Strong Frame C SF13. Special Moment Frames One- and Two-Story Ordinary. Moment Frames. Custom Solutions. (800)

Transcription

1 Moment Frames Special Moment Frames One- and Two-Story Ordinary Moment Frames Custom Solutions C SF13 (800)

2 TRONG FRAME

3 For years, Simpson Strong Tie lateral systems solutions have set the standard for innovation and high quality. Since the introduction of the Strong Frame ordinary moment frame and then the twostory ordinary moment frame, Simpson Strong Tie has been the choice for Designers requiring high lateral-force resistance when wall space is small and openings are large. Our special moment frames feature Yield-Link structural fuses and 100% bolted connections that provide greater performance and easier installation into older buildings. Strong Frame special moment frame is the only moment frame solution on the market with a link assembly designed to yield specifically at the connection in a seismic event. The ability to go into a building after an event replacing only the fuse instead of the entire beam offers significant cost savings. We ve been on enough jobsites to know that no two projects are exactly the same especially in custom homes or retrofit applications. By introducing the Strong Frame special moment frame and Strong Frame Selector software, Simpson Strong Tie has extended its technology leadership by delivering new, code-listed solutions to suit virtually any project. By picking out standard sizes out of this catalog or leveraging our software, Designers can easily select a moment frame that best resists seismic lateral loads in applications, such as soft-story retrofit of mid-rise wood structures or buildings built over tuck-under parking. Think you have a project that could benefit from a Strong Frame moment frame? Give us a call at (800)

4 What's New Strong Frame Special Moment Frame Simpson Strong Tie introduces a new and patented approach to designing and installing special moment frames ideal for use in light-frame construction. Our innovative new Yield-Link structural fuse is designed to take the deformation for the frame during a seismic or wind event, while eliminating the need for lateral beam bracing. Since no field welding is required to install the Simpson Strong Tie Strong Frame special moment frames, these links can be replaced after deformation while still maintaining a load-bearing frame. The Strong Frame special moment frame is code listed under ICC-ES ESR Strong Frame Ordinary Moment Frame for Two-Story Applications Ordinary moment frames are now available for frames up to 35' tall and 24' wide. Clear opening height can be up to 18' per floor and the frames will still fit into a 2x6 wall with no additional framing required. New Column and Beam Geometries and Anchorage Solutions Larger columns and beams have been added to the Strong Frame ordinary moment frame line to enable greater flexibility in one- and two-story frame design. Simpson Strong Tie moment frames now span up to 24 feet and now can be designed with the Strong Frame Selector software. Larger bolts now enable anchor solutions for two-story ordinary moment frames and allow for more robust one-story solutions. New Strong Frame Selector Software Our new version of the Strong Frame Selector software now includes design parameters for the special moment frame, two-story options for the ordinary moment frame and additional and larger beams and columns for more robust one-story ordinary-moment-frame designs. One-Story Special Moment Frame Two-Story Ordinary Moment Frame Strong Frame Selector Software 4

5 Introduction For more than 50 years, Simpson Strong Tie has focused on creating structural products that help people build safer and stronger homes and buildings. A leader in structural systems research and technology, Simpson Strong Tie is one of the largest suppliers of structural building products in the world. The Simpson Strong Tie commitment to product development, engineering, testing and training is evident in the consistent quality and delivery of its products and services. Simpson Strong Tie product lines include: Structural connectors for wood and cold-formed-steel construction Strong-Wall prefabricated shearwalls Strong Frame moment frames Strong-Rod systems for multi-story buildings Fastening systems, featuring Quik Drive auto-feed screw driving systems Stainless-steel and corrosion-resistant fasteners Anchoring and Fastening systems for concrete and masonry Strong-Frame Selection Key Products are divided into two general categories, Special Moment Frame and Ordinary Moment Frame, identified by tabs along the page's outer edge. Use the tabs and the corresponding page markers to quickly navigate to the section you are interested in. Special Moment Frame For more information, visit the company s Web site at The Simpson Strong Tie Company Inc. No Equal pledge includes: Quality products value-engineered for the lowest installed cost at the highest rated performance levels Most thoroughly tested and evaluated products in the industry Strategically-located manufacturing and warehouse facilities National code agency listings Largest number of patented connectors in the industry European locations with an international sales team In-house R&D, and tool and die professionals In-house product testing and quality control engineers Member of AITC, ASTM, ASCE, AWPA, ACI, AISC, CSI, ICFA, NBMDA, NLBMDA, SETMA, STAFDA, SREA, NFBA, SBCA, NCSEA, NCEES and local engineering groups. Ordinary Moment Frame The Simpson Strong Tie Quality Policy We help people build safer structures economically. We do this by designing, engineering and manufacturing No Equal structural connectors and other related products that meet or exceed our customers needs and expectations. Everyone is responsible for product quality and is committed to ensuring the effectiveness of the Quality Management System. Karen Colonias Chief Executive Officer Getting Fast Technical Support Terry Kingsfather President When you call for engineering technical support, we can help you quickly if you have the following information at hand. This will help us to serve you promptly and efficiently. Which Simpson Strong Tie catalog are you using? (See the front cover for the catalog number) Which Simpson product are you using? What is your load requirement? We Are ISO Registered Simpson Strong Tie is an ISO registered company. ISO is an internationally-recognized quality assurance system which lets our domestic and international customers know that they can count on the consistent quality of Simpson Strong Tie products and services. All Rights Reserved. This catalog may not be reproduced in whole or in part without the prior written approval of Simpson Strong Tie Company Inc. 5

