Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

The product described in this Uniform Evaluation Service (UES) Report has been evaluated as an alternative material, design or method of construction in order to satisfy and comply with the intent of the provision of the code, as noted in this report, and for at least equivalence to that prescribed in the code in quality, strength, effectiveness, fire resistance, durability and safely, as applicable, in accordance with IBC Section 104.11. This document shall only be reproduced in its entirety.

Copyright © 2017 by International Association of Plumbing and Mechanical Officials. All rights reserved. Printed in the United States. Ph: 1-877-4IESRPT • Fax: 909.472.4171 web: www.uniform-es.org • 4755 East Philadelphia Street, Ontario, California 91761-2816 – USA

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EVALUATION SUBJECT: STRONG FRAME® ORDINARY STEEL MOMENT FRAME REPORT HOLDER: Simpson Strong-Tie Company Inc. 5956 West Las Positas Boulevard Pleasanton, California 94588 (800) 999-5099 www.strongtie.com CSI Division: 05 METALS CSI Section: 05 12 00 Structural Metal Framing 1.0 SCOPE OF EVALUATION 1.1 Compliance to the following codes & regulations:

• 2015 International Building Code® (2015 IBC) • 2015 International Residential Code® (2015 IRC) • 2012 International Building Code® (2012 IBC) • 2012 International Residential Code® (2012 IRC) • 2009 International Building Code® (2009 IBC) • 2009 International Residential Code® (2009 IRC)

1.2 Properties assessed:

• Structural

2.0 PRODUCT USE Strong Frame® ordinary steel moment frames are pre-designed, factory-built steel moment frames designed and fabricated to support vertical gravity loads and to resist lateral loads resulting from wind or earthquakes. Frames may be used to resist lateral loads either alone or in combination with other lateral force resisting systems defined in ASCE 7 Table 12.2-1 in accordance with Section 4.1.2 of this report. Frames are also permitted to replace braced wall panels specified in Section 2308.6.2 of the 2015 IBC, Section 2308.9.3 of the 2012 and 2009 IBC, and Section R602.10 of the IRC in accordance with Section 4.1.3 of this report. 3.0 PRODUCT DESCRIPTION 3.1 Product information: Strong Frame ordinary steel moment frames fit within a standard 2x6 wood stud wall although the frames are not limited to wood frame construction. Beam and column sections are welded, built-up I-shaped members as shown in Figure 2 of this report. Frame models are created by combining standardized column sizes (6", 9", 12", 15", 18" and 21" wide) with standardized beam sizes (9", 12", 16" and 19" deep). Beam

and column models covered by this report are listed in Tables 1A and 1B of this report, respectively. Moment frames are factory-built components, supplied disassembled with pre-installed wood nailers on the beam and column sections. Columns are anchored to the foundation using anchor bolts and are connected to the beam using field-installed high-strength bolts. No field welding is required for their installation. 3.1.1 Standard 1-Story Frames: Standard 1-story Strong Frame ordinary steel moment frame models are created by combining standard column sizes of pre-determined heights with standard beam sizes of pre-determined lengths. Standard models are listed by clear opening width and nominal frame height in Table 1C of this report, and are illustrated in Figure 1 of this report. MFSL and MFAB anchorage assembly information is shown in Figure 4 of this report. 3.1.2 Custom 1-Story Frames: Custom 1-story Strong Frame ordinary steel moment frames with dimensions, loads, and/or members other than those listed in Table 1C of this report are created by combining standardized or custom column and beam sizes of custom heights and/or lengths, respectively. Custom 1-story frames shall comply with Simpson Strong-Tie’s design procedure referenced in Section 6.1 of this report and are limited to clear opening widths between 5’-0” and 24’-0” and frame heights between 6’-0” and 21’-0”. MFSL and MFAB anchorage assembly information shown in Tables 4 and 5 and Figure 4 of this report is also applicable to custom frames. 3.1.3 Custom 2-Story Frames: Custom 2-story Strong Frame ordinary steel moment frames are created with two same size columns and two beams spanning between the columns. For the 2-story frames, clear opening widths are limited to a minimum of 5’-0” and a maximum of 24’-0”. Story heights for both the 1st story and 2nd story are limited to a minimum of 6’-0” and a maximum of 20’-0”, with a maximum total frame high limit of 35’-0”. Custom 2-story frames shall comply with Simpson Strong-Tie’s design procedure referenced in Section 6.1 of this report. 3.2 Material information: 3.2.1 Structural Shapes: Proprietary structural steel beam and column shapes, including beam end plates, column stiffeners, column cap plates and column base plates are described in the manufacturer’s quality documentation. Shapes are fabricated from steel bars and plates conforming to ASTM A572 Grade 55, ASTM A529 Grade 55 or ASTM A1011 HSLAS Grade 55 with a minimum yield strength of 55,000 psi (380 MPa) and a minimum tensile strength of 70,000 psi (485 MPa).

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

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3.2.2 Shear Lug Anchorage Assemblies: Proprietary shear lug assemblies are described in the manufacturer’s quality documentation and are fabricated from L-shaped anglesconforming to ASTM A36 with a minimum yield strength of 36,000 psi (250 MPa), minimum tensile strength of 58,000 psi (400 MPa), and minimum elongation of 21 percent in 2 inches. 3.2.3 Weld Filler Metal: All welding is performed with minimum E70XX electrodes having a minimum Charpy V-notch toughness of 20 ft-lbs at 0°F. Welding for joints designated as demand critical is performed with electrodes having a minimum Charpy V-notch toughness of 20 ft-lbs at 0°F and 40 ft-lbs at 70°F. Electrodes shall conform with all requirements of AWS D1.8 Tables 6.1 and 6.2 respectively. 3.2.4 Fastener Assemblies: Fastener assembly components include: high strength bolts conforming with ASTM A325, Type 1; compressible-washer-type direct tension indicators in conformance with ASTM F959 Type 325, with squirting orange silicon markers; heavy hex nuts conforming with ASTM A563 grade C, C3, D, DH, or DH3, or conforming with ASTM A194 grade 2H or 2HB; and hardened washers conforming with ASTM F436. 3.2.5 Bolts: Headed machine bolts and carriage bolts conform to ASTM A307 Grade A. 3.2.6 Anchor Bolts and Rods: The anchorage assemblies shown in this report are available from Simpson Strong-Tie® and include 5/8-inch-diameter (15.9 mm) and 3/4-inch diameter (19.1 mm) threaded rods. Standard strength anchors complying with ASTM F1554 Grade 36 or ASTM A36 are used in the MFSL_-__-KT and MFAB_-__-KT anchorage assemblies, and MF-ATR5EXT-_LS and MF-ATR5EXT-_LSG extension kits. High strength rods comply with ASTM A449 with a minimum tensile strength of 120,000 psi (826 MPa), and are used in the MFSL_-__HS-KT and MFAB_-__HS-KT anchorage assemblies, and the MF-ATR5EXT-_HS and MF-ATR5EXT-_HSG extension kits. 3.2.7 Threaded Rod Couplers: The proprietary 5/8-inch-diameter (15.9 mm) and 3/4-inch-diameter (19.1 mm) threaded couplers are described in the manufacturer’s quality documentation and are fabricated with the product material specifications noted in the quality documentation. 3.2.8 Installation Accessories: Finger shims and anchorage templates provided are fabricated from ASTM A653 Grade 33 material with G90 zinc galvanized finish. 3.2.9 Wood: Wood nailers are pre-attached and are Douglas Fir, No. 2 grade, minimum. Nailers are nominal 2-by-6 except for the beam top nailer for B12H, B16H and B19H beams, which are nominal 4-by-6.

3.2.10 Simpson Strong-Drive® Screws (SDS): Solutions utilizing SDS screws are based upon capacities published in a current evaluation report issued by an approved and accredited evaluation agency. 4.0 DESIGN AND INSTALLATION 4.1 Design 4.1.1 General: The design of Strong Frame® ordinary steel moment frames is standardized to conform to the codes listed in Section 1.0 of this report. Representative in-plane Allowable Stress Design (ASD) shear values are shown in Table 2 of this report for 1-story standard frame models and Table 3A for 2-story frames. Tables 2 and 3A of this report apply to frames supported directly on normal weight concrete foundations with minimum specified compressive strength, f′c, of 2,500 psi. Tables 2 and 3A of this report are also applicable to installations where higher strength concrete is required by the Designer, or in accordance with IBC Section 1808.8.1. Allowable ASD in-plane shears provided in Tables 2 and 3A are applicable to ASD basic load combinations in IBC Section 1605.3.1. Applied vertical gravity loads, when used in combination with the shear loads in Tables 2 and 3A of this report, shall not exceed the corresponding allowable loads shown in the tables or stated in the table footnotes. Column shear and tension reactions are shown in Table 2 of this report, or may be calculated using the equations shown in the appropriate table footnotes. 4.1.2 Frame Design: The Strong Frame® ordinary moment frames conform to the requirements for ordinary steel moment frames in accordance with Section 12.2.1 and Table 12.2-1 of ASCE 7. The following seismic design coefficients and factors apply to the frame design:

SEISMIC FACTOR OR COEFFICIENT – 2009 IBC (ASCE 7-05), 2012&2015

(ASCE 7-10) Response Modification

Coefficient R = 3½

System Over-strength Factor Ωo = 31 Deflection Amplification

Factor Cd = 3 1 Ωo = 2.5 for structures with flexible diaphragms

Use of frames is subject to the Seismic Design Category limitations contained in Sections 12.2.1, 12.2.5.6, 12.2.5.7, and 12.2.5.8 and Table 12.2-1 of ASCE 7-05 or Sections 12.2.1, 12.2.5.6 and Table 12.2-1 of ASCE 7-10, and exception 1 in Section 1613.1 of the IBC. Where multiple Strong Frame® ordinary moment frames are used in combination, or a single frame is used in combination with other frames or other types of lateral force-resisting systems, design lateral loads shall be proportioned based on

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

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known relative stiffness, and design for seismic loading shall be in accordance with Section 12.2.3 of ASCE 7 as applicable. Relative stiffness for Strong Frame ordinary moment frames shall be derived from the load and drift values contained in this report. For other frames or lateral force-resisting systems, relative stiffness shall be calculated by a registered design professional. 4.1.2.1 Design Loads and Load Combinations: The drift and strength values contained in this report for Strong Frame ordinary steel moment frames are determined using Load and Resistance Factor Design (LRFD) methodology. Load combinations are determined in accordance with Section 1605.2 of the IBC and Section 12.4 of ASCE 7. Designs are applicable for seismic loads based on R = 3.5. For seismic design loads calculated using a higher value of R, demand loads shall be increased by multiplying by the ratio of R values. Allowable stress design (ASD) values for lateral loads are determined as VASD = 0.7xVLRFD and ∆ASD = 0.7x∆LRFD for seismic load combinations, and VASD = VLRFD/1.6 for wind load combinations.

