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

a ICC-ES Evaluation Report www.icc-es.org (800) 423-658 (562) 699-0543 ESR-2089 Reissued August 1, 2012 This report is subject to renewal September 1, 2014. 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: HARDY FRAMES, INC. 132 PALMA DRIVE, SUITE 200 VENTURA, CALIFORNIA 93003 (805) 4-093 www.hardyframe.com 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 22 23 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 R301.1.3 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: 3.1.1 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. 3.1.2 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 1.0-1.1A through 4.0, 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 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 58 1000

ESR-2089 Most Widely Accepted Trusted Page 2 of 58 3.2.2 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 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-261) or equivalent. Screw dimensions, design, installation requirements must be as indicated in Table 1 of this report. 3.4.2 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 6.1 6.2 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. 3..2 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 36. 3..3 Panel Stiffeners: All side stiffeners used on Hardy Frame Panels are minimum 0.2242-inch-thick (5. mm) [No. 4 gage] carbon steel complying with ASTM A 36. 3..4 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 14-2. 3..5 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. 3..6 Non-shrink Grout: Required for double-nut installations, non-shrink grout must comply with ASTM C 110-05 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 36. 3..8 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: 4.1.1 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.

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 12.2.3 of ASCE/SEI. Where Hardy Frame Panels or Brace Frames are installed in structures with flexible diaphragms in accordance with Section 12.3.1 of ASCE/SEI, the Ω 0 may be reduced from 3.0 as set forth in Footnote g, of Table 12.2-1 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 1613.1, 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 3.1.2 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. 4.1.2 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 4.1.5 4.1.6 of this report. 4.1.3 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. 4.1.4 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.

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 11.4.1 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. 4.1.5 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 1908.1.9, 1908.1.10, 1912 of the 2009 IBC, Sections 1908.1.16 1912 of the 2006 IBC or Section 1913 of the 2003 IBC, as applicable. Foundation design must address requirements in Sections 4.1.1 4.1.2 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, 2006 2003 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.3.3.5. 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 2308.9.3 of the IBC. The building design professional is permitted to calculate detail alternative anchorage solutions for specific conditions per Section 1912 of the IBC. 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 detailed by a building design professional in accordance with Chapter 21 of the IBC. 4.1. 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. 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 /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 4.1.1 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. 4.1.9 ASD Hardy Frame Saddle Values: The ASD axial tension compression values of the Saddle are described in Tables 6.1 6.2. 4.2 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: 4.3.1 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 3.1 3.2 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. 4.3.2 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 18-24-inch-wide (45 610 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 18-24-inch (45 610 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. 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 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

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. 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 5 / 8 inches to 156 5 / 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. 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 (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. 4.3.6 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. 4.3. 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 6.1 6.2. 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 4.4.1 IBC: In Design Categories C, D, E, F, periodic special inspections must be provided in accordance with Sections 105.3, 105.4, 10.1, 10.3 10.4 with the exception of those structures that qualify under Section 104.1, 104.4 or 105.3. 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 4.3.1. The inspector must also verify proper connection to the member above in accordance with the details in Figures 2 3 the approved plans specifications. 4.4.2 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, 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.

ESR-2089 Most Widely Accepted Trusted Page 6 of 58 5. 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 2009. 6.2 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-9x9.5 9 1 / 2 HFX-9x8 93 3 / 4 HFX-12x8 8 9 3 1 / 2 1 1 / 8 5 NA HFX-12x8 92 1 / 4 HFX-12x9 104 1 / 4 12 3 1 / 2 1 1 / 8 6 6 HFX-12x10 116 1 / 4 HFX-18x8 8 HFX-18x8 92 1 / 4 HFX-18x9 104 1 / 4 HFX-18x10 116 1 / 4 10 HFX-18x11 128 1 / 4 HFX-18x12 140 1 / 4 HFX-18x13 152 1 / 4 HFX-18x14 164 1 / 4 18 3 1 / 2 1 1 / 8 10 HFX-18x15 16 1 / 4 HFX-18x16 188 1 / 4 HFX-18x1 200 1 / 4 NA HFX-18x18 212 1 / 4 HFX-18x19 224 1 / 4 HFX-18x20 236 1 / 4 HFX-24x8 8 18 16 HFX-24x8 92 1 / 4 15 HFX-24x9 104 1 / 4 HFX-24x10 116 1 / 4 HFX-24x11 128 1 / 4 14 HFX-24x12 140 1 / 4 HFX-24x13 152 1 / 4 HFX-24x14 164 1 / 4 HFX-24x15 16 1 / 4 24 3 1 / 2 1 1 / 8 14 HFX-24x16 188 1 / 4 HFX-24x1 200 1 / 4 NA HFX-24x18 212 1 / 4 HFX-24x19 224 1 / 4 HFX-24x20 236 1 / 4 HFX-32x8 92 1 / 4 HFX-32x9 104 1 / 4 HFX-32x10 116 1 / 4 HFX-32x11 128 1 / 4 HFX-32x12 140 1 / 4 HFX-32x13 152 1 / 4 32 3 1 / 2 / 8 14 14

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-44x8 92 1 / 4 HFX-44x9 104 1 / 4 15 1 HFX-44x10 116 1 / 4 HFX-44x11 128 1 / 4 HFX-44x12 140 1 / 4 44 3 1 / 2 / 8 14 14 HFX-44x13 152 1 / 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 3.6.4 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 0.105 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-9x8 96 5 / 8 9 3 1 / 2 1 1 / 8 5 HFX/S-12x8 96 5 / 8 HFX/S-12x9 108 5 / 8 12 3 1 / 2 1 1 / 8 6 HFX/S-12x10 120 5 / 8 HFX/S-18x8 96 5 / 8 12 HFX/S-18x9 108 5 / 8 HFX/S-18x10 120 5 / 8 HFX/S-18x11 132 5 / 8 HFX/S-18x12 144 5 / 8 18 3 1 / 2 1 1 / 8 10 HFX/S-18x13 156 5 / 8 HFX/S-24x8 96 5 / 8 20 HFX/S-24x9 108 5 / 8 18 HFX/S-24x10 120 5 / 8 HFX/S-24x11 132 5 / 8 HFX/S-24x12 144 5 / 8 HFX/S-24x13 156 5 / 8 HFX/S-32x8 96 5 / 8 HFX/S-32x9 108 5 / 8 24 3 1 / 2 1 1 / 8 16 13 9 HFX/S-32x10 120 5 / 8 HFX/S-32x11 132 5 / 8 32 3 1 / 2 / 8 HFX/S-32x12 144 5 / 8 HFX/S-32x13 156 5 / 8 HFX/S-44x8 96 5 / 8 HFX/S-44x9 108 5 / 8 14 HFX/S-44x10 120 5 / 8 HFX/S-44x11 132 5 / 8 HFX/S-44x12 144 5 / 8 44 3 1 / 2 / 8 11 HFX/S-44x13 156 5 / 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 3.6.4 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 0.105 inch (No. 12 gage) thick steel in contact with the screw a 0.048 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 3.4.2 of this report. 3 Installed screws must extend through the steel thickness a minimum of three exposed threads.

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-9x9.5 9 1 / 2 905 0.185 15,460 905 0.185 15,460 2,000 HFX-9x8 93 3 / 4 65 0.256 15,460 0 0.25 15,510 12" Wide Panels 1,000 1,635 0.181 1,425 1,50 0.193 19,595 3,500 1,610 0.18 1,005 1,610 0.18 1,005 HFX-12x8 8 6,500 1,440 0.159 14,325 1,440 0.159 14,325 1,000 1,50 0.194 19,595 1,50 0.194 19,595 3,500 1,610 0.19 1,005 1,610 0.19 1,005 6,500 1,440 0.160 14,325 1,440 0.160 14,325 1,000 1,385 0.209 1,425 1,480 0.224 19,595 3,500 1,365 0.206 1,005 1,365 0.206 1,005 HFX-12x8 92 1 / 4 6,500 1,220 0.184 14,325 1,220 0.184 14,325 1,000 1,480 0.225 19,595 1,480 0.224 19,595 3,500 1,365 0.20 1,005 1,365 0.20 1,005 6,500 1,220 0.185 14,325 1,220 0.185 14,325 1,000 1,225 0.232 1,425 1,310 0.248 19,595 3,500 1,205 0.229 1,005 1,205 0.229 1,005 HFX-12x9 104 1 / 4 6,500 1,080 0.205 14,325 1,080 0.205 14,325 1,000 1,310 0.250 19,595 1,310 0.250 19,595 3,500 1,205 0.230 1,005 1,205 0.230 1,005 6,500 1,080 0.206 14,325 1,080 0.206 14,325 1,000 1,095 0.256 1,425 1,15 0.23 19,595 3,500 1,080 0.252 1,005 1,080 0.252 1,005 HFX-12x10 116 1 / 4 6,500 965 0.225 14,325 965 0.225 14,325 1,000 1,15 0.24 19,595 1,15 0.25 19,595 3,500 1,080 0.253 1,005 1,080 0.253 1,005 6,500 965 0.226 14,325 965 0.226 14,325 18" Wide Panels 1,000 2,580 0.15 15,830 3,250 0.196 21,585 3,500 2,580 0.15 15,630 3,250 0.196 21,585 HFX-18x8 8 6,500 2,580 0.15 15,630 3,250 0.196 21,585 1,000 3,900 0.23 28,930 4,380 0.266 38,015 3,500 3,840 0.233 28,140 4,195 0.255 33,00 6,500 3,40 0.22 26,880 3,885 0.236 28,45 1,000 2,265 0.188 16,605 2,30 0.22 21,620 3,500 2,265 0.188 16,605 2,30 0.22 21,620 HFX-18x8 92 1 / 4 6,500 2,265 0.188 16,605 2,30 0.22 21,620 1,000 3,400 0.284 30,25 3,05 0.310 38,015 3,500 3,350 0.280 29,90 3,550 0.29 33,00 6,500 3,255 0.22 28,260 3,285 0.25 28,45 1,000 2,055 0.216 1,130 2,415 0.254 21,620 3,500 2,025 0.213 16,845 2,415 0.254 21.620 HFX-18x9 104 1 / 4 6,500 2,020 0.213 16,55 2,415 0.254 21,620 1,000 3,030 0.320 31,190 3,25 0.346 38,015 3,500 2,95 0.314 30,030 3,140 0.332 33,00 6,500 2,880 0.304 28,260 2,905 0.30 28,45

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-18x10 116 1 / 4 HFX-18x11 128 1 / 4 HFX-18x12 140 1 / 4 HFX-18x13 152 1 / 4 HFX-24x8 8 HFX-24x8 92 1 / 4 HFX-24x9 104 1 / 4 18" Wide Panels (Continued) 1,000 1,855 0.239 1,285 2,10 0.29 21,620 3,500 1,845 0.238 1,155 2,10 0.29 21,620 6,500 1,835 0.23 1,055 2,10 0.29 21,620 1,000 2,20 0.353 31,190 2,940 0.382 38,015 3,500 2,60 0.34 30,030 2,815 0.366 33,00 6,500 2,585 0.336 28,260 2,605 0.339 28,45 1,000 1,690 0.263 1,430 1,965 0.309 21,620 3,500 1,690 0.263 1,430 1,965 0.309 21,620 6,500 1,685 0.262 1,310 1,965 0.309 21,620 1,000 2,465 0.385 31,190 2,665 0.416 38,015 3,500 2,420 0.38 30,030 2,550 0.399 33,00 6,500 2,340 0.366 28,260 2,365 0.369 28,45 1,000 1,545 0.285 1,430 1,80 0.331 21,620 3,500 1,545 0.285 1,430 1,80 0.331 21,620 6,500 1,545 0.285 1,430 1,80 0.331 21,620 1,000 2,255 0.418 31,190 2,435 0.451 38,015 3,500 2,210 0.410 30,030 2,335 0.432 33,00 6,500 2,140 0.39 28,260 2,160 0.400 28,45 1,000 1,425 0.306 1,430 1,655 0.356 21,620 3,500 1,425 0.306 1,430 1,655 0.356 21,620 6,500 1,425 0.306 1,430 1,655 0.356 21,620 1,000 2,05 0.449 31,190 2,245 0.485 38,015 3,500 2,035 0.441 30,030 2,150 0.465 33,00 6,500 1,90 0.42 28,260 1,990 0.431 28,45 24" Wide Panels 1,000 3,490 0.112 14,365 4,435 0.142 19,020 3,500 3,490 0.112 14,365 4,430 0.142 19,020 6,500 3,490 0.112 14,365 4,430 0.142 19,020 1,000 5,600 0.182 25,565 6,950 0.225 34,95 3,500 5,610 0.182 25,645 6,900 0.224 34,585 6,500 5,605 0.182 25,600 6,815 0.221 33,925 1,000 3,080 0.136 15,085 3,935 0.14 20,180 3,500 3,080 0.136 15,085 3,935 0.14 20,180 6,500 3,080 0.136 15,085 3,935 0.14 20,180 1,000 4,950 0.220 2,10 6,125 0.23 3,490 3,500 4,950 0.220 2,10 6,080 0.21 3,025 6,500 4,950 0.220 2,10 6,005 0.268 36,245 1,000 2,800 0.156 15,560 3,595 0.201 20,985 3,500 2,800 0.156 15,560 3,590 0.201 20,985 6,500 2,800 0.156 15,560 3,590 0.201 20,985 1,000 4,510 0.254 28,300 5,50 0.313 39,335 3,500 4,510 0.254 28,300 5,530 0.311 38,805 6,500 4,510 0.254 28,300 5,455 0.30 3,925