6 Table of Contents Strong Frame Selector Software... 7 Important Information and General Notes Strong Frame Special Moment Frame Introduction to the Strong Frame Special Moment Frame Special Moment Frame Product Information Standard and Custom Sizes Special Moment Frame Installation Information...15 Special Moment Frame Selection Procedure...16 Special Moment Frame Anchorage Selection Procedure Retrofit Applications...19 Special Moment Frame Design Information Special Moment Frame Anchorage Design Information Special Moment Frame 8 ft. 20 ft. Nominal Heights: Allowable Loads Introduction to Special Moment Frame Anchorage Special Moment Frame Anchorage Installation Accessories MFSL Anchorage Assembly Special Moment Frame Tension Anchorage Special Moment Frame MFSL Anchorage MFAB Anchorage Assembly Special Moment Frame MFAB Anchorage Special Moment Frame Anchor Bolt Layout Special Moment Frame Design Example Special Moment Frame: Installation Details Strong Frame Ordinary Moment Frame Strong Frame Ordinary Moment Frame Overview Ordinary Moment Frame Product Information Standard and Custom Sizes Ordinary Moment Frame Installation Information Bolt-Tightening Requirements Ordinary Moment Frame Selection Procedure Ordinary Moment Frame Anchorage Selection Procedures Ordinary Moment Frame Design Information Anchorage Design Information Ordinary Moment Frame 8 ft. 19 ft. Nominal Heights: Allowable Loads Introduction to the Two-Story Ordinary Moment Frame Introduction to Ordinary Moment Frame Anchorage Ordinary Moment Frame Anchorage Installation Accessories MFSL Anchorage Assembly Ordinary Moment Frame Tension Anchorage Ordinary Moment Frame MFSL Anchorage MFAB Anchorage Assembly Ordinary Moment Frame MFAB Anchorage Ordinary Moment Frame Anchor Bolt Layout Ordinary Moment Frame Design Examples Ordinary Moment Frame: Installation Details Top-Flange Joist Hangers How to Order a Custom Sized Moment Frame Custom Yield-Link Structural Fuse Worksheet Moment Frame Worksheets

7 Strong Frame Selector Software Design a Moment Frame to Meet Your Specifications The Strong Frame Selector software is designed to help Designers select an appropriate Simpson Strong Tie Strong Frame moment frame quickly. The program enables Designers to easily design an ordinary or special moment frame to meet their specific geometry and loading requirements. Input Geometry Only minimum input geometries are required for the Strong Frame Selector software to select an appropriate frame for the available space. Based on input geometry, the software will generate a list of possible solutions ranked from the least expensive solution. If the opening dimensions are outside of standard Strong Frame moment frame sizes, the Designer can enter their specific opening dimensions and the Strong Frame Selector software will provide possible custom solutions. Loading An easy-to-use input screen and drop-down buttons make it simple for the Designer to input lateral and gravity loads. Both wind and seismic loads can be entered and the Strong Frame Selector software will determine possible frame sizes that meet the Designer s input requirements. Uniform, partial uniform as well as point loads can be placed anywhere along the span of the beam. Output The output is in a concise format containing the important information needed for moment frame design. More detailed outputs are also available if desired. Minimal input is required for anchorage design Foundation forces are summarized to aid the Designer in designing their own foundations Projects generated can be saved, printed or ed Download the Strong Frame Selector software free at 7

