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BRES2019-0266
78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Permit Type/Subtype: Application Number: Property Address: APN: Application Description Property Zoning: Application Valuation: T4tyl 4 �P Q9m& DESIGN & DEVELOPMENT DEPARTMENT BUILDING PERMIT BUILDING RESIDENTIAL/REMODEL BRES2019-0266 56455 JACK NICKLAUS BLV 762070020 WALDEN / INTERIOR REMODEL $10,000.00 Applicant: �y GREGORY WALDEN / D MODRICH TITLE TRUST yV' 56455 JACK NICKLAUS BLVD. LA QUINTA, CA 92253 AN 2 2 2910 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 70001 of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class: License No.: Date: Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State 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 the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State 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 svGthe applicant to a Civil penalty of not more than five hundred dollars ($500).: ( 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 Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or.s id not build or improve for the purpose of sale.), I, as owner of the property, am exclusively contracting with licensed Contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contrators' State License Law.). IrWarn exempt under Sec. . B.&P.C. for this reason Date: Z Ownert r" CONSTRUCTION LENDING AGENCY 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 (Sec. 3097, Civ. C.). Lender's Na Lender's 0 PARTMT VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 8/21/2019 Owner: GREGORY WALDEN / D MODRICH TITLE TRUST 56455 JACK NICKLAUS BLVD. LA QUINTA, CA 92253 Contractor: OWNER BUILDER Llc. No. WORKER'S 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 workers' 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 Policy Number:_ !� rtify 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 tp t e workers' compensation laws of California, and agree that, if I should become jecL to the workers' compensation provisions of Section 3700 gF e b Cc shall forthwith comply with those provisions. Date: Applicant: WARNING: FAILURE TO SECURE WOR 'COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOY 0 CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I 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 and state laws relating to building construction, and hereby authorize representatives of this city to enter on t ea mentioned proper f r inspection purposes. Date: ignature (Applicant or Agen , Date: 8/21/2019 Application Number: BRES2019-0266 Property Address: 56455 JACK NICKLAUS BLV APN: 762070020 Application Description: WALDEN / INTERIOR REMODEL Property Zoning: Application Valuation: $10,000.00 Applicant: GREGORY WALDEN / D MODRICH TITLE TRUST 56455 JACK NICKLAUS BLVD. LA QUINTA, CA 92253 Owner: GREGORY WALDEN / D MODRICH TITLE TRUST 56455 JACK NICKLAUS BLVD. LA QUINTA, CA 92253 Contractor: OWNER BUILDER Llc. No.: Detail: INTERIOR RENOVATION PER APPROVED PLAN SET / OFFICE CONVERSION TO N.EW BEDROOM AND CLOSET. INSTALLATION OF RECESSED LIGHTING AND SWICHES. DEMO OF WET BAR IN GREAT ROOM. KITCHEN REMODEL OF ISLAND COUNTER AND NEW CABINETRY. RELOCATION OF CLOSET AND BATHROOM REMODEL IN MASTER BEDROOM. ADDITION OF NEW BATHROOM OFF COURTYARD HALLWAY. PLUMBING AND FIRE/CARBON ALARMS INSIDE AND OUTSIDE SLEEPING AREAS TO BE FIELD VERIFIED BY INPSECTOR. PER 2016 CALIFORNIA BUIDLING CODES. bbAJ bt$14/5 rtt I1U1-UUUU-ZWUb U j1.UU Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 DESCRIPTION ACCOUNT CITY AMOUNT RESIDENTIAL, EA ADDITION 1,000SF 101-0000-42403 0 $27.22 DESCRIPTION ACCOUNT CITY AMOUNT RESIDENTIAL, EA ADDITION 1,000SF, PC 101-0000-42600 0 $11.20 DESCRIPTION ACCOUNT CITY AMOUNT RESIDENTIAL, FIRST 1,000SF 101-0000-42403 0 $160.10 DESCRIPTION ACCOUNT CITY AMOUNT RESIDENTIAL, FIRST 1,000SF, PC 101-0000-42600 0 $52.83 Total Paid for ELECTRICAL - NEW CONSTRUCTION: $251.35 DESCRIPTION ACCOUNT CITY AMOUNT EXHAUST HOOD 101-0000-42402 0 $13.34 DESCRIPTION ACCOUNT CITY AMOUNT EXHAUST HOOD PC 101-0000-42600 0 $5.34 DESCRIPTION ACCOUNT CITY AMOUNT VENT FAN 101-0000-42402 0 $26.68 DESCRIPTION ACCOUNT CITY AMOUNT VENT FAN PC 101-0000-42600 0 $10.68 Total Paid for MECHANICAL: $56.04 DESCRIPTION ACCOUNT CITY AMOUNT PARTITION 101-0000-42400 0 $80.05 DESCRIPTION ACCOUNT CITY AMOUNT PARTITION PC 101-0000-42600 a $147.29 Total Paid for PARTITION: $227.34 DESCRIPTION ACCOUNT CITY AMOUNT PLAN CHECK DEPOSIT - ADDITION/REMODEL 101-0000-42600 1 $125.00 Total Paid for PLAN CHECK DEPOSIT - ADDITION/REMODEL: $125.00 DESCRIPTION ACCOUNT CITY AMOUNT 101-0000-42600 ($13.34) DESCRIPTION ACCOUNT CITY AMOUNT 101-0000-42600 ($13.34) DESCRIPTION ACCOUNT CITY AMOUNT 101-0000-42600 ($4.94) DESCRIPTION ACCOUNT CITY AMOUNT 101-0000-42600 ($93.38) DESCRIPTION ACCOUNT CITY AMOUNT FIXTURE/TRAP 101-0000-42401 0 $93.38 DESCRIPTION ACCOUNT I CITY AMOUNT FIXTURE/TRAP PC 101-0000-42600 0 r 'a $88.44 DESCRIPTION ACCOUNT CITY AMOUNT FIXTURE/TRAP PC 101-0000-42600 0 $4.94 DESCRIPTION ACCOUNT CITY AMOUNT WATER SYSTEM INST/ALT/REP 101-0000-42401 0 $13.34 DESCRIPTION ACCOUNT CITY AMOUNT WATER SYSTEM INST/ALT/REP PC 101-0000-42600 0 $13.34 Total Paid for PLUMBING FEES: $88.44 DESCRIPTION ACCOUNT CITY AMOUNT RECORDS MANAGEMENT FEE - MAJOR 101-0000-42416 0 $21.00 Total Paid for RECORDS MANAGEMENT FEE - MAJOR: $21.00 DESCRIPTION ACCOUNT CITY AMOUNT SMI - RESIDENTIAL 101-0000-20308 0 $1.30 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $1.30 DESCRIPTION ACCOUNT CITY AMOUNT TECHNOLOGY ENHANCEMENT FEE 502-0000-43611 0 $5.00 Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 Taf 4 4 QKWOJ P.O. Box 1504 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT PROPERTY OWNER'S PACKAGE (760)777-7012 FAX (760) 777-7011 Disclosures & Forms for Owner -Builders Applying for Construction Permits IMPORTANT! NOTICE TO PROPERTY OWNER Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified at SCv95S SAUt- IJlt1«t4.; $,-3 i Lek- qj� j --) I;A [A_. We are providing you with an Owner -Builder Acknowledgment and Information Verification'Form to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your name as the Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision, signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice unless you, the property owner, obtain the prior approval of the permitting authority. OWNER'S ACKNOWLEDGMENT AND VERIFICATION OF INFORMATION DIRECTIONS: Read and initial each statement below to signify you understand or verify this information. C-L)1. I understand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner -Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Gy' . I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed Contractor to assume this responsibility. �'— J 3. I understand as an "Owner -Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead of my own. CIJ 4. I understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. L � 15. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. ( / 6. I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. I understand under California Contractors' State License Law, an Owner -Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building Contractor. _C./_ 8. I understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) that result from any latent construction defects in the workmanship or materials. c ti 9. I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1- 800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. (. �V . I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: L� 0- CAL) I 11. I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner -Builders as well as employers. t12. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractors, you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing the permit. Note: A copy of the property owner's driver's license, form notarization, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature. Signature of property owner _ � _ Date: a _ Note: The following Authorization Form is required to be completed by the property owner only when designating an agent of the property owner to apply for a construction permit for the Owner -Builder. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or Description of Work): __ ITI%71Z2.. t OVZ- RC-d-tO)iEt.. Project Location or Address:P•���-\�1�� w)�S LJ D , t- V Name of Authorized Agent: '4= LC.-"c-L'4- Tel No 760 Address of Authorized Agent: J)Z A oaryG S� , C 010 a:z ) A1 I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Note: A copy of the owner's driver's license, form notarization, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature. Property Owner's Signature: Date: �LAyf ta Qw�fra (Al [FORMA ----- Project Address: _5� 4,5S 5AC V,- O t clt,-4Jj' APN #: Applicant Name: 61,2CG[�,t7 Address: City, ST, Zip: t,A-v1 writ Telephone: Email: - Contractor Name: Address: City, St, Zip Telephone: Email: State Lic: YJDU{L%f:-F�_ City Bus Lic: Property Owner's Name: C-, Address: SA)I-j_ Al 2, City, ST, Zip Telephone: Email: MIT 4�c�I=JZCj1�' ^(�Z poject Description: l3p�lA T1c)r-I 5kkA� pio6k•, CdrJ`f 01 L_cz Valuation of Project $ 1D d ()p New SFD Construction: Conditioned Space C7 SF Garage Q SF Patio/Porch D SF Fire Sprinklers U SF LDf+cp, New Commercial / Tenant Improvements: 0-, Total Building SF Construction Type: Occupancy: 78495 CALLE TAMPICO LA QUINTA, CA 92253 760-777-7000 FNTG Builder Services RECORDING REQUESTED BY: FNTG Builder Services - Riverside Escrow No.: 00107485-022-RB Title No.: 00107485-022-RB-LD1 WHEN RECORDED MAIL DOCUMENT AND TAX STATEMENT TO: Gregory Walden 27702 Crown Valley Parkway Ste. D4-328 Ladera Ranch, Ca 92694 APN: 762-070-020-4 DOC # 2019-0198314 06/03/2019 04:24 PM Fees: $20.00 Page 1 of 3 Recorded in Official Records County of Riverside Peter Aldana Assessor -County Clerk -Recorder "'This document was electronically submitted to the County of Riverside for recording— Receipted by: MARY #420 SPACE ABOVE THIS LINE FOR RECORDER'S USE GRANT DEED THE UNDERSIGNED GRANTOR(s) DECLARE(s) DOCUMENTARY TRANSFER TAX is $ _ S16 2-, CO CITY TAX $_0.00 ❑ computed on full value of interest or property conveyed, or computed on full value of items or encumbrances remaining at time of sale, ❑ Unincorporated area 0 City of La Quints FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Dennis Modrich, Trustee of the Dennis Modrich Living Trust dated August 6, 2001 hereby GRANT(s) to Gregory Walden, as Trustee of the D Modrich Title Trust dated 4/15/2019 the following real property in the County of Riverside, State of California: Legal Description attached hereto and made a part hereof as Exhibit "A" Commonly known as: 56455 Jack Nicklaus Boulevard La Quinta, CA 92253 Document Date: A rii� 9 GRANTOR Dennis Modrich Living Trust dated August 6, 2001 BvJ d IA Dennis M-odricW. Tru and W _ C= Q Z Q U-1 N CY .— s LLJ d o � W a 2-1 c� Ln w G Grant Deed Last Saved: 5/1/2019 12:56 PM by MV5 GRANTDEE (DSI Rev. 07/26/18) Page 1 Escrow No.: 00107485-022-RB DOC #2019-0198314 Page 2 cf 3 A notary public or other officer completing this certificate verifies only the identity of the individual who signed the , document to which this certificate is attached, and not the j truthfulness accuracy, or validity of that document. J State of California ---) SS: County of 11 ) On`j,L C before me, YC J 1�� a Notary Public, personally appeared Dennis Modrich IM Y who proved to me on the basis of satisfactory eviden o be the person(V whose name( is/are subscribed to the wit instrument and nowledged to me tha ht � shelthey executed the same i h' herttheir authorized capacity y s), and that b hi her/their signature,), on the instrument the person), or the entity upon behalf of which the person acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. Signature RMMgA��.. ------------- DENISE GUIZAR e1My Notary Public - California Riverside County Commisson M 2267279 (Seal) Comm. Expires Nov 17. 2022 Grant Deed Last Saved: 5/1/2019 12:56 PM by MV5 GRANTDEE (DSI Rev. 07/26/18) Page 2 Escrow No.: 00107485-022-RB DOC #2019-0198314 Page 3 of 3 EXHIBIT A LEGAL DESCRIPTION THE LAND REFERRED TO HEREIN BELOW IS SITUATED IN THE CITY OF LA QUINTA, IN THE COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS: PARCEL 1: LOT 19 OF TRACT 28340-1, IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS PER MAP FILED IN BOOK 259, PAGES 44 TO 47 OF MAPS, RECORDS OF SAID COUNTY; PARCEL 2: NON-EXCLUSIVE EASEMENTS AND RIGHTS FOR ACCESS, INGRESS, EGRESS, ENFORCEMENT AND OTHER PURPOSES AS SET FORTH IN THE DECLARATION OF COVENANTS, CONDITIONS AND RESTRICTIONS, PGA WEST 11 RESIDENTIAL PROJECT, RECORDED ON AUGUST 3, 1990, AS INSTRUMENT NO. 288874 OF THE OFFICIAL RECORDS OF SAID COUNTY (THE "DECLARATION"), AND THE SUPPLEMENTARY DECLARATION OF COVENANTS, CONDITIONS AND RESTRICTIONS BY WHICH THE LOT DESCRIBED IN PARCEL 1 ABOVE WAS ANNEXED THERETO (THE "SUPPLEMENTARY DECLARATION") WHICH INCLUDE, BUT ARE NOT LIMITED TO, EASEMENTS FOR INGRESS AND EGRESS OVER STREET IMPROVEMENTS, AS SUCH EASEMENTS ARE MORE PARTICULARLY DESCRIBED IN THE SUPPLEMENTARY DECLARATION. PARCEL 3: NON-EXCLUSIVE EASEMENTS AND RIGHTS FOR ACCESS, INGRESS AND EGRESS AND OTHER PURPOSES AS SET FORTH IN THE MASTER DECLARATION OF COVENANTS, CONDITIONS AND RESTRICTIONS FOR PGA WEST RIVERSIDE COUNTY, CALIFORNIA RECORDED ON JANUARY 22, 1986, AS INSTRUMENT NO. 15569, OF THE OFFICIAL RECORDS OF SAID COUNTY (THE "MASTER DECLARATION"). EXCEPTING THEREFROM: ALL OIL, MINERALS, NATURAL GAS, AND OTHER HYDROCARBONS BY WHATSOEVER NAME KNOW, GEOTHERMAL RESOURCES, METALLIFEROUS OR OTHER ORES, AND ALL PRODUCTS DERIVED FROM ANY OF THE FOREGOING, THAT MAY BE WITHIN OR UNDER PARCEL 1, AND ALL RIGHTS ASSOCIATED WITH THE FOREGOING, TOGETHER WITH THE PERPETUAL RIGHT OF DRILLING, MINING, EXPLORING AND OPERATING THEREFOR AND STORING IN AND REMOVING THE SAME FROM SAID LAND OR ANY OTHER LAND, INCLUDING THE RIGHT TO WHIPSTOCK OR DIRECTIONALLY DRILL AND MINE FROM LANDS OTHER THAN PARCEL 1, OIL OR GAS WELLS, TUNNELS AND SHAFTS INTO, THROUGH OR ACROSS THE SUBSURFACE OF PARCEL 1 AND TO BOTTOM SUCH WHIPSTOCKED OR DIRECTIONALLY DRILLED WELLS, TUNNELS AND SHAFTS UNDER AND BENEATH OR BEYOND THE EXTERIOR LIMITS THEREOF, AND TO REDRILL. RETUNNEL, EQUIP, MAINTAIN, REPAIR, DEEPEN AND OPERATE ANY SUCH WELLS OR MINES WITHOUT, HOWEVER, THE RIGHT TO DRILL, MINE, STORE, EXPLORE AND OPERATE THROUGH THE SURFACE OR THE UPPER FIVE HUNDRED (500) FEET OF THE SUBSURFACE OF PARCEL 1. Grant Deed Last Saved: 5/1/2019 12:56 PM by MV5 GRANTDEE (DSI Rev. 07/26/18) Page 3 Escrow No.: 00107485-022-RB Sca q&S, TA-w- f'�kcv-(- '03 -3kvp. CITY OF LA QUINTA SUB -CONTRACTOR LIST JOB ADDRESS tAeESZof 4 — 4)2(oG PERMIT NUMBER it — o1A4,OWNER L��Q�1++1� _ a BUILDER This form form shall be gosted on the job with the Building Inspection Card at all times in .a conspicuous place. Only persons appearing on this list or their employees are authorized to work on this job. Any changes to this list must be approved by the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the voidance of hi idrlinre normit Fnr onr-h annlirrahlp trarlp all infnrmatinn rpni ipctpri hpin%A/ mwzt ha rmmn!ptpri by annlir-ant "(fin FiIP" is not an accPntable resnonse. Trade 1• Classificatian. Co:n.tr.actor. State Contractor's License. J Workers Compensation Insur..ance CityOusiness:.lieense Company Name Classification (e.g. A, B, C-8) License Number (xxxxxx) Exp. Date (xx/),x/xx) Carrier Name (e.g. State Fund, CalComp) Policy Number (Format Varies) Exp. Date (xx/xx/xx) License Number (xxxx) Exp. Date (xx/xx/xx) EARTHWORK tC=12) CONCRETE (C-.8) FRAMING (C-5). % (--YIbO-GJC-\A 9F-376 30 I( �CJ�s-�rFvh/hrttc i'JSC0, CS SO 4411 STAVC-T. STEEL (C.1Z.41 MASONRY (C.29:1 PLFfMB)NG (C-36.) S S— �(�at_C�►clA 057 � j Z % cam. a-- . CC9 D LATH', PLASTER (:C-35:) DRYWALL (0=9)_ J05,E L \/P1L 1-sCl/} \,3 2 630 C\ 20 �c�'cl��I�1�lC (NS Ca C.S Sri Ql` Co 2! HVAC (C-20) _.-...-......_.. c�SC ©p`30 6,{ ELECTRICAL (C 701 a$ C a C F 56% 6 `T ` l 6 i ROOFING` (C-3:9): SHEET METAL (C:-43) FLOORING (C-15.). I LC-C-k f°'} (� �'�� () Il 30110 , (,( c1 . 4 GLAZING(C-17) INSLILATIO.N (C-Z) SEWAGE-DISP. (C-42) PAINTING (C-33) CERAMIC TILE (C-54) CABINETS (C-6) FENCING (.C-13) LANDSCAPING (.0 27) POOL (C-53) ICC-ES Evaluation Report ESR-2089 Reissued September 2014 This report is subject to renewal September 2016. Www.icc-es.oE9 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 05 00 00—METALS Section: 05 40 00—Cold Formed Metal Framing DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 12 19—Shear Wall Panels REPORT HOLDER: MiTek USA, Inc. 1732 PALMA DRIVE, SUITE 200 VENTURA, CALIFORNIA 93003 (805) 477-0793 www.hardyframe.com dlocra(a)m ii.com EVALUATION SUBJECT: Hardy Frame PANEL, Hardy Frame BRACE FRAME, Hardy Frame POST, Hardy Frame' BEARING PLATE, AND Hardy Frame SADDLE 1.0 EVALUATION SCOPE Compliance with the following codes: * ■ 2012, 2009, 2006 arW-2003 International Building Code® (IBC) �r N 2012, 2009, 200"nd-4W3 International Residential Code (IRC) Property evaluated: Structural 2.0 USES Hardy Frame Panel, Hardy Frame Brace Frame, Hardy Frame® Post, Hardy Frame Bearing Plate, and Hardy Frame Saddle are steel components intended to resist vertical (gravity) loads and horizontal in -plane or out -of - plane wind or earthquake loads in wood -framed or cold - formed steel light -framed construction. The panels, frames and components are an alternative type of construction to conventional wood frame and cold -formed steel frame construction, permitted in Chapters 22 and 23 of the IBC and Chapter 6 of the IRC. Installations include concrete or masonry foundations, raised or upger wood floors, and portal frames. The Hardy Frame Panels and Brace Frames may be used under the IRC when either an engineered design is provided in accordance with Section R301.1.3 of the IRC of irrstallai+er}eompd+e-w+tJis#ra 4.3 of this4epert- 3.0 DESCRIPTION 3.1 Hardy Frame® Panel and Hardy Framee Brace Frame: 3.1.1 General: The Hardy Frame" Panel and Hardy Frame® Brace Frame are prefabricated vertical and lateral force -resisting products for use in wood and cold -formed steel light -frame construction. Both product types are designed to resist in -plane and out -of -plane lateral wind or earthquake loading while supporting vertical gravity loads. The Hardy Frame Panel is a one-piece, cold -formed steel (c-fs), C-shaped panel that is enclosed at the top and bottom with c-fs channels as described in the approved quality documentation. The Hardy Frame® Panel in Balloon Wall applications consists of two Panels that are stacked in a continuous one piece, shop -welded assembly at the top to bottom channel interface. The Hardy Frame Brace Frame is a rectangular c-fs frame with a single diagonal member and c-fs vertical studs spaced at 16 inches (406 mm) on center as described in the quality documentation. 3.1.2 Hardy Frame"' Panel and Brace Frame HFX and HFX/S Series: The Hardy Frame' HFX series is intended for single or multi -story wood frame construction with net heights that are equal to standard wood stud height, except for the 9 inch (229 mm) Panel width, which is 11/2 inch (38 mm) greater than a standard wood stud height. The HFX series may be installed over concrete, or masonry foundations, raised wood floors, wood, or steel beams, and may be stacked up to two stories when the lower story is placed on a rigid base, such as a concrete foundation. The 9 inch (229 mm) Panel widths and Panels in Balloon Wall applications are limited to installation over concrete foundations, masonry foundations or steel beams. The HFX/S series is intended for use in c-fs framing with net heights that corresponds to standard steel stud heights. HFX/S installations are provided for first floor conditions only over a rigid base, such as a concrete foundation. Model numbers, dimen . s, and struct I design information for both series e p ovided in Ta 1.OA through 3.0, and Figure rovides pro t illustrations. w 3.2 Hardy Frame Post a 3.2.1 General: The Hardy Frame�t is �fa� d for use in wood or c-fs frame buildin a Hardy Post is a 3112-inch-by-3114-inch (89 b 82 A=) c- t 4° e that is enclosed at the top and botttrith cl uls as described in the quality documen a a , and is desig!Md to resist and transfer both axial to nd compresaien loads. term r * Deleted by the City of Los Angeles ICC-ES Evaluation 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 reconnnendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2014 Page 1 of 46 V51 ESR-2089 I Most Widely Accepted and Trusted Page 2 of 46 3.2.2 Hardy Frame° Post HFP Series and Hardy Frame°" Post HFPIS Series: The Hardy Framee Post HFP series is intended for wood -framed construction with net heights that corresponds to standard wood stud heights. The Hardy Frame` Post HFP/S series is intended for use with c-fs framing with net heights that correspond to standard c-fs stud heights. Model numbers, dimensions, and structural design information for the HFP and HFP/S series are provided in Table 4.1, while Figure 1 provides product illustrations. 3.3 Hardy Frame° Bearing Plate: The Hardy Frame® Bearing Plate is a flat steel plate that is designed and constructed to increase the bearing area in contact with wood surfaces. The bearing plate may be used above or below Hardy Frame® Panels. The bearing plates are 31/2 inches (89 mm) wide and 18, 21, 24, 27 or 30 inches (457, 533, 610, 686 or 762 mm) long, with slots and holes for fasteners. Model numbers and illustrations for the bearing plate are provided in Figure 1. 3.4 Screws: 3.4.1 Wood Screws: Wood screws are for wood -to -wood or steel -to -wood connections. Uses are with the Hardy Frame® Panel, Brace Frame, Bearing Plate or Saddle as indicated in this report. Screws must be USP WS Series (ESR-2761) or equivalent. Screw dimensions, design, and installation requirements must be as indicated in Table 1.OA of this report. 