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-24x10 116 1 / 4 HFX-24x11 128 1 / 4 HFX-24x12 140 1 / 4 HFX-24x13 152 1 / 4 HFX-32x8 92 1 / 4 HFX-32x9 104 1 / 4 HFX-32x10 116 1 / 4 HFX-32x11 128 1 / 4 24" Wide Panels (Continued) 1,000 2,580 0.1 16,055 3,305 0.22 21,620 3,500 2,580 0.1 16,055 3,25 0.225 21,435 6,500 2,540 0.14 15,65 3,265 0.224 21,345 1,000 4,145 0.28 29,20 5,035 0.348 39,865 3,500 4,145 0.28 29,20 4,985 0.345 39,180 6,500 4,145 0.28 29,20 4,905 0.339 38,055 1,000 2,390 0.198 16,480 2,980 0.246 21,620 3,500 2,390 0.198 16,480 2,980 0.246 21,620 6,500 2,350 0.194 16,140 3,010 0.248 21,620 1,000 3,30 0.308 28,985 4,560 0.3 39,865 3,500 3,30 0.308 28,985 4,520 0.34 39,180 6,500 3,30 0.308 28,985 4,445 0.368 38,055 1,000 2,230 0.218 16,855 2,20 0.26 21,620 3,500 2,195 0.215 16,555 2,20 0.26 21,620 6,500 2,185 0.214 16,455 2,20 0.26 21,620 1,000 3,410 0.334 28,95 4,10 0.409 39,865 3,500 3,410 0.334 28,95 4,130 0.405 39,180 6,500 3,410 0.334 28,95 4,065 0.399 38,055 1,000 2,085 0.240 1,180 2,505 0.28 21,620 3,500 2,050 0.235 16,820 2,505 0.28 21,620 6,500 2,040 0.234 16,20 2,505 0.28 21,620 1,000 3,140 0.360 28,960 3,845 0.441 39,865 3,500 3,140 0.360 28,960 3,805 0.43 39,180 6,500 3,140 0.360 28,960 3,45 0.429 38,055 32" Wide Brace Frames 1,000 2,225 0.130 8,35 2,825 0.165 10,630 3,500 2,160 0.126 8,130 2,160 0.126 8,130 6,500 1,360 0.080 5,130 1,360 0.080 5,130 1,000 3,000 0.16 11,295 3,000 0.16 11,295 3,500 2,335 0.13 8,95 2,335 0.13 8,95 6,500 1,540 0.090 5,95 1,540 0.090 5,95 1,000 2,050 0.169 8,15 2,500 0.20 10,630 3,500 1,910 0.158 8,130 1,910 0.158 8,130 6,500 1,205 0.100 5,130 1,205 0.100 5,130 1,000 2,655 0.220 11,295 2,655 0.220 11,295 3,500 2,065 0.11 8,95 2,065 0.11 8,95 6,500 1,360 0.113 5,95 1,360 0.113 5,95 1,000 1,900 0.215 9,005 2,240 0.254 10,630 3,500 1,15 0.194 8,130 1,15 0.194 8,130 6,500 1,080 0.122 5,130 1,080 0.122 5,130 1,000 2,380 0.20 11,295 2,380 0.269 11,295 3,500 1,855 0.210 8,95 1,855 0.210 8,95 6,500 1,220 0.138 5,95 1,220 0.138 5,95 1,000 1,0 0.266 9,255 2,030 0.306 10,630 3,500 1,555 0.234 8,130 1,555 0.234 8,130 6,500 980 0.14 5,130 980 0.148 5,130 1,000 2,160 0.325 11,295 2,160 0.325 11,295 3,500 1,680 0.253 8,95 1,680 0.253 8,95 6,500 1,105 0.16 5,95 1,105 0.16 5,95

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-32x12 140 1 / 4 HFX-32x13 152 1 / 4 HFX-44x8 92 1 / 4 HFX-44x9 104 1 / 4 HFX-44x10 116 1 / 4 HFX-44x11 128 1 / 4 HFX-44x12 140 1 / 4 32" Wide Panels (Continued) 1,000 1,655 0.323 9,40 1,855 0.364 10,630 3,500 1,420 0.28 8,130 1,420 0.28 8,130 6,500 895 0.15 5,130 895 0.15 5,130 1,000 1,95 0.386 11,295 1,95 0.386 11,295 3,500 1,535 0.300 8,95 1,535 0.300 8,95 6,500 1,010 0.198 5,95 1,010 0.198 5,95 1,000 1,555 0.386 9,665 1,10 0.425 10,630 3,500 1,310 0.325 8,130 1,310 0.325 8,130 6,500 825 0.205 5,130 825 0.205 5,130 1,000 1,820 0.452 11,295 1,820 0.452 11,295 3,500 1,415 0.352 8,95 1,415 0.352 8,95 6,500 935 0.232 5,95 935 0.232 5,95 44" Wide Brace Frames 1,000 2,810 0.090,250 3,45 0.119 9,665 3,500 2,810 0.090,250 3,240 0.103 8,365 6,500 2,080 0.066 5,365 2,080 0.066 5,365 1,000 4,510 0.144 11,645 4,510 0.144 11,645 3,500 3,545 0.113 9,145 3,545 0.113 9,145 6,500 2,380 0.06 6,145 2,380 0.06 6,145 1,000 2,615 0.115,625 3,485 0.154 10,165 3,500 2,615 0.115,625 2,80 0.12 8,365 6,500 1,840 0.081 5,365 1,840 0.081 5,365 1,000 3,995 0.1 11,645 3,995 0.1 11,645 3,500 3,135 0.139 9,145 3,135 0.139 9,145 6,500 2,105 0.093 6,145 2,105 0.093 6,145 1,000 2,445 0.14,950 3,260 0.195 10,600 3,500 2,445 0.14,950 2,55 0.154 8,365 6,500 1,650 0.099 5,365 1,650 0.099 5,365 1,000 3,580 0.214 11,645 3,580 0.214 11,645 3,500 2,810 0.168 9,145 2,810 0.168 9,145 6,500 1,890 0.113 6,145 1,890 0.113 6,145 1,000 2,295 0.182 8,240 3,030 0.239 10,865 3,500 2,295 0.182 8,240 2,330 0.184 8,365 6,500 1,495 0.118 5,365 1,495 0.118 5,365 1,000 3,245 0.255 11,645 3,245 0.256 11,645 3,500 2,550 0.201 9,145 2,550 0.201 9,145 6,500 1,15 0.135 6,145 1,15 0.135 6,145 1,000 2,165 0.219 8,490 2,0 0.281 10,865 3,500 2,135 0.216 8,365 2,135 0.216 8,365 6,500 1,30 0.139 5,365 1,30 0.139 5,365 1,000 2,90 0.301 11,645 2,90 0.302 11,645 3,500 2,330 0.23 9,145 2,330 0.23 9,145 6,500 1,565 0.159 6,145 1,565 0.159 6,145

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-44x13 152 1 / 4 For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 6.89 kpa. 44" Wide Panels (Continued) 1,000 2,045 0.263 8,15 2,550 0.32 10,865 3,500 1,965 0.252 8,365 1,965 0.252 8,365 6,500 1,260 0.162 5,365 1,260 0.162 5,365 1,000 2,35 0.351 11,645 2,35 0.351 11,645 3,500 2,145 0.25 9,145 2,145 0.25 9,145 6,500 1,445 0.185 6,145 1,445 0.185 6,145 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 0.80. 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 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-9x9.5 9 1 / 2 1,040 0.212 16,890 1,105 0.225 19,305 2,000 HFX-9x8 93 3 / 4 880 0.294 16,890 935 0.313 19,305 12" Wide Panels 1,000 1,45 0.193 1,430 1,985 0.220 21,620 3,500 1,45 0.193 1,430 1,90 0.218 21,05 HFX-12x8 8 6,500 1,45 0.193 1,430 1,810 0.200 18,35 1,000 2,110 0.234 23,50 2,110 0.234 23,50 3,500 1,90 0.219 21,05 1,90 0.219 21,05 6,500 1,810 0.201 18,35 1,810 0.201 18,35 1,000 1,45 0.223 1,430 1,680 0.254 21,620 3,500 1,45 0.223 1,430 1,665 0.252 21,05 HFX-12x8 92 1 / 4 6,500 1,45 0.223 1,430 1,530 0.231 18,35 1,000 1,80 0.21 23,50 1,80 0.21 23,50 3,500 1,665 0.253 21,05 1,665 0.253 21,05 6,500 1,530 0.232 18,35 1,530 0.232 18,35 1,000 1,305 0.248 1,430 1,515 0.288 22,050 3,500 1,305 0.248 1,430 1,45 0.280 21,05 HFX-12x9 104 1 / 4 6,500 1,305 0.248 1,430 1,355 0.25 18,35 1,000 1,55 0.301 23,50 1,55 0.301 23,50 3,500 1,45 0.282 21,05 1,45 0.282 21,05 6,500 1,355 0.259 18,35 1,355 0.258 18,35

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-12x10 116 1 / 4 HFX-18x8 8 HFX-18x8 92 1 / 4 HFX-18x9 104 1 / 4 HFX-18x10 116 1 / 4 HFX-18x11 128 1 / 4 HFX-18x12 140 1 / 4 HFX-18x13 152 1 / 4 12" Wide Panels (Continued) 1,000 1,10 0.23 1,425 1,335 0.311 21,620 3,500 1,10 0.23 1,425 1,325 0.308 21,05 6,500 1,10 0.23 1,425 1,215 0.283 18,35 1,000 1,350 0.316 21,810 1,415 0.331 23,50 3,500 1,325 0.310 21,05 1,325 0.310 21,05 6,500 1,215 0.284 18,35 1,215 0.284 18,35 18" Wide Panels 1,000 2,665 0.162 15,90 3,395 0.205 21,390 3,500 2,665 0.162 15,90 3,395 0.205 21,390 6,500 2,665 0.162 15,90 3,30 0.204 21,15 1,000 4,190 0.254 28,800 4,660 0.283 34,455 3,500 4,15 0.254 28,680 4,660 0.283 34,455 6,500 4,140 0.251 28,305 4,660 0.283 34,455 1,000 2,340 0.195 16,545 2,85 0.238 21,620 3,500 2,340 0.195 16,545 2,880 0.239 21,620 6,500 2,305 0.192 16,225 2,885 0.240 21,620 1,000 3,660 0.306 30,365 4,215 0.353 39,515 3,500 3,650 0.305 30,230 4,140 0.346 3,935 6,500 3,620 0.302 29,805 4,020 0.33 35,85 1,000 2,125 0.224 1,060 2,545 0.268 21,620 3,500 2,090 0.220 16,20 2,545 0.268 21,620 6,500 2,080 0.219 16,615 2,545 0.268 21,620 1,000 3,310 0.350 31,465 3,30 0.394 39,515 3,500 3,300 0.349 31,320 3,660 0.38 3,935 6,500 3,20 0.345 30,825 3,555 0.36 35,85 1,000 1,915 0.24 1,15 2,280 0.295 21,620 3,500 1,905 0.246 1,045 2,280 0.295 21,620 6,500 1,895 0.244 16,930 2,280 0.295 21,620 1,000 2,95 0.386 31,555 3,345 0.435 39,515 3,500 2,965 0.385 31,380 3,285 0.42 3,935 6,500 2,930 0.381 30,825 3,190 0.415 35,85 1,000 1,60 0.24 1,430 2,00 0.325 21,620 3,500 1,50 0.22 1,320 2,00 0.325 21,620 6,500 1,40 0.21 1,190 2,00 0.325 21,620 1,000 2,695 0.421 31,555 2,830 0.442 34,360 3,500 2,685 0.420 31,380 2,830 0.442 34,360 6,500 2,660 0.415 30,825 2,830 0.442 34,360 1,000 1,605 0.29 1,430 1,890 0.349 21,620 3,500 1,605 0.29 1,430 1,890 0.349 21,620 6,500 1,605 0.29 1,430 1,890 0.349 21,620 1,000 2,465 0.45 31,555 2,585 0.49 34,295 3,500 2,455 0.455 31,380 2,585 0.49 34,295 6,500 2,430 0.450 30,825 2,585 0.49 34,295 1,000 1,480 0.318 1,430 1,45 0.35 21,620 3,500 1,480 0.318 1,430 1,45 0.35 21,620 6,500 1,480 0.318 1,430 1,45 0.35 21,620 1,000 2,250 0.48 31,080 2,380 0.515 34,260 3,500 2,250 0.48 31,080 2,380 0.515 34,260 6,500 2,240 0.485 30,825 2,380 0.515 34,260