8 Important Information and General Notes Warning The following Warnings, Notes, Instructions and product information apply only to the specific products listed in this catalog. If you use any other Simpson Strong Tie Company Inc. products, read the Warnings, Notes, Instructions and product information in the applicable catalog and consult for the latest catalogs, bulletins and product information. Simpson Strong Tie Company Inc. structural connectors, anchors, and other products are designed and tested to provide specified design loads. To obtain optimal performance from Simpson Strong Tie Company Inc. products and achieve maximum allowable design load, the products must be properly installed and used in accordance with the installation instructions and design limits provided by Simpson Strong Tie Company Inc. To ensure proper installation and use, designers and installers must carefully read the following General Notes, General Instructions For The Installer and General Instructions For The Designer, as well as consult the applicable catalog pages for specific product installation instructions and notes. Proper product installation requires careful attention to all notes and instructions, including these basic rules: a. Be familiar with the application and correct use of the product. b. Install all required fasteners per installation instructions provided by Simpson Strong Tie Company Inc.: a) use proper fastener type; b) use proper fastener quantity; c) fill all fastener holes as specified; d) ensure screws are completely driven; and e) ensure bolts are completely tightened. In addition to following the basic rules provided above as well as all notes, warnings and instructions provided in the catalog, installers, designers, engineers and consumers should consult the Simpson Strong Tie Company Inc. website at to obtain additional design and installation information, including: Instructional builder/contractor training kits containing an instructional video, an instructor guide and a student guide in both English and Spanish Information on workshops Simpson Strong Tie conducts at various training centers throughout the country Product specific installation videos Specialty catalogs Code reports Technical fliers and bulletins Master format specifications Material safety data sheets Corrosion information Simpson Strong Tie Autocad menu Answers to frequently asked questions and technical topics. Failure to follow fully all of the notes and instructions provided by Simpson Strong Tie Company Inc. may result in improper installation of products. Improperly installed products may not perform to the specifications set forth in this catalog and may reduce a structure s ability to resist the movement, stress, and loading that occurs from gravity loads and loading from events such as earthquakes and high velocity winds. Simpson Strong Tie Company Inc. does not guarantee the performance or safety of products that are modified, improperly installed or not used in accordance with the design and load limits set forth in this catalog. Autocad is a registered trademark of Autodesk. General Notes These general notes are provided to ensure proper installation of Simpson Strong Tie Company Inc. products and must be followed fully. a. Simpson Strong Tie Company Inc. reserves the right to change specifications, designs, and models without notice or liability for such changes. b. Steel used for each Simpson Strong Tie product is individually selected based on the product s steel specifications, including strength, thickness, formability, finish, and weldability. Contact Simpson Strong Tie for steel information on specific products. c. Unless otherwise noted, dimensions are in inches, loads are in pounds. d. 8d (0.131"x2½"), 10d (0.148"x3"), and 16d (0.162"x3½") specify common nails that meet the requirements of ASTM F1667. e. Do Not Overload. Do not exceed catalog allowable loads, which would jeopardize the product. f. All references to bolts or machine bolts (MBs), unless otherwise noted, are for structural quality through bolts (not lag screws or carriage bolts) equal to or better than ASTM Standard A307, Grade A. Anchor rods for MFSL, MFAB, MF-ATR5EXT-LS and MF-ATR5EXT-LSG are ASTM F1554 Grade 36 or A36; MFSL HS, MFAB-HS MF-ATR5EXT-HS and MF-ATR5EXT-HSG are ASTM A449; bolts for OMF beam-to-column and SMF link-to-column connection are ASTM A325. SMF beam-to-shear tab connections are ASTM A325 bolts. Link-to-beam connections are ASTM A490 (F2280) tension-control bolts. g. Wood shrinks and expands as it loses or gains moisture. Dimensions given to the face of wood nailers in this catalog may vary slightly due to moisture content. Capacities provided that include wood nailers are based on a moisture content of less than 19 percent at time of fastener installation, and a minimum specific gravity of Nailers are DF #2. h. Some model configurations may differ from those shown in this catalog. Contact Simpson Strong Tie for details. General Instructions for the Installer These general instructions for the installer are provided to ensure proper selection and installation of Simpson Strong Tie Company Inc. products and must be followed carefully. These general instructions are in addition to the specific installation instructions and notes provided for each particular product, all of which should be consulted prior to and during installation of Simpson Strong Tie Company Inc. products. a. Provide temporary diagonal bracing of Strong Frame as required until frame is tied in to the floor or roof framing above. b. All specified fasteners must be installed according to the instructions in this catalog. Incorrect fastener quantity, size, placement, type, material, or finish may cause the connection to fail. c. Fill all fastener holes as specified in the installation instructions for that product. Some pre-installed items may not use all holes. d. Use the materials specified in the installation instructions. Substitution of or failure to use specified materials may cause the product to fail. e. Do not add holes or otherwise modify Simpson Strong Tie Company Inc. products except as noted in this catalog. The performance of modified products may be substantially weakened. Simpson Strong Tie will not warrant or guarantee the performance of such modified products. f. Install products in the position specified in the catalog. g. Do not alter installation procedures from those set forth in this catalog. h. Install all specified fasteners before loading the frame. i. Use proper safety equipment. j. Nuts shall be installed such that the end of the threaded rod or bolt is at least flush with the top of the nut. k. Local and/or regional building codes may require meeting special conditions. Building codes often require special inspection of anchors installed in concrete and masonry. For compliance with these requirements, it is necessary to contact the local and/or regional building authority. Except where mandated by code or code listed, Simpson Strong Tie products do not require special inspection. l. High strength bolts in fully pre tensioned Strong Frame ordinary moment frame beam to column connections may require special inspection to verify installation pre tension. For compliance with these requirements, it is necessary to contact the local and/or regional building authority. Direct Tension Indicating (DTI) washers are included in the Strong Frame installation kits to help verify installation pre tension. Contact Simpson Strong Tie for Fastener Assembly Certificates of Conformity. m. See installation detail sheets for field modifications options. 8

