DIVISION: WOOD, PLASTICS AND COMPOSITES SECTION: SHEAR WALL PANELS REPORT HOLDER: TRUSSED, INC. EVALUATION SUBJECT:

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1 0 ICC-ES Evaluation Report ICC-ES 000 (800) (562) Most Widely Accepted and Trusted ESR-2807 Reissued 07/2018 Revised 08/2018 This report is subject to renewal 05/2019. DIVISION: WOOD, PLASTICS AND COMPOSITES SECTION: SHEAR WALL PANELS REPORT HOLDER: TRUSSED, INC. EVALUATION SUBJECT: SMART COMPONENT LATERAL-LOAD-RESISTING PANELS AND PORTALS 2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence A Subsidiary of 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 2018 ICC Evaluation Service, LLC. All rights reserved.

2 ICC-ES Evaluation Report ESR-2807 Reissued July 2018 Revised August 2018 This report is subject to renewal May (800) (562) A Subsidiary of the International Code Council DIVISION: WOOD, PLASTICS AND COMPOSITES Section: Shear Wall Panels REPORT HOLDER: TRUSSED, INC. EVALUATION SUBJECT: SMART COMPONENT LATERAL-LOAD-RESISTING PANELS AND PORTALS 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009 and 2006 International Building Code (IBC) 2012, 2009 and 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC) The ADIBC is based on the 2009 IBC IBC code sections referenced in this report are the same sections in the ADIBC. Properties evaluated: Seismic design coefficient and factors and limitations Structural design procedures 2.0 USES The Smart Component Lateral-Load-Resisting Panels and Portals may be used to resist vertical (gravity) loads and horizontal in-plane or out-of-plane wind and earthquake loads in wood-framed buildings, as alternatives to wood shear walls complying with IBC Section 2305, provided an engineered design, verifying compliance with Sections 3.0 and 4.0 of this report, is submitted to the building official for approval. The Smart Component Lateral-Load-Resisting Panels and Portals are used in single story or stacked, multi-story buildings of light-frame wood construction, that are installed direct to a rigid base such as concrete/masonry foundations. The Panels and Portals may be used as an alternative to walls constructed in accordance with Section R602 of the IRC, provided an engineered design is submitted to the building official in accordance with IRC Section R , verifying compliance with Sections 3.0 and 4.0 of this report. The seismic performance of Smart Component Panels and Portals described in this report, when designed and constructed in accordance with requirements described in this report, may be recognized as being equivalent to that of light-frame wood shear walls sheathed with wood structural panels as shown in ASCE/SEI 7-10 Table , Item A.15, for the 2012 IBC and IRC (ASCE/SEI 7-05 Table , Item A.13, for the 2009 and 2006 IBC and IRC). 3.0 DESCRIPTION 3.1 General: The Smart Component configurations described in this section, constructed with the components described in Sections 3.2 and 4.5 of this report and designed in accordance with Section 4.2 of this report, were evaluated in accordance with the ICC-ES Acceptance Criteria for Lateral Force Resisting Vertical Wood Truss Wall Assemblies (AC440) as permitted by ASCE/SEI 7 Sections and See Section 4.1 of this report. The Smart Component configurations are limited to those described in this section. The specific design of the Smart Component Panels and Portals as part of the design of any building is beyond the scope of this evaluation report. The information provided in the remaining sections of this evaluation report must be used by the building official and the registered design professionals (RDPs) responsible for the Smart Component design and for the overall building design, to verify that the Smart Components comply with this evaluation report. See Section 4.2 of the evaluation report for additional (and more detailed) requirements. Jobsite Smart Component Panel and Portal elements (such as size and number of webs, vertical supports and metal connector plates and aspect ratio) could vary within a specific configuration. Therefore, the components described in Section 3.2 and the conditions specified in Section 4.5 of this report, must be complied with in order for the Smart Component Panels and Portals that are designed by the RDP authorized by Trussed Inc., for a specific project, to satisfy the seismic design coefficients and factors noted in Section 4.1 of this evaluation report. The Smart Component Lateral-Load-Resisting Panels and Portals are prefabricated metal-plate-connected wood trusses that must be designed and manufactured under a quality control program in accordance with ANSI/TPI 1, which is referenced in IBC Section and IRC Sections R and R Three Smart Component configurations evaluated for seismic performance are described in this evaluation report. Narrow Panels are single-panel vertical trusses 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 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 15