Footnotes of Table 2 provide information regarding vertical gravity loads in combination with seismic and wind loads, and design for vertical seismic load effect. For frames with uniformly distributed gravity loads, vertical seismic loads are based on SDS = 1.0 and an allowable stress design uniformly distributed dead load of 800 plf. Where SDS > 1.0, the dead load shall be adjusted in accordance with the table footnotes. The registered design professional shall include the self-weight of the moment frame and other building mass tributary to the frame when determining the design lateral seismic load on the frame. Lateral stability of the gravity framing system and its effect on the ordinary moment frames has been evaluated in accordance with AISC 360-05, Section C2.2a, and AISC 360-10, Section C1.2. All gravity-only load combinations include a minimum lateral load equal to 20 percent of the maximum allowable ASD in-plane shear listed in Tables 2 and 3A of this report. Column K factors have been determined from a sidesway buckling analysis of the frames. Applications that do not conform to these conditions shall be evaluated by a registered design professional. 4.1.2.2 Member Design: Moment frame members are designed in accordance with AISC Specification for Structural Steel Buildings (ANSI/AISC 360-05 and ANSI/AISC 360-10) and AISC Seismic Provisions for Structural Steel Buildings (ANSI/AISC 341-05 and ANSI/AISC 341-10). Beams are designed assuming an unbraced length equal to the beam span, and therefore do not require lateral bracing within their span. Lateral and torsional bracing at the ends of beams, bracing at the top of columns, and beam of mid-level beam to column connections for 2-story frames shall be specified by a registered design

professional. Column base plates (Table 3C of this report) are designed in accordance with the procedures contained in AISC Steel Design Guide 1 – Base Plate and Anchor Rod Design, Second Edition. Welding of built-up sections is in accordance with Structural Welding Code – Steel (AWS D1.1) and AWS D1.8. 4.1.2.3 End Plate Connection: The end plate moment connections (Table 3B) are designed and detailed in accordance with AISC Steel Design Guide 4 – Extended End-Plate Moment Connections, Second Edition, and AISC Steel Design Guide 16 – Flush and Extended Multiple-Row Moment End-Plate Connections. Structures assigned to Seismic Design Category D, E, or F require pretensioned high-strength bolts. Structures assigned to Seismic Design Category A, B, or C may use snug-tight bolts when the seismic design is based on R ≤ 3, otherwise pretensioned bolts are required. The registered design professional shall designate whether pretensioned or snug-tight joints are required. 4.1.2.4 Nailers: Attachment of the wood nailer to the moment frame beam is designed as a collector element in accordance with Section 12.10.2.1 of ASCE 7, using the effect of horizontal seismic forces including structural overstrength, Emh, as defined in Section 12.4.3 of ASCE 7. Allowable nailer loads are shown in Table 3D of this report. 4.1.3 Braced Wall Panels: The frames are permitted under Section 2308.8.2 of the 2015 IBC, 2308.4.2 of the 2009 and 2012 IBC and Section R301.1.3 of the IRC to be used as an alternative to braced wall panels specified in Section 2308.6.2 of the 2015 IBC, 2308.9.3 of the 2009 and 2012 IBC and Section R602.10 of the IRC. Replacement of braced wall panels shall be based on providing a frame of equal or greater lateral load capacity to the braced wall panels being replaced. Frames shall be spaced in accordance with the IRC and IBC wall bracing requirements. For spacing layout, the center of each column shall be considered the center of the braced wall panel. 4.1.4 Anchorage to Concrete: Tables 4 and 5 and Figure 4 of this report provide tension and shear anchorage utilizing the MFSL and MFAB anchorage assemblies in concrete. Tables 4 and 5 provide allowable tension and shear reactions applicable to wind design (Table 4) and seismic designs with R≤3.0 or R=3.5 (Table 5). MFSL and MFAB anchorage assemblies are only recognized for use with Strong Frame® ordinary moment frames. Use of MFSL or MFAB anchorage assemblies in other applications is beyond the scope of this report.

Tension anchorage designs for 2009 IBC, 2012 IBC, and 2015 IBC are based on ACI 318-08 Appendix D, ACI 318-11 Appendix D, and ACI 318-14 Chapter 17, respectively; anchorage for seismic resistance complies with the ductility

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

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requirements of ACI 318-08 D.3.3.4, D.3.3.5, or D.3.3.6, ACI 318-11 D3.3.4.3 option b or d, ACI 318-14 Section 17.2.3.4.3, respectively. Shear anchorage designs for the MFSL assemblies are based on AISC Design Guide 1 – Base Plate and Anchor Rod Design, Second Edition. Shear anchorage designs for the MFAB assemblies comply with ACI 318-11 Chapters 10 and 11, or ACI 318-14 chapters 17 and 18. Frames that are installed close to a free edge of concrete require closed tie and hairpin tie reinforcement in accordance with Figure 4. Shear anchorage solutions in Tables 5B and 5C comply with AISC 341-10 Section D2.6 and AISC 341-05 Section 8.5 for seismic design using R=3.5. Anchorage designs in concrete consider tension and shear separately; interaction of tension and shear concrete failure surfaces is beyond the scope of this report. As an alternative to the solutions included in this report, anchorage may be designed by a registered design professional in accordance with Chapter 19 of the IBC as indicated in Section 5.5 of this report. The design of post-installed anchors is outside the scope of this report. However adhesive or mechanical anchors, recognized in a current evaluation agency report for installation in concrete or masonry, are permitted in lieu of cast-in-place anchor bolts, provided calculations and details showing the adequacy of the anchors to resist the imposed loads are prepared by a registered design professional and are submitted to and approved by the code official. Applications on masonry foundations are outside the scope of this report, however it may be permitted provided calculations and construction details are prepared by a registered design professional and are submitted to and approved by the code official to substantiate the connection to and adequacy of the supporting masonry for the loads imposed by the moment frame, including the effects of shear and overturning. 4.2 Installation 4.2.1 Frame: Strong Frame® ordinary steel moment frames shall be installed directly on concrete or masonry foundations or walls in accordance with manufacturer’s installation instructions, the applicable code, and this report. Bolts connecting the beam to the columns shall be tightened in accordance with the manufacturer’s installation instructions for either a snug-tight joint or a pretensioned joint, as designated by the registered design professional. Installation details shown in Figures 4 to 6 of this report represent typical surrounding conditions. A registered design professional shall establish details and specifications, in accordance with the applicable code and subject to the approval of the code official, to accommodate specific conditions that vary from the typical conditions depicted in this report.

4.2.2 Top Plate: For 1-story frames and the top-level beam of 2-story frames, install the upper most plate from the adjacent wall continuous over the moment frame beam nailer. The required connection of the field-installed plate to the beam nailer for 1-story frames is shown in Table 2 of this report, unless an alternate connection is specified by the registered design professional. Connection to the adjacent wall at the mid-level beam of 2-story ordinary steel moment frames shall be specified by the registered design professional. 4.2.3 Base Plate Grout: Non-shrink grout complying with ASTM C1107 with a minimum compressive strength of 5,000 psi shall be placed below the column base plates after the frame members are plumb and level, and all bolts are tightened. The grout pad shall be a minimum of ¾ inch thick and no more than 2 inches thick. Frame height dimensions in Figure 1 of this report are based on a grout thickness of 1-½ inches and shall be adjusted for other grout pads. The registered design professional may specify installation of base plates directly on concrete without grout, provided they are set level, to the correct elevation, and with full bearing. 4.2.4 Adjustments and Modifications: The finger shims provided may be used to adjust the beam-to-column connections. For gaps between the beam end plate and column flange less than 1/8 inch under the bolt heads during installation, draw plates together by tightening the bolts. If the gap exceeds 1/8 inch, shims shall be installed. Gaps away from the bolt heads are permitted. If the connection plates cannot be drawn together sufficiently through bolt tightening, additional shims are required. Total thickness of shims under each bolt head shall not exceed ¼ inch. To install shims, loosen connection bolts and slide provided shims around the bolts on both sides of the connection. Verify shims are flush with the outside of the connection plates. Re-tighten bolts as required to draw the connection tight against the shims and tighten bolts in accordance with Section 4.1.2.3 of this report. Field replacement of the pre-attached wood nailers may be permitted when the replacement member has the same or greater capacity and dimensions and is attached to the frame member using fasteners of at least the same size, strength, and quantity. Wood members shall conform to Section 3.2.9 of this report, fit tight to the member and be a continuous full-length piece. Capacity of the connection, including the effect of countersunk bolts if used, shall be determined by the registered design professional. Beams and columns are prefabricated with penetrations in both the web and flange to allow for electrical, plumbing, and mechanical system access. Holes may be bored through the wood nailers at locations corresponding to an access hole in the flange. Additional allowable beam and column penetrations are shown in Figure 3 of this report. Figure 3 identifies the required no weld zone where additional welding

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

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is not permitted, and provides information for adjusting the height of the top of the frame using shims or additional nailers. 4.3 Special Inspections When Strong Frame® ordinary steel moment frames are installed in an engineered application in jurisdictions governed by the IBC, special inspections of the installation are required in accordance with Chapter 17 of the code, and shall be specified by a registered design professional, unless the structure qualifies under the exceptions of Section 1704.1 of the 2009 IBC or Section 1704.2 of the 2012 and 2015 IBC. If special inspections are required, the inspections shall be included in the statement of special inspections prepared by the registered design professional. Special inspections are not required for structures designed in accordance with the IRC or Section 2308 of the IBC. Welding is performed on the premises of a fabricator registered and approved in accordance with the requirements of 2009 IBC Section 1704.2.2, 2012 IBC Section 1704.2.5.2, and 2015 IBC Section 1704.2.5.1 for fabricator approval; special inspections contained in IBC Section 1704 are not required. Special inspection of welding required by 2009 IBC Section 1707, 2012 IBC Section 1705.11, and 2015 IBC Section 1705.12 is completed during the manufacturing process, as described in the manufacturer’s quality documentation. 5.0 LIMITATIONS The Strong Frame® ordinary steel moment frames 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 Strong Frame 1-story ordinary steel moment frame sizes are limited to the standard width and height combinations set forth in this report. Alternatively, 1-story and 2-story custom frames complying with the size limitations described in Section 3.1.2 and Section 3.1.3 of this report and designed using the design procedures referenced in Section 6.1 of this report are recognized provided that design calculations showing compliance with the applicable code and this evaluation report are prepared by Simpson Strong-Tie and submitted to the code official for approval. 5.2 For engineered designs, ASD design loads and drifts shall not exceed the allowable loads and drifts determined in accordance with this report. For braced and alternate braced wall substitutions (as set forth in Section 4.1.3 of this report), the ASD design loads shall not exceed the allowable loads in this report. 5.3 Calculations and details justifying that the design loads do not exceed the allowable loads contained in this report, shall be submitted to the code official for approval, except for

braced and alternate braced wall substitutions noted in Section 4.1.3 of this report. The calculations and details shall 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 Strong Frame ordinary steel moment frame is considered a pre-manufactured ordinary moment frame and is subject to all design requirements and limitations for steel ordinary moment frames contained in the IBC and ASCE 7. In the case of the redundancy factor, the design professional shall determine loads to the frame in accordance with ASCE 7 12.3.4 for Moment Frames. In the case of vertical discontinuities per ASCE 7 12.3.3.3, the frame design shall include the special seismic load combinations as required therein. 5.5 For installations outside the scope of this report, calculations and details justifying that the use of the moment frame complies with the applicable code shall be submitted to the code official for approval. The calculations and details shall be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.6 Strong Frame ordinary steel moment frames shall be installed in accordance with this report, Simpson Strong-Tie Company Inc. instructions, and the building plans approved by the code official. 5.7 Design of the concrete foundation or masonry wall or foundation supporting the moment frames and other structural elements connected to the frames shall consider the loads imposed by the frames. The design is outside the scope of this report and shall comply with the applicable code. 5.8 Strong Frame® ordinary steel moment frames used in exterior walls shall be covered with an approved weather-resistant building envelope in accordance with the applicable code. 5.9 The ordinary moment frames are fabricated at Simpson Strong-Tie facilities under a quality control program that meets or exceeds the minimum requirements for the listee’s Quality Assurance System. 6.0 SUBSTANTIATING DATA 6.1 Strong Frame® Ordinary Steel Moment Frame Design Procedure. 6.2 Strong Frame® ordinary steel moment frame Installation Instructions. 6.3 Structural calculations in accordance with Chapters 16, 19, 22 and 23 of the applicable code.