9 Important Information and General Notes General Instructions for the Designer These general instructions for the Designer are provided to ensure proper selection and installation of Simpson Strong Tie Company Inc. products and must be followed carefully. These general instructions are in addition to the specific design and installation instructions and notes provided for each particular product, all of which should be consulted prior to and during the design process. a. Design for Strong Frame moment frames are in accordance with the following: 2012, 2009 and 2006 International Building Code AISC Specification for Structural Steel Buildings (ANSI/AISC , ) AISC Seismic Provisions (ANSI/AISC , ) RCSC Specification for Structural Joints Using ASTM A325 or A490 Bolts Building Code Requirements for Structural Concrete (ACI , ACI ) Moment frames are designed using Load and Resistance Factored Design (LRFD) methodology for determining frame drift and strength limits. Allowable Stress Design (ASD) shear and drift are determined as V ASD = 0.7 x V LRFD and drift ASD = 0.7 x drift LRFD for seismic load combinations and V ASD = V LRFD /1.6 for wind load combinations. b. Building codes have specific design requirements for use of steel moment frames. Designer shall verify structural design meets the applicable code requirements. See design examples or contact Simpson Strong Tie for more information. c. Strong Frame moment frames provide a key component of a structure s lateral force resisting system only when incorporated into a continuous load transfer path. The Designer must specify the required components of the complete load transfer path including diaphragms, shear transfer, chords and collectors and foundations. d. The term Designer used throughout this catalog is intended to mean a licensed/certified building design professional, a licensed professional engineer, or a licensed architect. e. All connected members and related elements shall be designed by the Designer. f. All installations should be designed only in accordance with the allowable load values set forth in this catalog. g. Simpson Strong Tie will provide upon request code testing data on all products that have been code tested. h. Local and/or regional building codes may require meeting special conditions. Building codes often require special inspection of anchors installed in concrete and masonry. For compliance with these requirements, it is necessary to contact the local and/or regional building authority. Except where mandated by code or code listing, Simpson Strong Tie products do not require special inspection. i. High strength bolts in fully pre tensioned Strong Frame ordinary moment frame beam to column connections may require special inspection to verify installation pre tension. For compliance with these requirements, it is necessary to contact the local and/or regional building authority. Direct Tension Indicating (DTI) washers are included in the Strong Frame installation kits to verify installation pre tension. Contact Simpson Strong Tie for Fastener Assembly Certificates of Conformity. j. Welding shall be in accordance with AWS D1.1 and AWS D1.8 (as applicable for seismic). Welds shall be as specified by the Designer. Provide welding special inspection as required by local building department. k. Holes in base plates are oversized holes for erection tolerance. Designer must evaluate effects of oversized holes and provide plate washer with standard-size holes welded to base plate where required. l. Design of Strong Frame moment frames assumes a pinned condition at the base of columns. m. See design information on pages and for additional information. Limited Warranty Simpson Strong Tie Company Inc. warrants catalog products to be free from defects in material or manufacturing. Simpson Strong Tie Company Inc. products are further warranted for adequacy of design when used in accordance with design limits in this catalog and when properly specified, installed, and maintained. This warranty does not apply to uses not in compliance with specific applications and installations set forth in this catalog, or to non catalog or modified products, or to deterioration due to environmental conditions. Simpson Strong Tie connectors are designed to enable structures to resist the movement, stress, and loading that results from impact events such as earthquakes and high velocity winds. Other Simpson Strong Tie products are designed to the load capacities and uses listed in this catalog. Properly installed Simpson Strong Tie products will perform in accordance with the specifications set forth in the applicable Simpson Strong Tie catalog. Additional performance limitations for specific products may be listed on the applicable catalog pages. Due to the particular characteristics of potential impact events, the specific design and location of the structure, the building materials used, the quality of Terms and Conditions of Sale Product Use Products in this catalog are designed and manufactured for the specific purposes shown, and should not be used with other connectors not approved by a qualified Designer. Modifications to products or changes in installations should only be made by a qualified Designer. The performance of such modified products or altered installations is the sole responsibility of the Designer. Indemnity Customers or Designers modifying products or installations, or designing non catalog products for fabrication by Simpson Strong Tie Company Inc. shall, regardless of specific instructions to the user, indemnify, defend, and hold harmless Simpson Strong Tie Company Inc. for any and all claimed loss or damage occasioned in whole or in part by non catalog or modified products. construction, and the condition of the soils involved, damage may nonetheless result to a structure and its contents even if the loads resulting from the impact event do not exceed Simpson Strong Tie catalog specifications and Simpson Strong Tie connectors are properly installed in accordance with applicable building codes. All warranty obligations of Simpson Strong Tie Company Inc. shall be limited, at the discretion of Simpson Strong Tie Company Inc., to repair or replacement of the defective part. These remedies shall constitute Simpson Strong Tie Company Inc. s sole obligation and sole remedy of purchaser under this warranty. In no event will Simpson Strong Tie Company Inc. be responsible for incidental, consequential, or special loss or damage, however caused. This warranty is expressly in lieu of all other warranties, expressed or implied, including warranties of merchantability or fitness for a particular purpose, all such other warranties being hereby expressly excluded. This warranty may change periodically consult our website for current information. Non Catalog and Modified Products Consult Simpson Strong Tie Company Inc. for applications for which there is no catalog product, or for connectors for use in hostile environments, with excessive wood shrinkage, or with abnormal loading or erection requirements. Non catalog products must be designed by the customer and will be fabricated by Simpson Strong Tie in accordance with customer specifications. Simpson Strong Tie cannot and does not make any representations regarding the suitability of use or load carrying capacities of non catalog products. Simpson Strong Tie provides no warranty, express or implied, on non catalog products. F.O.B. Shipping Point unless otherwise specified. See installation sheets for protected zone for SMF and no welding zone for OMF. 9

