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2209 DAVID PL; ; CB142015; Permit
08-14-2014 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB142015 Building Inspection Request Line (760) 602-2725 2209 DAVID PL CBAD RESDNTL Sub Type: RAD 1675801800 Lot#: 0 $5,000.00 Constuction Type: 5B Reference #: 0 Structure Type: 0 Bathrooms: 0 Orig PG #: NAKAIYE: REPAIR TO GARAGE DUE TO DAMAGE BY CAR status: ISSUED Applied: 08/14/2014 Entered By: JMA Plan Approved: 08/14/2014 Issued: 08/14/2014 Inspect Area: Plan Check #: Applicant: HOFFMANNS CLASSIC CONSTRUCTION Owner: LITSEY-NAKAIYE FAMILY TRUST 06-22-05 1701 TAMARACK AV CARLSBAD CA 92008 760 310-7815 1447 DEL MONTE DR GLENDALE CA 91207 Building Permit $77.87 Meter Size Add'l Building Permit Fee $0.00 Add'l Reel. Water Con. Fee $0.00 Plan Check $54.51 Meter Fee $0.00 Add'l Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 strong Motion Fee $1.00 PFF (3105540) $0.00 Park in Lieu Fee $0.00 PFF (4305540) $0.00 Park Fee $0.00 License Tax (3104193) $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 Bridge Fee $0.00 Traffic Impact Fee (3105541) $0.00 other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $0.00 Renewal Fee $0.00 ELECTRICAL TOTAL $0.00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL $0.00 other Building Fee $0.00 Housing Impact Fee $0.00 HMP Fee $0.00 Housing InLieu Fee $0.00 Pot. Water Con. Fee $0.00 Housing Credit Fee $0.00 Meter Size Master Drainage Fee $0.00 Add'l Pot. Water Con. Fee $0,00 Sewer Fee $0.00 Reel. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB1473) Fee $1.00 Fire Sprinkler Fees $0.00 Green Bldg Stands Plan Chk Fee $0.00 Green Bldg Stands Plan Chk Fee TOTAL PERMIT FEES $134.38 Total Fees: $134.38 Total Payments to Date: $134.38 Balance Due: $0.00 Inspector: FINAL Date . A^'PRGVAL Clearance: NOTICE: Please take NOTIC(| thd! approval of your project includes ttie "Imposition" of fees, dedications, reservations, or ottier exactions tiereafter collectively referred to as "fees/exactions." You tiave 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project, NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been oiven a NOTICE similar to this, or as to which the statute of limitations has previouslv otherwise expired, THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMmSSUANCE: OPLANNING nENGINEERING nBUILDING npIRE •HEALTH OHAZMAT/APCD ^ City of Carlsbad Building Permit Application 1635 Faraday Ave,, Carlsbad, CA 92008 Ph: 760-602-2719 Fax:760-602-8558 email: building@cadsbadca,gov www.carlsbadca.gov PlanCheckNo. (^(^ | ^. 2Z)/^ Est. Value ,5bO «^ Plan Ck. Deposit Date MM SWPPP 'J^T^/)y9^//) PZ/t^ Atr/sM^^U^^ SUITE#/SPACEJ/UNIT# CT/PROJECT# # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR, TYPE OCC, GROUP DESCRIPTION OF WORK: /nc/iide Square Feet of Affected Uresis) ^^'^ ^ ^' (JcJ<Z. /^0/7/l/r^^ / ^ Y/^ € reryiQi/^ g si^occq,A /^^'^ /-///^x /QyA'^^, fm/r)e, /W^^ TV lOUh ^euu 'ys^/ns rnoc/G^^ '/?^dJc^ /dj€tf,Pi^ ^^.^.^ EXISTimfuSE I PROPOSED USE IGARAGE (SF) IPALOS (SF) D?CKS (SF) PROPOSED USE PATIOS (SF) FIREPLACE YES[~|# N0| I AIR CONDITIONING YES QNO I I FlRESPRINKLERS YES I [NO| I APPLICANT NAME Primary Contact PROPERTY OWNEI ADDRESS . / CITY ^ ^ /} STATE X7 IIP ADDRESS ^/)PL/r)oni^ V9/- IE „ ^-) _ FAX ^ I ^ CITY PHONE 7^ PHONE EMAIL EMAIL DESIGN PROFESSIONAL ADDRESS CITY . Jl STATE J ZIP . . CITY NE , T ZT [FAX • PHONE FAX PHONE , _) FAX / EMAIL EMAIL .4^ ^ ' ^ CLASS CITY BUS, LIC,# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuantto the provisions ofthe Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 ofthe Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred doiiars ($500)). TION Workers' Compensation Declaration; / hereby affirm under penalty of perjury one ofthe following