ESR-2089 Reissued August 1, 2012 This report is subject to renewal September 1, 2014.

Transcription

1 a ICC-ES Evaluation Report (800) (562) ESR-2089 Reissued August 1, 2012 This report is subject to renewal September 1, A Subsidiary of the International Code Council DIVISION: METALS Section: Cold Formed Metal Framing DIVISION: WOOD, PLASTICS AND COMPOSITES Section: Shear Wall Panels REPORT HOLDER: HARDY FRAMES, INC. 132 PALMA DRIVE, SUITE 200 VENTURA, CALIFORNIA (805) david.lopp@mii.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: 2009 International Building Code (2009 IBC) 2009 International Residential Code (2009 IRC) 2006 International Building Code (2006 IBC) 2006 International Residential Code (2006 IRC) 2003 International Building Code (2003 IBC) 2003 International Residential Code (2003 IRC) Property evaluated: Structural 2.0 USES Hardy Frame Panel, Hardy Frame Brace Frame, Hardy Frame Post, Hardy Frame Bearing Plate, Hardy Frame Saddle are steel components intended to resist vertical (gravity) loads horizontal in-plane or out-ofplane wind or earthquake loads in wood-framed or coldformed steel-framed construction. The panels, frames components are an alternative type of construction to conventional wood frame cold-formed steel frame construction, permitted in Chapters of the IBC Chapter 6 of the IRC. Installations include concrete or masonry foundations, raised or upper wood floors, portal frames. The Hardy Frame Panels Brace Frames may be used under the IRC when either an engineered design is provided in accordance with Section R of the IRC or installation complies with Section 4.3 of this report. 3.0 DESCRIPTION 3.1 Hardy Frame Panel Hardy Frame Brace Frame: General: The Hardy Frame Panel Hardy Frame Brace Frame are prefabricated vertical lateral force resisting products for use in wood cold-formed steel light-frame construction. Both product types are designed to resist in-plane 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 bottom with c-fs channels as described in the quality documentation. The Hardy Frame Panel in Balloon Wall applications consists of two Panels 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 c-fs vertical studs spaced at 16 inches (406 mm) on center as described in the quality documentation Hardy Frame Panel Brace Frame HFX 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 stard wood stud height, except for the 9 inch (229 mm) Panel width, which is 1 1 / 2 inch (38 mm) greater than a stard wood stud height. The HFX series may be installed over concrete, or masonry foundations, raised wood floors, wood, or steel beams, 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 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 stard steel stud heights. HFX/S installations are provided for first floor conditions only over a rigid base, such as a concrete foundation. numbers, dimensions, structural design information for both series are provided in Tables A through 4.0, Figure 1 provides product illustrations. 3.2 Hardy Frame Post General: The Hardy Frame Post is prefabricated for use in wood or c-fs frame buildings. The Hardy Frame Post is a 3 1 / 2 -inch-by-3 1 / 4 -inch (89 mm by 82 mm) c-fs tube that is enclosed at the top bottom with c-fs channels as described in the quality documentation, is designed to resist transfer both axial tension compression loads. 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 recommendation 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 2012 Page 1 of

2 ESR-2089 Most Widely Accepted Trusted Page 2 of Hardy Frame Post HFP Series Hardy Frame Post HFP/S Series: The Hardy Frame Post HFP series is intended for wood-framed construction with net heights that corresponds to stard wood stud heights. The Hardy Frame Post HFP/S series is intended for use with c-fs framing with net heights that correspond to stard c-fs stud heights. numbers, dimensions, structural design information for the HFP HFP/S series are provided in Table 5.1, 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 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 3 1 / 2 inches (89 mm) wide 18, 24, or 30 inches (45, 610, or 62 mm) long, with slots holes for fasteners. numbers illustrations for the bearing plate are provided in Figure Screws: 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-261) or equivalent. Screw dimensions, design, installation requirements must be as indicated in Table 1 of this report Self-drilling Tapping Screws: The screws used for connecting the Hardy Frame panels brace frames to c-fs collector elements must have a minimum tensile strength (P ts ) value of 4,000 pounds (1 92 N) minimum shear strength (P ss ) of 2,000 pounds (8896 N) when tested in accordance with AISI TS-4, must comply with the ICC-ES Acceptance Criteria for Selfdrilling Tapping Screws (AC118) as evidenced by a current ICC-ES evaluation report. 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 constructed to transfer axial compression tension loads. Applications for the saddle include, but are not limited to, wood top plates, engineered floor roof truss members, headers, beams, studs, posts. Hardy Frame Saddles consist of a one-piece c-fs channel with a 3.1-inch-wide (94 mm) web, 1 1 / 2-3-inch-wide (38 6 mm) flanges. The saddles are available in lengths of 24 inches 36 inches (610 mm 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 3 1 / 2 inches (88.9 mm), or whenever separation may be desirable. Sizes structural design information for the Saddle are provided in Tables of this report. Figure 1 Figure 2 provide product illustrations. 3. Materials: 3..1 Hardy Frame Panels, Brace Frames, Posts: All Hardy Frame Panels, Brace Frames, Posts are formed from 9-mil-thick (2.5 mm) (No. 12 gage) carbon steel complying with either ASTM A 653, Designation SS, Grade 50, or ASTM A 1003, Designation SS, Grade 50, steel with a minimum G60 galvanized coating designation Steel Base Plates: All flat steel plates used in the Hardy Frame Panels, Brace Frames, Posts are 3 / 4 -inch-thick (19 mm) carbon steel complying with ASTM A Panel Stiffeners: All side stiffeners used on Hardy Frame Panels are minimum inch-thick (5. mm) [No. 4 gage] carbon steel complying with ASTM A Hold-down Anchors Rods: High Strength or Stard Hold-down anchors must be used. For use with the tables of this report, the High Strength hold-down anchors must comply with ASTM F 1554, Grade 105; or ASTM A 193, Grade B; or ASTM A 354, Grade BD. Stard hold-down anchors must comply with ASTM F 1554, Grade 36 may be used as indicated in the design tables of this report. For Braced Wall panel substitutions ASTM F 1554 Grade 36 hold-down anchors may be used without substantiating calculations. Nuts must be heavy hex type comply with ASTM A 194 Grade 2H. Coupling nuts must comply with the proof stresses engagement lengths in ASTM A 194 IFI 128. The hardened circular washers must comply with ASTM F 436. The plate washers must comply with ASTM A 36 or better. The washer sizes must comply with the 13 th edition of AISC Steel Construction Manual, Part 14, Table Hardy Frame Bolt Brace: The Hardy Frame Bolt Brace is formed from 3-mil-thick (2.5 mm) No. 12 gage carbon steel complying with ASTM A 653 (or ASTM A 1003), Designation SS, Grade 50 Steel with a minimum G60 galvanized coating designation Non-shrink Grout: Required for double-nut installations, non-shrink grout must comply with ASTM C 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.. 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 A Hardy Frame Saddle: Saddles are formed from 68-mil-thick (No. 14 gage) (1.3 mm) carbon steel complying with either ASTM A 653, Designation SS, Grade 50, or ASTM A 1003, Designation SS, Grade 50, steel, with a minimum G60 galvanized coating designation. 4.0 DESIGN AND INSTALLATION 4.1 Design: General: The allowable values described in this report for Hardy Frame Panels Brace Frames are reported at Stress Design (ASD) level do not include a one-third stress increase for short-term loading. The allowable in-plane shear values, in-plane drifts, allowable axial compression capacities, allowable uplift due to overturning values for both wind seismic loads are presented in Tables 1.1A to 3.1A of this report. Structural capacities 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 do not require further evaluation by the building design professional. The allowable out-of plane loads are presented in Table 4.0 of this Report. For balloon wall applications, out-of plane loads must be resisted by separate wall elements that are designed detailed by the building design professional.

3 ESR-2089 Most Widely Accepted Trusted Page 3 of 58 shear drift values for Panels 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 higher wall heights of the same axial load, between the corresponding values of the lower higher axial load of the same Panel or Brace Frame configuration size. For allowable axial loads less than 1,000 pounds (4450 N), interpolation is not permitted. For seismic loads, the system seismic performance coefficients factors for the IBC are permitted to be R 6.5, Ω 0 3.0, C d 4.0. Second order (P-delta) effects on Panel Brace Frame boundary elements for vertical loads greater than those shown on Tables must be analyzed by the building design professional. Combinations of systems intended to resist seismic forces from the same direction shall comply with Section of ASCE/SEI. Where Hardy Frame Panels or Brace Frames are installed in structures with flexible diaphragms in accordance with Section of ASCE/SEI, the Ω 0 may be reduced from 3.0 as set forth in Footnote g, of Table of ASCE/SEI. Hardy Frame Panels or Brace Frames may be permitted to be designed using the allowable design values corresponding to wind when installed in detached one- two-family dwellings in Design categories A, B, C, or located where mapped short-period spectral response acceleration, S S, is less than 0.4g in accordance with IBC Section , exception 1. The building height is limited to a maximum of 65 feet (19.8 m) for structures located in Design Categories D, E, or F, or as limited in Table 503 of the IBC, whichever is more restrictive. Hardy Frame Panels Brace Frames may be stacked up to two stories as described in Section of this report. The cumulative in-plane shear loads overturning moments must be considered as per the sample calculation in Figure 5, 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 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 shear loads must be proportioned based on relative lateral stiffness (see Figure 5, Example 1 of this Report). The stiffness of Hardy Frame Panels 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 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 submitted to the code official for approval. Panels Brace Frames may be installed edge-to-edge. 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 edgeto-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 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, 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 the requirements of this report, subject to the approval of the code official Hardy Frame Panels or Brace Frames on Foundations: For ASD in-plane shear values of Hardy Frame Panels or Brace Frames on concrete or masonry foundations on washers over nuts, Tables 1.1A, 1.1B, 1.1C 2.1A apply. For ASD in-plane shear values of Hardy Frame Panels in Balloon Wall applications on concrete or masonry foundations, Table 3.1 applies. Where wood elements such as a wood sill are within the load path, the analysis must consider effects of the wood element strength 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 4 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 of this report Hardy Frame Panels or Brace Frames on Raised Upper Floors: For ASD in-plane shear values of Hardy Frame Panels or Brace Frames on raised or upper floors in wood-framed construction, Tables 1.2A 1.3A apply. For Hardy Frame Panels Brace Frames the Tension (uplift) load in the hold-down anchor must be calculated in accordance with the design 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 foundation must be analyzed 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 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 shear loads must be resisted by other load-resisting elements as determined by design. Figure 2 (Detail 3B/P Detail 3B/BF) illustrates use of other load-resisting elements Screw Fastenings: Tabulated wood screw quantities in Table 1.0A for resisting the allowable in-plane wind seismic loads utilize a load duration factor, C D, 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-261 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. In c-fs-framed construction, Table 1.0B 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 (lbf) Eq-1 or T = 465 n (N) where: n = number of screws.