3.4.2 Self -drilling Tapping Screws: The screws used for connecting the Hardy Framee panels and brace frames to c-fs collector elements must have a minimum tensile strength (Pt.,) value of 4,000 pounds (17 792 N) and minimum shear strength (Pss) of 2,000 pounds (8896 N) when tested in accordance with AISI S904 for the 2012 and 2009 1 codes (AISI TS-4 for the 2006 and-2-0g3 I codes), and must comply with the ICC-ES Acceptance Criteria for Self -drilling Tapping Screws Fasteners (AC118) as evidenced by a current ICC-ES evaluation report. See Table 1.OB for reference to metal screws. 3.5 Hardy Frame° Bolt Brace: The Hardy Frame® Bolt Brace is a c-fs strap that installs at the embed end of Panel hold-down anchors to prevent independent rod sway during the concrete pour. Bolt Braces are provided with the same hold-down centerline spacing as the corresponding Panel with which they are installed. 3.6 Hardy Frame° Saddle: The Hardy Framee Saddle is a splice connector designed and constructed to transfer only axial compression and tension loads. Applications for the saddle include, but are not limited to, wood top plates, engineered floor and roof truss members, headers, beams, studs, and posts. Hardy Framee Saddles consist of a one-piece c-fs channel with a 3.71-inch-wide (94 mm) web, and 11/2- and 3-inch-wide (38 and 76 mm) flanges. The saddles are available in lengths of 24 inches and 36 inches (610 mm and 914 mm), with additional details as described in the quality documentation. Slots are provided in the web of the Hardy Frame® Saddle to allow for field separation into two L-shapes that may be used for splicing members wider than 31/2 inches (88.9 mm), or whenever separation may be desirable. Sizes and structural design information for the Saddle are provided in Tables 5.1 and 5.2 of this report. Figure 1 and Figure 2 provide product illustrations. 3.7 Materials: 3.7.1 Hardy F7arne.' Panels, Brace Frames, and Posts: All Hardy France`' Panels, Brace Frames, and Posts are formed from 97-mil-thick (2.5 mm) (No. 12 gage) carbon steel complying with either ASTM A653, Designation SS, Grade 50, or ASTM A1003, Designation SS, Grade 50, steel with a minimum G60 galvanized coating designation. 3.7.2 Steel Base Plates: All flat steel plates used in the Hardy Frame Panels, Brace Frames, and Posts are 3/4-inch-thick (19 mm) carbon steel complying with ASTM A36. 3.7.3 Panel Stiffeners: All side stiffeners used on Hardy Frame Panels are minimum 0.2242-inch-thick (5.7 mm) [No. 4 gage] carbon steel complying with ASTM A36. 3.7.4 Hold-down Anchors and Rods: High Strength or Standard Hold-down anchors must be used. For use with the tables of this report, the High Strength hold-down anchors must comply with ASTM F1554, Grade 105; or ASTM A193, Grade 137; or ASTM A354, Grade BD. Standard hold-down anchors must comply with ASTM F1554, Grade 36 may be used as indicated in the design tables of this report. For Braced Wall panel substitutions ASTM F1554 Grade 36 hold-down anchors may be used without substantiating calculations. Machine nuts connecting the base of the Panel or Brace Frame must be heavy hex type and comply with ASTM Al94 Grade 2H. Coupling nuts must comply with the proof stresses and engagement lengths in ASTM A194 and IFI 128. The hardened circular washers used to connect the base of Panel or Brace Frame must comply with ASTM F436. Plate washers used at the embedded end of the High Strength anchor bolts must comply with ASTM A36 or better and are to be double -nutted. The washer sizes must comply with the 14th edition of AISC Steel Construction Manual, Part 14, Table 14-2. 3.7.5 Hardy Frame® Bolt Brace: The Hardy Framee Bolt Brace is formed from 37-mil-thick (2.5 mm) No. 12 gage carbon steel complying with ASTM A653 (or ASTM A1003), Designation SS, Grade 50 Steel with a minimum G60 galvanized coating designation. 3.7.6 Non -shrink Grout: Required for double -nut installations, non -shrink grout must comply with ASTM C1007-5 and have a minimum specified compressive strength of 5,000 psi (34.4 MPa) at 28 days. The grout must be prepared in accordance with the manufacturer's instructions. Figure 2 provides illustrations of grout placement. 3.7.7 Hardy Frame® Bearing Plate: The Hardy Frame" Bearing Plate is a 3/4-inch-thick (19 mm), hot -rolled, flat steel plate complying with ASTM A36. 3.7.8 Hardy Frame Saddle: Saddles are formed from 68-mil-thick (No. 14 gage) (1.73 mm) carbon steel complying with either ASTM A653, Designation SS, Grade 50, or ASTM A1003, Designation SS, Grade 50, steel, with a minimum G60 galvanized coating designation. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: The allowable values described in this report for Hardy Frame® Panels and Brace Frames are reported at Allowable Stress Design (ASD) level and do not include a one-third stress increase for short-term loading. The allowable in -plane lateral shear applied axial compression, and corresponding lateral drift and uplift values for both wind and seismic loads are presented in Tables 1.1A to 2.1A of this report. Structural capacities and drift values shown in these tables include evaluation of bearing stresses on the supporting base materials for the conditions described in the tables of this report and do not I-:L.. € I __ Ad.--IP ESR-2089 I Most Widely Accepted and Trusted Page 3 of 46 require further evaluation by the building design professional. The allowable out -of plane loads are presented in Table 3.0 of this Report. For balloon wall applications, out -of plane loads must be resisted by separate wall elements that are designed and detailed by the building design professional. Allowable lateral shear and drift values for Panels and Brace Frames of the same configuration, but different heights, listed in the design tables of this report can be determined by linear interpolation between the corresponding values of the lower and higher wall heights of the same axial load, and between the corresponding values of the lower and higher axial load of the same Panel or Brace Frame configuration and size. For allowable axial loads less than 1,000 pounds (4450 N), interpolation is not permitted. Hardy Frame° Panels or Brace Frames may be used within the seismic force -resisting system for structures assigned to Seismic Design Categories A, B, C, D, E, or F. The system seismic performance coefficients and factors for the IBC are permitted to be R <_ 6.5, Do > 3.0, and Cd >_ 4.0. Second order (P-delta) effects on Panel and Brace Frame boundary elements for vertical loads greater than those shown in the applicable tables shown in this report must be analyzed by the building design professional. Combinations of systems intended to resist seismic forces from the same direction shall comply with Section 12.2.3 of ASCEISEI 7. Where Hardy Frame® Panels or Brace Frames are installed in structures with flexible diaphragms in accordance with Section 12.3.1 of ASCE/SEI 7, the Q0 may be reduced from 3.0 as set forth in Footnote g, of Table 12.2-1 of ASCE/SEI 7. Hardy Frame° Panels or Brace Frames installed in detached one- and two-story family dwellings in Seismic Design Categories A, B, C, or installed where mapped short -period spectral response acceleration (Ss) is less than 0.4g in accordance with IBC Section 1613.1 exception 1, may be designed using allowable table values corresponding to wind. The building height is limited to a maximum of 65 feet (19.8 m) for structures located in Seismic Design Categories D, E, or F, or as limited in Table 503 of the IBC, whichever is more restrictive. Hardy Frame° Panels and Brace Frames may be stacked up to two stories as described in Section 3.1.2 of this report. The cumulative in -plane lateral shear loads and overturning moments must be considered as per the sample calculation in Figure 6, Example 2 of this report. When Hardy Framee Panels or Brace Frames are installed on wood or steel beams, the tabulated design values in Table 1.3A must be used and the building design professional must consider the additional drift due to beam deflection within the width of panel or brace frame. Where Hardy Framee Panels or Brace Frames of the same height, but different widths, are placed in the same wall line, the applied lateral shear loads must be proportioned based on relative lateral stiffness (see Figure 6. Example 1 of this Report). The lateral stiffness of Hardy Frame® Panels and Brace Frames must be calculated by dividing the tabulated allowable in -plane shear by the tabulated drift at this value. Wf}ere-..P Is--er•-BE-ace Fca-afie�eried---irNh��,e--;rall--++�ae-vwii�-�the� types--of-4ateral-force-fe&iE4ing--&yrAems, affpke"twal s14ew4eadr,mest-b"p"art+o l-based- let+ye4ateral stim^ees ;f the resis'i^^ elepaen . Combination with other lateral force -resisting systems of unknown stiffness is prohibited. Calculations proportioning design lateral loads, based on the known stiffness, must be prepared by a building design professional and submitted to the code official for approval. Panels and Brace Frames may be installed edge -to -edge, and with justification of anchorage, they may be installed back-to-back. Edge -to -edge installations may include different size products, in which case the design lateral loads must be proportioned based on relative stiffness. When two or more identical Panels or Brace Frames of the same stiffness are used in an edge - to -edge installation, the allowable design value of the system is equal to the sum of the corresponding allowable design values for each individual Panel or Brace Frame. Development of a continuous load path, including collector and foundation design must be the responsibility of the building design professional. Illustrative framing details are included as guidance for wood -framed construction in Figure 2, and for c-fs-framed construction in Figure 3. The building design professional must prepare details to accommodate a specific job situation, in accordance with the applicable code and the requirements of this report, subject to the approval of the code official. 4.1.2 Hardy Frame® Panels or Brace Frames on Foundations: For ASD in -plane lateral shear values of Hardy Frame Panels or Brace Frames on concrete or masonry foundations and on washers over nuts, Tables 1.1A and 2.1A apply. Where wood elements such as a wood sill are within the load path, the analysis must consider effects of the wood element strength and deformation on the overall system capacity, which may require modification of the tabulated values. For Hardy Fra►ne`�' Panels on foundation the Tension (uplift) load in the hold-down anchor may be calculated using equations provided in Figure 5 of this report. For Hardy Frame Brace Frames the Tension (uplift) load in the hold-down anchor may be determined as set forth in the footnote in the design tables. Information on anchorage to foundations is found in Sections 4.1.5 and 4.1.6 of this report. 4.1.3 Hardy Frame° Panels or Brace Frames on Raised and Upper Floors: For ASD in -plane lateral shear values of Hardy Framee Panels or Brace Frames on raised or upper floors in wood -framed construction, Tables 1.2A and 1.3A apply. For Hardy Frame Panels and Brace Frames the Tension (uplift) load in the hold-down anchor must be calculated in accordance with the desion tables. For these tables to be used, a Hardy Frame Bearing Plate must be installed beneath the panels where indicated in the table footnotes. The system consisting of the Panel or Brace Frame, raised floor, wood floor, lower panel or brace frame and foundation must be analyzed and detailed to provide a complete, continuous load path capable of transferring loads from the point of origin to the load - resisting elements. This task is the responsibility of the building design professional and must be performed to the satisfaction of the code official. Anchor bolts connecting the Panel or Brace Frame to the supporting structure must be limited to resisting tension loads only. Compression and lateral shear loads must be resisted by other load -resisting elements as determined by design. 4.1.4 Screw Fastenings: Tabulated wood screw quantities in Table 1.OA for resisting the allowable in -plane wind and seismic loads utilize a load duration factor, Co, of 1.6 for wood framed construction in accordance with the ANSI/AF&PA NDS. Screw connections in Hardy Frame® Panels may be used to resist ASD tension (uplift) forces resulting from wind. In wood -framed construction, the ASD withdrawal, IN, may be computed using the values in ESR••2761 for the USP Series, or the building design professional may compute withdrawal values in accordance with the ANSI/AF&PA NDS for other screw types. * nalafar,1 hw fha (ifv ref I no Aneichino ESR-2089 I Most Widely Accepted and Trusted Page 4 of 46 In c-fs-framed construction, Table 1.013 provides tabulated screw quantities for resisting the allowable in - plane wind & seismic loads. The ASD tension, T, may be computed by Eq-1: T= 105 n (Ibf) Eq-1 or T = 465 n (N) where: n = number of screws. Eq-1 requires three exposed threads through 43-mil-thick (1.1 mm) (No. 18 gage) minimum base -steel thickness. The nominal screw diameter must be 114 inch (6.4 mm). The screw head diameter must be a minimum of 5/16 inch (7.94 mm), unless a washer measuring 5/16 inch (7.94 mm) in diameter by 0.05 inch (1.27 mm) thick is placed under the screw head. All of the screws must be uniformly spaced along the length of the channel. When the screws are subjected to combined shear and withdrawal loads, the building design professional must calculate the fastener capacity in accordance with Section 11.4.1 of the ANSI/AF&PA NDS for connections to wood, AISI S100 for connections to steel under the 2012 and 2009 IBC or IRC or NAS-01 for connections to steel under the 2006 car-2A03 IBC or-IRG. 4.1.5 Anchorage to Concrete: Anchorage to concrete for Hardy Frame° Panels or Brace Frames must be designed and installed to resist tension or shear loads, as applicable, in accordance with Sections 1905.1.9, 1905.10 and 1909 of the 2012 IBC, Sections 1908.1.9, 1908.1.10, and 1912 of the 2009 IBC, Sections 1908.1.16 and 1912 of the 2006 IBC of �est+BFr io�t3aeB03—IBG, as applicable. Foundation design must address requirements in Sect ions 4.1.1 and 4.1.2 of this report. The Hardy Frame`'' anchorage details in Figure 4 comply with the 2012, 2009, 2006 and 2003 IBC. For anchorage requirements, Figure 4 provides concrete anchorage dimensions and supplemental shear tie requirements. Figure 4: 1A-FDN provides anchorage call -outs for each Panel and Brace Frame. For anchorage details not addressed in Figure 4, the building design professional must design the hold-down anchorage to accommodate the specific condition and critical load demand in accordance with the provisions of the applicable code. Hardy Framee Panels and Brace Frames provide ductile attachments to anchorage complying with ACI 318 D.3.3. Shear tie design as shown in Figure 4 of this report is not required for installations on wood floors, interior foundation applications, or Braced Wall panel applications per IRC or section 2308.9.3 of the IBC. The building design professional is permitted to calculate and detail alternative anchorage solutions for specific conditions based on the IBC sections previously described in this section. 4.1.6 Anchorage to Masonry: Cast -in -place anchorage to masonry foundations or walls for Hardy Frame-- Panels or Brace Frames described in this report must be designed and detailed by a building design professional in accordance with Chapter 21 of the IBC. 4.1.7 Connection to Steel Supports: Connections to steel beams for Hardy Framee Panels or Brace Frames described in this report must be designed and detailed by a building design professional in accordance with Chapter 22 of the IBC. 4.1.8 Portal Frame System: Any Hardy Frame® Panel or Brace Frame may be used in a single, double, or multiple bay portal frame system. When two or more identical Panels or Brace Frames of the same size are used, the *`-...4-LA ASD allowable design load of the system is equal to the sum of the corresponding allowable design loads for each individual Panel or Brace Frame. When different size Panels and/or Brace Frames are used in the same line of a wall, the applied load must be proportionately distributed to each frame based on relative lateral stiffness. Section 4.1.1 provides more information on proportioning loads. The portal frame system must be designed and detailed by the building design professional in accordance with the applicable code. 4.1.9 ASD Hardy Framee Saddle Values: The ASD axial tension and compression values of the Saddle are described in Tables 5.1 and 5.2. 4.2 Braced Wall Panels: sntr,en .area u Panels are-requ+red-by-SestiGn-2. 0&-( #-thL-241-,-2089: 24]06--eF �` 2402•-1�3E� grad-Sectien-�[J�o#-;fie--2Q4�29^�.,Q--�^�-sF 2-0934RG, ttaey--aFe �,pefmitted4o-b�d-Gra-a--OA94a- one-ba&i&, �i4h-NaFW_4Y .�P®❑ai iels ei &Faee Rames. 4.3 Installation: 4.3.1 General: All Hardy Frame° Panels, Brace Frames, and Posts may be installed in one or multi -story structures of wood frame or c-fs frame with masonry or concrete foundations as described in Sections 3.1 and 3.2 of this report. Locations of all products must comply with this report and the plans and specifications approved by the code official. Supports for all Hardy Frameu Panels, Brace Frames, and Posts include but are not limited to concrete or masonry foundations, on washers over heavy hex nuts, on solid -sawn wood, engineered wood, open web wood floor trusses, or hot -rolled steel floor systems. Installation details shown in Figures 2 and 3 are intended to provide guidance for certain typical surrounding framing conditions. A building design professional must establish details and specifications, utilizing the Hardy Frame° products, in accordance with the applicable code and this report, subject to the code official's approval to accommodate specific conditions and critical load combinations specific to the particular structure. The nuts at the bolted base connections must be installed "snug tight" after the application of the dead load above the Panel or Brace Frame and before the structure is enclosed. The snug - tightened condition is the tightness that is attained with a few impacts of an impact wrench or the full effort of an installer using an ordinary spud wrench to bring the plies into firm contact. More than one cycle through the bolt pattern may be required to achieve the snug -tightened connection. 4.3.2 Holes in Hardy Frame Panels and Brace Frames: Hardy Frame" Panels and Brace Frames are fabricated with holes to allow electrical and mechanical component access. Panels also contain nominally 1/4-inch- diameter (6.4 mm) screw holes in the flanges. The 15-, 18-, 21- and 24-inch-wide (381, 457, 533 and 610 mm) Panels have two 3-inch-diameter (76 mm) holes in the face (web) that accept perpendicular penetrating items. A single 1-inch-diameter (25 mm) hole may be field -installed by others in the upper half of the Panel, provided it is located 4 inches (102 mm) minimum from any edge and, for the 15-, 18-, 21-, and 24-inch (381, 457, 533 and 610 mm) Panel widths, 1 inch (25.4 mm) minimum above or below, but not to the side of, the existing 3-inch-diameter (76 mm) hole. 4.3.3 Installation in Wood -Framed Construction: The tables for Hardy Framee HFX Series describe products with net heights that are intended for portal frame installations, installation on concrete with a 2x wood filler ESR-2089 I Most Widely Accepted and Trusted 5 of 46 above and installation on concrete without requiring a 2x filler above. The shear transfer at the top of the Panel must be accomplished by connecting to a collector with minimum 3-inch-long (76 mm) wood or lag screws to transfer the lateral load to the resisting element. Top connection fasteners include threaded fasteners, when substantiated by design and details, which are subject to the approval of the code official. Height differences between the Panel or Brace Frame and the collector may be resolved by specifying custom heights or by utilizing solid filler pieces above the Panel or Brace Frame. When using a wood filler piece that has a net 1'/2-inch (38 mm) height above the Hardy Frame Panel or Brace Frame, the filler piece must be connected with minimum 4'12-inch-long (114 mm) wood screws. The number of screws must be determined for the critical load demand. Larger filler pieces may be used to make up a greater height difference provided all shear transfers, reactions, in -plane drifts and out -of -plane stability due to in -plane and out -of -plane loafing are adeqLFatMy accounted for by the building design professional. A minimum of four nominally 1/4-inch- diameter (6.4 mm) holes are provided at Panel edges to facilitate the attachment of "king" studs, when required. 4.3.4 Installation in Cold -formed Steel -Framed Construction: Tables for Hardy Frame° HFX/S Series products provide ASD values for the ?roducts built to c-fs stud heights from 965/8 inches to 156 /e inches (2454 mm to 3987 mm). The shear transfer at the top of the Panel must be accomplished by connections to a collector for the transfer of lateral load to the resisting element. The collector must be minimum 43-mil-thick (1.1 mm) (No. 18 gage) c-fs, and fasteners are required to be 'I., -inch - diameter (6.4 mm) self -drilling tapping screws described in an ICC-ES evaluation report issued in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (AC 118). Filler pieces may be used to make up height differences between the Hardy Frame® Panel or Brace Frame and the collector, provided all resulting shear transfers, reactions, in -plane drifts and out -of -plane stability due to in -plane and out -of -plane loading are adequately accounted for by the building design professional. Tabulated values for HFX/S-Series products are provided for installation on concrete or masonry foundations. For installation in cold -formed steel -framed construction on steel supports see Section 4.1.7 of this Report. 