3 ESR-2807 Most Widely Accepted and Trusted Page 2 of 15 without interior posts. Multi-segmented Panels consist of multiple single-panel vertical trusses interconnected by metal connector plates and placed adjacent to each other in the same wall plane. Portals have a moment frame configuration and consist of one or two Narrow Panels, used as columns, connected to a horizontal header truss, or a solid wood header. Portals may have sills below window openings. For all configurations, the boundary vertical truss chords are fabricated with an integral concentric hold-down assembly installed in between wood chord members (a sandwiched vertical post chord assembly). Representative details of each configuration type are shown in Figure Components: Components of the Smart Component Panels and Portals, including wood members, hold-downs, anchor rods and truss connector plates, must be determined by an RDP authorized by Trusses, Inc., who is responsible for the panels and portals design, and must comply with codeprescribed performance requirements including strength and drift, and component performance characteristics noted in this section and Section 4.5. Wood member sizes must also accommodate metal connector plates noted in Section of this report, to transfer member forces. Proprietary components must comply with an ICC-ES Acceptance Criteria as evidenced by an ICC-ES evaluation report, as noted in this section. All components must comply with the specifications set forth in the Smart Component design and this evaluation report Structural Wood Members: Visually and mechanically graded, solid-sawn members, including their structural design properties, must comply with material standards referenced in the IRC and IBC. Minimum nominal member sizes must be 2x. End post members must not contain unsound knots or knots greater than 1 / 2 inch (12.7 mm) in diameter within the T2 concentric hold-down through-bolt location. Framing members must be of the species and grades permitted by the evaluation reports on the hold-down devices and metal connector plates Concentric Hold-down Devices: Proprietary concentric hold-down devices must be Mitek Z4 T2 Ties used for sandwiched connections, as recognized in ICC-ES ESR Variables contributing to total displacement Δ a in Equation of ANSI/AF&PA SDPWS-2008 (for the 2012 and 2009 IBC and IRC) or d a, in Equation 23-2 of the 2006 IBC (for the 2006 IBC and IRC), such as deformation of the hold-down (tie-down) device when tested on a steel jig; fastener slip; wood shrinkage; and anchor bolt/rod elongation, must be checked by the RDP responsible for the Smart Component Panel and Portal design. Use with lumber species and grades must be in accordance with ICC-ES ESR Anchor Rods: Anchor rods, including their structural design properties, must comply with standards referenced in the IBC. Nuts must comply with the minimum grades and styles specified for the anchor rod grade used. Couplers must comply with the same specification as the nuts for proof stresses of the rod, and with IFI Shrinkage Compensating Devices: Optional shrinkage compensating devices and their corresponding structural design properties must comply with the ICC-ES ESR Metal Connector Plates (MCPs): Metal connector plates, including their corresponding structural design properties, must comply with ICC-ES ESR-1311 (MT20HS) or ESR-1988 (MT18HS and MT20). Use of MCPs with wood members other than those specifically described in ESR-1311 and ESR-1988 is beyond the scope of this evaluation report Bottom Plates, Steel Bottom Tracks and Shear Connectors: Wood bottom plates and steel bottom tracks, including their structural design properties, must comply with the IBCor the IRC. Shear connectors, including their corresponding structural design properties, must comply with an ICC-ES evaluation report, the IBC or the IRC Bearing Plates: Steel bearing plates, including their design properties, must comply with the appropriate standards referenced in the IBC or the IRC. 4.0 DESIGN AND INSTALLATION 4.1 Seismic Design Coefficients and Factors: Smart Component Panels and Portals may be used as lateral-load-resisting elements within a seismic-forceresisting system using the following seismic design coefficients and factors, when the structural design and construction comply with the provisions noted in this evaluation report: COEFFICIENT OR FACTOR ASCE/SEI 7 Response modification coefficient, R 6.5 System overstrength factor, Ω o 3 Deflection amplification factor, C d 4 Seismic Design Categories A, B, C, D, E and F The building height must be limited to the lesser of 65 feet (19.8 m) or whatever is listed in Section 503 of the IBC, for structures assigned to Seismic Design Category (SDC) C, D, E or F, as set forth in ASCE/SEI 7 Table for light framed wood walls sheathed with wood structural panels rated for shear resistance. In SDCs A, B and C, building height is only limited by Section 503 of the IBC. This includes multi-level stacked conditions. The recognition of the seismic design coefficients and factors and height limitations is based on evaluation of data submitted as required by Section 6.0 of this evaluation report Redundancy Factor, ρ, for Seismic Design Categories D through F: The redundancy factor, ρ, for Smart Component Panels and Portals must be determined in accordance with Section of ASCE/SEI 7. Smart Component Panels and Portals are considered equivalent to Shear Walls or Wall Piers with height-to-length ratio of greater than 1.0 as set forth in ASCE/SEI 7 Table Design: Smart Component Lateral-Load-Resisting-Panels and Portals must be designed in accordance with the structural design procedure contained in Appendix A of this evaluation report and must comply with requirements described in Sections 3.1, 4.1, through 4.2.3, and 4.5 of this evaluation report Verification Requirements: The following must be used by the registered design professionals (both the RDP authorized by Trussed, Inc., and the project RDP responsible for the building design) and building officials to verify compliance with the code and this evaluation report. The design of the structures incorporating Smart Component Panels and Portals must be based on the design procedure that has been validated in accordance with ICC-ES AC440, which includes empirically derived (from testing) seismic design and detailing requirements and additional code-complying methods such as those noted in the IBC, IRC, NDS, SDPWS and ANSI/TPI-1, as