4 ESR-2089 Most Widely Accepted Trusted Page 4 of 58 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 1 / 4 inch (6.4 mm). The screw head diameter must be a minimum of 5 / 16 inch (.94 mm), unless a washer measuring 5 / 16 inch (.94 mm) in diameter by 0.05 inch (1.2 mm) thick is placed under the head. All of the screws must be uniformly spaced along the length of the channel. When the screws are subjected to combined shear withdrawal loads, the building design professional must calculate the fastener capacity in accordance with Section of the ANSI/AF&PA NDS for connections to wood, AISI S100 for connections to steel under the 2009 IBC or IRC or NAS-01 for connections to steel under the 2006 or 2003 IBC or IRC Anchorage to Concrete: Anchorage to concrete for Hardy Frame Panels or Brace Frames must be designed installed to resist tension or shear loads, as applicable, in accordance with Sections , , 1912 of the 2009 IBC, Sections of the 2006 IBC or Section 1913 of the 2003 IBC, as applicable. Foundation design must address requirements in Sections of the report. The Hardy Frame anchorage details in Figure 2 (Details 1-FDN 1A/FDN, 1B/FDN, 1D/FDN 2-FDN) comply with the 2009, IBC. For anchorage requirements, Figure 2 details 1A/FDN 1B/FDN provide concrete anchorage dimensions; detail 1D/FDN provides supplemental shear tie requirements, 2/FDN provides anchorage call-out for each Panel Brace Frame. For anchorage details not addressed in Figure 2, the building design professional must design the holddown anchorage to accommodate the specific condition critical load dem in accordance with the provisions of the applicable code. Hardy Frame Panels Brace Frames provide ductile attachments to anchorage complying with ACI 318 D Shear tie design as shown in Figure 2, Detail 1D-FDN of this report is not required for installations on wood floors, interior foundation applications, or Braced Wall panel applications per IRC or section of the IBC. The building design professional is permitted to calculate detail alternative anchorage solutions for specific conditions per Section 1912 of the IBC 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 detailed by a building design professional in accordance with Chapter 21 of the IBC Connection to Steel Supports: Connections to steel beams for Hardy Frame Panels or Brace Frames described in this report must be designed detailed by a building design professional in accordance with Chapter 22 of the IBC 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 /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 stiffness. Section provides more information on proportioning loads. The portal frame system must be designed detailed by the building design professional in accordance with the applicable code ASD Hardy Frame Saddle Values: The ASD axial tension compression values of the Saddle are described in Tables Braced Wall Panels: When Braced Wall Panels or Alternate Braced Wall Panels are required by Section 2308 of the 2009, 2006 or 2003 IBC, Section R602 of the 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: General: All Hardy Frame Panels, Brace Frames, 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 of this report. Locations of all products must comply with this report the plans specifications approved by the code official. Supports for all Hardy Frame Panels, Brace Frames, 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 3 are intended to provide guidance for certain typical surrounding framing conditions. A building design professional must establish details specifications, utilizing the Hardy Frame products, in accordance with the applicable code this report, subject to the code official s approval to accommodate specific conditions 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 before the structure is enclosed. The snugtightened 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 Holes in Hardy Frame Panels Brace Frames: Hardy Frame Panels Brace Frames are fabricated with holes to allow electrical mechanical component access. Panels also contain nominally 1 / 4 -inchdiameter (6.4 mm) screw holes in the flanges. The inch-wide ( mm) Panels have two 3-inchdiameter (6 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, for the inch ( mm) Panel widths, 1 inch (25.4 mm) minimum above or below, but not to the side of, the existing 3-inch-diameter (6 mm) hole 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 above 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 (6 mm) wood or lag screws to transfer the lateral load to the resisting element. Top connection fasteners include threaded fasteners, when substantiated by design details, which are subject to the approval of the code official. Height differences between the Panel or Brace Frame 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 1 / 2 -inch (38 mm) height above the Hardy Frame Panel or Brace Frame, the filler piece must be connected with minimum 4 1 / 2 -inch-long (114 mm) wood screws. The number of screws must be determined for the critical load dem. Larger filler pieces may be used to make up a greater height difference

5 ESR-2089 Most Widely Accepted Trusted Page 5 of 58 provided all shear transfers, reactions, in-plane drifts out-of-plane stability due to in-plane out-of-plane loading are adequately accounted for by the building design professional. A minimum of four nominally 1 / 4 -inchdiameter (6.4 mm) holes are provided at Panel edges to facilitate the attachment of king studs, when required 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 5 / 8 inches to / 8 inches (2454 mm to 398 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, fasteners are required to be 1 / 4 -inchdiameter (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 the collector, provided all resulting shear transfers, reactions, in-plane drifts out-of-plane stability due to in-plane out-of-plane loading are adequately accounted for by the building design professional. Installation in cold-formed steel-framed construction is limited to Hardy Frame products installed on concrete or masonry foundations 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 (only for concrete foundations) recognized in a current ICC-ES evaluation report complying with the building design professional s specifications. Details in Figure 2 apply for installation directly on concrete or masonry, or a nut washer Installation on Raised Upper Floor Systems: For installation on solid sawn lumber or engineered wood platform floor systems, a complete adequate continuous load path must be established to transfer all forces 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 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 1 / 4 -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 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 Installation of Hardy Frame Saddle: The Hardy Frame Saddle must be placed over wood members fastened into both edges the top or bottom surface, depending on the installation orientation, with fasteners described in Tables When the member depth exceeds 3 1 / 2 inches (89 mm) or framing conditions dictate, the Saddle may be separated into two L-shapes, each attached to one edge the top or bottom surface of the wood members with the appropriate fasteners. 4.4 Special Inspection IBC: In Design Categories C, D, E, F, periodic special inspections must be provided in accordance with Sections 105.3, 105.4, 10.1, with the exception of those structures that qualify under Section 104.1, or If special inspection is required, the inspector is responsible for verifying proper hold-down anchor size placement with respect to embedment length, spacing edge distance; snug-tight condition of bolting as set forth in Section The inspector must also verify proper connection to the member above in accordance with the details in Figures 2 3 the approved plans specifications IRC: In jurisdictions governed by the IRC, special inspections are not required, except where an engineered design according to Section of the IRC is used. Where an engineered design is used, special inspections in accordance with Section must be provided. 5.0 CONDITIONS OF USE The Hardy Frame Brace Frame, Hardy Frame Panel, Hardy Frame Post, Hardy Frame Bearing Plate, 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 heights set forth in this report, including a maximum of two stories for wood-framed stacked installations, c-fs installations. 5.2 ASD design loads drifts must not exceed the allowable loads drifts noted in this report. 5.3 Building design calculations details, justifying that the use of the Brace Frames, Panels Posts is in compliance with the code this evaluation report, must be submitted to the code official for approval, except for braced alternate braced wall substitutions noted in Section 4.2 of this report. The calculations 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 Panels used in exterior walls must be covered with an approved exterior wall covering in accordance with Chapter 14 of the IBC or Chapter of the IRC. 5.5 The Hardy Frame products must be installed in accordance with this report, the manufacturer s instructions, the building plans approved by the code official. 5.6 Design of the concrete or masonry foundation system, supporting members for raised 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.

6 ESR-2089 Most Widely Accepted Trusted Page 6 of The Hardy Frame Panel, Brace Frame, Post, Bearing Plate, Saddle, are manufactured under a quality control program at Huntington Beach or Corona, California, with inspections by RI Ogawa Associates (AA-05). 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 October Hardy Frame Saddle: Reports of load tests, structural calculations, installation details, a quality control manual..0 IDENTIFICATION Hardy Frame Panels, Brace Frames, Posts, Bearing Plates, Saddles are identified by labels bearing the following information: manufacturer s name (Hardy Frames, Inc.) address, product name, model number, evaluation report number (ICC-ES ESR-2089), name of the inspection agency (RI Ogawa & Associates, Inc.). TABLE 1.0A Hardy Frame HFX-SERIES - DIMENSIONS & CONNECTORS Net Height Width Depth HD Dia 1 Top Screw Qty 2,3 (ea) Bottom Screw Qty 2,4 (ea) HFX-9x / 2 HFX-9x / 4 HFX-12x / / 8 5 NA HFX-12x / 4 HFX-12x / / / HFX-12x / 4 HFX-18x8 8 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 10 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 HFX-18x / / / 8 10 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 NA HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 HFX-24x HFX-24x / 4 15 HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 14 HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 HFX-24x / / / 8 14 HFX-24x / 4 HFX-24x / 4 NA HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / / 2 /

7 ESR-2089 Most Widely Accepted Trusted Page of 58 TABLE 1.0A Hardy Frame HFX-SERIES - DIMENSIONS & CONNECTORS (Continued) Net Height Width Depth HD Dia 1 Top Screw Qty 2,3 (ea) Bottom Screw Qty 2,4 (ea) HFX-44x / 4 HFX-44x / HFX-44x / 4 HFX-44x / 4 HFX-44x / / 2 / HFX-44x / 4 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1 Hold Down (HD) rods can be Stard (STD) or High Strength (HS). STD indicates bolts complying with ASTM F 1554 Grade 36. HS indicates bolts complying with a high strength steel specification as set forth in Section of this report. 2 The No. 14 by 3-inch-long wood screws must have a minimum design lateral load of 311 lbs. (excluding any duration of load stress increase) based on a inch (No. 12 gage) thick steel to wood (specific gravity of 0.50 or greater) connection. Acceptable screws include USP-WS- Series (ICC-ES ESR-261) or equal. 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 1 / 2 inches. 4 Bottom screw length must be 4 1 / 2 inches at Panel Brace Frame connections 3-inches at Hardy Frame Bearing Plate. TABLE 1.0B Hardy Frame HFX/S-SERIES - DIMENSIONS & CONNECTORS Net Height Width Depth HD Dia 1 Top Screw Qty 2,3 (ea) HFX/S-9x / / / 8 5 HFX/S-12x / 8 HFX/S-12x / / / 8 6 HFX/S-12x / 8 HFX/S-18x / 8 12 HFX/S-18x / 8 HFX/S-18x / 8 HFX/S-18x / 8 HFX/S-18x / / / 8 10 HFX/S-18x / 8 HFX/S-24x / 8 20 HFX/S-24x / 8 18 HFX/S-24x / 8 HFX/S-24x / 8 HFX/S-24x / 8 HFX/S-24x / 8 HFX/S-32x / 8 HFX/S-32x / / / HFX/S-32x / 8 HFX/S-32x / / 2 / 8 HFX/S-32x / 8 HFX/S-32x / 8 HFX/S-44x / 8 HFX/S-44x / 8 14 HFX/S-44x / 8 HFX/S-44x / 8 HFX/S-44x / / 2 / 8 11 HFX/S-44x / 8 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1 Hold Down rods can be Stard (STD) or High Strength (HS). STD indicates bolts complying with ASTM F 1554 Grade 36. HS indicates bolts complying with a high strength steel specification as set forth in Section of this report. 2 The No. 14 metal screws must be self-drilling tapping screws with a minimum design lateral load of 302 lbs excluding any duration of load stress increase is based on a connection consisting of inch (No. 12 gage) thick steel in contact with the screw a inch (No. 18 gage) thick steel not in contact with the screw head. Screws must be referenced in a current evaluation report comply with the requirements in Section of this report. 3 Installed screws must extend through the steel thickness a minimum of three exposed threads.