declarations: d I have and will maintain a certificate of consent to self-Insure for wori<ers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this pemiit is issued, d I have and wlll maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co, Policy No,. Expiration Date _ TWs^ection need not be completed if the permit is for one hundred dollars ($100) or less, I jff Certificate of Exemption: I certify that in the perfonnance of the work for which this pemiit is issued, I shall not employ any person in any manner so as tc become subject to the Workers' Compensation Laws of Calilomia, WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damagesj^provld^ for In^ej^on 3}0^^ the Labor code, interest and attomey's fees. JS^ CONTRACTOR SIGNATURE aamagesas provio^rormae^on iwymmeLaoorcoae. QJCGENT DATE 1 hereby affimi that I am exempt from Contractor's Ucense Law for the foiiowing reason: I I I, as owner of the property or my employees with wages as their sole compensation, will do the work and the stmcture is not intended or offered for sale (Sec, 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale), I iif I I, as owner of the ptoperty, am exclusively contracting with licensed contractors to construct the project (Sec, 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law), I I I am exempt under Section Business and Professions Code for this reason: 1,1 personally plan to provide the major labor and materials for construction of the proposed property improvement, QYes I iNo 2,1 (have / have not) signed an application for a building pennit for the proposed work, 3,1 have contracted with the following person (firm) to provide the proposed constmction (include name address / phone / contractors' license number): 4,1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): 5,1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): COMPLETE THIS SECTION FOR N O N - R E S I D E N T 1 A L BUItDIN< PERMITS O Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes No Is the facility to be constmcted within 1,000 feet of the outer boundary of a school site? Yes No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. CONSTRUCTION LENDING AGENCV I hereby affirm that there is a constructjon lending agency for the performance of the work this permit is issued (Sec, 3097 (i) Civil Code), Lender's Name // Aj/lr^^ Lender's Address A P P L I C A JI T C E R T I F I C A T iO N I certify that I have tead the appiteation and state thatthe above infoimation is conect and thatthe infomnatlon on the plans is accurate. I agree to comply with all Cify ordinances and State laws relating to building construction. I hereby authorize iBpressntative ofthe Cify of Carlsbad to enter upon the above mentbned properfy for inspection purposes, I ALSO AGREE TO SAVE, INDEfi^NIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABILmES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT, OSHA: An OSHA permit is required fbr excavations over 5'0' deep and demolition or constnjction of stmctures over 3 stories in height, EXPIFSATION: Every permit issued by the BuikJing Oflicial under the proviskins of this Code shall expire by limitation and become null and void if the buiWing or work authorized by such pemiit is not commenced within 180 days fnom the date of such permit or if the buikjing or \«!rt( authorized by such pemiiy§ suspended or abandoned at any time after the vwri< is commenced fbr a period of 180 days (Sectton 106,4,4 Unifomi Building Code), ) APPLICANT'S SIGNATURE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final Inspection. Fax (760) 602-8560, Email buildlnqtScarlsbaclca.qov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, Califomia 92008. C0#: (Office Use Only) CONTACT NAIVIE OCCUPANT NAIVIE ADDRESS BUILDING