10 Introduction to the Strong Frame Special Moment Frame The new Strong Frame special moment frame represents the latest innovative lateral system solution from Simpson Strong Tie. Its patented Yield-Link structural fuse is designed to bear the brunt of lateral forces during a seismic event which isolates damage within the frame and keeps the structural integrity of the beams and columns intact. With bolt-on/bolt-off ability, the fuses are fully replaceable if damaged, which makes replacement much easier since the beam and columns can remain in the structure during repairs. The replaceable Yield- Link structural fuse also enables the Strong Frame special moment frame to be designed without lateral bracing from the beam to the adjacent roof or floor diaphragm. There is no risk of fire when installed in an existing structure, as no field welding is required. Features Predesigned Special Moment Frame Solutions Designers can choose from 192 pre-engineered frames or choose custom-sized frame solutions up to 24' wide and 20' tall using Strong Frame Selector software. 100% Bolted Connections Install frames more quickly with no field welding required. An impact gun or spud wrench is all that are required to make the connection. Ideal for Retrofits With 100% bolted connections, Strong Frame special moment frames do not require field welding in the close quarters of an existing building. The frame s increased ductility is ideally suited for use in older structures. Code Listed Strong Frame special moment frames are code-listed under ICC-ES ESR-2802 and are pending prequalification approval under AISC 358. No Beam Bracing Required Proprietary Yield-Link fuse eliminates the need for lateral beam bracing, which is typically required. Greater Quality Control Frames are manufactured and partially assembled in a production environment with comprehensive quality-control measures. Field-bolted connections eliminate questions about the quality of field welds. All field-bolted connections are snug-tight. Unassembled frames are shipped flat to the jobsite making them easier to transport. Assembled frames are available upon request. 10

11 Introduction to the Strong Frame Special Moment Frame The Special Behind the Special Moment Frame The new Strong Frame special moment frame provides high lateral-force resistance to seismic events. Our innovative Yield-Link structural fuse is designed so the connection response remains ductile under load, providing more predictable performance. Little, if any, deformation is expected from the members. Yielding Area The highlighted green section illustrates the yielding area on the Strong Frame special moment frame connection, which is a patented system designed to yield in a seismic event. (Protected by U.S. Patent No. 8,001,734 B2 and other pending and granted foreign patents.) This new Strong Frame special moment frame features a partially restrained beam-to-column connection, consisting of a modified, single-plate shear tab for shear transfer and a modified Yield- Link structural fuse for moment transfer designed to prevent moment transfer through the shear tab connection. This ensures the frame's structural integrity during and after a seismic event. Bolt holes for tension control bolts to attach Yield-Link structural fuse to beam flange (Quantity varies) Yield area (Size varies light, medium and heavy available) Column flange connection plate Yield-Link Structural Fuse 11

12 Special Moment Frame Product Information Standard Sizes The Strong Frame special moment frame is a factory built moment frame consisting of two columns, a beam and a connection kit. The columns are anchored to the foundation using anchor bolts and are connected to the beam using high strength bolts. The 192 available models of the Strong Frame special moment frame are created by combining various sizes of columns (in pairs) with various sizes of beams. Columns and beams are standard-rolled shapes with pre-attached nailers (see table below) " 7 1 4" 3 1 2" 7 1 4" 7 1 4" " 1 1 2" 3 1 2" " B12 Beam " 1 1 2" " B16 Beam C12 C " " 7 1 4" C16 C " " 7 1 4" 2x field installed top plate 4x8 beam top nailer Field installed infill block (included) Beam H1 (Top of concrete to top of field-installed top plate, assumed 1 1 2" for grout) H2 (Top of concrete to top of beam nailer) Column 2x8 beam bottom nailer 2x8 field installed nailer as required W1 Clear opening width wood to wood W2 Outside width wood to wood 2x8 wood nailer at column, typ. Column H3 (Clear opening height, top of concrete to bottom of field-installed nailer) Special Moment Frame Column Size (10, 12, 14, 16 nominal) Beam Size (12 or 16 nominal) SMF X10-L Model No. Naming Legend Standard Sizes Anchorage assembly Link Size (L, M or H) Assembly Elevation Column Height (8, 9, 10, 12, 14, 16, 18 and 20 in feet) Beam Length (8, 10, 12, 14, 16, 18, 20 and 24 in feet) All heights assume 1 1 2" non-shrink grout SMF COLUMN DEFINITIONS SMF-C10 W10X30 ASTM A992 SMF-C12 W12X35 ASTM A992 SMF-C14 W14X38 ASTM A992 SMF-C16 W16X57 ASTM A992 SMF BEAM DEFINITIONS SMF-B12 W12X35 ASTM A992 SMF-B16 W16X45 ASTM A992 Special moment frame beams and columns are manufactured with pre-installed wood nailers. 12