8 ESR-2089 Most Widely Accepted Trusted Page 8 of 58 TABLE 1.1A HardyFrame INSTALLATION - ON 2,500 PSI COMPRESSIVE STRENGTH CONCRETE 1,2 Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 9" Wide Panels HFX-9x / , ,460 2,000 HFX-9x / , ,510 12" Wide Panels 1,000 1, ,425 1, ,595 3,500 1, ,005 1, ,005 HFX-12x8 8 6,500 1, ,325 1, ,325 1,000 1, ,595 1, ,595 3,500 1, ,005 1, ,005 6,500 1, ,325 1, ,325 1,000 1, ,425 1, ,595 3,500 1, ,005 1, ,005 HFX-12x / 4 6,500 1, ,325 1, ,325 1,000 1, ,595 1, ,595 3,500 1, ,005 1, ,005 6,500 1, ,325 1, ,325 1,000 1, ,425 1, ,595 3,500 1, ,005 1, ,005 HFX-12x / 4 6,500 1, ,325 1, ,325 1,000 1, ,595 1, ,595 3,500 1, ,005 1, ,005 6,500 1, ,325 1, ,325 1,000 1, ,425 1, ,595 3,500 1, ,005 1, ,005 HFX-12x / 4 6, , ,325 1,000 1, ,595 1, ,595 3,500 1, ,005 1, ,005 6, , ,325 18" Wide Panels 1,000 2, ,830 3, ,585 3,500 2, ,630 3, ,585 HFX-18x8 8 6,500 2, ,630 3, ,585 1,000 3, ,930 4, ,015 3,500 3, ,140 4, ,00 6,500 3, ,880 3, ,45 1,000 2, ,605 2, ,620 3,500 2, ,605 2, ,620 HFX-18x / 4 6,500 2, ,605 2, ,620 1,000 3, ,25 3, ,015 3,500 3, ,90 3, ,00 6,500 3, ,260 3, ,45 1,000 2, ,130 2, ,620 3,500 2, ,845 2, HFX-18x / 4 6,500 2, ,55 2, ,620 1,000 3, ,190 3, ,015 3,500 2, ,030 3, ,00 6,500 2, ,260 2, ,45

9 ESR-2089 Most Widely Accepted Trusted Page 9 of 58 TABLE 1.1A HardyFrame INSTALLATION - ON 2,500 PSI COMPRESSIVE STRENGTH CONCRETE 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 HFX-24x8 8 HFX-24x / 4 HFX-24x / 4 18" Wide Panels (Continued) 1,000 1, ,285 2, ,620 3,500 1, ,155 2, ,620 6,500 1, ,055 2, ,620 1,000 2, ,190 2, ,015 3,500 2, ,030 2, ,00 6,500 2, ,260 2, ,45 1,000 1, ,430 1, ,620 3,500 1, ,430 1, ,620 6,500 1, ,310 1, ,620 1,000 2, ,190 2, ,015 3,500 2, ,030 2, ,00 6,500 2, ,260 2, ,45 1,000 1, ,430 1, ,620 3,500 1, ,430 1, ,620 6,500 1, ,430 1, ,620 1,000 2, ,190 2, ,015 3,500 2, ,030 2, ,00 6,500 2, ,260 2, ,45 1,000 1, ,430 1, ,620 3,500 1, ,430 1, ,620 6,500 1, ,430 1, ,620 1,000 2, ,190 2, ,015 3,500 2, ,030 2, ,00 6,500 1, ,260 1, ,45 24" Wide Panels 1,000 3, ,365 4, ,020 3,500 3, ,365 4, ,020 6,500 3, ,365 4, ,020 1,000 5, ,565 6, ,95 3,500 5, ,645 6, ,585 6,500 5, ,600 6, ,925 1,000 3, ,085 3, ,180 3,500 3, ,085 3, ,180 6,500 3, ,085 3, ,180 1,000 4, ,10 6, ,490 3,500 4, ,10 6, ,025 6,500 4, ,10 6, ,245 1,000 2, ,560 3, ,985 3,500 2, ,560 3, ,985 6,500 2, ,560 3, ,985 1,000 4, ,300 5, ,335 3,500 4, ,300 5, ,805 6,500 4, ,300 5, ,925

10 ESR-2089 Most Widely Accepted Trusted Page 10 of 58 TABLE 1.1A HardyFrame INSTALLATION - ON 2,500 PSI COMPRESSIVE STRENGTH CONCRETE 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 24" Wide Panels (Continued) 1,000 2, ,055 3, ,620 3,500 2, ,055 3, ,435 6,500 2, ,65 3, ,345 1,000 4, ,20 5, ,865 3,500 4, ,20 4, ,180 6,500 4, ,20 4, ,055 1,000 2, ,480 2, ,620 3,500 2, ,480 2, ,620 6,500 2, ,140 3, ,620 1,000 3, ,985 4, ,865 3,500 3, ,985 4, ,180 6,500 3, ,985 4, ,055 1,000 2, ,855 2, ,620 3,500 2, ,555 2, ,620 6,500 2, ,455 2, ,620 1,000 3, ,95 4, ,865 3,500 3, ,95 4, ,180 6,500 3, ,95 4, ,055 1,000 2, ,180 2, ,620 3,500 2, ,820 2, ,620 6,500 2, ,20 2, ,620 1,000 3, ,960 3, ,865 3,500 3, ,960 3, ,180 6,500 3, ,960 3, ,055 32" Wide Brace Frames 1,000 2, ,35 2, ,630 3,500 2, ,130 2, ,130 6,500 1, ,130 1, ,130 1,000 3, ,295 3, ,295 3,500 2, ,95 2, ,95 6,500 1, ,95 1, ,95 1,000 2, ,15 2, ,630 3,500 1, ,130 1, ,130 6,500 1, ,130 1, ,130 1,000 2, ,295 2, ,295 3,500 2, ,95 2, ,95 6,500 1, ,95 1, ,95 1,000 1, ,005 2, ,630 3,500 1, ,130 1, ,130 6,500 1, ,130 1, ,130 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6,500 1, ,95 1, ,95 1,000 1, ,255 2, ,630 3,500 1, ,130 1, ,130 6, , ,130 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6,500 1, ,95 1, ,95

11 ESR-2089 Most Widely Accepted Trusted Page 11 of 58 TABLE 1.1A HardyFrame INSTALLATION - ON 2,500 PSI COMPRESSIVE STRENGTH CONCRETE 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-32x / 4 HFX-32x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 32" Wide Panels (Continued) 1,000 1, ,40 1, ,630 3,500 1, ,130 1, ,130 6, , ,130 1,000 1, ,295 1, ,295 3,500 1, ,95 1, ,95 6,500 1, ,95 1, ,95 1,000 1, ,665 1, ,630 3,500 1, ,130 1, ,130 6, , ,130 1,000 1, ,295 1, ,295 3,500 1, ,95 1, ,95 6, , ,95 44" Wide Brace Frames 1,000 2, ,250 3, ,665 3,500 2, ,250 3, ,365 6,500 2, ,365 2, ,365 1,000 4, ,645 4, ,645 3,500 3, ,145 3, ,145 6,500 2, ,145 2, ,145 1,000 2, ,625 3, ,165 3,500 2, ,625 2, ,365 6,500 1, ,365 1, ,365 1,000 3, ,645 3, ,645 3,500 3, ,145 3, ,145 6,500 2, ,145 2, ,145 1,000 2, ,950 3, ,600 3,500 2, ,950 2, ,365 6,500 1, ,365 1, ,365 1,000 3, ,645 3, ,645 3,500 2, ,145 2, ,145 6,500 1, ,145 1, ,145 1,000 2, ,240 3, ,865 3,500 2, ,240 2, ,365 6,500 1, ,365 1, ,365 1,000 3, ,645 3, ,645 3,500 2, ,145 2, ,145 6,500 1, ,145 1, ,145 1,000 2, ,490 2, ,865 3,500 2, ,365 2, ,365 6,500 1, ,365 1, ,365 1,000 2, ,645 2, ,645 3,500 2, ,145 2, ,145 6,500 1, ,145 1, ,145

12 ESR-2089 Most Widely Accepted Trusted Page 12 of 58 TABLE 1.1A HardyFrame INSTALLATION - ON 2,500 PSI COMPRESSIVE STRENGTH CONCRETE 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-44x / 4 For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 6.89 kpa. 44" Wide Panels (Continued) 1,000 2, ,15 2, ,865 3,500 1, ,365 1, ,365 6,500 1, ,365 1, ,365 1,000 2, ,645 2, ,645 3,500 2, ,145 2, ,145 6,500 1, ,145 1, ,145 1 The values in this table are Stress Design (ASD) excluding a 1.33 stress increase pertain to installation directly or to nut washer with 5,000 psi minimum non-shrink grout in accordance with Section 3.. Figure 2 of this report, over normal weight concrete with minimum 2,500 psi specified compressive strength. 2 For installation on a nut washer (only) table values must be multiplied by The additional vertical axial loads are concurrent with the allowable in-plane 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 must be acting along the centerline of the post. 4 The values listed are due to overturning assume no resisting axial load. To determine anchor tension loads in panels at design shear values including the effect of axial loads, refer to Figure 4 of this report. For Brace Frames the anchor tension load equals the tabulated uplift minus P, where P is the allowable axial compression load in the Post. 5 in-plane shear drift values may be linearly interpolated for intermediate height or axial loads. 6 STD indicates bolts complying with ASTM F 1554 Grade 36. HS indicates bolts complying with a high strength steel specification as set forth in Section 3..4of this report. TABLE 1.1B Hardy Frame INSTALLATION - ON 3,000 PSI COMPRESSIVE STRENGTH CONCRETE 1,2 Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 9" Wide Panels HFX-9x / 2 1, ,890 1, ,305 2,000 HFX-9x / , ,305 12" Wide Panels 1,000 1, ,430 1, ,620 3,500 1, ,430 1, ,05 HFX-12x8 8 6,500 1, ,430 1, ,35 1,000 2, ,50 2, ,50 3,500 1, ,05 1, ,05 6,500 1, ,35 1, ,35 1,000 1, ,430 1, ,620 3,500 1, ,430 1, ,05 HFX-12x / 4 6,500 1, ,430 1, ,35 1,000 1, ,50 1, ,50 3,500 1, ,05 1, ,05 6,500 1, ,35 1, ,35 1,000 1, ,430 1, ,050 3,500 1, ,430 1, ,05 HFX-12x / 4 6,500 1, ,430 1, ,35 1,000 1, ,50 1, ,50 3,500 1, ,05 1, ,05 6,500 1, ,35 1, ,35

13 ESR-2089 Most Widely Accepted Trusted Page 13 of 58 TABLE 1.1B Hardy Frame INSTALLATION - ON 3,000 PSI COMPRESSIVE STRENGTH CONCRETE 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-12x / 4 HFX-18x8 8 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 12" Wide Panels (Continued) 1,000 1, ,425 1, ,620 3,500 1, ,425 1, ,05 6,500 1, ,425 1, ,35 1,000 1, ,810 1, ,50 3,500 1, ,05 1, ,05 6,500 1, ,35 1, ,35 18" Wide Panels 1,000 2, ,90 3, ,390 3,500 2, ,90 3, ,390 6,500 2, ,90 3, ,15 1,000 4, ,800 4, ,455 3,500 4, ,680 4, ,455 6,500 4, ,305 4, ,455 1,000 2, ,545 2, ,620 3,500 2, ,545 2, ,620 6,500 2, ,225 2, ,620 1,000 3, ,365 4, ,515 3,500 3, ,230 4, ,935 6,500 3, ,805 4, ,85 1,000 2, ,060 2, ,620 3,500 2, ,20 2, ,620 6,500 2, ,615 2, ,620 1,000 3, ,465 3, ,515 3,500 3, ,320 3, ,935 6,500 3, ,825 3, ,85 1,000 1, ,15 2, ,620 3,500 1, ,045 2, ,620 6,500 1, ,930 2, ,620 1,000 2, ,555 3, ,515 3,500 2, ,380 3, ,935 6,500 2, ,825 3, ,85 1,000 1, ,430 2, ,620 3,500 1, ,320 2, ,620 6,500 1, ,190 2, ,620 1,000 2, ,555 2, ,360 3,500 2, ,380 2, ,360 6,500 2, ,825 2, ,360 1,000 1, ,430 1, ,620 3,500 1, ,430 1, ,620 6,500 1, ,430 1, ,620 1,000 2, ,555 2, ,295 3,500 2, ,380 2, ,295 6,500 2, ,825 2, ,295 1,000 1, ,430 1, ,620 3,500 1, ,430 1, ,620 6,500 1, ,430 1, ,620 1,000 2, ,080 2, ,260 3,500 2, ,080 2, ,260 6,500 2, ,825 2, ,260

