AT 7.R (♦ � is 8g L r+� Tela gsrwx;[ o P9RTwro . - . €LEVATION qT CURB COND�TI¢.N EL�TjON�T_S•�yQ WAOMY rOAur DDArr rOAur. nunrn Orllrm- ETypr UPLIFT ETER EMBED FROM T.O. FOOTING EMBED FROM T.O. CONCRETE E00E & Eh DISTANCE AT FOOTING A END DISTANCE AT FINISH CONC BF -A 81000 7/' 4-1/2' 15-1/2' 6' 13/4' RF -B IO.DDO 7/8 5' 17' S' 13/4' OF --C 13,OGO 7/ ' 6' 17' Y 1 4 BF -D 15,333 7/0" 6' 21' B' 13/4' 1 THE T:)dBED TYPE' IS FOR REFERENCE ONLY 2 YAWLS AND DISTANCES ARE RASED ON 2500 FSI CONCRETE (MINIMUM) 3 FOUNDATION DESIGN BY OTHERS HARDY FRAME® BRACE FRAME HOLD DOWN _EMBEDMENTS� 298; HARDY FRAM'o PANEL, -_A BRACE FRAME DR POST NUT k WASHER 0 INSIDE BOTTOM OF PANEL, SNUG TIGHT TO ADJUSTING NUT. 4114" RECOMMENDED FOR INSTALLATION ON I Ji.3. /OF A 2x BOTTOM MATE TDP OF ROUND WASHER FLUSH W/TOP BOTTOM PLATE. AO,IUSTING NUT BELOW. (23/4" Q 3/yb AB.) 2x BOTTOM PEAT n .• n . ' OR DRYPALX (PER PLANS) ' . ALL THREAD HOLD DOWN BOLT WITH 1/25x3" SQUARE PLATE WASHER W/DOUBLE NUTS. OR TACK.WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN SEE TFTALS 20A HN2) 29BFOR \ ADDITIONAL IHF'ORNATtON ON EMBED DEPTHS AND EDCE/END DISTANCES FOUNDATION DES;GN BY DINERS ENG -NEER OF RECORD IS PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SCG w CONDITION HARDY FRWIPAT EXTERIOR FOUNDATION, DOUBLE NUT INSTALLATION —__ _..__.____....__......_..._ .__.___.. ......... _........... _. _ _. _........ NOTE: INTERIOR CONDUION SIMILAR _ 1 Page 36 of 40 ENGINEER OF RECORD P PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDITION 2 �/,�_ RECOMMENDEQ (11/2` O 3(j' A.D.) HARDY FRAMES PANEL, BRACE FRAME OR POST INSTALL STANDARD, ROUND, CUT - WASHER AND NUT, SNUG TIGHT BARRIER RECOMMENDED TOP, 19/ FELT OR ALL THREAD HOLD DOWN BOLT' WITH I/ "x3" SQUARE PLATE WISHEP. W/DOUBLE Nibs, OR \ TACK WELDED TO BOTTOM Of ROD PTH EMBED DEPER PLAN FOUNDATION DESIGN BY OTHERS ALL THREADS PER PLANS------_ 4x ROM \ 2-2x TOP PLATES i/x41/ " HFS SCREWS (01E EQU�1.) PER SCHEOULE_� INSTALLER TO ADD Yi"x3" PLATE IOR N FIELD Y I j FL SHEATING 2x BUC'G FL JOIST f� i I CONNECTORS 8Y OTHERS 2x FILLER PFC-5342 SEE DETAILS 29A AND 298 FOR Etter NEER Of RECORD tS ADDI[TOIX INFORMATION ONPERMTITED TO MODIFY THIS EMBED DEPTH AND EDGE/END RFTA€L TO ACCOMOAATE A DISTANCES SPECIFIC CCNNDf[oN HARDY FRAMEP AT EXTERIOR FOLINDATISTACKED HARDY FRAM& PANELS, SECTION AT RIM JOIST .. _ -- NOTE M6101i DOrrcN aE,aAa /—FRAME AT UPPER LEVEL 2x BBT. PLATE 1/4-ix41/p' (MIN) HFS SCREWS �(OR EQUATL) PER SCHEDULE • BRACE FRANE---,,"'� FLOOR SHEETIN I iiizziiriiii[iil 1 ax41/2* (L&N} tU'S SCREWS - EQUAL) PER SCHEDULE CONNECTORS BY OTHERS 4x RIND ! I CONNECTORS BY OTHERS CONNECTORS BY OTR ' / .... ,� 2x DOUBLE TOP PLATE J� HFS SCREWS CONT. DOUBLE TDP PLAT BRACE FRAME AT (01 EQUAL) PER SCHEDULE LOWER LEVEL _ ENGINEER OF RECORD IS [ENGINEER OF RECORD LS PERMITTED TO MODIFY THI PERMITTED TO MDOIFY THIS - DETAIL TO ACCOMODATE A DETAIL TO ACCOMODATE A SPECIFIC CONDITION SPECIFIC CONDIT" - 0 SOLID RIM \-- 2X BLK'G PER PLANS CONNECTORS BY OTHERS VALL FRAYING BELOW SHEETIiTG STACKED HARDY,FRAMES, SECTION AT RIM. JOIST HARDY FRAME�'AT UPPER FLgOR, SECTION AT RIM JOIST 5 Page 37 of 40 MANUFACTURED TRUST OR ROOF SHEETING-� _ ROO RAFTER CONNECTORS OY OTIOM CONT, DOUBLE TOP PLATT 1/4-90- HFS SCREWS (OR EQUAL) PER SCHEDULE HARDY Ft..a PANEL OR BRACE FRAME ENfdNEFR OF RECORD 6 PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDITION PFC-5342 MANUFACTURED TRUSS OR CONNECTORS BY OTHERS ROOF St1EE i 1tJG. RAF RAFTER 1 \ J S-�1 2x FILLER CUNT. DOUBLE 2x TOP P �. I/4 ixaT/1 HTS SCREWS HARDY FRAILPANEL (OR EQUAL) PER SCHEDULE �. 4R BRACE FRAME ENGINEER OF RECORD 5 PERMITTED TO MODIFY THIS DETAIL TO ACCMADDATE A SPECIFIC CONDITION HARDYFRAM - SECTION.. - _. .. _._... ..........._...... --..-__....... _...._.._. _ . _. __................._............._ _... .... . _ _ ...__.... ...._.., _.. _. �` WITH 2x FILLER 37 r Page 38 of 40 ENO!NEER OF RECORD IS PERMITTED 10 MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDITION 3/• 0x10 ADW CUT W�H1ER 3: NUT 24' P 0 ANEL (ONLY) FOUNDATION DESIGN BY OTHERS I/ " b SELF TAPPING SCREWS FK TABLE 11 OR EQUIVALENT ADJACENT FRAMDNG RECOMMENDED, BUT NOT REOWRED T/B OR 11/8 ALL -THREAD DOLT PER PLAN W/ 1/2 X3 X3 PLATE WASHER DOUBLE NLTED OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PIAN ENGINEER OF RECORD IS PERMITTED TO MODIFY IHS DEIAII. TO ACCOMODATE A SPECIFIC CONDDITION TRACK PFC-5342 1/ " b SELF TAPPING SCR'EW'S PER TABLE 4.N OR EQUIVALENT �810� <S� STEEL STUDS PER PLANS 3/4.0x10 ANCHOR BUTTS V/OJT WASHERS L NUTS HOLD DOWN BOLTS 'ER PLAN FOUNDATION DESIGN BY OTHERS HARDY. FRAME®. PANELAT_ OPENING .__. _ ._ .. S1 HARDY FRAME® BRACE, FRAME_- SINGLE STORY .