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

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7.0 IDENTIFICATION The Strong Frame® ordinary steel moment frame models covered by this report are listed in Table 1C. Beam and column models covered by this report are listed in Tables 1A and 1B, respectively. Anchorage assembly models covered by this report are listed in Figure 4. The Strong Frame ordinary steel moment frames and their components are identified with labels that include the name of the manufacturer (Simpson Strong-Tie Company Inc.), and the number of the evaluation report (ER-164).

or IAPMO ER #164

Brian Gerber, P.E., S.E. Vice President, Technical Operations

Uniform Evaluation Service

Richard Beck, PE, CBO, MCP Vice President, Uniform Evaluation Service

GP Russ Chaney CEO, The IAPMO Group

For additional information about this evaluation report please visit www.uniform-es.org or email at info@uniform-es.org

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

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TABLE 1 - SIMPSON STRONG-TIESTRONG FRAME® ORDINARY STEEL MOMENT FRAME MODELS TABLE 1A - ORDINARY MOMENT FRAME BEAM MODELS MODELS1,2

Nominal Frame Clear Opening

Width Beam Length3

Model No.4

9" Beam 12" Beam

8 feet 8'-5" OMF-B9-8A OMF-B12-8A

10 feet 10'-5" OMF-B9-10A OMF-B12-10A

12 feet 12'-7" OMF-B9-12A OMF-B12-12A

14 feet 14'-7" OMF-B9-14A OMF-B12-14A

16 feet 16'-7" OMF-B9-16A OMF-B12-16A

18 feet 18'-7" OMF-B9-18A OMF-B12-18A

20 feet 20'-7" - OMF-B12-20A

Custom4 Varies OMF-BM-V-01X OMF-BM-V-01X

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N

1 Figure 1 of this report provides beam section dimensions.

2 Table 1C of this report provides frame designations using beam model numbers.

3 Beam length is measured from outside of endplate to outside of endplate.

4 16" and 19" beams available for custom 1-story and custom 2-story frames.

TABLE 1B - ORDINARY MOMENT FRAME COLUMN MODELS1,2

Nominal Frame Height

Column Height

Model No.5

6" Column4 9" Column 12" Column 15" Column

8 feet 7'-6¾" OMF-C6-8A OMF-C9-8A OMF-C12-8A OMF-C15-8A

9 feet 8'-6¾" OMF-C6-9A OMF-C9-9A OMF-C12-9A OMF-C15-9A

10 feet 9'-6¾" OMF-C6-10A OMF-C9-10A OMF-C12-10A OMF-C15-10A

12 feet 11'-6¾" OMF-C6-12A OMF-C9-12A OMF-C12-12A OMF-C15-12A

14 feet 13'-6¾" OMF-C6-15A OMF-C9-14A OMF-C12-14A OMF-C15-14A

16 feet 15'-6¾" OMF-C6-16A OMF-C9-16A OMF-C12-16A OMF-C15-16A

18 feet 17'-8¾" OMF-C6-18A OMF-C9-18A OMF-C12-18A OMF-C15-18A

19 feet 18'-8¾" OMF-C6-19A OMF-C9-19A OMF-C12-19A OMF-C15-19A

Custom5 Varies OMF-COL-V-01X OMF-COL-V-01X OMF-COL-V-01X OMF-COL-V-01X

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N 1 Figure 1 of this report provides column section dimensions.

2 Table 1C of this report provides frame designations using column model numbers.

3 Column height is measured from bottom of base plate to top of cap plate.

4 6" column not available for 2-story custom frames.

5 18" and 21" columns available for custom 1-story and custom 2-story frames.

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

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TABLE 1C – STANDARD 1-STORY ORDINARY MOMENT FRAME MODELS BY OPENING WIDTH AND NOMINAL HEIGHT2,3

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm 1 Clear opening width is shown in Figure 1 of this report. 2 Ordinary moment frame beams and columns are manufactured with pre-installed 2x6 wood nailers. 3 Standard 1-story and custom 1-story Ordinary moment frame model designations are follows:

8 feet 9 feet 10 feet 12 feet 14 feet 16 feet 18 feet 19 feetModel No. Model No. Model No. Model No. Model No. Model No. Model No. Model No.

8'-2" OMF69-8x8 OMF69-8x9 OMF69-8x10 OMF69-8x12 OMF69-8x14 OMF69-8x16 OMF69-8x18 OMF69-8x198'-2" OMF612-8x8 OMF612-8x9 OMF612-8x10 OMF612-8x12 OMF612-8x14 OMF612-8x16 OMF612-8x18 OMF612-8x198'-2" OMF99-8x8 OMF99-8x9 OMF99-8x10 OMF99-8x12 OMF99-8x14 OMF99-8x16 OMF99-8x18 OMF99-8x198'-2" OMF912-8x8 OMF912-8x9 OMF912-8x10 OMF912-8x12 OMF912-8x14 OMF912-8x16 OMF912-8x18 OMF912-8x198'-2" OMF129-8x8 OMF129-8x9 OMF129-8x10 OMF129-8x12 OMF129-8x14 OMF129-8x16 OMF129-8x18 OMF129-8x198'-2" OMF1212-8x8 OMF1212-8x9 OMF1212-8x10 OMF1212-8x12 OMF1212-8x14 OMF1212-8x16 OMF1212-8x18 OMF1212-8x198'-2" OMF1512-8x8 OMF1512-8x9 OMF1512-8x10 OMF1512-8x12 OMF1512-8x14 OMF1512-8x16 OMF1512-8x18 OMF1512-8x1910'-2" OMF69-10x8 OMF69-10x9 OMF69-10x10 OMF69-10x12 OMF69-10x14 OMF69-10x16 OMF69-10x18 OMF69-10x1910'-2" OMF612-10x8 OMF612-10x9 OMF612-10x10 OMF612-10x12 OMF612-10x14 OMF612-10x16 OMF612-10x18 OMF612-10x1910'-2" OMF99-10x8 OMF99-10x9 OMF99-10x10 OMF99-10x12 OMF99-10x14 OMF99-10x16 OMF99-10x18 OMF99-10x1910'-2" OMF912-10x8 OMF912-10x9 OMF912-10x10 OMF912-10x12 OMF912-10x14 OMF912-10x16 OMF912-10x18 OMF912-10x1910'-2" OMF129-10x8 OMF129-10x9 OMF129-10x10 OMF129-10x12 OMF129-10x14 OMF129-10x16 OMF129-10x18 OMF129-10x1910'-2" OMF1212-10x8 OMF1212-10x9 OMF1212-10x10 OMF1212-10x12 OMF1212-10x14 OMF1212-10x16 OMF1212-10x18 OMF1212-10x1910'-2" OMF1512-10x8 OMF1512-10x9 OMF1512-10x10 OMF1512-10x12 OMF1512-10x14 OMF1512-10x16 OMF1512-10x18 OMF1512-10x1912'-4" OMF69-12x8 OMF69-12x9 OMF69-12x10 OMF69-12x12 OMF69-12x14 OMF69-12x16 OMF69-12x18 OMF69-12x1912'-4" OMF612-12x8 OMF612-12x9 OMF612-12x10 OMF612-12x12 OMF612-12x14 OMF612-12x16 OMF612-12x18 OMF612-12x1912'-4" OMF99-12x8 OMF99-12x9 OMF99-12x10 OMF99-12x12 OMF99-12x14 OMF99-12x16 OMF99-12x18 OMF99-12x1912'-4" OMF912-12x8 OMF912-12x9 OMF912-12x10 OMF912-12x12 OMF912-12x14 OMF912-12x16 OMF912-12x18 OMF912-12x1912'-4" OMF129-12x8 OMF129-12x9 OMF129-12x10 OMF129-12x12 OMF129-12x14 OMF129-12x16 OMF129-12x18 OMF129-12x1912'-4" OMF1212-12x8 OMF1212-12x9 OMF1212-12x10 OMF1212-12x12 OMF1212-12x14 OMF1212-12x16 OMF1212-12x18 OMF1212-12x1912'-4" OMF1512-12x8 OMF1512-12x9 OMF1512-12x10 OMF1512-12x12 OMF1512-12x14 OMF1512-12x16 OMF1512-12x18 OMF1512-12x1914'-4" OMF69-14x8 OMF69-14x9 OMF69-14x10 OMF69-14x12 OMF69-14x14 OMF69-14x16 OMF69-14x18 OMF69-14x1914'-4" OMF612-14x8 OMF612-14x9 OMF612-14x10 OMF612-14x12 OMF612-14x14 OMF612-14x16 OMF612-14x18 OMF612-14x1914'-4" OMF99-14x8 OMF99-14x9 OMF99-14x10 OMF99-14x12 OMF99-14x14 OMF99-14x16 OMF99-14x18 OMF99-14x1914'-4" OMF912-14x8 OMF912-14x9 OMF912-14x10 OMF912-14x12 OMF912-14x14 OMF912-14x16 OMF912-14x18 OMF912-14x1914'-4" OMF129-14x8 OMF129-14x9 OMF129-14x10 OMF129-14x12 OMF129-14x14 OMF129-14x16 OMF129-14x18 OMF129-14x1914'-4" OMF1212-14x8 OMF1212-14x9 OMF1212-14x10 OMF1212-14x12 OMF1212-14x14 OMF1212-14x16 OMF1212-14x18 OMF1212-14x1914'-4" OMF1512-14x8 OMF1512-14x9 OMF1512-14x10 OMF1512-14x12 OMF1512-14x14 OMF1512-14x16 OMF1512-14x18 OMF1512-14x1916'-4" OMF69-16x8 OMF69-16x9 OMF69-16x10 OMF69-16x12 OMF69-16x14 OMF69-16x16 OMF69-16x18 OMF69-16x1916'-4" OMF612-16x8 OMF612-16x9 OMF612-16x10 OMF612-16x12 OMF612-16x14 OMF612-16x16 OMF612-16x18 OMF612-16x1916'-4" OMF99-16x8 OMF99-16x9 OMF99-16x10 OMF99-16x12 OMF99-16x14 OMF99-16x16 OMF99-16x18 OMF99-16x1916'-4" OMF912-16x8 OMF912-16x9 OMF912-16x10 OMF912-16x12 OMF912-16x14 OMF912-16x16 OMF912-16x18 OMF912-16x1916'-4" OMF129-16x8 OMF129-16x9 OMF129-16x10 OMF129-16x12 OMF129-16x14 OMF129-16x16 OMF129-16x18 OMF129-16x1916'-4" OMF1212-16x8 OMF1212-16x9 OMF1212-16x10 OMF1212-16x12 OMF1212-16x14 OMF1212-16x16 OMF1212-16x18 OMF1212-16x1916'-4" OMF1512-16x8 OMF1512-16x9 OMF1512-16x10 OMF1512-16x12 OMF1512-16x14 OMF1512-16x16 OMF1512-16x18 OMF1512-16x1918'-4" OMF69-18x8 OMF69-18x9 OMF69-18x10 OMF69-18x12 OMF69-18x14 OMF69-18x16 OMF69-18x18 OMF69-18x1918'-4" OMF612-18x8 OMF612-18x9 OMF612-18x10 OMF612-18x12 OMF612-18x14 OMF612-18x16 OMF612-18x18 OMF612-18x1918'-4" OMF99-18x8 OMF99-18x9 OMF99-18x10 OMF99-18x12 OMF99-18x14 OMF99-18x16 OMF99-18x18 OMF99-18x1918'-4" OMF912-18x8 OMF912-18x9 OMF912-18x10 OMF912-18x12 OMF912-18x14 OMF912-18x16 OMF912-18x18 OMF912-18x1918'-4" OMF129-18x8 OMF129-18x9 OMF129-18x10 OMF129-18x12 OMF129-18x14 OMF129-18x16 OMF129-18x18 OMF129-18x1918'-4" OMF1212-18x8 OMF1212-18x9 OMF1212-18x10 OMF1212-18x12 OMF1212-18x14 OMF1212-18x16 OMF1212-18x18 OMF1212-18x1918'-4" OMF1512-18x8 OMF1512-18x9 OMF1512-18x10 OMF1512-18x12 OMF1512-18x14 OMF1512-18x16 OMF1512-18x18 OMF1512-18x1920'-4" OMF612-20x8 OMF612-20x9 OMF612-20x10 OMF612-20x12 OMF612-20x14 OMF612-20x16 OMF612-20x18 OMF612-20x1920'-4" OMF912-20x8 OMF912-20x9 OMF912-20x10 OMF912-20x12 OMF912-20x14 OMF912-20x16 OMF912-20x18 OMF912-20x1920'-4" OMF1212-20x8 OMF1212-20x9 OMF1212-20x10 OMF1212-20x12 OMF1212-20x14 OMF1212-20x16 OMF1212-20x18 OMF1212-20x1920'-4" OMF1512-20x8 OMF1512-20x9 OMF1512-20x10 OMF1512-20x12 OMF1512-20x14 OMF1512-20x16 OMF1512-20x18 OMF1512-20x19