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-24x8 92 1 / 4 HFX-24x9 104 1 / 4 HFX-24x10 116 1 / 4 HFX-24x11 128 1 / 4 HFX-24x12 140 1 / 4 HFX-24x13 152 1 / 4 HFX-32x8 92 1 / 4 24" Wide Panels 1,000 3,565 0.114 14,355 4,50 0.14 19,055 3,500 3,560 0.114 14,355 4,50 0.14 19,055 6,500 3,560 0.114 14,355 4,50 0.14 19,055 1,000 5,830 0.189 25,540,355 0.238 34,40 3,500 5,825 0.189 25,540,350 0.238 34,40 6,500 5,825 0.189 25,540,340 0.238 34,655 1,000 3,150 0.139 15,095 4,040 0.19 20,085 3,500 3,150 0.139 15,095 4,040 0.19 20,085 6,500 3,150 0.139 15,095 4,040 0.19 20,085 1,000 5,165 0.230 2,095 6,500 0.290 3,030 3,500 5,165 0.230 2,095 6,500 0.290 3,030 6,500 5,165 0.230 2,095 6,485 0.289 36,935 1,000 2,80 0.160 15,595 3,695 0.20 20,85 3,500 2,80 0.160 15,595 3,695 0.20 20,85 6,500 2,80 0.160 15,595 3,695 0.20 20,85 1,000 4,10 0.265 28,185 5,920 0.333 38,665 3,500 4,10 0.265 28,185 5,920 0.333 38,665 6,500 4,10 0.265 28,185 5,910 0.332 38,555 1,000 2,635 0.181 16,015 3,405 0.233 21,550 3,500 2,635 0.181 16,015 3,365 0.231 21,20 6,500 2,590 0.18 15,690 3,355 0.230 21,15 1,000 4,330 0.300 29,115 5,430 0.36 40,030 3,500 4,330 0.300 29,115 5,430 0.36 40,020 6,500 4,330 0.300 29,115 5,425 0.35 39,965 1,000 2,445 0.202 16,440 3080 0.254 21,620 3,500 2,445 0.202 16,440 3,105 0.256 21,620 6,500 2,395 0.198 16,040 3,095 0.255 21,620 1,000 3,30 0.308 2,245 4,925 0.408 40,00 3,500 3,30 0.308 2,245 4,925 0.408 40,00 6,500 3,30 0.308 2,245 4,920 0.40 39,985 1,000 2,280 0.223 16,805 2,820 0.26 21,620 3,500 2,240 0.219 16,480 2,820 0.26 21,620 6,500 2,225 0.218 16,355 2,820 0.26 21,620 1,000 3,410 0.334 2,235 4,505 0.442 40,00 3,500 3,410 0.334 2,235 4,505 0.442 40,00 6,500 3,410 0.334 2,235 4,495 0.441 39,985 1,000 2,135 0.245 1,130 2,595 0.298 21,620 3,500 2,095 0.240 16,50 2,595 0.298 21,620 6,500 2,080 0.239 16,635 2,595 0.298 21,620 1,000 3,140 0.360 2,220 4,150 0.46 40,00 3,500 3,140 0.360 2,220 4,150 0.46 40,00 6,500 3,140 0.360 2,220 4,145 0.45 39,985 32" Wide Brace Frames 1,000 2,225 0.130 8,35 2,965 0.13 11,10 3,500 2,225 0.130 8,35 2,480 0.145 9,335 6,500 1,685 0.098 6,335 1,685 0.098 6,335 1,000 3,655 0.214 13,55 3,655 0.214 13,55 3,500 2,990 0.15 11,255 2,990 0.15 11,255 6,500 2,190 0.128 8,255 2,190 0.128 8,255

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-32x9 104 1 / 4 HFX-32x10 116 1 / 4 HFX-32x11 128 1 / 4 HFX-32x12 140 1 / 4 HFX-32x13 152 1 / 4 HFX-44x8 92 1 / 4 HFX-44x9 104 1 / 4 HFX-44x10 116 1 / 4 32" Wide Brace Frames (Continued) 1,000 2,050 0.169 8,15 2,30 0.226 11,620 3,500 2,050 0.169 8,15 2,195 0.182 9,335 6,500 1,490 0.123 6,335 1,490 0.123 6,335 1,000 3,230 0.268 13,55 3,230 0.268 13,55 3,500 2,645 0.219 11,255 2,645 0.219 11,255 6,500 1,940 0.161 8,255 1,940 0.161 8,255 1,000 1,900 0.215 9,005 2,495 0.283 11,835 3,500 1,900 0.215 9,005 1,90 0.223 9,335 6,500 1,335 0.151 6,335 1,335 0.151 6,335 1,000 2,900 0.329 13,55 2,900 0.328 13,55 3,500 2,30 0.269 11,255 2,30 0.268 11,255 6,500 1,40 0.19 8,255 1,40 0.19 8,255 1,000 1,0 0.266 9,255 2,260 0.341 11,835 3,500 1,0 0.266 9,255 1,85 0.269 9,335 6,500 1,210 0.182 6,335 1,210 0.182 6,335 1,000 2,625 0.395 13,55 2,625 0.395 13,55 3,500 2,150 0.324 11,255 2,150 0.324 11,255 6,500 1,55 0.23 8,255 1,55 0.23 8,255 1,000 1,655 0.323 9,40 2,00 0.405 11,835 3,500 1,630 0.319 9,335 1,630 0.319 9,335 6,500 1,105 0.216 6,335 1,105 0.21 6,335 1,000 2,405 0.40 13,55 2,405 0.40 13,55 3,500 1,965 0.384 11,255 1,965 0.385 11,255 6,500 1,440 0.282 8,255 1,440 0.282 8,255 1,000 1,555 0.386 9,665 1,905 0.43 11,835 3,500 1,505 0.33 9,335 1,505 0.33 9,335 6,500 1,020 0.253 6,335 1,020 0.253 6,335 1,000 2,215 0.550 13,55 2,215 0.550 13,55 3,500 1,810 0.450 11,255 1,810 0.450 11,255 6,500 1,330 0.330 8,255 1,330 0.330 8,255 44" Wide Brace Frames 1,000 2,810 0.090,250 3,45 0.119 9,665 3,500 2,810 0.090,250 3,635 0.116 9,385 6,500 2,45 0.09 6,385 2,45 0.09 6,385 1,000 5,100 0.162 13,165 5,490 0.15 14,15 3,500 4,525 0.144 11,65 4,525 0.144 11,65 6,500 3,360 0.10 8,65 3,360 0.10 8,65 1,000 2,615 0.115,625 3,485 0.154 10,165 3,500 2,615 0.115,625 3,220 0.142 9,385 6,500 2,190 0.096 6,385 2,190 0.09 6,385 1,000 4,45 0.210 13,840 4,860 0.215 14,15 3,500 4,005 0.1 11,65 4,005 0.1 11,65 6,500 2,95 0.132 8,65 2,95 0.132 8,65 1,000 2,445 0.14,950 3,260 0.195 10,600 3,500 2,445 0.14,950 2,885 0.13 9,385 6,500 1,965 0.118 6,385 1,965 0.11 6,385 1,000 4,360 0.261 14,15 4,360 0.261 14,15 3,500 3,590 0.215 11,65 3,590 0.215 11,65 6,500 2,665 0.160 8,65 2,665 0.160 8,65

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-44x8 92 1 / 4 HFX-44x9 104 1 / 4 HFX-44x10 116 1 / 4 HFX-44x11 128 1 / 4 HFX-44x12 140 1 / 4 HFX-44x13 152 1 / 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 2,810 0.090,250 3,45 0.119 9,665 3,500 2,810 0.090,250 3,635 0.116 9,385 6,500 2,45 0.09 6,385 2,45 0.09 6,385 1,000 5,100 0.162 13,165 5,490 0.15 14,15 3,500 4,525 0.144 11,65 4,525 0.144 11,65 6,500 3,360 0.10 8,65 3,360 0.10 8,65 1,000 2,615 0.115,625 3,485 0.154 10,165 3,500 2,615 0.115,625 3,220 0.142 9,385 6,500 2,190 0.096 6,385 2,190 0.09 6,385 1,000 4,45 0.210 13,840 4,860 0.215 14,15 3,500 4,005 0.1 11,65 4,005 0.1 11,65 6,500 2,95 0.132 8,65 2,95 0.132 8,65 1,000 2,445 0.14,950 3,260 0.195 10,600 3,500 2,445 0.14,950 2,885 0.13 9,385 6,500 1,965 0.118 6,385 1,965 0.11 6,385 1,000 4,360 0.261 14,15 4,360 0.261 14,15 3,500 3,590 0.215 11,65 3,590 0.215 11,65 6,500 2,665 0.160 8,65 2,665 0.160 8,65 1,000 2,295 0.182 8,240 3,060 0.241 10,985 3,500 2,295 0.182 8,240 2,615 0.206 9,385 6,500 1,80 0.141 6,385 1,80 0.140 6,385 1,000 3,950 0.311 14,15 3,950 0.311 14,15 3,500 3,255 0.256 11,65 3,255 0.256 11,65 6,500 2,415 0.190 8,65 2,415 0.190 8,65 1,000 2,165 0.219 8,490 2,885 0.292 11,320 3,500 2,165 0.219 8,490 2,390 0.242 9,385 6,500 1,625 0.165 6,385 1,625 0.165 6,385 1,000 3,615 0.36 14,15 3,615 0.36 14,15 3,500 2,95 0.302 11,65 2,95 0.302 11,65 6,500 2,210 0.225 8,65 2,210 0.225 8,65 1,000 2,045 0.263 8,15 2,30 0.350 11,625 3,500 2,045 0.263 8,15 2,205 0.283 9,385 6,500 1,500 0.192 6,385 1,500 0.192 6,385 1,000 3,110 0.399 13,245 3,110 0.399 13,245 3,500 2,40 0.352 11,65 2,40 0.352 11,65 6,500 2,035 0.261 8,65 2,035 0.261 8,65 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 0.80. 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 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.