13 Special Moment Frame Product Information Standard Sizes Strong Frame Special Moment Frame Models by Numbers Clear Opening Width Nominal Moment Frame Height 8 feet 9 feet 10 feet 12 feet 14 feet 16 feet 18 feet 20 feet Model No. Model No. Model No. Model No. Model No. Model No. Model No. Model No. 8'-2" SMF1012-8x8-L SMF1012-8x9-L SMF1012-8x10-L SMF1212-8x12-L SMF1412-8x14-L SMF1412-8x16-L SMF1412-8x18-L SMF1412-8x20-L 8'-2" SMF1612-8x8-M SMF1612-8x9-M SMF1612-8x10-M SMF1612-8x12-M SMF1612-8x14-M SMF1612-8x16-M SMF1612-8x18-M SMF1612-8x20-M 8'-2" SMF1616-8x8-L SMF1616-8x9-M SMF1616-8x10-M SMF1616-8x12-M SMF1616-8x14-M SMF1616-8x16-M SMF1616-8x18-M SMF1616-8x20-M 10'-2" SMF x8-L SMF x9-L SMF x10-L SMF x12-L SMF x14-L SMF x16-L SMF x18-L SMF x20-L 10'-2" SMF x8-M SMF x9-M SMF x10-M SMF x12-M SMF x14-M SMF x16-M SMF x18-M SMF x20-M 10'-2" SMF x8-M SMF x9-M SMF x10-M SMF x12-M SMF x14-M SMF x16-M SMF x18-M SMF x20-M 12'-4" SMF x8-L SMF x9-L SMF x10-L SMF x12-L SMF x14-L SMF x16-L SMF x18-L SMF x20-L 12'-4" SMF x8-M SMF x9-M SMF x10-M SMF x12-M SMF x14-M SMF x16-M SMF x18-M SMF x20-M 12'-4" SMF x8-M SMF x9-M SMF x10-M SMF x12-H SMF x14-H SMF x16-H SMF x18-H SMF x20-H 14'-4" SMF x8-L SMF x9-L SMF x10-L SMF x12-L SMF x14-L SMF x16-L SMF x18-L SMF x20-L 14'-4" SMF x8-M SMF x9-M SMF x10-M SMF x12-M SMF x14-M SMF x16-M SMF x18-M SMF x20-M 14'-4" SMF x8-M SMF x9-H SMF x10-H SMF x12-H SMF x14-H SMF x16-H SMF x18-H SMF x20-H 16'-4" SMF x8-L SMF x9-L SMF x10-L SMF x12-L SMF x14-L SMF x16-L SMF x18-L SMF x20-L 16'-4" SMF x8-M SMF x9-M SMF x10-M SMF x12-M SMF x14-M SMF x16-M SMF x18-M SMF x20-M 16'-4" SMF x8-M SMF x9-H SMF x10-H SMF x12-H SMF x14-H SMF x16-H SMF x18-H SMF x20-H 18'-4" SMF x8-L SMF x9-L SMF x10-L SMF x12-L SMF x14-L SMF x16-L SMF x18-L SMF x20-L 18'-4" SMF x8-M SMF x9-M SMF x10-M SMF x12-M SMF x14-M SMF x16-M SMF x18-M SMF x20-M 18'-4" SMF x8-M SMF x9-H SMF x10-H SMF x12-H SMF x14-H SMF x16-H SMF x18-H SMF x20-H 20'-4" SMF x8-L SMF x9-L SMF x10-L SMF x12-L SMF x14-L SMF x16-L SMF x18-L SMF x20-L 20'-4" SMF x8-M SMF x9-M SMF x10-M SMF x12-M SMF x14-M SMF x16-M SMF x18-M SMF x20-M 20'-4" SMF x8-M SMF x9-H SMF x10-H SMF x12-H SMF x14-H SMF x16-H SMF x18-H SMF x20-H 24'-4" SMF x8-L SMF x9-L SMF x10-L SMF x12-L SMF x14-L SMF x16-L SMF x18-L SMF x20-L 24'-4" SMF x8-L SMF x9-L SMF x10-L SMF x12-L SMF x14-L SMF x16-L SMF x18-L SMF x20-L 24'-4" SMF x8-M SMF x9-M SMF x10-M SMF x12-M SMF x14-M SMF x16-M SMF x18-M SMF x20-M Special Moment Frame Column Size (10, 12, 14, 16 nominal) SMF X10-L Link Size (L, M or H) Column Height (8, 9, 10, 12, 14, 16, 18 and 20 in feet) Beam Size (12 or 16 nominal) Beam Length (8, 10, 12, 14, 16, 18, 20 and 24 in feet) Model No. Naming Legend Standard Sizes 13

14 Special Moment Frame Product Information Custom Sizes Strong Frame special moment frames are also available in custom sizes to suit nearly any project's needs. Using our standard beam and column profiles, we offer frames manufactured to your size specifications in clear-opening widths from 6' to 24' and clear-opening heights from 6' to 20'. This allows flexibility in architectural design or for a frame to fit an existing opening. The lead times for these custom frames are a matter of days, not weeks, to fit the most demanding construction schedules. Beams and columns offered in 1 4" increments. The custom options are included in our Strong Frame Selector Software. With minimal input, the software will suggest frame options sorted from the most economical with options to maximize design efficiency. Download the free software at " 7 1 4" 3 1 2" 7 1 4" 7 1 4" " 1 1 2" 3 1 2" " B12 Beam " 1 1 2" " B16 Beam C12 C " " 7 1 4" C16 C " " 7 1 4" 2x field installed top plate 4x8 beam top nailer Field installed infill block (included) Beam H1 (Top of concrete to top of field-installed top plate, assumed 1 1 2" for grout) H2 (Top of concrete to top of beam nailer) Column 2x8 beam bottom nailer 2x8 field installed nailer as required W1 Clear opening width wood to wood W2 Outside width wood to wood 2x8 wood nailer at column, typ. Column H3 (Clear opening height, top of concrete to bottom of field-installed nailer) Special Moment Frame Non-Catalog Size Anchorage assembly SMFX X M Assembly Elevation Link Size (L, M or H) Column Height (In Inches 312 in Max) All heights assume 1 1 2" non-shrink grout SMF COLUMN DEFINITIONS SMF-C10 W10X30 ASTM A992 SMF-C12 W12X35 ASTM A Column Size (10, 12, 14 or 18) Beam Size (12 or 16) Minimum Beam length = 72 inches Maximum Beam Length= 288 inches Beam Length (In Inches 288 in Max.) Minimum Column Height = 72 inches Maximum Column Height = inches Special moment frame beams and columns are manufactured with pre-installed wood nailers. SMF-C14 W14X38 ASTM A992 SMF-C16 W16X57 ASTM A992 SMF BEAM DEFINITIONS SMF-B12 W12X35 ASTM A992 SMF-B16 W16X45 ASTM A992