14 ESR-2089 Most Widely Accepted Trusted Page 14 of 58 TABLE 1.1B Hardy Frame INSTALLATION - ON 3,000 PSI COMPRESSIVE STRENGTH CONCRETE 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-24x8 8 HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 HFX-32x / 4 24" Wide Panels 1,000 3, ,355 4, ,055 3,500 3, ,355 4, ,055 6,500 3, ,355 4, ,055 1,000 5, ,540, ,40 3,500 5, ,540, ,40 6,500 5, ,540, ,655 1,000 3, ,095 4, ,085 3,500 3, ,095 4, ,085 6,500 3, ,095 4, ,085 1,000 5, ,095 6, ,030 3,500 5, ,095 6, ,030 6,500 5, ,095 6, ,935 1,000 2, ,595 3, ,85 3,500 2, ,595 3, ,85 6,500 2, ,595 3, ,85 1,000 4, ,185 5, ,665 3,500 4, ,185 5, ,665 6,500 4, ,185 5, ,555 1,000 2, ,015 3, ,550 3,500 2, ,015 3, ,20 6,500 2, ,690 3, ,15 1,000 4, ,115 5, ,030 3,500 4, ,115 5, ,020 6,500 4, ,115 5, ,965 1,000 2, , ,620 3,500 2, ,440 3, ,620 6,500 2, ,040 3, ,620 1,000 3, ,245 4, ,00 3,500 3, ,245 4, ,00 6,500 3, ,245 4, ,985 1,000 2, ,805 2, ,620 3,500 2, ,480 2, ,620 6,500 2, ,355 2, ,620 1,000 3, ,235 4, ,00 3,500 3, ,235 4, ,00 6,500 3, ,235 4, ,985 1,000 2, ,130 2, ,620 3,500 2, ,50 2, ,620 6,500 2, ,635 2, ,620 1,000 3, ,220 4, ,00 3,500 3, ,220 4, ,00 6,500 3, ,220 4, ,985 32" Wide Brace Frames 1,000 2, ,35 2, ,10 3,500 2, ,35 2, ,335 6,500 1, ,335 1, ,335 1,000 3, ,55 3, ,55 3,500 2, ,255 2, ,255 6,500 2, ,255 2, ,255

15 ESR-2089 Most Widely Accepted Trusted Page 15 of 58 TABLE 1.1B Hardy Frame INSTALLATION - ON 3,000 PSI COMPRESSIVE STRENGTH CONCRETE 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 32" Wide Brace Frames (Continued) 1,000 2, ,15 2, ,620 3,500 2, ,15 2, ,335 6,500 1, ,335 1, ,335 1,000 3, ,55 3, ,55 3,500 2, ,255 2, ,255 6,500 1, ,255 1, ,255 1,000 1, ,005 2, ,835 3,500 1, ,005 1, ,335 6,500 1, ,335 1, ,335 1,000 2, ,55 2, ,55 3,500 2, ,255 2, ,255 6,500 1, ,255 1, ,255 1,000 1, ,255 2, ,835 3,500 1, ,255 1, ,335 6,500 1, ,335 1, ,335 1,000 2, ,55 2, ,55 3,500 2, ,255 2, ,255 6,500 1, ,255 1, ,255 1,000 1, ,40 2, ,835 3,500 1, ,335 1, ,335 6,500 1, ,335 1, ,335 1,000 2, ,55 2, ,55 3,500 1, ,255 1, ,255 6,500 1, ,255 1, ,255 1,000 1, ,665 1, ,835 3,500 1, ,335 1, ,335 6,500 1, ,335 1, ,335 1,000 2, ,55 2, ,55 3,500 1, ,255 1, ,255 6,500 1, ,255 1, ,255 44" Wide Brace Frames 1,000 2, ,250 3, ,665 3,500 2, ,250 3, ,385 6,500 2, ,385 2, ,385 1,000 5, ,165 5, ,15 3,500 4, ,65 4, ,65 6,500 3, ,65 3, ,65 1,000 2, ,625 3, ,165 3,500 2, ,625 3, ,385 6,500 2, ,385 2, ,385 1,000 4, ,840 4, ,15 3,500 4, ,65 4, ,65 6,500 2, ,65 2, ,65 1,000 2, ,950 3, ,600 3,500 2, ,950 2, ,385 6,500 1, ,385 1, ,385 1,000 4, ,15 4, ,15 3,500 3, ,65 3, ,65 6,500 2, ,65 2, ,65

16 ESR-2089 Most Widely Accepted Trusted Page 16 of 58 TABLE 1.1B Hardy Frame INSTALLATION - ON 3,000 PSI COMPRESSIVE STRENGTH CONCRETE 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 6.89 kpa. 44" Wide Brace Frames (Continued) 1,000 2, ,250 3, ,665 3,500 2, ,250 3, ,385 6,500 2, ,385 2, ,385 1,000 5, ,165 5, ,15 3,500 4, ,65 4, ,65 6,500 3, ,65 3, ,65 1,000 2, ,625 3, ,165 3,500 2, ,625 3, ,385 6,500 2, ,385 2, ,385 1,000 4, ,840 4, ,15 3,500 4, ,65 4, ,65 6,500 2, ,65 2, ,65 1,000 2, ,950 3, ,600 3,500 2, ,950 2, ,385 6,500 1, ,385 1, ,385 1,000 4, ,15 4, ,15 3,500 3, ,65 3, ,65 6,500 2, ,65 2, ,65 1,000 2, ,240 3, ,985 3,500 2, ,240 2, ,385 6,500 1, ,385 1, ,385 1,000 3, ,15 3, ,15 3,500 3, ,65 3, ,65 6,500 2, ,65 2, ,65 1,000 2, ,490 2, ,320 3,500 2, ,490 2, ,385 6,500 1, ,385 1, ,385 1,000 3, ,15 3, ,15 3,500 2, ,65 2, ,65 6,500 2, ,65 2, ,65 1,000 2, ,15 2, ,625 3,500 2, ,15 2, ,385 6,500 1, ,385 1, ,385 1,000 3, ,245 3, ,245 3,500 2, ,65 2, ,65 6,500 2, ,65 2, ,65 1 The values in this table are Stress Design (ASD) excluding a 1.33 stress increase pertain to installation directly or to nut washer with 5,000 psi minimum non-shrink grout in accordance with Section 3.. Figure 2 of this report, over normal weight concrete with minimum 3,000 psi specified compressive strength. 2 For installation on a nut washer (only) table values must be multiplied by The additional vertical axial loads are concurrent with the allowable in-plane 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 must be acting along the centerline of the post. 4 The values listed are due to overturning assume no resisting axial load. To determine anchor tension loads in panels at design shear values including the effect of axial loads, refer to Figure 4 of this report. For Brace Frames the anchor tension load equals the tabulated uplift minus P, where P is the allowable axial compression load in the Post. 5 in-plane shear drift values may be linearly interpolated for intermediate height or axial loads. 6 STD indicates bolts complying with ASTM F 1554 Grade 36. HS indicates bolts complying with a high strength steel specification as set forth in Section 3..4 of this report.

17 ESR-2089 Most Widely Accepted Trusted Page 1 of 58 TABLE 1.1C Hardy Frame INSTALLATION - ON 4,000 PSI COMPRESSIVE STRENGTH CONCRETE 1,2 Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 9" Wide Panels HFX-9x / 2 1, ,425 1, ,860 2,000 HFX-9x / 4 1, ,425 1, ,860 12" Wide Panels 1,000 1, ,260 2, ,620 3,500 1, ,130 2, ,620 HFX-12x8 8 6,500 1, ,015 2, ,260 1,000 2, ,355 2, ,065 3,500 2, ,25 2, ,25 6,500 2, ,380 2, ,380 1,000 1, ,430 1, ,620 3,500 1, ,430 1, ,620 HFX-12x / 4 6,500 1, ,430 1, ,620 1,000 2, ,505 2, ,065 3,500 2, ,505 2, ,25 6,500 2, ,380 2, ,380 1,000 1, ,430 1, ,620 3,500 1, ,430 1, ,620 HFX-12x / 4 6,500 1, ,430 1, ,620 1,000 1, ,085 2, ,065 3,500 1, ,085 2, ,25 6,500 1, ,085 1, ,380 1,000 1, ,095 1, ,620 3,500 1, ,095 1, ,620 HFX-12x / 4 6,500 1, ,095 1, ,620 1,000 1, ,015 1, ,065 3,500 1, ,015 1, ,25 6,500 1, ,015 1, ,380 18" Wide Panels 1,000 2, ,0 3, ,10 3,500 2, ,0 3, ,10 HFX-18x8 8 6,500 2, ,425 3, ,845 1,000 4, ,190 4, ,645 3,500 4, ,190 4, ,645 6,500 4, ,190 4, ,645 1,000 2, ,40 3, ,620 3,500 2, ,40 3, ,620 HFX-18x / 4 6,500 2, ,035 3, ,620 1,000 3, ,995 4, ,90 3,500 3, ,995 4, ,90 6,500 3, ,995 4, ,90 1,000 2, ,90 2, ,620 3,500 2, ,595 2, ,620 HFX-18x / 4 6,500 2, ,460 2, ,620 1,000 3, ,90 4, ,865 3,500 3, ,90 4, ,865 6,500 3, ,05 4, ,865

18 ESR-2089 Most Widely Accepted Trusted Page 18 of 58 TABLE 1.1C Hardy Frame INSTALLATION - ON 4,000 PSI COMPRESSIVE STRENGTH CONCRETE 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 HFX-24x8 8 HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 18" Wide Panels (Continued) 1,000 2, ,390 2, ,620 3,500 1, ,940 2, ,620 6,500 1, ,815 2, ,620 1,000 3, ,500 3, ,00 3,500 3, ,360 3, ,00 6,500 3, ,235 3, ,980 1,000 1, ,340 2, ,620 3,500 1, ,225 2, ,620 6,500 1, ,110 2, ,620 1,000 2, ,585 2, ,585 3,500 2, ,585 2, ,585 6,500 2, ,585 2, ,585 1,000 1, ,430 2, ,620 3,500 1, ,430 2, ,620 6,500 1, ,345 2, ,620 1,000 2, ,545 2, ,545 3,500 2, ,545 2, ,545 6,500 2, ,545 2, ,545 1,000 1, ,430 1, ,620 3,500 1, ,430 1, ,620 6,500 1, ,430 1, ,620 1,000 2, ,415 2, ,520 3,500 2, ,415 2, ,520 6,500 2, ,415 2, ,520 24" Wide Panels 1,000 3, ,310 4, ,035 3,500 3, ,310 4, ,035 6,500 3, ,310 4, ,035 1,000 6, ,35, ,855 3,500 6, ,35, ,855 6,500 6, ,35, ,855 1,000 3, ,05 4, ,020 3,500 3, ,05 4, ,020 6,500 3, ,05 4, ,020 1,000 5, ,280, ,040 3,500 5, ,280, ,040 6,500 5, ,280, ,040 1,000 2, ,595 3, ,40 3,500 2, ,595 3, ,40 6,500 2, ,595 3, ,405 1,000 5, ,355 6, ,105 3,500 5, ,355 6, ,105 6,500 5, ,355 6, ,105 1,000 2, ,030 3, ,395 3,500 2, ,030 3, ,395 6,500 2, ,030 3, ,980 1,000 4, ,25 5, ,110 3,500 4, ,25 5, ,110 6,500 4, ,25 5, ,110