- - _ sem. I/ •• 0 SE's' OR TABLE 4,1 OR SCREWS ECNVALENT 1 TAPPING SCREWS 0 SeOR PER TABLE 4.1 OR EQUIVALENT STEEL STUDS PER PWS - 4 SELF' TAPPING SCREWS 111 PER TABLE 4.1 OR EQUIVALENT I/E I • 7AY0 ALL-78REA0 V/NUTS a SEIf TAPPING P TABLE OR SCREWS! EOUIVALENT ( t CUT WASHERS EACH END 7 4.1 Stl7 88 RIM V/STIFFENER BY OTHERS if �t I/ O j RM V/STIFFENER BY OTHERS 4 i/ ,. 0 SELF TAPPING SCREWS } .. 7 LO All-TfEAD W/NITS t CUT ( _ _ _ _ _ _ _ PER TABLE 4.1 OR EOUIVALENT HARDY FRAME POST PER PLAN DOVP BOLTS PER PLAN LX CLI ! TYP' ENGINEER OF RECORD IS PERMITTED TO MODIFY THUS DETAIL TO ACCOMODATE A {$ SPECIFIC CONDITION • NOTE: ENGINEER OF RECORD IS PERLOTTED TO DESIGN STRAPS THAT SCREW OR WELD TO FRAMES AS AN ALTERNATE METHOD OF TRANSFERING LOAM HARDY FRAM& BRACE_ FRAMES STACKED IN ALIGNMENT ..;S3 STEEL STUDS PER PLANS 3/4'0x10 ANCHOR BOLTS T/a'# HOLD DOWN CtA�- 90LT PER PIAN / TYP. 7/B"a HOLD 00WN BOLTS PER PLAN BY OTHERS 0.�SltilN BY O7}ERSa/^`7�'� \s.../ ENGINEER OF RECORD IS , PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDFMM ` • NOTE: ENGINEER OF RECORD IS PERWTED TO DESIGN STRAPS THAT iG¢ OR WELD TO FRAMES AS AN ALTERNATE METHOD OF TRANSFERING LOADS. HARDY_FRAM& BRACE _FRAMES .STACKED _BY_STAGGERING, S4; V I Page 39 of 40 4�•\ !/," 4 SELF TAPPING SCREWS O PER TABLE 4, i OR EQUIVALENT 1/," o SELF TAPPING SCREWS PER TABLE 4.1 OR EQUNALENi Pia PLAN 1� I 111111 VTNOOV DPER7NG STEEL STUDS PER PLANS P74 V/STIFFENER BY OTHERS !!/N" 0 SELF TAPPING SCREWS 'ER TABLE 4.1 OR EWLTVAUENI STEEL STUDS PER PLANS 3/4'0 ANCHOR BOLTS V/CUT VASH£RS 7/8'b HOLD DOWN BOLT PER PLAN 3/4'6s1O ANCHOR BOL7s W/CUT 3/4" THICK t WASHER BUILT WASHERS INTO CORNERS OF BRACE NUTS FRAME (BY MANUFACTUREP.) I BRACE PFC-5342 TOP OF CONCRETE I G { , S71 77 TYP FOUNDATION DESIGN ALL THREAD HOLD DOWN BOLT By OTHERS WITH 1/I'x3" SQUARE PLATE WASHER W/DOUBLE NUTS, OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN ENGINEER OF RECORD IS PERMITTED .0 MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDITION. ENGINEER OF RECORD TO CHECK THE BEARING PRESSURE. • NOTE: ENGINEER OF RECORD IS PERMITTED 70 DESIGN STRAPS THAT SCREW OR WELD TO FRW.S AS AN ALTERNATE METHOD OF TRANSFERING LOADS. HARDY FRAMEOBRACE _FRAMES _IN 2 -STORY -OFFSET, STAC,GERED_ \S � HARDY. FRAME- BRAC E-ERAAAE._INSTALLED..ON_f MQpMQN.. 6, �NGNEER OF RECORD 6 PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPEL FFx CQNDMON. ENGINEER GF RECORD TO CHECK THE B:1R1NG PRESSURE. HARDY FRAYE'M PANEL, BRACE FRAME OR POST /INSTALL STANDARD, ROUND, CLIT- / WASHER AND NIA, SNUG TIGHT. 23/•'�— RECOMMENDED SEE DETAIL 29 FOR ANCHOR BOLT SIZE, EDGE DISTANCE AND EMBEDMENT FOUNDATION DESIGN BY OTHERS ALL THREAD HOLD DM BOLT WITH '/2"6" SQUARE PLATE WASHER W/DOUBLE NUTS, OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN EXTERIOR CONDITION, INSTALLATION ON FOUNDATION S7: NoTe er mm CAlR moN smLAR FLMR JOIST / BRACE FRAME AT LOWER LEVEL ENGINEER OF RECORD IS PERMOTED TO MODIFY -HIS DETAIL TO ACCOMODATE A SPECIFIC CONDITION BRA-- FRAME AT UPPER LEVEL 1/(•. 0 SETS' TAPPING SCREWS P, TABLE 4.1 OR EMRYALENT C!J \I RIM & STIFFENERS (BY OTHERS) �• 7/g ALL THREAD W/CUT WASHER & NUi 0 EA END (BEYONO) P0 SELF TAPPING SCREENS ER TABLE 41 OR EQUIVALENT NOTE ENGINEER OF RECORD TO CHECK THE BEARING STRESS AND RESULTM ADDITIONAL DRIFT ' HOTE: ENGINEER OF RECORD IS PERMME.D TO DESIGN STRAPS THAT SCREW OR WELD TO FRAMES AS AN ALTERNATE METHOD OF TRANSFERRBWG LOADS. STACKED HARDY FRAMES,_SECTION,_AT_RIM JOIST `S8` / 7/8-/ HOLD DOWN BOLT TMP. PER FOUNDATION DESIGN PER PLAN S7 STEEL STUDS PER PLANS P74 V/STIFFENER BY OTHERS !!/N" 0 SELF TAPPING SCREWS 'ER TABLE 4.1 OR EWLTVAUENI STEEL STUDS PER PLANS 3/4'0 ANCHOR BOLTS V/CUT VASH£RS 7/8'b HOLD DOWN BOLT PER PLAN 3/4'6s1O ANCHOR BOL7s W/CUT 3/4" THICK t WASHER BUILT WASHERS INTO CORNERS OF BRACE NUTS FRAME (BY MANUFACTUREP.) I BRACE PFC-5342 TOP OF CONCRETE I G { , S71 77 TYP FOUNDATION DESIGN ALL THREAD HOLD DOWN BOLT By OTHERS WITH 1/I'x3" SQUARE PLATE WASHER W/DOUBLE NUTS, OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN ENGINEER OF RECORD IS PERMITTED .0 MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDITION. ENGINEER OF RECORD TO CHECK THE BEARING PRESSURE. • NOTE: ENGINEER OF RECORD IS PERMITTED 70 DESIGN STRAPS THAT SCREW OR WELD TO FRW.S AS AN ALTERNATE METHOD OF TRANSFERING LOADS. HARDY FRAMEOBRACE _FRAMES _IN 2 -STORY -OFFSET, STAC,GERED_ \S � HARDY. FRAME- BRAC E-ERAAAE._INSTALLED..ON_f MQpMQN.. 6, �NGNEER OF RECORD 6 PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPEL FFx CQNDMON. ENGINEER GF RECORD TO CHECK THE B:1R1NG PRESSURE. HARDY FRAYE'M PANEL, BRACE FRAME OR POST /INSTALL STANDARD, ROUND, CLIT- / WASHER AND NIA, SNUG TIGHT. 