Clear

Opening Width1

Nominal Moment Frame Height

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 9 of 39

TABLE 2 – REPRESENTATIVE ALLOWABLE ASD IN-PLANE SHEAR (LBS) FOR SIMPSON STRONG-TIE ® 1-STORY STRONG-FRAME® ORDINARY STEEL MOMENT FRAMES ON CONCRETE FOUNDATIONS8,9,10,12

Due to w+V4

Due toWmax+V4 Ω o=2.5 Ω o=3.0

OMF69-8x8 5,585 5,245 38,500 0.56 0.081 4,545 3,235 6,190 9,580 10,870 25 11 831OMF1512-8x8 23,940 23,905 12,500 0.56 0.139 18,505 12,785 13,925 21,140 21,140 107 45 973OMF69-10x8 5,290 5,040 32,500 0.56 0.109 3,460 3,370 6,555 9,750 10,945 24 11 890OMF1512-10x8 21,960 21,925 14,000 0.56 0.173 13,995 12,205 13,720 21,140 21,140 98 41 1,038OMF69-12x8 4,990 4,810 27,500 0.56 0.140 2,665 3,690 6,805 9,830 10,945 23 13 954OMF1512-12x8 20,055 19,985 15,000 0.56 0.210 10,710 11,795 13,590 21,140 21,140 89 37 1,109OMF69-14x8 4,730 4,625 22,500 0.56 0.171 2,140 4,320 6,685 9,575 10,720 21 15 1,005OMF1512-14x8 18,480 18,480 12,500 0.56 0.245 8,560 11,600 12,735 21,140 21,140 82 34 1,165OMF69-16x8 4,495 4,465 17,500 0.56 0.201 1,745 5,090 6,250 9,055 10,160 20 17 1,073OMF1512-16x8 15,610 15,610 8500 0.51 0.280 6,335 10,840 10,520 21,140 21,140 70 29 1,240OMF69-18x8 4,270 4,270 14,000 0.56 0.233 1,435 5,995 5,850 8,550 9,610 19 19 1,122OMF1512-18x8 10,710 10,710 9000 0.38 0.315 3,785 10,195 8,585 17,200 19,865 48 20 1,295OMF612-20x8 --11 5,905 10,500 0.56 0.206 1,830 --11 5,415 9,495 10,960 21 21 1,250OMF1512-20x8 --11 8,890 7500 0.33 0.350 2,765 --11 7,440 13,680 15,895 21 21 1,359

OMF69-8x9 4,390 4,060 38,000 0.63 0.067 4,010 2,560 4,930 7,515 8,510 20 9 903OMF1512-8x9 19,585 19,455 20,500 0.63 0.118 17,105 10,485 12,490 18,515 18,515 87 37 1,052OMF69-10x9 4,170 3,925 32,000 0.63 0.090 3,050 2,685 5,260 7,710 8,680 19 11 962OMF1512-10x9 18,040 17,925 19,500 0.63 0.148 12,985 10,070 12,255 18,515 18,515 80 34 1,117OMF69-12x9 3,950 3,775 27,500 0.63 0.117 2,350 2,995 5,560 7,865 8,795 18 13 1,026OMF1512-12x9 16,530 16,450 19,000 0.63 0.181 9,960 9,785 12,135 18,515 18,515 74 31 1,188OMF69-14x9 3,755 3,660 22,000 0.63 0.143 1,885 3,540 5,410 7,670 8,575 17 15 1,076OMF1512-14x9 15,295 15,280 15,000 0.63 0.211 7,985 9,680 11,245 18,515 18,515 68 29 1,243OMF69-16x9 3,575 3,550 17,000 0.63 0.169 1,530 4,200 5,055 7,295 8,175 17 17 1,145OMF1512-16x9 14,205 14,205 8,000 0.63 0.241 6,515 9,720 9,305 18,515 18,515 63 27 1,319OMF69-18x9 3,400 3,400 13,500 0.63 0.196 1,250 4,980 4,720 6,920 7,745 19 19 1,193OMF1512-18x9 9,940 9,940 9,000 0.48 0.272 3,975 9,065 7,760 15,705 18,175 45 19 1,373OMF612-20x9 --11 4,605 10,500 0.63 0.169 1,565 --11 4,330 7,450 8,595 21 21 1,321OMF1512-20x9 --11 8,225 7,500 0.42 0.303 2,895 --11 6,700 12,490 14,540 21 21 1,437

OMF69-8x10 3535 3215 37500 0.70 0.056 3,565 2,070 4,010 6,025 6,815 16 9 974OMF1512-8x10 16,350 16,140 28,000 0.70 0.102 15,915 8,775 11,340 16,475 16,475 73 31 1,131OMF69-10x10 3,370 3,135 31,500 0.70 0.076 2,715 2,190 4,305 6,240 7,015 15 11 1,033OMF1512-10x10 15,135 14,970 24,500 0.70 0.129 12,130 8,480 11,080 16,475 16,475 68 28 1,196OMF69-12x10 3,200 3,030 26,500 0.70 0.099 2,085 2,485 4,520 6,395 7,140 15 13 1,098OMF1512-12x10 13,915 13,790 22,500 0.70 0.158 9,330 8,285 10,940 16,475 16,475 62 26 1,267OMF69-14x10 3,045 2,960 21,500 0.70 0.122 1,665 2,960 4,465 6,265 6,995 15 15 1,147OMF1512-14x10 12,905 12,875 16,500 0.70 0.184 7,490 8,230 9,905 16,475 16,475 58 24 1,321OMF69-16x10 2,905 2,885 16,500 0.70 0.145 1,345 3,535 4,165 5,985 6,700 17 17 1,216OMF1512-16x10 12,005 12,005 10,000 0.70 0.211 6,115 8,295 8,415 16,475 16,475 54 23 1,398OMF69-18x10 2,770 2,770 13,500 0.70 0.168 1,095 4,215 3,975 5,795 6,365 19 19 1,264OMF1512-18x10 9,170 9,170 9,000 0.57 0.239 4,090 8,120 7,030 14,325 16,475 41 19 1,451OMF612-20x10 --11 3,695 10,000 0.70 0.142 1,355 --11 3,470 6,005 6,920 21 21 1,392OMF1512-20x10 --11 7,560 7,500 0.50 0.266 2,960 --11 6,050 11,385 13,260 21 21 1,516

(continued)

Shear for Seismic with R = 3.514,15

16d Option

Shear for Wind& Seismic

8 ft. Nominal Heights (Height = 8'-0¾", Drift limit = 0.56")

9 ft. Nominal Heights (Height = 9'-0¾", Drift limit = 0.63")

10 ft. Nominal Heights (Height = 10'-0¾", Drift limit = 0.70")

Total Frame Weight

(lbs)

Drift at Allow Shear

Load V7

(in.)

Maximum Total

Gravity Load, Wmax

3

(lbs)

Shear Reaction Factor,

X4

Model16 ¼"x3½" SDS

Screw Option

Minimum Shear3

Maximum Shear2

Maximum Column Reactions (lbs)Allowable ASD Shear Load V (lbs)1

Top Plate to Nailer Connection6

Tension5

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 10 of 39

TABLE 2 – REPRESENTATIVE ALLOWABLE ASD IN-PLANE SHEAR (LBS) FOR SIMPSON STRONG-TIE ® 1-STORY STRONG-FRAME® ORDINARY STEEL MOMENT FRAMES ON CONCRETE FOUNDATIONS8,9,10,12

Due to w+V4

Due toWmax+V4 Ω o=2.5 Ω o=3.0

OMF69-8x12 2,430 2,125 36,500 0.84 0.041 2,895 1,440 2,785 4,085 4,605 11 9 1,117OMF1512-8x12 11,970 11,640 40,000 0.84 0.080 14,020 6,455 9,460 13,495 13,495 54 23 1,289OMF69-10x12 2,325 2,105 30,500 0.84 0.057 2,190 1,540 3,025 4,300 4,815 11 11 1,177OMF1512-10x12 11,145 10,900 33,000 0.84 0.101 10,735 6,290 9,250 13,495 13,495 50 21 1,354OMF69-12x12 2,210 2,060 26,000 0.84 0.075 1,670 1,795 3,240 4,465 4,970 13 13 1,241OMF1512-12x12 10,310 10,135 28,500 0.84 0.124 8,290 6,200 9,110 13,495 13,495 46 19 1,425OMF69-14x12 2,110 2,035 20,500 0.84 0.092 1,320 2,165 3,165 4,405 4,905 15 15 1,289OMF1512-14x12 9,610 9,555 19,000 0.84 0.146 6,680 6,210 7,940 13,495 13,495 43 18 1,478OMF69-16x12 2,015 2,010 16,000 0.84 0.110 1,050 2,615 3,010 4,240 4,740 17 17 1,360OMF1512-16x12 8,980 8,980 12,000 0.84 0.168 5,465 6,330 6,790 13,130 13,495 40 17 1,555OMF69-18x12 1,920 1,920 13,000 0.84 0.128 840 3,145 2,865 4,245 4,600 19 19 1,406OMF1512-18x12 7,940 7,940 8,500 0.80 0.190 4,260 6,705 5,810 12,175 13,495 36 19 1,607OMF612-20x12 --11 2,515 9,500 0.84 0.105 1,025 --11 2,390 4,125 4,750 21 21 1,534OMF1512-20x12 --11 6,580 7,500 0.69 0.212 3,100 --11 5,105 9,750 11,380 21 21 1,672

OMF69-8x14 1,765 1,475 35,500 0.98 0.032 2,395 1,055 2,025 2,905 3,265 9 9 1,261OMF1512-8x14 9,165 8,845 40,000 0.98 0.064 12,525 4,960 7,365 11,430 11,430 41 17 1,447OMF69-10x14 1,690 1,480 29,500 0.98 0.044 1,795 1,135 2,215 3,105 3,465 11 11 1,320OMF1512-10x14 8,580 8,280 40,000 0.98 0.082 9,625 4,870 7,885 11,430 11,430 39 16 1,512OMF69-12x14 1,610 1,470 25,000 0.98 0.058 1,350 1,355 2,395 3,250 3,615 13 13 1,384OMF1512-12x14 7,975 7,760 33,500 0.98 0.102 7,455 4,840 7,760 11,430 11,430 36 15 1,583OMF69-14x14 1,535 1,470 20,000 0.98 0.072 1,050 1,650 2,380 3,240 3,605 15 15 1,431OMF1512-14x14 7,470 7,400 21,000 0.98 0.120 6,025 4,890 6,565 11,430 11,430 34 15 1,634OMF69-16x14 1,465 1,465 15,500 0.98 0.087 815 2,015 2,265 3,140 3,505 17 17 1,503OMF1512-16x14 7,005 7,005 13,500 0.98 0.138 4,935 5,065 5,630 10,525 11,430 32 17 1,713OMF69-18x14 1,400 1,400 12,500 0.98 0.102 640 2,450 2,150 3,245 3,505 19 19 1,548OMF1512-18x14 6,585 6,585 9,000 0.98 0.157 4,095 5,545 4,900 10,070 11,430 30 19 1,764OMF612-20x14 --11 1,815 9,500 0.98 0.081 780 --11 1,780 3,000 3,450 21 21 1,676OMF1512-20x14 --11 5,600 7,500 0.87 0.175 3,060 --11 4,300 8,245 9,630 21 21 1,829

OMF69-8x16 1,330 1,050 34,500 1.12 0.025 2,000 800 1,515 2,135 2,390 9 9 1,391OMF1512-8x16 7,260 6,955 38,500 1.12 0.053 11,320 3,945 5,825 9,830 9,830 33 14 1,591OMF69-10x16 1,270 1,070 29,000 1.12 0.035 1,475 870 1,695 2,320 2,580 11 11 1,450OMF1512-10x16 6,825 6,540 39,000 1.12 0.068 8,725 3,900 6,310 9,830 9,830 31 13 1,656OMF69-12x16 1,210 1,080 24,500 1.12 0.047 1,090 1,060 1,845 2,450 2,715 13 13 1,514OMF1512-12x16 6,375 6,140 36,000 1.12 0.085 6,775 3,905 6,560 9,830 9,830 29 13 1,726OMF69-14x16 1,155 1,100 19,500 1.12 0.058 830 1,305 1,845 2,465 2,735 15 15 1,573OMF1512-14x16 5,990 5,905 22,500 1.12 0.101 5,475 3,965 5,535 9,530 9,830 27 15 1,791OMF69-16x16 1,105 1,105 15,000 1.12 0.070 630 1,605 1,755 2,410 2,680 17 17 1,631OMF1512-16x16 5,630 5,630 15,000 1.12 0.116 4,485 4,165 4,805 8,670 9,830 25 17 1,855OMF69-18x16 --11 1,105 12,000 1.12 0.083 510 --11 1,685 2,360 2,630 19 19 1,690OMF1512-18x16 5,305 5,305 10,500 1.12 0.132 3,720 4,585 4,235 8,180 9,490 24 19 1,920OMF612-20x16 --11 1,365 9,000 1.12 0.064 590 --11 1,340 2,265 2,605 21 21 1,818OMF1512-20x16 --11 4,900 7,500 1.07 0.148 3,035 --11 3,720 7,165 8,375 21 21 1,985

Allowable ASD Shear Load V (lbs)1

Maximum Column Reactions (lbs)

Model16

Maximum Total

Gravity Load, Wmax

3

(lbs)

Drift at Allow Shear

Load V7

(in.)