ADDRESS CITY STATE ZIP ZIP Carlsbad CA PHONE FAX OCCUPANT'S BUS. LIC. No, DELIVERY OPnONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAILTO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg, 1) MAIL / FAX TO OTHER: ASSOCIATED CB#- NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION >ef APPLICANT'S SIGNATURE DATE Inspection List Permit*: CB142015 Type: RESDNTL RAD NAKAIYE: REPAIR TO GARAGE DUE TO DAMAGE BY CAR Date Inspection Item Inspector Act Comments 09/10/2014 19 Final Structural PY AP 08/18/2014 14 Frame/Steel/Bolting/Weldin PD AP 08/18/2014 17 Interior Lath/Drywall PD AP 08/18/2014 18 Exterior Lath/Drywall PD AP Thursday, February 12, 2015 Page 1 of 1 ICC EVALUATION SERVICE ICC-ES Evaluation Report Most Widely Accepted and Trusted ESR-2089* Reissued August 2012 This report is subject to renewal September 1, 2014. www.icc-es.org | (800)423-6587 | (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.hardvframe.com dIoppfSmii.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 and 2003 Intemational Building Code® (IBC) • 2012, 2009, 2006 and 2003 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 ofthe IRC, Installations include concrete or masonry foundations, raised or upper 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 or installation complies with Section 4,3 of this report. 3.0 DESCRIPTION 3.1 Hardy Frame® Panel and Hardy Frame® 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 1V2 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, dimensions, and structural design information for both series are provided in Tables I DA through 3,0, and Figure 1 provides product illustrations, 3.2 Hardy Frame® Post 3.2.1 General: The Hardy Frame® Post is prefabricated for use in wood or c-fs frame buildings. The Hardy Frame* Post is a 3V2-inch-by-3V4-inch (89 mm by 82 mm) c-fs tube that is enclosed at the top and bottom with c-fs channels as described in the quality documentation, and is designed to resist and transfer both axial tension and compression loads. 'Revised March 2014 /( Y -/..V i:\ almiliiin Repiirls are nut lo hi' coiKtnwd as n'lvcscniing aeslliellcs ar am nihcr allnhiili-s not spn ilically aclilressfd ilar arv llin la he ainslrueti ai an enilorsfinenl of lhe snhieci of lhe reporl or a recommemlalian Jar lis me. Ihere is no wairanly hy l('(' i:\aliialian Service. /,/,(', express or implied, as la anv Jiiiclin^ ar alhernialler in Ihis reporl. or as lo anv pradiiel eavered hv the reporl Copyright © 2014 ESR-2089 I Most Widely Accepted and Trusted Page 2 of 46 3.2.2 Hardy Frame® Post HFP Series and Hardy Frame® Post HFP/S Series: The Hardy Frame® 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 beahng plates are 3V2 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 1,0A of this report, 3.4.2 Self-drilling Tapping Screws: The screws used for connecting the Hardy Frame® panels and brace frames to c-fs collector elements must have a minimum tensile strength (P,s) 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 I codes (AISI TS-4 for the 2006 and 2003 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 1,0B 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 Frame® 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 Frame® Saddles consist of a one-piece c-fs channel with a 3,71-inch-wide (94 mm) web, and 1V2- 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 ofthe Hardy Frame® Saddle to allow for field separation into two L-shapes that may be used for splicing members wider than 3V2 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 Frame® Panels, Brace Frames, and Posts: All Hardy Frame® 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 ^/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 B7; 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 A194 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 14* edition of AISC Steel Construction Manual, Part 14, Table 14-2. 