4.3.5 Installation on Concrete or Masonry Foundations: For installation on concrete or masonry foundations, the Panels, Brace Frames, or Posts must be attached at the base with nuts over washers to anchors that are embedded in the concrete or masonry below. The Hardy Frame® Bolt Brace may be used to position the embedded portion of the anchors. The anchors must be either cast -in types installed either at time of concrete or grout placement; or post -installed mechanical or adhesive types recognized in a current ICC-ES evaluation report and complying with the building design professional's specifications. Details in Figure 2 apply for installation directly on concrete or masonry, or a nut and washer. 4.3.6 Installation on Raised and Upper Floor Systems: For installation on solid sawn lumber or engineered wood platform floor systems, a complete and adequate continuous load path must be established to transfer all forces and reactions from Hardy Framee Panels, Brace Frames, or Posts to the foundation. The hold-down anchoring methods include, but are not limited to, connecting the base to Hardy Frame Panels, Hardy Frame' Brace Frames, Hardy Frame Posts, wood posts, a 4-by rim joist, or to a beam located below. The connection may be made with threaded rods or with approved connectors that are screwed or welded to the Hardy Framee Panel, Brace Frame, or Post and attached to members below with a connection specified by the building design professional. When through -bolting to the underside of a beam, a Hardy Frame® Bearing Plate or other compression load —distributing device must be installed on the underside of the wood member. Anchoring may also be achieved by connecting the panels or frames to the foundation with an extended length of threaded rod for tension loads or in conjunction with wood or steel vertical members for compression loads. The shear transfer at the base of the product must be achieved by attaching the bottom channel to wood members below with 11.;-inch-diameter (6.6 mm) wood screws. The installation of a nominally 4-by (minimum) lumber member in the floor system below is required to provide full bearing and to meet required edge distances for the screws to transfer the shear load. For multiple -ply nominally 2-by lumber members, installation of additional connectors may be necessary to compensate for decreased screw edge distances. 4.3.7 Installation of Hardy Frame° Saddle: The Hardy Framee Saddle must be placed over wood members and fastened into both edges and the top or bottom surface, depending on the installation orientation, with fasteners described in Tables 5.1 and 5.2. When the member depth exceeds 31/2 inches (89 mm) or framing conditions dictate, the Saddle may be separated into two L-shapes, each attached to one edge and the top or bottom surface of the wood members with the appropriate fasteners. 4.4 Special Inspection: 4.4.1 2012 IBC: Periodic special inspection must be provided in accordance with Sections 1705.10.1 and 1705.10.2 or Sections 1705.11.2 and 1705.11.3, as applicable, with the exception of those structures that qualify under Section 1704.2, 1704.3, or 1705.3. 4.4.2 2009 IBC: Periodic special inspection must be provided in accordance with Sections 1706.2 and 1706.3, or Sections 1707.3 and 1707.4, as applicable, with the exception of those structures that qualify under Section 1704.1. 1704.4, or 1705.3. 4.4.3 2006 IBC: Periodic special inspection must be provided in accordance with Sections 1707.3 and 1707.4, with the exception of those structures that qualify under Section 1704.1, 1704.4, or 1705.3. 4.4.4 IRC: In jurisdictions governed by the IRC, special inspections are not required, except where an engineered design according to Section 301.1.3 of the IRC is used. Where an engineered design is used, special inspections in accordance with Section 4.4.1 must be provided. 5.0 CONDITIONS OF USE The Hardy Frame' Brace Frame, Hardy Frame Panel, Hardy Frame Post, Hardy Frame Bearing Plate, and Hardy Frame Saddle described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Hardy Frame° product sizes are limited to the widths and heights set forth in this report, including a maximum of two stories for wood -framed stacked installations, and c-fs installations as described in Section 3.1.2 of this report. 5.2 ASD design loads and drifts must not exceed the allowable loads and drifts noted in this report. ESR-2089 I Most Widely Accepted and Trusted 6 of 46 5.3 Building design calculations and details, justifying that the use of the Brace Frames, Panels and Posts is in compliance with the code and this evaluation report, must be submitted to the code official for approval, exert fer braced and alter4iate braced wall subststulinns-��vtcd-� 5ectioa��ofTlis report. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.4 The Braced Frames and Panels used in exterior walls must be covered with an approved exterior wall covering in accordance with Chapter 14 of the IBC or Chapter 7 of the IRC. 5.5 The Hardy Frame products must be installed in accordance with this report, the manufacturer's instructions, and the building plans approved by the code official. 5.6 Design of the concrete or masonry foundation system, supporting members for raised and upper floor installation, is beyond the scope of this report. The design must include forces induced by the Hardy Frame° products described in this report. 5.7 The Hardy Frame° Panel, Brace Frame, Post, Bearing Plate, and Saddle, are manufactured under a quality control program at Corona, California, with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED 6.1 Hardy Frame® Brace Frames, Panels, Posts, Bearing Plates: Data in accordance with the ICC-ES Acceptance Criteria for Prefabricated, Cold -formed, Steel Lateral -force -resisting Vertical Assemblies (AC322), dated January 2013. 6.2 Hardy Frame® Saddle: Reports of load tests, structural calculations, installation details, and a quality control manual. 7.0 IDENTIFICATION Hardy Frame° Panels, Brace Frames, Posts, Bearing Plates, and Saddles are identified by labels bearing the following information: manufacturer's name (Hardy Frames) and address, product name, model number and evaluation report number (ESR-2089). * Deleted by the City of Les Angeles ESR-2089 I Most Widely Accepted and Trusted Page 7 of 46 Table 1.OA Hardy Frame HFX-Series - Dimensions & Connectors Model Number Net Height (in) Width (in) Depth (in) HD Dia' (in) Top Screw Qty 2'' (ea) Bottom Screw city 1, ° (ea) HFX-9x79.5 791/2 9 31/2 11/8 n/a HFX-12x78 78 12 6 8 6 HFX-15x78 15 18 8 HFX-18x78 0 10 HFX-2lx78 21 12 12 HFX-24x78 24 14 14 HFX-9x8 93 3/4 9 31/2 1 1 /8 5 n/a HFX-12x8 921/4 12 6 6 HFX-15x8 15 e 8 HFX-18xa i8 10 10 HFX-21x8 21 12 12 HFX-24x8 24 14 14 HFX-32x8 32 7/8 10 10 HFX-44x8 44 14 14 HFX-12x9 1041/4 12 31/2 1 1 /8 6 6 HFX-15x9 15 8 8 HFX-18x9 18 10 10 HFX-21x9 21 12 12 HFX-24x9 24 14 14 HFX-32x9 32 7/8 10 10 HFX44x9 44 14 14 HFX-12xl 0 1161/4 12 31/2 1 1 /8 6 6 HFX-15x10 15 8 8 HFX-18x10 18 10 10 HFX21x10 21 12 12 HFX-24x10 24 14 14 HFX-32x10 32. 7/8 10 10 HFX-44x10 44 14 14 HFX-15xl 1 1281/4 15 31/2 1 1 /8 8 8 HFX-18x11 18 10 10 HFX-21x11 21 12 12 HFX-24x11 24 14 14 HFX-32xl1 32 7/8 10 10 HFX 34xl1 44 14 14 HFX-15x12 1401/4 15 3112 1 1 /8 8 8 HFX-1 Bxl2 18 10 10 HFX-21x12 21 12 12 HFX-24x12 24 14 14 HFX-32x12 32 7/8 10 10 HFX-44x12 44 14 14 HFX-15xl 3 152114 15 3112 1 1 /8 8 8 HFX-18x13 18 10 10 HFX-21 x13 21 12 12 HFX-24x13 24 14 14 HFX-32xl3 32 7/8 10 10 HFX-44x13 44 14 14 HFX-15x14 1641/4 15 3112 11I8 8 n/a HFX-18x14 18 10 HFX-21x14 21 12 HFX-24x14 24 14 HFX-15x15 1761/4 15 31/2 11/8 8 n/a HFX-18x15 18 10 HFX2lxl5 21 12 HFX-24x15 24 14 HFX-15x16 1881/4 15 31/2 11I6 8 n/a HFX-18x16 18 10 HFX-21x16 21 12 HFX-24x16 24 14 HFX-15x17 2001/4 15 31/2 11/8 8 n/a HFX-18x17 18 10 HFX-21x17 21 72 HFX-24x17 24 14 HFX-15x18 2121/4 15 31/2 11I8 8 nla HFX-18x18 18 10 HFX-21x18 21 12 HF.X-24x18 24 14 HFX-15x19 2241/4 15 31/2 1118 8 n/a HFX-18xl9 18 10 HFX-21x19 21 12 HFX-24x19 24 14 HFX-15x20 2361/4 15 31/2 11/8 8 n/a HFX-18x20 18 10 HFX-21 x20 21 12 HFX-24x20 24 14 "r *I, 1 Inch = 24A mm, 1 Idl = 4 4h N- Notes 1) Hold Down (HD) rods can be Standard (STD) or High Strength (HS). STD indicates bolts complying with ASTM F1554 Grade 36. HS indicates bolts complying with a high strength steel specification as set forth in Section 3.7.4 of this report 2) The calculated screw quantities in this table are based on a 0.105 inch (Na. 12 gage) thick steel to wood (specific gravity of 0.50 or greater) connection ('/4' x 3" long wood screws), including a 1.6 duration of load factor increase. Screws are USP-WS-Series (ICC-ES ESR-2761) or equal (418 lb minimum design lateral load excluding any duration of load stress increase). 3) When installing a 2-by wood filler piece with a specific gravity of 0.50 or greater at the top connection the minimum screw length must be 41/2 inches. 4) Bottom screw length must be minimum of 41/2 inches at Panel and Brace Frame connections and minimum of 3-inches at Hardy Frame Bearing Plate. 5) Where n/a appears, installation is to be directly on concrete, masonry, or steel. ESR-2089 I Most Widely Accepted and Trusted Page 8 of 46 Table 1.013 Hardy Frame HFX/S-Series - Dimensions & Connectors Model Number Net Height (in) Width (in) Depth (in) HD Dia ' (in) Top Screw Qty Z'' (ea) HFX/S-9x8 96 5/8 9 3 112 1 1 /8 5 6 HFXIS-12x8 12 H FX/S-15x8 15 a HFX/S-18x8 18 12 HFX/S:21xB. 21 18 HFX/S-24x8 24 22 HFX/S-32x8 32 7/8 10 HFX/S-44x8 44 16 HFX/S-12x9 10B 5/8 12 3 1/2 1 1 /8 6 HFX/S-15x9 15 8 HFX/S-1 Bx9 18 12 HFX/S-21x9 21 16 HFX/S-24x9 24 20 HFX/S-32x9 32 7/8 9 HFX/S-44x9 44 14 HFX/S-12x10 120 5/8 12 3 1/2 1 1/8 6 HFXIS-15x10 15 8 HFX/S-18x10 t6 10 HFX/S-21x10 21 14 HFX/S-24x10 24 18 HFX/S-32x10 32 7/8 9 HFX/S-44x10 44 12 HFXIS-15x11 132 5/8 15 3 1/2 1 1 /8 6 HMS-16x11 18 10 HFX/S-21x11 21 14 HFX/S-24x11 24 16 HFX/S-32x11 32 7I8 8 HFX/S-44x11 44 11 HFX/S-15x12 144 5/8 15 3 112 1 118 6 HFX/S-18x12 18 10 HFX/S 21x12 21 12 HFX/S-24x12 24 16 HFX/S-32x12 32 7/8 7 HFX/S-44x12 44 11 HFX/S-15x13 156 Sl8 15 3 1/2 1 1 /8 6 HFX/S-18x13 18 10 HFX/S-21x13 21 12 HFX/S-24x13 24 14 HFX/S-32x13 32 7/8 7 HFX/S�44x13 44 11 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Notes 1) Hold Down rods can be Standard (STD) or High Strength (HS). STD indicates bolts complying with ASTM F1554 Grade 36. HS indicates bolts complying with a high strength steel specification as set forth in Section 3.7.4 of this Report 2) The No, 14 metal screws must be self -drilling tapping screws with a minimum ASD design lateral load of 302 Ibs excluding any duration of load increase and is based on a connection consisting of a minimum 0.105 inch (No. 12 gage) base metal thickness steel in contact with the screw and a minimum 0.048 inch (No. 18 gage) base metal thickness steel not in contact with the screw head. Screws must be referenced in a current ICC-ES Evaluation Report and comply with the requirements in Section 3.4.2 of this Report ESR-2089 I Most Widely Accepted and Trusted Page 9 of 46 Table 1.1A Hardy Frame(D Installation - on concrete'-' Model NetHD eNumber Bolt Die Applied__j Seismic Wind Allowable Allowabie Height LStre (in) and Axial3 In -Planet D6ift at UPbift at In -Plan fi Dfiift at Upbift atH (in) Grade Load Shear V V (Ibs) V (Ibs) Shear V V (Ibs) V (Ibs) ihs Ibs HFX-9x795 791/2 2,50D 11/8"STD 2,000 3,000 4,000 HFX-12x78 78 2,500 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1,000 3,500 6,500 3,000 1 1/8" STD 1 000 3 50D 6500 1 1/8" HS 1,000 3.500 6,500 4,000 1 1/8" STD 1,000 3 500 6,500 1 1/8" HS 1,000 3,500 6 SOD HFX-15x78 78 2,500 1 1/8" STD 1.000 3,500 6,500 1 1/8" HS 1,ODO 3,500 6.500 3,000 1 1/8" STD 1.000 3,500. 61500 1 1/8" HS 1,000 3.500 6 5DD 4,000 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1.000 3,500 6.500 HFX-18x78 78 2,500 1 1/8" STD 1.000 3, 500 6,500 1 1/8" HS 1,000 3,500 6,500 3,000 1 1/8" STD 1,000 3 5t10 6,500 1 1/8" HS 1,00D 3,500 6,500 4,000------------ 1 1/8" STD 1,000 3.500 1 1/8" HS ;i 1,000 3,500 6,500 HFX-21x78 78 2,500 1 1/8" STD 1,000 3.500 6,500 1 1/8" HS 1,000 3.5DO 6,500 3,000 1 1/8" STD 1,000 3.50D 6,500 1 1/8" HS 1.000 3.500 6500 4,000 1 1/8" STD 1.000 3,500 6,500 1 1/8" HS 1,000 3,500 6.500 905 0.186 15510 1,10D 0.228 19.220 1.350 0276 21435 1,750 0.193 19.595 1,610 0178 17.005 1,440 0.159 14.325 1,760 0.194 19,596 1610 OA79 17005 1440 0.160 14,325 2 000 0221 21,575 1,970 .0.218 21075 1.510 0.200 18,375 2,110 0.234 23J50 1,970 0219 21,075 1,810 0.201 18,375 2,210 0.245 21,620 2210 0.245 21.615 2,210 0245 2U15 2,830 0.314 32,065 2,695 0.299 29,275 2,530 0.281 26.380 2A25 0252 21,615 2AG5 0.251 21380 2,350 0.245 20,560 2,855 0.298 31.340 2,675 0.279 26150 2,425 0.252 21 625 2,590 0 270 21,620 2,590 0.270 21 815 2,590 0.270 21,620 3,275 0.341 32.885 3,265 0.340 32,800 3,020 0.316 27,795 2,800 0.292 21.62..0 2,795 0.291 21,590 2,785 0290 21,445 3.275 0.341 26,695 3,275 0.341 26,695 3.275 0.341 26,695 3.050 0.185 19,725 3.050 0.185 1U25 3,050 0.185 19,725 4,425 0269 39,500 4,195 0.255 33,700 3.885 A236 28,746 3,050 0.185 18,635 3,050 0.106 18,635 3,050 0.185 18,635 4.660 0.283 34.455 4,666 0.283 34.455 4,660 0283 34,455 3,050 0.185 17,585 3,050 OA85 17,585 3,050 0.185 17,585 4,660 0283 29,645 4,660 0 283 29.645 4,660 0.283 29,645 3,805 0.198 19,685 3.805 0.198 19.m 3.805 0.198 19.685 6,005 0.315 40.495 6,005 OAis 40,495 5.690 0.299 36,045 3,925 0204 19,585 3,925 0.204 19,585 3,925 0204 19,585 6,005 0 315 34,645 6,005 0 315 34.645 6,005 0215 34,645 4.075 0.212 19,46Q 4 O75 0.212 19,46Q 4,075 O.212 19,460 6,OD5 0.315 30,985 6,005 0.315 30.985 6,005 1 0.315 30,985 905 0.186 15.510 1,100 0.226 19220 1350 0.276 21435 1.750 0,193 19.595 1,610 0.178 17,005 1,440 0.159 14,325 1,750 0.194 19,595 1,610 D.179 17,005 440 0.160 14.325 2.000 0221 21.575 1970 0.218 21,075 1,810 0.200 18.375 F1 2.110 0.234 23,750 1,970 0.219 21075 1.610 0.201 18,375 2210 0244 21,620 2,210 D244 2162D Z210 0,244 21,615 2,830 0,314 32065 2,695 Q299 29.275 2,530 0261 26,380 2,425 D251 21.615 2,4405 0.250 21380 2,350 0.244 20.560 2,855 0.298 31,340 2 675 0.279 26.150 2,425 Q252 21,625 2,590 0.269 21620 2.590 0.269 21.615 2,590 0269 21.E20 3,440 0,358 38,195 3.265 0,340 32,600 3.020 0.315 27,795 2,800 0290 21.620 2,795 0,29D 21,590 2,785 0.289 21,445 4,160 0.433 39,380 4.160 0.433 39,3130 4,160 0,433 39380 3195 0,193 21,055 3195 0,193 21,055 3,195 0-193 2L055 4,425 0.269 39,500 4,195 0.255 33 700 3.885 Q236 28.745 3,305 0200 20645 3,3D5 020D 20645 3,305 0.200 20,645 4,660 0,283 1 34.455 4.660 0263 34,455 4660 0,283 34,455 3,450 0,209 20 335 3.450 0.209 20.335 3,450 0209 20,335 4,660 0,283 29645 4,650 0,283 29.645 4,660 0,283 29.645 3,805 0.198 19,685 3.805 0.198 19,685 3,805 0.198 19.685 6,230 0.327 44,626 6.040 0.317 41,070 5,690 0.299 36,045 3.925 0204 19.585 3.925 2; 04 19 585 3,925 0,204 19585 6.875 0,361 43,835 6,800. CL357 42,865 6.680 0.351 41.480 4,075 0.212 19.460 4,075 0,212 19.460 4,075 0.212 1 19,460 7,295 0.383 11220 7,295 0.383 40220 7295 0.383 1 40,220 ESR-2089 I Most Widely Accepted and Trusted Page 10 of 46 Table 1.1A Hardy Frame® Installation - on Concrete' Z (Continued) Model Net Concrete Compressive HD Bolt Dia Applied SeiGmlc VJlnd Allowable Allowable Number Height Strength f c {Ina andAxial In -Plane Drift at Uplift at In -Plane Drift at U�lift at H (in) ( Gracie' Load' Shear V5 VS (Ibs) V 6 jibs) Shear V° VS (Ibs) V 6 {ibsl Ibs Ibs HFX-24x78 78 2.500 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1,000 3,:500 6-.500 3,000 1 1 /8" STD 1, 000 3,500 6,500 1 1/8" HS 1 ID00 3,500 6.500 4,000 1 1/8" STD 1,000 3,500 6,500 1 118" HS 11.000 3,500 6 SOD HFX-9x8 93 3/4 2.500 1 1/8" STD 2,000 3.000 4,000 HFX-12x8 921/4 2,500 1 1/8" STD 1,000 3,50D 4,500 1 1/8" HS 1,000 3.500 6,500 3,000 1 1/8" STD 1,0D0 3:500 5 1 1/8" HS .: 1, 000 3,500 fi 500 4,000 1 1/8" STD 1.000 3.590 6.500 1 1/8" HS 4.000 3,500 6, 500 HFX-15x8 921/4 2,500 1 1/8" STD 1,000 3,500 6 00 1 1/8" HS 1,0000 3,500 6.500 3,000 1 1/8" STD 1,000 3,6013 8.500 1 1/8" HS 1 000 3,500 B 500 4,000 1 1/8" STD 1,000 3.500 (7500 1 1/8" HS 1,000 3,500 6,500 HFX-18x8 921/4 2,500 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1,000 3.500 6,500 3,000 1 1/8" STD 1.000 3,500 6500 1 1/8" HS 1,D00 3,500 6.500 4,000 1 1/8" STD 1,000 3.500 6,500 1 1/8" HS 1.000 3.500 6,500 3,830 0.123 15.985 3,830 4123 15,1985 3.830 4123 15.985 6,990 0.227 36,310 6.990 0227 35.310 6 990 0.227 35,310 3.830 0.123 15,565 3,830 0.123 15.565 0.123 15,565 830 0,227 32.375 6,990 0 227 52,375 6.990 0.227 32,375 3,830 0.123 15.095 3,1330 0 123 15,095 3.830 0123 15.095 6.990 0 227 29.900 6.990 0.227 29,900 6,990 0.227 29.900 770 0258 15510 935 0.314 19,220 1.040 0.349 16,235 1,480 0.223 19,595 1.365 0206 17,005 1.220 0,184 14,325 1 480 0 225 19 595 1.365 0207 17 005 1,220 0.185 14325 1,690 0255 21,575 1665 0,252 21075 1,530 0.231 18 375 1.780 0271 23,750 1665 0253 21,075 153D 0.232 18,375 1,870 0282 21,615 1,870 0282 21,615 1,870 0282 21.615 145 0,326 26,505 2,145 0.326 28 505 2.140 0.325 26,380 2,D50 D.311 21,620 2,035 0.309 21,380 1990 0.301 20,56D 2.415 0.366 31,340 2,260 E343 26,150 2,050 0.311 21.625 2.,190 0.332 21,620 2,190 0-332 21615 2.190 UN2 21,615 2,660 D.404 30.075 2,660 0.404 30 D75 2,555 0.388 27.795 2,370 0.359 21,620 237D 0,359 21620 2,370 U59 21,620 2,660 0,404 25,250 2,66D 0.4D4 25.250 2,66D D 404 25,25D 2.695 0224 20,985 2,695 0.224 20.985 2695 0224 20,985 3,740 0.312 39.500 3.550 0296 33.700 3285 0274 28,745 2,695 0,224 19.710 2,695 0.224 19,710 695 0224 191710 4,250 0,355 40,280 4.250 0.355 40,280 4,060 Q339 36500 2,695 0.224 18,510 2.695 0,224 16510 2,695 0,224 18.510 4,250 0, 5 32,110 4,250 0.35355 32,890 4.250 1. 0.355 1 32,890 4,345 1 0.140 18,570 4,345 1 0140 16,570 4,345 0.140 18 570 7,605 0.246 40,940 7,505 0.243 39,925 7,360 0.238 38,515 4,465 0.743 18.540 4,465 0.143 18,540 4,465 0,143 113,540 8,365 0.271 42.200 8.335 0.2710 41,940 8,245 0.267 41.225 4,520 0.148 18,540 4,620 0.148 18,540 4,620 0,148 18,540 8,490 0.275 38.125 6,49D 0.275 38,125 8,490 0.275 38.125 770 0,258 15,510 935 0,314 19.220 1,145 0.384 21.435 1;480 0,224 19,595 1.365 0206. 17.005 1,220 0,184 14,325 1.480 0224 19,595 1365 0,207 17.005 1 220 0,165 14.325 1.690 0.256 21.575 1665 0.252 21.075 1530 0.231 1 18,375 1.780 0 271 23,750 1,665 0 253 21.075 1.530 0.232 18,375 1,870 0.283 21,615 1870 0.283 21.615 11,870 0.283 21.615 2,390 0.363 32.065 2,275 0.346 29,275 2 14D 0,325 26,380 2.050 1309 21620 2 035 0 307 21,380 1 990 0300 20,560 2,415 0 356 31.340 2.260 0.343 25.15D 2,050 0-311 21.625 2.190 0.331 21,620 2,190 0.331 21.615 2.190 0,331 21,615 2,910 0.441 38.195 2,760 0.419 32,600 2555 0.388 77,795 2,370 0.357 21,620 2,370 0.357 21,620 2,370 0.357 21620 3,380 J 0.512 36,5130 3.380 0.512 36.500 cl 380 0 512 36.500 2.750 0 228 21,615 2.750 0228 21,615 2,750 0228 21,615 3,740 0.313 39.500 3,550 0297 33,700 3,285 0.275 28,745 2.890 0.240 21,600 288D 0239 21,475 2.870 0.238 21,370 4,420 0.370 44.815 4,295 0.360 41385 4,060 Q 340 36.500 3,040 1 0.252 21.345 3.025 0.251 21.230 3,D10 0250 21,110 4.420 0.370 34.790 4.420 0.370 34,790 4.420 0.370C 34,790 ESR-2089 I Most Widely Accepted and Trusted Table 1.1A Hardy Frame® Installation - on Concrete' 2 (Continued) 11 of 46 Model Net Concrete Compressive HD Bolt Dia Appiled Seismic Wind Allowable Allowable Number Height Strength Fc (in) and Axial In -Planet Drift at Uplift at In -Plane Drift at Uplift at H (in) (psi) Grade Load Shear V V (Ibs) V (Ibs) Shear V V (Ibs) V (Ibs) hafibs] HFX-21x8 921/4 2,500 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1,000 3,500 6.500 3,000 1 1/8" STD 1.000 3,50D 6,50D 1 1/8" HS 1.000 3,500 6 SOO 4,000 1 118" STD 1,000 3,590 6,500 1 1/8" HS 1.000 3,500 6,5DO HFX-24x8 921/4 2,500 11/8"STD 1,000 3.500 6.500 1 1/8" HS 1.000 3,500 5,500 3,000 11/8"STD 1,000 3,500 6,5DO 1 1/8" HS 1.00D 1500 6,500 4,000 1 1/8" STD 1.000 3.50D 6,500 1 1/8" HS 1,000 3.500 6,500 HFX-32x8 921/4 2,500 7/8" STD 1.000 3,500 6,500 7/8" HS 1,ODO 3,500 6,500 3,000 7/8" STD 1.ODO 3,500 6.500 7/8" HS 1,000 3.500 6.50D 4,000 7/8" STD 1.000 3.500 6,500 7/8" HS 1,DOD 3,500 6,500 HFXA4x8 921/4 2,500 7/8" STD 1,000 3,500 6,500 7/8" HS ............ :i 1,000 3,500 6,500 3,000 7/8" STD 1,000 3,500 6.500 7/8" HS 1,000 3,500 6,500 4,000 7/6" STD 1,000 3.500 6,500 7/8" HS 1,000 3,500 6.500 3,355 0.254 20795 3,355 0.254 20.795 3,355 0.254 20,795 5,080 0.388 40,495 5,080 0.388 40,495 4,810 0.368 36,045 3,430 0 260 20,395 3,430 0.260 X395 3,430 0.260 20395 5,080 0 388 34,645 5,080 0.388 34645 5 OBO 0.388 34,645 3,555 0.269 20,175 3,555 0,269 20,175 3,555 0.269 20,175 5,080 0 388 30,985 OBO 0 388 30,985 5,080 0.388 30 985 3,420 0.161 17,045 3,420 0 151 17,045 3 420 0.151 17,045 5.910 0.263 35.310 5,910 0,263 35,310 5,910 0.263 35.310 3,420 0.151 16.555 3.420 0 151 16,555 3,420 0.151 16 555 5,910 O.2153 32,375 5,910 0 263 32,375 5,910 0 263 32,375 3,420 0.151 16,020 3,420 0 151 16,020 3,420 0151 16020 5,910 0.263 29,900 5.910 0.263 29,900 5,910 D.263 29,9DO 2.375 0 139 8,945 2,160 0.126 8,130 1.360 0.080 5,130 3,000 D.176 11..295 2,335 0.137 8795 1,540 0 090 5,795 2,375 0.139 8,945 2,375 0.139 8,945 1.665 0 098 6,335 3.655 0 214 13.755 Z990 0.175 11 5 2190 0128 8,255 2,375 0139 8.945 2,375 0.139 8,945 2,OB5 0.122 7,845 4,390 0.257 16,530 4,205 0 246 15,830 3,410 0.199 12,830 2.950 0.094 7,610 2.950 0.094 7,610 2,080 0.066 5,365 4,510 0 144 11,645 3,545 0113 9.145 2,380 0 076 6.145 2,950 0 094 7,610 950 0.094 7,610 2.475 0 079 6.385 5,490 0.175 14,175 4,525 0.144 11.675 3,360 0 107 8.675 2,950 1 0 094 7,610 2,950 0.094 7,610 2 950 0 094 7.610 5,655 0180 14.590 5655 0180 14,590 5.245 0 167 13,530 3,355 0.254 20,795 3.355 0.254 20.795 3,355 0,254 20,795 5.270 OA02 44,825 5105 0.390 41.070 4.810 0.36E 36,045 3.430 0,260 20,395 3.430 0260 20,395 3.430 0260 1 20,395 5,955 0.455 46.095 5.870 0.448 44,690 5,740 0,439 42,755 3,555 0.269 20,175 3,655 0,269 20,175 3,555 0.269 20.175 6.170 0-471 40.22D 6,170 0.471 40220 6.170 0.471 40.220 3,860 0.171 19,700 3, 860 0,171 19,700 3,860 0.171 19,7DO 6.690 0.296 44.310 6.600 0.294 43.035 6.460 0.288 41,305 3.960 0.175 19,610 3,960 0.175 19.610 3,960 0175 19,610 7.175 0.320 43,185 7.175 0,320 43,185 7.175 0.320 43,185 4,085 0.181 19.500 4.085 0.181 19,500 4.085 1 0,181 19.500 7.175 0.320 38100 7,175 0.320 38,100 7175 0.32O 38.100 2,825 0,185 10,630 2,160 OA 26 8.130 _ 1.360 0.080 5,130 3.000 0.176 11.295 - 2,335 0.137 8,795 1,540 2,895 0.090 5.795 0.169 10.910 2,480 0.145 9.335 1,685 O.Dw 6,335 3,655 0.214 13755 2.990 0.175 11.255 2,190 0.128 55 2B95 0,169 10,910 2,880 0.168 10,845 2,085 0.122 7.845 4,870 0.285 18,330 4205 0,246 15,830 3,410 0.199 12,830 3,660 0,117 9.440 3,240 0.103 8,365 2,050 0.066 5.365 4,510 0.144 11.645 3.545 0113 9.145 2.380 0 076 6,145 3,660 0.117 9,440 3.635 0.116 9,385 2,475 0 079 6,365 5.490 0.175 14,175 4,525 0 144 11,675 3.360 0.107 8.675 3,660 0.117 9.440 3,660 0.117 9.440 2,965 0.094 7,655 7.375 0 235 19,030 6A05 0.204 16,530 5,245 0,167 13.530 ESR-2089 I Most Widely Accepted and Trusted Table 1.1A Hardy Frame@ Installation - on Concrete'.2 (Continued) Page 12 of 46 Concrete Net HD Bolt Dia AI1I11icc1 Model Compressive Height (in) and Axial Number H (in) Strength Pc Grade a Load 3 HFX-12x9 1041/4 2,500 1 1/8" STD 1,000 3,500 s,500 1 1/8" HS 1,000 3,500 6,500 3,000 1 1/8" STD 1.000 3,500 000 1 1/8" HS 1,000 3,500 6,500 4,000 1 1/8" STD 1 DOD 3,500 6 S00 1 1/8" HS 1,000 3.500 6 50D HFX-15x9 104 1/4 2,500 1 1/8" STD 1,000 3:500 7500 1 1/8" HS 1,000 3,500 6,500 3,000 1 1/8" STD 1;OOb 3,500 6 500 1 1/8" HS 1,000 3;5DO 6.500 4,000 1 1/8" STD 1,000 3,500 6.5DO 11/8"HS 1,000 3500 6,500 HFX-18x9 1041/4 2,500 1 1/8" STD 1.000 3.500 6,500 11/8"HS 1,OOD 3500 6,500 3,000 1 1/8" STD 1,000 3 50D 6.500 11/8"HS 1.000 3500 6,500 4,000 1 1/8" STD 1, 000 3,500 6,500 11/8"HS 1,000 3500 6,500 HFX-21 x9 104 1 /4 2,500 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1,000 3,500 6,500 3,000 1 1/8" STD 1,000 3 500 6,500 1 1/8" HS 1,000 3 SDO 6.500 4,000 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1,000 3,500 6,!500 Allowable In -Plane I Drift at I Uplift at Shear V' V' (Ibs) V c (Ibs) 1310 0 248 19,595 1.205 0229 17.005 1080 0205 14.325 1,310 0.250 19,595 1.2D5 UK 17.005 1 080 0.206 14 325 1,475 0 280 21 065 1475 0.280 21065 1355 0257 16.375 1,6575 D,301 23,750 1475 0282 21,075 1,355 0.259 18.375 1,475 a2.80 18.515 1475 0.280 18,515 1,475 0.280 18,5t5 1,680 0.321 22,085 1.680 0.321 22 085 1,680 0.321 22,085 1,815 0.361 21,615 1,800 0,359 21,380 1,760 U 351 20,560 2135 0,426 31340 2,000 0.399 26.150 1,815 0.362 21,625 1940 0.387 21,620 1.940 0.387 21615 1.940 0,387 21620 2,285 4456 28,390 2,285 0.456 28.390 2.260 1 0 451 27,795 2,095 0.418 21615 2,095 OA18 21,615 2 D95 0.418 21,615 2,285 OA56 24,265 2285 0,456 24,265 2,2136 0.456 24.265 2,435 0,256 21.615 2,435 0.256 21,615 2,435 0.256 21.615 3,310 0.350 39,500 3,140 0.331 33.700 2,905 0,307 28,745 2,450 0.258 20,405 2.450 0258 20,405 2,450 0,258 20,405 3,760 0,397 4026D 3,760 0,397 40,260 3,595 0.379 36.500 2,450 0, 258 19,105 2,450 0,258 19,105 2450 0,258 19,105 3,760 0.397 32,880 3,760 0.397 3200 3,760 0.397 32,880 3,050 0.304 21,565 3,020 0.300 21,255 3,010 0.299 21175 4,495 0.451 40,49 40,495 4,495 0.451 4,260 0.428 36,045 3,155 0.314 21,400 3,115 0,310 21,070 3.105 0.309 20,965 4,495 OA51 34S45 4,495 0.451 34,645 4.495 0.451 34,645 3,285 0,327 21,220 3.240 0.322 20,865 3,225 1 0,321 20,770 4,495 0,451 30,985 4,495 0.451 30,985 4,495 0,451 30 9B5 Wind Allowable In -Plane ° I Drift at Uplift at Uplift Shear V V' (Ibs) V fbs 1,310 0.248 19,595 1,205 0.229 17.005 1.080 0.205 14,325 1.310 0.250 19.595 1,205 0.230 17,005 1.080 0206 14.325 1,495 0,284 21,575 1,475 0280 21,075 1355 0.257 18,375 1,575 0.301 23.750 1,475 0282 21,075 1,355 0.258 18.375 1655 0.314 21,615 1.655 0.314 21.615 1.655 0.314 21.620 2.115 0.404 32,065 2,D15 0.385 29.275 1,890 U 361 215,380 1.815 0.360 21,615 1.800 0.357 21,380 1.760 0.349 20,560 2.135 0.426 31,340 2,000 0.399 26150 1.815 0.362 21,625 1,940 0.385 21,620 1,940 0.385 21,615 i 940 D 385 21,62D 2.575 0 513 38.195 2.440 0487 32,600 2160 0.451 27.795 2.095 0 416 21,615 2.095 0.416 21.615 2,095 0.416 21.615 2,905 1 0.579 34.670 2 9D5 0.579 34,670 2,905 0.579 34 670 2,435 0.256 21,615 2 a35 0 256 21,615 2.435 0 256 21,620 3,310 0350 39,:500 3.140 0 332 33,700 2,905 0 307 28.745 2,560 0269 21,62D 2.560 0 269 21 1515 2,560 a269 21,620 3,915 0.414 44,955 3.805 0.402 4.1385 3.595 0 380 36.500 2,715 0.286 21,620 2715 0286 21,820 2.715 0286 21,620 4.210 0.445 24,865 4.210 0.445 38.865 4.210 0 445 38,865 3.050 0.304 21,565 3.020 0.300 2'1255 3,010 0.299 21,175 4.660 0.468 44,825 4.520 0.454 41.070 4,260 0.428 36,045 3.155 0 314 21,400 3.115 0.310 21,070 3.105 0.309 20.W 5.270 0.529 46,095 5,195 0 522 44,690 5,080 0.510 42,755 3,285 0 327 21 220 3,240 0.322 20.865 3,225 0 321 20,770 5.462 0.548 40.220 5,460 0.548 40,220 5,460 1 0548 1 40,220 ESR-2089 I Most Widely Accepted and Trusted Table 1.1A Hardy Frame® Installation - on Concrete'.2 (Continued) Paqe 13 of 46 Model Net Concrete Compressive HD Bolt Dia Applied Seismic Wind Allowable Number Height Strength f c (in) and Axial In -Plane Drift at Uplift at Lhea.r Drift at Uplift at H in ( ) (psi) Grades Load' Shear V° V° Ibs ( ) V° (Ibs) 6 V (Ibs) fi V (Ibs) Ids HFX-24x9 1041/4 2,500 11/8"STD 1,0DO 3,500 6.500 1 1/8" HS 1, 000 3.500 Q5DO 3,000 11/8"STD 1.00D 3.500 6.500 1 1/8" HS 1.000 3,500 6,500 4,000 1 1/8" STD 1.000 3,500 6,50D 1 1/8" HS 1,000 3,500 6, 500 HFX-32x9 104114 2.500 1 1/8" STD 1,000 3,5DO 6 00 1 1/8" HS 1,000 3,500 6,500 3,000 11/8"STD 1. ODD 3.500 1 1/8" HS .i 1.000 3.500 6.50D 4,000 1 1 /8" STD 1.000 3 50D 6.500 1 1/8" HS 1.000 3.500 6, 500 HFXA4x9 1041/4 2,500 1 1/8" STD 1.000 3.500 6,500 1 1/8" HS 1,000 3.500 6,500 3,000 1 1/8" STD 1,000 3.500 6,500 1 118" HS 1.ODO 3,500 6, 500 4,000 1 1/8" STD 1,D00 3,500 6.500 1 1/8" HS 1,000 3 50D 6.500 HFX-12x10 1161/4 2,500 1 1/8" STD 1.000 3.500 6,500 1 1/8" HS 1.000 3,500 6,500 3,000 1 1/8" STD 1,000 3,500 6500 1 1/8" HS 1,000 3,500 6 500 4,000 11/8"STD 1,000 3.500 6,500 1 1/8" HS 1-D00 3,500 6.500 3,140 1 0.175 17,810 3,140 0175 17,810 3.140 0.175 17,810 5,230 0.294 35,310 5,230 0.294 35,310 5,230 0.294 35,310 3,140 0.175 17,270 3,140 0 175 17,270 3,140 0175 17,270 5,230 0 294 32.375 5,230 0,294 37375 5� 230 0.294 32,375 3140 0.175 16,680 3,140 0.175 16,680 3.140 0,175 16,680 5,230 0294 29.900 5,230 0.294 29.900 5,230 0294 29,900 2,190 0.181 9,320 1910 0.158 8,130 1,205 0.100 5,130 2,655 0.22D 11.295 2,065 OA71 8,795 1360 0.113 5,795 2,19D 0.181 9.320 2,1 OD 0.181 9,320 1,490 0123 6,335 3,230 0 268 13,755 645 0 219 11.255 1,940 0161 8,255 2190 0181 9,320 2190 0.181 9320 1,845 0.152 7,845 3,885 0.322 16,530 3,720 0.3DB 15,830 3,015 0 250 12,830 2745 0.121 8,005 2.745 0 121 8.005 1840 0.081 5,365 3,995 0.177 11645 3,136 0 139 9,145 2,105 0.093 6.145 2,745 0.121 8,005 2,745 0.121 8 005 2,190 0.096 6.385 4 B60 0,215 14,175 4.005 0,177 114675 2,975 0.132 8670 2,745 0.121 8,005 2,745 D.121 8,005 2,625 0116 7,655 5.260 0.233 15,340 5.260 0233 15,340 4,640 0206 13,530 1,175 0273 19595 1.080 0.252 17.005 965 0,225 14,325 1,175 0 274 19,595 1.080 0.253 17,005 965 0226 14,325 1,185 0 276 17,740 1.185 0 276 17,740 1,185 0276 17 74➢ 1.350 0.316 21,810 1.325 0 310 21,075 1,215 0.284 18,375 1,185 0276 16,095 1,185 0 276 16,095 1,185 0 276 16.095 1.350 0.316 19 015 1,350 0.316 19 015 11350 0 316 19,015 3.525 0,197 20,490 3,525 0,197 20.490 3.525 0.197 20.490 6.015 0.335 45,935 5,910 0.332 44,165 5,755 0.324 41.850 3,620 0.202 20,380 3.620 0202 20,380 3,620 0202 20,380 6.350 0.357 43,195 6.350 0.357 43,195 6,350 0.357 43.195 3,685 0206. 19.925 3685 0.206 19,925 3.685 0206 19,925 6,350 0 357 38,105 6,350 0 357 38,105 6,350 a 357 38,105 2,500 0207 10,630 1.910 0.15E 8,130 1.205 0.100 5,130 2,655 0220 11,295 2,065 0.171 8,795 1,360 0.113 5795 2,665 0221 11350 2195 0182 9,335 1,490 0 123 6,335 3,230 0268 13,755 2.645 0219 11,255 1,940 0.161 8255 2,665 0.221 11,350 2,55D D.211 10,845 1.845 0.153 7.845 4,310 0.357 18,330 3.720 0.30B 15,830 3,D15 0.250 12.830 3405 0.151 9,930 2,870 0.127 8,365 1.840 0.081 5,365 3,995 0.177 11.645 3.135 0.139 9145 2,105 0.093 6,145 3,405 0 151 9,930 3,220 0.142 9,385 2.190 0097 6,385 4,860 0.215 14.175 4,005 D.177 0.177lo 411,6752.005 3.405 0.15130 3.405 0,151 9,930 2,525 0,116 7,655 6,525 0.269 19,030 5,670 0251 15.530 4,640 0205 13,53D 1.175 0 273 19,595 1,080 0252 17005 965 0.225 14,325 1.175 0275 19,595 1,080 0.253 17,005 965 0.226 14,325 1,340 0.313 21,575 1.325 0-30B 21 D75 1,215 0283 18375 1,415 0.331 23,750 1325 0.310 21,075 1,215 0 284 18.375 1.485 0.346 21,615 1,485 0.346 21615 1,4B5 0.346 21.620 1.900 0.444 32 065 1,805 0423 29,275 1,695 0.397 26,360 ESR-2089 I Most Widely Accepted and Trusted Page 14 of 46 Table 1.1A Hardy Frame® Installation - on Concrete'.2 (Continued) Model Net Concrete Compressive HD Bolt Dia Applied SelsR11C Wind Allowable Allowable Number Height Strength fc (in) and 5 Axial a In -Plane 5 Drift at 5 Uplift at 4, 5 In -Plane Drift at Uplift at H (in) (psi) Grade Load ShearV' V (Ibs) V (Ibs) 5 fi ShearV' V (Ibs) 4, 5 V (Ibs) Ihs !hs HFX-15x10 1161/4 2,500 1 1/8" STD 1,000 3,500 6 SDD 1 1/8" HS 1,000 T500 6.500 3,000 1 1/8" STID 7-5- 3.500 6.500 1 1/8" HS 1.000 3.500 6.500 4,000 1 1/8" STD 1,000 3,500 6.500 1 1/8" HS 1.000 3.500 6,500 HFX-18x10 1161/4 2,500 1 1/8" STD 1,000 3.500 6.500 1 1/8" HS 1,000 3,500 6,500 3,000 1 1/8" STD 1,000 3.500 6,500 1 1/8" HS 1,000 3.500 6, 600 4,000 1 118" STD 1,000 3,500 6.500 1 1/8" HS 1.D00 3,5D0 6,500 HFX-21x10 1161/4 2,500 1 1/8" STD 1,000 3.500 7500 1 1/8" HS 1 000 3.500 6,500 3,000 1 1 /8" STD 1,000 3,5 6,500 1 1/8" HS 1,000 3,500 6.50D 4,000 1 1/8" STD 1.000 3.500 6.500 1 1/8" HS 1,000 3,500 6, 500 HFX-24x10 1161/4 2,500 1 1/8" STD 1,00D 3.500 6.500 1 1/8" HS 1.000 3.500 6, 500 3,000 1 1/8" STD 1,000 3,500 6.500 1 1/8" HS 1,000 3.500 6,500 4,000 1 1/8" STD 1.000 3.500 7500 1 1/8" HS 1,000 3,500 6.500 1625 0.414 21.620 1.615 0411 21,380 1 5B0 0 402 2D.560 1915 0488 31,340 1795 0.457 25,150 1625 0.414 21625 1740 0.442 21,615 1,740 Q442 21620 1740 0.442 21615 2,000 0.509 27,060 2,000 0.509 27,060 2, 000 0.509 27.060 1,88D 0478 21.= 1.880 0.47E 21615 1880 0,476 21615 2,000 0.509 23.435 2.000 0.509 23,435 2,000 0.509 23,436 2,1B5 0.282 21,620 2,185 0282 21620 2,185 0 282 21,615 2,970 0.386 39,50 2,815 0.366 33,700 2,605 0.339 28,745 2,255 0.291 21,110 2255 0291 21110 2.255 0 291 21,110 3,370 0,438 40,205 3.370 0.438 40 2D5 3,220 0.419 36,500 2255 U91 191,700 2,255 D 291 19,700 2,255 0291 19,700 3,370 0.438 32055 3,370 0.438 32,055 3.370 0.438 32 855 2.740 0.348 21.615 2.740 0 348 21.615 2,740 0348 21,620 3,970 0 509 39.075 3.970 0 509 39 075 820 0 489 36 045 2,855 0.362 21,620 2.845 0 361 21,545 2,835 0 360 21 430 3,970 0 509 33,835 3,970 0 509 33 B35 3,970 0 509 33, 835 2.975 0 378 21.465 2,965 0-376 21365 2,95D D,375 21260 3.970 0.509 30.390 3,970 0.509 30,390 3,970 0 509 30,390 2.900 0199 18,450 2900 0199 18,450 2,900 0 199 18.450 4,690 0.325 35,286 4,690 0 325 35.285 4.690 0.325 35.285 2.900 0.199 17,865 900 0.199 17,865 2.900 0,199 17.865 4,690 0.325 32.355 4.690 Q325 32.355 4,690 0.325 32,355 2.900 0.199 17,230 2,900 0.199 17,230 2,900 0.199 17.230 4.690 0.itm 4,690 0. 4,690 0. 1,625 1 0.412 21.620 1,615 0.409 21,380 1580 0.400 2Q560 1.915 0 488 31,340 1,795 0457 n.150 1.625 0414 21,625 1.740 0440 21,615 1.740 0 440 21.620 1.740 0 440 21.615 2-310 0 587 38.195 32,600 0516 27795 0.476 21,620 R0557 0476 21,615 0476 21.620 0646 33,185 0.646 33.185 2.540 0.646 33,185 2185 0282 21,620 2,185 0.282 21.620 2.185 0282 21,615 2,970 0.386 39.500 2.615 0.366 33,700 2,605 0.339 28.745 2,295 0.296V41.385 2,295 0 296 2.295 0.296 3,510 0.456 3,410 0.4433220 04192,435 0.314Z435 0.314 2,435 0.314 21,620 4,070 0.529 44,000 4,070 0.529 44,000 4,070 0.529 44.000 2 740 0 346 21.615 2.740 0.348 21,615 2.740 0.348 21.620 4,180 0536 44,825 4,055 0.519 41,070 3,820 0.489 36,045 2.855 0.362 21620 2,845 0.361 21,545 2,835 0,360 21,430 4,725 0.606 46.095 4,660 0.597 44,690 4,555 0_5134 42,755 2, 975 0..378 21.465 2,965 0.376 21,365 2,950 0.375 21,260 4,895 0.627 40,220 4,895 0.627 40.22D 4.895 0.627 40.220 3,245 0222 21.160 3,215 0220 20.910 3,200 0,219 20,820 5,395 0.373 45,935 5.300 0.367 44165 5,165 0 357 41,850 3.335 0229 21,040 3.295 0.226 20,755 3,285 0.225 20,660 5,695 1 0.394 43200 5,695 0.394 43.200 5695 U94 43,200 3,445 0.235 20,895 3,400 0-233 20,580 3,390 0,232 20490 5.695 0 394 38,110 5.695 0.394 38,110 5.695 U94 38,110 ESR-2089 I Most Widely Accepted and Trusted Table 1.1A Hardy Frame® Installation - on Concrete' z (Continued) Paae 15 of 46 Concrete Net HD Bolt Dia Applied Model Compressive Height (in) and Axial Number H (in) Str (nngt fc Grade a Load' HFX-32x10 1161/4 2,500 7/8" STD 1,000 3 500 6,500 7/8" HS 1,000 3.500 Q 5D0 3,000 7/8" STD 1,000 3.500 6.500 7/8" HS 1,000 3,500 6,500 4,000 7/8" STD 1,000 3,500 6.500 7/8" HS 1,000 3.500 6,500 HFX-44x10 116 1/4 2,500 7/8" STD 1.000 3,500 6.500 7/8" HS 1.000 3,500 6.500 3,000 7/8" STD 1,D00 3,500 6,500 7/8" HS 1,000 37500 6, 500 4,000 7/8" STD 1,000 3,500 6 500 7/8" HS 1,000 3,500 6, 500 HFX-15x11 1281/4 2,500 1 1/8" STD 1.000 3,500 6,500 1 1/8" HS 1,000 3.500 6.500 3,000 1 118" STD 1.000 3,500 7500 1 1/8" HS 1 00D 3,500 6,500 4,000 1 1 /8" STD 1.000 3 500 6.500 1 1/8" HS 1,000 3.500 6, 500 HFX-18x11 1281/4 2,500 1 1/8" STD 1.000 3,500 6,500 1 118" HS 1,000 3,500 6.500 3,000 1 1/8" STD 1,000 3,500 6500 1 118" HS 1,000 3,500 6,500 4,000 1 1/8" STD 1.000 3,500 6,500 1 118" HS 1 1.000 3,500 6, 500 Selsmlc Allowable In -Plane Drift at Uplift at Shear V' V 6 (Ibs) V ° (Ibs) llos 2.030 0.230 9.630 1,715 0194 8.130 1.080 0.122 5130 2.380 0,270 11,295 1,855 0.210 8,795 1,220 0.13E 5.795 2,030 0,230 9,630 1970 0,223 9.335 1335 0.151 6,335 2,900 0.329 13,755 2370 0269 11,255 1740 0.197 8,255 2.030 0 230 9,630 2.030 0.230 9,630 1,655 0.187 7,845 3.485 0.395 16.535 3,335 0.378 15 830 2.705 0.3D6 12,830 2,570 0.154 8,355 2,570 0.154 8,355 1.650 0.099 5.365 3,580 0.214 11,645 2.810 0.168 9.145 1.890 0.113 6 145 2,570 0154 8,355 2,570 0 154 8,355 1965 0118 6,385 4.360 0 261 14,175 3,590 0 215 11,675 2,665 0.160 8.675 2,57D 0154 8.355 2,570 0 154 8,355 2 355 0.141 7.655 4.915 0294 15,980 4 '915 D.294 15.980 4,160 D. 249 13,530 1,475 0.466 21615 1465 0.463 1 21.380 1,430 0,452 20.560 1,735 U49 31,340 1.625 0.515 26,150 1,475 0,466 21,625 1575 0,49E 21,620 1575 Q498 21,615 1,575 0.498 21.615 1,775 0,561 26,090 1,775 0,561 26,090 1,775 0,561 26.090 1,705 0.539 21.615 1,705 0,539 21,620 1,705 0,539 21.6 00 1.775 0.561 22,800 1.775 0,561 22,800 1775 0.561 22,800 1.980 0.308 21,615 1.980 0.308 21,615 1,980 0.308 21,615 2,690 0.420 39,50 2,550 0.399 33,700 2,365 0.369 28,745 2.080 0.324 21,600 2,080 0.324 21,600 2 080 0.324 21,600 2.830 0.442 34.360 2,830 0.442 34,360 2,830 0,442 34,360 2,080 0.324 20,115 2,080 0.324 20,115 2,080 0.324 20,115 2.1330 0,442 29,585 2,830 0,442 29,585 2,830 0,442 29585 Wind Allow I lowable In -Plane Drift at Uplift at Shear V ° V' (Ibs) V ' (Ibs) Ibs 2,240 1 0.254 10,630 1.715 0.194 8 130 1,060 0.122 5130 2,380 0.269 11.295 1855 0.210 6,796 1.220 0,138 5,795 2,470 0,280 11,725 1,970 0,223 9.335 1,335 0.151 6.335 2,900 0.328 13,755 2,370 0.266 11,255 1.740 0.197 8,255 2,470 0,280 11725 2,285 0259 10,845 1.655 D.187 7 B45 3.865 0,437 1B,330 3,335 0.378 15,830 2,705 0.306 12,830 3,185 0.191 10,355 2,575 0.154 8,365 1,650 0.099 5,365 3,560 0 214 11.645 2 810 0,168 9,145 1,890 0.113 6.145 3,185 0.191 10,355 2,885 0.173 9,385 1.965 0.117 6,385 4,360 0.261 14,175 3,590 Q215 11,675 2.665 0.160 8,675 3,185 0.191 10.355 3,185 0.191 10.355 2,355 0.141 7.655 5,855 0.350 19,030 5.085 0.304 16.530 4.160 0.249 13.530 1,475 0.465 21,615 1465 0.462 21,380 1.430 0.451 20.560 1.735 0.549 31,340 1.625 0.515 26,150 1.475 0.466 21,625 1,575 0.497 21.620 1,575 0.497 21.615 1,575 0.497 21,615 2,090 0,652 38.195 1,985 0.628 32,600 1,840 0.581 27.795 1,705 0.538 21.615 1705 0.538 21.6213 1,705 0.538 21.620 2255 0.713 32,090 2,255 0.713 32,090 2.255 0.713 32.090 1,980 0.311 21,615 1,980 0.311 21 615 1.980 0,311 21.615 2,690 0.420 39,500 2.550 0.399 33,700 2.365 0 369 28,745 2.080 0.327 21.620 2,080 1 0.327 21615 2.080 0.327 21,615 2,830 0.442 34,36D 2,830 0 442 34.360 2.830 0.442 34,360 2.210 0 347 21,620 2.210 a 347 21.620 2.210 0.347 21620 2,830 0,442 29.565 2.830 D_442 29,585 2,830 1 0.442 29,585 ESR-2089 I Most Widely Accepted and Trusted Page 16 of 46 Table 1.1A Hardy Frame® Installation - on Concrete' z (Continued) Model Net Concrete Compressive HD Bolt Dia Appflod Scismlc Wind gllowab[e Allowable Number Height Strength fc (in) and e Axial a In -Plane 6 Drift at U lift at P, In -Plane Drift atFVUP lift at (psi) Grade Load ShearV 6 V (Ibs) s V (Ibs) 6 ShearV 6 V (Ibs)(Ibs) 6H(in) I I bs I Ibs HFX-21 A 1 1281/4 2,500 11/8"STD 1,000 3,500 1 1/8" HS 000 1,000 3.500 6,500 3,000 1 1/8" STD 1.000 3,500 6,500 1 1/8" HS 1.000 3,500 6.500 4,000 1 1/8" STD 1,000 3,500 (7500 1 1/8" HS 1,000 3,500 6,500 HFX-24x11 1281/4 2,500 1 1/8" STD 1,000 3,500 6,50D 1 1/8" HS 1.000 3,5D0 6,500 3,000 11/8"STD 1,000 3.500 6,500 1 1/8" HS 1.000 7500 6,500 4,000 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1,000 3,500 6,500 HFX-32x11 1281/4 2,500 7/8" STD 1,000 3,500 6,500 7/8" HS 1,000 3.500 6,500 3,000 7/8" STD 1,000 3,500 6.500 7/8" HS 1,000 3,500 5,500 4,000 7/8" STD 1.000 3.500 6.5D0 7/8" HS 1,000 3,500 6,500 HFXA4x11 1281/4 2,500 7/8" STD 1,000 3,50D B,500 7/8" HS 1,000 3,500 6,500 3,000 7/8" STD 1,000 3,500 6500 7/8" HS 1,000 3,500 fi.500 4,000 7/8" STD 1,000 3.500 6.500 7/8" HS 1,000 3.500 6.500 2,485 0393 21620 2,485 0 393 21,615 2,466 0 393 21 6.20 3,515 0 561 37,160 3,515 0 561 37,160 3.460 0 553 36,045 2,585 0.409 21.615 2,585 0.409 2162D 2,585 0.4D9 21,620 3,515 0,561 32,660 3.515 0.561 32,660 3 5 0.561 32.660 2,7151E 0.429 21,620 2,715 0.429 21,620 2,715 0.429 21.620 3,515 1 0.561 29,505 3.515 0.561 29.505 3,515 0.561 29.505 2,695 0223 19.010 2 695 0223 19.010 2,695 0.223 19,010 3,730 0 30B 28,985 3730 D.30B 28,985 3.730 0308 2B,985 2,695 0 223 1 18.385 2,695 0.223 16.385 2,695 0223 18 3B5 3,730 0 30B 27,245 3,730 0 308 27,245 3,730 0.308 27,245 2,695 0223 17,710 2,695 0.223 17,71 D 2,695 0 223 17,710 3,730 0 308 25.600 3,730 0.308 25,600 3,730 0.308 25.600 1,895 0285 9,920 1,555 0 234 8,130 980 0.147 5.130 2,160 D 325 11,295 1,680 0 253 8.795 1,105 0167 5795 1,895 0.2B5 9,920 1,785 0 26B 9.335 1,210 0182 6335 2,625 0 395 13,755 2,150 0.324 11.25E 1,575 D 237 B 255 1,895 0.285 P. 920 1,895 0.285 9,920 1,500 0.225 7,845 2,910 D.43B 15,235 2,910 0.438 15235 2,450 0 369 12,830 2,415 0191 8.665 2.330 0.184 8,365 1,495 0.118 5,365 3,245 0.255 11,646 2,550 0.201 9,145 1,715 0,135 6145 2,415 0,191 8.665 Z415 0.191 8,665 1.780 0.141 6,385 3950 0.311 14,175 3,255 0,256 11670 415 0.190 8.675 2.415 0.191 8.665 2,415 0.191 8.665 2,135 0.169 7,655 4155 0.327 141, 4155 0.327 14,905 3,770 1 0.297 13,530 2,485 0.393 21,620 2,485 0,393 21615 2,485 0,393 21.620 3,790 0,60E 44.82E 3,675 0.587 41,010 3,460 0,553 36,045 2,585 2.585 0.409 2161E 0,409 21.620 2.585 0.409 21,620 4,285 D.684 46-D95 4,220 0 674 44,697 4 130 0 659 42,755 2.715 0.429 21,620 2,715 0.429 21,620 715 D.429 21,620 4440 0.708 40,220 4,440 0.708 40,220 4,440 0.708 40,220 2,975 0.24E 21.465 2,960 0 244 21.35E 2,950 0.243 21250 4,890 0.405 45.935 4,805 0 398 44,165 0387 41.850 90 0255 21,605 45 0251 21.215 F4.660 30 0250 21,160 0427 43,175 60 0.427 93.17E 60 0.427 43.175 3,200 0264 21.445 3145 0259 21,055 3,135 0 258 20.970 5,160 0.477 38.090 5.160 0.427 38,090 5160 0.427 38.090 2,030 0306 10,630 1565 D.234 6130 980 0.148 5,130 2,160 0325 11,295 1,6B0 0.253 8,795 1.105 0167 5,79E 2,260 0 341 11,835 17B5 0269 9.335 1.210 Q182 6.335 2.625 0.395 13,755 2.150 0.324 11,25E 1,575 0.237 8.255 2,300 0.347 12,050 2,070 0.312 10,845 1,500 0,226 7,845 3.500 0.527 18,330 3.025 0.455 15.830 2,450 0.369 12,830 2,990 0236 10,730 330 0.184 8,365 1495 0.118 5,365 3245 0,256 11,645 2.550 0.201 9,145 1,715 0.135 6.14E 2,990 0236 10,730 2,615 0,206 9,385 1,780 0.140 6,385 3.950 a311 14,175 3,255 0.256 11.670 2,415 1 0.190 8,675 2,990 0.236 10,730 2970 0 234 10,655 2,135 0.168 7,655 4,875 0.384 17.490 4,610 0.363 16,530 3,770 0297 13,530 ESR-2089 I Most Widely Accepted and Trusted Table 1.1 A Hardy Frame® Installation - on Concrete' z (Continued) Page 17 of 46 Model Net Concrete Compressive HD Bolt Dia Applied Solsmic Wlnd Allowahle Allowable Number Height Strength fc (in) and s Axial 3 In -Plane Drift at Uplift at In -Plane Drift at Uplift Uplift at H (in) (psi) Grade Load 6 6 4, s Shear V V (Ibs) V (Ibs) fi Shear V 6 V (Ibs) V (Ibs) llbsfibs) HFX-15x12 1401/4 2,500 1 1/8" STD 1,000 3,500 6.500 1 1 /B" HS 1.005 3 500 6.500 3,000 1 1/8" STD 1,000 3.500 6500 1 1/8" HS 1,000 3.500 s so0 4,000 1 1 /8" STD 1,ODO 3 5n0 6,500 1 1/8" HS 1.000 3,500 6 5DO HFX-18x12 1401/4 2,500 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1,OD0 3,5DO 6,500 3,000 1 1/8" STD 1.000 3,500 6.500 I 1/8"HS 1,ODD 3500 6,500 4,000 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1,000 3.500 6, 500 HFX-21x12 1401/4 2,500 1 1/8" STD 1,000 3.500 6,500 1 1/8" HS 1,000 3.500 6,500 3,000 1 1/8" STD 1.000 3 500 6.500 1 1/8" HS 1.000 3.500 6,500 4,000 1 1/8" STD 1,000 3,500 6.500 1 1/8" HS 1.000 3.500 6,500 HFX-24x12 14D 1/4 2,500 1 1/8" STD 1.000 3,500 6, 500 1 1/8" HS 1,000 3.500 6 500 3,000 1 1/8" STD 1,000 3.50D 6.500 1 1/8" HS 1.000 3.500 6, 500 4,000 1 1/8" STD 1.000 3,500 6.50D 1 1/8" HS 1.000 3.500 6.500 1,345 0.521 21,615 1,340 0 517 21,380 1,310 0.505 20.560 1,590 D 614 31,310 1490 0.575 28150 1.350 0 521 21,625 1,440 0.557 21.615 1,440 0.557 21,515 1440 D_55712212GU5 1,590 0 614 1,590 0.614 1,590 a 614 1,555 0.602 1555 0.602 1,555 0 602 1,590 0.614 1590 a614 22.165 1590 0.614 22165 1,610 0.334 21,620 1.810 0.334 21,615 1,810 0.334 21.620 2,460 0456 39,500 2,335 D 432 33,7DO 7.160 0.400 28,745 1.905 0 351 21,615 1,905 0 351 21.620 1,9D5 0.351 2 62D 2 585 0.479 34,295 2,585 0.479 34 295 2.585 Q479 34295 1,935 0.357 20,530 1935 0.357 20,530 1; 935 0.357 210,53 2,585 Q479 29,545 2,585 0.479 29,545 2,585 0.479 29,545 2.270 0.470 21,620 2270 0.470 21,615 2.270 0.470 21,615 3,030 Q633 33,190 3,030 0.633 33,190 3.030 0.633 33,190 2,365 0.490 21,620 2.365 049D 21615 2365 0.490 21,620 3.030 0.633 29,955 3,030 0.633 29,955 3.030 0,633 29,955 2,480 0.514 