4 ESR-2807 Most Widely Accepted and Trusted Page 3 of 15 appropriate. The design procedure must address the permitted WTWA configurations noted in Sections 3.1 and 4.5 of this report, and must include the effects of connections to the supported structure, supporting structure and foundation, connections to other WTWA s, and the cumulative effects of both overturning strength demands and overturning stiffness. The design must ensure that truss joints, consisting of metal connector plates noted in Section of this report attached to wood members (chords and webs), are the primary yield mechanism, and joint details must be consistent with those tested and qualified under ICC-ES AC440. The portal header bottom chord must meet the unbraced length requirements of ANSI/TPI 1. At each truss joint, as described in Step 25 of the Appendix A of this report, the maximum Joint Stress Index (JSI) must be greater than the Combined Stress Index (CSI) of each wood member that is connected by the metal connector plate. Calculations for members available upon request. Weak and strong axis buckling calculations must be based upon the NDS and ANSI/TPI 1. All Smart Component Panels and Portals must be designed in accordance with ANSI TPI 1, IBC Section , IRC, Section R and other applicable portions of the IBC or IRC, using Smart Component proprietary design software by CompuTrus/MiTek. Smart Component design drawings and engineered details must be signed and sealed by an RDP authorized by Trussed, Inc., and responsible for the Panel and Portal design. Lateral and vertical loads (structural demand) must be determined by the project RDP responsible for the building design, in accordance with the IRC, IBC and ASCE/SEI 7. Demand loads must include, but are not limited to, vertical (gravity; tension or uplift due to wind; or vertical seismic) loads, and horizontal in-plane or out-of-plane (if applicable) lateral seismic and/or wind design loads. Distribution of lateral loads to shear-resisting elements such as the Smart Component Panels or Portals, based upon flexible and/or rigid diaphragm analysis in accordance with ASCE/SEI 7, must be determined by the RDP. The RDP responsible for the building design must specify installation conditions, including connections to the supporting and supported structure to provide a continuous load path, location restrictions, and size limitations. Each project must have a design for each Smart Component Panel or Portal, to accommodate an individual project s lateral wind and earthquake loads and vertical loads and installation conditions, which must be provided by the RDP responsible for the building design. All applicable project lateral and vertical loads must be included for each floor level of the structure. Continuous load paths, including collectors and foundations, must be provided by the project RDP responsible for the building design in accordance with ASCE/SEI 7 Section The Smart Component Panels and Portals must be integrated into the continuous load path as determined by the RDP responsible for the building design, in compliance with the provisions of IBC Section and IRC Section Panels and Portals must be analyzed by the RDP authorized by Trussed, Inc., as responsible for the Panel and Portal design, using allowable stress design (ASD) capacities permitted by the IBC or IRC and ANSI/TPI 1, and using the proprietary Smart Component software to determine the resistance of the Smart Components. the stability against overturning resulting from lateral loads in accordance with allowable stress design load combinations set forth in IBC Section or IRC Section R301 is not sufficient to prevent tension or uplift, the connection of the anchoring system described in Section 3.2 of this evaluation report to the Smart Components Panel or Portal must be designed by the RDP authorized by Trussed, Inc., to stabilize the Panel or Portal. The ASD capacities must be evaluated for concentric anchoring systems (with sandwich post vertical boundary members as illustrated in Figure 1), including hold-down device capacity, wood member net section tension capacity, wood member compression capacity for both perpendicular and parallel-to-grain directions, and threaded anchor rod, to ensure that the resulting critical values of the anchoring system do not limit the lateral design capacity of the Smart Component Panel or Portal. Sandwich post vertical boundary members must be designed in accordance with the current NDS and ANSI/AF&PA SDPWS design specifications. The RDP authorized by Trussed, Inc., must design the Smart Component elements for: 1. The project s horizontal and vertical demand loads, which must be determined by the RDP responsible for the building design, in accordance with the IRC, IBC, ASCE/SEI 7, and ANSI/TPI 1 for all chord and web members and the truss plate connectors. 2. Horizontal drift or deflection resulting from applied loads. Contributions from hold-down device deflection and fastener slip, anchor rod elongation, and wood deformation are included in the calculated drifts (deflections) by the Smart Component proprietary design software for the Smart Component Panels and Portals. Smart Component systems drifts (deflections), due to earthquake loads, must be determined by the RDP authorized by Trussed, Inc., as responsible for the Panel and Portal design, in accordance with Section of ASCE/SEI 7, and must not exceed the allowable story drift values specified in Table of ASCE/SEI 7 and by IBC Section or the IRC, as appropriate. Smart Component Panel and Portal story drifts (deflections) due to wind loads at ASD levels must not exceed h/180, where h is the story height. More restrictive story drifts (deflections) may need to be considered by the designer where brittle wall finishes are involved or when specified by the RDP responsible for the building design. Deflections resulting from out-of-plane loads must comply with limits set forth in IBC Section or Section R301.7 of the IRC, as appropriate. If required, the lateral load capacity and/or anchor rod elongation and wood deformation at boundary members must be reduced to comply with drift (deflection) limits while at the same time satisfactorily resisting the project demand loads. multiple Panels and Portals are combined in a wall line, or are combined with other lateralforce-resisting systems, design lateral loads must be proportioned by relative stiffness based on calculations as required in accordance with IBC Section by the RDP responsible for the building design. Combinations with lateral-force-resisting systems of unknown stiffness are prohibited. Smart Component Panels and Portals may have shear wall aspect ratios greater than those specified in Section of ANSI/AF&PA SDPWS-2008 (2012 and 2009 IBC) or Table of the 2006 IBC, and any implied aspect ratios in the IRC Section R The supporting concrete, masonry, or steel beams at the base of the Smart Component Panels and Portals, or wood structure at a level above the base for stacked, multi-story