23/•'�— RECOMMENDED SEE DETAIL 29 FOR ANCHOR BOLT SIZE, EDGE DISTANCE AND EMBEDMENT FOUNDATION DESIGN BY OTHERS ALL THREAD HOLD DM BOLT WITH '/2"6" SQUARE PLATE WASHER W/DOUBLE NUTS, OR TACK WELDED TO BOTTOM OF ROD EMBED DEPTH PER PLAN EXTERIOR CONDITION, INSTALLATION ON FOUNDATION S7: NoTe er mm CAlR moN smLAR FLMR JOIST / BRACE FRAME AT LOWER LEVEL ENGINEER OF RECORD IS PERMOTED TO MODIFY -HIS DETAIL TO ACCOMODATE A SPECIFIC CONDITION BRA-- FRAME AT UPPER LEVEL 1/(•. 0 SETS' TAPPING SCREWS P, TABLE 4.1 OR EMRYALENT C!J \I RIM & STIFFENERS (BY OTHERS) �• 7/g ALL THREAD W/CUT WASHER & NUi 0 EA END (BEYONO) P0 SELF TAPPING SCREENS ER TABLE 41 OR EQUIVALENT NOTE ENGINEER OF RECORD TO CHECK THE BEARING STRESS AND RESULTM ADDITIONAL DRIFT ' HOTE: ENGINEER OF RECORD IS PERMME.D TO DESIGN STRAPS THAT SCREW OR WELD TO FRAMES AS AN ALTERNATE METHOD OF TRANSFERRBWG LOADS. STACKED HARDY FRAMES,_SECTION,_AT_RIM JOIST `S8` a e r Page 40 of 40 PFC-5342 NOTE: ENGINEER OF RECORD TO - CHECK THE BEARING STRESS AND RESULTING ADDITIONAL DRIFT BRACE FRANE AT LEVEL MANUFACTURED TRUSS OR ./UPPER 1/4' o SELF TAPPING SCREWS PER TABLE 4.1 OR EGIII`JALENT R3�' SHEEtENr RODE RAFTER FLOOR SHEETING CETLTNG JOIST • 7Jg•� ALL THREAD W/CUT WASHER & N6 O EA E141) (BEYOND) -:Z,; (BY OTTERS) i SELF TAPPING SCREiPS RIM Q STIFFENERS ': `PE}i TABLE 21 FOR PANELS OR " BY Ol}iE1?S TRACK 4.1 FOR BRACE FRAMES OR / EDUNALENT OONNECTION BY OTHERS JOIST PER PLAN ., H RDY FRAM£® PANEL M� / OR BRACE FRAME STEEL STUDS PER PLANS __, BLOCKING, PER PLAN ENGINEER OF RECORD IS PERMITTED. T RECORD T PERMITTED PERMITTED T6 MODIFY THIS DETAIL TO " TO MODIFY THIS DETAIL TO ACCOMODATE - A SPECIFIC CONDITION. OF RECORD TO CHECK THE ACCOMODATE A SPECIFIC CONDITION (ENGINEER . ' tBEARING PRESSURE. • NOTE ENGINEER OF RECORD IS PERLUTTED TO DESIGN STRAPS THAT SCREW OR WELD TO FRAMES AS AN ALTERNATE METHOD " OF TRANSFERING LOADS. HARDY FRAMEP AT upposEcnoNAT R.n.,oisr___... SECTION AT TOP PLATE ...._, F TD P ` ZiAye }S 1 I j j I s s IIIV 4,4 i 2 Z �� a Qtiv€ 17 . �l!I isa iq o IQ' s ZCt o. I BEDROOM RESIDENCE BRANT PaGHTINGALE /DESIGNS m v\4 m N 9 m z FOR ---- MR. AND MRS. ERIC STOKMANIS G s L LOC. -- CALERNBAR RD., CO. of BUTTE, CA. 6457 skyway ; ' q Paradise, Calif rnia 95969 Tel -Fax 530-877-4589 I' Iii i' LOWER PARADISE AREA —, m s F C I I @ I � I L.) v 1Jvu.L I L z1 -u ray= -L ENGINEERS : William F. Squyres, Jr. (530) 345-1012. ,ADDRESS : 166 E 3rd Street, Chico, CA 95928. 'Date: 11-22-2007 File: C:\RESDEN56\Stokmanis.RES JOB Residential 2 Heads Flowing DESIGN SPRINKLER MANUF RELIABLE RFC43, 16x16, K=4.3, P=9.1 Ii MODEL : RCF43 DENSITY 0.05 Gpm/Sq Ft VALVE : .0 Psi AREA / SPR 256 Sq Ft DESIGN AREA : 512 Sq Ft I SPRINKLER Q 13.0 Gpm METER .0 Psi NODES 11 PIPES 10 SOURCE STATIC 50.0 Psi RESIDUAL 45.0 Psi FLOW 30 Gpm DESIGN SPRINKLER MANUF RELIABLE RFC43, 16x16, K=4.3, P=9.1 MODEL RCF43 I SPRINKLER Q 13.0 Gpm VALVE .0 Psi SPRINKLER P 9.1 Psi METER .0 Psi vODE ELEVATION K- PRESSURE DISCHARGE NO. Feet FACTOR Psi Gpm ----------------------------------------------------------- 1 20.0 4.3 9.2 13.0 20.0 4.3 10.0 13.6 3 20.0 10.3 4 20.0 12.6 5 20.0 14.4 10.0 20.5 7 10.0 23.5 3 10.0 28.5 C/o 10.0 29.0 10 3.0 33.1 5.0 DOME iRoUrrE COUNTY' Uj r Ll 1.0 SOURCE 34.2 31.6 LDING L11,1-4..', APPReNy, :SPRINKLERS FLOWING 2 kREA PER SPRINKLER 256 Sq Ft TOTAL DESIGN AREA 512 Sq Ft 0 SPRINKLER FLOW 13 Gpm % RSQ'-f`S 0 REQUIRED DENSITY .051 Gpm/,Sq Ft �OMPUTED DENSITY .051 Gpm/Sq Ft ic. o. 27520 DOTAL SPRINKLER FLOW 31.6 Gpm DOTAL DOMESTIC FLOW 5 Gpm TOTAL 0jr C WATER REQUIRED 31.6 Gpm C.;, POTAL`SPRINKLER PRESS 34.2 Psi qATER METER LOSS .0 Psi 0"I k" 0, N,' 1ALVE FIXED LOSS .0 Psi CCj Copyright (2007) SUPPLY PRESS AVAILABLE 44.5 Psi by DEMAND PRESS REQUIRED Psi Hydronics Engineering ?RESSURE CUSHION 0.3 Psi 34119 Fremont Bl, SuiteDV ,609 sij�v-11,'cEs Fremont, Ca., 94555 '4AXIMUM VELOCITY 9.0 FIS (800) 845-9819 I. Saqe1jL4e SI! -jo -:)uj 'w00-u0z2wV 'l-OOZ-966T OO @:)140N :)2A! -Id asn 4o suolimuoD n t �tcvty t� J: 'tCP�J11JLtv11HL . V lkKL bel -U VALLK IM)k AUi lu"i 5. b - 6U13MITTAL. Page 2 ENGINEERS : William F. Squyres, Jr. (530),345-1012. ADDRESS : '166 E 3rd Street,' Chico, CA 95928. Date: 11-22-2007 Filet `C:\RESDEN56\Stokmanis.RES JOB : Residential 2 Heads Flowing< PIPE BEG FLOW K -FACTOR LENGTH C -FACTOR PRESSURE NO. Gpm' FITTING TYPE FTG FRI-LOSS (Psi) END DIAMETER TOTAL ;(Psi/Ft) ------------------------------------------------------------------------------- 1 q= 13.0 K= 4.3 L= 12.0 Pt 9.2 Pt 9.2 1; Q= 13.0 F= LL F= 14.0 C= 150 Pe .0 Pv'-.1 Vel= 4.4 D= 1.101 TL= 26.0 .0307 Pf .8 Pn 9.0 2 Pt 10.0 -------------------------------------------------------------------------- 2 q= 13.6 K=`4.3 L= 1.5 Pt 10.0 Pt 10.0 2 Q= 26.6 F= R F= 1.0 C="150 Pe .0 Pv -.5 Vel= 9.0 D= 1.101 TL= 2.5 .1152 Pf .3 Pn 9.4 3 Pt ' 10.3 -------------------------------------------------------------------------- 3 q= .0 K= .0 L= 9.0 Pt 10.3 Pt 10.3 3 Q= 26.6 F= 2BR F= 11.0 C= 150 Pe .0 Pv -.5 Vel= 9.0 D= 1.101 TL= 20.0 .1152 Pf 2.3 Pn 9.7 4 Pt 12.6 -------------------------------------------------------------------------- 4 q= .0 K= .0 L= 8.0 Pt 12.6 Pt 12.6 4 Q= 26.6 F= RL F= 8.0 C= 150 Pe .0 Pv -.5 Vel= 9.0 D= :1.101 TL= 16.0 .1152 Pf 1.8 - Pn 12.0 5 Pt 14.4 -------------------------------------------------------------------------- 5 q= .0 K= .0 L= 10.0 Pt 14.4 Pt 14.4 5' Q= 26.6` F=.B F= 5.0 C= 150 Pe 4.3 Pv =.5 Vel= 9.0 D=' 1.101 -TL= 15.0 -.1152 Pf 1.7 Pn 13.9 b Pt 20.5 -------------------------------------------------------------------------- 6 q= .0 K=' .0 L= 14.0 Pt 20.5 Pt 20.5 6 Q= 26.6 F= ERBB F= 12.0 'C= 150 Pe .0 Pv =.5 Vel= '- 9.0 D=`1.101 TL= 26.0 .1152 Pf 3.0 Pn 20.0 7 Pt 23.5 -------------------------------------------------------------------------- 7 q= .0 K= .0 L= 32.0 Pt 23.5 Pt 23.5 7 Q= 26.6 F=-6RB F= 11.0 C=`150 Pe .0 Pv -.5 Vel= 9.0 D= 1.101 TL= 43.0 .1152 Pf 5.0 Pn 23.0 8 Pt 28.5' ------------------------------------------------------------------------- 8 q= .0 K= .0 L= 7.0 Pt 28.5 Pt 28.5 8 Q= 26.6 F= L F= 8.0 C= ' 150 Pe .0 Pv -.2 Vel= 5.6 D= 1.394 TL= 15.0 '.0365 Pf .5 Pn 28.3 9 Pt 29.0 -------------------------------------------------------------------------- 9 q= .0 K= .0 " L= 7.0 Pt 29.0 Pt 29.0 9 Q= 26.6 F= 4RSL" F= 22.0 C= 150 Pe 3.0 Pv -.2 Vel= 5.6 D=1.394 TL= 29.0 .0365 Pf 1.1- Pn 28.8 10 -------------------------------------------------------------------------- Pt 33.1 .1., r- -_ nxlixviv���: `1tE611)ENTiA1j YIXE SPRINKLER HYDRAULICS 5.6 - SUBMITTAL. Page 3 ENGINEERS : William F. Squyres, Jr. (530) 345-1012. ADDRESS : 166 E 3rd Street, Chico, CA 95928. Date: 11-22-2007 File: C:\RESDEN56\Stokmanis.RES JOB : Residential 2 Heads Flowing PIPE BEG FLOW K -FACTOR LENGTH C -FACTOR PRESSURE NO. Gpm FITTING TYPE' FTG FRI-LOSS (Psi) END DIAMETER TOTAL (Psi/Ft)' ---------- --------- -------------- 10 ---- _-------_------------------------ - 0 K- . 0 = - L 20.0 _ q 5. ''Pt 33.1 P t 33.1 10 Q= 31.6` F= F= .0 C= 150 Pe .9 Pv"-.1 ' Vel= 3.2' D= 2.003 TL= 20.0 .0086 -Pf .2 Pn 33.1 11: -------------------------------------------------------------------------- Pt 34.2 11 -------------------------------------------------------------------------- Q= 31.6 ` <<< SOURCE >>> Pt 34.2 E=>90-Elb`T=>TeeBch'L=>Lt-Elb C=>ChkVly B=>BfyV1v G=>GatV1v A=>AlmChk iq 7 J - — - it r __Tr -I I n1UKUNIUb : ' `hLbIVEINT I AL Plitt 5t'ttiNKLP;K' tiYUFAULIU: 3 -1).b - 6Ut3Mi'1" p -b. ENGINEERS William F. Squyres, Jr. (530) '345-1012. ADDRESS 166 E 3rd Street, Chico, CA 95928. DATE 11-22-2007 FILE C:\RESDEN56\Stol: anis.RES JOB : Residential `2'Heads "'Flowing PSI FIRE SPRINKLER HYDRAULIC GRAPH Model ® _ RFC43 Flat Concealed cciuxion Residential Sprinkler WOZEM (SIN RA0612) Dead Carefully!, Installation Instructions General Instructions 1. Do not pull on the deflector when moving' Model Installation RFC43 Sprinklers from the shipping carton. The Model RFC43 is to be installed in ceilings with a 2. install sprinklers after ceiling is In place. plenum space above, that does not have a positive In addition, inspect all sprinklers "after 3.' Never apply paint or any other coating to sprinkler pressure. installation to ensure that both the gap between the or concealed sprinkler cover plate. 4 Do not install concealed sprinklers in ceilings cover plate and ceiling and the (4) slots In the cup are which have positive; pressure in the space above, open and free of any air flow impediment. After a 2% inch diameter hole1s cutin the ceiling, the and do not cover the cup vent holes. An open plenum space must be above the sprinkler cup. sprinkler is to be installed with the Model FC Wrench. 5. Use a Model RFC Wrench, (Fig. 1) to Install is When Installing a sprinkler, the wrench is first into the sprinkler/cup assembly and sprinklers. Face of sprinkler fitting to ceiling 2YO. Ceiling hole diameter is 21?. positioned around the hexagonal body of the sprinkler frame. 