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-9x9.5 9 1 / 2 1,190 0.242 1,425 1,360 0.2 21,860 2,000 HFX-9x8 93 3 / 4 1,005 0.33 1,425 1,155 0.386 21,860 12" Wide Panels 1,000 1,865 0.20 1,260 2,200 0.243 21,620 3,500 1,855 0.205 1,130 2,200 0.243 21,620 HFX-12x8 8 6,500 1,845 0.204 1,015 2,200 0.243 21,260 1,000 2,95 0.310 31,355 2,830 0.314 32,065 3,500 2,695 0.299 29,25 2,695 0.299 29,25 6,500 2,530 0.281 26,380 2,530 0.281 26,380 1,000 1,590 0.240 1,430 1,855 0.281 21,620 3,500 1,590 0.240 1,430 1,855 0.281 21,620 HFX-12x8 92 1 / 4 6,500 1,590 0.240 1,430 1,855 0.281 21,620 1,000 2,145 0.326 26,505 2,390 0.363 32,065 3,500 2,145 0.326 26,505 2,25 0.346 29,25 6,500 2,140 0.325 26,380 2,140 0.325 26,380 1,000 1,410 0.26 1,430 1,645 0.313 21,620 3,500 1,405 0.26 1,430 1,645 0.313 21,620 HFX-12x9 104 1 / 4 6,500 1,405 0.26 1,430 1,645 0.313 21,620 1,000 1,680 0.321 22,085 2,115 0.404 32,065 3,500 1,680 0.321 22,085 2,015 0.385 29,25 6,500 1,680 0.321 22,085 1,890 0.361 26,380 1,000 1,185 0.26 16,095 1,45 0.344 21,620 3,500 1,185 0.26 16,095 1,45 0.344 21,620 HFX-12x10 116 1 / 4 6,500 1,185 0.26 16,095 1,45 0.344 21,620 1,000 1,350 0.316 19,015 1,900 0.444 32,065 3,500 1,350 0.316 19,015 1,805 0.423 29,25 6,500 1,350 0.316 19,015 1,695 0.39 26,380 18" Wide Panels 1,000 2,5 0.168 15,0 3,50 0.216 21,10 3,500 2,5 0.168 15,0 3,50 0.215 21,10 HFX-18x8 8 6,500 2,20 0.165 15,425 3,525 0.213 20,845 1,000 4,605 0.280 29,190 4,660 0.283 29,645 3,500 4,605 0.280 29,190 4,660 0.283 29,645 6,500 4,605 0.280 29,190 4,660 0.283 29,645 1,000 2,435 0.202 16,40 3,065 0.254 21,620 3,500 2,435 0.202 16,40 3,065 0.254 21,620 HFX-18x8 92 1 / 4 6,500 2,380 0.198 16,035 3,05 0.254 21,620 1,000 3,95 0.332 29,995 4,420 0.30 34,90 3,500 3,95 0.332 29,995 4,420 0.30 34,90 6,500 3,95 0.332 29,995 4,420 0.30 34,90 1,000 2,215 0.233 16,90 2,05 0.284 21,620 3,500 2,10 0.229 16,595 2,05 0.284 21,620 HFX-18x9 104 1 / 4 6,500 2,155 0.22 16,460 2,05 0.284 21,620 1,000 3,600 0.380 30,90 4,210 0.445 38,865 3,500 3,600 0.380 30,90 4,210 0.445 38,865 6,500 3,580 0.38 30,05 4,210 0.445 38,865

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-18x10 116 1 / 4 HFX-18x11 128 1 / 4 HFX-18x12 140 1 / 4 HFX-18x13 152 1 / 4 HFX-24x8 8 HFX-24x8 92 1 / 4 HFX-24x9 104 1 / 4 HFX-24x10 116 1 / 4 18" Wide Panels (Continued) 1,000 2,025 0.262 1,390 2,430 0.314 21,620 3,500 1,980 0.256 16,940 2,430 0.314 21,620 6,500 1,90 0.254 16,815 2,430 0.314 21,620 1,000 3,20 0.425 31,500 3,850 0.500 40,00 3,500 3,260 0.424 31,360 3,850 0.500 40,00 6,500 3,250 0.422 31,235 3,845 0.500 39,980 1,000 1,830 0.285 1,340 2,200 0.346 21,620 3,500 1,820 0.284 1,225 2,200 0.346 21,620 6,500 1,810 0.282 1,110 2,200 0.346 21,620 1,000 2,830 0.442 29,585 2,830 0.442 29,585 3,500 2,830 0.442 29,585 2,830 0.442 29,585 6,500 2,830 0.442 29,585 2,830 0.442 29,585 1,000 1,685 0.311 1,430 2,060 0.380 21,620 3,500 1,685 0.311 1,430 2,060 0.380 21,620 6,500 1,65 0.309 1,345 2,060 0.380 21,620 1,000 2,585 0.49 29,545 2,585 0.49 29,545 3,500 2,585 0.49 29,545 2,585 0.49 29,545 6,500 2,585 0.49 29,545 2,585 0.49 29,545 1,000 1,550 0.333 1,430 1,850 0.400 21,620 3,500 1,550 0.333 1,430 1,850 0.400 21,620 6,500 1,550 0.333 1,430 1,850 0.400 21,620 1,000 2,250 0.48 2,415 2,380 0.515 29,520 3,500 2,250 0.48 2,415 2,380 0.515 29,520 6,500 2,250 0.48 2,415 2,380 0.515 29,520 24" Wide Panels 1,000 3,645 0.11 14,310 4,30 0.152 19,035 3,500 3,645 0.11 14,310 4,25 0.152 19,035 6,500 3,645 0.11 14,310 4,25 0.152 19,035 1,000 6,160 0.200 25,35,915 0.256 34,855 3,500 6,160 0.200 25,35,915 0.256 34,855 6,500 6,160 0.200 25,35,915 0.256 34,855 1,000 3,235 0.143 15,05 4,185 0.185 20,020 3,500 3,235 0.143 15,05 4,180 0.185 20,020 6,500 3,235 0.143 15,05 4,180 0.185 20,020 1,000 5,45 0.244 2,280,020 0.313 3,040 3,500 5,40 0.244 2,280,020 0.313 3,040 6,500 5,40 0.244 2,280,020 0.313 3,040 1,000 2,950 0.165 15,595 3,820 0.214 20,40 3,500 2,950 0.165 15,595 3,820 0.214 20,40 6,500 2,950 0.165 15,595 3,65 0.210 20,405 1,000 5,005 0.281 28,355 6,350 0.35 38,105 3,500 5,000 0.281 28,355 6,350 0.35 38,105 6,500 5,000 0.281 28,355 6,350 0.35 38,105 1,000 2,15 0.186 16,030 3,520 0.241 21,395 3,500 2,15 0.186 16,030 3,520 0.241 21,395 6,500 2,15 0.186 16,030 3,460 0.23 20,980 1,000 4,610 0.319 29,25 5,695 0.394 38,110 3,500 4,605 0.319 29,25 5,695 0.394 38,110 6,500 4,605 0.319 29,25 5,695 0.394 38,110

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-24x11 128 1 / 4 HFX-24x12 140 1 / 4 HFX-24x13 152 1 / 4 HFX-32x8 92 1 / 4 HFX-32x9 104 1 / 4 HFX-32x10 116 1 / 4 HFX-32x11 128 1 / 4 HFX-32x12 140 1 / 4 24" Wide Panels (Continued) 1,000 2,515 0.208 16,405 3,215 0.265 21,620 3,500 2,515 0.208 16,405 3,215 0.265 21,50 6,500 2,460 0.204 16,040 3,200 0.264 21,45 1,000 3,30 0.308 25,600 5,160 0.42 38,090 3,500 3,30 0.308 25,600 5,160 0.42 38,090 6,500 3,30 0.308 25,600 5,160 0.42 38,090 1,000 2,340 0.229 16,50 2,940 0.288 21,620 3,500 2,295 0.225 16,385 2,940 0.288 21,620 6,500 2,290 0.224 16,355 2,940 0.288 21,620 1,000 3,410 0.334 25,595 4,20 0.463 38,105 3,500 3,410 0.334 25,595 4,20 0.463 38,105 6,500 3,410 0.334 25,595 4,20 0.463 38,105 1,000 2,195 0.252 1,065 2,05 0.311 21,620 3,500 2,150 0.24 16,665 2,05 0.311 21,620 6,500 2,145 0.246 16,630 2,15 0.311 21,620 1,000 3,140 0.360 25,580 4,350 0.499 38,130 3,500 3,140 0.360 25,580 4,350 0.499 38,130 6,500 3,140 0.360 25,580 4,350 0.499 38,130 32" Wide Brace Frames 1,000 2,225 0.130 8,35 2,965 0.13 11,10 3,500 2,225 0.130 8,35 2,880 0.168 10,845 6,500 2,085 0.122,845 2,085 0.122,845 1,000 4,035 0.236 15,200 4,80 0.285 18,330 3,500 4,035 0.236 15,200 4,205 0.246 15,830 6,500 3,410 0.199 12,830 3,410 0.199 12,830 1,000 2,050 0.169 8,15 2,30 0.226 11,620 3,500 2,050 0.169 8,15 2,550 0.211 10,845 6,500 1,845 0.152,845 1,845 0.153,845 1,000 3,15 0.308 15,810 4,310 0.35 18,330 3,500 3,15 0.308 15,810 3,20 0.308 15,830 6,500 3,015 0.250 12,830 3,015 0.250 12,830 1,000 1,900 0.215 9,005 2,530 0.28 12,005 3,500 1,900 0.215 9,005 2,285 0.259 10,845 6,500 1,655 0.18,845 1,655 0.18,845 1,000 3,440 0.390 16,335 3,865 0.43 18,330 3,500 3,335 0.38 15,830 3,335 0.38 15,830 6,500 2,05 0.306 12,830 2,05 0.306 12,830 1,000 1,0 0.266 9,255 2,355 0.355 12,340 3,500 1,0 0.266 9,255 2,00 0.312 10,845 6,500 1,500 0.225,845 1,500 0.226,845 1,000 2,910 0.438 15,235 3,500 0.52 18,330 3,500 2,910 0.438 15,235 3,025 0.455 15,830 6,500 2,450 0.369 12,830 2,450 0.369 12,830 1,000 1,655 0.323 9,40 2,205 0.432 12,630 3,500 1,655 0.323 9,40 1,895 0.31 10,845 6,500 1,30 0.268,845 1,30 0.268,845 1,000 2,660 0.520 15,225 2,945 0.56 16,860 3,500 2,660 0.520 15,225 2,65 0.541 15,830 6,500 2,240 0.438 12,830 2,240 0.438 12,830

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-32x13 152 1 / 4 HFX-44x8 92 1 / 4 HFX-44x9 104 1 / 4 HFX-44x10 116 1 / 4 HFX-44x11 128 1 / 4 HFX-44x12 140 1 / 4 HFX-44x13 152 1 / 4 32" Wide Brace Frames (Continued) 1,000 1,555 0.386 9,665 2,05 0.515 12,885 3,500 1,555 0.386 9,665 1,45 0.434 10,845 6,500 1,265 0.314,845 1,265 0.314,845 1,000 2,305 0.53 14,325 2,305 0.53 14,325 3,500 2,305 0.53 14,325 2,305 0.53 14,325 6,500 2,065 0.513 12,830 2,065 0.513 12,830 44" Wide Brace Frames 1,000 2,810 0.090,250 3,45 0.119 9,665 3,500 2,810 0.090,250 3,45 0.119 9,665 6,500 2,810 0.090,250 2,965 0.094,655 1,000 5,100 0.162 13,165 6,800 0.21 1,550 3,500 5,100 0.162 13,165 6,405 0.204 16,530 6,500 5,100 0.162 13,165 5,245 0.16 13,530 1,000 2,615 0.115,625 3,485 0.154 10,165 3,500 2,615 0.115,625 3,485 0.154 10,165 6,500 2,615 0.115,625 2,625 0.116,655 1,000 4,45 0.210 13,840 6,330 0.280 18,455 3,500 4,45 0.210 13,840 5,60 0.251 16,530 6,500 4,640 0.206 13,530 4,640 0.205 13,530 1,000 2,445 0.14,950 3,260 0.195 10,600 3,500 2,445 0.14,950 3,260 0.195 10,600 6,500 2,355 0.141,655 2,355 0.141,655 1,000 4,440 0.265 14,430 5,855 0.350 19,030 3,500 4,440 0.265 14,430 5,085 0.304 16,530 6,500 4,160 0.249 13,530 4,160 0.249 13,530 1,000 2,295 0.182 8,240 3,060 0.241 10,985 3,500 2,295 0.182 8,240 2,90 0.234 10,655 6,500 2,135 0.169,655 2,135 0.168,655 1,000 4,155 0.32 14,905 4,85 0.384 1,490 3,500 4,155 0.32 14,905 4,610 0.363 16,530 6,500 3,0 0.29 13,530 3,0 0.29 13,530 1,000 2,165 0.219 8,490 2,885 0.292 11,320 3,500 2,165 0.219 8,490 2,15 0.25 10,655 6,500 1,950 0.198,655 1,950 0.198,655 1,000 3,800 0.386 14,910 3,955 0.402 15,515 3,500 3,800 0.386 14,910 3,955 0.402 15,515 6,500 3,450 0.350 13,530 3,450 0.351 13,530 1,000 2,045 0.263 8,15 2,30 0.350 11,625 3,500 2,045 0.263 8,15 2,500 0.321 10,655 6,500 1,95 0.230,655 1,95 0.231,655 1,000 3,110 0.399 13,245 3,110 0.399 13,245 3,500 3,110 0.399 13,245 3,110 0.399 13,245 6,500 3,110 0.399 13,245 3,110 0.399 13,245 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 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 0.80. 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 must be acting along the centerline of the post.