5 ESR-2807 Most Widely Accepted and Trusted Page 4 of 15 construction, along with anchorage and connectors, must be designed by the RDP for the building design in accordance with the IBC or IRC, to resist all imposed loads, including effects of overturning on bearing capacity and member capacity; and to determine contributions of deflection on story drift Anchorage to Concrete or Masonry: Anchorage to concrete or masonry design strengths, embedment length and anchorage details must be determined by the RDP responsible for the building design in accordance with Chapter 19 or 21 of the IBC, and Chapter 3, 4 or 6 of the IRC, as applicable Connections: Connections of the Panels and Portals to the supporting structure and to supported structures must be designed in accordance with the IBC or IRC and applicable referenced standards to resist all loads, including lateral loads and tension and compression loads resulting from overturning. The design responsibility must be shared between the RDP responsible for the building design and the RDP authorized by Trussed, Inc. 4.3 Installation: Narrow Panels, Segmented Panels and Portals may be supported on concrete or masonry foundations, or steel beams at the base, or supported on wood structure at a level above the base for stacked, multi-story construction. Illustrative details of representative supporting conditions are shown in Figure 2 at base support and Figures 3 and 4 at a level above the base for stacked, multi-level conditions. Smart Component Panels and Portals must be installed in accordance with this evaluation report, manufacturer s instructions and the building plans and specifications approved by the building official. In case of a conflict, the most restrictive requirement governs. Installations of hold-down devices and shrinkage compensating devices must be in accordance with ICC-ES ESR-3105 and ESR-2190, respectively. Field modifications to the Smart Component Panels and Portals are outside the scope of this evaluation report. Locations within the building must comply with the approved plans and specifications. Construction documents, consisting of plans, details, and specifications complying with IBC Section 1603 or IRC Section R106, and IBC Section or IRC Sections R502.11, R and R802.10, must be prepared to substantiate all installation and erection requirements. At a minimum, the construction documents must include the following information: a. A description of how the panels and portals will be installed at the project site. b. Building Component Safety Information (BCSI) requirements by TPI and the Structural Building Component Association (SBCA) for product handling and storage. c. Panel and Portal design drawing information as required by the IBC, IRC and ANSI/TPI 1, and Sections 3.2 and 4.5 of this report. d. Methods to connect Panels and Portals to the supported structures and supporting structure, including the foundation, must be detailed and must comply with the standards referenced in the IBC, IRC and ANSI/TPI 1, as applicable. 4.4 Special Inspection under the IBC and IRC: Smart Component Panels and Portals are prefabricated items. Smart Components themselves do not require special inspection. Periodic field special inspections of anchorage attachments and other fastening of components within the seismic-force-resisting system must be provided in accordance with IBC Section or , with the exception of those structures that qualify under Section Continuous or periodic inspection of anchorage to concrete or masonry must comply with the applicable portions of IBC Section The special inspections must be described in a statement of special inspection, which must be prepared by the RDP responsible for the building design and included in the construction documents, in accordance with 2012 IBC Section , 2009 IBC Section , or 2006 IBC Section Configuration and Truss Drawing requirements: In addition to the component requirements prescribed in Section 3.0 of this report, the configurations described in Section 3.1 and Figure 1 of this report must comply with the following: a. Maximum aspect ratio for narrow panels is 6:1. b. Maximum aspect ratio for segmented panels is 5:1. c. Maximum aspect ratio for portal legs is 4.9:1. d. Truss plate connection details, chord and web member sizes must be provided for each design on the truss design drawings. e. The limits on the angles between diagonal column webs and vertical wood members must be 45 +/ degrees. f. Maximum Length of column web members (diagonal web members) is 42 inches (1067 mm). g. The webs must be a minimum size of 2-2x or 1-3x lumber. h. Sandwich post individual members must be a single 2x wood member, with a maximum outside post (or end post) size of 6-2x wood members, and a maximum inside post size of 2-2x wood members. i. The maximum Vertical Panel dimension (the maximum dimension along each vertical post member between two web members attached to the post) is 54 inches (1371 mm). j. The maximum Horizontal Section/Segment dimension (the maximum distance between vertical wood posts on opposite side of the diagonal web member) is 30 inches (762 mm). k. Portal headers supported by trusses must be top chord bearing at the columns. l. Portal Horizontal Truss top chords are limited to a maximum size of 3-2x and bottom chords are limited to a maximum size of 4-2x. m. Metal truss plate sizes must be limited to those listed in the appropriate ICC-ES evaluation reports and noted in Section of this report, and are specified on the truss design drawings. n. Hold-down device locations and sizes must be specified on the truss design drawings and must comply with Section of this report. o. Connection details for all support conditions must be provided in the construction document details. p. At each truss joint, as described in Step 25 of the Appendix A of this report, the maximum JSI must be greater than CSIs of all members that are connected by the metal connector plate. q. The portal header chords must be braced in accordance with ANSI/TPI 1.

6 ESR-2807 Most Widely Accepted and Trusted Page 5 of CONDITIONS OF USE The Smart Component Panels and Portals described in this evaluation 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 Panels and Portals must be installed in accordance with this report and all applicable code requirements, the manufacturer s instructions and the building plans and specifications approved by the building official. 5.2 This evaluation report addresses only those Smart Component Panels and Portals constructed with configurations as described in Sections 3.1 and 4.5, using components noted in Section 3.2, and designed and installed in accordance with Sections 4.1 through 4.4 of this report. 5.3 The design must comply with Sections 3.1, 4.1, 4.2 and 4.5, and Appendix A of this evaluation report. 5.4 The capacity of Smart Component Panels and Portals must conform to generally accepted engineering practices and design methodologies referenced in the IRC, IBC, SDPWS, ASCE/SEI 7, and/or ANSI/TPI 1. Specific capacity and configuration must be determined to satisfy a specific project design and are outside the scope of this evaluation report. 5.5 Drifts due to earthquake loads determined in accordance with Section of ASCE/SEI for each story must not exceed the allowable story drift limits specified in Table of ASCE/SEI 7. In multilevel stacked applications, the drift of any one component must be amplified by the ratio of the component height plus the floor depth below to the level s height. 5.6 Calculations and details prepared by the RDP authorized by Trussed, Inc., must be submitted to the building official for approval. These calculations and details must justify that the design stresses in all members and connections, for the Smart Component Panels and Portals, are within code-allowable limits as set forth in this report. Smart Component design drawings and any related Smart Component details complying with this report, and calculations, must be prepared in accordance with ANSI/TPI 1 and applicable portions of the IRC, IBC, SDPWS, or ASCE/SEI 7, using the Smart Component proprietary design software by CompuTrus/MiTek, and must be prepared, signed and sealed by an RDP authorized by Trussed, Inc. 5.7 Calculations and details prepared by the RDP responsible for the building design, confirming that connections to the supporting and supported structure and the foundation anchorage are in compliance with the requirements of this report, must be submitted to the building official for approval. 5.8 Smart Component Panels and Portals in multi-level installations must be in a stacked arrangement. 5.9 Design of the structural members (concrete members, masonry members, foundations, steel or wood beams, framing at roof, wood framing at a floor level above the base for multi-level conditions, anchorage, and connections) supporting the Smart Component Panels and Portals is outside of the scope of this evaluation report Smart Component Panels and Portals containing engineered wood members are beyond the scope of this evaluation report Smart Component Panels and Portals containing preservative-treated wood or fire-retardant-treated wood framing members are beyond the scope of this evaluation report The current version of the Smart Components proprietary software (7.6.4) must be listed on the Smart Component design drawings. Manufacture of Smart Component Panels and Portals must be by Trussed, Inc., licensees and must comply with Chapter 3 of ANSI/TPI 1. Chapter 3 of TPI 1 contains provisions for quality standards to be used in monitoring the manufacturing processes of metalplate-connected wood trusses, and must be used in conjunction with a manufacturing quality assurance procedure and a truss design from each manufacturing location. These provisions must be included in the in-plant quality assurance program for Smart Component Panels and Portals. Smart Component Panels and Portals must comply with the minimum manufacturing quality requirements specified in Chapter 3 of TPI 1, so that design assumptions are met. Trussed, Inc., licensees, and its inspection agency must establish methods that document the application of these quality assurance procedures throughout the manufacturing process. The Trussed, Inc., licensee s methods must be subject to periodic inspections at each manufacturing location Quality criteria for lumber must comply with ANSI/TPI 1, Section Panels and Portals must be protected by a weatherresistant exterior wall envelope The Smart Component Panels and Portals are manufactured at Perris, California and Westminster, Maryland, under a quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Test data and calculations in accordance with the ICC-ES Acceptance Criteria for Lateral Force Resisting Vertical Wood Truss Wall Assemblies (AC440), dated June IDENTIFICATION 7.1 Smart Component Panels and Portals are identified with a label bearing the report holder s name (Trussed, Inc.), the product name or designation, the production date and the evaluation report number (ESR-2807). 7.2 The report holder s contact information is the following: TRUSSED, INC CAJALCO ROAD PERRIS, CALIFORNIA (877)