6. Final adjustment of each cover is made by hand The Wrench must bottom out against the cup in order safe installation. The sprinkler is turning the cover plate in the clockwise direction to ensure proper, then tightened Into the pipe fitting. When inserting or until it is tight against the ceiling. removing the 'wrench from the sprinkler/cup Approval Organizations assembly, care should be taken to prevent damage to Underwriters Laboratories Inc. the sprinkler. DO NOT WRENCH ON ANY OTHER PART OF THE SPRINKLER/CUP ASSEMBLY. MODEL ULI Listing Category: RFC43 CONCEALED SPRINKLERS MUST BE Residential Automatic Sprinklers INSTALLED ONLY WITH 1350F RATED COVERS. ULI Guide Number: Model FC Wrench VKKW • Care must be taken to prevent grasping the deflector or The Model RFC43 is a UL Listed Residential pulling it downwards. Wrench should be fully inserted into sprinkler/cup assembly so that it fits over the entire Sprinkler and is intended for use in accordance with hexagonal body of the frame, bottoming the wrench onto NFPA13 Paragraph 4-3.6 in residential portions of any the cup: occu anc in one and two family dwellings' and mobile homes, (NFPA-13D), and residential - • When Inserting or removing a wrenchfrom a sprinkler/cup assembly, care should be taken to prevent occupancies up to four stories in height (NEPA-13R). damaging the operating of deflector. The sprinkler The letters "RFCtemperature, K factor, and year should only be tightened. while the wrench is bottomed the are stamped on the deflector. out in the cup, engaging the full length of the hexagonal Cover plate: 135°F (57°C) body. Sprinkler Temp. Rating: 165°F (74°C) Max. Pressure: 175 psig Max.' Ceiling Temp.: 100°F (38°C) re _ When in doubt as to ceiling tem e ra ture measure _ with an accurate thermometer. I' Technical Data li --- - Nominal K Sprinkler Minimum Required Maximum Sprinkler Discharge Minimum Distance between Sprinkler Orifice Size Factor In. (mm) Spacing (ft) Distanceto Wall (it.) Flow Press. ft O " ( ) ....._..._ (gP.!n).:. (psi) ::._ _._.__`... ..- X00 . 1/2" (15) 4.3 12x12 6' 12 7.8 8 ? f, 1/2"(15) 4.3 14 x 14 7 - 13 9.1 8 '/z" 4.3 16 x 16 8 13 9.1 8 '/z"(15) 4.3 q '/z' (15) 4.3 18x18 20 x 20 9 18 17.5 10 21 23.6 8 - 8 Figure 1 The Reliable Automatic Sprinkler Co., Inc. 525 North MacQuesten Parkway, Mount Vernon, New York 10552 CA -141 Basic Principles ®f These areas must Surfaces must be be softened and assembled while they StfllVEilt CE-'itleil$If1g < `penetrated are wet and soft 1"he solvent cemented connection in thermoplastic pipe and fittings is the last vital link in a plastic pipe installriLion, It can mean the success or failure or the system as a wKole. Accordingly, it requires tile saille Professional cafe anvil attelllion [hal ,ire (livc.l t / to ,Pther colf1ponCnis of [lie system. When I Isinrl 111r ONE S 11:11 If II ID cement coatings on the pipe There are marry solvent cclnellliny t.ecl lrugtles ' Cel plw ess, pel let I arid and fittings are wet and fluid when published covering step by step procedures on just softening can tie achieved by tile assembly lakes place, they will tend how to make solvent cemented joints. However cement itself lIr_arl ONE S fr.:I' to flow together and become one we feel that if the basic principles involved are cenrenring procech.nes carefully; layer. Also, if the cement is wet the f surfaces beneath them will still be refer Ica installation InSU'1JC110115), rpt' explained, known and Understood, d better (;elfail rsrzcs, LitRIPt ON'tAlI soft, and these softened surfaces in understanding would be gained, as to what conditions, it inay be desirable to the tight part of theJotnt will tend techniques are necessary • to salt particular trse the 1WO SIEi' process witicli to fuse together. ' 'utilizes a Brinier to ensure adequate applications, temperature conditions,and variations softening. ror example, when in size and fits ofi e and fittings. workir)g in cold weather with large r P .� Surfaces diameter pipe, more time artd Be aware at all tinges of good safety practices. additional applications may be Bonded Surfaces Solvent cerrients for pipe and fittings are flammable, requited. so there should be no smoking 1-101'01.1 ter sources of heat oi- flame in..worldjlg or storage areas. Be Cement coatings Of sure to work only in a well ventilated space and sufficient thickness avoid unnecessary skin contact with all solvents. More detailed safety information is available from ; Flarvel or IPS (Weld -On) Corporation. rtwxi slirraces «„--...•.,•- As [lie solvent dissipates, the cement layer and itie softeried Mote Ihan sufficient cement la lill sui faces will Ilal(ICI'l with a the loose part of tl)e joint must he corresponding increase in joint applied. Resides filling the gap, strength. A good joint will take the adequate cement layers will required working pressure long l rIIollalr itis Stu faces and also before. 