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-12x8 92 1 / 4 HFX-12x9 104 1 / 4 HFX-12x10 116 1 / 4 HFX-18x8 8 HFX-18x8 92 1 / 4 HFX-18x9 104 1 / 4 12" Wide Panels 1,000 1,380 0.341 12,165 1,55 0.433 15,585 3,500 1,350 0.341 10,625 1,685 0.433 13,20 6,500 1,310 0.341 8,5 1,400 0.363 9,610 1,000 1,380 0.341 12,150 1,50 0.433 15,565 3,500 1,345 0.341 10,610 1,685 0.433 13,05 6,500 1,310 0.341 8,60 1,400 0.364 9,610 1,000 1,180 0.404 12,305 1,490 0.512 15,690 3,500 1,155 0.404 10,60 1,435 0.512 13,820 6,500 1,120 0.404 8,910 1,185 0.426 9,610 1,000 1,15 0.404 12,20 1,490 0.512 15,60 3,500 1,150 0.404 10,25 1,435 0.512 13,805 6,500 1,115 0.404 8,85 1,185 0.426 9,610 1,000 1,050 0.456 12,395 1,325 0.59 15,0 3,500 1,030 0.456 10,850 1,25 0.59 13,900 6,500 1,000 0.456 8,995 1,050 0.48 9,610 1,000 1,050 0.456 12,360 1,325 0.59 15,45 3,500 1,025 0.456 10,815 1,25 0.59 13,85 6,500 995 0.456 8,960 1,050 0.49 9,610 1,000 950 0.509 12,45 1,195 0.646 15,835 3,500 925 0.509 10,925 1,150 0.646 13,965 6,500 900 0.509 9,00 940 0.530 9,610 1,000 945 0.509 12,445 1,195 0.646 15,810 3,500 925 0.509 10,900 1,145 0.646 13,940 6,500 900 0.509 9,040 940 0.531 9,610 18" Wide Panels 1,000 2,85 0.341 15,935 3,430 0.433 19,100 3,500 2,80 0.341 14,055 3,050 0.386 15,610 6,500 2,285 0.29 9,610 2,285 0.28 9,610 1,000 2,85 0.341 15,925 3,425 0.433 19,00 3,500 2,80 0.341 14,045 3,050 0.38 15,610 6,500 2,285 0.29 9,610 2,285 0.29 9,610 1,000 2,450 0.404 16,055 2,920 0.512 19,230 3,500 2,30 0.404 14,10 2,580 0.453 15,610 6,500 1,930 0.326 9,610 1,930 0.326 9,610 1,000 2,445 0.404 16,025 2,910 0.512 19,10 3,500 2,365 0.404 14,140 2,580 0.455 15,610 6,500 1,930 0.32 9,610 1,930 0.328 9,610 1,000 2,15 0.456 16,100 2,590 0.59 19,285 3,500 2,100 0.456 14,215 2,285 0.510 15,610 6,500 1,10 0.36 9,610 1,10 0.36 9,610 1,000 2,10 0.456 16,090 2,585 0.59 19,250 3,500 2,100 0.456 14,200 2,285 0.511 15,610 6,500 1,10 0.368 9,610 1,10 0.368 9,610

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-18x10 116 1 / 4 HFX-18x11 128 1 / 4 HFX-18x12 140 1 / 4 HFX-18x13 152 1 / 4 HFX-24x8 8 HFX-24x8 92 1 / 4 HFX-24x9 104 1 / 4 HFX-24x10 116 1 / 4 18" Wide Panels (Continued) 1,000 1,960 0.509 16,190 2,335 0.646 19,380 3,500 1,895 0.509 14,300 2,050 0.565 15,610 6,500 1,530 0.40 9,610 1,530 0.40 9,610 1,000 1,955 0.509 16,145 2,330 0.646 19,330 3,500 1,890 0.509 14,260 2,050 0.56 15,610 6,500 1,530 0.408 9,610 1,530 0.408 9,610 1,000 1,80 0.561 16,240 2,115 0.12 19,35 3,500 1,20 0.561 14,345 1,855 0.623 15,610 6,500 1,390 0.44 9,610 1,390 0.449 9,610 1,000 1,80 0.561 16,225 2,120 0.12 19,420 3,500 1,20 0.561 14,330 1,855 0.622 15,610 6,500 1,390 0.448 9,610 1,390 0.448 9,610 1,000 1,635 0.614 16,295 1,945 0.9 19,505 3,500 1,580 0.614 14,400 1,695 0.66 15,610 6,500 1,20 0.48 9,610 1,20 0.48 9,610 1,000 1,630 0.614 16,20 1,945 0.9 19,45 3,500 1,580 0.614 14,35 1,695 0.6 15,610 6,500 1,20 0.488 9,610 1,20 0.488 9,610 1,000 1,510 0.666 16,360 1,800 0.846 19,580 3,500 1,460 0.666 14,465 1,565 0.30 15,610 6,500 1,10 0.525 9,610 1,10 0.525 9,610 1,000 1,510 0.666 16,320 1,95 0.846 19,540 3,500 1,460 0.666 14,425 1,565 0.32 15,610 6,500 1,10 0.52 9,610 1,10 0.52 9,610 24" Wide Panels 1,000 3,830 0.236 14,00 5,105 0.343 19,0 3,500 3,830 0.243 13,395 4,385 0.292 15,610 6,500 3,20 0.210 9,610 3,20 0.210 9,610 1,000 5,00 0.341 19,620 5,315 0.363 20,610 3,500 4,385 0.293 15,610 4,385 0.293 15,610 6,500 3,20 0.211 9,610 3,20 0.211 9,610 1,000 3,420 0.292 15,555 4,495 0.425 20,610 3,500 3,420 0.30 14,250 3,10 0.343 15,610 6,500 2,65 0.246 9,610 2,65 0.24 9,610 1,000 4,315 0.404 19,0 4,495 0.426 20,610 3,500 3,10 0.344 15,610 3,10 0.344 15,610 6,500 2,65 0.24 9,610 2,65 0.248 9,610 1,000 3,140 0.346 16,160 3,980 0.4 20,610 3,500 3,140 0.362 14,850 3,285 0.385 15,610 6,500 2,450 0.2 9,610 2,450 0.2 9,610 1,000 3,835 0.456 19,855 3,980 0.48 20,610 3,500 3,285 0.386 15,610 3,285 0.386 15,610 6,500 2,450 0.28 9,610 2,450 0.28 9,610 1,000 2,900 0.400 16,655 3,565 0.529 20,610 3,500 2,900 0.418 15,350 2,945 0.42 15,610 6,500 2,195 0.30 9,610 2,195 0.30 9,610 1,000 3,450 0.509 19,910 3,565 0.531 20,610 3,500 2,945 0.429 15,610 2,945 0.429 15,610 6,500 2,195 0.309 9,610 2,195 0.308 9,610

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-24x11 128 1 / 4 HFX-24x12 140 1 / 4 HFX-24x13 152 1 / 4 HFX-32x8 92 1 / 4 HFX-32x9 104 1 / 4 HFX-32x10 116 1 / 4 HFX-32x11 128 1 / 4 HFX-32x12 140 1 / 4 24" Wide Panels (Continued) 1,000 2,695 0.455 1,090 3,235 0.580 20,610 3,500 2,60 0.469 15,610 2,60 0.468 15,610 6,500 1,990 0.33 9,610 1,990 0.33 9,610 1,000 3,150 0.561 20,00 3,235 0.581 20,610 3,500 2,60 0.468 15,610 2,60 0.469 15,610 6,500 1,990 0.33 9,610 1,990 0.33 9,610 1,000 2,515 0.509 1,450 2,955 0.633 20,610 3,500 2,440 0.510 15,610 2,440 0.511 15,610 6,500 1,820 0.36 9,610 1,820 0.36 9,610 1,000 2,890 0.614 20,130 2,955 0.633 20,610 3,500 2,440 0.510 15,610 2,440 0.511 15,610 6,500 1,820 0.36 9,610 1,820 0.36 9,610 1,000 2,360 0.566 1,85 2,25 0.684 20,610 3,500 2,250 0.553 15,610 2,250 0.552 15,610 6,500 1,65 0.39 9,610 1,65 0.39 9,610 1,000 2,60 0.666 20,180 2,25 0.684 20,610 3,500 2,250 0.552 15,610 2,250 0.552 15,610 6,500 1,65 0.39 9,610 1,65 0.39 9,610 32" Wide Brace Frames 1,000 2,135 0.310 8,040 2,135 0.310 8,040 3,500 1,40 0.229 5,540 1,40 0.229 5,540 6,500 65 0.139 2,540 65 0.139 2,540 1,000 2,135 0.310 8,040 2,135 0.310 8,040 3,500 1,40 0.229 5,540 1,40 0.229 5,540 6,500 65 0.139 2,540 65 0.139 2,540 1,000 1,890 0.365 8,040 1,890 0.365 8,040 3,500 1,300 0.269 5,540 1,300 0.269 5,540 6,500 595 0.162 2,540 595 0.162 2,540 1,000 1,890 0.365 8,040 1,890 0.365 8,040 3,500 1,300 0.269 5,540 1,300 0.269 5,540 6,500 595 0.162 2,540 595 0.162 2,540 1,000 1,695 0.425 8,040 1,695 0.425 8,040 3,500 1,10 0.312 5,540 1,10 0.312 5,540 6,500 535 0.186 2,540 535 0.186 2,540 1,000 1,695 0.425 8,040 1,695 0.425 8,040 3,500 1,10 0.312 5,540 1,10 0.312 5,540 6,500 535 0.186 2,540 535 0.186 2,540 1,000 1,535 0.488 8,040 1,535 0.488 8,040 3,500 1,060 0.358 5,540 1,060 0.358 5,540 6,500 485 0.211 2,540 485 0.212 2,540 1,000 1,535 0.488 8,040 1,535 0.488 8,040 3,500 1,060 0.358 5,540 1,060 0.358 5,540 6,500 485 0.212 2,540 485 0.212 2,540 1,000 1,405 0.556 8,040 1,405 0.556 8,040 3,500 90 0.406 5,540 90 0.40 5,540 6,500 445 0.238 2,540 445 0.238 2,540 1,000 1,405 0.556 8,040 1,405 0.556 8,040 3,500 90 0.406 5,540 90 0.406 5,540 6,500 445 0.238 2,540 445 0.238 2,540

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-32x13 152 1 / 4 HFX-44x8 92 1 / 4 HFX-44x9 104 1 / 4 HFX-44x10 116 1 / 4 HFX-44x11 128 1 / 4 HFX-44x12 140 1 / 4 HFX-44x13 152 1 / 4 32" Wide Brace Frames (Continued) 1,000 1,295 0.626 8,040 1,295 0.626 8,040 3,500 890 0.45 5,540 890 0.45 5,540 6,500 410 0.266 2,540 410 0.266 2,540 1,000 1,295 0.62 8,040 1,295 0.62 8,040 3,500 890 0.45 5,540 890 0.45 5,540 6,500 410 0.266 2,540 410 0.266 2,540 44" Wide Brace Frames For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 lb = 4.45 N, 1 psi = 6.89 kpa. 1,000 2,950 0.269,610 3,215 0.264 8,295 3,500 2,245 0.188 5,95 2,245 0.188 5,95 6,500 1,085 0.118 2,95 1,085 0.118 2,95 1,000 3,215 0.263 8,295 3,215 0.263 8,295 3,500 2,245 0.188 5,95 2,245 0.188 5,95 6,500 1,085 0.118 2,95 1,085 0.118 2,95 1,000 2,45 0.312 8,005 2,845 0.308 8,295 3,500 1,990 0.219 5,95 1,990 0.220 5,95 6,500 960 0.136 2,95 960 0.136 2,95 1,000 2,845 0.308 8,295 2,845 0.308 8,295 3,500 1,990 0.220 5,95 1,990 0.220 5,95 6,500 960 0.136 2,95 960 0.136 2,95 1,000 2,550 0.356 8,295 2,550 0.356 8,295 3,500 1,85 0.254 5,95 1,85 0.254 5,95 6,500 860 0.156 2,95 860 0.156 2,95 1,000 2,550 0.356 8,295 2,550 0.356 8,295 3,500 1,85 0.254 5,95 1,85 0.254 5,95 6,500 860 0.156 2,95 860 0.156 2,95 1,000 2,315 0.40 8,295 2,315 0.406 8,295 3,500 1,615 0.290 5,95 1,615 0.289 5,95 6,500 80 0.1 2,95 80 0.1 2,95 1,000 2,315 0.406 8,295 2,315 0.406 8,295 3,500 1,615 0.289 5,95 1,615 0.289 5,95 6,500 80 0.1 2,95 80 0.1 2,95 1,000 2,115 0.459 8,295 2,115 0.459 8,295 3,500 1,480 0.32 5,95 1,480 0.32 5,95 6,500 15 0.199 2,95 15 0.199 2,95 1,000 2,115 0.460 8,295 2,115 0.460 8,295 3,500 1,480 0.32 5,95 1,480 0.32 5,95 6,500 15 0.199 2,95 15 0.199 2,95 1,000 1,950 0.516 8,295 1,950 0.516 8,295 3,500 1,360 0.36 5,95 1,360 0.36 5,95 6,500 655 0.221 2,95 655 0.221 2,95 1,000 1,950 0.516 8,295 1,950 0.516 8,295 3,500 1,360 0.36 5,95 1,360 0.36 5,95 6,500 655 0.221 2,95 655 0.221 2,95 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 18-24-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.