7 ESR-2807 Most Widely Accepted and Trusted Page 6 of 15 APPENDIX A: SMART COMPONENT STEP-BY-STEP DESIGN PROCEDURE General: Unless otherwise indicated, Step 1 thru Step 27 of the design procedure are applicable to the design of narrow panels, segmented panels and portals using design software version The design procedure includes Stages A, B and C. Stage A: User input, including Steps 1 through 23 of the design procedure. Stage A describes information that must be entered by the software user, including dimensional parameters and mechanical properties of all structural components, and applicable range or limitations of all input parameters; applied loads; and boundary/support conditions. Steps 1 through 10 are applicable to all Smart Component configurations 1. Create the Local Project Defaults. a. Select the applicable code (2012, 2009 and 2006 IBC and IRC) b. K e (out-of-plane effective length factor) for all posts in compression must be 1.0, as specified in ANSI/TPI 1-07 Section All in-plane effective buckling length are per ANSI/TPI c. Choose between 4 stories or less and 5 stories or more to adjust drift factor. d. Choose Maximum Sill Track Length. The software will automatically splice sill track with length greater than the entered length. The software will place the sill track splice away from slots and lag screw holes with predetermined edge distances programed in the software. No structural splice between two segments of sill tracks is required. 2. From Architect/EOR supplied drawings: a. Select locations of Smart Component panels and portals at all levels and lines of lateral resistance..multi-level stacked condition is within the scope of this evaluation report. Multi-story construction with non-stacked condition or offset condition is outside the scope of this evaluation report. b. Select type/configuration (narrow panel, segmented panel or portal, as noted in Sections 3.1 and 4.5 of this evaluation report), for each location. c. Enter roof and floor framing depths. 3. Smart Components program design input: a. For components below the top level, enter the Smart Component (SC) ID of the component directly above. b. Establish the dimensions, span (wall length) and wall height (one level), of all panels and portals. Enter decimal feet or feet and inches to a 1 / 16 inch accuracy. The limiting aspect ratios listed in Section 4.5 of this report must be satisfied. c. Establish wall width/thickness (limited to 3.5 or 5.5 in.). d. Select Shrinkage Compensation device at framed floors, which must comply with ICC-ES ESR 2190 e. Establish number of segments in segmented panels. Narrow panels and portals have only one segment. 4. Select concentric hold-down Anchor (Mitek-Z4 T2, which must comply with ICC-ES ESR-3105). a. 3.5 (4x) inch walls-anchor selection is limited to T2-2, T2-3, T2-4 & T2-5. b. 5.5(6x) inch walls-anchor selection is T2-2, T2-3, T2-4, T2-5, T2-6, T2-7, T2-8 & T Select All Thread Rod (ATR) diameter (refer to ICC-ES ESR-3105). a. 3.5 inch wall is limited to 5/8-, 3/4-, 7/8- and 1 inch diameter ATR through T2. b. 5.5 inch wall is limited to 5/8-, 3/4-, 7/8-, 1-, 1 1 / 8 - and 1 3 / 8 inch diameter ATR through T2. 6. Select ATR Type. ATR diameter availability for each ATR Type (refer to ICC-ES ESR-3105): a. ASTM A36, 5/8-, 3/4-, 7/8-, 1-, 1 1 / 8 -, 1 1 / 4 - and 1 3 / 8 inch diameters. b. ASTM A193, Grade B7, 5/8-, 3/4-, 7/8-, 1-, 1 1 / 8 -, 1 1 / 4 - and 1 3 / 8 inch diameters. c. ASTM A354, Grade BD, 1-, 1 1 / 8 -, 1 1 / 4 - and 1 3 / 8 inch diameters. 7. Manually enter T2 heights Left and Right side of panels or portal columns or leave blank for auto heights. 8. Select sill plate from drop down. Limit to 2-2x or 1-3x. Enter lumber specie and grade. 9. Sill Track Type-Select Wood if over framing above base level. Select 54 mil (minimum base steel thickness of inch or mm) if placed over concrete. a. When selecting Wood sill track type and Anchor T2-Height to top of ATR above Floor defaults to 6.0 inches. b. When selecting 54 mil (minimum base steel thickness of inch or mm) sill track and Anchor T2-Height to top of ATR above floor defaults to 4 inches. 10. Floor Below Input Level a. Enter sheathing thickness and framing height in decimal inches (this step is applicable to a level above the base). b. For a level above the base, enter Blocking type (full depth or squash block), Blocking lumber (grade), Depth (thickness) (3.5 inches or 5.5 inches) of framing. i. When a Smart Component Identification (SC ID) is entered in this field, the height and depth of the wall above the floor level are ignored. The program will establish the length of ATR from the top of sheathing at this level to the top of T2 below this level based on the height of T2 below and dimensions entered in the Sheathing, Framing Height, Plate Thickness (Top Plate(s) over framed/attached over SC). ii. The total calculated length of ATR at first level is from bottom of SC (or top of concrete) to the top of T2 at the first level.