3.7.5 Hardy Frame® Bolt Brace: The Hardy Frame® 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 ^/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 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 s 6,5, OQ > 3.0, and C<j > 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 ASCE/SEI 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 Do 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 ofthe 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 Frame® 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 Frame® 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. Where Panels or Brace Frames are combined in the same wall line with other types of lateral-force-resisting systems, applied lateral shear loads must be proportioned based on relative lateral stiffness of the resisting elements. 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 Frame® 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 Frame® 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 desiqn 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, CD, 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, W, 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. ESR-2089 I Most Widely Accepted and Trusted Page 4 of 46 In c-fs-framed construction. Table I.OB provides tabulated screw quantities for resisting the allowable in- plane wind & seismic loads. The ASD tension, T, may be computed by Eq-1: 7=105/1 (Ibf) Eq-1 or r=465n(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 V4 inch (6,4 mm). The screw head diameter must be a minimum of inch (7,94 mm), unless a washer measuring ^/i6 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 ofthe 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 or 2003 IBC or IRC, 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 ofthe 2012 IBC, Sections 1908,1.9, 1908,1,10, and 1912 ofthe 2009 IBC, Sections 1908,1.16 and 1912 of the 2006 IBC or Section 1913 of the 2003 IBC, as applicable. Foundation design must address requirements in Sections 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 Frame® 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 ofthe IBC, 4.1.7 Connection to Steel Supports: Connections to steel beams 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 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 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 Frame® 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: When Braced Wall Panels or Alternate Braced Wall Panels are required by Section 2308 of the 2012, 2009, 2006 or 2003 IBC, and Section R602 of the 2012, 2009, 2006 or 2003 IRC, they are permitted to be replaced on a one-to- one basis, with Hardy Frame® Panels or Brace Frames, 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 Frame 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 V4-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 Frame® 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 Page 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 lV2-inch (38 mm) height above the Hardy Frame® Panel or Brace Frame, the filler piece must be connected with minimum 4'/2-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 loading are adequately accounted for by the building design professional, A minimum of four nominally V4-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 products built to c-fs stud heights from 96^/8 inches to 156 k 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 V4-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 (AC118), 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 Frame® 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 