Shear Reaction Factor,

X4Tension5

Shear for Wind& Seismic

16d Option

¼"x3½" SDS

Screw Option

Total Frame Weight

(lbs)

Top Plate to Nailer Connection6Shear for Seismic

with R = 3.514,15

Maximum Shear2

Minimum Shear3

(continued)

14 ft. Nominal Heights (Height = 14'-0¾", Drift limit = 0.98")

12 ft. Nominal Heights (Height = 12'-0¾", Drift limit = 0.84")

16 ft. Nominal Heights (Height = 16'-0¾", Drift limit = 1.12")

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 11 of 39

TABLE 2 – REPRESENTATIVE ALLOWABLE ASD IN-PLANE SHEAR (LBS) FOR SIMPSON STRONG-TIE ® 1-STORY STRONG-FRAME® ORDINARY STEEL MOMENT FRAMES ON CONCRETE FOUNDATIONS8,9,10,12

Due to w+V4

Due toWmax+V4 Ω o=2.5 Ω o=3.0

OMF69-8x18 1,010 745 34,000 1.27 0.020 1,650 615 1,155 1,575 1,755 9 9 1,559OMF1512-8x18 5,800 5,620 26,500 1.28 0.045 10,230 3,160 4,155 7,985 8,665 26 11 1,775OMF69-10x18 965 775 28,500 1.27 0.028 1,195 670 1,305 1,735 1,925 11 11 1,618OMF1512-10x18 5,475 5,310 27,500 1.28 0.057 7,895 3,145 4,455 8,050 8,665 25 11 1,841OMF69-12x18 915 800 23,500 1.27 0.038 855 835 1,415 1,860 2,055 13 13 1,683OMF1512-12x18 5,135 4,985 28,000 1.28 0.072 6,140 3,170 4,780 8,090 8,665 23 13 1,911OMF69-14x18 870 820 18,500 1.27 0.047 625 1,035 1,410 1,885 2,090 15 15 1,726OMF1512-14x18 4,835 4,745 24,000 1.28 0.085 4,965 3,235 4,700 7,855 8,665 22 15 1,960OMF69-16x18 830 830 14,500 1.27 0.058 445 1,285 1,365 1,850 2,055 17 17 1,801OMF1512-16x18 4,565 4,565 16,000 1.28 0.099 4,070 3,455 4,085 7,195 8,315 21 17 2,042OMF69-18x18 --11 850 11,500 1.28 0.068 365 --11 1,315 1,840 2,045 19 19 1,844OMF1512-18x18 4,310 4,310 11,000 1.28 0.112 3,370 3,825 3,565 6,700 7,760 20 19 2,090OMF612-20x18 --11 1,035 9,000 1.27 0.051 415 --11 1,045 1,730 1,985 21 21 1,972OMF1512-20x18 --11 4,200 7,500 1.28 0.126 2,915 --11 3,180 6,135 7,170 21 21 2,154

OMF69-8x19 900 635 31,000 1.34 0.018 1,515 550 965 1,325 1,480 9 9 1,631OMF1512-8x19 5,270 5,140 22,500 1.35 0.041 9,785 2,880 3,630 7,130 8,190 24 10 1,854OMF69-10x19 860 670 28,500 1.34 0.026 1,085 600 1,175 1,535 1,700 11 11 1,690OMF1512-10x19 4,990 4,855 24,000 1.35 0.053 7,570 2,875 3,885 7,175 8,190 23 11 1,920OMF69-12x19 810 700 23,500 1.34 0.035 755 750 1,280 1,650 1,820 13 13 1,754OMF1512-12x19 4,685 4,570 24,500 1.35 0.067 5,885 2,905 4,145 7,195 8,190 21 13 1,990OMF69-14x19 775 730 18,500 1.35 0.043 550 940 1,280 1,685 1,865 15 15 1,797OMF1512-14x19 4,415 4,320 24,000 1.35 0.079 4,755 2,970 4,330 7,210 8,190 20 15 2,038OMF69-16x19 730 730 14,500 1.34 0.053 370 1,165 1,235 1,650 1,830 17 17 1,873OMF1512-16x19 4,170 4,170 16,500 1.35 0.092 3,890 3,190 3,815 6,645 7,670 19 17 2,121OMF69-18x19 --11 755 11,500 1.34 0.063 300 --11 1,195 1,650 1,835 19 19 1,915OMF1512-18x19 3,940 3,940 11,500 1.34 0.105 3,220 3,535 3,345 6,150 7,120 19 19 2,168OMF612-20x19 --11 920 9,000 1.34 0.047 345 --11 940 1,545 1,770 21 21 2,043OMF1512-20x19 --11 3,855 8,000 1.35 0.118 2,795 --11 3,005 5,680 6,630 21 21 2,233

(continued)

Minimum Shear3

Total Frame Weight

(lbs)

Maximum Column Reactions (lbs) Top Plate to Nailer Connection6

Tension5

Shear for Wind& Seismic

Shear for Seismic with R = 3.514,15

16d Option

¼"x3½" SDS

Screw Option

19 ft. Nominal Heights (Height = 19'-2¾", Drift limit = 1.35")

Model16

Maximum Total

Gravity Load, Wmax

3

(lbs)

Drift at Allow Shear

Load V7

(in.)

Shear Reaction Factor,

X4Maximum

Shear2

18 ft. Nominal Heights (Height = 18'-2¾", Drift limit = 1.28")

Allowable ASD Shear Load V (lbs)1

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 12 of 39

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N

1 Allowable shear loads are applicable to seismic designs utilizing R = 3.5 and wind designs. For seismic designs with R=6.5, multiply design loads by 6.5/3.5.2 Maximum Shear is allowable horizontal shear force, V, applied in combination with the following allowable stress design uniform gravity loads: w = 800-plf dead load, 400-plf floor live load, and 400-plf roof live load. Seismic load combinations assume SDS=1.0 to determine Ev . Where SDS>1.0, check that (1.0 + 0.14SDS)D is less than 800 plf. Where gravity loads exceed any of these values, use Minimum Shear loads (see Note 3).3 Minimum Shear is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, Wmax, which may be applied as a single point load at mid-span, P=Wmax, as multiple point loads applied symmetrically about mid-span of the beam, P1+P2+…+Pi=Wmax, or as a uniform distributed load, wmax = Wmax/Lbeam. Vertical loads shall be determined based on the governing load combination of the applicable building code, and shall include Ev for seismic loads.4 Horizontal column shear reactions can be solved by the equations below. Maximum horizontal shear reactions occur at the compression column. Designer to determine governing load combinations based on the applicable building code.

Compression Column: RH = (V/2) + X(P) V = Design Frame Shear (lbs) or P = Midspan Point Load (lbs), based on governing load combination RH = (V/2) + X(2/3wL) w = Uniform Load (lbs/ft), based on governing load combinationTension Column: L = Column Centerline Dimension, W1 + 3" + Column Depth (ft) RH = (V/2) X = Frame Shear Reaction Factor (no units)

5 Tension reactions are for Maximum Shear with a resisting vertical load equal to (0.6 - 0.14SDS) times the frame weight, based on an assumed SDS=1.0. Where Maximum Shear is not listed, tension reactions consider Minimum Shear. Reduced ASD tension forces may be calculated by the Designer by statics: T = (Vh-MR)/L, where MR = resisting ASD factored moment due to dead load, L = column centerline dimension, and h = H1 - 6" (steel column height). 6 Fastening is minimum nailing or Simpson Strong-Tie® Strong-Drive® screws (SDS) to achieve the full allowable shear load. For seismic designs (SDC C through F, except 1 and 2 family dwellings in SDC C), designer shall evaluate if top plate to nailer conection is required to be designed for overstrength force levels and increase fastening as required for Em level loading. Top plate splice design, as required, shall be by designer.7 Drift at allowable shear is applicable to both Maximum Shear with uniform load, w, and Minimum Shear with maximum total load, Wmax. Drift may be linearly reduced for shear loads less than allowable shear.8 Allowable loads consider LRFD load combinations for uplift of 0.1D + 1.4E and 0.1D + 1.6W.9 Vertical beam deflections due to unfactored ASD gravity load do not exceed the following: Dead load L/360 Dead load + floor live load L/240 Floor live load L/360 Wmax (point load) L/30010 See Tables 4, 5 and Figure 4 for anchorage solutions.11 Allowable stress design uniform gravity loads of footnote 2 must be reduced. See Minimum Shear and footnote 3 for maximum gravity loads.12 Alternate combinations of lateral load and gravity load are possible for some frames. Contact Simpson Strong-Tie® for details.13 Reactions applicable to designs based on wind and seismic design using R ≤ 3.0.14 Shear reactions for use in design of column base anchorage in accordance with AISC 341, Section 8.5b for designs with R = 3.5.15 Minimum of the shear calculated for the compression column from IBC load combinations with overstrength factor, and the shear associated with yielding of the frame. Reduced shear may be calculated by the designer using footnote 4 by substituting Ωo*V for V.16 Only models using smallest and largest member sizes are shown for each combination of opening width and height. Intermediate models may be designed in accordance with the design procedure noted in Section 6.1.

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 13 of 39

TABLE 3A – REPRESENTATIVE ALLOWABLE ASD IN-PLANE SHEAR (LBS) FOR SIMPSON TRONG-TIE®

2-STORY STRONG FRAME® ORDINARY STEEL MOMENT FRAMES ON CONCRETE FOUNDATIONS4

Frame ID1

Clear Opening

Width (W1)

1st Story Height

(H1)

2nd Story Height

(H2)

Column Size

Mid

Level Beam Size

(Beam 1)

Top

Level Beam Size

(Beam 2)

Allowable ASD Shear Load V

(lbs)2,3

Allowable ASD Dead Load wDL

(plf)2

Allowable ASD Live Load wLL

(plf)2

Top Level

Mid Level

Top Level

Mid Level

Top Level

Mid Level

1 6-ft 8-ft 8-ft C9 B9 B9 6,500 2,500 600 600 600 600 2 6-ft 8-ft 8-ft C21H B19H B19H 15,000 10,000 4,000 4,000 4,000 4,000 3 24-ft 8-ft 8-ft C9 B9 B9 3,000 1,600 250 250 400 400 4 24-ft 8-ft 8-ft C21H B19H B19H 6,000 3,000 250 250 400 400 5 8-ft 10-ft 10-ft C9 B9 B9 3,500 1,800 800 800 400 400 6 8-ft 10-ft 10-ft C21H B19H B19H 16,000 8,000 3,000 3,000 1,500 1,500 7 6-ft 16-ft 16-ft C9 B9 B9 1,500 1,000 600 600 400 400 8 6-ft 16-ft 16-ft C21H B19H B19H 4,800 2,300 800 800 600 600 9 24-ft 16-ft 16-ft C9 B9 B9 1,000 500 200 200 200 200

10 24-ft 16-ft 16-ft C21H B19H B19H 3,400 1,700 200 200 200 200 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N

1 Sample frame design at R=3.5 using smallest and largest member sizes are shown to illustrate the range of sizes and loads available. Specific configurations should be designed in accordance with the design procedure noted in Section 5.1 and 6.1 of this report. 2 Frame allowable ASD Shear loads depend on the magnitude of Dead and Live load. Specific combinations of loads should be designed in

accordance with the design procedure noted in Section 5.1 and 6.1 of this report. 3 Seismic load combinations assume SDS=1.0 to determine Shear Load V.