8 ESR-2807 Most Widely Accepted and Trusted Page 7 of 15 iii. iv. The total calculated length of ATR between Floor to Floor is from the top of T2 at lower level to top of T2 at upper level. Leaving the Smart Component Below field blank-the program will look for a wall height entered in the Wall Height field for the ATR Length. Panel Input (Steps 11 through 15) 11. Top Plate-Selection is limited to 2-2x or 3-2x top chords. Enter the lumber species and grade of lumber in the lumber field for the top chord. 12. Enter web size, specie and grade. Limit angles between webs and posts to 45 +/ degrees (Section 4.5). Limit web lengths to a maximum of 42 inches (1067 mm) (Section 4.5.). a. The program will not analyze less than 2-2x or 1-3x webs. b. Entering a web less than 2-2x or 1-3x will cause an error message from the software and the software will stop the design process until the error for web size is corrected. 13. Enter posts width minimum 2x and enter Specie and Grade of the post lumber. a. Outside Posts-Select up to a maximum of (6) outside posts from dropdown list. b. Inside Posts-Select up to a maximum of (2) inside posts from the dropdown list. 14. Vertical Panels Enter the number of vertical panels in increments of 0.5 (0.5 =1/2 vertical panel). a. The program will not allow panel dimension (or distance between 2 diagonal web members attached to the same vertical post) to exceed a maximum length of 54 in. (1371 mm). b. The design process is halted until an error is corrected. 15. Horizontal Sections/Segments Enter the number of Horizontal Sections/Segments. a. The program will not allow horizontal section dimension (distance between vertical wood posts on opposite side of the diagonal web member) to exceed a maximum of 30 inches. b. The design process is halted until an error is corrected. Portal Input (Steps 16 through 19) 16. Horizontal Header Truss a. Enter the Truss Depth (ft), Number of Panels (horizontal), TC (Top Chord) Count maximum of 3-2x, BC (Bottom Chord) Count maximum of 4-2x (maximum number of members in chords). b. Web Configuration Select Warren or K-Web. c. Optional left and right 4x Post Enter a distance to add up to 2-4x posts in the Horizontal Header Truss d. Optional 4x Post center Check this box to automatically add a 4x post at the center of the Horizontal Header Truss. e. Optional 2-2x Posts at center Check this box to automatically add 2-2x posts at the center of the Horizontal Header Truss. f. Input the Lumber specie and grade in to the TC Lumber, BC Lumber, Web Lumber and Post Lumber fields. g. The Post Lumber input is the specie and grade for the Left and Right 4x posts and 4x Post at center. The 2-2x Posts at the center will be analyzed with the Web Lumber specie and grade. 17. Horizontal Beam, when solid beam (header) is used in portal a. Enter a 0 in the Truss Depth (ft) field. b. Select a Horizontal Beam Depth (ft) from the dropdown list and enter the Beam Lumber specie and grade. 18. Columns (not posts) a. Input Post Lumber, Web Lumber and Blocking Lumber in the fields. b. Input left and right Column widths. c. Input left and right Column Panels (distance between 2 diagonal web members on a post) in increments of 0.5 (0.5 = 1/2 vertical panel). d. Select Short or Tall Column. Short Column portal designs are typically used in single level applications (interior post stops at bottom of truss/beam). Tall column portal designs are used for multi-level applications. Tall column designs allow for ATR to pass through the portal header to the level above. e. Column Posts Select from the dropdowns a maximum of 6 for Outside posts, 2 for Middle posts, and 2 for Inside posts. Input the post width starting at a minimum of 1.5 inches (or 2x). 19. Center Sill (connection between the top chord of the sill and the column on either side provides out-of-plane support only) a. Enter vertical height dimension of Non-Structural Sill b. Sill Track Splice Location Enter in an optional Sill Track splice location. Unless spliced, the Sill Track is one continuous member spanning the entire length of the of the portal. 20. Applied Loads a. Gravity Loads Obtained from EOR, Dead and Live i. Distributed Loads at top. ii. Point Loads at top. iii. Distributed Load at bottom (Portal) iv. Point Loads at bottom (Portal) b. Lateral Loads Obtained from EOR, which must be calculated in accordance with Section 4.1 of this report i. Seismic Load by line or tributary area ii. Wind