11 ie joint is fully dry and (trial wili'Iin wrI utltil thcjolnt h stic91g111 Is nhlained. In the tight assembled. l)tove this yourself. (fused) part of the joint, strength "Apply on the lop surface of a piece will develop more quickly than in of pipe two separate layers of the looser (bonded) part of the ` cement. first flow on a heavy layer joint. Information about the of crnu•hi, Il ion adrn tclside it. a Ihin development of bond strength of bntshed oul'hyrr.lost the layers savei it. cetnentedjolnts is available. cvety 15 seconds or so by it gets le tap with your finger. You will note II tat the IitI iilyer heconles tacky and then dries quickly (probably within 15 seconds) *file heavy layer will remain wet much longer. Now check for penetration a few minutes after applying these layers. Scrape them with a k0fe. llie lhin layer will have achieved little or r)o lie] atration: 1'he heavy one, rnurl) The O i1ALI TY Line more penetralinn r FOR SMALL PIPE POTTT. V .R-SFG VANE TYPEWATERFLOW ALARM SWITCH ction WITH RETARD AND GLUE -IN UNION CUL, UL and CSFM Listed, CE Marked, NYMEA ACCEPTED Service Pressure: Up to 175 PST (12,07 BAR) Minimum Flow Rate for Alarm: 8-10 GPM 30-38 LPM Maximum Surge: 18 FPS (5,5 m/s) Enclosure: Die-cast, red powdercoat finish No. 1113555: Cover held in place with tamper resistant screws . - No. 1113600 - Tamper: Cover incorporates micro -switch. �. Cover Tamper: Activated by cover removal. Cover Tamper Switch Contacts: One set SPDT, Rated � at 250VAC. Cover Tamper Switch Terminations: 8" 22AWG wire leads. Contact Ratings: Two sets of SPDT (Form C) 15.0 Amps at 125/250 VAC 2.0 Amps at 30 VDC Conduit Entrances: Two knockouts provided for 1/2" conduit. Usage: Listed CPVC plastic piping systems manufactured by Central Sprinkler Corp., Grinnell Sprinkler Corp., Spears Manufactur- ing Co., and IPEX (Scepter). Fits pipe -1", 1-1/4", 1-1/2" and 2" US Patent No. 6,471,255 Environmental Specifications: Stock No. 1113555 Suitable for indoor or outdoor use with factory installed gasket ` 1113600 W/TSK and die-cast housing. • For NEMA 4/iP55 rated enclosure - use with appropriate conduit Service Use: fitting and/or plugs. Automatic Sprinkler NFPA-13 • Temperature range: 40° F to 1200 F (4,5° C to 49° C) One or two family dwelling NFPA-13D Caution: This device is not intended for applications in explosive envi- Residential occupancy up to four stories NFPA-13R ronments. National Fire Alarm Code NEPA-72 The Model VSR-SFG is a vane typewaterfiowswitch foruseoil wetsprinkler operation of the VSR-SFG. Sec Fig. l.) Wait 2 to 4 hours to allow the systems using CPVC plastic fittings manufactured by Central Sprinkler glue to dry before attaching the VSR-SFG to the l" male fitting. Select the Corp., Grinnell Sprinkler Corp., Spears Manufacturing Co., and IPEX -proper paddle for the pipe size and type of TEE used. See Fig. 3 and Fig. 5 (Scepter) that use 1 ", 1-1/4", 1-1/2" or 2" pipe sizes. It is equipped with a for instructions on how to change paddle. Verify that the o -ring is properly union to accommodate installation in confined spaces. positioned in its groove. Band tighten the nut on the union after orientingthe The unit contains two single pole double throw snap action switches and an device in the appropriate direction to detect waterflow as shown in Fig. 2. adjustable, instantly recycling pneumatic retard. The switches are actuated CAUTION: Do not over -tighten the union nut, hand tighten only! when a flow of 8-10 gallons per minute (30-38 liters per m'inutc) or more The vane must not rub the insideof the TEE or bind in any way. The stem occurs downstream of the device. The flow condition must exist for -&period should move freely when operated by hand. of time necessary to overcome the selected retard period. INSTALLATION: These devices maybe mounted on horizontal or vertical INS PECTION AN D TESTING: Check the operation of the unitby opening pipe. On horizontal pipe they should be installed on the top side of the pipe the inspector's test valve at the end of the sprinkler line or the drain and test where they will be accessible. The units should not be installed within 6" (15 connection, if an inspector's lest valve is not provided. cm) of a valve, drain or fitting which changes the direction of the waterflow. If there are no provisions for testing the operation of the flow detection The unit has a 1"male fitting for gluing into a CPVC plastic TEE. device on the system, application of the VSR-SFC is not recommended or Loosen the union nut and separate the 1" male fitting from the VSR-SFG. advisable. Glue the I" male fitting into the TEE following the TEE manufacturer's The frequency of' the inspection and testing and its associated protective instructions for preparation and gluing of CPVC piping systems. (NOTE: monitoring system should be in accordance