21620 2.460 0,514 21,615 2,480 0.514 21,620 3.030 0.633 27.410 3,030 0.633 27410 3,030 0.633 27,410 2,515 0.246 19,490 2,515 0.246 1 19,490 2,515 0.246 19,490 3,410 0.334 28.975 3,410 0.334 28,975 3,410 0.334 28,975 2.515 0,246 16,825 2515 0246 18,825 2,515 0,246 18,825 3.410 0,334 27,235 3,410 0.334 27.235 3.410 0.334 27,235 2.515 0.246 18,115 2,515 0246 18,116 2.515 0 246 18,115 3.410 0.334 25 59 s 3.410 0.334 25,5% 3.410 0.334 25,595 1345 0.520 21,615 1,340 0.516 21.380 1.310 0.504 20,560 1.590 1614 31.340 1,49D 0.515 26,150 1.350 0.521 21,625 1.440 0,556 21615 1.440 0.556 21.615 1.440 0.556 21,620 1,915 0739 38.195 1.815 0.701 32,60D 1,680 0.650 27.795 1,555 0.601 21,620 1.555 0.601 21,615 1.555 0.601 21,615 2.015 0.779 31,020 2.015 0,779 31020 2,015 0379 31,020 1,810 0.334 21,620 1,810 0.334 21,615 1.810 0.334 21,620 2,460 0.456 39,500 2.335 0 432 33,700 2,160 O.400 28.745 1.905 0351 21,615 1.905 0 351 21,•615 1,905 0,351 21.620 2,585 O.479 34,295 2 585 0,479 34,295 2.585 0 479 34.295 2,020 0.373 21,620 2.020 a373 21620 2,020 U73 21,615 2,585 t1479 29,545 2.585 0.479 29,545 2,585 D_479 29,545 2,270 0.470 21,620 2.270 0.470 21615 2270 0,470 21;615 3.465 0,724 44.825 3,360 Q702 41,0713 3 165 0,661 36045 2,365 Q490 21.620 2 365 0.490 21,615 2,365 0.490 21.620 3,730 0.779 41.750 3.730 0.779 41,750 3,730 0.779 41,750 2,4BO 0.514 21.620 2,480 0.514 21,615 2,480 0.514 21,620 3.730 0.779 35,785 3.730 0,779 35.785 3,730 0.779 35.785 2,735 0.268 21.620 2,735 0.268 21.620 2,735 0.26E 21.620 4,470 0,439 45.935 4.395 0,431 44165 4280 0.420 41,850 B30 0277 21,620 2,825 0.277 21605 2.815 0 276 21,490 4,720 0.463 43195 4,720 0.463 43.195 4 720 0.463 1 43,195 2,935 0.288 21,550 Z925 0.287 21460 2,915 0286 21365 4.720 0.463 38.105 4,720 0.463 38105 4.720 0.463 38105 ESR-2089 I Most Widely Accepted and Trusted Page 18 of 46 Table 1.1A Hardy Frame® Installation - on Concrete' z (Continued) Model Net Concrete Compressive HD Bolt Dia Applied Seismic Wind Allowable Allowabla Number Height Strength fc (in) and Axial In -Plane Drift at U�6ift at In -Plane Drift at UPbift at H (in) (psi) Grade Load Shear V V (Ibs) V (Ibs) Shear V V (Ibs) V (Ibs) 168 ibs HFX-32xl2 140 114 2,500 7/8" STD 11,00D 3,500 s.BDo 7/8" HS 1.000 3,500 6,500 3,000 7/8" STD 1,0DO 3.500 6,500 7/8" HS 1 O06 3,500 5,500 4,000 7/8" STD To 3,500 6,500 7/8" HIS 1.000 3,500 6,500 HFXA4xl2 1401/4 2,500 7/8" STD 1,000 3,5 6,500 7/8" HS 1,000 3,500 6.500 3,000 7/8" STD 1,0DO 3 500 6500 7/8" HS 1.000 3 500 6 500 4,000 7/8" STD 1 O00 3.500 6.500 7/8" His 1,000 3 500 6,500 HFX-15xl3 1521/4 2,500 1 1/8" STD 1,000 3 50D 8,500 1 1/8" HS 1,DOO 3.500 6,500 3,000 1 1/8" STD 1 O00 3.500 6500 11/8"HS 1 000 3500 6,500 4,000 1 1/8" STD 1,000 3,50D 6 500 1 1/8" HS 1,000 3.500 6,500 HFX-18xl3 1521/4 2,500 1 1/8" STD 1.000 3.500 6,500 1 1/8" HS 1,000 3,500 6,500 3,000 1 1/8" STD 1.000 3,500 6.500 1 1/6" His 1,000 3,500 6.500 4,000 1 1/8" STD 1,000 3 500 6, 500 1 1/8" HS 1.000 3,500 6, 500 1.775 0.347 10.160 1,420 0278 8,130 895 0.175 5130 1,975 ans 11,295 1,535 0,300 8,795 1,010 0 198 5,795 1,775 0.347 10,160 1630 0.319 9,335 1,105 O.216 6335 2,405 0,470 13.755 1965 0.384 11.255 t 440 0282 8265 1,775 0 347 10,160 1,775 0.347 10.160 1,370 0268 7,845 2.660 0 520 15,225 2,660 0 520 15.225 2,240 0 438 12,630 2,280 0.231 8.945 2135 0216 8,365 1370 0.139 5,365 2,970 0.301 11,645 2,330 0.237 9,145 1565 0.159 6.145 2,280 0 231 8,945 2.280 0.231 8.945 1625 0.165 6,385 3.615 0.367 14175 2 975 0 302 11,675 210 0 225 8,675 2,280 0 231 8,945 2,280 0 231 8,945 11950 0.198 7655 3,800 U86 14910 3,800 0.386 14,910 3,450 0.350 13 530 1,240 0.576 21,615 1,235 0.573 21,3130 1.205 0 559 20,560 1,435 0.666 29,315 1370 0.637 26150 1,240 0.577 21,625 1 325 0 616 21,620 1.325 0 616 21,620 1,325 0 616 21.615 1,435 M66 24,360 1,435 0 666 24,360 1,435 0.666 24.360 1,435 U666 21.605 1,435 0.666 21,605 1 435 0 666 21,605 1,435 0.666 21605 1,435 0.666 21,605 1,435 0 666 21,605 1665 0.358 21,615 1,665 0.358 21620 1,665 0 358 21,620 2,250 0.487 38,395 2150 0.465 33.700 1.990 0.431 28.745 1,755 0,377 21,615 1755 a377 21,620 1.755 0.377 21.620 2,250 0.487 31.OBD 2,250 0.487 31.080 2,250 0.487 31,080 1,805 0.38E 20,840 1,805 0.388 20,840 1,805 0 388 20,840 2 250 0.487 27.415 2 25D 0.487 27,415 2,250 0.487 27,415 1.855 0.364 10,630 1,420 0.278 8.130 895 0.175 5.130 1,975 0.386 11,295 1,635 6300 B.795 1,010 0.198 5.795 2,070 0405 11835 1,630 0.319 9,335 1,105 0.217 6.335 2,405 0.470 13,755 1,965 0.385 11,255 1,440 0.282 8.255 2,155 O.422 12,335 1895 0.371 10,845 1,370 0 268 7845 2.945 0.576 16,860 2,765 0 541 15,830 2,240 0 43B 12,B30 2 770 0 281 10,865 2135 0216 8,365 1.370 0.139 5,365 2,970 0.302 11,645 2 33D 0 237 9,145 1.565 0.159 Q 145 2,820 0.286 11,060 2.390 0242 9,385 1,625 0.165 6,385 3,13315 0 367 14,175 2,975 0 302 11 M 2.210 0.225 8.675 2.620 2.715 0.266 11,OBD 0275 104655 1.950 0.198 7,655 3.955 0.402 15,515 3.955 0.402 15 515 3.450 0.351 13,530 1 240 0,575 21,615 1,235 0,572 21.380 1,205 0.556 20,560 1,465 1 0.660 31,340 1,370 1 0.637 26.150 1,240 0 577 21.625 1,325 0.615 21.620 1,325 0 615 21,620 1.325 0 615 21.615 1.765 0 819 38.195 1,670 0.777 32.600 1 a50 0 719 27 795 1,435 0 665 21.620 1435 0.665 21.620 1,435 0 665 21.620 1,820 0 846 30,090 1,820 0 846 30.090 1.020 0.846 30,090 1,665 0.359 21.615 1,665 0.359 21,620 1,665 0.359 21.620 2.265 0490 39,500 2,150 0.465 33,700 1.990 0 431 28,745 1,755 0 377 21,615 1.755 0.377 21,615 1755 O.377 21,615 2,380 U15 34.260 2,380 0.515 34.26D 2.380 0.515 34260 1,860 0.400 21,615 1,860 0.400 21.620 1,860 0.400 21.615 2.380 0.515 29,520 2,380 0,515 29.520 2.3BO 0.515 29.520 ESR-2089 I Most Widely Accepted and Trusted Page 19 of 46 Table 1.1A Hardy Frame® Installation - on Concrete' Z (Continued) Model Net Concrete Compressive HD Bolt Dia Applied Seismic Wlnd Allowable Allowable Number Height Strength fc (in) and a Axial In -Plane 6 Drift at r tJ lift at is In - Plane Drift at Uplift Uplift at H in ( ) (psi) Grade Load' Shear V V Ibs (Ibs) V (Ibs) fi Shear V b V (Ibs) V (Ibs) Ibs ibs HFX-21x13 1521/4 2,500 11/8"STD 1,000 3,500 6.50D 1 1/8" HS 1,000 3,500 6 500 3,000 1 1/8" STD 1,000 3,500 6.500 1 1/8" HS 1.000 3,500 6.500 4,000 1 1/8" STD 1.000 3,500 6 500 1 1/8" HS 1,000 3.500 6,500 HFX-24x13 1521/4 2,500 1 1/8" STD 1,000 3.500 6,500 1 1/8" HS 1,000 3,500 6.500 3,000 1 1/8" STD 1.000 3.500 6500 1 1/8" HS 1,000 3 50D 6,500 4,000 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1.000 3,500 6,500 HFX-32x13 1521/4 2,500 7/8" STD 1.000 3,500 6.500 7/8" HS 1.000 3,500 6 500 3,000 7/8" STD 1,000 3,500 600 7/8" HS 1.0000 3 SDO 6,500 4,000 7/8" STD 1.000 3,500 6,600 7/8" HS 1,000 3.500 6.500 HFX-44x13 152 114 2,500 7/8" STD 1,000 3,500 6,500 7/8" HS 1,000 3,500 6,500 3,000 7/8" STD 1,000 3,500 6,500 7/8" HS 1,000 3,500 6.500 7/8" STD 1,000 3,500 6.500 7/8" HS 1.000 3.50D 6, 500 2.095 1 1518 1 21.620 2,095 0.518 1 21,615 2,095 0 518 21,615 2,850 D.666 34.445 2,850 0.666 34,445 2,850 0.666 34,445 2.095 0.51 B 21,620 2095 0.518 21.615 2.095 0,518 21,615 3,190 0.747 44,825 3.095 0,124 41,070 2,915 0.682 36,045 2180 0.539 21,620 _ 2.180 0 539 21,620 2.180 0 539 21.620 3,610 0.844 46,095 3,555 0,832 44,690 3,480 0.814 42 755 2.265 0,566 21,620 2,285 0.566 21.620 2,285 0.566 21.620 3,615 1 0.846 38,380 3,615 0,846 38,380 3,615 0.846 38,380 2,520 0289 21,615 2,520 D 289 21 620 2,520 0.289 21,620 4.120 0,473 45.935 4,045 0.464 44.165 3,940 0_452 41,850 2,605 0.299 21,620 _ 2,605 0.299 21,620 2.605 0.299 21,615 4,350 0.499 43,230 4,350 0.499 43,230 4.350 0 499 43.230 2.715 6 311 21.620 2715 0.311 21,615 2,715 0.311 21.E20 4,350 0 499 38,130 4,350 0499 38,130 4,350 0.499 38.130 1.710 0 425 10.630 1.310 0.325 8130 825 0205 5,130 1,820 0 452 11.295 1,415 0.352 8.795 935 0 232 5,795 1.905 0.473 11835 1505 0.373 9.335 1,020 0.253 6,335 2,215 0.550 13,755 1.810 0.450 11,255 1,330 0.330 8,255 2.025 0.503 12, 585 1.745 0.434 10,845 1,265 0 314 7,845 2,305 0.573 14.325 2,305 0.573 14,325 Z065 0.513 12.830 2,550 0.327 10,865 1.965 0.252 8,365 1,260 0.162 5,365 2,735 0,351 11645 2,145 U75 9,145 1,445 0.185 6,145 2,665 0-342 11.355 2,205 6283 9,385 1500 0.192 6,385 110 0.399 13,245 2,740 0 352 11.675 2,035 0.261 8,675 2,665 0,342 11,355 2,500 0.321 10,655 1,795 0231 7,655 3.110 0.399 13,245 3110 0.399 13,246 3.110 0.399 13,245 ESR-2089 I Most Widely Accepted and Trusted Table 1.1A Hardy Frame@ Balloon Wall Installation - on Concrete'.2 20 of 46 Model Concrete Net Compressive HD Bolt Dia Applied Scisritiic �Vinri A[lowa[)[e Allowable Number Height Strength fc (in) and ' Axial 3 In -Plane fi Drift at fi U lift at P, e In -Plane Drift at Uplift at Uplift H (in) (psi) Grade Load ShearV' V (Ibs) V (Ibs) 6 ' Shear V V (Ibs) V (Ibs) Ebts) jIbs HFX-15x14 164 1/4 2,500 1 1/8" HS 4,000 3,000 4,DOD HFX-18x14 2,500 3,000 4.000 HFX-21 x14 2 500 3 00D 4.000 HFX-24x14 2,500 3.000 4,001) HFX-15x15 176 1/4 2,501) 1 1/8" HS 3,500 3,000 4,000 HFX-18x15 2.500 3 000 4 OOO HFX-21x15 z500 3.000 4.000 HFX-24x15 2.500 3,000 4,000 HFX-15x16 188 1/4 2.500 1 1/8" HS 3, 3,000 4.000 HFX-18x16 2,500 3,000 4,000 HFX-21 xt 6 2.500 3,000 4,000 HFX-24x16 2.500 3.000 4,000 HFX-1507 200 1/4 2.500 1 1/8" HS 3,000 4,000 HFX-18x17 2,500 3,000 4,000 HFX-21 x17 2,500 3,000 4.000 HFX-24x17 2,500 3,000 4,000 HFX-15x18 2121/4 2,500 3 000 4,000 HFX-18x18 2,600 3.000 4,000 HFX-21 x18 2.500 3,000 4,000 HFX-24x18 2.500 3,000 4,000 HFX-15x19 2241/4 2,500 1 1/8" HS 2 3,000 4.000 HFX-18x19 2,500 3,000 4.000 HFX-21x19 2.500 3.000 4 O00 HFX-24x19 2.500 3,000 4,000 1,120 0.611 20.680 1,120 0 611 18.925 1,120 0.611 17,460 1,380 0 642 18.475 1,380 0.642 17,545 1.380 0 642 16,630 2,115 0.512 24.300 2,115 0,512 22895 2,115 0.512 21,555 2,090 0,527 18 855 2,090 0.527 18,240 2,090 0.527 17,580 1,045 0.655 20745 1 045 0.655 18 975 1,045 0.655 17 5DO 1310 0.701 10,935 1310 0.701 17,955 1,310 0.701 16,990 1 W5 0.591 24,370 1,975 0,591 22.955 1975 0.591 21.605 1,960 0.597 19000 1,960 D 597 18,375 1.1960 0 597 17,700 980 0 700 20.805 9810 0 700 19.025 980 0.700 17.540 1250 0.760 19,435 1,250 0.760 18,385 1,250 0.760 17,365 1,850 0.675 24,430 1 850 D.675 23,005 1,850 0.675 21650 1,825 0.625 18875 1,825 0.625 18255 1825 0.625 17,595 925 0.745 20.860 925 0,745 19,065 925 D.745 17.570 1,195 0.824 19,890 1,195 0.824 18.775 1,195 0.824 17,705 1,745 0.765 24.4a5 1745 D.765 23,050 1,745 0.765 21,690 1,695 0.660 18,600 1.695 0.660 18 005 1,6% D.660 17,36D 875 0.789 20.905 875 0,789 19,100 875 0.769 17,600 1,150 0.887 20,445 1,150 0.857 19,250 1,150 0 887 18,120 1,645 0.860 24.530 1,645 0 860 23 09D 1,645 0 860 21,725 1.595 0.697 18,540 1 0.697 1 17.950 4UR0.697 17,310 825 0 834 20,950 825 0.834 19.130 b25 0.834 17.625 1,105 0 953 20,885 1,105 0.953 19,625 1,105 0953 18.440 1,560 0 961 24,575 1560 0.961 23,130 1,560 0.961 21,755 1.515 0 734 18,620 1 515 0 734 18.020 1,515 0 734 17 380 1,250 0.767 25,325 1,490 0.913 29870 1490 0.913 25135 1,960 0.912 32,455 1,960 0.912 28.170 1960 0.912 25,320 2.850 0.862 4D,385 3,015 0.913 37.905 3.016 0-913 33,290 3,190 0.805 33.155 3190 0.805 30.68D 3,190 0.805 28,505 1,185 0.833 26.150 _ 1,390 6979 29595 1.390 0.979 25.205 1.830 0 979 32,595 1.830 0.979 28,250 1,830 0,979 25.380 2.620 0.979 39120 2,620 0,979 33,860 2,620 0.979 30,405 2,830 0.859 30.790 2,830 0.859 28,750 2,830 0.859 26.890 1.125 1 0 901 27,015 1,305 1 046 30,105 1.305 1046 25.265 1.715 1.715 1.046 32,555 1.046 28285 1.715 1 046 25410 2,295 1.046 34.255 2,295 1.046 30.716 2,295 1.046 28,005 2,670 0.913 31140 2,670 0.913 29.040 2,670 0.913 27 130 1,07D 0.970 27.940 1230 1..113 30,200 1.230 1.113 25,320 1,615 1,113 32,780 1,615 1.113 28,350 1,615 1,113 25485 2,260 1,112 37.390 2,260 1A 12 32,810 2.260 1.112 29,820 2,485 0.967 30,685 2.485 0,967 28.665 2,485 0.967 26,815 1, 025 1. D41 28.940 1.160 1 179 30,2116 1,160 1179 25.365 1,530 1.179 33o90 1.530 1.179 25,545 1,530 t179 25,600 2,010 1,179 33,445 2,010 1.179 30136 2,010 1.179 77,555 2,335 1,020 30,506 2.335 1,020 28,515 2,335 1 1.020 26,685 970 1.098 28,94G 1.100 1246 30.360 1,100 1246 25,410 1.450 1 246 33,190 1.450 1.246 28,600 1,450 1246 25.640 1.800 1.246 30,460 1.800 1.246 27.910 1,800 1246 25.770 2.220 1.072 30 700 2,220 1.072 28,680 2,220 1.072 2$,825 ESR-2089 I Most Widely Accepted and Trusted Page 21 of 46 Table 1.1A Hardy Frame@ Balloon Wall Installation - on Concrete''2 (Continued) Model Net Concrete Compressive HD Bolt Die Appllerl Selsmlc Wind Allowable Allowable Number Height Strength £c (in) and Axial In -Plans Drift at Uplift at In -Plane D6 ft at UPfiik at H (in) (psi) Grade Load Shear V V (Ibs) V (Ibs) ShearV' V (Ibs) V (Ibs) (Ibs] Ibs HFX-15x20 236 1/4 2.500 1 1/8" HS 2,000 3,000 4,000 HFX-18x20 2.500 3.000 4,000 HFX-2lx20 2,500 3,000 4,000 rHFX-24:01 2,500 3,000 000 For SI: 1 inch = 25,4 mm, 1 foot = 304.8 mm, 1 lb = 4.45 N. 1 psi 6,89 kPa 785 0.879 20,985 785 0 879 19,160 785 0.879 17,650 1.070 1.020 21,490 1,070 1.020 20,135 1,070 1.020 18,875 1.485 1,068 24,610 1,485 1 068 23,160 1,485 1,066 1 21,785 1,460 0 770 18,965 1.460 0.770 1 B, 340 1 460 0 770 1 17.070 920 1.156 28,940 1,045 1.312 30,430 1,045 1.312 25,44 1,220 1.166 26,315 1,220 1.166 23990 1,220 1.166 22,075 1,620 1.313 28,060 1,620 1.313 26,020 1,620 1.313 1 24,210 2,130 1.1241 31,190 2.130 1.124 29,085 2.130 1.124 1 27.170 Notes 1) The values in this table are Allowable Stress Design (ASD) excluding a 1.33 stress increase and pertain to installation on 2500, 3000, and 4000 psi concrete or nut & washer with 5,000 psi minimum non -shrink grout in accordance with Section 3,7,6 of this Report. 2) For installation on a nut & washer (only) table values must be multiplied by 0.80. 3) The applicable applied vertical compressive axial leads are concurrent with the allowable in -plane lateral shear lead. For Panels the axial load must be applied within the middle 1/3 of the Panel width or be uniformly distributed across the entire Panel width For Brace Frame the axial load is acting and along the centerline of the past. 4) The Uplift values listed assume no resisting axial load, To determine anchor tension loads in Panels at design shear values and including the effect of axial loads, refer to Figure 5 of this Report. For Brace Frames the anchor tension load equals uplift minus P, where P is the applicable applied axial load in the Post. 5) Allowable lateral shear, drift and uplift values may be linearly interpolated for intermediate height or axial loads In accordance with Section 4,1.1 of this report, 6) STD indicates bolts complying with ASTM F1554 Grade 36. HS indicates bolls complying with a high strength steel specification as set forth in Section 3.7.4 of this Report Table 1.2A Hardy Frame@ Installation - on Raised Floors"2 Model Number Net Height HD Solt Dia (in) Applied a Axial Seismic Wind In- Lan, Drift s UPIik at V a, s Allowable In -Plane Drift at V s uplift at H (in) and Grade s Load ar V s (Ibs) s Shear V (Ibs) is V (Ibs) (Ibs) Ibs HFX-12x78 78 1 1/8" STD 1.000 3.500 6.500 HFX-15x78 78 1 1/8" STD 1.000 3.500 6,500 HFX-18x78 78 11/8"STD 1,000 3.500 6,500 HFX-2lx78 78 1 1/8" STD 1,000 3.500 6.500 HFX-24x78 78 1 1/8" STD 1,000 3,500 1 1/8" HS 1,000 1,000 3,500 6, 50D HFX-12x8 92 1/4 1 1/8" STD 1,000 3.500 6,500 HFX-15x8 92 1/4 1 1/8" STD 1, 00D 3,500 6,500 HFX-18x8 92 1/4 1 1/8" STD 1,000 3 5D0 6.500 HFX-21x8 92 1/4 1 1/8" STD 1,000 3,500 6.500 HFX-24x8 92 1/4 1 1/8" STD 1,000 3.500 6.500 1 1/8" HS 1,000 3.500 6.500 HFX-32x8 92 1/4 7/8" STD 1.000 3 5D0 6.500 HFX-44x8 921/4 7/8" STD 1.000 3,500 6,500 7/8" HS 1.000 3.500 6.500 1,380 0,341 12,165 1350 0.341 10,625 1,310 0.341 8,775 1,780 0.341 12.545 1,750 0.341 10,965 1715 0.341 9,070 2.875 0.341 15,935 2,780 0.341 14.055 2,285 D.279 9.610 3.635 0.341 16,520 3,525 0.341 14,690 2,775 0265 9,610 3,830 0,236 14,700 3,830 0243 13,395 3,270 0,210 9,610 5,070 0.341 17620 4,385 0,233 15,810 3,270 0.211 9,610 1,180 0,404 12.305 1,155 0.404 10,760 1,120 0.404 8910 1.475 0 404 12,260 1,450 0.404 10.685 1.420 0.404 8 795 2,450 0.404 16,055 2.570 0.404 14,170 1,930 0.326 9,61() 3,025 0.404 16,245 2,930 0,404 14.425 2,35D D 320 9,610 3,420 0.292 15,555 3,420 0 307 14.250 2.765 0 246 9.610 4,315 0 404 19.70 3710 0344 15610 2.765 0 247 9,610 2,135 0.310 8,040 1,470 0.229 5,540 675 D.139 2,540 2 9s0 0,2% 7,610 2,245 0,188 5,795 1 085 0.118 2,795 3,215 0.263 8,295 2 245 0.188 5,795 1,085 0.118 2,795 1755 1 0.433 15,585 1.1685 0 433 13.720 1AM 0363 9,610 2,245 0.433 15,945 2,175 0.433 14.065 1,790 0.354 9.610 3.430 0.433 19A 00 3,050 0.386 15,610 2.285 0 278 9,610 4.355 0.433 19.915 3.720 0.366 15.610 2.775 0265 9,61D 5,105 0343 19,770 4,385 0.292 15,610 3,270 0210 9,610 5,315 0.363 20.610 4.385 0.293 15.610 3,270 0.211 9,610 1,490 0.512 15.690 1,435 a512 13,820 1.185 U426 9.610 1,870 0 512 15,690 1,810 0.512 13 815 1,510 0,428 9,610 2,920 0512 19.230 2,580 0.453 15,610 1.930 0.326 9.610 3,625 0.512 19,585 3,145 0442 15,610 2,35D 0.320 9,616 4.495 0 426 20,610 3,710 0 343 15.610 2.765 0 247 9.610 4,495 0,426 20,610 3.71D 0344 15.610 2 765 0 248 9.610 2.135 0.310 8.040 1.470 0.229 5.540 675 0.139 2.540 3.215 0.264 8.295 2,245 0.188 1 5,795 1.085 0.118 2,795 3.215 0.263 8.295 2,245 0.188 5.795 1,085 0.118 2.795 ESR-2089 I Most Widely Accepted and Trusted Page 22 of 46 Table 1.2A Hardy Frame@ Installation - on Raised Floors' z (Continued) Model Number Net Height HD E3nft Dia (in) Grade s Applied Axial Seismic Winn! Allowable In- s Drift Drift at V Upli11 at ' Allowable In -Plane Drift at V e Uplift at H (in) ar}d Load Plane Shear V' (Ibs) V (Ibs) Shear V ° (Ibs) V ° (Ibs) Ihs HFX-12x9 104 1/4 1 1/8" STD 1 OOD 3,500 6,500 HFX-15x9 104 1/4 1 1/8" STD 1,000 3,500 6,500 HFX-18x9 104 1/4 1 1/8" STD 1 OOO 3,5DD 6,500 HFX-21x9 1041/4 11/8"STD 1,000 3500 6 50D HFX-24x9 104 1 /4 1 1/8" STD 1,000 3.500 6,500 1 1/8" HS 1.000 3,:500 6,:500 HFX-32x9 104 1/4 7/8" STD 1.000 3,500 6,500 HFX-44x9 104 1 /4 7/8" STD 1,000 3,500 6,:500 7/8" HS 1 000 3,500 fi,500 HFX-12x10 1161/4 1 1/8" STD 1 OOD 3,500 6,500 HFX-15x10 1161/4 1 1/8" STD 1.000 3,500 6,:500 HFX-18x10 1161/4 1 1/8" STD 1,000 3,500 6.500 HFX-21x10 1161/4 1 1/8" STD 1.000 3,:500 6,500 HFX-24x 10 1161/4 1 1/8" STD 1.000 3,:500 6 1 1/8" HS 000 1, 000 3.500 6;500 HFX-32x10 1161/4 7/8" STD 1, 000 3,500 6,500 HFX-44x10 1161/4 7/8" STD 1.1000 3,500 6 50D HFX-15x11 1281/4 1 118" STD 1.000 3,500 6,500 HFX-1Bx11 1281/4 1 1/8" STD 1.000 3,500 6,:500 HFX-21x11 1281/4 1 1/8" STD 1,000 3,500 6.500 HFX-24x11 1281/4 1 1/8" STD 1,000 3.500 6,500 1 1/8" HS 1,00D 3,5DD 6 ,5UD HFX-32x11 1281/4 7/8" STD 1,000 3.500 6.500 HFX-44x11 1281/4 7/8" STD 1, 00D 3500 6.500 HFX-15x12 140 1/4 1 1/8" STD 1,001) 3,500 IS :590 HFX-18x12 140 1/4 1 1/8" STD 1,000 3,5OD 6.500 1050 0.456 12,395 1,030 0.456 10,850 1,000 0.456 8,995 1,285 0.456 12.050 1,260 0 456 10,480 %235 0.456 8,595 2,175 0.456 16,100 2100 0.456 14,215 1.710 0 367 9,610 2,640 0.456 16,040 565 0.456 14,230 080 0.367 9,610 3,140 0.346 15.160 3,140 0 362 14,850 2.450 0.277 9.610 3,835 0.456 19,555 3.2135 0 3136 15,610 2,450 0.278 9,610 1.890 0,365 8,040 1300 0.269 5,540 595 OA 62 2,540 2,745 0312 8,005 1,990 0219 5,795 960 0.136 2,795 2845 0.3(8 8,295 1,990 0,220 5,795 960 0.136 2.795 950 0.509 12,475 925 0.509 10.925 900 0 509 9,070 1 135 0 509 11,865 1,115 05D9 10,295 1,090 0.5D9 8,415 1,960 0 509 16,190 1,895 0.509 14,300 1,530 0.407 9,610 2 345 0 509 15,560 2,275 0 509 14,050 1.865 0.416 9.610 2,900 0.400 16,655 2,900 0.418 15,350 2,195 0.307 9,610 3,450 0.509 19,910 2,945 0.429 1U10 2.195 O.3D9 9,610 1.695 0 425 8,040 1,170 0312 1 5,540 535 0156 2,540 2,550 0.356 8,295 1185 0254 5795 860 0.156 2.795 %015 0,561 11.720 1.000 0,561 10,155 975 0,561 8,275 1.780 0.561 16,240 1.720 0 561 14.345 1,390 0447 9,610 2,105 0.561 15 695 2,040 0.561 13,890 1.690 0.465 9 610 2,695 D.455 17,090 2.670 0,469 15,610 1,990 0.337 9,610 3.150 0 561 20070 2,670 0 468 15.610 1990 0.337 97610 1,535 0 488 8.040 1,060 0.358 5.540 485 R211 2,540 2315 0.407 B 95 1615 0290 5.795 780 0,177 2,795 916 0.614 11.565 900 0.614 10,0 55 880 0.614 8,130 1,635 0.614 16.295 1,580 0.614 14.400 1,270 0 487 9,610 1,325 0 579 15.770 1.275 0.579 13,000 1,05D 0.478 9610 1,635 (.579 15,500 1,585 0579 13,635 1,340 0.491 9,610 2.590 0.579 19.285 2,285 0.510 15,610 1710 0.367 9,610 3.170 0.579 19.340 2,785 0.508 15,610 2,080 0 367 9.510 3.980 0477 20,610 3,285 0 385 15 610 2,450 U77 9,610 3,980 0.478 20,610 3,285 0.386 1$-610 2,450 0.278 9,610 1 890 0.365 8,040 1,300 0269 5,540 595 0.162 2.540 2,845 0.308 8.295 1,990 0.220 5.795 960 0,136 2,795 2,845 0.308 8,295 1990 0220 5.795 960 0,136 2,795 1195 0.646 15,835 1,150 0 646 13.965 940 0.530 9,610 1,445 0.646 15.280 1,405 0646 13,470 1,200 0.556 9,610 2,335 0 646 19,380 2.050 0 565 15,670 1,530 0 407 9,610 2,810 0.646 19.125 2,495 0 574 15,610 1.865 0.416 9,610 3.565 0.529 20.610 945 0.427 15,610 2195 0.307 9,610 3,565 0.531 20.610 2,945 0.429 15,610 2.195 0 308 9,610 1.695 0.425 8,040 1,170 0.312 5.540 535 0186 2.540 2,550 0356 8,295 1,785 0.254 5,795 860 0 156 2,795 1,295 0.712 15.065 1.260 0.712 13.320 1,090 0 621 9,61D 2,115 0.712 19,375 1,855 0.623 15,610 1,390 0.449 9,610 2520 0.712 18,925 2,260 0,642 19,610 1.690 0.465 9.610 3,235 0.580 20.610 2.670 0.468 15,610 1.990 0.337 9.610 3,235 0.581 20,610 Z670 0 469 15,610 1.990 0.337 9.610 1,535 0.48E 8, 040 1.060 0 358 5,540 485 0.212 2.540 2,315 0.406 B295 1.615 0,289 5,795 780 0.177 2 795 1,170 0.779 14870 1,140 0.779 13.186 995 U57 9 610 1945 0.779 1 19.505 1,695 0,676 1 15,610 1,270 1 0.487 1 9,610 ESR-2089 I Most Widely Accepted and Trusted Page 23 of 46 Table 1.2A Hardy Frame® Installation - on Raised Floors' Z (Continued) Net HD Bolt Dia (in) Applied Seismic Wind Allowable In. s Uplift nt Allowable Model Number Height and Grade a Axial Plane(lb.))ar V s Drift at V In -Plane Drift at V uplift at �e H (in) Load' (Ibs) Shear V ° ° (Ibs) V (Ibs) (Ibs) jlbsl HFX-21x12 1401/4 1 1/8" STD 1.000 3.500 6.500 HFX-24x12 140 1 /4 1 1/8" STD 1, 000 3,500 6,500 1 1/8" HS 1,000 3 5OD 6.500 HFX-32x12 140 114 7/8" STD 1,000 3,500 6, 500 HFX-44xl2 140 1/4 7/8" STD 1,000 3,500 6.500 HFX-15xl3 152 1/4 1 1/8" STD 1.000 3,500 6.500 HFX-18x13 152114 11/8"STD 1,000 3,500 6,500 