4 Custom 2-story Strong Frame Ordinary Moment Frame model designations are as follows:

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 14 of 39

TABLE 3B – BEAM-TO-COLUMN CONNECTION CAPACITIES FOR 1-STRORY AND 2-STORY SIMPSON STRONG-TIE® STRONG FRAME® ORDINARY STEEL MOMENT FRAMES

TABLE 3C – COLUMN BASE PLATE CAPACITIES FOR 1-STORY AND 2-STORY SIMPSON STRONG-TIE® STRONG FRAME® ORDINARY STEEL MOMENT FRAMES

ColumnSize

BeamSize

ConnectionID

Bolt Dia(in)

End PlateThickness

(in)

ColumnCap

Stiffener

φMn(LRFD)(k-in)

φVn(LRFD)(kips)

C6 B9 C6B9 0.875 0.75 No 919 49.5

C6 B12 C6B12 0.875 0.75 No 1268 56.1

C9 B9 C9B9 0.875 0.75 No 870 49.5

C9 B12 C9B12 0.875 0.75 No 1197 56.1

C12 B9 C12B9 0.875 0.75 No 1118 49.5

C12 B12 C12B12 0.875 0.75 No 1553 56.1

C12 B16 C12B16 0.875 0.75 No 1987 76.8

C15 B12 C15B12 0.875 0.75 No 1553 56.1

C15 B16 C15B16 0.875 0.75 No 1987 76.8

C15 B19 C15B19 0.875 0.75 No 2421 86.6

C18H B12H C18B12 1 1.125 Yes 1838 56.1

C18H B16H C18B16 1 1.125 Yes 2359 76.8

C18H B19H C18B19 1 1.125 Yes 2879 99.2

C21H B16H C21B16 1 1.125 Yes 2730 76.8

C21H B19H C21B19 1 1.125 Yes 3338 99.2

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N

1. Beam-to-column design per AISC Design Guide #4 "Extended End-Plate Moment Connections, Seismic and Wind Application" 2nd Ed.2. Moment Capacity (φMn) and Shear Capacity (φVn) at beam-to-column connection calculated based on Fy=55 ksi.3. Beam flange-to-end plate weld conforms to AISC 341 design requirement of 1.1*Ry*Fy*Ag. Where Ry = 1.1 and Ag is the area of the beam flange.4. Beam web-to-end plate weld designed for the required strength E per AISC 341-05. Where E=2(1.1Ry*Mp)/Lh.

ColumnSize

Plate1

BendingCapacity(LRFD)(kips)

Weld2

TensionCapacity(LRFD)(kips)

Weld2

ShearCapacity(LRFD)(kips)

C6 8.2 93 84

C9 25.9 113 98

C12 25.9 132 110

C15 26.2 151 123

C18H 58.9 226 180

C21H 58.9 251 197

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N

1. Base plate bending capacities for column tension reactions are conservatively based on 1-way bending assuming Fy=55 ksi.2. Tension and shear capacity of welds do not include interaction between tension and shear. Tension and shear interaction shall be evaluated as required by the applicable building codes.

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 15 of 39

TABLE 3D – NAILER BOLT ALLOWABLE LOADS FOR 1-STORY AND 2-STORY SIMPSON STRONG-TIE® STRONG FRAME® ORDINARY STEEL MOMENT FRAMES3

Beam Size

BeamTop

Nailer(s)

BoltDiameter

(in)

Parallel Shear1

LoadF1

(lbs)

Perp. Shear1

LoadF2

(lbs)

B9 (2) 2x6 5/8 2020 2 1065B12 (2) 2x6 5/8 2020 2 1065

B12H 4x6 3/4 3295 1360B16 (2) 2x6 5/8 2020 2 1065

B16H 4x6 3/4 3295 1360B19 (2) 2x6 5/8 2020 2 1065

B19H 4x6 3/4 3295 1360

ColumnSize Nailer

BoltDiameter

(in)

Parallel Shear1,4

LoadF1

(lbs)

Perp. Shear1,5

LoadF2

(lbs)

C6 2x6 5/8C9 2x6 5/8

C12 2x6 5/8C15 2x6 5/8

C18H 2x6 5/8C21H 2x6 5/8

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N

1. Parallel and Perpendicular shear loads are based on a load duration factor, Cd, of 1.60 for wood. 2. Beam top nailer load with (2) 2x6 and 5/8" diameter A307 bolt is based on the minimum of: (1) average of the ultimate test load divided by a safety factor of 3.0; (2) Load at 1/4" deflection, and (3) Calcuated value per NDS.3. Allowable loads listed are for one bolt.4. All columns have a 1/2" thick interior flange and a 3/4" thick exterior flange. Allowable load for 1/2" thick steel is also applicable to beam bottom flange nailer connections.5. Column nailer load in the perpendicular direction is also applicable to the beam bottom nailer for out-of-plane loading.

1200 (1/2" steel)1575 (3/4" steel) 635

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 16 of 39

TABLE 4 – ANCHORAGE SOLUTIONS FOR SIMPSON STRONG-TIE® STRONG FRAME® ORDINARY STEEL MOMENT FRAMES ON CONCRETE FOUNDATIONS – SOLUTIONS FOR WIND LOADS

TABLE 4A – ALLOWABLE ASD WIND TENTION (LBS) FOR ORDINARY MOMENT FRAME ANCHORAGE SOLUTIONS1,2,9

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm 1 Wind includes Seismic Design Category A & B, and detached 1 and 2 family dwellings in SDC C. 2 Solutions are based on embedment in concrete with minimum f’c = 2,500 psi. 3 Values for uncracked concrete include Ψc, N = 1.25 factor per ACI 318, Section D5.2.6. Designer shall

evaluate cracking at service load levels and select appropriate cracked or uncracked solution. 4 Maximum Column Reactions – Tension are in Table 2 of this report for tension reactions, or Table 2 footnote 5 how to calculate tension reactions. Allowable tension is minimum of anchorage capacity and frame uplift capacity.

5 Anchorage assembly strength shall be determined from the shear strength of anchorage. Requirements are based on shear and tension reactions. Std.=Standard strength anchorage assembly (MFSL_-__-KT or MFAB_-__-KT). HS=high strength anchorage assembly (MFSL_-__HS-KT or MFAB_-__HS-KT). 6 Footing width, W, and embedment depth, de are shown in Figure 4 of this report. 7 Footing dimensions are the minimum required for concrete anchorage requirements only. The Designer shall determine required footing size and reinforcing for other design limits, such as foundation shear and bending, soil bearing, shear transfer, and frame stability/overturning. 8 Table 4B or 4C of this report provides for additional anchor strength requirements. 9 Table 4B or 4C of this report provides for shear anchorage solutions.

10 LRFD capacities may be obtained by multiplying tabulated values by 1.6.

Std. HS W de4,555 4,750 11,855 12 65,905 4,190 11,295 14 66,060 10,770 24,980 12 67,465 10,185 24,395 14 68,965 9,560 23,770 16 610,565 8,895 23,105 18 612,250 8,195 22,405 20 614,025 7,460 21,665 22 716,830 6,290 20,500 25 810,565 15,275 36,300 12 615,875 13,065 34,095 18 621,875 10,570 31,595 21 628,330 7,885 28,910 24 733,665 5,665 26,690 27 836,375 4,540 25,565 27 83,650 5,130 12,235 12 64,725 4,680 11,785 14 65,130 4,510 11,615 15 64,850 11,275 25,480 12 65,975 10,810 25,015 14 67,175 10,305 24,515 16 68,450 9,775 23,985 18 610,500 8,925 23,130 21 612,700 8,010 22,215 24 715,025 7,040 21,250 27 816,200 6,550 20,760 29 98,450 16,155 37,180 18 612,700 14,385 35,415 24 717,500 12,390 33,415 30 922,660 10,245 31,270 36 1126,930 8,465 29,495 40 1336,330 4,555 25,585 48 1536,375 1,535 8,635 54 16

Concrete Condition3 Column Size

Uncr

acke

d

C6

C9, C12,

& C15

C18H, & C21H

Crac

ked

C6

C9, C12,

& C15

C18H, & C21H

ASD

Tension4

(lbs)

ASD Shear5

(lbs)Footing Dimensions6,7

(in)

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 17 of 39

TABLE 4B – ALLOWABLE ASD IN-PLANE WIND SHEAR (LBS) FOR ORDINARY MOMENT FRAME MFSL ANCHORAGE ASSEMBLIES1,6,8,9,10

Column

Size Concrete Strenth

(psi)

End Distances1,5,6,9,10

4½” 6” 7½” 9” 10½” 12” 13½” 15” 16½” 18”

8” Stemwall/Curb Foundations 7

C6 2,500 3,095 4,220 5,345 6,470 7,595

7,935 3,000 3,390 4,620 5,855 7,085 7,935 4,500 4,150 5,660 7,170 7,935

C9

2,500 4,970 6,095 7,220 8,345 9,470 10,595 11,720 12,845 13,970 15,095 3,000 5,445 6,675 7,910 9,140 10,370 11,605 12,835 14,070 15,300 15,870 4,500 6,665 8,175 9,685 11,195 12,705 14,215 15,720 15,870 15,870

C12

2,500 NA

6,095 7,220 8,345 9,470 10,595 11,720 12,845 13,970 15,095 3,000 6,675 7,910 9,140 10,370 11,605 12,835 14,070 15,300

15,870 4,500 8,175 9,685 11,195 12,705 14,215 15,720 15,870 15,870

C15

2,500 NA

7,220 8,345 9,470 10,595 11,720 12,845 13,970 15,095 3,000 7,910 9,140 10,370 11,605 12,835 14,070 15,300

15,870 4,500 9,685 11,195 12,705 14,215 15,720 15,870 15,870

C18H 2,500

NA 8,345 9,469 10,595 11,720 12,845 13,970 15,095

3,000 9,140 10,370 11,605 12,835 14,070 15,300 15,870 4,500 11,195 12,700 14,215 15,720 15,870 15,870

C21H 2,500

NA 9,470 10,595 11,720 12,845 13,970 15,094

3,000 10,370 11,605 12,835 14,070 15,300 15,870

4,500 12,700 14,215 15,720 15,870 15,870 10” Stemwall/Curb Foundations 8

C6

2,500 3,235 5,450 7,030

7,935 3,000 3,545 5,970 7700

7,935 4,500 4,340 7,310

C9 2,500 6,565 7,970 9,375 10,780 12,190 13,595 15,000

15,870 3,000 7,190 8,730 10,270 11,810 13,350 14,890 15,870 4,500 8,805 10,690 12,580 14,465 15,870 15,870

C12 2,500

NA

7,970 9,375 10,780 12,190 13,595 15,000 15,870 3,000 8,730 10,270 11,810 13,350 14,890

15,870 4,500 10,690 12,580 14,465 15,870 15,870

C15 2,500

NA

9,375 10,780 12,190 13,595 15,000 15,870 3,000 10,270 11,810 13,350 14,890 15,870

4,500 12,580 14,465 15,870 15,870

C18H 2,500

NA

10,780 12,190 13,595 15,000 15,870 3,000 11,810 13,350 14,890 15,870 4,500 14,465 15,870 15,870

C21H 2,500

NA

12,190 13,595 15,000 15,870 3,000 13,350 14,890 15,870

4,500 15,870 15,870 Slab-On-Grade Foundations

C6 2,500 3,235 5,450

7,935 3,000 3,545 5,970 4,500 4,340 7,310

C9 2,500 7,160 10,080 13,420

15,870 3,000 7,845 11,040 14,700 4,500 9,605 13,520 15,870

C12 2,500

NA 10,080 13,420

15,870 3,000 11,040 14,700 4,500 13,520 15,870

C15 2,500

NA 13,420

15,870 3,000 14,700 4,500 15,870

C18H 2,500

NA 15,870 3,000 4,500

C21H 2,500

NA 15,870 3,000 4,500

(continued)

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 18 of 39

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N 1 Shear lug is included with MFSL anchorage assembly. 2 End distance is measured from centerline of nearest anchor bolt to edge of concrete. 3 First load value listed for each column corresponds to pre-installed wood nailer flush with end of concrete. 4 Designer may linearly interpolate for end distances between those listed. 5 LRFD capacities may be obtained by multiplying tabulated values by 1.6. 6 Solutions are based on standard strength MFSL_-__-KT anchorage assembly, except shaded values, where high strength

MFSL_-__HS-KT anchorage assembly is required. Standard strength MFSL used in place of high strength MFSL have an allowable shear of 5,110 lbs. for all other column sizes.