with the applicable NEPA The V male fitting must bottom out on the stop of the TEE for proper 1 P P Codes and Standards and/or authority having` jurisdiction (manufacturer recommends quarterly or more frequently).' Potter Electric Signal Company' • 2081 `Craig !toad, St. Louis, MO, 63 146-4 161 Phone: 800-325-3936/Canada 888-882-1833 • www.potiersigiial.com PRINTED IN USA MKT. 1/8800009 - REV P PAGE I OF 2 MFG, 1/5401062 - I1/05 -- ------------- INSTALLATION AND MAINTENANCE INSTRUCTIONS TASysI SEJ SSM and SSV BELL Series 3825 Ohio Avenue, St. Charles, Illinois 60174 1-800-SENSOR2, FAX: 630-377-6495 www.systemsensor.com Specifications SSM Series: Voltage: Regulated 24 VDC Operating Voltage Limit: 16 - 33 VDC Maximum Current: DC - 31.1mA/FWR - 53.5mA Operating Temperature: -310 to "150°F (-350 to +66°C) SSV Series: Voltage: Regulated 120 VAC Operating Voltage Limit: 96 - 132 VAC Maximum Current: 53mA Operating Temperature: -310 to 150°F (-350 to +6.6°C) ULReverberant Room Sound Output per UL 464 (dBA) 24 VDC SSM SSM24-6 (6", 24 VDC, P, S) 82 SSM24-8 (8",`"24 VDC, P, S) 80 SSM24-10 (10", 24 VDC, P, S) 81 120 VAC SSV SSV120-6 (6", 120 VAC) 85 SSV120 8 (8", 120 VAC) 82 SSV120-10 `(10", 120 VAC) 82 P = Polarized S = Suppressed Important NOTE: All SSM Series DC bells were only tested at the Please Read Carefully and Save This 16-33 Volt-DC/FWR limits. All SSV Series AC bells were instruction manual contains important information only tested at the 96-132 Volt AC limits. This does not about the installation and operation of bells. Purchasers , include the 80% low-end or 110% high-end voltage limits. who install bells for use by others must leave this manual or a copy of it with the user. General Description System Sensor supplies bells for nearly all sprinkler/fire The National Fire Protection Association has published codes, :standards, and recommended practices for the alarm/burglar applications. installation and use of the above appliances. It is recom- These instructions apply to all System Sensor bells in the mended that the installer be familiar with these require - ments, series. Read all instructions carefully before beginning, with local codes, and any 'special requirements of the authority having jurisdiction. Follow only those instructions that apply to the model you are installing. These bells are intended to be connected to alarm indicat- ing circuits of UL listed fire alarm' control panels. The SSM ACAUTION series is polarized to enable supervision of the installation Do not use in potentially explosive atmospheres. wiring.' The SSM bells require 24 VDC and the SSV bells Do not leave any unused wires exposed. require 120 VAC. i D770-11-00 1 156-0674-008R 1 1 ]jam UPC, 0 G INCORPORATED 36 CORONA, CA • (909) 737-5599 s FIG. 23 FIG. 24 HANGER FOR C.P.V.C. PLASTIC PIPE HANGER FOR C.P.V.C. PLASTIC PIPE DOUBLE FASTENER STRAP TYPE DOUBLE FASTENER STRAP TYPE - SIDE MOUNT MyzX mss" :lhr 'Alia tg ,4,74 t *&.,,+, r I —l— + I 1 I i C C A 0 -Q A 100- Size tSize Range - 3/4" thru 2" C.P.V.C. pipe. protects the C.P.V.C. pipe from any rough surface. Material - Carbon Steel with galvanized -finish G--90..govt -spec. -- The -Fig. -23 -design incorporates snap retainers allowing easier Function - The Fig. 23 and Fig. 24 are intended to perform as a and faster installation. hanger/restrainer to support only C.P.V.C. piping used in The Fig. 23 and Fig. 24 are easily attached to the building strut- automatic fire snrfnkle ems tu��sin:g-d-WjoAiex-head-self-thr-e-ada-ng screws`—f�rnt; Ted — Fig. 23 and Fig. 24 can be installed on the top or on the bottom with the product It is recommended that rechargeable electric of a beam. The Fig. 23 can also be installed on the side of a drills fitted with a hex socket attachment be used as installation beam. tools. No impact tools (such as a hammer) or impact fasteners (such as drive screws or nails) ,are allowed, Damage has been The Fig. 23 and Fig. 24 can also function as a restrainer to prevent known to result from installations using impact type tools. No the upward movement of the sprinkler head during activation. pre drilling of a pilot hole in wood is required. Approvals Underwriters' Laboratories listed to support fire Order By - Figure number and C.P.V.C. pipe size. sprinkler piping. Meets ` and exceeds the requirements of Patents Pending N.F.P.A. 13, 13R, and 13D. *-Hardened hex head self threading screw isfurnished with the Features - The Fig. 23 and Fig. 24 incorporate features which product and is the minimum fastener size acceptable. protect the pipe and ease installation. The flared edge design C.P.V.C. PIPE SIZE �8 A FIG. 23 FIG. 24 B FIG. 23 FIG. 24 C FIG. 23 FIG. 24(FT.) MAX. HANGER FASTENER APPROX. SPACING HEX HEAD WEIGHT SIZE PER 100 3�4 f 1 1j4y g` � �.