Frame® 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 V4-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 Frame® 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 3V2 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 Page 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, except for braced and alternate braced wall substitutions noted in Section 4,2 of this 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 ofthe 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-fomied, 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). 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) Widtti (in) Deptti (in) HD Dia ^ (In) Top Screw Qty''(ea) Bottom Screw Qty ' * (ea) HFX-9x795 79 1/2 9 3 1/2 1 1/8 5 n/a HFX-12X78 78 12 3 1/2 1 1/8 6 6 HFX-15X78 78 15 3 1/2 1 1/8 6 8 HFX-18x78 78 18 3 1/2 1 1/8 10 10 HFX-21X78 78 21 3 1/2 1 1/8 12 12 HFX-24x78 78 24 3 1/2 1 1/8 14 14 HFX-9x8 93 3/4 9 3 1/2 1 1/8 5 n/a HFX-12xe 12 3 1/2 1 1/8 6 6 HFX-15x8 15 3 1/2 1 1/8 a 8 HFX-18x8 18 3 1/2 1 1/8 10 10 HFX-21x8 92 1/4 21 3 1/2 1 1/8 12 12 HFX.24X8 92 1/4 24 3 1/2 1 1/8 14 14 HFX-32x8 92 1/4 32 3 1/2 7/6 10 10 HFX-44x8 92 1/4 44 3 1/2 7/6 14 14 HFX-12x9 12 3 1/2 1 1/6 6 6 HFX-15X9 15 3 1/2 1 1/6 8 8 HFX-iax9 104 1/4 18 3 1/2 1 1/6 10 10 HFX-21x9 104 1/4 21 3 1/2 1 1/6 12 12 HFX-24X9 104 1/4 24 3 1/2 1 1/6 14 14 HFX-32X9 104 1/4 32 3 1/2 7/6 10 10 HFX-44X9 104 1/4 44 3 1/2 7/6 14 14 HFX-12x10 12 3 1/2 1 1/8 6 6 HFX-15X10 15 3 1/2 1 1/8 6 8 HFX-ISxIO 18 3 1/2 1 1/8 10 10 HFX-21X10 116 1/4 21 3 1/2 1 1/8 12 12 HFX-24X10 116 1/4 24 3 1/2 1 1/8 14 14 HFX-32X10 116 1/4 32 3 1/2 7/8 10 10 HFX-44X10 116 1/4 44 3 1/2 7/8 14 14 HFX-15X11 15 3 1/2 1 1/8 8 8 HFX-18X11 18 3 1/2 1 1/8 10 10 HFX-21X11 21 3 1/2 1 1/8 12 12 HFX-24X11 12 24 3 1/2 1 1/8 14 14 HFX-32X11 32 3 1/2 7/8 10 10 HFX-44X11 44 3 1/2 7/8 14 14 HFX-15x12 15 3 1/2 1 1/8 8 8 HFX-18X12 18 3 1/2 1 1/8 10 10 HFX-21X12 21 3 1/2 1 1/8 12 12 HFX-24X12 140 1/4 24 3 1/2 1 1/8 14 14 HFX-32X12 32 3 1/2 7/6 10 10 HFX-44X12 44 7/6 14 14 HFX-15x13 15 1 1/6 8 6 HFX-18X13 18 1 1/6 10 10 HFX-21X13 21 3 1/2 1 1/6 12 12 HFX-24x13 15 24 3 1/2 1 1/6 14 14 HFX-32X13 32 3 1/2 7/6 10 10 HFX-44X13 44 3 1/2 7/6 14 14 HFX-15x14 15 3 1/2 1 1/8 8 n/a HFX-18X14 18 3 1/2 1 1/8 10 n/a HFX-21X14 21 3 1/2 1 1/8 12 n/a HFX-24x14 24 3 1/2 1 1/8 14 n/a HFX-15X15 15 3 1/2 1 1/8 8 n/a HFX-18X15 16 3 1/2 1 1/8 10 n/a HFX-21X15 176 1/4 21 3 1/2 1 1/8 12 n/a HFX-24x15 24 3 1/2 1 1/8 14 n/a HFX-15X16 15 3 1/2 1 1/6 8 n/a HFX-18X16 18 3 1/2 1 1/6 10 n/a HFX.21X16 188 1/4 21 3 1/2 1 1/6 12 n/a HFX-24x16 188 1/4 24 3 1/2 1 1/6 14 n/a HFX.15x17 15 1 1/8 8 HFX-18X17 18 3 1/2 1 1/8 10 n/a HFX-21X17 20 21 3 1/2 1 1/8 12 n/a HFX-24X17 24 3 1/2 1 1/8 14 n/a HFX-15xie 15 1 1/8 6 n/a HFX-18X18 18 1 1/8 10 n/a HFX-21X18 21 3 1/2 1 1/8 12 n/a HFX-24x18 24 3 1/2 1 1/8 14 n/a HFX-15X19 15 3 1/2 1 1/6 6 n/a HFX-18X19 18 3 1/2 1 1/6 10 n/a HFX-21x19 21 3 1/2 1 1/6 12 n/a HFX-24X19 24 3 1/2 1 1/6 14 n/a HFX-15X20 15 3 1/2 1 1/6 8 n/a HFX-18x20 236 1/4 16 3 1/2 1 1/6 10 n/a HFX-21X2Q 236 1/4 21 3 1/2 1 1/6 12 n/a HFX-24x20 24 3 1/2 1 1/6 14 Notes 1) Hold Down (HD) rods can be Standard (STD) or High Strengtti (HS), STD indicates boits complying with ASTM Fl 554 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 (No. 12 gage) thick steel to wood (specific gravity of 0 50 or greater) connection CU" 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 (4181b 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 4'/, inches. 