HFX-21 xl 3 152 1 /4 1 1/8" STD 1,000 3.500 6500 1 1/8" HS 1,000 3.500 6 500 HFX-24x13 152 1 /4 1 1/8" STD 1,000 3.500 6, 1 1/8" HS 000 1, 000 3 50D 6,500 HFX-32x13 1521/4 7/8" STD 1,000 3,500 6.506 HFX-44x13 1521/4 7/3" STD 1,000 3,500 6,500 For SI: 1 inch = 25.4 mm, 1 Ibf = 4 45 N 1,830 Q614 14,900 2,215 0.779 18,155 1,790 0 614 13,270 2,070 0 738 15,610 1,545 0,536 9,610 1.545 0.536 9.610 2,515 0.509 17,450 7,955 0.633 20,610 2,440 0 510 15.610 2,440 0-511 15.610 1,820 0.367 9,610 1,820 0.367 9,610 2,890 0.614 1 20,130 2,955 0.633 20,610 2,440 0.510 15,610 2 4-40 1 0.511 15.610 1,820 0.367 9,610 1,820 Q367 9,610 1,405 0 556 5,040 1,405 0.556 B4O40 970 0.406 5,540 970 0.407 5,540 445 0,238 2540 445 Q238 2,540 2 115 .459 8.295 2,115 0.459 8,295 1,450 0327 5,795 1,480 0.327 5795 715 0199 2.795 715 0.199 2,795 835 0 666 11,425 1,D65 0.846 14.695 820 0 666 9.865 1.045 0.846 13.060 B05 0 666 7.995 915 0.754 9,610 1,510 0,666 16,360 1,B00 0.846 19,580 1 460 0.666 14,465 1,565 0.730 15.610 1170 0.525 9,610 1,170 0.525 9,610 1,670 0.666 14,765 2,025 0.846 18,030 1,540 0,666 13.170 1,905 0.808 15.610 1425 0.586 9,610 1425 0.586 9.610 1,730 0,666 15 305 2,080 0,846 18,510 1680 0.666 13555 1,905 0.783 15,610 1,425 0,567 9,610 1.425 0.567 9,610 2,360 0,566 17,785 2725 0.684 20,610 2 250 0.553 15,510 2260 0.552 15,610 1,675 0.397 9,610 1,575 0.397 9,610 2,670 0.666 20.180 2 725 0.684 20.610 2,250 0,552 15.610 2250 0.552 15,610 1,675 0,397 9,610 1.675 0.397 9,610 1,295 0,626 8,040 1,295 0.626 8,040 B90 0.457 5.540 B90 0.457 5,540 410 0-266 2,540 410 0.266 Z540 1 950 0,516 B 295 1,950 0.516 8,295 1,350 0.367 5,795 1,360 0,367 5 ,795 655 0-221 2,795 655 0221 2 795 Notes 1) The values in this table are Allowable Stress Design (ASD) excluding a 1.33 stress increase and pertain to installation on Raised Floor Systems supported on concrete or masonry foundations, 2) Raised Floor System for Panels assumes a 2x wood sill plate, Engineered wood products (EWP) rim board (Fc = 680 psi) up to 12 inches deep with a Hardy Frame Bearing Plate installed below the panel. For EWP rim boards up to 18 inches deep the allowable shear value must be multiplied by 0.96 for 12 inch Panel widths and by 0.98 for 18 and 24 inch widths, For all Panel widths the corresponding drift does not change. Raised Floor System for Brace Frames assume a 2x wood sill plate, EWP rim board ( F�= 680 psi,12 inch deep), floor sheathing and a 2x wood bottom plate ( F,=625 psi) below, For wood structural panel (EWP) rim boards up to 18 inches deep the allowable shear value does not change and the corresponding drift must be multiplied by 1,03, 3) The applicable applied vertical compressive axial loads are concurrent with the allowable lateral shear load. For Panels the axial lead must be applied within the middle 1/3 of the Panel width or be uniformly distributed across the entire Panel width. For Brace Frame the axial load is acting along the centerline of the post. 4) The Uplift values listed assume no resisting axial load, To determine the anchor tension load in Panels at design lateral shear values and including the effect of axial loads, the tension load equals uplift minus P/2, where P is the applicable applied axial load on the Panel. For Brace Frames the anchor tension load equals uplift minus P where P is the applicable applied axial load on the Post. 5) Allowable lateral shear , drift and uplift values may be linearly interpolated for intermediate height or axial loads In accordance with Section 4.1.1 of this report 6) STD indicates bolts complying with ASTM F1554 Grade 36, HS indicates bolts complying with a high strength steel specification as set forth in Section 33A of this Report Table 1.3A Hardy Frame® Installation - on Upper Floors' 2 Net HD Bolt Dia (in) Applied Seismic Wind Allowable s Uplift at Allowable ' Uplift Model Number Height H and Grade Axial Load s Drift at V ar PlV Shear a, s V In -Plane ° Drift at V a, s at V (in) ` 6 (Ibs) V (Ibs) (Ibs) Shear V (Ibs) (Ibs) Ibs HFX-12x78 78 1 116" STD 1,000 3.500 6,500 HFX-15x78 78 1 1/8" STD 1,000 3.500 6.500 HFX-18x78 78 1 1/8" STD 1,000 3 5D0 5.500 HFX-2lx78 78 1 1/8" STD 1,000 3.500 6.566 1.245 0,341 10,930 1.210 0.341 9,340 1,165 0.341 7,425 1,640 0.341 11,4B5 1,600 0.341 9.860 1.555 0.341 7905 2,665 0.341 14,715 2 600 0,341 13,035 Z285 0.307 9,610 3,415 0.341 15,500 3,305 R341 13,660 2,775 0.290 9,610 1.590 0.433 14,075 1.550 0.433 12 4B5 1.400 0.405 9,610 2,090 0.433 14,800 2,040 0.433 13,085 1,790 0.388 9,610 3 225 0.433 17,920 3 050 0.421 15,610 _ 2 285 0.306 9,610 4.115 0,433 18,770 3,720 0.396 15,610 2,775 1 0.289 9,610 ESR-2089 I Most Widely Accepted and Trusted Table 1.3A Hardy Frame® Installation - on Upper Floors' z (Continued) Page 24 of 46 Number Net Height HD 6011 Die (in) s EL..d Solsmic Wind Allowable In- Drift at V s UpliatModel �, s In -Plane Drift at Va+ (in) d Grade Plane Shear V' (Ibs) V Shear V (Ibs )H V Ibs (Ibs) (lb s) Ibs HFX-24x78 78 11/8"STD 1,000 3,500 6.500 1 1/8" HS 1, ODD 3.500 6.500 HFX-12x8 921/4 1 1/8" STD 1,000 3,500 6,500 HFX-15x8 921/4 1 1/8" STD 1.000 3,500 6,500 HFX-18x8 921/4 1 1/8" STD 1.000 3,500 6.500 HFX-21x8 921/4 1 118" STD 1.000 3,500 6.500 HFX-24x8 921/4 11/8"STD 1,000 3.500 6500 HS 1,000 3,5DO 6.500 HFX-32x8 921/4 7/8" STD 1.000 3,500 .6.500 HFX44x8 921/4 7/8" STD 1,000 3.500 6,500 7/8" HS 1,000 3,500 6,500 HFX-12x9 104114 1 1/8" STD 1,000 3,500 6,500 HFX-15x9 1041/4 1 1/8" STD 1.000 3.500 6,500 HFX-18x9 104 114 1 1/8" STD 1,000 3,500 6,500 HFX-21x9 1041/4 1 1/8" STD 1.000 3,500 6,500 HFX-24x9 1041/4 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1,000 3.500 6,500 HFX-32x9 1041/4 7/8" STD 1, ODD 3 500 6.500 HFX-44x9 1041/4 7/8" STD 1,000 3,500 6,500 HFX-12x10 1161/4 1 1/8" STD 1,000 3,500 6, 500 HFX-15x10 1161/4 11/8"STD 1,000 3500 6.500 HFX-18x10 1161/4 1 1/8" STD 1,000 3,500 6,500 HFX-21x10 1161/4 11/8"STD 1.000 3,500 6.500 HFX-24x10 1161/4 1 1/B" STD 1,000 3,500 6.500 1 1/8" HS 1,000 3,500 6,500 HFX-32x10 1161/4 7/8" STD 1,000 3,500 6.500 3,830 0.257 14,700 1 5,105 OL371 1%770 3,830 0.265 13,395 4,385 0.318 15,610 3.270 0.231 9,610 3.270 0.231 9610 4,765 0.341 18,420 5,315 0.392 20.610 4.385 0.319 15,610 4,385 0.319 15,610 3,270 0.232 9,610 3,270 0,232 9610 1,065 0.404 11,06o 1,355 0,512 14.205 1035 0.404 9A60 1,325 0512 12,610 995 0.404 7,545 1,185 0.475 9,610 1.355 0.404 11,245 1.730 0.512 14,490 1.325 0.404 9,620 1,700 0.512 12865 1,290 CAM 7.680 1,510 a468 9,610 2275 0.404 14,875 2,740 0.512 18,030 2215 0.404 13,145 2,580 0.493 15610 1,930 0.360 9,610 1,930 1 0 360 9.610 2,845 0 404 16,260 3.425 0.512 18,475 2,760 0 404 13.480 3,145 0.477 15,610 2,360 0.348 9,610 2,350 0 340 9,610 3,420 0 319 15,555 4,495 0,460 20,610 3,420 0.335 14.250 3,710 0.373 15,610 2,765 0271 9,610 2,785 0.272 9,610 4,060 0.404 18.555 4,495 0,461 20,610 3,710 0,374 15,610 3,710 0.374 15.610 2,785 0.272 9,610 2,765 0.272 9,610 2,135 0.321 8,040 2,135 0.321 8,040 1,470 0 238 5,540 1,470 0.237 5,640 976 0.145 2.540 575 0.145 2,540 2,950 0.277 7610 3,215 0.272 8,295 2,245 0 195 5.795 2,246 0.195 5,795 1085 1 0122 2.795 1,085 0.122 2,795 3,215 0 272 1 8,295 3.215 0.272 8 295 2,245 0.195 1 5,795 2,245 0.195 6,795 1,085 0.122 2,795 1,085 0.122 2,795 950 0.456 11.135 1,205 0.579 14,305 920 0.456 9.535 1,180 0.579 12,705 885 0.456 T615 1,050 0.533 9,610 1.185 OA56 11,065 1.510 0.579 14,265 1,155 0.466 9.450 1,480 0.579 12.650 1125 0.456 7,510 1.340 0.537 9,610 2,020 0.456 14,930 2.430 0,579 18.080 1,955 0,456 13,185 2.285 0 556 15,610 1,710 0,405 96 0 11.710 0,405 9.610 2480 0.456 15,015 2.995 0.579 18,260 2 415 0 456 13,305 2,785 0.547 15,610 2 080 Q399 9,610 2,080 0 399 9,610 3,140 0,378 16,160 3,980 0,517 20610 3140 0,395 14,850 3.285 0.420 15,610 2,450 Q.3[i5 9,610 2,450 0.305 9.610 3,605 0.456 18,675 3 980 0.518 20.810 3,265 0.421 15,610 3,285 0,421 15,610 2,450 0,306 9,610 2,450 0.306 9.610 1 890 0.378 8,040 1,890 0.378 8,040 1,000 0.279 5 640 1.300 0.279 5.640 595 0.168 2,540 595 0.168 2.540 2,845 0.321 8,005 2,645 0.318 8.295 1.990 0.227 5,795 1.990 0.227 5,795 960 0.141 ?,?Gs 960 0.141 2,795 M 0,509 11,195 1,090 0 646 14,390 830 0,508 9595 S,D65 0.646 12790 600 0.509 7,675 940 0.592 9,610 1,D45 0.509 10.910 1,335 0.$46 14.065 1025 0.509 9295 1_310 0.646 12,460 995 0.509 7.350 1,2DD O.6D6 9,610 1,825 0.509 15,040 2,190 D.646 18,165 1,770 0.509 13,255 2,050 0.616 15.610 1,530 0.449 9,610 1,530 0.449 9,610 2,190 0.609 14.795 _ 2,660 0.646 10,065 2145 0,509 13.145 2,495 0.618 15.610 I'm 0.451 9,610 1,865 0.451 9,610 2= 0.436 16.655 3.%5 0.573 20.610 2,900 OA56 15,350 2,945 0.465 15,610 2,195 0.338 9,610 2,195 0.338 9610 3,240 0.509 18,680 3.565 0.575 20.610 2,945 0.487 1S,610 2.945 OL467 1$610 2,195 0.340 9610 2.195 0.340 9,610 1,695 0,439 8,040 1,695 0.439 8040 1,170 0,323 5.540 1.170 0323 5,540 535 0,193 2,540 535 0193 2,540 ESR-2089 I Most Widely Accepted and Trusted Table 1.3A Hardy Frame@ Installation - on Upper Floors''2 (Continued) 25 of 46 Model Number Net Height H (in) HD i3olt Die (in) and Grade ' Applied Axial Load' 1 seismic Wind Allowable In - Plane Shear V (Ibs) Drift at V c (Ibs) Ibs UPlift at V ° (Ibs) Allowable In -Plane Shear V' Ibs Drift at V ° (Ibs) Milt at V Milt HFX44x10 1161/4 7/8" STD 1,0DD 2.550 0-367 8,295 2,550 0,366 8,295 3.50D 1,785 0.262 5.795 1.785 0-262 5.795 650D 660 0,162 2,795 860 0-162 2,795 HFX-15xl1 1281/4 1 1/8" STD i D00 940 0,561 10,785 1.195 0.712 13,885 3,500 915 0,561 9175 1 175 0.712 12.270 6,500 890 0,561 7,240 1.090 0.677 9.610 HFX-18xl1 1281/4 1 1/8" STD 1000 1660 0.561 15,100 1,985 0712 18,160 3,500 1,610 0.561 13.3D0 1,855 0 680 15,610 6,600 },3g0 0,493 9,610 1,390 D 495 9,610 HFX-21x11 1281/4 1118"STD 1,000 7 9W 0,561 14,600 2,385 0712 17,885 3,500 1,925 0-561 13,OD5 2;260 0690 15610 6,500 1,620 0-504 9610 1690 0504 9610 HFX-24xl1 1281/4 1 1/8" STD 1,000 2,695 0.496 17,090 3,235 0.629 20,610 3,500 2,670 0.511 15.610 2,670 0.510 15,610 6,500 1990 0.372 9.610 1.990 0-371 9610 1 1/8" HS 1,090 2,960 0.561 18,815 3,235 0,630 20,610 3,500 2,670 0.511 15,610 2,670 0-511 15,610 8,500 1.990 0.371 9,610 1,990 0.372 9610 HFX-32x11 1281/4 7/8"STD 1.0D0 1,535 0.503 8,040 1,535 0504 BD40 3500 1,060 0-370 1 5,540 1,060 0.370 5540 6500 485 0-219 1 2,540 485 0,219 2,540 HFX44xl1 128 114 7/8" STD 1,00D 2,315 0 419 1 8,295 2,315 0.416 8.295 3,500 1,615 0-299 1 5,795 1.615 0.298 5,795 6 5W 780 0.183 1 2,795 780 0.183 2,795 HFX-15x12 1401/4 11/8"STD 1,000 850 0-614 10,655 1,080 0.779 13.720 3500 830 0613 9,045 1,060 0779 12,110 6500 805 0 613 7,115 995 0 748 9,610 HFX-18x12 1401/4 11/8"STD 1,000 1,525 0-614 15,165 1,625 0.779 18,275 3,500 1.480 0-614 13.350 1.695 0,738 15,610 6500 1,270 0,537 9,610 1,270 0,537 9610 HFX-21x12 140114 11/8"STD 1,000 1,705 0.614 13,845 2,100 0.779 17.195 3,500 1.675 0,614 12,290 2045 0779 15,390 6,600 1545 0,579 9,610 1,545 0579 9610 HFX-24x12 1401/4 1 1/8" STD 1 000 2,515 0.554 17 45D 2,955 0 686 20.610 3,500 2,440 0-556 15,610 2,440 0 557 15.610 6,500 1,820 0.404 9,610 1.820 0.405 9.610 1 1/8" HS 1.000 2,715 0.614 18.870 2,955 0-686 20,610 3,500 2,440 0.557 15610 2,440 0.557 15,610 6.500 1,820 0405 9,610 1 1.620 0,405 9,610 HFX-32x12 1401/4 7/8" STD 1.000 1.405 1 0 572 8,040 1,406 0L573 8,040 3.50D 970 0.419 5540 970 0-42D 5,540 6,500 445 0.247 2.540 445 0 247 2 54D HFX44x12 1401/4 7/5"STD 1.000 2,115 6.472 8,295 2.115 0-472 8.295 3,5D0 1,480 0.337 5,795 1.480 0.337 5795 6,500 715 0,205 1 715 13.205 2,795 HFX-15xl3 1521/4 1 1/8" STD 1.000 775 0-666 1. 10,535 985 0 646 13 %S 3.500 755 0-666 1 8,930 965 0.846 11.960 6,500 735 0-6fi6 1 7,000 915 0.821 9,610 HFX-18x13 1521/4 1 1/8" STD 1,000 1,410 0.666 15.250 1,690 0.B46 18,340 3,500 1,365 0-666 13,400 1.565 0.797 15.610 6,500 1,170 0-580 9610 1,170 0-580 1 9,610 HFX-21x13 1521/4 11/8"STD 1,000 1,555 0.666 13,725 1.925 0.846 17,080 3500 1,530 0,666 12175 1,870 0-846 15.250 6.500 1.425 0,633 9,610 1,425 0.633 9,610 HFX-24x13 1521/4 1 1/8" STD 1000 2.360 0.616 17,785 2.725 0,742 20,610 3,500 2,250 0-603 15,610 Z250 0.602 15,610 6500 4675 0-438 9,610 1675 0,438 9,610 11/8"HS 1 000 2,505 0.866 18.915 2,725 0.742 20,610 3,500 2250 0.602 15610 2,250 0.603 15610 6,500 1.675 0-438 9.610 1,675 0.438 9,610 HFX-32x13 1521/4 7/8" STD 1 000 1,255 0.645 8,040 1,295 0 645 8-040 "DO 690 0,471 5.540 890 0.471 5,540 6 500 410 0.275 2.540 410 0.275 2.540 HFX44x13 1521/4 7/8" STD 1,OD0 1.950 0-530 8,295 1,950 0.530 8,295 3,500 1,360 a378 1 5,795 1,360 0,378 5795 6.50D 1 0,228 1 2-795 r 655 01229 Z795 For SI: 1 inch = 25,4 mm, 1 Ibf = 4.45 N Notes 1) The values in this table are Allowable Stress Design (ASD) excluding a 1.33 stress increase and pertain to installation on Upper Floor Systems that bear on wood frame walls below. 2) Upper Floor System for Panels assumes double 2x wood plates in the wall below, Engineered Wood Product (EWP) rim board (Fc = 680 psi) up to 12 inches deep with a Hardy Frame® Bearing Plate installed below, For EWP rim boards up to 18 inches deep the allowable shear value must be multiplied by Q96 for 12-inch-wide panels and 0.98 for 15- thru 24-inch panels. For all panels, the corresponding drift is unchanged. Upper Floor System for Brace Frames assumes double 2x wood plates in the wall below, EWP rim board up to 12 inches deep with Fc = 680 psi, floor sheathing and a 2x wood bottom plate with Fc = 625 psi below the brace frames. For EWP rim boards up to 18 inch deep the allowable shear value does not change and the corresponding drift must be multiplied by 1,03. 3) The applied vertical axial loads are concurrent with the allowable shear load. For Panels the axial load must be applied within the middle 1/3 of the Panel width or be uniformly distributed across the entire Panel width, For Brace Frame the axial load is acting along the centerline of the post. 4) The Uplift values listed assume no resisting axial load. To determine the anchor tension load in Panels at design shear values and including the effect of axial loads, the tension load equals uplift minus P/2, where P is the axial load on the Panel, For Brace Frames the anchor tension load equals uplift minus P where P is the axial load on the Post- 5) Allowable shear, drift and uplift values may be linearly interpolated for intermediate height or axial loads, 6) STD indicates bolts complying with ASTM F1554 Grade 36. HS indicates bolls complying with a high strength steel specification asset forth in Section 3 7.4 of this Report, ESR-2089 I Most Widely Accepted and Trusted Page 26 of 46 Table 2.1A Hardy Frame HFX/S Installation - on 2500 psi Concrete' z Wind Net SolssnVc HD i3oh Dia (in) Applied Axial Aliowaillc In- Allowable In - Model Number Height H e Drift at U lift at Dnft at U lift at in and Grade Load' Plana Shear a Ps Plane Shear s Pe ( ) V ` "1 V (Ibs) V (Ibs) V r Ibs V (Ibs) V (Ibs) HFX/S-9x8 96 518 1 Vir STD 2,000 HFX/S-12x8 96 518 1 1/8" STD 1,000 3 MO 6,500 11/8"HS 1,000 3500 6,500 HFX/S-15xB 96 5/8 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1.000 ,500 6 :500 HFX/S-18x8 96 5/8 1 1/8" STD 1.000 3,500 6.500 1 1/8" HS },000 3.500 6.500 HFX/S-21 xB 96 5/8 1 1/8" STD 1.000 3,500 6,500 1 1/8" HS 1,00D 3.500 6,500 HFX/S-24x8 96 5/8 1 1/8" STD 1,D00 3,500 6,500 1 1/8" HS 1,000 3,500 6,500 HFX/S-32x8 96 5/11 7/8" STD 1,000 3,500 6.500 718" HS 1,000 3,50D 6,500 HFX/S44x8 96 5/8 7/8" STD 1 ODO 3,500 6,500 7/8" HS 1 ED 3,500 5,500 HFX/S-12x9 108 5/11 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1 D00 3.500 6,500 HFX/S-15x9 108 5/8 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1 D00 1500 6,500 HFX/S-18x9 108 5/8 1 1/8" STD 1,000 3,500 6, 500 1 1/8" HS 1 000 3.500 6, 500 HFX/S-21x9 108 5/8 1 1/8" STD 1.000 3,500 6,500 1 1/8" HS 1,000 3,500 6, 500 HFX/S-24x9 108 5/8 1 1/8" STD 1,DOD 3,500 6,500 1 1/8" HS 1 D00 3,5DO 6,500 770 0258 15,510 1,410 0213 19,595 1 300 0.197 17, 005 1,160 0176 14,320 1,410 0,214 19,595 1,300 0,198 17.005 1,160 0.177 14,320 1,955 0.330 21,615 1,945 0.327 21,380 1,900 0,320 20,5 00 2,305 0,388 31,340 2,160 0.364 26,150 1,955 0,330 21.625 2,625 0.218 21,615 2,625 0 218 21,615 2,625 0 218 21.615 3,570 0.298 39,500 3,385 0 283 33.760 3135 0.262 28,745 3.210 0.272 21.090 3210 0276 21,505 3,210 0269 20,840 4 970 0.423 43,265 4,875 0.415 41,070 4,595 0.391 36.045 3,420 0 151 18,010 3.420 0.151 18,010 3,420 0.151 18.010 5,910 0.263 38,175 5,910 0.263 38,175 5,910 1 0.263 38.176 2,265 0.133 8,540 2,160 0.126 8,130 1.360 0.080 5.130 3,000 0.176 11,295 2,335 0.137 8,795 1,540 0.090 5.795 2815 0.090 7.270 2,815 0.090 7,270 2,080 0.066 5,365 4.510 0.144 11,645 3.545 0.113 9,145 2.360 0.076 6.145 1,255 0.238 19,595 1,155 0220 17,005 1,035 0196 14,325 1.255 0.24D 19,595 1,155 0221 17,005 1,035 0.198 14325 1.740 D.361 21.615 1.730 0378 21.380 1,690 0.37D 20.560 2,050 0.449 31.340 1.920 0 421 26,150 1,740 0.381 21,625 2,335 0246 21,615 2,335 0.246 21,620 2,335 0.246 21.620 3,175 0.335 39,500 3,015 0.318 33,700 2,790 0.295 2B.745 Z925 0.319 21,545 2,915 0.318 21.435 2,905 0.317 21,345 4,305 0.475 40.285 4.305 0.475 40,285 4,085 0 451 36,045 3,140 0175 18,710 3140 0175 18.710 3,140 0.175 18710 5,230 0,294 37,830 5,230 0294 37,830 5.230 D294 1 37,830 770 025E 15,510 1.410 0213 19595 1.300 0.197 17,005 1,160 0.176 14,320 1,410 0,214 19.595 1,300 D..198 17,005 1.160 0.177 14 320 1,955 0-327 21,615 1,945 0.325 21.380 1,900 0.318 20,550 2,305 0.388 31,340 2,160 0.364 26,150 1,955 0 330 21,625 2,625 0.218 21615 22625 0.21E 21,615 2,625 0218 21,515 3.570 0 299 39,500 3,385 0284 33.700 3,135 0.263 25,745 3 21D 0.272 21,090 3,210 0.276 21505 3.210 0,269 20,840 5.030 0.428 44,825 4 875 0 415 41.070 4,595 0.391 36,045 3,730 0.165 20005 3,730 a168 20.465 3,730 0.171 20,820 6,450 0 285 45,290 6,360 0.284 43.925 6,210 0 277 41,850 2A25 0 166 10 630 2,160 0.126 8,130 1,360 0.080 5,130 3,000 0.176 11295 2.335 0,137 8,795 1,540 0.090 5,795 3.660 1 0.1 T7 9.440 3.240 0.103 6,30 2.080 0.066 5.365 4,510 0.144 11,645 3.545 0.113 9,145 2,380 0.076 6.145 1,255 023E 19 595 1.155 022D 17,005 1,035 0.196 14.325 1,255 0240 19.595 1,155 0221 17,005 1035 0.197 14,325 1.740 0 379 21 815 1,730 0 376 21,360 1,690 0.367 20 56D 2,050 0.449 31,340 1,920 0.421 26 }50 1740 0.381 21625 2,335 0246 21.615 2,335 0.246 21,620 2,335 0.246 21,620 3.175 0.336 39,4500 3,015 0,318 33.700 2.790 0295 28.745 2.925 0.319 21.545 2,915 0 318 21.a.35 2,905 a317 21.345 4.475 0.494 44,825 4,340 0.479 41.070 4,DB5 0.451 36.045 3.365 0.191 20,745 3,385 a195 21.245 3,385 0.189 20.500 5,775 0 325 45,935 5.675 1 0.319 44.155 5,525 0.311 41,850 ESR-2089 I Most Widely Accepted and Trusted Table 2.1A Hardy Frame HFX/S Installation - on 2500 psi Concrete"' (Continued) Page 27 of 46 HFX/S-32x9 108 5/8 7/8" STD 1.000 3.500 6.500 7/8" HS 1 000 3,500 6.500 HFX/S-44x9 1085 7/8" STD 1.00D 3,500 6,500 7/8" HS 1,000 3.500 $,500 HFX/S-12x10 120 5/8 1 1/8" STD 1.0D0 3,500 6,500 1 1/8" HS 1.000 3,500 6,500 HFX/S-15x10 120 5/8 1 1/8" STD 1,000 3,500 6.500 1 1/8" HS 1,000 3,500 6.500 HFX/S-18x10 120 5/8 1 1/8" STD 1,000 3,500 6.50D 1 1/8" HS 1.000 3,5D0 6.500 HFX/S-21x10 120 5/8 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1.000 3,500 6,500 HFX/S-24x10 120 5/8 1 1/8" STD 1.000 3,500 6,500 1 1/8" HS 1,000 3.500 6,500 HFX/S-32x10 120 5/8 7/8" STD 1.00o 3:500 6,5M 7/8" HS 1.000 3,500 6 500 HFX/S-44x10 120 5/8 7/8" STD 1,000 3,500 6,500 7/8" HS 1,000 3:500 6,500 HFX/S-15x11 132 5/8 1 1/8" STD 1,000 3.500 6 500 1 1/8" HS 1.000 3.500 6,500 HFX/S-18x11 132 5/8 1 1/8" STD 1, O00 3,500 6.500 1 1/8" HS 1,000 3,5D0 6,6T70 HFX/S-21x11 132 5/B 1 1/8" STD 1,000 3,500 6,500 1 1/8" HS 1.000 3,500 6.500 HFX/S-24x11 132 5/8 1 1/8" STD 1,000 3,SnD 6.3 05 1 1/8" HS 1 000 3,500 6,500 2.100 0.174 8,945 1 1 1 2,500 0.207 10630 1.910 0.158 8,13D 1.910 0.150 8,130 1206 0.100 5,130 1,205 0,100 5,130 2.655 0.220 11,295 2555 0,220 11295 2,065 0.171 8.795 2,066 0.171 8,795 1.360 2,635 0.113 5,795 1,360 0,113 5,795 0.116 7,680 3,405 0.151 9,930 2.635 0.116 7650 2.870 0.127 8.365 1,840 0.091 5,365 1,840 0.081 5,365 3.995 Q17T 11,645 3,995 0.177 11,645 3,135 0.139 9,145 3,135 0139 9,145 2,106 0.093 6,145 2.105 0.093 6,145 1,130 0.263 19,595 1,130 0.253 10,595 1,040 0,243 17 D05 1 040 0.243 17,005 930 0.217 14,325 930 0.217 14,325 1,130 Q 19,595 1,130 1265 19,595 1040 0.244 17,005 1.040 0.244 17,005 930 0,218 14,325 930 U18 14,325 1,565 0.434 21.620 1,565 0,431 21,620 1,555 0,431 21,380 1,555 0.428 21,380 1,520 0.421 20,560 1520 0.418 20,560 1.045 0.511 31340 1845 0.811 31,340 1,730 0.479 26150 1,730 0.479 26150 1,565 0,434 21,625 1,-%5 0.434 21,625 2,105 0.212 21.615 2,165 0.272 21,615 2,105 0.272 21,615 2,105 0.272 21,615 2.105 0,272 21,620 2,105 0272 21,620 2,860 0.372 39,500 Z860 0.372 39,500 2715 0.3m 33,700 2,715 0.353 33,70D Z515 0,327 A746 2,515 0,327 28745 2640 0.364 21,620 2640 0.364 21,820 2,840 0,364 21620 2,640 0.364 21,620 2.540 0.364 21620 2.640 0.364 21,620 3,780 0,528 38105 4,030 0.562 44825 3,780 0.528 38,103 3,905 0.545 41,070 3,660 0.514 36,045 300 0.514 36,045 29D0 0.199 19,290 3,150 0.216 21,385 2,900 0.199 1912% 3,115 0.214 21 080 2,900 0.199 19,290 3,106 0.213 20,985 4,690 0.326 37,530 5,200 0.360 45,935 4.690 0.325 37,530 5.110 0.353 44,165 4,690 0.325 37,530 4,975 0.344 41,850 1.955 0.222 9,265 2.240 0254 10,630 1,715 0.194 8,130 1.715 0.194 8.130 1.080 0.122 5.130 1.080 m22 5.130 2 380 0.270 11,225 2,350 0.269 11,295 1,865 0 210 8,795 1,855 01210 8,795 1,220 0.138 5,796 1 220 0.138 5,795 2475 0.148 8,055 3,186 0,191 T0.355 2,475 0.148 8,055 2,575 0.154 8,365 1.650 0.099 5,30 1650 0.099 5,365 3.580 0.214 11.645 3 580 0.214 11.645 2.810 0.168 9,145 2,810 0.168 9,145 1.890 0.113 6145 1 3% Q 113 6.145 1.425 0.486 21,615 1.425 0,485 21,615 1,415 0.483 21,380 1,415 0.482 21,380 1,385 0,471 20,560 1.385 0.471 20,560 1,680 OS73 31,340 1,680 0 573 31.340 1,575 0.536 26.150 1.575 0.536 26150 1425 0486 21625 1,425 0.406 21625 1915. 6.298 21,615 1,915 0 301 21,615 1,915 0.29B 21,615 1,915 0,301 21,615 1915 0,298 21616 1915 0.30t 21.6i5 2.6DD 0.406 39,500 2.600 0-406 39.500 2.470 0.395 33,700 2,470 0.385 33,700 2.285 0,357 28,745 2285 0.357 28745 2.405 0.410 21,620 2,405 0.410 21.820 2,405 0.410 21,615 2.405 0,410 21,615 2.405 0.410 21.620 2,405 0.410 21.620 3,365 0.580 36,380 3,685 0.632 44,825 3.366 0.580 36,330 3,555 0.613 41,070 3.345 U77 36,D45 3,345 0.577 36,045 2.695 0223 19,8D5 2,890 0.238 21615 2,695 0.223 19,8D5 2,860 0.237 21,500 2,695 D-223 19.865 2.870 0.236 21,390 3,730 0." 