� �..«/'iFiY K' I' ,� 3-1/8 2-5/16 ',moi$a rh'^.'k i2 5 $'°� 4 3/16 3 ,� �r q � '51� %-'�f C};mmi i 5a� ,:4,.7 16 �';:3„1/4.4. 1-9/16 1-5/32 ,�lZ Ir 16 A'`�5/Y6� 2-3/32 1 1/2 tiro i 6 5 .? ` #i ^ X2,"7/32 1-5/S lmtr, 1-3/16 1-3/16 1-3116 1-3/16 r or•+r,.�lV 1 3/1' �"51;3/16t , 5-1/2 5/16 9 61/2 5/16 - 11 p fZ i/ ii7 ,�;au ,� a:, r . ys?5/,16�a,',;' ;t,��,i ” 2 4-7 8 3-11/16 2-7/16 1-27/32 1_3/16- -1 3/16` , 5/16 15 REVISED 3/94 ------ -- -..__.._._____ i �i F s r HSC APPLICATIONS Stainless Steal Pump COMPONENTS Motor Specifically designed for the - NEMA standard V4 — 2 HP, Shait: Hex design provides following uses -1151230 V, 60 Hz. positive drive for impellers item No, nescription • Water circulation • Single phase. and eliminates clearance 1• Mechanical sell Booster Service • 3500 RPM. adjustments. Liquid transfer Built-in overload with Corrosion nosisiant: 2 Corrosion x5`stant • spraying systems p@Y 9Y automatic reset � • tra p afltOrt Yom. Stainless steel wear rings and cove r iotas � 3 P El..ctro - R iron Rugged gq d cast ry Jockey pump service . Stainless steal shaft. General • purpose pumping ' P p g . coated pairs process applied construction inside and out and then 4 E:leciro-coat paint $PEGIF1CATIONS FEATURES baked on. 5 ' stainless steel hex shaft Pump. Multi -stage Design: Provides steady, Quiet and Y 0 -rings: Throughout for positive sealing s staintcss steel rings • Capacities: to 50 GPM „ ibratien-free operation for Easy to Service: Can he wear - ' • Pressures: to 94 PSi years of trouble-free service. , 7 taken apart for service by t Stainless steel cover plates (217 feet). • Pipe connections: Impellers: 20% lass- g removing four bolts. e 0 -ring seals 11,14" suction filled thermoplastic precision i utor Close Coupled g Impeller boll and 1' discharge. molded for high efficiencies. design. Ball hearings carry washer • Temperatures: to 180°F Compact Design: Close- all radiallaxial thrust loads. (82" C) max. coupled; space saving Designed"for continuous • Maximum working design provides easy opera0n. Ali ratings ars pressure; 125 PSL installation. Flexible coupling with -in working limits of the • Rotation: right hand, ie; and bedpiato not requited. motor• clockwise when viewed Mounting: Can be from motor end. mounted in vertical or HP model Stages ; heti Ont E pnRition 35 HSC07 2 1 1-IScio ' 2 ;i 1-105 2 _47 2 HSc20 3 Js /q' r 2 7 a 5. ti EtTediv�. June. 1994 '. A —20@ f @$ :16 AI`7 N(jRTH. Sl'A'I L- . ELEC'I'RlC. &PU 15308910 -?93 P.02 Imoldrifilgal Pump 7 77-77 HSC.PsMFNSIONS AND WMQH't$ Hp Length Width Nelphl Wt. (Ibe. V+ 1 ^ • 18 17 g s _ NSC20 2 19 72 I 8 B 75 Ls.0 J+,7ienslons are In Inched and welght In lbs. Do not use for construction purposes.) •� .1?S' FEET 240 --- -- _ _ �- 22C� NPH R - MODEL HSC .-SIZE 3/a =- 2 HP GO 200 RPM 3500 180 en' i HS 15 1' HS r l 120: HS QT TO CONVERT FEET `00 OF WATER TOTSI — DIVIDE FEET BY 2.31 t30 20 �- !30 40 I ' 0 0 10 20 i 1 30 40 50 80 1:' 76 GPM 1' 2 4 I 1 1I Ii . i 1 6 8 -0 12 14 16 m3/hr CAPACITY 4, YVATCp Tp0HNOLOPl4> onciUP N"KM.014A 6116CIFICATIOkS ARE SUBJECT TO CHANGE WITNOlf 6NOTICE. PRINTED IN U,S.A F 20 , i , e } _ 'i Sri ; - . Y T J r J .• 3 +, g __ - ',Yr s..:,d �s' ':�.w�3 {� ss- .:1��,.M.r�-=+�"�•i _ :;-,'+<:a ..���?Y�-;r 7 ;S�- �[. _ „Y>.. .�!. *�, 'sss� �3 �x�.-�', �` �+"r+•` �v.�.�r, .,.�� +,-y...' �„a'-,3='��y_�J „Y-`'� a ,`"` \ �,•. ,` =:� '^ y a ._..y �•} .µr. -t .• y�fg• _ _,,.t>ys�;a, c �:� crrY �. ,_✓� .-,� y '� f€s "� z.. t1��. ��` �� ;cs- �-r � ..�:::_: <�': Itis: ? ;�. E�; .� . �•�i�. fkZ.yr. � ��� / ,� �"�� - cs x � _+ ,i7y=r s-• �'' :is':� _ �� : .+ , s a �. � s:C._ � ? 4' `�'7`<.• � 4 �::. 'fin -' f. .. .c �"�+ �e'r�Y : t3_ ,a .ice '"� � � 1', • ` _ - TMt � �' _ �-: � a� •qv�- � r � t ` r � � n �,,� - ,-F.�•-tis .�., �_ � � ��r. �w� � 3 ..,� '... .:.. i'� ,.L. � s � r _ � �� i moi• :` o 00 GALLON FILL BOTTOM TOP WATER WEIGHT TANK CAPACITY DIANiETEF HyIGHT OPENING FITTI"4 s F1 PING PART N0. BLACK AVAILABILITY s 305 46" j 49" 16+, 2,. 11/." x-0702 E, F, H, L i 550 67;.+�„ 16., -x0703 E, F, H, L t 1000 64" 79" 16" 2., 11,`„ 40892 E 1100 87 51 -6' _ 1 o1 E, F, H, L 1550 87"6=+, 16" 2" 11,2,+ 40627 E, F, H, L 2500 95" 89" 16., �,. 11/2" 40631 E,1, H, L 3000 95" 107+ 16'�„ 11/2" 40635 E, F, H, L 5000 141" 8"" 16" 7 40940 L s 5000 102" 152„ 15., „ 11/2 40641 E, F, H, L �nn1: Av ailability Key-- E=5hai+riee, OK ? Tooe:e, UT H=Washou-al, WA L=Hanford, Cts. ------_.,-�-.i,�,�..�.,....-,.u.-.Rr.---, .>-•—,-xi-r ,... .. �- _�_. .fir ��.!41s� I . _.., ,. ... .:. 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