4) Bottom screw length must be minimum of 4'/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 14 of 46 Table 1,1 A Hardy Frame® Installation - on Concrete (Continued) Concrete Compressive Strength Tc (psi) Seismic Wind Model Number Net Height H(in) Concrete Compressive Strength Tc (psi) HD Bolt Oia (in) and Grade ° Applied Axiai Load' Allowable In-Plane Shear V' Drift at V ' (ibs) Uplift at v'^llbs) Allowable In-Plane Shear V' Drift at v'(ibs) Uplift at V"(ibs| Concrete Compressive Strength Tc (psi) libs) libs) 1,000 1 1/8" STD 3,600 2,500 6,500 2,500 1,000 1 1/8" HS 3,500 6,500 1,000 1 1/8" STD 3,600 HFX-15x10 116 1/4 3,000 6,500 HFX-15x10 116 1/4 3,000 1,000 1 1/6" HS 3,500 6,500 1,000 1 1/8" STD 3,500 4,000 6,500 4,000 1.000 1 1/8" HS 3,500 6,500 1,000 1 1/6" STD 3,500 2,500 6,500 2,500 1,000 1 1/8" HS 3,500 6,500 1,000 1 1/8" STD 3,500 HFX-iexlO 116 1/4 3,000 6,500 HFX-iexlO 116 1/4 3,000 1,000 1 1/8" HS 3,500 6,500 1,000 1 1/6" STD 3,500 4.000 6,500 4.000 1,000 1 1/6" HS 3,500 6,500 1,000 1 1/6" STD 3,500 2,500 6,500 2,500 1,000 1 1/8" HS 3,500 6,500 1.000 1 1/6" STD 3,500 HFX-21x10 1161/4 3,000 6,500 HFX-21x10 1161/4 3,000 1,000 1 1/8" HS 3,500 6,500 1,000 1 1/6" STD 3,500 4,000 6,500 4,000 1,000 1 1/8" HS 3,500 6,500 1,000 1 1/8" STD 3,500 2,500 6,500 2,500 1,000 1 1/8" HS 3,500 6,500 1,000 1 1/8" STD 3,600 HFX-24x10 1161/4 3,000 6,500 HFX-24x10 1161/4 3,000 1,000 1 1/8" HS 3,500 6,500 1,000 1 1/8" STD 3,500 4,000 6,500 4,000 1,000 1 1/8" HS 3,500 6,500 1,625 0.414 21.620 1,615 0 411 21,380 1,580 0402 20,560 1,915 0.488 31,340 1,795 0.457 26,150 1,625 0414 21,625 1,740 0.442 21,615 1,740 0.442 21,620 1,740 0 442 21,615 2,000 0.509 27,060 2,000 0.509 27,060 2.000 0.509 27,060 1,660 0.478 21,620 1,660 0.478 21,615 1,660 0.476 21,615 2,000 0 509 23,435 2,000 0 509 23,435 2,000 0 509 23,436 2.185 0.282 21,620 2.185 0.282 21,620 2.185 0282 21,615 2,970 0386 39,500 2,615 0 366 33,700 2,605 0.339 28,745 2,255 0 291 21,110 2,255 0 291 21.110 2,255 0 291 21,110 3,370 0.438 40,205 3,370 0.438 40,205 3,220 0.419 36,500 2,255 0 291 19,700 2,255 0 291 19,700 2,255 0291 19,700 3,370 0438 32,855 3,370 0.438 32,855 3,370 0 438 32,855 2,740 0 348 21,615 2,740 0 348 21,615 2.740 0 348 21,620 3,970 0 509 39,075 3,970 0.509 39,075 3,620 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 33,835 3,970 0.509 33,835 2,975 0 378 21,465 2,965 0 376 21,365 2,950 0 375 21,260 3,970 0 509 30,390 3,970 0.509 30,390 3,970 0 509 30,390 2,900 0 199 18,450 2,900 0.199 18,450 2,900 0.199 16,450 4,690 0 325 35,285 4,690 0 325 35,265 4,690 0 325 35,285 2,900 0.199 17,865 2,900 0 199 17,865 2,900 0 199 17,665 4,690 0 325 32,355 4,690 0 325 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 4.590 0 326 29,685 4,690 0.325 29,885 4,690 0.325 29,885 1,625 0.412 21,620 1,615 0409 21,380 1,580 0,400 20,560 1,915 0,488 31,340 1,795 0,457 26,150 1,625 0.414 21,625 1,740 0.440 21,615 1,740 0.440 21,620 1,740 0.440 21,615 2,310 0.587 38,196 2,190 0 557 32,600 2,030 0 516 27,795 1,880 0476 21,620 1,880 0.476 21,615 1,880 0 476 21,620 2.540 0.646 33,185 2,540 0.646 33,185 2,640 0.646 33,185 2,185 0.282 21,620 2,185 0 282 21,620 2,185 0.282 21,615 2,970 0.386 39,500 2,815 0.366 33,700 2,605 0.339 28,745 2,295 0.296 21,620 2,295 0.296 21,620 2.295 0.296 21,620 3,510 0456 44,955 3,410 0.443 41,385 3,220 0419 36.500 2,435 0.314 21,620 2,435 0.314 21,615 2,435 0 314 21,620 4,070 0529 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 0.536 44,825 4,065 0.519 41,070 3,620 0489 36,046 2,855 0362 21.620 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 0.584 42,755 2,975 0376 21,465 2,965 0 376 21,365 2,950 0375 21,260 4.895 0.627 40,220 4,695 0.627 40,220 4,895 0 627 40,220 3,245 0.222 21,160 3,215 0.220 20,910 3,200 0219 20,820 5,395 0373 45,935 5,300 0 367 44,165 6,165 0357 41,850 3,335 0 229 21,040 3,295 0226 20,755 3,285 0225 20,660 5,695 0.394 43,200 5,695 0 394 43,200 5,695 0.394 43,200 3.445 0.236 20,695 3,400 0.233 20,580 3,390 0.232 20,490 5,695 0 394 38,110 5,695 0 394 38,110 5,695 0.394 36,110