7 Standard 1-story 8-ft tall OMF models, 9-ft tall OMF912, OMF1212, and OMF1512, and 10-ft tall OMF1212 and OMF1512 installed with nailer flush with inside end of curb may not achieve full allowable load and may require additional interior end distance. Designer to verify. All other OMF models achieve full allowable load when installed with nailer flush with inside end of curb. 8 Standard 1-story OMF912-8x8, OMF1212-8x9, OMF1512-8x9, and 8-ft tall OMF612, OMF1212, and OMF1512 installed with nailer flush with inside end of curb may not achieve full allowable load and may require additional interior end distance. Designer to verify. All other OMF models achieve full allowable load when installed with nailer flush with inside end of curb. 9 Table 4A of this report contains additional anchorage assembly strength requirements. High strength MFSL_-__HS-KT anchorage assembly shall be

used where required by either Table 4A or 4B of this report. 10 Table 4A of this report contains tension anchorage solutions.

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 19 of 39

TABLE 4C – ALLOWABLE ASD IN-PLANE WIND SHEAR (LBS) FOR ORDINARY MOMENT FRAME MFAB ANCHORAGE ASSEMBLIES1,2,3,8,9,10

Column Size

Slab-on-Grade Hairpin Solutions 5

Stemwall/Curb Tied Anchorage Solutions

Hairpin Size & Number3,4

Allowable ASD Shear6,7

Vertical Reinf.

Tie Size & Spacing 3

Number of Ties for Max. 12” Height

Allowable ASD Shear6,7

C6 2 -#3 5,110 4 -#4 #3 @ 3” o.c. 4 5,065 2 -#3 10,575 4 -#4 #3 @ 1½” o.c. 7 6,800

C9 2 -#3 10,225 4 -#4 #3 @ 4½” o.c. 3 7,315 4 -#4 #3 @ 2” o.c. 5 10,175

C12 2 -#3 10,225 4 -#4 #3 @ 6” o.c. 3 9,565 2 -#3 12,375

4 -#4 #3 @ 3” o.c. 4 13,550

4 -#3 21,155

C15 2 -#3 10,225 4 -#4 #3 @ 6” o.c. 3 10,225 2 -#3 12,375

4 -#4 #3 @ 3” o.c. 4 16,925

4 -#3 21,155

C18H 2 -#3 12,375

4 -#4 #3 @ 6” o.c. 3 14,065 4 -#4 #3 @ 3” o.c. 4 20,300

4 -#3 21,155 4 -#5 #3 @ 3” o.c. 4 28,030

C21H 2 -#3 12,375

4 -#4 #3 @ 6” o.c. 3 10,225 4 -#4 #3 @ 3” o.c. 4 23,675

4 -#3 21,155 4 -#5 #3 @ 3” o.c. 4 31,305

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N

1 Solutions are based on embedment in concrete with minimum f’c = 2,500 psi. 2 MFAB tied and hairpin anchorage solutions require Strong Frame column to be located in from the edge of slab. For solutions with column at edge of slab, use MFSL (as shown in Table 4B of this report). 3 Ties and hairpins shall be ASTM A615 or A706, Grade 60 reinforcing, and are not supplied by Simpson Strong-Tie. Tie and hairpin installation is shown in Figure 4 of this report. 4 Hairpins shall be spaced at 2” o.c. (as shown in Figure 4 of this report). 5 Stemwall/curb tied anchorage solutions may also be used for slab on grade installations. 6 To select anchorage solution, use shear reactions from Maximum Column Reactions in Table 2, or column shear reactions calculated in accordance with Table 2, footnote 4. 7 LRFD capacities may be obtained by multiplying tabulated values by 1.6. 8 Solutions are based on standard strength MFAB_-__-KT anchorage assembly, except shaded values, where high strength MFAB_-__HS-KT anchorage assembly is required. 9 Table 4A of this report contains` additional anchor strength requirements. High strength MFAB_-__HS-KT anchorage assemblies shall be used where required by either Table 4A or 4C of this report.

10 Table 4A of this report contains tension anchorage solutions.

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 20 of 39

TABLE 5 – ANCHORAGE SOLUTIONS FOR SIMPSON STRONG-TIE® STRONG FRAME®

ORDINARY STEEL MOMENT FRAMES ON CONCRETE FOUNDATIONS – SOLUTIONS FOR SEISMIC LOADS

TABLE 5A – ALLOWABLE ASD SEISMIC TENSION (LBS) FOR ORDINARY MOMENT FRAME ANCHORAGE SOLUTIONS1,2,10

1 Seismic denotes Seismic Design Category C through F with R = 3.5 and R ≤ 3.0. Design in Seismic Design Category A or B and detached 1 and 2 family dwellings in SDC C may use wind solutions.

2 Solutions are based on embedment in concrete with minimum fc = 2,500 psi. 3 Values for uncracked concrete include Ψc, N = 1.25 factor per ACI 318, Section D5.2.6. Designer

shall evaluate cracking at service load levels and select appropriate cracked or uncracked solution.

Std. HS W de

1,560 6,945 15,065 12 63,055 6,325 14,445 18 63,860 5,990 14,110 21 64,760 5,615 13,735 24 75,860 5,155 13,275 27 85,730 5,210 13,330 27 85,860 5,155 13,275 28 93,620 13,685 29,925 18 64,500 13,320 29,555 21 65,445 12,925 29,165 24 77,500 12,070 28,310 30 99,710 11,150 27,390 36 1118,510 7,490 23,730 42 1312,505 9,990 26,225 42 1315,570 8,715 24,950 48 1518,510 7,490 23,730 54 173,620 20,760 45,005 18 65,445 19,890 44,245 24 77,500 18,915 43,390 30 99,710 17,865 42,470 36 1111,075 17,215 41,905 40 1241,570 2,715 29,220 50 162,445 6,580 14,695 18 63,085 6,310 14,430 21 63,810 6,010 14,130 24 74,580 5,690 13,810 27 85,400 5,350 13,470 30 95,860 5,155 13,275 32 102,900 13,985 30,220 18 63,600 13,695 29,930 21 64,355 13,380 29,615 24 76,000 12,695 28,930 30 97,770 11,960 28,195 36 1110,005 11,030 27,265 42 1318,5108 7,490 23,730 48 1512,455 10,010 26,245 48 1515,120 8,900 25,140 54 1718,5108 11,085 23,730 62 202,900 21,100 45,305 18 64,355 20,410 44,700 24 76,000 19,630 44,015 30 97,770 18,785 43,280 36 118,860 18,270 42,825 40 1212,455 16,560 41,330 48 1513,765 15,935 40,785 54 1641,570 2,715 29,220 58 19

Unc

rack

ed

C6

C9, C12,

& C15

C18H,& C21H

Cra

cked

C6

C9, C12,

& C15

C18H, & C21H

Concrete Condition3 Column Size

ASD Tension4

(lbs)

ASD Shear5

(lbs)Footing Dimensions6,7

(in)

(continued)

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 21 of 39

4 Maximum Column Reactions – Tension are in Table 2 of this report for tension reactions. Allowable tension is minimum of anchorage capacity and frame uplift capacity.

5 Anchorage assembly strength shall be determined from the shear strength of

anchorage. Requirements are based on shear and tension reactions. Std.=Standard strength anchorage assembly (MFSL_-__-KT or MFAB_-__-KT). HS=high strength anchorage assembly (MFSL_-__-KT or MFAB_- __HS-KT).

6 Footing width, W, and embedment depth, de are shown in Figure 4of this report. 7 Footing dimensions are the minimum required for concrete anchorage requirements only. The Designer shall determine required footing size and reinforcing for other design limits, such as

foundation shear and bending, soil bearing, shear transfer, and frame stability/overturning. 8 Allowable ASD tension capacity for anchorage assembly is based on anchor rod strength in tension. All other anchorage assembly capacities are based on concrete capacity divided by 2.5 per ACI 318-08 Section D.3.3.6. 9 Table 5B or 5C of this report describes additional anchor strength requirements. 10 Table 5B or 5C of this report describes shear anchorage solutions.

11 LRFD capacities may be obtained by multiplying tabulated values by 1.4.

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 22 of 39

TABLE 5B – ALLOWABLE ASD IN-PLANE SEISMIC SHEAR (LBS) FOR ORDINARY MOMENT FRAME MFSL ANCHORAGE ASSEMBLIES1,2,6,7,10,11

Column

Size Concrete Strength

(psi)

End Distances3,4,5

4½” 6” 7½” 9” 10½” 12” 13½” 15” 16½” 18”

8” Stemwall/Curb Foundations 8

C6 2,500 3,465 4,725 5,985 7,245

8,505 3,000 3,795 5,175 6,555 7,935 4,500 4,650 6,340 8,030 8,855

C9

2,500 5,565 6,825 8,085 9,345 10,605 11,865 13,125 14,385 15,645 16,905 3,000 6,095 7,475 8,855 10,235 11,615 12,995 14,380 15,760 17,140 4,500 7,465 9,155 10,845 12,540 14,230 15,920 17,610 17,775

C12

2,500

NA

6,825 8,085 9,345 10,605 11,865 13,125 14,385 15,645 16,905 3,000 7,475 8,855 10,235 11,615 12,995 14,380 15,760 17,140 4,500 9,155 10,845 12,540 14,230 15,920 17,610 17,775

C15

2,500

NA

8,085 9,345 10,605 11,865 13,125 14,385 15,645 16,905 3,000 8,855 10,235 11,615 12,995 14,380 15,760

17,140 4,500 10,845 12,540 14,230 15,920 17,610 17,775

C18H 2,500

NA

9,345 10,605 11,865 13,125 14,385 15,645 16,905 3,000 10,235 11,615 12,995 14,380 15,760 17,140 17,775 4,500 12,540 14,230 15,920 17,610 17,775 17,775 17,775

C21H

2,500 NA

10,605 11,865 13,125 14,385 15,645 16,905 3,000 11,615 12,995 14,380 15,760 17,140 17,775 4,500 14,230 15,920 17,610 17,775 17,775 17,775

10” Stemwall/Curb Foundations 9

C6

2,500 3,620 6,105 7,875

8,885 3,000 3,970 6,685 8,625 8,885 4,500 4,860 8,190

C9 2,500 7,350 8,925 10,500 12,075 13,650 15,225 16,800

17,775 3,000 8,050 9,775 11,500 13,225 14,955 16,680 17,775 4,500 9,860 11,975 14,085 16,200 17,775 17,775

C12 2,500

NA

8,925 10,500 12,075 13,650 15,225 16,800 17,775 3,000 9,775 11,500 13,225 14,955 16,680

17,775 4,500 11,975 14,085 16,200 17,775 17,775

C15 2,500

NA

10,500 12,075 13,650 15,225 16,800 17,775 3,000 11,500 13,225 14,955 16,680 17,775