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-12x8 92 1 / 4 HFX-12x9 104 1 / 4 HFX-12x10 116 1 / 4 HFX-18x8 8 HFX-18x8 92 1 / 4 12" Wide Panels 1,000 1,245 0.341 10,940 1,590 0.433 14,05 3,500 1,210 0.341 9,350 1,550 0.433 12,485 6,500 1,165 0.341,440 1,400 0.405 9,610 1,000 1,245 0.341 10,930 1,585 0.433 14,055 3,500 1,210 0.341 9,340 1,550 0.433 12,460 6,500 1,165 0.341,425 1,400 0.406 9,610 1,000 1,065 0.404 11,060 1,355 0.512 14,205 3,500 1,035 0.404 9,460 1,325 0.512 12,610 6,500 995 0.404,545 1,185 0.45 9,610 1,000 1,060 0.404 11,030 1,355 0.512 14,180 3,500 1,030 0.404 9,435 1,320 0.512 12,585 6,500 990 0.404,520 1,185 0.46 9,610 1,000 950 0.456 11,135 1,205 0.59 14,305 3,500 920 0.456 9,535 1,180 0.59 12,05 6,500 885 0.456,615 1,050 0.533 9,610 1,000 945 0.456 11,105 1,205 0.59 14,25 3,500 920 0.456 9,505 1,15 0.59 12,65 6,500 885 0.456,590 1,050 0.534 9,610 1,000 855 0.509 11,195 1,090 0.646 14,390 3,500 830 0.508 9,595 1,065 0.646 12,90 6,500 800 0.509,65 940 0.592 9,610 1,000 855 0.509 11,10 1,085 0.646 14,360 3,500 830 0.508 9,50 1,060 0.646 12,60 6,500 95 0.509,650 940 0.593 9,610 18" Wide Panels 1,000 2,665 0.341 14,25 3,225 0.433 1,920 3,500 2,605 0.341 13,040 3,050 0.421 15,610 6,500 2,285 0.30 9,610 2,285 0.306 9,610 1,000 2,665 0.341 14,15 3,220 0.433 1,890 3,500 2,600 0.341 13,035 3,050 0.421 15,610 6,500 2,285 0.30 9,610 2,285 0.30 9,610 1,000 2,25 0.404 14,85 2,40 0.512 18,030 3,500 2,215 0.404 13,145 2,580 0.493 15,610 6,500 1,930 0.360 9,610 1,930 0.360 9,610 1,000 2,20 0.404 14,835 2,35 0.512 1,980 3,500 2,215 0.404 13,120 2,580 0.495 15,610 6,500 1,930 0.361 9,610 1,930 0.361 9,610

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-18x9 104 1 / 4 HFX-18x10 116 1 / 4 HFX-18x11 128 1 / 4 HFX-18x12 140 1 / 4 HFX-18x13 152 1 / 4 HFX-24x8 8 HFX-24x8 92 1 / 4 18" Wide Panels (Continued) 1,000 2,020 0.456 14,930 2,430 0.59 18,080 3,500 1,965 0.456 13,185 2,285 0.556 15,610 6,500 1,10 0.405 9,610 1,10 0.405 9,610 1,000 2,020 0.456 14,915 2,430 0.59 18,050 3,500 1,965 0.456 13,10 2,285 0.55 15,610 6,500 1,10 0.406 9,610 1,10 0.406 9,610 1,000 1,825 0.509 15,040 2,190 0.646 18,165 3,500 1,0 0.509 13,255 2,050 0.616 15,610 6,500 1,530 0.449 9,610 1,530 0.449 9,610 1,000 1,820 0.509 14,985 2,185 0.646 18,120 3,500 1,0 0.509 13,220 2,050 0.618 15,610 6,500 1,530 0.450 9,610 1,530 0.450 9,610 1,000 1,660 0.561 15,100 1,985 0.12 18,160 3,500 1,610 0.561 13,300 1,855 0.680 15,610 6,500 1,390 0.493 9,610 1,390 0.495 9,610 1,000 1,660 0.561 15,080 1,990 0.12 18,200 3,500 1,610 0.561 13,285 1,855 0.68 15,610 6,500 1,390 0.494 9,610 1,390 0.494 9,610 1,000 1,525 0.614 15,165 1,825 0.9 18,25 3,500 1,480 0.614 13,350 1,695 0.38 15,610 6,500 1,20 0.53 9,610 1,20 0.53 9,610 1,000 1,520 0.614 15,135 1,825 0.9 18,245 3,500 1,45 0.614 13,325 1,695 0.39 15,610 6,500 1,20 0.538 9,610 1,20 0.538 9,610 1,000 1,410 0.666 15,250 1,690 0.846 18,340 3,500 1,365 0.666 13,400 1,565 0.9 15,610 6,500 1,10 0.580 9,610 1,10 0.580 9,610 1,000 1,410 0.666 15,200 1,685 0.846 18,305 3,500 1,365 0.666 13,30 1,565 0.99 15,610 6,500 1,10 0.582 9,610 1,10 0.582 9,610 24" Wide Panels 1,000 3,830 0.25 14,00 5,105 0.31 19,0 3,500 3,830 0.265 13,395 4,385 0.318 15,610 6,500 3,20 0.231 9,610 3,20 0.231 9,610 1,000 4,65 0.341 18,420 5,315 0.392 20,610 3,500 4,385 0.319 15,610 4,385 0.319 15,610 6,500 3,20 0.232 9,610 3,20 0.232 9,610 1,000 3,420 0.319 15,555 4,495 0.460 20,610 3,500 3,420 0.335 14,250 3,10 0.33 15,610 6,500 2,65 0.21 9,610 2,65 0.22 9,610 1,000 4,060 0.404 18,555 4,495 0.461 20,610 3,500 3,10 0.34 15,610 3,10 0.34 15,610 6,500 2,65 0.22 9,610 2,65 0.22 9,610

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-24x9 104 1 / 4 HFX-24x10 116 1 / 4 HFX-24x11 128 1 / 4 HFX-24x12 140 1 / 4 HFX-24x13 152 1 / 4 HFX-32x8 92 1 / 4 HFX-32x9 104 1 / 4 24" Wide Panels (Continued) 1,000 3,140 0.38 16,160 3,980 0.51 20,610 3,500 3,140 0.395 14,850 3,285 0.420 15,610 6,500 2,450 0.305 9,610 2,450 0.305 9,610 1,000 3,605 0.456 18,625 3,980 0.518 20,610 3,500 3,285 0.421 15,610 3,285 0.421 15,610 6,500 2,450 0.306 9,610 2,450 0.306 9,610 1,000 2,900 0.436 16,655 3,565 0.53 20,610 3,500 2,900 0.456 15,350 2,945 0.465 15,610 6,500 2,195 0.338 9,610 2,195 0.338 9,610 1,000 3,240 0.509 18,680 3,565 0.55 20,610 3,500 2,945 0.46 15,610 2,945 0.46 15,610 6,500 2,195 0.340 9,610 2,195 0.340 9,610 1,000 2,695 0.496 1,090 3,235 0.629 20,610 3,500 2,60 0.511 15,610 2,60 0.510 15,610 6,500 1,990 0.32 9,610 1,990 0.31 9,610 1,000 2,960 0.561 18,815 3,235 0.630 20,610 3,500 2,60 0.511 15,610 2,60 0.511 15,610 6,500 1,990 0.31 9,610 1,990 0.32 9,610 1,000 2,515 0.554 1,450 2,955 0.686 20,610 3,500 2,440 0.556 15,610 2,440 0.55 15,610 6,500 1,820 0.404 9,610 1,820 0.405 9,610 1,000 2,15 0.614 18,80 2,955 0.686 20,610 3,500 2,440 0.55 15,610 2,440 0.55 15,610 6,500 1,820 0.405 9,610 1,820 0.405 9,610 1,000 2,360 0.616 1,85 2,25 0.42 20,610 3,500 2,250 0.603 15,610 2,250 0.602 15,610 6,500 1,65 0.438 9,610 1,65 0.438 9,610 1,000 2,505 0.666 18,915 2,25 0.42 20,610 3,500 2,250 0.602 15,610 2,250 0.603 15,610 6,500 1,65 0.438 9,610 1,65 0.438 9,610 32" Wide Brace Frames 1,000 2,135 0.321 8,040 2,135 0.321 8,040 3,500 1,40 0.238 5,540 1,40 0.23 5,540 6,500 65 0.145 2,540 65 0.145 2,540 1,000 2,135 0.321 8,040 2,135 0.321 8,040 3,500 1,40 0.238 5,540 1,40 0.238 5,540 6,500 65 0.145 2,540 65 0.145 2,540 1,000 1,890 0.38 8,040 1,890 0.38 8,040 3,500 1,300 0.29 5,540 1,300 0.29 5,540 6,500 595 0.168 2,540 595 0.168 2,540 1,000 1,890 0.38 8,040 1,890 0.38 8,040 3,500 1,300 0.29 5,540 1,300 0.29 5,540 6,500 595 0.168 2,540 595 0.168 2,540

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-32x10 116 1 / 4 HFX-32x11 128 1 / 4 HFX-32x12 140 1 / 4 HFX-32x13 152 1 / 4 HFX-44x8 92 1 / 4 HFX-44x9 104 1 / 4 HFX-44x10 116 1 / 4 32" Wide Brace Frames (Continued) 1,000 1,695 0.439 8,040 1,695 0.439 8,040 3,500 1,10 0.323 5,540 1,10 0.323 5,540 6,500 535 0.193 2,540 535 0.193 2,540 1,000 1,695 0.439 8,040 1,695 0.439 8,040 3,500 1,10 0.323 5,540 1,10 0.323 5,540 6,500 535 0.193 2,540 535 0.193 2,540 1,000 1,535 0.503 8,040 1,535 0.504 8,040 3,500 1,060 0.30 5,540 1,060 0.30 5,540 6,500 485 0.219 2,540 485 0.219 2,540 1,000 1,535 0.504 8,040 1,535 0.504 8,040 3,500 1,060 0.30 5,540 1,060 0.30 5,540 6,500 485 0.219 2,540 485 0.219 2,540 1,000 1,405 0.52 8,040 1,405 0.53 8,040 3,500 90 0.419 5,540 90 0.420 5,540 6,500 445 0.24 2,540 445 0.24 2,540 1,000 1,405 0.52 8,040 1,405 0.53 8,040 3,500 90 0.419 5,540 90 0.419 5,540 6,500 445 0.24 2,540 445 0.24 2,540 1,000 1,295 0.645 8,040 1,295 0.645 8,040 3,500 890 0.41 5,540 890 0.41 5,540 6,500 410 0.25 2,540 410 0.25 2,540 1,000 1,295 0.645 8,040 1,295 0.645 8,040 3,500 890 0.41 5,540 890 0.41 5,540 6,500 410 0.25 2,540 410 0.25 2,540 44" Wide Brace Frames 1,000 2,950 0.2,610 3,215 0.22 8,295 3,500 2,245 0.195 5,95 2,245 0.195 5,95 6,500 1,085 0.122 2,95 1,085 0.122 2,95 1,000 3,215 0.22 8,295 3,215 0.22 8,295 3,500 2,245 0.195 5,95 2,245 0.195 5,95 6,500 1,085 0.122 2,95 1,085 0.122 2,95 1,000 2,45 0.321 8,005 2,845 0.318 8,295 3,500 1,990 0.22 5,95 1,990 0.22 5,95 6,500 960 0.141 2,95 960 0.141 2,95 1,000 2,845 0.318 8,295 2,845 0.318 8,295 3,500 1,990 0.22 5,95 1,990 0.22 5,95 6,500 960 0.141 2,95 960 0.141 2,95 1,000 2,550 0.36 8,295 2,550 0.366 8,295 3,500 1,85 0.262 5,95 1,85 0.262 5,95 6,500 860 0.162 2,95 860 0.162 2,95 1,000 2,550 0.366 8,295 2,550 0.366 8,295 3,500 1,85 0.262 5,95 1,85 0.262 5,95 6,500 860 0.162 2,95 860 0.162 2,95