19 ESR-2089 Most Widely Accepted Trusted Page 19 of 58 TABLE 1.1C Hardy Frame INSTALLATION - ON 4,000 PSI COMPRESSIVE STRENGTH CONCRETE 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 24" Wide Panels (Continued) 1,000 2, ,405 3, ,620 3,500 2, ,405 3, ,50 6,500 2, ,040 3, ,45 1,000 3, ,600 5, ,090 3,500 3, ,600 5, ,090 6,500 3, ,600 5, ,090 1,000 2, ,50 2, ,620 3,500 2, ,385 2, ,620 6,500 2, ,355 2, ,620 1,000 3, ,595 4, ,105 3,500 3, ,595 4, ,105 6,500 3, ,595 4, ,105 1,000 2, ,065 2, ,620 3,500 2, ,665 2, ,620 6,500 2, ,630 2, ,620 1,000 3, ,580 4, ,130 3,500 3, ,580 4, ,130 6,500 3, ,580 4, ,130 32" Wide Brace Frames 1,000 2, ,35 2, ,10 3,500 2, ,35 2, ,845 6,500 2, ,845 2, ,845 1,000 4, ,200 4, ,330 3,500 4, ,200 4, ,830 6,500 3, ,830 3, ,830 1,000 2, ,15 2, ,620 3,500 2, ,15 2, ,845 6,500 1, ,845 1, ,845 1,000 3, ,810 4, ,330 3,500 3, ,810 3, ,830 6,500 3, ,830 3, ,830 1,000 1, ,005 2, ,005 3,500 1, ,005 2, ,845 6,500 1, ,845 1, ,845 1,000 3, ,335 3, ,330 3,500 3, ,830 3, ,830 6,500 2, ,830 2, ,830 1,000 1, ,255 2, ,340 3,500 1, ,255 2, ,845 6,500 1, ,845 1, ,845 1,000 2, ,235 3, ,330 3,500 2, ,235 3, ,830 6,500 2, ,830 2, ,830 1,000 1, ,40 2, ,630 3,500 1, ,40 1, ,845 6,500 1, ,845 1, ,845 1,000 2, ,225 2, ,860 3,500 2, ,225 2, ,830 6,500 2, ,830 2, ,830

20 ESR-2089 Most Widely Accepted Trusted Page 20 of 58 TABLE 1.1C Hardy Frame INSTALLATION - ON 4,000 PSI COMPRESSIVE STRENGTH CONCRETE 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-32x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 32" Wide Brace Frames (Continued) 1,000 1, ,665 2, ,885 3,500 1, ,665 1, ,845 6,500 1, ,845 1, ,845 1,000 2, ,325 2, ,325 3,500 2, ,325 2, ,325 6,500 2, ,830 2, ,830 44" Wide Brace Frames 1,000 2, ,250 3, ,665 3,500 2, ,250 3, ,665 6,500 2, ,250 2, ,655 1,000 5, ,165 6, ,550 3,500 5, ,165 6, ,530 6,500 5, ,165 5, ,530 1,000 2, ,625 3, ,165 3,500 2, ,625 3, ,165 6,500 2, ,625 2, ,655 1,000 4, ,840 6, ,455 3,500 4, ,840 5, ,530 6,500 4, ,530 4, ,530 1,000 2, ,950 3, ,600 3,500 2, ,950 3, ,600 6,500 2, ,655 2, ,655 1,000 4, ,430 5, ,030 3,500 4, ,430 5, ,530 6,500 4, ,530 4, ,530 1,000 2, ,240 3, ,985 3,500 2, ,240 2, ,655 6,500 2, ,655 2, ,655 1,000 4, ,905 4, ,490 3,500 4, ,905 4, ,530 6,500 3, ,530 3, ,530 1,000 2, ,490 2, ,320 3,500 2, ,490 2, ,655 6,500 1, ,655 1, ,655 1,000 3, ,910 3, ,515 3,500 3, ,910 3, ,515 6,500 3, ,530 3, ,530 1,000 2, ,15 2, ,625 3,500 2, ,15 2, ,655 6,500 1, ,655 1, ,655 1,000 3, ,245 3, ,245 3,500 3, ,245 3, ,245 6,500 3, ,245 3, ,245 For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 lb = 4.45 N, 1 psi = 6.89 kpa. 1 The values in this table are Stress Design (ASD) excluding a 1.33 stress increase pertain to installation directly or to nut washer with 5,000 psi minimum non-shrink grout in accordance with Section 3.. Figure 2 of this report, over normal weight concrete with minimum 4,000 psi specified compressive strength. 2 For installation on a nut washer (only) table values must be multiplied by The additional vertical axial loads are concurrent with the allowable in-plane 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 must be acting along the centerline of the post.

21 ESR-2089 Most Widely Accepted Trusted Page 21 of 58 Notes to TABLE 1.1C (Continued): 4 The values listed are due to overturning assume no resisting axial load. To determine anchor tension loads in panels at design shear values including the effect of axial loads, refer to Figure 4 of this report. For Brace Frames the anchor tension load equals the tabulated uplift minus P, where P is the allowable axial compression load in the Post. 5 in-plane shear drift values may be linearly interpolated for intermediate height or axial loads. 6 STD indicates bolts complying with ASTM F 1554 Grade 36. HS indicates bolts complying with a high strength steel specification as set forth in Section 3..4 of this report. TABLE 1.2A Hardy Frame INSTALLATION - ON RAISED FLOORS 1,2 Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-12x8 8 HFX-12x / 4 HFX-12x / 4 HFX-12x / 4 HFX-18x8 8 HFX-18x / 4 HFX-18x / 4 12" Wide Panels 1,000 1, ,165 1, ,585 3,500 1, ,625 1, ,20 6,500 1, ,5 1, ,610 1,000 1, ,150 1, ,565 3,500 1, ,610 1, ,05 6,500 1, ,60 1, ,610 1,000 1, ,305 1, ,690 3,500 1, ,60 1, ,820 6,500 1, ,910 1, ,610 1,000 1, ,20 1, ,60 3,500 1, ,25 1, ,805 6,500 1, ,85 1, ,610 1,000 1, ,395 1, ,0 3,500 1, ,850 1, ,900 6,500 1, ,995 1, ,610 1,000 1, ,360 1, ,45 3,500 1, ,815 1, ,85 6, ,960 1, ,610 1, ,45 1, ,835 3, ,925 1, ,965 6, , ,610 1, ,445 1, ,810 3, ,900 1, ,940 6, , ,610 18" Wide Panels 1,000 2, ,935 3, ,100 3,500 2, ,055 3, ,610 6,500 2, ,610 2, ,610 1,000 2, ,925 3, ,00 3,500 2, ,045 3, ,610 6,500 2, ,610 2, ,610 1,000 2, ,055 2, ,230 3,500 2, ,10 2, ,610 6,500 1, ,610 1, ,610 1,000 2, ,025 2, ,10 3,500 2, ,140 2, ,610 6,500 1, ,610 1, ,610 1,000 2, ,100 2, ,285 3,500 2, ,215 2, ,610 6,500 1, ,610 1, ,610 1,000 2, ,090 2, ,250 3,500 2, ,200 2, ,610 6,500 1, ,610 1, ,610

22 ESR-2089 Most Widely Accepted Trusted Page 22 of 58 TABLE 1.2A Hardy Frame INSTALLATION - ON RAISED FLOORS 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 HFX-24x8 8 HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 18" Wide Panels (Continued) 1,000 1, ,190 2, ,380 3,500 1, ,300 2, ,610 6,500 1, ,610 1, ,610 1,000 1, ,145 2, ,330 3,500 1, ,260 2, ,610 6,500 1, ,610 1, ,610 1,000 1, ,240 2, ,35 3,500 1, ,345 1, ,610 6,500 1, ,610 1, ,610 1,000 1, ,225 2, ,420 3,500 1, ,330 1, ,610 6,500 1, ,610 1, ,610 1,000 1, ,295 1, ,505 3,500 1, ,400 1, ,610 6,500 1, ,610 1, ,610 1,000 1, ,20 1, ,45 3,500 1, ,35 1, ,610 6,500 1, ,610 1, ,610 1,000 1, ,360 1, ,580 3,500 1, ,465 1, ,610 6,500 1, ,610 1, ,610 1,000 1, ,320 1, ,540 3,500 1, ,425 1, ,610 6,500 1, ,610 1, ,610 24" Wide Panels 1,000 3, ,00 5, ,0 3,500 3, ,395 4, ,610 6,500 3, ,610 3, ,610 1,000 5, ,620 5, ,610 3,500 4, ,610 4, ,610 6,500 3, ,610 3, ,610 1,000 3, ,555 4, ,610 3,500 3, ,250 3, ,610 6,500 2, ,610 2, ,610 1,000 4, ,0 4, ,610 3,500 3, ,610 3, ,610 6,500 2, ,610 2, ,610 1,000 3, ,160 3, ,610 3,500 3, ,850 3, ,610 6,500 2, ,610 2, ,610 1,000 3, ,855 3, ,610 3,500 3, ,610 3, ,610 6,500 2, ,610 2, ,610 1,000 2, ,655 3, ,610 3,500 2, ,350 2, ,610 6,500 2, ,610 2, ,610 1,000 3, ,910 3, ,610 3,500 2, ,610 2, ,610 6,500 2, ,610 2, ,610

23 ESR-2089 Most Widely Accepted Trusted Page 23 of 58 TABLE 1.2A Hardy Frame INSTALLATION - ON RAISED FLOORS 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 24" Wide Panels (Continued) 1,000 2, ,090 3, ,610 3,500 2, ,610 2, ,610 6,500 1, ,610 1, ,610 1,000 3, ,00 3, ,610 3,500 2, ,610 2, ,610 6,500 1, ,610 1, ,610 1,000 2, ,450 2, ,610 3,500 2, ,610 2, ,610 6,500 1, ,610 1, ,610 1,000 2, ,130 2, ,610 3,500 2, ,610 2, ,610 6,500 1, ,610 1, ,610 1,000 2, ,85 2, ,610 3,500 2, ,610 2, ,610 6,500 1, ,610 1, ,610 1,000 2, ,180 2, ,610 3,500 2, ,610 2, ,610 6,500 1, ,610 1, ,610 32" Wide Brace Frames 1,000 2, ,040 2, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 2, ,040 2, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 1, ,040 1, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 1, ,040 1, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 1, ,040 1, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 1, ,040 1, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 1, ,040 1, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 1, ,040 1, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 1, ,040 1, ,040 3, , ,540 6, , ,540 1,000 1, ,040 1, ,040 3, , ,540 6, , ,540