9 ESR-2807 Most Widely Accepted and Trusted Page 8 of Load Combinations and Factors, ASD (2012 IBC Section ) a. Smart Components, all members, are analyzed for all the following load combinations: i. E+ or E- ii. L or L r iii. W+ or W- iv. D or D + L or D + L r v. D L L r vi. D L vii. D + W viii. D W ix. D W L L r x. D 0.75W +0.75L L r xi. 0.6D + W xii. 0.6D W xiii. D S DS D + E xiv. D S DS D E xv. D S DS D E L S xvi. D S DS D E L S xvii. 0.6D S DS D + E xviii. 0.6D S DS D -E b. S DS must be entered manually. 22. Accumulated loads from vertical gravity and horizontal seismic/wind and overturning must be accounted for in each level of a stacked condition. Loads from the level above are accumulated with the loads from the level under design. STAGE B: Structural Analysis. During this stage, the software performs the following tasks: (1) Creates a structural model based on input information on the physical structure consisting of Smart Component panels and portals, other structural members and connections, in order to establish a complete load path; and (2) Analyses the structural model and results in predicted structural response (structural demand) in members, connections and overall structural system, such as member force, member stress, member deformation, and lateral drift at the top of the Smart Component panel and portal. Within the structural model, the continuous wood members such as wood posts, top chords and bottom chords of portals, are modeled as beam elements with bending, shear and axial stiffness; the webs and diagonal members are modeled as truss elements with axial stiffness only; and connections at the end of wood members with MCPs are modeled as pin connections such that MCPs possess infinite stiffness for resisting forces between wood members, and zero strength and stiffness for resisting bending moments at the end of wood members. STAGE C: Structural Design (steps 23 through 27). During this stage, structural demand such as stress and drift calculated in Stage B is compared against structural capacity (allowable loads based on code provisions, material properties and geometrical dimensions entered in Stage A), in order to satisfy compliance conditions, requiring that structural demand is less than structural capacity, with additional requirements specified in the design procedure for truss joints. At each truss joint, as described in Step 25 of the Appendix A of this report, the maximum JSI must be greater than CSIs of all members that are connected by the metal connector plate. If structural demand does not satisfy the compliance conditions, the design process in Stages A through C must be repeated until the compliance conditions are satisfied. The software makes automatic selections based on minimum capacities of T2 Anchor, ATR and Lumber. The software has option for designer to select alternates if structural demand exceeds the structural capacity of the selected component. 23. Overturning moment (floor-to-floor plus accumulated overturning reaction from above) OTM = V * h sx ), in kips (EQ A-1) OTM = overturning moment, in-kips V = story shear at level x, kips h sx = the story height below Level x, in. a. Check Net Tension/Uplift (in program) for all members effected. Check the demand against capacity to ensure the preliminary design selection is adequate. OTM T = OTM RM, in kips OTM T = net Tension Overturning Moment, in-kips RM = resisting moment from dead load, in-kips T demand = OTM T / d lr Tension/Uplift to posts, kips (EQ A-2) d lr = lever arm (horizontal dimension between centers of resistance in Tension and in Compression), in. i. Verify the selected T2 Anchor is adequate for the applied tension load (capacity from ESR-3105) ii. Verify the selected Cinch Nut (CNX) is adequate for the applied tension load (capacity from ESR-2190) iii. Verify the selected ATR (All Thread Rod) is adequate for the accumulated tension load at the level being designed Allowable tension load of ATR must be the lower of allowable tensions loads for tensile yielding (determined per AISC Section D2) and tensile rupture (lower value of allowable loads determined per AISC Section D2 and Section J3.6) iv. Check sandwich posts for Tension (must be the lower of the two cases) Post tension Capacity = F t * (A g or A n ), kips (EQ A-2.1) F t = adjusted tension design value parallel to grain calculated in accordance NDS, ksi A g = gross area of post, in 2 A n = net area of post (post area reduced by holes), in 2 b. Check net compression (in program)

10 ESR-2807 Most Widely Accepted and Trusted Page 9 of 15 C = DL + (OTM / d lr ) = net compression to posts, kips DL = direct dead load to post (EQ A-3) i. Check sandwich posts for Compression (in program) Single Post Compression Capacity = F c * (A g or A n ) = F c * C p *C D * (A g or A n ), kips (EQ A-3.1) F c = reference compression design value parallel to grain, ksi F c = F c * C P * C D = adjusted compression value parallel to grain, calculated per 2012 NDS Chapter 4,ksi C p = column stability factor, calculated per 2012 NDS Section C D = load duration factor, per 2012 NDS Section 2.3 A g = gross area of a post, in 2 A n = net area of a post, in 2 P = compression load, including compression load calculated per EQ A-3 and applicable load combinations in Step 21, kips Number of Posts Required (must be the larger value calculated per EQ A-3.2 and EQ A-3.3, rounding up to an integer) = P/(F c * A n ) (EQ A-3.2) P/(F c * A g ) (EQ A-3.3) ii. Check bearing of sandwich posts (at top & bottom of sandwich post) for compression load (in program) Perpendicular to grain F c > P / A n, ksi (EQ A-3.4) F c = adjusted compression value parallel to grain, calculated per 2012 NDS Chapters 3 and 4, ksi P = compression load, including compression load calculated per EQ A-3 and applicable load combinations in Step 21, kips Parallel to grain (on squash block) F* c > P / A n, ksi (EQ A-3.5) F* c = reference compression design value parallel to grain multiplied by all applicable adjustment factors except C P, calculated per 2012 NDS Section 3.7, ksi Check capacity of added steel bearing plate (2012 NDS Section ) (0.75) (F* c )> P / A s, ksi : A s = area of steel plate, in Checking ATR (and anchor bolts, if required) at base for combined tension and shear forces, and design for shear transfer at each level (see Step 23 for tension and shear demand): a. Check ATR at base for combined tension and shear stress to ensure compliance with the (EQ A-4), (in program) T demand + V demand 1.0 (EQ A-4) T allow V allow T demand = Applied tension load on ATR at base level, see Step 23, kips V demand = Applied shear load on ATR at base level, see Step 23, kips T allow = Allowable tension load of ATR, which must be the lower of allowable tensions loads for tensile yielding (determined per AISC Section D2) and tensile rupture (lower value of allowable loads determined per AISC Section D2 and Section J3.6), kips V allow = Allowable shear load of ATR, which must be the least of allowable shear loads for shear yielding (determined per AISC Section J4.2), shear rupture (lower value of allowable loads determined per AISC Section J3.6 and Section J4.2) and bearing strength (determined per AISI S Section E3.3.2). ATR must have adequate edge and end distance such that limit states related to edge and end distance do not govern over the bearing strength. Steel track shear rupture strength and block shear rupture strength (determined per AISI S E6) must be equal to or larger than the bearing strength (determined per AISI S Section E3.3.2), kips b. If ATRs alone do not satisfy combined stress requirements in Step 24a, above, then additional steel anchor bolts are required. Steel anchor bolts must be 5/8 inch diameter x 12 inch long, conforming to ASTM A36 or ASTM A307. ATRs and steel anchor bolts must satisfy combined stress requirements in Step 24a, except that applied tension loads on steel anchor bolts are zero. c. Design for number of screws from side of track to Smart Component sill and posts for shear transfer. (in program) Number of screws required = V / shear capacity of single wood screw (EQ A-4.1)