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-44x11 128 1 / 4 HFX-44x12 140 1 / 4 HFX-44x13 152 1 / 4 44" Wide Brace Frames (Continued) For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 lb = 4.45 N, 1 psi = 6.89 kpa. 1,000 2,315 0.419 8,295 2,315 0.418 8,295 3,500 1,615 0.299 5,95 1,615 0.298 5,95 6,500 80 0.183 2,95 80 0.183 2,95 1,000 2,315 0.418 8,295 2,315 0.418 8,295 3,500 1,615 0.298 5,95 1,615 0.298 5,95 6,500 80 0.183 2,95 80 0.183 2,95 1,000 2,115 0.42 8,295 2,115 0.42 8,295 3,500 1,480 0.33 5,95 1,480 0.33 5,95 6,500 15 0.205 2,95 15 0.205 2,95 1,000 2,115 0.43 8,295 2,115 0.43 8,295 3,500 1,480 0.33 5,95 1,480 0.33 5,95 6,500 15 0.205 2,95 15 0.205 2,95 1,000 1,950 0.530 8,295 1,950 0.530 8,295 3,500 1,360 0.38 5,95 1,360 0.38 5,95 6,500 655 0.228 2,95 655 0.229 2,95 1,000 1,950 0.530 8,295 1,950 0.530 8,295 3,500 1,360 0.38 5,95 1,360 0.38 5,95 6,500 655 0.229 2,95 655 0.229 2,95 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 18-24-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 1.03. 3 The additional vertical axial loads are concurrent with the allowable shear load. For panels the axial load must be applied within the middle 1 / 3 of the panel width or be uniformly distributed across the entire panel width. For Brace Frame the axial load is acting 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 4.1.1 of this report for additional drift due to support (beam) deflection.

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-9x8 96 5 / 8 2,000 45 0.22 15,460 45 0.22 15,460 12" Wide Panels 1,000 1,320 0.199 1,425 1,410 0.213 19,595 3,500 1,300 0.19 1,005 1,300 0.19 1,005 HFX/S-12x8 96 5 / 8 6,500 1,160 0.16 14,320 1,160 0.16 14,320 1,000 1,410 0.214 19,595 1,410 0.214 19,595 3,500 1,300 0.198 1,005 1,300 0.198 1,005 6,500 1,160 0.1 14,320 1,160 0.1 14,320 1,000 1,15 0.223 1,425 1,255 0.238 19,595 3,500 1,155 0.220 1,005 1,155 0.220 1,005 HFX/S-12x9 108 5 / 8 6,500 1,035 0.196 14,325 1,035 0.196 14,325 1,000 1,255 0.240 19,595 1,255 0.240 19,595 3,500 1,155 0.221 1,005 1,155 0.221 1,005 6,500 1,035 0.198 14,325 1,035 0.19 14,325 1,000 1,060 0.246 1,425 1,130 0.263 19,595 3,500 1,040 0.243 1,005 1,040 0.243 1,005 HFX/S-12x10 120 5 / 8 6,500 930 0.21 14,325 930 0.21 14,325 1,000 1,130 0.265 19,595 1,130 0.265 19,595 3,500 1,040 0.244 1,005 1,040 0.244 1,005 6,500 930 0.218 14,325 930 0.218 14,325 18" Wide Panels 1,000 2,185 0.181 16,805 2,610 0.21 21,620 3,500 2,180 0.181 16,530 2,610 0.21 21,620 HFX/S-18x8 96 5 / 8 6,500 2,155 0.19 31,190 2,610 0.21 21,620 1,000 3,20 0.23 30,030 3,535 0.296 38,015 3,500 3,210 0.268 28,260 3,385 0.284 33,00 6,500 3,110 0.260 1,305 3,135 0.263 28,45 1,000 1,985 0.209 16,965 2,320 0.244 21,620 3,500 1,955 0.206 16,80 2,320 0.244 21,620 HFX/S-18x9 108 5 / 8 6,500 1,950 0.205 31,190 2,320 0.244 21,620 1,000 2,910 0.30 30,030 3,145 0.332 38,015 3,500 2,855 0.301 28,260 3,015 0.318 33,00 6,500 2,65 0.292 1,385 2,90 0.295 28,45 1,000 1,95 0.232 1,250 2,090 0.20 21,620 3,500 1,85 0.230 1,150 2,090 0.20 21,620 HFX/S-18x10 120 5 / 8 6,500 1,5 0.229 31,190 2,090 0.20 21,620 1,000 2,620 0.341 30,030 2,830 0.368 38,015 3,500 2,50 0.334 28,260 2,15 0.353 33,00 6,500 2,490 0.324 1,430 2,515 0.32 28,45 1,000 1,635 0.255 1,430 1,900 0.300 21,620 3,500 1,635 0.255 1,430 1,900 0.300 21,620 HFX/S-18x11 132 5 / 8 6,500 1,635 0.255 31,190 1,900 0.300 21,620 1,000 2,385 0.32 30,030 2,55 0.402 38,015 3,500 2,340 0.365 28,260 2,40 0.385 33,00 6,500 2,265 0.354 1,430 2,285 0.35 28,45 1,000 1,500 0.2 1,430 1,45 0.321 21,620 3,500 1,500 0.2 1,430 1,45 0.321 21,620 HFX/S-18x12 144 5 / 8 6,500 1,500 0.2 31,190 1,45 0.321 21,620 1,000 2,185 0.405 30,030 2,360 0.438 38,015 3,500 2,145 0.39 28,260 2,265 0.419 33,00 6,500 2,05 0.385 1,430 2,095 0.388 28,45

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-18x13 156 5 / 8 HFX/S-24x8 96 5 / 8 HFX/S-24x9 108 5 / 8 HFX/S-24x10 120 5 / 8 HFX/S-24x11 132 5 / 8 HFX/S-24x12 144 5 / 8 HFX/S-24x13 156 5 / 8 18" Wide Panels (Continued) 1,000 1,385 0.298 1,430 1,605 0.346 21,620 3,500 1,385 0.298 1,430 1,605 0.346 21,620 6,500 1,385 0.298 31,190 1,605 0.346 21,620 1,000 2,020 0.43 30,030 2,180 0.42 38,015 3,500 1,980 0.429 28,260 2,090 0.452 33,00 6,500 1,915 0.415 28,260 1,935 0.419 28,45 24" Wide Panels 1,000 2,960 0.131 15,200 3,800 0.168 20,490 3,500 2,960 0.131 15,200 3,800 0.168 20,490 6,500 2,960 0.131 15,200 3,800 0.168 20,490 1,000 4,80 0.213 2,600 5,910 0.264 38,185 3,500 4,80 0.213 2,600 5,865 0.262 3,00 6,500 4,80 0.213 2,600 5,95 0.258 36,880 1,000 2,15 0.151 15,45 3,485 0.195 21,250 3,500 2,15 0.151 15,45 3,480 0.195 21,250 6,500 2,15 0.151 15,45 3,450 0.193 21,020 1,000 4,30 0.246 28,60 5,385 0.303 39,865 3,500 4,30 0.246 28,60 5,335 0.300 39,180 6,500 4,30 0.246 28,60 5,250 0.295 38,055 1,000 2,505 0.12 16,215 3,180 0.220 21,620 3,500 2,505 0.12 16,215 3,180 0.218 21,610 6,500 2,40 0.10 15,940 3,165 0.21 21,515 1,000 4,025 0.29 29,595 4,850 0.336 39,865 3,500 4,025 0.29 29,595 4,805 0.332 39,180 6,500 4,025 0.29 29,595 4,25 0.32 38,055 1,000 2,330 0.193 16,620 2,880 0.23 21,620 3,500 2,330 0.193 16,620 2,880 0.23 21,620 6,500 2,290 0.189 16,280 2,880 0.23 21,620 1,000 3,30 0.308 30,420 4,410 0.365 39,865 3,500 3,30 0.308 30,420 4,30 0.362 39,180 6,500 3,30 0.308 30,420 4,300 0.356 38,055 1,000 2,15 0.213 16,95 2,640 0.259 21,620 3,500 2,140 0.209 16,655 2,640 0.259 21,620 6,500 2,130 0.208 16,560 2,640 0.259 21,620 1,000 3,410 0.334 30,285 4,045 0.39 39,865 3,500 3,410 0.334 30,285 4,005 0.393 39,180 6,500 3,410 0.334 30,285 3,940 0.38 38,055 1,000 2,040 0.234 1,290 2,440 0.29 21,620 3,500 2,000 0.230 16,905 2,440 0.29 21,620 6,500 1,990 0.229 16,805 2,440 0.29 21,620 1,000 3,140 0.360 30,160 3,35 0.428 39,865 3,500 3,140 0.360 30,160 3,00 0.424 39,180 6,500 3,140 0.360 30,160 3,640 0.41 38,055

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-32x8 96 5 / 8 HFX/S-32x9 108 5 / 8 HFX/S-32x10 120 5 / 8 HFX/S-32x11 132 5 / 8 HFX/S-32x12 144 5 / 8 HFX/S-32x13 156 5 / 8 HFX/S-44x8 96 5 / 8 HFX/S-44x9 108 5 / 8 32" Wide Brace Frames 1,000 2,155 0.126 8,505 2,695 0.158 10,630 3,500 2,060 0.121 8,130 2,060 0.120 8,130 6,500 1,300 0.06 5,130 1,300 0.06 5,130 1,000 2,865 0.168 11,295 2,865 0.168 11,295 3,500 2,230 0.131 8,95 2,230 0.131 8,95 6,500 1,40 0.086 5,95 1,40 0.086 5,95 1,000 1,990 0.165 8,825 2,400 0.199 10,630 3,500 1,835 0.152 8,130 1,835 0.152 8,130 6,500 1,155 0.096 5,130 1,155 0.096 5,130 1,000 2,550 0.211 11,295 2,550 0.211 11,295 3,500 1,985 0.164 8,95 1,985 0.164 8,95 6,500 1,305 0.108 5,95 1,305 0.108 5,95 1,000 1,850 0.209 9,100 2,160 0.245 10,630 3,500 1,650 0.18 8,130 1,650 0.18 8,130 6,500 1,040 0.118 5,130 1,040 0.118 5,130 1,000 2,295 0.260 11,295 2,295 0.260 11,295 3,500 1,85 0.202 8,95 1,85 0.202 8,95 6,500 1,15 0.133 5,95 1,15 0.133 5,95 1,000 1,25 0.259 9,335 1,965 0.296 10,630 3,500 1,500 0.226 8,130 1,500 0.226 8,130 6,500 950 0.143 5,130 950 0.143 5,130 1,000 2,085 0.314 11,295 2,085 0.314 11,295 3,500 1,625 0.245 8,95 1,625 0.245 8,95 6,500 1,00 0.161 5,95 1,00 0.161 5,95 1,000 1,615 0.316 9,545 1,800 0.353 10,630 3,500 1,35 0.269 8,130 1,35 0.20 8,130 6,500 80 0.10 5,130 80 0.10 5,130 1,000 1,915 0.34 11,295 1,915 0.34 11,295 3,500 1,490 0.291 8,95 1,490 0.291 8,95 6,500 980 0.192 5,95 980 0.192 5,95 1,000 1,520 0.38 9,30 1,665 0.413 10,630 3,500 1,20 0.316 8,130 1,20 0.316 8,130 6,500 800 0.199 5,130 800 0.199 5,130 1,000 1,65 0.439 11,295 1,65 0.439 11,295 3,500 1,35 0.342 8,95 1,35 0.342 8,95 6,500 905 0.225 5,95 905 0.225 5,95 44" Wide Brace Frames 1,000 2,35 0.08,395 3,645 0.116 9,860 3,500 2,35 0.08,395 3,095 0.099 8,365 6,500 1,985 0.063 5,365 1,985 0.063 5,365 1,000 4,310 0.13 11,645 4,310 0.13 11,645 3,500 3,385 0.108 9,145 3,385 0.108 9,145 6,500 2,25 0.02 6,145 2,25 0.02 6,145 1,000 2,550 0.112,50 3,400 0.151 10,330 3,500 2,550 0.112,50 2,55 0.122 8,365 6,500 1,65 0.08 5,365 1,65 0.08 5,365 1,000 3,830 0.10 11,645 3,830 0.10 11,645 3,500 3,010 0.133 9,145 3,010 0.133 9,145 6,500 2,020 0.090 6,145 2,020 0.090 6,145