24 ESR-2089 Most Widely Accepted Trusted Page 24 of 58 TABLE 1.2A Hardy Frame INSTALLATION - ON RAISED FLOORS 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3,5 HFX-32x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 32" Wide Brace Frames (Continued) 1,000 1, ,040 1, ,040 3, , ,540 6, , ,540 1,000 1, ,040 1, ,040 3, , ,540 6, , ,540 44" Wide Brace Frames For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 lb = 4.45 N, 1 psi = 6.89 kpa. 1,000 2, ,610 3, ,295 3,500 2, ,95 2, ,95 6,500 1, ,95 1, ,95 1,000 3, ,295 3, ,295 3,500 2, ,95 2, ,95 6,500 1, ,95 1, ,95 1,000 2, ,005 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 1, ,295 1, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 1, ,295 1, ,295 3,500 1, ,95 1, ,95 6, , ,95 1 The values in this table are Stress Design (ASD) excluding a 1.33 stress increase pertain to installation on Raised Floor Systems that bear on concrete or masonry foundations. 2 Raised Floor System for panels assumes 2-by wood sill plate, Engineered Wood Product (EWP) rim board up to 12 inches deep with F c = 680 psi 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-wide panels by 0.98 for inch panels. For all panels, the corresponding drift is unchanged. Raised Floor System for Brace Frames assumes 2-by wood sill plate with F c = 625 psi. Engineered Wood Product rim board up to 12 inches deep with F c = 680 psi, floor sheathing a 2-by wood bottom plate below the Brace Frame. For EWP rim boards up to 18 inches deep, the allowable shear value does not change the corresponding drift must be multiplied by 1.03.

25 ESR-2089 Most Widely Accepted Trusted Page 25 of 58 Notes to TABLE 1.2A (Continued): 3 The additional vertical axial loads are concurrent with the allowable in-plane 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 end post. 4 The values listed are due to overturning assume no resisting axial load. To determine the anchor tension load in panels at design shear values 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 the tabulated uplift minus P where P is the allowable axial compression load on the end post. 5 shear drift values may be linearly interpolated for intermediate height or axial loads. 6 STD indicates bolts complying with ASTM F 1554 Grade 36. HS indicates bolts complying with a high strength steel specification as set forth in Section 3..4 of this report. TABLE 1.3A Hardy Frame INSTALLATION - ON UPPER FLOORS 1,2 Net Height H HD Bolt Dia Grade 6 Axial Load 3, Shear V, HFX-12x8 8 HFX-12x / 4 HFX-12x / 4 HFX-12x / 4 HFX-18x8 8 HFX-18x / 4 12" Wide Panels 1,000 1, ,940 1, ,05 3,500 1, ,350 1, ,485 6,500 1, ,440 1, ,610 1,000 1, ,930 1, ,055 3,500 1, ,340 1, ,460 6,500 1, ,425 1, ,610 1,000 1, ,060 1, ,205 3,500 1, ,460 1, ,610 6, ,545 1, ,610 1,000 1, ,030 1, ,180 3,500 1, ,435 1, ,585 6, ,520 1, ,610 1, ,135 1, ,305 3, ,535 1, ,05 6, ,615 1, ,610 1, ,105 1, ,25 3, ,505 1, ,65 6, ,590 1, ,610 1, ,195 1, ,390 3, ,595 1, ,90 6, , ,610 1, ,10 1, ,360 3, ,50 1, ,60 6, , ,610 18" Wide Panels 1,000 2, ,25 3, ,920 3,500 2, ,040 3, ,610 6,500 2, ,610 2, ,610 1,000 2, ,15 3, ,890 3,500 2, ,035 3, ,610 6,500 2, ,610 2, ,610 1,000 2, ,85 2, ,030 3,500 2, ,145 2, ,610 6,500 1, ,610 1, ,610 1,000 2, ,835 2, ,980 3,500 2, ,120 2, ,610 6,500 1, ,610 1, ,610

26 ESR-2089 Most Widely Accepted Trusted Page 26 of 58 TABLE 1.3A Hardy Frame INSTALLATION - ON UPPER FLOORS 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3, Shear V, HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 HFX-18x / 4 HFX-24x8 8 HFX-24x / 4 18" Wide Panels (Continued) 1,000 2, ,930 2, ,080 3,500 1, ,185 2, ,610 6,500 1, ,610 1, ,610 1,000 2, ,915 2, ,050 3,500 1, ,10 2, ,610 6,500 1, ,610 1, ,610 1,000 1, ,040 2, ,165 3,500 1, ,255 2, ,610 6,500 1, ,610 1, ,610 1,000 1, ,985 2, ,120 3,500 1, ,220 2, ,610 6,500 1, ,610 1, ,610 1,000 1, ,100 1, ,160 3,500 1, ,300 1, ,610 6,500 1, ,610 1, ,610 1,000 1, ,080 1, ,200 3,500 1, ,285 1, ,610 6,500 1, ,610 1, ,610 1,000 1, ,165 1, ,25 3,500 1, ,350 1, ,610 6,500 1, ,610 1, ,610 1,000 1, ,135 1, ,245 3,500 1, ,325 1, ,610 6,500 1, ,610 1, ,610 1,000 1, ,250 1, ,340 3,500 1, ,400 1, ,610 6,500 1, ,610 1, ,610 1,000 1, ,200 1, ,305 3,500 1, ,30 1, ,610 6,500 1, ,610 1, ,610 24" Wide Panels 1,000 3, ,00 5, ,0 3,500 3, ,395 4, ,610 6,500 3, ,610 3, ,610 1,000 4, ,420 5, ,610 3,500 4, ,610 4, ,610 6,500 3, ,610 3, ,610 1,000 3, ,555 4, ,610 3,500 3, ,250 3, ,610 6,500 2, ,610 2, ,610 1,000 4, ,555 4, ,610 3,500 3, ,610 3, ,610 6,500 2, ,610 2, ,610

27 ESR-2089 Most Widely Accepted Trusted Page 2 of 58 TABLE 1.3A Hardy Frame INSTALLATION - ON UPPER FLOORS 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3, Shear V, HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 HFX-24x / 4 HFX-32x / 4 HFX-32x / 4 24" Wide Panels (Continued) 1,000 3, ,160 3, ,610 3,500 3, ,850 3, ,610 6,500 2, ,610 2, ,610 1,000 3, ,625 3, ,610 3,500 3, ,610 3, ,610 6,500 2, ,610 2, ,610 1,000 2, ,655 3, ,610 3,500 2, ,350 2, ,610 6,500 2, ,610 2, ,610 1,000 3, ,680 3, ,610 3,500 2, ,610 2, ,610 6,500 2, ,610 2, ,610 1,000 2, ,090 3, ,610 3,500 2, ,610 2, ,610 6,500 1, ,610 1, ,610 1,000 2, ,815 3, ,610 3,500 2, ,610 2, ,610 6,500 1, ,610 1, ,610 1,000 2, ,450 2, ,610 3,500 2, ,610 2, ,610 6,500 1, ,610 1, ,610 1,000 2, ,80 2, ,610 3,500 2, ,610 2, ,610 6,500 1, ,610 1, ,610 1,000 2, ,85 2, ,610 3,500 2, ,610 2, ,610 6,500 1, ,610 1, ,610 1,000 2, ,915 2, ,610 3,500 2, ,610 2, ,610 6,500 1, ,610 1, ,610 32" Wide Brace Frames 1,000 2, ,040 2, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 2, ,040 2, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 1, ,040 1, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 1, ,040 1, ,040 3,500 1, ,540 1, ,540 6, , ,540

28 ESR-2089 Most Widely Accepted Trusted Page 28 of 58 TABLE 1.3A Hardy Frame INSTALLATION - ON UPPER FLOORS 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3, Shear V, HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 HFX-32x / 4 HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 32" Wide Brace Frames (Continued) 1,000 1, ,040 1, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 1, ,040 1, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 1, ,040 1, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 1, ,040 1, ,040 3,500 1, ,540 1, ,540 6, , ,540 1,000 1, ,040 1, ,040 3, , ,540 6, , ,540 1,000 1, ,040 1, ,040 3, , ,540 6, , ,540 1,000 1, ,040 1, ,040 3, , ,540 6, , ,540 1,000 1, ,040 1, ,040 3, , ,540 6, , ,540 44" Wide Brace Frames 1,000 2, ,610 3, ,295 3,500 2, ,95 2, ,95 6,500 1, ,95 1, ,95 1,000 3, ,295 3, ,295 3,500 2, ,95 2, ,95 6,500 1, ,95 1, ,95 1,000 2, ,005 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6, , ,95

29 ESR-2089 Most Widely Accepted Trusted Page 29 of 58 TABLE 1.3A Hardy Frame INSTALLATION - ON UPPER FLOORS 1,2 (Continued) Net Height H HD Bolt Dia Grade 6 Axial Load 3, Shear V, HFX-44x / 4 HFX-44x / 4 HFX-44x / 4 44" Wide Brace Frames (Continued) For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 lb = 4.45 N, 1 psi = 6.89 kpa. 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 1, ,295 1, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 1, ,295 1, ,295 3,500 1, ,95 1, ,95 6, , ,95 1 The values in this table are Stress Design (ASD) excluding a 1.33 stress increase pertain to installation on Upper Floor Systems that bear on wood frame walls below. 2 Upper Floor System for panels assumes double 2-by wood plates in the wall below, Engineered Wood Product (EWP) rim board up to 12 inches deep with F c = 680 psi 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-wide panels by 0.98 for inch panels. For all panels, the corresponding drift is unchanged. Upper Floor System for Brace Frames assumes double 2-by wood plates in the wall below, Engineered Wood Product rim board up to 12 inches deep with F c = 680 psi, floor sheathing a 2-by wood bottom plate with F c = 625 psi below the Brace Frames. For EWP rim boards up to 18 inches deep, the allowable shear value does not change the corresponding drift must be multiplied by 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 along the centerline of the end post. 4 The values listed are due to overturning assume no resisting axial load. To determine the anchor tension load in panels at design shear values 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 end post. 5 shear drift values may be linearly interpolated for intermediate height or axial loads. 6 STD indicates bolts complying with ASTM F 1554 Grade 36. HS indicates bolts complying with a high strength steel specification as set forth in Section 3..4 of this report. Refer to Section of this report for additional drift due to support (beam) deflection.