11 ESR-2807 Most Widely Accepted and Trusted Page 10 of 15 Wood screw must be Simpson SDS Heavy Duty Connector Screw ¼ inch x2 inches (ICC-ES ESR- 2236), and its allowable shear capacity must be determined in accordance with ICC-ES ESR d. Shear Transfer between horizontal diaphragm and Smart Component panels and portals: must be designed by RDP responsible for the building design in accordance with this evaluation report. 25. Truss Plated Joints (in program) a. Truss Plated Joints are selected from approved metal connector plates described in Section of this report. (ICC- ES ESR-1311 [MT20HS] or ESR-1988 [MT18HS and MT20]). b. Truss Plated Joints are analyzed for all applicable load combinations, considering all applicable load directions (in program). c. Truss Plated Joints are analyzed for holding, tension, and shear (in program). d. A Joint Stress Index (JSI) of each truss plated joint is the ratio of applied loads over allowable loads. The maximum JSI of each truss plated joint is the maximum value of JSIs calculated for the joint, considering all applicable load combinations and for all limit states (i.e., holding, tension and shear), which must be less than e. A Combined Stress Index (CSI) of a wood member in Smart Component Panels or Portals is the ratio of applied loads over allowable loads for each applicable load combination, which must be less than f. At each truss joint, the maximum JSI must exceed the CSIs of all wood members that are connected by the MCP, considering all applicable load combinations. 26. Calculate lateral drifts at ASD load level (wind and seismic loads), at each level (in program) a. Calculate lateral deflection of panels and portals, excluding elements and connections in Step b (in program), inch. b. Determine vertical displacement from the ATR, CN, T2 and wood deformation i. ATR elongation, inch. P t l e Ae E (EQ A-5) P t = accumulated Tension load to rod, kips l e = distance between T2 hold-downs, in. A e = net area of rod, in 2 E = modulus of elasticity of rod, ksi ii. CN slip/deflection (from ICC-ES ESR-2190), inch. iii. T2 slip (from ICC-ES ESR-3105), inch. iv. Wood deformation, maximum load case (in program), inch. Needs to be considered at top and bottom of Sandwich Posts regardless of bearing plates.

12 ESR-2807 Most Widely Accepted and Trusted Page 11 of 15 Smart Component Sandwich Post P Sill Plate a 1 Wood Deformation Calculation F c (for Douglas Fir-Larch) = 625 psi (in a 1 F c is for the rim joist//blocking and in b 1 F c is for the dbl p-late) Plywood 1:1 typ Wood Deformation at F c = 0.04 inches (ASD) & = 0.14 inches (for wood on wood) 2" Local deformation P = load, lbs Rim Joist Zone or Local Deformation at a 1, wda1 = [(P/a 1 t a1 ) /F c ]*0.14 Blocking L for Elastic Deformation (E t /20) ( wda1 = 0 if squash block is used at rim) PL/AE t Elastic Deformation = tansverese = PL/AE t 2" Local Deformation Local Deformation at b 1, wdb1 = [(P/a 1 t b1 )/Fc ]*0.14 Dbl Top Plates Zone Wood Deformation = wda1 + tansverese + wdb1 b 1 Sandwich Post Below Typical Section at Floor Above Base a 1 Wood moisture content will affect the deformation. t x = depth/thickness of the wood member identified in the subscript, in Sandwich post to rim/blkg or squash block (parallel to grain or proprietary block) - 3" open space between sandwich posts b 1 Sandwich post beloe to dbl plate - 3" open space between sandwich posts E t Transverse Modulus of Elasticity L Length of Elastic Deformation A t x * ( a 1 + 4) c. Calculate total drift (drift demand):, [(ATR elongation + CN slippage + T2 slippage + wood deformation) * aspect ratio + deflection from Step 26a], inch (EQ A-6), C d * [(ATR elongation + CN slippage + T2 slippage + wood deformation) * aspect ratio + deflection from Step 26a] / 0.7, inch (EQ A-7) : C d =4, as defined in Section 4.1 of this evaluation report i. Aspect Ratios 1. Narrow Panel & Segmented Panel = / 2. Portal = / h p = height of panel, inch. w =width of panel, inch. w ATR = distance from outer edge of panel to center of ATR, inch. h pc = height of narrowest portal column, inch. w nc = width of narrowest portal column, inch. d. Check drift demand against allowable drift (Risk Category I or II),,,, : Allowable drift for Seismic load:, = 0.025h sx, for 4 stories or less, inch., = 0.020h sx, for 5 stories or more, inch.

13 ESR-2807 Most Widely Accepted and Trusted Page 12 of 15 Allowable drift for Wind load:, 180, inch the story height below Level x, inch 27. Check for capacity of wood members at Predrilled Holes (in program) a. Tension and Compression:, b. Bending: ; c. 1 CSI = maximum combined Stress Index (for holding, tension and shear) for metal connector plates that are attached to the wood member with holes; b = 3 ½ inches for 4 inch walls and 5 ½ inches for 6 inch walls

14 ESR-2807 Most Widely Accepted and Trusted Page 13 of 15 Narrow Panel Portal with Sill Multi-Segmented Panel Portal without Sill FIGURE 1 SMART COMPONENT CONFIGURATIONS

15 ESR-2807 Most Widely Accepted and Trusted Page 14 of 15 FIGURE 2 TYPICAL INSTALLATION ON CONCRETE FOUNDATION FIGURE 3 TYPICAL SQUASHH BLOCK

16 ESR-2807 Most Widely Accepted and Trusted Page 15 of 15 FIGURE 4 TYPICAL BLOCKING AT MULTI-STORY INSTALLATION