15 Special Moment Frame Installation Information Each Simpson Strong Tie special moment frame includes all of the hardware necessary for assembly: Link Flange to Column Flange: (16) 7 8" x 3 1 4" High-strength bolts A325 (16) 7 8" Diameter heavy hex nuts A563 DH (16) 7 8" Diameter F436 washers type 1 (16) Finger shims (16) BP7/8-2 (1) 0.015" Feeler gauge Beam Web to Tab: (6) 7 8" x 2 1 8" Machine bolts A325 type 1 (6) 7 8" Diameter heavy hex nuts A563 DH (12) 7 8" Diameter washers F436 type 1 Base Plate to Anchor Bolt: (8) ¾" Diameter heavy hex nuts A563 DH (8) ¾" Diameter cut washers F844 Cap Plate to Field Install 2x Top Plate: (12) SDS 1 4" x 1 3 4" screws Misc. (1) Installation sheet Column Link 7 8" A325 bolt Bearing Plate Shim (where needed) F436 washer 7 8" A563DH Heavy hex nut Suggested Installation Instructions 1. Install center 7 8" bolt through shear tab to the web of the beam on both sides. Finger-tighten only at this time. 2. Install four top 7 8" A325 structural bolts and washers (see illustration) through column flange to the top holes on the top-of-beam, Yield-Link structural fuse. Finger-tighten only at this time. Repeat on opposite side. 3. Using proper equipment, raise the frame assembly and place over the previously installed anchor bolts and onto the eight leveling nuts that have been installed about 1" above concrete. 4. Brace the frame temporarily using standard methods that comply with OSHA and local jurisdictional safety practices. 5. Using the leveling nuts, adjust the height of the frame so it ties into the surrounding wall framing and until the steel beam is level. Then plumb the columns in the perpendicular direction and then brace to hold in place. This bracing will be removed once the frame is completely installed and tied in. Step 1 6. Install the eight heavy-hex 3 4" nuts and washers on the anchor bolts and finger-tighten. Then add ½ turn using a wrench. 7. Next, install the lower 7 8" A325 bolt and washers through the column into the bottom-of-beam flange of the Yield-Link structural fuse that is diagonally opposite of the first nut bolt installed in the top-of-beam Yield-Link fuse. Install 7 8" nut and finger-tighten. 8. Install the remaining 7 8" bolts through the column to the Yield-Link fuse and finger tighten only. 9. Install the four remaining 7 8" bolts though the shear tab to the beam flanges, install nut, and tighten ¼ turn past finger tight using a wrench 10. Utilizing a criss-cross pattern, tighten all 7 8" A325 bolts until snug tight. 11. Place the two infill blocks provided on top of the Yield-Link structural fuse and nail through the top plate using eight 10dx3" nails or as provided by the Designer. 12. Lace the 2x top plate from adjoining walls over the factory installed Yield-Link structural fuse attached to the top of the steel beam. Install fasteners per the top plate-to-nailer connection columns within the load tables provided on page or as provided by the Designer. 13. Remove temporary bracing. 14. Place non-shrinking grout under base plate. ¾" min. to 2" max. (1½" typical) Column Step 5 Adjust nuts to plumb column and level beam Non-shrink grout (may require inspection) min psi Step 15 15