30 ESR-2089 Most Widely Accepted Trusted Page 30 of 58 TABLE 2.1A Hardy Frame HFX/S INSTALLATION - ON 2,500 PSI COMPRESSIVE STRENGTH CONCRETE 1 Net Height H HD Bolt Dia Grade 5 Axial Load 2 Shear V 4 at V 3,4 Shear V 4 at V 3 9" Wide Panels HFX/S-9x / 8 2, , ,460 12" Wide Panels 1,000 1, ,425 1, ,595 3,500 1, ,005 1, ,005 HFX/S-12x / 8 6,500 1, ,320 1, ,320 1,000 1, ,595 1, ,595 3,500 1, ,005 1, ,005 6,500 1, ,320 1, ,320 1,000 1, ,425 1, ,595 3,500 1, ,005 1, ,005 HFX/S-12x / 8 6,500 1, ,325 1, ,325 1,000 1, ,595 1, ,595 3,500 1, ,005 1, ,005 6,500 1, ,325 1, ,325 1,000 1, ,425 1, ,595 3,500 1, ,005 1, ,005 HFX/S-12x / 8 6, , ,325 1,000 1, ,595 1, ,595 3,500 1, ,005 1, ,005 6, , ,325 18" Wide Panels 1,000 2, ,805 2, ,620 3,500 2, ,530 2, ,620 HFX/S-18x / 8 6,500 2, ,190 2, ,620 1,000 3, ,030 3, ,015 3,500 3, ,260 3, ,00 6,500 3, ,305 3, ,45 1,000 1, ,965 2, ,620 3,500 1, ,80 2, ,620 HFX/S-18x / 8 6,500 1, ,190 2, ,620 1,000 2, ,030 3, ,015 3,500 2, ,260 3, ,00 6,500 2, ,385 2, ,45 1,000 1, ,250 2, ,620 3,500 1, ,150 2, ,620 HFX/S-18x / 8 6,500 1, ,190 2, ,620 1,000 2, ,030 2, ,015 3,500 2, ,260 2, ,00 6,500 2, ,430 2, ,45 1,000 1, ,430 1, ,620 3,500 1, ,430 1, ,620 HFX/S-18x / 8 6,500 1, ,190 1, ,620 1,000 2, ,030 2, ,015 3,500 2, ,260 2, ,00 6,500 2, ,430 2, ,45 1,000 1, ,430 1, ,620 3,500 1, ,430 1, ,620 HFX/S-18x / 8 6,500 1, ,190 1, ,620 1,000 2, ,030 2, ,015 3,500 2, ,260 2, ,00 6,500 2, ,430 2, ,45

31 ESR-2089 Most Widely Accepted Trusted Page 31 of 58 TABLE 2.1A Hardy Frame HFX/S INSTALLATION - ON 2,500 PSI COMPRESSIVE STRENGTH CONCRETE 1 (Continued) Net Height H HD Bolt Dia Grade 5 Axial Load 2 Shear V 4 at V 3,4 Shear V 4 at V 3 HFX/S-18x / 8 HFX/S-24x / 8 HFX/S-24x / 8 HFX/S-24x / 8 HFX/S-24x / 8 HFX/S-24x / 8 HFX/S-24x / 8 18" Wide Panels (Continued) 1,000 1, ,430 1, ,620 3,500 1, ,430 1, ,620 6,500 1, ,190 1, ,620 1,000 2, ,030 2, ,015 3,500 1, ,260 2, ,00 6,500 1, ,260 1, ,45 24" Wide Panels 1,000 2, ,200 3, ,490 3,500 2, ,200 3, ,490 6,500 2, ,200 3, ,490 1,000 4, ,600 5, ,185 3,500 4, ,600 5, ,00 6,500 4, ,600 5, ,880 1,000 2, ,45 3, ,250 3,500 2, ,45 3, ,250 6,500 2, ,45 3, ,020 1,000 4, ,60 5, ,865 3,500 4, ,60 5, ,180 6,500 4, ,60 5, ,055 1,000 2, ,215 3, ,620 3,500 2, ,215 3, ,610 6,500 2, ,940 3, ,515 1,000 4, ,595 4, ,865 3,500 4, ,595 4, ,180 6,500 4, ,595 4, ,055 1,000 2, ,620 2, ,620 3,500 2, ,620 2, ,620 6,500 2, ,280 2, ,620 1,000 3, ,420 4, ,865 3,500 3, ,420 4, ,180 6,500 3, ,420 4, ,055 1,000 2, ,95 2, ,620 3,500 2, ,655 2, ,620 6,500 2, ,560 2, ,620 1,000 3, ,285 4, ,865 3,500 3, ,285 4, ,180 6,500 3, ,285 3, ,055 1,000 2, ,290 2, ,620 3,500 2, ,905 2, ,620 6,500 1, ,805 2, ,620 1,000 3, ,160 3, ,865 3,500 3, ,160 3, ,180 6,500 3, ,160 3, ,055

32 ESR-2089 Most Widely Accepted Trusted Page 32 of 58 TABLE 2.1A Hardy Frame HFX/S INSTALLATION - ON 2,500 PSI COMPRESSIVE STRENGTH CONCRETE 1 (Continued) Net Height H HD Bolt Dia Grade 5 Axial Load 2 Shear V 4 at V 3,4 Shear V 4 at V 3 HFX/S-32x / 8 HFX/S-32x / 8 HFX/S-32x / 8 HFX/S-32x / 8 HFX/S-32x / 8 HFX/S-32x / 8 HFX/S-44x / 8 HFX/S-44x / 8 32" Wide Brace Frames 1,000 2, ,505 2, ,630 3,500 2, ,130 2, ,130 6,500 1, ,130 1, ,130 1,000 2, ,295 2, ,295 3,500 2, ,95 2, ,95 6,500 1, ,95 1, ,95 1,000 1, ,825 2, ,630 3,500 1, ,130 1, ,130 6,500 1, ,130 1, ,130 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6,500 1, ,95 1, ,95 1,000 1, ,100 2, ,630 3,500 1, ,130 1, ,130 6,500 1, ,130 1, ,130 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6,500 1, ,95 1, ,95 1,000 1, ,335 1, ,630 3,500 1, ,130 1, ,130 6, , ,130 1,000 2, ,295 2, ,295 3,500 1, ,95 1, ,95 6,500 1, ,95 1, ,95 1,000 1, ,545 1, ,630 3,500 1, ,130 1, ,130 6, , ,130 1,000 1, ,295 1, ,295 3,500 1, ,95 1, ,95 6, , ,95 1,000 1, ,30 1, ,630 3,500 1, ,130 1, ,130 6, , ,130 1,000 1, ,295 1, ,295 3,500 1, ,95 1, ,95 6, , ,95 44" Wide Brace Frames 1,000 2, ,395 3, ,860 3,500 2, ,395 3, ,365 6,500 1, ,365 1, ,365 1,000 4, ,645 4, ,645 3,500 3, ,145 3, ,145 6,500 2, ,145 2, ,145 1,000 2, ,50 3, ,330 3,500 2, ,50 2, ,365 6,500 1, ,365 1, ,365 1,000 3, ,645 3, ,645 3,500 3, ,145 3, ,145 6,500 2, ,145 2, ,145

33 ESR-2089 Most Widely Accepted Trusted Page 33 of 58 TABLE 2.1A Hardy Frame HFX/S INSTALLATION - ON 2,500 PSI COMPRESSIVE STRENGTH CONCRETE 1 (Continued) Net Height H HD Bolt Dia Grade 5 Axial Load 2 Shear V 4 at V 3,4 Shear V 4 at V 3 HFX/S-44x / 8 HFX/S-44x / 8 HFX/S-44x / 8 HFX/S-44x / 8 44" Wide Brace Frames (Continued) For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 lb = 4.45 N, 1 psi = 6.89 kpa. 1,000 2, ,060 3, ,45 3,500 2, ,060 2, ,365 6,500 1, ,365 1, ,365 1,000 3, ,645 3, ,645 3,500 2, ,145 2, ,145 6,500 1, ,145 1, ,145 1,000 2, ,335 2, ,865 3,500 2, ,335 2, ,365 6,500 1, ,365 1, ,365 1,000 3, ,645 3, ,645 3,500 2, ,145 2, ,145 6,500 1, ,145 1, ,145 1,000 2, ,55 2, ,865 3,500 2, ,365 2, ,365 6,500 1, ,365 1, ,365 1,000 2, ,645 2, ,645 3,500 2, ,145 2, ,145 6,500 1, ,145 1, ,145 1,000 2, ,95 2, ,865 3,500 1, ,365 1, ,365 6,500 1, ,365 1, ,365 1,000 2, ,645 2, ,645 3,500 2, ,145 2, ,145 6,500 1, ,145 1, ,145 1 The values in this table are Stress Design (ASD) excluding a 1.33 stress increase pertain to installation, directly or to nut washer with 5,000 psi minimum compressive strength non-shrink grout in accordance with Section 3.. Figure 2 of this report over normal weight concrete, with a minimum 2,500 psi compressive strength. 2 The additional vertical axial loads are concurrent with the allowable in-plane 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 must be acting along the centerline of the post. 3 The values listed are due to overturning assume no resisting axial load. To determine anchor tension loads in panels at design shear values including the effect of axial loads, refer to Figure 4 of this report. For Brace Frames the anchor tension load equals the tabulated uplift minus P, where P is the allowable axial compression load in the Post. 4 in-plane shear drift values may be linearly interpolated for intermediate height or axial loads. 5 STD indicates bolts complying with ASTM F 1554 Grade 36. HS indicates bolts complying with a high strength steel specification as set forth in Section 3..4 of this report.

34 ESR-2089 Most Widely Accepted Trusted Page 34 of 58 TABLE 3.1A Hardy Frame PANELS IN BALLOON WALL APPLICATIONS INSTALLATION ON CONCRETE 1,2 Net Height H HD Bolt Dia Grade 5 Concrete Compressive Strength at V 3,4,3 Axial Load 3 HFX- 18x14 HFX- 18x15 HFX- 18x16 HFX- 18x1 HFX- 18x18 HFX- 18x19 HFX- 18x20 HFX- 24x14 HFX- 24x15 HFX- 24x16 HFX- 24x1 HFX- 24x24 HFX- 24x19 HFX- 24x / / / / / / / / / / / / / / 4 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 18" Wide Panels 2,500 18,43 32,453 3,000 1, ,54 1, ,168 4,000 16,632 25,320 2,500 18,93 32,593 3,000 1, ,953 1, ,251 4,000 16,989 25,382 2,500 19,433 32,654 3,000 1, ,383 1, ,28 4,000 1,365 25,409 2,500 19,888 32,81 3,000 1, ,5 1, ,362 4,000 1,06 25,465 2,500 20,445 33,092 3,000 1, ,252 1, ,543 4,000 18,118 25,598 2,500 20,885 33,191 3,000 1, ,625 1, ,600 4,000 18,440 25,640 2,500 21,489 26,31 3,000 1, ,134 1, ,988 4,000 18,86 22,06 24" Wide Panels 2,500 18,855 33,15 3,000 2, ,240 3, ,680 4,000 1,59 28,506 2,500 19,000 30,88 3,000 1, ,33 2, ,52 4,000 1,01 26,888 2,500 18,84 31,139 3,000 1, , ,041 4,000 1,594 2,132 2,500 18,600 30,683 3,000 1, ,003 2, ,664 4,000 1,361 26,814 2,500 18,541 30,503 3,000 1, ,949 2, ,515 4,000 1,311 26,68 2,500 18,620 30,02 3,000 1, , ,680 4,000 1,38 26,82 2,500 18,965 31,192 3,000 1, ,341 2, ,085 4,000 1,61 2,10 1 The values in this table are Stress Design (ASD) excluding a 1.33 stress increase pertain to installation directly or to nut washer with 5,000 psi minimum non-shrink grout in accordance with Section 3.. Figure 2 of this report, over normal weight concrete with the minimum tabulated compressive strength. 2 For installation on a nut washer (only) table values must be multiplied by The additional vertical axial loads are concurrent with the allowable in-plane shear load. The axial load must be applied within the middle 1 / 3 of the panel width or be uniformly distributed across the entire panel width. 4 The uplift values listed are due to overturning assume no resisting axial load. To determine anchor tension loads in panels at design shear values including the effect of axial loads, refer to Figure 4 of this report. 5 in-plane shear drift values may be linearly interpolated for Panels of the same width with either intermediate height or axial loads. 6 HS indicates bolts complying with a high strength steel specification as set forth in Section 3..4 of this report. 4,000 3,500 3,000 2,500 2,000 2,000 2,000 4,000 3,500 3,000 2,500 2,000 2,000 2,000