4,500 14,085 16,200 17,775 17,775

C18H 2,500

NA

12,075 13,650 15,225 16,800 17,775 3,000 13,225 14,955 16,680 17,775

4,500 16,200 17,775 17,775 17,775

C21H 2,500

NA

13,650 15,225 16,800 17,775 3,000 14,955 16,680 17,775

4,500 17,775 17,775 17,775 Slab-On-Grade Foundations

C6 2,500 3,620 6,105

8,885

3,000 3,970 6,685 4,500 4,860 8,190

C9 2,500 8,020 11,290 15,030

17,775 3,000 8,785 12,365 16,460 4,500 10,760 15,145 17,775

C12 2,500 NA 11,290 15,030

17,775 3,000 NA 12,365 16,460

4,500 NA 15,145 17,775

C15 2,500 NA NA 15,030

17,775 3,000 NA NA 16,460 4,500 NA NA 17,775

C18H 2,500

NA 17,775 3,000 4,500

C21H 2,500

NA 17,775 3,000

4,500

(continued)

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 23 of 39

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N

1 Seismic includes designs in all Seismic Design Categories and designs using R ≤ 3.0 or R = 3.5. 2 Shear lug is included with MFSL anchorage assembly. 3 End distance is measured from centerline of nearest anchor bolt to edge of concrete. 4 First load value listed for each column corresponds to pre-installed wood nailer flush with end of concrete. 5 Designer may linearly interpolate for end distances between those listed. 6 LRFD capacities may be obtained by multiplying tabulated values by 1.4. 7 Solutions are based on standard strength MFSL_-__-KT anchorage assembly, except shaded values, where high strength MFSL_-__HS-KT anchorage assembly is required. Standard strength MFSL used in place of high strength MFSL have an allowable shear of 5,725 lbs. for C6 columns, and 11,450 lbs. for all other column sizes. 8 For designs with R≤ 3.0, standard 1-story 8-ft tall OMF models, 9-ft tall OMF912, OMF1212, OMF1512, and 10-ft tall OMF1212 and

OMF 1512 installed with nailer flush with inside end of curb may not achieve full allowable load and may require additional interior end distance. For designs with R = 3.5, 8-ft, 9-ft, 10-ft, and 12-ft tall OMF models, 14-ft tall OMF912, OMF1212, and OMF1512, and 16-ft tall OMF1212 and OMF 1512 installed with nailer flush with inside end of curb may not achieve full allowable load and may require additional interior end distance. Designer to verify. All other OMF models achieve full allowable load when installed with nailer flush with inside end of curb.

9 For designs with R≤ 3.0, standard 1-story OMF912-8x8, OMF1212-8x9, OMF1512-8x9, and 8-ft tall OMF612, OMF1212, and OMF151installedwith nailer flush with inside end of curb may not achieve full allowable load and may require additional interior end distance. For designs with R = 3.5, OMF912-8x12, OMF1212-8x14, OMF1512-8x14, OMF1512-10x14, 8-ft, 9-ft, 10-ft tall OMF models, and 12-ft tall OMF1212 and OMF1512 installed with nailer flush with inside end of curb may not achieve full allowable load and may require additional interior end distance. Designer to verify. All other OMF models achieve full allowable load when installed with nailer flush with inside end of curb.

10 Table 5A of this report describes additional anchorage assembly strength requirements. High strength MFSL_-__HS-KT anchorage assembly shall be used where required by either Table 5A or 5B of this report.

11 Table 5A of this report describes tension anchorage solutions.

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 24 of 39

TABLE 5C – ALLOWABLE ASD IN-PLANE SEISMIC SHEAR (LBS) FOR ORDINARY MOMENT FRAMEMFAB ANCHORAGE ASSEMBLIES 1,2,3,9,10,11

Column Size

Slab-on-Grade Hairpin Solutions 6 Stemwall/Curb Tied Anchorage Solutions

Hairpin Size & Number 4,5

Allowable ASD Shear

7,8 Vertical Reinf.

Tie Size & Spacing 4

Number of Ties for Max. 12” Height

Allowable ASD

Shear7,8

C6

2 - #3 5,725 4 - #4 #3 @ 3” o.c. 4 5,670

2 - #3 11,845 4 - #4 #3 @ 1½” o.c. 7 7,615

4 - #5 #3 @ 1½” o.c. 7 10,295

C9

2- #3 11,450 4 - #4 #3 @ 4½” o.c. 3 8,190

4 - #4 #3 @ 2” o.c. 5 11,395

2 - #3 13,860 4 - #5 #3 @ 2” o.c. 5 16,275

4 - #3 23,690

C12

2 - #3 11,450 4 - #4 #3 @ 6” o.c. 3 10,710

2 - #3 13,860 4 - #4 #3 @ 3” o.c. 4 15,175

4 - #3 23,690 4 - #5 #3 @ 3” o.c. 4 21,315

C15

2 - #3 11,450 4 - #4 #3 @ 6” o.c. 3 11,450

2 - #3 13,860 4 - #4 #3 @ 3” o.c. 4 18,955

4 - #3 23,690 4 - #5 #3 @ 3” o.c. 4 23,690

C18H

2- #3 13,860 4 - #4 #3 @ 6” o.c. 3 15,750

4 - #4 #3 @ 3” o.c. 4 22,735

4 - #3 27,720 4 - #5 #3 @ 3” o.c. 4 31,395

C21H 2 - #3 13,860

4 - #4 #3 @ 6” o.c. 3 16,945

4 - #4 #3 @ 3” o.c. 4 26,515

4 - #3 27,720 4 - #5 #3 @ 3” o.c. 4 35,060

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N

1 Seismic includes designs in all Seismic Design Categories and designs using R ≤ 3.0 or R = 3.5. 2 Solutions are based on embedment in concrete with minimum f’c = 2,500 psi. 3 MFAB tied and hairpin anchorage solutions require Strong Frame column to be located in from the

edge of slab. For solutions with column at edge of slab, MFSL shall be used as described in Table 5B of this report).

4 Ties and hairpins shall be ASTM A615 or A706, Grade 60 reinforcing, and are not supplied by Simpson Strong-Tie. Tie and hairpin installation is shown in Figure 4 of this report.

5 Hairpins shall be spaced at 2” o.c. (see Figure 4 of this report). 6 Stemwall/curb tied anchorage solutions may also be used for slab on grade installations. 7 To select anchorage solution, use shear reactions from Maximum Column Reactions in Table 2 of this

report, or column shear reactions calculated in accordance with Table 2, footnote 4. 8 LRFD capacities may be obtained by multiplying tabulated values by 1.4. 9 Solutions are based on standard strength MFAB_-__-KT anchorage assembly, except shaded

values, where high strength MFAB_-__HS-KT anchorage assembly is required. 10 Table 5A of this report describes additional anchor strength requirements. High strength MFAB_-__HS-

KT anchorage assemblies shall be used where required by either Table 5A or 5C of this report. 11 Table 5A of this report describes tension anchorage solutions.

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 25 of 39

FIGURE 1 – STRONG FRAME® MOMENT FRAME DIMENSIONS

1-STORY OMF FRAME DIMENSIONS (6/OMF1)

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 26 of 39

FIGURE 1– STRONG FRAME® MOMENT FRAME DIMENSIONS 2-STORY OMF FRAME DIMENSIONS

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 27 of 39

FIGURE 2 – STRONG FRAME® MOMENT FRAME DETAILS BEAM, COLUMN, AND BASE PLATE (4/OMF1)

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 28 of 39

FIGURE 2– STRONG FRAME® MOMENT FRAME DETAILS BEAM END PLATE DIMENSIONS (5/OMF1)

B9 ENDPLATE B12 ENDPLATE

1516" Ø HOLES

(8 TOTAL)

1516" Ø HOLES

(8 TOTAL)

B12H ENDPLATE

1-116" Ø HOLES(8 TOTAL)

B16 ENDPLATE B16H ENDPLATE

B19 ENDPLATE B19H ENDPLATE

PL. 1-1/4" x 512" x 26"PL. 3/4" x 51

2" x 25"

PL. 1-1/4" x 512" x 221

2"PL. 3/4" x 512" x 211

2"

PL. 3/4" x 512" x 141

2"

PL. 3/4" x 512" x 18"

PL. 1-1/4" x 512" x 19"

1-116" Ø HOLES(8 TOTAL)

1516" Ø HOLES

(8 TOTAL)

1-116" Ø HOLES(8 TOTAL)

1516" Ø HOLES

(8 TOTAL)

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 29 of 39

FIGURE 2– STRONG FRAME® MOMENT FRAME DETAILS BEAM TO COLUMN CONNECTIONS

CAPPLATE

TOP OFCAP PLATE

BOTTOM OFSTIFF. PLATE

(CTR BTW HOLES) 1516" Ø HOLES, TYP.

1-116"Ø HOLES FORC18H OR C21H(8 TOTAL)

TOP OF BEAM &STIFFENER PLATES

BOTTOM OF BEAM& STIFFENER PLATES

STIFFENER PLATE

STIFFENERPLATE

HOLES - SEESCHEDULE FOR

SIZE (8 TOTAL) SECTION A-A

STIFFENERPLATE N&FS

d b

A

A

H_STEELBEAM1

H_STEELBEAM1

A

A

STIFFENERPLATE N&FS

SECTION A-A

STIFF. FOR C18HAND C21H ONLY

H_STEELBEAM2

H_STEELBEAM2

MID-LEVELBEAM

TOP-LEVELBEAM STIFFENER

PLATE AND HOLEWHERE OCCURS

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 30 of 39

FIGURE 3– STRONG FRAME® MOMENT FRAME INSTALLATION DETAILS ALLOWABLE BEAM AND COLUMN PENETRATIONS (12/OMF3)

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 31 of 39

FIGURE 3 – STRONG FRAME® MOMENT FRAME INSTALLATION DETAILS WELDING LIMITS (11/OMF3)

BEAM-COLUMN CONNECTION (15/SF3)

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 32 of 39

FIGURE 3 – STRONG FRAME® MOMENT FRAME INSTALLATION DETAILS TOP OF FRAME ADJUSTMENT (5/OMF3)

NAILER BOLT ALLOWABLE LOADS (14/SF3)

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 33 of 39

FIGURE 4 – STRONG FRAME® MOMENT FRAME ANCHORAGE DETAILS

MFAB ANCHORAGE ASSEMBLIES (1/OMF1)

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 34 of 39

FIGURE 4 – STRONG FRAME® MOMENT FRAME ANCHORAGE DETAILS

MFSL ANCHORAGE ASSEMBLIES (2/OMF1)

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 35 of 39

FIGURE 4 – STRONG FRAME® MOMENT FRAME ANCHORAGE DETAILS

SLAB-ON-GRADE FOUNDATION ANCHORAGE DETAILS (1/OMF2)

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 36 of 39

FIGURE 4 – STRONG FRAME® MOMENT FRAME ANCHORAGE DETAILS

CONCRETE CURB FOUNDATION ANCHORAGE DETAILS (2/OMF2)

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 37 of 39

FIGURE 5 – STRONG FRAME® MOMENT FRAME FOUNDATION DETAILS

(SHEET OMF2)

STEMWALL FOUNDATION ANCHORAGE DETAILS 6

DEPRESSED COL. AT STEMWALL

DEPRESSED COL. AT S.O.G.

4 7INTERIOR FOUNDATION ANCHORAGE DETAILS

85BRICK LEDGE FOUNDATION ANCHORAGE DETAILS

3 COL. HEIGHT ADJ. AT STEMWALL

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 38 of 39

FIGURE 6 – STRONG FRAME® MOMENT FRAME FRAMING DETAILS

(SHEET OMF3)

3HOLDOWN POST TO OMF COL.

WOOD BM TO OMF COL. CONN. 8

9STEEL BEAM TO OMF BEAM/COL.

1

2

HOLDOWN POST TO OMF BEAM

6x HOLDOWN POST TO OMF BEAM

4HOLDOWN POST TO OMF COL.

Number: 164

Originally Issued: 05/25/2010 Revised: 05/25/2017 Valid Through: 05/31/2018

Page 39 of 39

FIGURE 6 – STRONG FRAME® MOMENT FRAME FRAMING DETAILS

(SHEET OMF3)

6TOP PLATE SPLICE DETAIL

7COLLECTOR DETAILS

10RAKE WALL DETAILS

13WOOD INFILLS