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-44x10 120 5 / 8 HFX/S-44x11 132 5 / 8 HFX/S-44x12 144 5 / 8 HFX/S-44x13 156 5 / 8 44" Wide Brace Frames (Continued) For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 lb = 4.45 N, 1 psi = 6.89 kpa. 1,000 2,390 0.143 8,060 3,185 0.191 10,45 3,500 2,390 0.143 8,060 2,480 0.148 8,365 6,500 1,590 0.095 5,365 1,590 0.095 5,365 1,000 3,450 0.206 11,645 3,450 0.20 11,645 3,500 2,10 0.162 9,145 2,10 0.162 9,145 6,500 1,820 0.109 6,145 1,820 0.109 6,145 1,000 2,245 0.18 8,335 2,930 0.231 10,865 3,500 2,245 0.18 8,335 2,255 0.18 8,365 6,500 1,445 0.114 5,365 1,445 0.114 5,365 1,000 3,140 0.24 11,645 3,140 0.24 11,645 3,500 2,465 0.194 9,145 2,465 0.194 9,145 6,500 1,655 0.130 6,145 1,655 0.130 6,145 1,000 2,120 0.215 8,55 2,685 0.22 10,865 3,500 2,00 0.210 8,365 2,00 0.210 8,365 6,500 1,325 0.134 5,365 1,325 0.134 5,365 1,000 2,880 0.292 11,645 2,880 0.293 11,645 3,500 2,260 0.230 9,145 2,260 0.230 9,145 6,500 1,520 0.154 6,145 1,520 0.154 6,145 1,000 2,005 0.25 8,95 2,480 0.318 10,865 3,500 1,910 0.245 8,365 1,910 0.245 8,365 6,500 1,225 0.15 5,365 1,225 0.15 5,365 1,000 2,660 0.341 11,645 2,660 0.341 11,645 3,500 2,085 0.268 9,145 2,085 0.268 9,145 6,500 1,400 0.180 6,145 1,400 0.180 6,145 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.

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- 24x20 164 1 / 4 16 1 / 4 188 1 / 4 200 1 / 4 212 1 / 4 224 1 / 4 236 1 / 4 164 1 / 4 16 1 / 4 188 1 / 4 200 1 / 4 212 1 / 4 224 1 / 4 236 1 / 4 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 18" Wide Panels 2,500 18,43 32,453 3,000 1,380 0.642 1,54 1,960 0.912 28,168 4,000 16,632 25,320 2,500 18,93 32,593 3,000 1,310 0.01 1,953 1,830 0.99 28,251 4,000 16,989 25,382 2,500 19,433 32,654 3,000 1,250 0.60 18,383 1,15 1.046 28,28 4,000 1,365 25,409 2,500 19,888 32,81 3,000 1,195 0.824 18,5 1,615 1.113 28,362 4,000 1,06 25,465 2,500 20,445 33,092 3,000 1,150 0.88 19,252 1,530 1.19 28,543 4,000 18,118 25,598 2,500 20,885 33,191 3,000 1,105 0.953 19,625 1,450 1.246 28,600 4,000 18,440 25,640 2,500 21,489 26,31 3,000 1,00 1.020 20,134 1,220 1.166 23,988 4,000 18,86 22,06 24" Wide Panels 2,500 18,855 33,15 3,000 2,090 0.52 18,240 3,190 0.805 30,680 4,000 1,59 28,506 2,500 19,000 30,88 3,000 1,960 0.59 18,33 2,830 0.859 28,52 4,000 1,01 26,888 2,500 18,84 31,139 3,000 1,825 0.625 18,25 2.60 0.913 29,041 4,000 1,594 2,132 2,500 18,600 30,683 3,000 1,695 0.660 18,003 2,485 0.96 28,664 4,000 1,361 26,814 2,500 18,541 30,503 3,000 1,595 0.69 1,949 2,335 1.020 28,515 4,000 1,311 26,68 2,500 18,620 30,02 3,000 1,515 0.34 18,022 2.220 1.02 28,680 4,000 1,38 26,82 2,500 18,965 31,192 3,000 1,460 0.0 18,341 2,130 1.124 29,085 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 0.80. 3 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

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) 5 8 9 10 11 12 13 HFX 9 inch Panels 200 200 n/a n/a n/a n/a n/a HFX 12 inch Panels 200 200 200 200 n/a n/a n/a HFX 18 inch Panels 4 200 200 200 200 200 15 130 HFX 24 inch Panels 4 200 200 200 200 200 185 140 HFX 32 inch Brace Frame n/a 90 65 50 35 30 25 HFX 44 inch Brace Frame n/a 80 60 45 35 25 20 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 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 1604.3 of the 2006 IBC. For other conditions, the tabulated value must be multiplied by 0.. 2 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- / 8 92 1 / 4 13,500 2,100 26,645 HFP8-1 1 / 8 92 1 / 4 1 1 / 8 22,400 36,100 / 8 HFP9- / 8 104 1 / 4 13,500 2,100 24,10 HFP9-1 1 / 8 104 1 / 4 1 1 / 8 22,400 36,100 / 8 HFP10- / 8 116 1 / 4 13,500 2,100 21,255 HFP10-1 1 / 8 116 1 / 4 1 1 / 8 22,400 36,100 / 8 HFP11- / 8 128 1 / 4 13,500 2,100 18,65 HFP11-1 1 / 8 128 1 / 4 1 1 / 8 22,400 36,100 / 8 HFP12- / 8 140 1 / 4 13,500 2,100 16,645 HFP12-1 1 / 8 140 1 / 4 1 1 / 8 22,400 36,100 / 8 HFP13- / 8 152 1 / 4 13,500 2,100 14,090 HFP13-1 1 / 8 152 1 / 4 1 1 / 8 22,400 36,100 / 8 HFP/S-Series HFP/S8- / 8 96 5 / 8 13,500 2,100 25,45 HFP/S8-1 1 / 8 96 5 / 8 1 1 / 8 22,400 36,100 / 8 HFP/S9- / 8 108 5 / 8 13,500 2,100 23,105 HFP/S9-1 1 / 8 108 5 / 8 1 1 / 8 22,400 36,100 / 8 HFP/S10- / 8 120 5 / 8 13,500 2,100 20,350 HFP/S10-1 1 / 8 120 5 / 8 1 1 / 8 22,400 36,100 / 8 HFP/S11- / 8 132 5 / 8 13,500 2,100 1,990 HFP/S11-1 1 / 8 132 5 / 8 1 1 / 8 22,400 36,100 / 8 HFP/S12- / 8 144 5 / 8 13,500 2,100 15,15 HFP/S12-1 1 / 8 144 5 / 8 1 1 / 8 22,400 36,100 / 8 HFP/S13- / 8 156 5 / 8 13,500 2,100 13,160 HFP/S13-1 1 / 8 156 5 / 8 1 1 / 8 22,400 36,100 For SI: 1 inch = 25.4 mm, 1 = 4.45 N, 1 psi = 6.89 kpa.

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 3.6.6 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 12.25 square inches; 4 For compression loads exceeding the allowable bearing stress of the supporting material the Building Design Professional is permitted to design bearing plates to increase the bearing area in order to reduce the bearing stress. 5 STD indicates bolts complying with ASTM F 1554 Grade 36. HS indicates bolts complying with a high strength steel specification as set forth in Section 3.6.4 of this report. TABLE 6.1 Hardy Frame SADDLE 1,3,4, Fastener Qty 2 Tension 5,6 Compression HFS24 24-16d Common 2,950 2,500 HFS36 32-16d Common 4,280 2,500 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 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 0.135 x 3 1 / 2 0.4 16d Common N10 x 1.5 No. 9 ga x 1 1 / 2 0.69 16d Common N16 x 2.5 No. 8 ga x 2 1 / 2 1.00 16d Common 16d Sinker 0.148 x 3 1 / 4 0.84 16d Common 10d Common 0.148 x 3 0.84 16d Common 12d Common 0.148 x 3 1 / 4 0.84 For SI: 1 inch = 25.4 mm.

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ESR-2089 Most Widely Accepted Trusted Page 50 of 58 Hardy Frame PANELS: 2009 2006 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 21,620 15.0 22.5 14.0 21.0 13.0 19.5 STD-SB 1,500 13.0 19.5 12.5 18.5 11.0 16.5 HS-SA 46,600 24.5 3.0 23.5 35.0 21.5 32.0 HS-SB 32,000 20.0 30.0 19.0 28.0 1.0 26.0 HS-SC 30,000 19.5 29.0 18.5 2.5 16.5 25.0 HS-SD 25,000 15.0 22.5 14.0 21.0 13.0 19.5 HS-SE 20,000 13.5 20.0 12.0 18.0 11.0 16.5 Balloon-SA 21,500 13.0 19.5 12.0 18.0 10.5 16.0 STD-SC 21,620 13.0 19.5 12.5 18.5 11.0 16.5 STD-SD 1,500 11.5 1.0 10.5 16.0 9.5 14.5 HS-SF 46,600 21.5 32.0 20.0 30.0 18.5 2.5 HS-SG 32,000 1.5 26.0 16.5 24.5 15.0 22.5 HS-SH 30,000 1.0 25.5 16.0 24.0 14.5 22.0 HS-SI 25,000 13.0 19.5 12.0 18.0 11.0 16.5 HS-SJ 20,000 11.5 1.0 10.5 16.0 9.5 14.0 Balloon-SB 21,500 11.0 16.5 10.5 15.5 9.0 13.5 STD-WA 21,620 13.5 20.0 12.5 18.5 11.5 1.0 HS-WA 46,600 20.0 30.0 19.0 28.5 1.5 26.0 HS-WB 40,500 20.0 30.0 19.0 28.5 1.0 25.5 HS-WC 20,000 11.5 1.5 11.0 16.5 9.5 14.0 Balloon-WA 32,800 13.0 19.5 12.0 18.0. 10.5 16.0 Balloon-WB 33,160 16.0 24.0 14.5 22.0 13.0 19.5 STD-WB 21,620 11.5 1.5 11.0 16.5 10.0 15.0 HS-WD 46,600 1.5 26.5 16.5 25.0 15.5 23.0 HS-WE 40,500 1.5 26.0 16.5 24.5 15.0 22.5 HS-WF 20,000 10.0 15.0 9.0 13.5 8.5 12.5 Balloon-WC 32,800 11.5 1.5 10.5 16.0 9.0 13.5 Balloon-WD 33,160 14.0 21.0 13.0 19.5 11.5 1.0 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

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 13,02 11.0 16'5 10.5 15.5 9.5 14.5 STD-SB 10,000 10.5 15.5 9.5 14.5 8.5 13.0 HS-SA 28,12 21.5 32.0 1.5 26.0 15.5 23.0 HS-SB 1,000 14.5 22.0 13.5 20.5 12.5 18.5 HS-SC 12,000 13.0 19.5 12.5 18.5 11.0 16.6 STD-SC 13,02 9.5 14.0 9.0 13.5 8.0 12.0 STD-SD 10,000 9.0 13.5 8.5 12.5 9.5 14.5 HS-SD 28,12 18.0 2.0 15.0 22.5 13.5 20.0 HS-SE 1,000 13.0 19.5 12.0 18.0 11.0 16.5 HS-SF 12,000 11.5 1.0 10.5 16.0 9.5 14.0 STD-WA 13,02 9.5 14.5 9.0 13.5 8.0 12.0 HS-WA 28,12 16.0 24.0 15.5 23.0 14.0 21.0 HS-WB 20,000 15.0 22.5 14.5 21.5 13.0 19.5 HS-WC 14,500 13.5 20.0 12.5 18.5 11.5 1.0 HS-WD 12,000 11.5 1.0 11.0 16.5 9.5 14.5 STD-WB 13,02 8.5 12.5 8.0 12.0.0 10.5 HS-WE 28,12 14.0 21.0 13.5 20.0 12.0 18.0 HS-WF 20,000 13.0 19.5 12.5 18.5 11.0 16.5 HS-WG 14,500 11.5 1.0 10.5 16.0 9.5 14.5 HS-WH 12,000 10.0 15.0 9.5 14.0 8.5 12.5 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

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 2308.9.3 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