30420 4 730 0.391 417 3,730 0.308 30,420 4,645 p.384 44,165 3.730 0,308 1 30,420 4.525 1 0,374 1 41,850 ESR-2089 I Most Widely Accepted and Trusted Table 2.1A Hardy Frame HFX/S Installation -on 2500 psi Concrete' z (Continued) Page 28 of 46 HFX/S-32x11 132 5/B 7/8" STD 1.000 3,500 6,500 7/8" HS 1.000 3,500 6.500 HFX/S44x11 132 5/8 7/8" STD 1 DDD 3.500 6,500 7/8" HS 1,000 3,500 6,500 HFX/S-15x12 144 5/8 1 1 /8" STD 1 ODO 3,500 6.500 1 1/8" HS 1,000 3,500 6,500 HFX/S-18x12 144 5/8 1 1/8" STD 1,000 3.500 6,500 1 1/8" HS 1 D00 3 500 6,500 HFX/S-21x12 144 5/B 1 1/8" STD 1,000 3,500 6.500 1 1/8" HS 1,000 3.500 6,500 HFX/S-24x12 144 5/8 1 118" STD 1,000 3.500 6.500 1 1/8" HS 1 000 3,500 6.500 HFX/S-32x12 144 5/8 718" STD 1,000 3,500 6,500 7/6" HS 1,D00 3,500 6,500 HFX/S44x12 144 5/8 7/8" STD 1,000 3,500 6,500 7/8" HS 1,000 3500 6,500 HFX/S-15x13 156 SIB 1 1/8" STD 1,000 3,500 6, 500 1 1/8" HS 1, 000 3,500 6,500 HFX/S-18x13 156 5/B 1 1/6" STD 1,000 3,500 61500 1 1/8" HS 1,000 3,500 6,500 HFX/S-21 x13 156 5/6 1 118" STD 1,000 3.500 6 500 1 1/8" HS 1,000 3,500 6,500 HFX/S-24x13 156 5/8 1 1/8" STD 1,000 3.500 6.500 1 1/8" HS 1,000 3,500 6 500 HFX/S-32x13 156 5/8 7/8" STD 1,000 3,500 6,500 7/8" HS 1,000 3,500 6, 500 1.830 0,276 9.695 2,030 0.306 10630 1,555 U34 0,130 1555 0.234 8,130 980 0,147 5,130 980 0.148 5,130 2,160 0,325 11295 2,160 0,325 11,295 1.680 0.263 6,795 1,680 0,253 8,795 1.105 0.167 6,795 1,105 0.167 5.795 2,335 0.185 8,380 2996 0.236 10,730 2.330 0.184 6,365 2.330 0.184 6,365 1,495 0.118 5,36S 1,495 0,118 5,365 3.245 0.255 11,645 3,245 0.2% 11645 2550 0201 9,145 2,550 0.201 9145 1115 0.135 6,145 1,715 0.135 6A45 1.305 0,541 21,615 1.305 0.540 21615 1,300 0,537 21,380 1,300 0.536 21,380 1270 0,525 20,560 1,270 0,524 20,580 1530 0.633 30.485 1,540 0,638 31.340 1,445 0,597 25,150 1,445 0.597 26,150 1.305 OL41 21,625 1,305 0.541 21.626 1 755 0.324 21.615 1,755 0.324 21.615 1,755 0.324 21,620 1.755 0,324 21,620 1,755 0.324 21,615 1,755 0.324 21.615 2.355 0.442 39,500 2 385 0.442 39,500 2,265 0.419 33700 2 $5 0.419 33,700 2,095 6.386 28,745 095 0 388 28,745 2 2D5 0 456 21.615 2,205 0,456 21,615 2,205 a456 21,615 2205 0.456 21.615 2,205 0.468 21,620 2,205 OA56 21,620 3.030 0.633 35.115 3,360 0.702 44,825 3,030 0.633 35,115 3260 0.681 41,070 3,030 0 633 35.115 3,070 0.641 36,045 2,515 Q.246 20,235 2,650 0.2m 21,815 2,515 0.246 20,235 2,650 0.260 21,615 2,515 0246 20,235 ZOO 0.26Q 21,620 3,410 0 334 30.285 4,335 0.425 45,935 3.410 0,334 30.295 4,260 0.418 44,165 3,410 D,334 30,285 4,150 0 407 41,850 1.720 0,237 9,8m 1.855 D.364 16830 1.420 0,278 8,130 1.420 0.278 8.130 895 0.175 5,130 895 0.176 5,130 1,975 0.386 11.295 1,975 0.386 1i,295 1,535 0.30D 8,79$ 1.535 0.300 8,795 1,010 0.198 5.795 1,010 0.190 5,795 2.210 0224 8,675 2,770 0.281 10,885 2,135 0216 8,265 2,135 0.218 8.365 1,370 0139 5,365 1.370 0.139 5,365 2,970 0.301 11.645 2,970 0 302 11.645 2330 0.237 9145 2.330 0.237 9,145 1565 0.159 6145 1.565 0.159 6.145 1205 0,597 21,615 1205 0.597 21.615 1,200 0.593 21.380 1,200 0.593 21.360 1,170 0,579 20.560 1.170 0.579 20,580 1,385 0.685 28,750 1,420 Q.704 31.340 1,330 0.559 26.150 1,330 a659 26,150 1,205 0597 21.625 1,205 0.597 21.625 1 620 0.348 21,615 1.620 0.348 21,615 1,620 0.349 21,615 1,620 0.348 21,615 1,620 0.348 21.615 1,620 0.348 21,615 2,205 0.477 39.500 2,205 0.477 39500 2,090 0.452 33.7DO 2,090 0.452 33,7DO 1.935 OA19 28.745 1 1.935 OA19 28745 2,035 0.503 21,616 2035 0.503 21.615 2,035 0.603 21620 2,035 0.503 21,620 2035 0.503 21615 2,035 Or503 21,615 2 745 0.685 33,895 3.105 0-775 44,625 2 745 0.685 33,895 3.010 0.751 41,070 2,745 QW5 33,895 2835 Q.703 36,045 2,360 0,271 20.545 2450 0,281 21,615 2 360 0271 20,645 2 458 0.281 21,620 2,360 0.271 20,645 1 2,450 0.281 21,620 3,140 0,360 30.160 1 4006 0.459 45,935 3,140 0,360 30,160 3,935 0.451 44.165 3.140 0.360 30,160 3,830 0.440 41,850 1,625 0.403 10,090 1,710 0.425 10,630 1.310 0.325 8.130 1.310 0.325 8,130 825 0205. 5;130 825 0.205 5,130 1,820 0.452 11.295 1,820 0.452 11.295 1,415 0.352 5,795 1.415 0.352 8,795 935 1 0.232 5,795 935 0.232 1 5,795 ESR-2089 I Most Widely Accepted and Trusted Page 29 of 46 Table 2.1A Hardy Frame® HFX/S Installation - on 2500 psi Concrete"" (Continued) Net Model Number Height H (in) HFX/S-44x13 151,5111 SI: 1 inch = 25.4 mm, 1 foot : HD Boll Dia (in) Applied and Grade a Axial Load 3 1.000 7/6" STD 3,500 6,500 1,000 7/8" HS 3,500 6,500 B mm. 1 Ib = 4.45 N, 1 psi 6.89 kPa Seismic Allowable In- Plat sIbse Shear V Drift at V e (Ibs) U lift at V Pfi (Ibs) 2.100 0 269 8,940 1.965 0.252 8,365 1.260 0.162 5,365 2.735 a 351 11 645 2,145 0.275 9,145 1,445 0.185 6.145 Wind Allowable In- Plat Sr.Ibs Shear V D rift at V ° (Ibs) U lift at V PB (Ibs) 2,550 0.327 10,865 1.965 0.252 8,365 1260 0.162 5,365 2.735 0.351LM 2.145 0 2751.445 0.185 Notes 1) The values in this table are Allowable Stress Design (ASD) excluding a 1.33 stress increase and pertain to installation on 2500 psi concrete or nut & washer with 5.000 psi minimum non -shrink grout in accordance with Section 3.7.6 of this Report 2) For installation on a nut & washer (only) table values must be multiplied by 0.80. 3) The additional vertical axial loads are concurrent with the allowable shear load. For Panels the axial load must be applied within the middle 1/3 of the Panel width or be uniformly distributed across the entire Panel width. For Brace Frame the axial load is acting and along the centerline of the post 4) The Uplift values listed assume no resisting axial load. To determine anchor tension loads in Panels at design shear values and including the effect of axial loads, refer to Figure 4 of this Report, For Brace Frames the anchor tension load equals uplift minus P, where P is the axial load in the Posl 5) Allowable shear, drift and uplift values may be linearly interpolated for intermediate height or axial loads. 6) STD indicates bolts complying with ASTM F1554 Grade 36. HS indicates bolts complying with a high strength steel specification as set forth in Section 3.7.4 of this Report Table 3.0 Hardy Frame Panel and Brace Frame Out -of Plane Design Loads Hardy Frame Product Width Allowable Qul-of-Plane Load s Nominal eight (H) of Panel or Brace Frame (ft 78 (inches) 8 9 10 11 12 13 HFX 9 inch Panels 200 2100 200 200 rV�a n/a n/a HFX 12 inch Panels 200 200 200 200 We n!a n1a HFX 15 inch Panels 206 200 200 150 110 80 70 HFX 18 inch Panels 200 200 180 130 100 76 60 HFX,21 inch Panels 200 2(0 180 130 100 70 60 HFX 24 Inch Panels 260 200 150 110 80 6O 50 HFX 32 inch Brace Frame n/a 90 65 50 35 30 25 HFX 44 inch Brace Frame We SO 60 45 35 25 20 or,t: 'I Incn ='LbA mm, 1 !bf =4.45 N Notes 1) Allowable loads are limited to H/360 deflection using the applicable factor on the wind load in accordance with Table 1604.3 of the 2012 IBC. For deflection limit of H/240 multiply the allowable force from table by 360/240. The allowable force shall not exceed 200 psf. 2) The connection at top and bottom of Panels and Brace Frames must be designed and detailed for the design loads by the Building Design Professional. 3) Loads shown are Allowable Stress Design (ASD) and exclude a 1.33 stress increase. 4) For Panels in Balloon Wall application, out -of -plane loads must be resisted by other framing members, which must be designed and detailed by the building design professional. 5) Computation of panel strength using applicable editions of 2004/07/10 AISI NASPEC--ASD Provisions and the 2006/2009/2012 IBC. 6) For 7 foot nominal wall heights, 9 inch Panels are 79-1/2" net height and all other Panel widths are 78" net height ESR-2089 I Most Widely Accepted and Trusted Table 4.1 Hardy Frame Post 1 30 of 46 STD HS Model Number Net Height (in) HD Dia (in) Allowable Compression �' ° (Ibs) Allowable Tension ° Allowable Tension ° flbsl libel HFP8-7/8 921/4 778 24,735 13,080 28.185 HFP8-11/8 921/4 1-1/8 21620 35,275 HFP9-7/8 104 1/4 71B 22 325 13,080 28 185 HFP9-11/8 1041/4 1-1/8 21,620 35275 HFP1D-7/8 116114 7/8 19900 , 13,080 28.185 HFP10-1118 1161/4 1-1/8 21620 35,275 HFP11-7/8 128114 718 17,520 13,080 26.185 HFP11-11/8 128114 1A18 21620 35,275 HFP12-7/8 1401/4 7/8 15,230 13,080 185 HFP12-11I8 1401/4 1-1/8 21620 .275 HFP13-778 1521/4 7/8 13,050 13,080 !28.185 HFP13-11/8 1521/4 1-1/B 21,620 ,275 HFP7S•Series HFPISB-718 96 5/8 7/8 23865 , 13 DBO 28,185 HFP/S8-1118 965/8 1-1/8 21,620 35,275 HFP/59-7/8 1085/8 7/8 21,440 13,080 28,185 HFP/S9-1 1/8 108 5/8 1-118 21,620 35,275 HFP/S10-7/8 1205f8 718 19,025 13080 28,185 HFP/S10-11/8 120518 1-115 21.620 35,275 HFP/S11-718 132518 7/8 16,670 13,080 28185 HFP7511-1 118 1 132 5/8 1-1/8 21.620 35,275 HFP/S12-7/8 144578 7/B 14,430 13,080 28.185 HFP/S12-11/8 1445/8 1-118 21,626 35275 HFP/S13-7/8 1565/8 718 12,330 13.080 28185 HFP/S 13-1 1I6 156 5/8 1-1/8 21.620 35,275 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N Notes for Table 4.1 Hardy Frame Post: 1) The values in this table are Allowable Stress Design (ASD), exclude a 1.33 stress increase, and assume installations on a rigid base, or a nut and washer with non -shrink grout of 5000 psi minimum compressive strength in accordance with section 3.7.6 of this report. 2) The maximum allowable compression of the post must limited as follows: A) Wood with 625 psi allowable compression perpendicular to grain = 7,656 Ibs, B) Wood with 680 psi allowable compression perpendicular to grain = 8,330 Ibs, C) 2500 psi Concrete = 10,412 lbs. D) 3000 psi Concrete = 12,495 Ibs, 3) For installation on supporting materials other than noted above, the Design Professional must check the Bearing Stress based on the Post bearing area of 12,25 square inches, 4) For compression loads exceeding the allowable bearing stress of the supporting material the Building Design Professional is permitted to design bearing plates to increase the bearing area in order to reduce the bearing stress. 5) STD indicates bolts complying with ASTM F1554 Grade 36, HS indicates bolts complying with a high strength steel specification as set forth in Section 3,74 of this Report. Table 5.1 Hardy Frame Saddle 1.3.4.7 Model Number Fastener Qty P Allowable Allowable Tension 5, 8 jibs)Compression Ibs HFS24 24-16d Common 2,950 5t]p HFS36 32-16d Common 4 280 2,500 For SI: 1 inch = 25,4 mm, 1 Ibf = 4.45 N Notes 1) The maximum notched section in the wood member is 4-1/2 inches, 2) Fastener quantity is the number of 16d Common nails to be installed into each of the members to be joined Table 5.2 of this Report provides reductions of tabulated loads where other nail styles are used. 3) When the end distance from the joint to the first nail hole is less than 1-inch, omit the (2) nails in the 3-inch side -plate and the (1) nail in the 1 -1 /2 inch side -plate that are nearest the joint. 4) For the condition described above there is no reduction in values provided the HFS24 is installed with minimum 22-16d Common nails in each member being joined (44 total) and the HFS36 is installed with 31-16d Common nails in each member (62 total). 5) The allowable tension capacities are for normal duration. The values may be adjusted for other durations, such as for seismic and wind loading in accordance with the AF&PA NDS. 6) Allowable tension capacities assume the Saddle is attached to lumber members with a specific gravity of OA9 or higher, 7) Loads shown are Allowable Stress Design (ASD) and exclude a 1.33 stress increase, Table 5 2 Hardy Frame®Saddle Alternate Fasteners Table Nail Replacement Nail Description Use Percentage of Allowable Load Type D x L in 16d Common 16d Box 0,135 x 3-1/2 0.74 16d Common N10 x 1.5 No 9 a x 1-1/2 0.69 16d Common N16 x 2.5 No. B ga x 2-1/2 1.00 16d Common 16d Sinker 0,148 x 3-1/4 0.84 16d Common 10d Common .Q148 x 3 0.84 16d Common 12d Common 0.148 x 3-1/4 0.84 For SI: 1 inch = 25,4 mm, 1 Ibf = 4.45 N ESR-2089 I Most Widely Accepted and Trusted Page 31 of 46 HOLE PATTERN TOP 13/ t 3/4" HOLE PATTERN BOTTOM DETAIL I 9" HARDY FRAME' HFX-SERIES PANEL .•. HON PATTERN TOP PRE-PUNCHEO HXES PROVIDE ATTACHMENT TO HOLD DOWN BOLTS AND WOOD SCREWS, PRE -PUNCHED HOLES n FOR ELECTICAL mfbNG SECT)ON AND COMMUNICATION CABLES ARE PROMOED AT EDGES. SERIES OF PRE PUNCHW 1f4• DIAMETER SCREW HOLES ARE PROV IDW IFOR ATTACKNI04TTO STUBS. I SHAPE STIF>"ENER WELDED TO LIP AND 0410E FACE OF C-CFIANNEL L SECTION WELDED CONNECTION BY HARDY FRAMES (NO FIB BOLTING RE01ARED) C" 7 --'M SeCTION HOLE PATTERN TOP 0: :01 0 01 0......0 t 3/ �f 2 s/ T 3/A HOLE PATTERN BOTTOM iLE PATTERN BOTTOM HOLE PATTERN BOTTOM DETAIL 1B DETAIL 1C DETAIL ID 12" HARDY FRAMED 15" HARDY FRMMI& 18" 14ARD'Y FRAMt H X-SERIES PANEL HFX SERIES PANEL I-IMSERIES PANED FIGURE 1 ESR-2089 I Most Widely Accepted and Trusted Page 32 of 46 HOLE PATTERN TOP PRE -PUNCHED HOLES PROVIDE ATTACHMENT TO HOLD DOWN BOLTS AND WOOD SCREWS, PRE -PUNCHED HOLES OFOR ELECT€CAL WIRING AND COMMUNICATION L.%3 CABLES ARE PROVIDED SECTION AT EDGES, SERIES OF PRE -PUNCHED o3 114• DIAMETER SCREW HOLES ARE PROVIDED FOR ATTACHMENT TO STUDS Z SHAPE STIFFENER ® WELDED TO LIP AND INSIDE FACE OF C-CHANNEL E7--"C:l SECTION WELDED CONNECTION BY O HARDY FRAMES (NO FIELD BOLTING REQUIRED) E7__lCj SECTION • HOLE PATTERN TOP' O: u s . • a O • • • : • a e •0 2 5/i 1- 91. .. I 1 1 94.. i4 4" 1 2 5/ZPI1 4" HOLE PATTERN BOTTOM IHOLE PATTERN BOTTOM DETAIL 1E DETAIL 1F 21" HARDY FRAME 24" HARDY FRAME HFX-SERIES PANEL HFX-SERIES PANEL FIGURE 1 (continued) ESR-2089 I Most Widely Accepted and Trusted Page 33 of 46 32" BRACE FRAME 44" BRACE FRAME PRE -PUNCHED HOLES O PROVIDE ATTACHMENT TO HOLD DOWN BOLTS AND WOOD SCREWS. PRE -PUNCHED HOLES FOR ELECTICAL WIRING OAND COMMUNICATION CABLES ARE PROVIDED AT EDGES. NON STRUCTURAL FIELD QSTUDS PROVIDE SUPPORT FOR SURFACE FINISH ATTACHMENT. 1 —331" 20--1 /2" 5--3/4- 1 8-1/¢' 31 " 0 0 0 0 3x HOLE PATTERN TOP & BOTTOM HOLE PATTERN TOP & BOTTOM DETAIL 2 HARDYFRAME�HFX-SERIES BRACE FRAME SCREW HOLES WITHIN SLOT OPENING AREA OF PANEL FOR HOLD DOWN ROD ACCESS HOLE F a : 4 LOCATED AT EDGE SCREW HOLES BEYOND OF POST HFXBP12 FOOTPRINT OF PANEL SLOT OPENING # ; FOR HOLD HFXBP15 •• DOWN ROD ... 12GAGE HFXBP18 - B& TOP OTTOM • • : 0 HFXBP21 ACCESS HOLE LOCATED AT EDGE ■ OF POST HFXBP24 FRONT VIEW DETAIL 3 SIDE VIEW DETAIL 4 HARDY FRAME"'HFP-SERIES POST HARDYFRAME�HFX-SERIES BEARING PLATE NAIL I SCREW HOLES NAIL /SCREW HOLES 28 TOTAL IN HFS 14 TOTAL IN HFS 24 • . • . . . * . • . 40 TOTAL IN HFS 36 20 TOTAL IN HFS 36 3" SIDE PLATE 1 1/2" SIDE PLATE NAIL /SCREW HOLES 6 TOTAL Fl WEB END VIEW DETAIL 5 HARDY FRAME -SADDLE (HFS) FIGURE 1 (continued) ESR-2089 I Most Widely Accepted and Trusted Page 34 of 46 NOTES: ATTACHMENTS MAY BE MADE AT SCREW HOLES PROVIDED OR 2 wi'm SELF TAPPING SCREWS (412 AT EDGES, #10 AT PACE), 1 O SECTION B 1 A SECTION A I, TRIMMERS PROVIDE FULL BEARING FOR HEADER ABOVE._OESK)N AND CONNECTIONS BY OTHERS. 2, ex HEADER. 3, WOOD MEMBERS MAY BE INSERTED VERTICALLY OR HORIZONALLY iN CAVITY FOR BACKING AS NEEDED 6x HEADER ABOVE --SECTION 1A, WELDED STRAPS ARE AVAILABLE FROM MANUFACTURER WHEN REQUIRED BY THE DESIGN PROFESSIONAL. 1S WHEN STRAPS ARE FIELD INSTALLED THE DESIGN AND CONNECTION I$ BY THE DESIGN PROFESSIONAL. CONNECTION TO PANEL WITH SELF TAPPING SCREWS IS PERMITTED. 2. A2x WOOD FILLER WITH I14"x4.112" IMIN,) USP "WS" SERIES SCREWS OR EQUAL IS PERMITTED, 3, WHEN CRIPPLE STUDS OCCUR. $HEAR TRANSFER DESIGN TO BE PER THE DESIGN PROFESSIONAL. 4A. THERE IS NO "INSIDE" OR "OUTSIDE' FACE OF PANEL. TO PREVENT THE NEED FOR ADDITIONAL HOLES ORIENT THE PANEL CAVITY TOWARD THE FIXTURE BEING INSTALLED. 4B. A 1" DiA. HOLE MAY BE ADDED IN THE PANEL FACE WHEN IT IS LOCATED IN THE UPPER HALF OF THE PANEL HEIGHT AND 16 4" MIN, FROM ANY EDGE. FOR PANELS MORE THAN 12" WIDE, ADDITIONAL HOLES MUST ALSO BE 1* MINIMUM FROM THEY DIA HOLE PROVIDED 40 FOR HOLES LARGER THAN 1" OIA OR TO ADD MORE THAN ONE HOLE CONTACT HARDY FRAMES, INC. TOP CONNECTION TO HEADER 0 • : r sz.f. HFBX _ r '• OPTIONAL tNSTA4LAT4ON WITH .+ HFBX BASE EXTENSION FOR ADJACENT FRAMING 1, 154 FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE, 2, 1 EA HARDENED ROUND. 2 EA. SAE OR 2 EA ROUND -FLAT WASHERS AND 1 EA. GRADE 8 HEX NUT, 3, ADJACENT FRAMING OPTIONAL U.N.O. BY BUILDING DESIGN PROFESSIONAL, INSTALLATION ON CURB T HFX—SERIES 78 IN. THRU 13 FOOT mom Net Height (in) Depth�,0111 (In) Down )iameter' fin) Top Screw Qty= (as) Screw Orly Available at Edges (ea)' IHFX-IZX78 thn124x78 78 3"1/2 1-V8 HFX-9x - 5 HFX-12x =8 HFX-15x -a HFX-18x =10 HFX-21x =12 HFX-24x s14 4 IHFX-909.5 79-1/2 IHFX-12x8 thru 24x8 92.114 IHFX-9x8 93.3/4 IHFX-12xg Ihru24x9 104.1/4 IHFX-12x1O thru 2400 116-1/4 S IHFX-15x11 Ihru 24x11 128-114 IHFX-15x12 thru 24x12 140.1/4 fi IHFX•15x13 Ihru 24x13 152.114 BALLOON PANELS Net Hold Dow Tap Screw Qly Model Height Depth Diameter' I Screw Qty2 Available at Number n) (in) 0n (ea) Edges (ea)' FX-15x 14 thru 2014 164.114 IVX-i5x15tnru2#15 176.114 6 1FX-1Kx18Ihru 24x16 188-1/4 HFX•15x =8 FX-ISx 171hFu 24x17 200.114 3-112 1-118 HFX•18x -10 HFX-21x -12 7 FX-15x181nru2Ax16 212.IIA HFX-24x=14 8 HFX-15xl9thru2019 224-1/4 HFX-15x2O thn124x20 236-1/4 1) Hold down boils connect to the Panel base with (1 Be) Hardened Round. (2 ea) Round -Flat or (2 ea) SAE Washers below (1 as) Grade 8 Hex Nut on each rod or as specified by the Building Design Professional. 2) 1/4' diameter USP-WS Series screws (or equal), Length is 3" (minimum) when attached directly to the collector and 4-1/2' (minimum) when Installing a 2x filler above the Panel. 3) Adjacent framing with I A' diameter screws is requtfed at the edges when installing a 4x tiller above or when specified by the Design Professional. INSTALLATION INSTRUCTIONS A) When installing directly on concrete, place Panel over bolts and connect with (1 ea) Hardened Round, (2 ea) Round -Flat or (2 ea) SAE Washers below (1 ea) Grade 8 or 2H Heavy Hex Nut. Secure will) a deep socket (recommended) until "Snug Tight". B) If bottom connection is not detailed on plans. Confirm with Design Professional before installing on Nuts & Washers or on a MudsilL C) Use 114"x4-1/2" USP-WS Series screws (or equal) at lop connections with a 2x filer. If the top of Panel is In direct conlacl with the collector above (top plates, header, beam, etc.) usel/4 x 3" (minimum) D) For Inslailations with a 4x filler above 114" diameter screws are required at the Panel edges to brace for the out -of -plane hinge or when they are specified by the Design Professional, a: -:•:a o:":•::a a:•: -:•:a S" PANEL 12" PANEL 15" PANEL 18' PANEL 21" PANEL 24" PANEL PANCAKE FIXTURE — AS NEEDED Q PIC SELF-TAPPING$CREVrS Q AT FACE OF PANEL. it1EX HEAD WITH SELF DRILLING TIP SHOWN) SELF -TAPPING SCREWS 012 SELF-TAPPiNGSCREWS AT FACE OF PANEL AT EDGE OF PANEL. (BUGLE 11EAO Wn3I SELF (BUGLE I IEAD WITH SELF DRILLING TIP SHOWN) DRILLING WING TIP SHOWN) - n to I % � 10 t fiUULEHEik] YlAFER NLW FE,q �'7KJ4S >ROfxN01? .VliS MFXH� yy�y������� .Sf.',F 3NIIf cI!!C ell' S£it ta?IIifIVti VxtXi'2x' 1?SURIPRPACg FINISHES. CONNECTOR$ AND FIXTURES ARE ATTACHED TO THE PANEL FACE WITH 0 M SELF -TAPPING SCREWS SPACED NO LESS THAN 2.1,W-OC. 24 AT rACHMENTS TO THE PANEL EDGES ARE MADE WITH N 12 SELF4APPINO SCREWS 9i SrRUCT URAL CONNECTIONS ARE rD 8E OESIGNED BY 14* DESIGN PROFESSIONAL. 41 $TRUCFURAL HARDWARE USED TO TRANSFER LOADS $HOULp NOT EXCEED 12 GAGE FIGURE 2 ESR-2089 I Most Widely Accepted and Trusted Page 35 of 46 SECTION Aro 0 4 UFTVU 5 0 0 3 1, CAVITY ORIENTED FOR CONNECTION ACCESS, 2. 1 EA HARDENED ROUND. 2 EA SAE OR 2 EA ROUND -FLAT WASHERS AND 1 EA. GRADE B HEX p Q NUT AT BOTH ENDS. 3. S INCH FRAMING ABOVE {MIN} 4, A 2x FILLER WITH V4'x 4-112' MIN USP.WS 2 SCREWS (OR EQUAL) IS PERMITTED, 5 WOOD BACKING FI£LDINSTALLEDASNEEDED- '-a BACK TO BACK INSTALLATION (11 NOTES; A(OVT OF PLANE FORCES TO BE RESISTED BY OTHER FRAMING MEMBERS PER THE BUILDING DESIGN PROFESSIONAL. 81 BALLOON WALL APPLICATIONS REQUIRE HIGH STRENGTH ANCHORAGE.SEE FOUNDATION PLAN AND ANCHORAGE TABLES ON SMEET HFX-I 1, 15# FELT OR EOUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2, 1 EA, HARDENED ROUND, 2 EA. SAE OR 2 F.A. ROUND-FLAT'WA$HFRS AND 1 EA, GRAD£ B HEX NUT, 3, MELDED CONNECTION BY HARDY FRAMES, INC. (NO FIELD CONNECTION REQUIRED). 4. A2x FILLER WITH 1.,4°x4.112°MIN USP-WSSCREWS (OR EQUAL) IS PERMITTED, 5, WHEN REQUIRED BY THE BUILDING DESIGN PROFESSIONAL ATTACH ADJACENT WOOD MEMBERS TO PANEL WITH V4' USP-WS SCREWS (OR EQUAL) THROUGH THE PANEL EDGE INTO THE WOOD MFMSFK BALLOON WALL INSTALLATION Q N ji4" x 3" (MIN) USP WS-SERIES" SCREWS OR EQUAL INTO COLLECTOR 1. Ax WOOD FILLER WITH USP MPA-F CONNECTORS (OR EQUAL) BY BUILDING DESIGN PROFESSIONAL. 2, Im x3-(MIN)USP -WS-SERIES" SCREWS IOR EQUAL}, QUANTITY PER TABLES '1 6l4' A2x WOODFILLER 3. ADJACENT FRAMING WITH 1:A" OIAMETFR SCREWS INSTALLED AT THE EDGES WITH 114" x 4-1,2' (1 WHEN INSTALLING A 4x FILLER ABOVE OR WHEN SPECIFIED BY DESIGN VSP "WSSERIE$" PROFESSIONAL SCREWS OR EQUA 4. OPTIONAL LEDGER PRE -DRILL 3l18' DIA, HOLES. EVENLY SPACED IN FACE OF PERMITTED. PANEL AND INSTALL 114" DLk WOOD SCREWS INTO 2. (MIN.) WOOD LEDGER LOCATED IN PANEL CAVITY, 5, CONNECTOR AND ATTACHMENT BY BUILDING DESIGN PROFESSIONAL. TOP CONNECTION W/ 4x FILLER 10 TOP PLATE CONNECTIONS N 1m 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RFCOMMENDED BETWEEN PANEL BASE AND CONCRETE, 2. 1 EA, HARDENED ROUND. 2 EA, SAE OR 2 EA. ROUNDI•FLAT WASHERS AND 1, 150 FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN t EA, GRADF B HEX NUTAT BOTH ENDS. PANEL BASE AND CONCRETE, 3. ADJACENT FRAMING WITH lA' DIAMETER SCREWS IS INSTALLED AT THE 2, 1 EA,, HARDENED ROUND. 2 EA SAE OR 2 EA, ROUND -FLAT WASHERS AND EDGES WHEN INSTALLING A Ax FILLER ABOVE OR'WHEN SPECIFIED BY DESIGN 1 EA, GRADE B HEX NUT AT BOTH ENDS PROFESSIONAL. RAISED FLOOR HEAD -OUT INSTALLATION ON FOUNDATION 0 0 1. 15#FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE, 2, 1 EA. HARDENED ROUND, 2 EA, SAE OR 2 EA. ROUND -FLAT WASHERS AND 1 EA, GRADE S HEX NUT. INSTALLATION ON 2x PLATE 8 101 r.