35 ESR-2089 Most Widely Accepted Trusted Page 35 of 58 TABLE 4.0 Hardy Frame PANEL AND BRACE FRAME OUT-OF PLANE DESIGN LOADS Hardy Frame Product Width Out-of-Plane Load (psf) 1,2,3 Nominal Height (H) of Panel or Brace Frame (ft) 8 (inches) HFX 9 inch Panels n/a n/a n/a n/a n/a HFX 12 inch Panels n/a n/a n/a HFX 18 inch Panels HFX 24 inch Panels HFX 32 inch Brace Frame n/a HFX 44 inch Brace Frame n/a For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 psi = 6.89 kpa. 1 wind loads are limited to H/240 deflection for walls with flexible finishes using the 0. factor on the wind load in accordance with footnote f, Table of the 2006 IBC. For other conditions, the tabulated value must be multiplied by The connection at top bottom of panels Brace Frames to the structural supports must be designed detailed for the design loads by the Building Design Professional. 3 Loads shown are Stress Design (ASD) exclude a 1.33 stress increase. 4 For panels in balloon wall applications, out-of-plane loads must be resisted by other framing members, which must be designed detailed by the building design professional. 5 For foot nominal wall heights, 9 inch panels are 9 1 / 2 inches net, height, all other panel widths are 8 inches net height. TABLE 5.1 Hardy Frame POST 1 Net Height Hold Down Diameter Compression 2,3,4 STD Tension 5 HS Tension 5 HFP-Series / 8 HFP8- / / 4 13,500 2,100 26,645 HFP8-1 1 / / / 8 22,400 36,100 / 8 HFP9- / / 4 13,500 2,100 24,10 HFP9-1 1 / / / 8 22,400 36,100 / 8 HFP10- / / 4 13,500 2,100 21,255 HFP / / / 8 22,400 36,100 / 8 HFP11- / / 4 13,500 2,100 18,65 HFP / / / 8 22,400 36,100 / 8 HFP12- / / 4 13,500 2,100 16,645 HFP / / / 8 22,400 36,100 / 8 HFP13- / / 4 13,500 2,100 14,090 HFP / / / 8 22,400 36,100 / 8 HFP/S-Series HFP/S8- / / 8 13,500 2,100 25,45 HFP/S8-1 1 / / / 8 22,400 36,100 / 8 HFP/S9- / / 8 13,500 2,100 23,105 HFP/S9-1 1 / / / 8 22,400 36,100 / 8 HFP/S10- / / 8 13,500 2,100 20,350 HFP/S / / / 8 22,400 36,100 / 8 HFP/S11- / / 8 13,500 2,100 1,990 HFP/S / / / 8 22,400 36,100 / 8 HFP/S12- / / 8 13,500 2,100 15,15 HFP/S / / / 8 22,400 36,100 / 8 HFP/S13- / / 8 13,500 2,100 13,160 HFP/S / / / 8 22,400 36,100 For SI: 1 inch = 25.4 mm, 1 = 4.45 N, 1 psi = 6.89 kpa.

36 ESR-2089 Most Widely Accepted Trusted Page 36 of 58 Notes to TABLE 5.1 (Continued): 1 The values in this table are Stress Design (ASD), exclude a 1.33 stress increase, assume installations directly on a rigid base, or a nut washer with non-shrink grout of 5,000 psi minimum compressive strength over a rigid base, in accordance with Section of this report. 2 The maximum allowable compression of the post must be further limited as follows: a. Wood with 625 psi allowable compression perpendicular to grain =,656 lbs. b. Wood with 680 psi allowable compression perpendicular to grain = 8,330 lbs. c. Normal weight concrete with f c = 2,500 psi = 10,412 pounds. d. Normal weight concrete with f c = 3,000 psi = 12,495 pounds. e. Normal weight concrete with f c = 4,000 psi = 16,660 pounds. 3 For installation on supporting materials other than noted in footnote 2, the Building Design Professional must check the Bearing Stresses based on the Post bearing area of 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 F 1554 Grade 36. HS indicates bolts complying with a high strength steel specification as set forth in Section of this report. TABLE 6.1 Hardy Frame SADDLE 1,3,4, Fastener Qty 2 Tension 5,6 Compression HFS d Common 2,950 2,500 HFS d Common 4,280 2,500 For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 lb = 4.45 N. 1 The maximum notched section in the wood member is 4-1/2 inches as shown in Figure 2, Detail SA 1 of this report. 2 Fastener quantity is the number of 16d Common nails to be installed into each of the members to be joined. Table 6.2 of this report provides factors for reducing 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 the (1) nail in the 1-1/2 inch side-plate that are nearest the joint must be omitted. 4 For the condition described in footnote 3, there is no reduction in values provided the HFS24 is installed with minimum 22-16d Common nails in each member being joined (44 total) the HFS36 is installed with 31-16d Common nails in each member (62 total). 5 The allowable tension capacities are for normal load duration. The values may be adjusted for other load durations, such as for seismic wind loading in accordance with the AF&PA NDS. 6 tension capacities assume the Saddle is attached to lumber members with a specific gravity of 0.49 or higher Loads shown are Stress Design (ASD) exclude a 1.33 stress increase. TABLE 6.2 Hardy Frame SADDLE ALTERNATIVE FASTENERS Table Nail Type Replacement Nail Description D x L Use Percentage of Load 16d Common 16d Box x 3 1 / d Common N10 x 1.5 No. 9 ga x 1 1 / d Common N16 x 2.5 No. 8 ga x 2 1 / d Common 16d Sinker x 3 1 / d Common 10d Common x d Common 12d Common x 3 1 / For SI: 1 inch = 25.4 mm.

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50 ESR-2089 Most Widely Accepted Trusted Page 50 of 58 Hardy Frame PANELS: IBC ANCHORAGE FOR 1 1 / 8 -INCH DIAMETER ANCHORS (A B =0.994 in 2 ) 1,4,8 Concrete Compressive Strength 2,500 psi 3,000 psi 4,000 psi Design Load 2 Concrete Condition at Service Load Anchorage Call-Out 3 5 T ASD l e 6 C a1 & C a2 l e 6 C a1 & C a2 l e 6 C a1 & C a2 Cracked Uncracked Cracked Uncracked STD-SA 21, STD-SB 1, HS-SA 46, HS-SB 32, HS-SC 30, HS-SD 25, HS-SE 20, Balloon-SA 21, STD-SC 21, STD-SD 1, HS-SF 46, HS-SG 32, HS-SH 30, HS-SI 25, HS-SJ 20, Balloon-SB 21, STD-WA 21, HS-WA 46, HS-WB 40, HS-WC 20, Balloon-WA 32, Balloon-WB 33, STD-WB 21, HS-WD 46, HS-WE 40, HS-WF 20, Balloon-WC 32, Balloon-WD 33, For SI: 1 inch = 25.4 mm, 1 in 2 = 645 mm 2, 1 lbf = 4.45 N. 1 Anchorage design complies with ACI 318 Appendix D Condition B with no supplemental reinforcement for cracked uncracked normal weight concrete with the tabulated minimum specified compressive strength. Cracked concrete occurs where analysis indicates cracking (f t > f r ) at service load levels. 2 In Design Categories (SDC) A B for detached 1 2 family dwellings in SDC A, B, C, wind values apply. 3 STD indicates steel anchor bolts complying with ASTM F 1554 Grade 36. HS indicates steel anchor rods complying with a high strength steel specification as set forth in Section 3..4 of this Report. 4 A b is the nominal cross sectional area of the Hold down Anchor. 5 T ASD is the Stress Design tension load. 6 l e is the embedment depth into a foundation that provides the minimum edge end distance requirements C a1 C a2. C a1 is the minimum end distance C a2 is the minimum edge distance to the centerline of the Hold down Anchor. 8 Foundation dimensions consider anchorage only. The Building Design Professional is responsible for the foundation design is permitted to design detail alternative anchorage. 1A / FDN: Hardy Frame - Anchorage for 1-1/8 inch Diameter Anchors

51 ESR-2089 Most Widely Accepted Trusted Page 51 of 58 Hardy Frame BRACE FRAMES 2009 AND 2006 IBC ANCHORAGE FOR / 8 -INCH DIAMETER ANCHORS (A b =0.601 in 2 ) 1,4,8 Concrete Compressive Strength 2,500 psi 3,000 psi 4,000 psi Design Load 2 Concrete Condition at Service Load Anchorage Call-Out 3 5 T ASD l e 6 C a1 & C a2 l e 6 C a1 & C a2 l e 6 C a1 & C a2 Cracked Uncracked Cracked Uncracked STD-SA 13, ' STD-SB 10, HS-SA 28, HS-SB 1, HS-SC 12, STD-SC 13, STD-SD 10, HS-SD 28, HS-SE 1, HS-SF 12, STD-WA 13, HS-WA 28, HS-WB 20, HS-WC 14, HS-WD 12, STD-WB 13, HS-WE 28, HS-WF 20, HS-WG 14, HS-WH 12, For SI: 1 inch = 25.4 mm, 1 in 2 = 645 mm 2, 1 lbf = 4.45 N. 1 Anchorage design complies with ACI 318 Appendix D Condition B with no supplemental reinforcement for cracked uncracked normal weight concrete with the tabulated minimum specified compressive strength. Cracked concrete occurs where analysis indicates cracking (f t > f r ) at service load levels. 2 In Design Categories (SDC) A B for detached 1 2 family dwellings in SDC A, B, C, wind values apply. 3 STD indicates steel anchor bolts complying with ASTM F 1554 Grade 36. HS indicates steel anchor rods complying with a high strength steel specification as set forth in Section 3..4 of this Report. 4 A b is the nominal cross sectional area of the Hold down Anchor. 5 T ASD is the Stress Design tension load. 6 l e is the embedment depth into a foundation that provides the minimum edge end distance requirements C a1 C a2. C a1 is the minimum end distance C a2 is the minimum edge distance to the centerline of the Hold down Anchor. 8 Foundation dimensions consider anchorage only. The Building Design Professional is responsible for the foundation design is permitted to design detail alternative anchorage. 1B / FDN: Hardy Frame - Anchorage for /8 inch Diameter Anchors

52 ESR-2089 Most Widely Accepted Trusted Page 52 of 58 1) SUPPLEMENTAL SHEAR REINFORCEMENT REQUIREMENT IN ACCORDANCE WITH ACI 318 fc = 2500 psi 2) APPLICABLE FDR BOTH WIND AND SEISMIC DESIGN 3) SHEAR REINFORCEMENT IS NOT REQUIRED AT PANELS AND BRACE FRAMES SUPORTED 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 OR IRC SECTION R602 5) REQUIRE A MINIMUM 6 in. CURB OR STEMWALL WIDTH 6) CONCRETE EDGE DISTANCE FOR ANCHORS MUST COMPLY WITH ACI 318 D.8.2.3