+S 1, PLUS OR MINUS 1-112" GAP TO BE FILLED WITH RW! 5,0W PSI STRENGTH NON -SHRINK GROUT. 2. 1 EA. HARDENED ROUND; 2 EA, SAE OR 2 EA. ROUND -FLAT WASHERS AND 1 EA. GRADE $ HEX NUT INSTALLATION ON NUTS&WASHERS FIGURE 2 (continued) ESR-2089 I Most Widely Accepted and Trusted e 36 of 46 1 A!J.'F. S, N^REI ^('ASFC AY FDGf OF i'IkGT 1. <LA fN.R X. k:KXNMP` SEA :•E fwYER, ROtIHaFIRT N`ASNCRSNI� f:A s?A WI F:i1-N:IT S. PL3iS W3Rl•Rl�iZHR`F.A?x0BF r8LEa�J�SM!.�@.\SJM S.dO_`951 FIRENCnI IO:xt.•,IGET� JKWS- POST ON DBL. NUT 0 6 1 � I ��0. -I= AW VA `�I •I l`i` 1I USP POST BASE BY THE efSEGN PROFESSIONAL 2; USP POV CAP BY TSIE DESIGN PROFS SSMAD ]: 4x <aEF1i RI51 ANOSTRO.T<;�EAL FRAaxNG aV XHE DESIGN PROFE551EATI 4} POR400H 5NEATI'ENCs NOTCHED FOR BE P)'SF: 1 K EA NARDYFA'AYr;`FNiRwNt, w.q`F:: (E3Fx0PtRa�l r. EA:i V IIIA a 4' -,WNi UWAVS SCREWSL1 Af (OR EWAEACd• k_NO SVf IEN xIM2E DIAN 12.FA SCRFN-A ARE REQ REO INSTALL `k"• 41Q`(MNl SCRE:tiS'Ia.k MP ;. 'I I EA. NARDENED ROUND 2 EA, SAE 011.2 EA ROLND4iAr WAW-ERY AND- PA W(?tI Psx Nuf. CRIPPLE WALL 9 co : tx!kPQ 1i1M TABl!:x FSEf;iF1'Z;W,:INf:E NED W':C:Q!Hkq�VV I. 2 •L:Y.5i5>kc'Ai WPM; •It��\S+ED s';,H BBwfxa r[ATE'. x H4ROY FNAIIE"LNiAH:w a1Ae(«rmiial7R nfS ::4`L'LG .. B';aua: Inr.\ve scREn�:uH txwu; A< EAL'N Brra snlcNw,;HE sHA!1 ,z ea. FrnX:Ktl 48k HF�XxHKL1N)SALI be•>.1,f:2' )xtNiF:'RE'A�,1<BtY:D,f BNSE it' E'•+)IE�. e ,AA"ABL'Ex&OR[ypi�sEF.a\E GH2EA RCi:zRanAT WA�RERF A'.4: 1 8A tw+Exi " V x • R A• M,1•SIxN 5 [iSll aeU Anflt>!CC!(Y.4yC+4£04A(ryY9ULCd�Cf L,E�b^.Ji1+H:V£$1�',YLy POSTS BELOW Medea Number Not Height (In) Depth in) }cold Dowr Dienteler In Screw uantl(y Screw Qty4 Available at Edges lea) Panel Top ea Boa fee) IHFX-12x81hru 24x8 512-114 3-1r2 t-1!e HFX�12x HFX-15x HFX-18x 11X-2111 HFX.24x 6 B 30 12 14 6 a 10 12 14 4 IHFX-12x91hru 209 1041-IM IHFX-1200thru 24x10 116-1A 5 IHFX-15x11 thru 24x11 128-114 HFX-15xl2 thru 2412 140.1A 8 IHFX-15xl3 thru 2013 152.114 NOTE: HARDY FRAME � "STK" WASHERS ARE REQUIRED IN THE TOP OF PANELS WHEN CONNECTING TO A HOLD DOWN ROD FROM ABOVE, HARDY FRAME` "STK PANELS" INCLUDE STK WASHERS PRE -WELDED IN THE TOP CHANNEL. 1) Hold down bolts specified as Standard Grade (STD) must comply with ASTM F1554 Grade 36 (or equal) Hold down bolts specified as High S•renglh (HS) must comply with ASTM A 193 Grade 67 (or equal), HD bolts (both grades) connect to the base of the Panel above with one Hardened Round, two Flat or two SAE Washers and a Grade 8 Hex Nut (or equal). HD bolts (both grades) connect to the top channel of the Panel below with a Hardy Frame' SlaOdne (STK) Washer (may be pre -welded In a Hardy Frame"STW Panel), one Hardened Round, two Flat or two SAE Washers and a Grade 8 Hex Nut (or equal). 2)114" diameter USP-WS Series screws (or equal), Length is 3" (minimum) when attaching directly to the collector and 4.112' (minimum) when installing a 2x filler above the Panel, 3)114" diameter USP-WS Series screws (or equal). Length is 4-112" (minimum) through base of Panel and 3" (minimum) at Hardy Frame" Bearing Plate (HFXBP), 4)114" diameter screws are required at the edges when installing a 4x filler above or when specified by the Design Professional, INSTALLATION ON FLOOR SYSTEMS WITH HARDY FRAME BEARING PLATE (HFXBP) A) Install a solid 4x (min) rim In floor system below Panel. Table values assume Engineered Wood Product (EWP). 9) Notch floor sheathing and screw ends of HFXBP to rim with 1103" (min) USP "WS^ Series Screws (or equal), C) Install Panel on HFXBP, connect with threaded rod grade specified on plans and secure base of Panel with Hardened Round Washer and Grade 8 Nut (or equal). Nuts to be snug tight D) When stacking to a Panel below, "STK" Panels include "STK Washers' pre -welded in M lop channel. or field install "STK" Washer, Hardened Round Washer and a Grade 8 Nut in the top channel of the Panel below, E) When more than 12 screws are required for minimum bottom screw quantity. install 1Ax4-1/2" Screws through Panel base and HFXBP into rim. F) For standard wall heights. Install a 2x filler above Panel (Fig 2-DO 6a). For larger fillers see Fig 2-011 10, NOTE: Installations may vary with specific job conditions andfor specifications by the Design Professional. 3^ F— rA+ .:,.--A 3" 3" �— x.:x..K, „ ----1 3" 3-1-1a pnu 3^ HFX8P12 HFXBPI5 HFXBPI8 3" 3" i 3" HFXSP21• •KFXBP24 FIGURE 2 (continued) ESR-2089 I Most Widely Accepted and Trusted Page 37 of 46 IRM 1D?YE:.^Stt. lam: e1" NY!u,L1r 1W11XlIFlA! ■lAA1110111Arl M30iayY IS& 1¢C'T 7{14Ftgx'XJ It»fn 1,WV. Ik%1 AI.lR'%Y<:RI nIY:By(1: ftcA:yYK?i.A4: ki AkMNATY:Y.WI VT 'mwf:1400T.YlM*%4 4Ta1AF)!•Cti'wk(y l[LgA:?CLp l:E'AR V.MSE RJ1LC Y:: LY:iI::N PRC!'rF,3ipy,1 lai.�F ANk+'F EffEr.T3 +'Aa`tw iRS:xN x A:sE!`&'LFC'I:x<Axa BEFRkE[xA2tit:wFa.S£:Av' allysA'NiLF'. SAiaA,'N tf. P(.pNN:ir�s.A'Af R:tGGiif3HxYll. IIv?C j,! f cr W SY hW1YZF E1r E?;]3 ik,ta'[1N(i N3:'$ YAK 4iE 1:5fC iY:tN YI<NL'AJ` ii` iYNi I$ N.y1,lY::: i'f} 4 4 2 2 3 3 3 5 0 � 1 � �i G•{:MN]fip tallLEE$C£GixYENvJ+H Ef"SB;tYY,iY1 nr�Xxx-r. I 1>:NklrlJRE rRF1Y.LS'F]ft'[MY�eI RfC•xY%�S'YKX`A#:t ]. 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SAE Cf??f:4 R.^AttC''•fLAi W'ASRI:Fx:FK1 I�R'WNt13'�»g SCRE}YS^�Rfl:4iARNAV Bi kX+ill.eliN epk a:CI1P;Mkl 'f.�i.<IA9l•!><f!!1 STEEL BM --WELDED HD91WOOD BM THRU BOLT i 7 FIGURE 2 (continued) ESR-2089 I Most Widely Accepted and Trusted Page 38 of 46 r $"Mil¢nlu:n t HARDENED ROUND i27 SAE OR 12F ROUND•I'TAT ;yASHFRS AND GRADE S HEX NUT 7:8' OIARAETER HOLD DOWN HOLT'WITH tl' TKCK n 7 x 3' PLATE WASHER & 2 NUTS AT IEMBED END PER PLAN y FOUNDATION DESIGN BY BUILDING DESFGN PROFESSIONAL a MOISTURE 6ARRIER RECOMMENDED i.DSE 15, FELT, OR £O j INSTALL ON FOUNDATION 1 HARDENED ROUND: (2; SAE OR (21 ROUNOX1,AT WASHERS AND GRADE B HEX NUT 2. ?M' DIAMETER HOLD DOWN BOLT WITH 112' THICK x 3" x 3° PLATE WASHER R 2 NUTS AT EMBED END PER PLAN 3, FOUNDATION DESIGN BY BUILDING DESIGN PROFESSIONAL INSTALL ON 2x PLATE rtif � •'''F �.+' I NA xUTS ARl�NO. dh Olrli: RDInND•ELAT'rYA51�FL A!ql L:RADE $ Iqf% NU S$OYE A1O RESEiD'7! iIASE 2 T!$'DW.IETERHADDOnvrlOLTri'IT71 ?;2'THK:K r.3'r 3'FLATE CRASHER 89 RUTS FT thg4E"N'D PE4 PµN QOUNDATav DE$;GH BY &M OwO DEs*K PROFE$WNAL 4 PLUS DR MINUS I,' 2'AAP TO BE►RLEb 7A rH MINMAl S ADD PSI STRENGTH. NON•SHRINK GROUT INSTALL ON NUT&WASHER P 1. HARDENED ROUND. (2) SAE OR W ROUNO•FLAT WASHERS AND GRADE B HEX NUT. 2. FOUNDATION DESIGN BY THE DESIGN PROFESSIONAL S. ADJACENT FRAMING FOR RESISTING OUT OF PLANE LOADS BY BUILDING DESIGN PROFESSIONAL 4. MOISTURE BARRIER RECOIXMENDED IUSE 150 FELT, OR EOUIVALENT) 5.. PT DAMETER HOLD DOWN BOLT WITH V2" THJCK x 3' x 3` PLATE WASHER 4 2-NUTS AT EMBED END PER PLAN RAISED FL. HEAD-OUTO FIGURE 2 (continued) ESR-2089 I Most Widely Accepted and Trusted Page 39 of 46 NOTE: COUPLING NUTS MAY BE USED WHEN THREADED ROD IS 5084ECT TO TENSION LOADS ONLY, 1. HARDENED ROUND (2) SAE OR (21 FOUND FLAT WASHERS AND GRADE 8 HEX NUT 2. IM' DIAMETER (MINIMUM} x 4 V2' LONG USP-WS SCREWS (OR EQUAL) PER TABLES J. 4x MINIMUM RIM, TABLES SPECIFY ENGINEERED WOO➢PRODUCT 4 VV DIAMETER HOLD DOWN BOLT WITH Ire x 3"x 3" PLATE WASHER % 2-NUTS AT EMBED END PER PLAN S. FOUNDATION DESIGN BY THE DESIGN PROFESSIONAL 8, USP MP4F CONNECTORS OR EQUAL BY THE DESIGN PROFESSIONAL RAISED FLOOR BUILDING OESIGN.PgcI�BS�ONu 70 OE51GN_ A. LOAD PATH f ROM BEAAi ❑ FOUNDATION. 8, BEAM DEFLECTION MAY INCREASE TOTAL DRIFT OF BRACE FRAME. BUILDING DESIGN PROFESSIONAL, MUST ANALYZE EFFECTS I- 3A' THICK STEEL PLATE MASHER BUILT INTO BOTTOM OF'BRACkFRAME (BY MANUFACTURER) 2, V4' DIAMETER IMIN I K 4-1,'r LONG USP-WS SCREWS (OR EQUAL) PER TABLES 1 THREADED ROD HOLD DOWN WITH PLATE WASHER AS DETERMINED BY THE BUILDING DESIGN PROFESSIONAL AT UNDERSIDE OF BEAM PER PLANS WOOD BM THRU BOLT? 5, 718' LMAMETCR ROD WITH HARDENED ROUND, RJ SAE OR;2) ROUND -FLAT *ASHER$AND GRADE 9}IEX NUT At BOSH ENDS 2 1.4' DLWAETER (MINIMUM) x V LONG USP•WS SCREWS (OR EQUAL) PER TABLE 3 USP MP4F CONNECTIONS OR EQUAL BY BUILDING DESIGN PROFESSIONAL 4, iA' DIAMETER IMIN) x 4.17 LONG USP-WS SCREWS {OR EQUAL) PER TABLES S.4x MINIMUM RINI, TABLES SPECIFY ENGINEERED WOOD PRODUCT STRAIGHT STACK 31 WOOD y. I. 7M' HOLD DOWN BOLT WELDED TO STEEL BEAM (BY BUILDING DESIGN PROFESSIONAL) 2 HARDENED ROUND. (21 SAE OR (2) ROUND -FLAT WASHERS AND GRADE 8 HEX NUT 3, 114' DIAMETER (MIN.) USP-W'S SCREWS (OR EQUAL) MAY BE INSTALLED FOR ADDITIONAL SHEAR TRANSFER 4 STEEL BEAM BY BUILDING DESIGN PROFESSIONAL STEEL BM -WELDED HD(q FIGURE 2 (continued) ESR-2089 I Most Widely Accepted and Trusted Page 40 of 46 1. 114" DIAMETER (MINIMUM) x 3' LONG USP-WS SCREWS (OR EQUAL) PER TABLE TOP PLATE rUq PiI.LEIX3 LARGER TNAN� [i"Sri�f7:1Lti_11: SSS'°a,csnESleN' A. &TUGS � STRAP$ Try FR1W tiPER iiPL]i DF FiL LER RIATERIA; B. ADDITIONAL. DRIFT DUE TO THE AODRKINAL FILLER HEIGHT C. STUD.WOST AT EAC;31 ENO OF BRACE FRAIAE FOR OUT OF PLANELOAD D, IF 5PLICE OCGVRS AT TOP PLATES, FASTENING MUST DEVELOP TENSILE STRENGTH IN LUMBER 1, 4x WOOD FILLER CONNECTION WITH 114" DIAMETER x 3- LONG (MINIMUM) USP•WS SCREWS OR EQUAL PER TABLE 2. USP MP4F CONNECTORS OR EQUAL BY BUILDING DESIGN PROFESSIONAL 3. ADJACENT FRAMING FOR RESISTING OUT OF PLANE LOADS BY BUILDING DESIGN PROFESSIONAL 4x FILLER 9 1. 2x WOOD FILLER CONNECTION WITH 114' DIAMETER (MINIMUM) x 4 112' LONG USP-WS SCREWS OR EQUAL 2x FILLER 0 1, 114" DIAMETER (MINIMUM) U5P-WS SCREWS (OR EQUAL) FOR SHEAR TRANSFER FROM WOOD TO HARDY FRAA4E BRACE FRAME 2. CONNECTION BY BUILDING DESIGN PROFESSIONAL 3, STEEL BEAM PER PLANS STEEL BEAM W/ NAILER 34 FIGURE 2 (continued) ESR-2089 I Most Widely Accepted and Trusted 41 of 46 ACCESS AM E LOCATED AT EDGE OF POST —,, � r r. ;_5;.... fF � �•.y �i 1, HARDENED ROUND, t2) SAE OR 12j ROUND•FLAT WASHERS AND GRADE 9 HEX NUTS ABOVE AND BELOW BASE 2. THREADED ROD HOLD DOWN BOLT WITH 1,7 THICK x 3" x 3' PLATE WASHER A NUT Hardy I'mme BOLT BRACE (HFXBB) MAY REPLACE PLATE WASHERS WHEN ASTM F1554 GR36 THREADED ROD IS SPECIFIED 3 1WTHICK PLATE WASHER BUILT iN POST BY MANUFACTURER 4 PLUS OR 61INUS 1-14' GAP TO BE FILLED WITH MINIMUM 5,000 PSI STRENGTH NON -SHRINK GROUT POST ON DBL. NUT ACCESS HOLE LOCATED AT EDGE OF POST 1, THREADED ROD WITH HARDENED ROUND. 121 SAE OR 121 ROUNO-FLAT WASHERS AND GRADE & HEX NUT CONNECTING TO HOLD DOWN ABOVE 2 3?4' THICK PLAT£WASHER BUILT IN BY MANUFACTURER POST TO TOP PLATES 40 ACCESS HOLE L OCATED AT EDGE OF POST ^\ ..i'� •' ,sue• " 1. HARDENED ROUND. (2) SAE OR (2) ROUND -FLAT WASHERS AND GRADE S HEX NUT 2, THREADED ROD HOLD DOWN BOLT WITH 1s2' THICK x 3' x 3' PLATE WASHER & NUT. Hardy Frama BOLT BRACE (HFXBB) MAY REPLACE PLATE WASHERS WHEN ASTM FI554 GR39 THREADED ROD IS SPECIFIED 3. 3,'4' THICK PLATE WASHER BUILT IN POST BY MANUFACTURER POST ON CONCRETE , 1 rrry, L.AR, At Ie-.E a ]ravenA F•illn+.Ml A.4"fa r�►> Sn,bn A; HIS Mlla rwnWb.TapP- A.AlwnaW1. HF9 Ma01Hd,..IA"daraNle v D"" TOP PIMxs A•AH 1: HF54WxrMee infe Trp'L'6Wy:rs le xl"yafn M, 1= eew Wood 8lmgwal Panel bhoeonyw Wr aelaW,Ien at?xe and w.eHr Woo DePme TA a.1. nue Pere. a-¢rea. t '�f, nbr�-c.:n .•span s,�-.'�c'o.f/e;2• it �raIPvrmr.:y�zW«meis., dw nm?esH!Y.-. �;r-.•v:. �w:a.r, l:««save a.e.«n 1r %`Mf. ii'aW !rx+:9w vy rn NY:a aru.^.ae lame � wtc 3wr. F n<n :ae ro:1: nF:h.n Irr :n:,Fi ^�3KA,m eeti xp"i rv,s niia t a;<u aeanWve vaas: t:>Ne a -aurae rrS-iMAifiM�a"lwR =I. Hnt1•['�•wwr.W-jw" aOft wrnre.da.s aansr,-.�F R? Aka,sHe xe•aAe alien a ea.tw>rumaw a var -eA P....+r war. " t: ><iTwwrlr ywry ie A�.AeN ewa eaoe.e¢p AM.rd1AVAIT}— HARDY FRAME SADDLE FIGURE 2 (continued) ESR-2089 I Most Widely Accepted and Trusted Page 42 of 46 STEEL FRAWNG AT WC(3LP FOR'AF.O STEF.I FLOM;iODFgY;T(y uMR II►WFigNPNR'ARK MO44 FB4 o.At.: 3DM�164 vw? fsw —t:6'D!RVE!'F:R 5ENF'ApPlNG W REWS MJIST PFFlETRATE S TRREASS mo 1 BBY6ND ATTACHI.`d N.EUBER. NNNM M OtiaNT17Y PEA TA& E HARDYFRAME'HF)VS-SSRIF•.S PANEL TOPTOCO(0 FORMED STFEL EhANNEI StFSa VRAW!!G AT F.ocR:RCtlFsTm1 Abgyrt 1!Y MkftbM I; MAMETEp SUF rAmvu =KFYYAAl 51 PEFW.TRATS ] T,,"Aolp IMN a EET[Fo ATM4014VZLQFA M49UW 1]I:Mrdv PERTAIf_E HARDY FRAME' HMS -SERIES BRACE FRAME !A raP To CO:D FaQ,+ED RTSE. a+lr"1NEc F FIGURE 3 4YRtX?�J't;_q'S tVF�Nk EI►/iN G{I[1lf LlWfl F�AY;�.tFi cru�wt�:ast'u;1s <£::<'!Yi WD:w'? MS�L{RAAB RECON�'+Fl.9ED A'ebt_:tE;?mi. aAwGx gvCaT w!(NFKA4YWtrk�giO PAAC e.�.'•:w<'a�N+l:{?i• M ET1�AT'LEa1W1AFq (R"ERNLEO gr i�B;/s:flFh:� LOK�iAW :O RE fl'ctr?�'.'h�"FES?tfave- L4:T11ld�XILpY 144.O1R1 gtl.x+41w?�F54�Ay tOLDF-. p"DIMEEN, MAYNEL06 GAGE AtRAA.Ali r !c• , WN.1 wmQil?AFIi►3Ok WON lNYALL ED &eTFA -ELF 7AW:fr6 4 WP PENETRATE A02 4Iw i PEYOND w6ME[TF.B]L TAg4 M. N HARDYFRAME'HF%IS-SERIES PANEL 'PTO T.TM KAMR' MC�Kg:tom AhJUIE kvp ESR-2089 I Most Widely Accepted and Trusted FIGURE 4: 1A-FDN Hardy Frame@ HFX-Series UNREINFORCED ANCHORAGE'.Z,6 43 of 46 Model Number Concrete Compressive Strength 9 (Psi) HD Anchor ' Seismic Wind Shear Tie' City &Size Cracked I / 4% Cal&Caz (inches)inches Uncraoked Ia / Cai&C.�� (;inches) Cracked I / 4% C•s&Caz Uncracked la / C,I&C,z`'r (inches) 2500 T-118" STD 13-19 12-17 9-13 8-11 HFX-9x 3000 1-1/8" STD 12-16 11-16 10-14 8-12 143 4000 1-1/8" STD 12-17 10-14 9-13 8-11 2500 1-118" STD 13-19 12-17 10-15 10-14 1-1/8" HS 20-30 18-26 10-15 10-14 HFX-12x 3000 1-1/8" STD 12-18 11-16 11-16 10-14 1#3 1-1/8"HS 1928 17-25 12-17 10-15 4000 1-1/8"STD 12-17 10-14 10-14 9-13 1-1/8" HS 18-26 16-23 12-18 11-16 H FX-1 5x78 thru 15x13 2500 1-11B" STD 13-19 12-17 12-17 12-17 1-116, HS 20-30 18-26 14-21 13-19 3000 1-1/8"STD 12-18 11-16 12-17 12-17 1-1/8" HS 19-28 17-25 15-22 14-20 4000 1-1/8"STD 12-17 10-14 11-16 11-16 143 1-17B"HS 1826 16-23 14-21 13-19 HFX-1 5xl 4 thru 15x20 2500 1-1/8" HS 20-30 18-26 12-17 10-15 3000 19-28 17-25 12-17 10-15 4000 18-26 16-23 10-14 9-13 HFX-18x78 thru 18x13 2500 1-1/8" STD 13-19 12-17 14-20 14-20 143 1-118" HS 20-30 18-26 17-25 15-22 3000 1-118" STD 12-18 11-16 12-18 12-18 1-1/8" HS 19-28 17-25 15-22 14-20 4000 1-1/8" STD 12-17 10-14 12-17 12-17 1-1181,HS 1826 16-23 13-19 12-17 HFX-18x14 thru 18x20 2500 1-1/8" HS 20-30 18-26 13-19 12-17 3000 19-28 17-25 12-17 11-16 4000 1826 16-23 10-14 10-14 HFX-21x78 thru 21x13 2500 1-177 s7D 14-20 13-19 13-19 13-19 143 1-118" HS 20-30 18-27 22-33 22-33 243 3000 1-116" STD 13-19 12-18 12-1B 12-15 143 1-119,HS 19-28 17-25 21-31 21-3) 243 4000 1-1/8" STD 12-17 10-14 11-16 11-16 143 1-118" HS 18-26 16-23 17-25 17-25 243 HFX-21x14thru 21x20 2ni) 1-1/8" HS 20-30 1626 1623 1721 243 3000 19-28 17-25 15-22 14-20 4000 18-26 16-23 13-19 12-17 2500 1-118 STD 13=19 12-17 13-19 13-19 143 1-1/8" HS 20-30 18-26 22-32 22-32 243 HFX-24x78 thru 24x13 3000 1-1/8" STD 12-18 11-16 12-18 12-18 143 1-1/8" HS 19-28 17-25 23-34 23-34 243 4000 1-1/8" STD 12-17 10-14 11-16 11-16 143 1.119" HS 18-26 16-23 18-26 18-26 243 H FX-24xl 4 thru 24x20 2500 1-1/8" HS 20-30 18-26 15-22 14-20 243 3000 1928 17-25 14-20 12-18 4000 18-26 16-23 12-17 11-16 2500 7/8" STD 10-14 8-12 9-13 8-71 7/8" HS 15-22 13-19 9-13 8-12 HFX-32x 3000 7/8" STD 10-14 8-12 8-12 8-11 13 7/8" HS 14-21 12-18 10-14 9-13 4000 7/8" STD 8-12 8-11 8-11 7-10 7/8" HS 13-19 12-17 10-15 10-14 HFX-44x 2500 7/8" $TD 10-14 8-12 9-13 8-12 143 7/8" HS 15-22 13-19 10-15 10-14 243 3000 7/8" STD 10-14 8-12 8-12 B-11 143 7/8" HS 1421 12-18 11-16 10-14 243 4000 7/8" STD 8-12 8-11 8-11 7-10 143 7/8" HS 13-19 12-17 12-17 11-16 243 For 31: 1 inch = 26.4 mm, 1 fool = 304.8 mm, I lb = 4,45 N. I psi 8.89 kPa. Notes: 1) Anchorage design complies with ACI 318 Appendix D Condition B for cracked and uncracked normal weight concrete with no supplemental reinforcement with the tabulated minimum specified compressive strength Cracked concrete occurs where analysis indicates cracking (ft > fr) at service load levels. 2) In Seismic Design Categories (SDC) A and B and for detached 1 and 2 family dwellings in SDC A, B, and C, wind values apply. 3) STD indicates steel anchor bolts complying with ASTM F1554 Grade 36. HS indicates steel anchor rods complying with a high strength steel specification as set forth in Section 3.7.4 of this Report. 4) la (first number in inches) is the embedment depth into a foundation that provides the minimum edge and end distance requirements C,j and Cat (second number in inches) 5) C,, is the minimum end distance and Cat is the minimum edge distance to the centerline of the Hold down Anchor. 6) The embedment depth, edge and end distances specified in this table for each Panel, Panel in Balloon Wall, and Brace Frame applies to the maximum design shear values listed in Tables 1, to of this report and considers the interaction of tension and shear- 7) Shear Ties are Grade 60 (min) rebar and are required al curbs and stem walls for near edge distance conditions. At unreinforced anchorage Shear Ties are not required for Panels installed on wood, IRC Braced Wall Panel applications, or when edge distance requirements in the Shear Tie table are met, 8) Foundation dimensions consider anchorage only, The Building Design Professional is responsible for the foundation design and is permitted to design and detail alternative anchorage. 9) Concrete Edge Distances must comply with ACI 31B-08 D8.2. ESR-2089 I Most Widely Accepted and Trusted Page 44 of 46 FIGURE 4 (continued): SUPPLEMENTAL SHEAR TIE REINFORCEMENT Shear Tes le #3 -1.1 /2" Rad h 2 112" (Mii} Over -Lap *4 b 2" Rad (Min) F'Wn Viow ' —1 LENGTHOvPT-L at) —� *3-3-VC �. Rad {mint {✓ 6ack to B1ok 43 #d=4-1f1"—r�Edge Vier Rad (min) LEfdG1H �1A T' Min 12" Min CURB 0 OUTSIDE CORNER Shear Lies per Table Ca2 C CURB (6" MIN) Shear reinforcement per ACI-318-08 Additional Reinfomement May Be Required by FOR Modes CLOlai . fin) Sltsar TLe Length fia) @ Unre4dorced i#ncherege Wn 01dance Required To Omtt Sh or nee We (on) End (In) NFX-sx — lfx-12x _ 5-1i2 7-1"2 10-112 2-311 3-1t2 2-3J8 � 66-1/4 — —8-112 Hi X-15x 93 14 12 4-1f4 7-118 1if?(-t8x 12-314 1s 5 8-316 Hf7(-21 x 15-314 18 5-112 0-318 HFX-24x 18.3€4 21 6 10-3/8 1) SUPPLEMENTAL SHEAR REINFORCEMENT REQUIREMENT IN ACCORDANCE WITH ACI 318 f = 2500 psi. OTHER CONCRETE STRENGTH DETAILS MUST BE PREPARED BY A REGISTERED DESIGN PROFESSIONAL 2) APPLICABLE FOR BOTH WIND AND SEISMIC DESIGN 3) SHEAR REINFORCEMENT IS NOT REQUIRED AT PANELS AND BRACE FRAMES SUPPORTED ON WOOD FRAMING OR LOCATED AWAY FROM FOUNDATION EDGES (INTERIOR FOUNDATION) 4) SUPPLEMENTAL SHEAR REINFORCEMENT IS NOT REQUIRED FOR BRACED WALL PANEL APPLICATIONS SET FORTH IN IBC SECTION 2308.9.3 OR IRC SECTION R602 5) REQUIRE A MINIMUM 6 in, CURB OR STEMWALL WIDTH 61 CONCRETE EDGE DISTANCE FOR ANCHORS MI IST COMPLY WITH ACI 318 D 6 2 ESR-2089 I Most Widely Accepted and Trusted Page 45 of 46 FIGURE 5: EQUATION FOR TENSION UPLIFT WITH ADDED AXIAL LOAD The expressions listed below may be used to determine uplift tension ( T ) with additional axial load ( Pdd ). Hardy Frame" Panets HFX 9x : T = 8.6 f, — 74.4 f, 2 — 1.19 f,'(5.5Padd + 2VH) — Padd HFX 12x ; T = 12.2 f, — 148.8f, 2 — 1.19 f, (8.50Padd + 2VH) — Padd .9f,2-1.19f,(9.75Padd+2VH)—Padd HFX 15x: T = 14.7f,— J-216 HFX18x: T=18.3fc—_334.8f,,2— 1.19fc'(12.8Padd+2VH)—Padd HFX 21 x : T = 21.9 f — 478.1 fc,2 — 1.19 fc'(15.8Padd + 2VH) — Padd HFX 24x ; T = 25.4L' — 647.0 f, 2 — 1.19fc'(18.8Padd + 2VH) — Padd Variable f,, Description/Units Concrete Compression stress / psi V Shear Load / lb. H Panel Height / in. P.1d Vertical Load / lb- T Tension Load / lb. FIGURE 6—EXAMPLE 1: COMBINE HFX-SERIES PANELS OF DIFFERENT STIFFNESS IN THE SAME WALL LINE BY PROPORTIONING LOADS. Given: 2012 IBC, Seismic loading Concrete f'c = 2,500 psi Design Shear Load = 5,500 lbs. Axial Load = 1,000 Ibs (dead plus live) per Panel Wall height = 8'1" Try; (2) HFX-12x8 with (11 HFX-18x8 Step 1: Calculate Stiffness (k) For HFX12x8: Allowable Shear from Table 1.1A (HS grade HD) = 1,480 Ibs Corresponding Drift = 0.225 in Stiffness (1<12) = 1,480 / 0 225 = 6,578 Ibs/in For HFX18x8: Allowable Shear from Table 1.1A (HS grade HD) = 3,740 Ibs Corresponding Drift = 0.312 in Stiffness (k,8) = 3,740 / 0.312 = 11,987 Ibs/in Total Stiffness (ktota,) = k12+ k12+ 1<18= 6,578 Ibs/in + 6,578 Ibs/in + 11,987 Ibs/in = 25,143 Ibs/in Step 2: Calculate Relative Stiffness k12 / ktotai = 6,578 / 25,143 = 0.26 k18 / ktotai = 11,987 / 25,143 = 0.48 Step 3: Check Load Distribution HFX-12x8 = 0.26 x 5,500 Ibs = 1,430 Ibs < 1,480 Ibs OK HFX-18x8 = 0.48 x 5,500 Ibs = 2,640 Ibs < 3,740 Ibs OK For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 lb = 4.45 N, 1 psi = 6.89 kPa. ESR-2089 I Most Widely Accepted and Trusted Page 46 of 46 EXAMPLE 2: HFX-SERIES PANELS TWO-STORY DESIGN Given: 2012 IBC, Wind loading, Concrete f'c = 2,500 psi 1s' Floor Wail Height: 9' 1" Floor System Depth: 1' 0" 2" Floor Wall Height: 8' 1" Shear Load at V' Floor (V,): 1,000 lbs Wind Shear Load at 2nd Floor (V2): 1,000 lbs Wind Shear Load at Foundation (VBa e): 2,000 lbs Wind (1,000 lbs + 1,000 lbs) No Additional Vertical Loads Stop Ill. Select HFX-18x8 (STD Rods) at Second Floor: Allowable Wind Shear from Table 1.3A = 2,740 lbs HFX-18x9 (HS Rods) at First Floor: Allowable Wind Shear from Table 1.1A = 3,310 lbs Step 2. Check Shear 1,000 lbs — A) Shear Load at 2'"' Floor NO HFX-18x8 Allowable Shear = 2,740 lbs > 1,000 lbs OK B) Shear Load at the Foundation (Veese) HFX-18x9 Allowable Shear = 3,310 lbs > 2,000 lbs OK Step 3. Check Moment A) Calculate Cumulative Overlurnin__cLMame_nt_of_the Stacked Panels Second Floor @ 18' 2" = 218" x 1000 lbs =218,000 in-lbs First Floor @ 9' 1" = 109" x 1000 lbs =109,000 in-lbs Total Overturning Moment = 327,000 in-lbs 1 2" FIOor B) Calculate Moment Capacity of the Stacked Panels 1,000 lbs Use the First Floor Panel Moment Capacity as the Capacity of the Stacked Panels Allowable Moment = Allowable Shear x Panel Height = 3,310 lbs x 104.25" = 345,068 in-lbs; C) Check Cumulative Overturning Moment 345,068 in-lbs (Capacity) > 327,000 in-lbs (Cumulative Moment) OK Step 4. Foundation Anchor Tension Culculuted Overturning Moment T = x Uplift at Allowable Moment Allowable Momen I _ 327,000 in — lbs T 345,06B in — lbs x 39,477 lbs = 37,410 lbs For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 lb = 4.45 N, 1 psi = 6.89 kPa.