16 Special Moment Frame Selection Procedure Strong Frame Special Moment Frame Selection Selection of a Strong Frame special moment frame and accompanying anchorage is easy using the information provided in this catalog. Tables are provided that include the information Designers need to properly select, specify and detail a frame and anchorage that meets their project requirements. The information below provides the Designer with a step-by-step selection procedure. The design examples on pages illustrate the procedure with reference to each step. Step 1 Step 2 Step 3 Step 4 Step 5 Step 6 Step 7 Determine Lateral Load Required for Special Moment Frame (SMF) Design Check R Value Select nominal height and width Check Vertical Loading Select SMF Model Check Frame Dimensions Select Top Plate Fasteners Frame Selection Determine lateral load per applicable building code. Load distribution to SMF and other elements in the same line must consider relative stiffness of each element. If seismic lateral load is calculated using R = 6.5 then proceed to Step 3. If seismic lateral load is NOT calculated using R=6.5, then convert lateral forces to R=6.5 by multiplying lateral load by R/6.5. If frame is to be designed using R=8, then please use the Simpson Strong Tie Strong Frame Selector software. Select the nominal height (8', 9', 10', 12', 14', 16', 18', or 20') for your structure where the frame will be installed and find the corresponding allowable load table on pages Next select the frame clear opening width, W1 (8' 2", 10' 2", 12' 4", 14' 4", 16' 4", 18' 4", 20' 4", or 24' 4") that will accommodate the required wall opening. Compare vertical loads on your frame with the limits listed in footnotes 2 and 3 of the allowable load tables: If there is no gravity load imposed on the beam or columns (other than the frame weight) then use maximum shear value. If the beam is loaded with only uniformly distributed vertical loads, a single vertical point load at mid-span, or multiple point loads applied symmetrically about mid-span and the allowable stress design (ASD) uniform loads are all less than the maximum total gravity load then use minimum shear values. If S DS > 1.0, check if uniform dead load must include additional vertical seismic load effects (see allowable load tables, footnote 3). If your vertical loading does not meet these criteria, use the Strong Frame Selector software or contact Simpson Strong Tie to perform a design for custom loading. Using the maximum shear or minimum shear as determined in Step 4, select a frame with a tabulated allowable ASD shear that exceeds the applied load. For wind design, check that the tabulated drift meets drift limits established for the project. Drift may be linearly reduced if the applied load is less than the tabulated frame capacity. Using nominal height and width tables above the allowable load tables, verify that frame selected will accommodate the required wall opening: Check that the clear opening width (W1) is equal to or greater than the wall opening width. Check that the outside frame width (W2) fits within the available wall space. Check that the frame s clear opening height (H3) is equal to or greater than that required (remember to add the curb/ stemwall height for installations with the frame base above the floor level). In the allowable load tables, select between the nail (16d commons) and screw ( 1 4"x3 1 2" SDS) options for attaching a fieldinstalled, top plate-to-the-frame nailers. For seismic design, fasteners must be increased if the connection is required to be designed as a collector for load combination with overstrength factor. This key illustrates where to find the information in the tables on pages for selection steps. Step 4 Step 5 Strong Frame Special Moment Frame 8 ft. Nominal Heights Step 3 Step 7 Model Allowable ASD Maximum Load V (lbs.) 1 Total Gravity Load, Maximum 2 Minimum 3 W max 3 (lbs.) Drift at Allow Load V 10 Reaction Factor, X 6 Column Base Reactions (lbs.) Tension 7 6,8 R T 4 R T_max 5 R V 4 R V_max 5 Top Plate to Nailer Connection 6 16d Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 8'-0 ¾", Drift limit = 0.42" 9,10 SMF1012-8x8-L 9,715 9,575 22, ,449 16,934 4,868 10, ,145 SMF1812-8x8-M 16,140 14,070 22, ,596 20,038 8,092 13, ,540 SMF1816-8x8-L 21,040 19,640 26, ,798 25,586 10,561 17, ,575 SMF x8-L 9,440 9,250 30, ,956 13,512 4,731 10, ,235 SMF x8-M 15,480 10,990 30, ,255 15,956 7,761 12, ,625 SMF x8-M 20,180 16,100 38, ,811 20,374 10,131 16, ,715 Step 6 Step 6 Nominal Bottom Nailer Height, H3 H1 H2 Height with W12 Beam with W16 Beam 8' 8'-0 ¾" 7'-11 ¼" 6'-4 ¼" 6'- 5 8" 9' 9'-0 ¾" 8'-11 ¼" 7'-4 ¼" 7'- 5 8" 10' 10'-0 ¾" 9'-11 ¼" 8'-4 ¼" 8'- 5 8" 12' 12'-0 ¾" 11'-11 ¼" 10'-4 ¼" 10'- 5 8" 14' 14'-0 ¾" 13'-11 ¼" 12'-4 ¼" 12'- 5 8" 16' 16'-0 ¾" 15'-11 ¼" 14'-4 ¼" 14'- 5 8" 18' 18'-2 ¾" 18'-1 ¼" 16'-4 ¼" 16'- 5 8" 20' 20'-2 ¾" 20'-1 ¼" 18'-4 ¼" 18'- 5 8" Nominal Width W1 Outside Frame Width, W2 W10 W12 W14 W18 8' 8'-2" 10'-5" 10'-9" 11'-¼" 11'-8" 10' 10'-2" 12'-5" 12'-9" 13'-¼" 13'-8" 12' 12'-4" 14'-7" 14'-11" 15'-2 ¼" 15'-10" 14' 14'-4" 16'-7" 16'-11" 17'-2 ¼" 17'-10" 16' 16'-4" 18'-7" 18'-11" 19'-2 ¼" 19'-10" 18' 18'-4" 20'-7" 20'-11" 21'-2 ¼" 21'-10" 20' 20'-4" 22'-7" 22'-11" 23'-2 ¼" 23'-10" 24' 24'-4" 26'-7" 26'-11" 27'-2 ¼" 27'-10" 16

17 Special Moment Frame Tension-Anchorage Selection Procedure Anchorage assemblies (MFSL and MFAB) can be used for both Strong Frame ordinary moment frames and special moment frames. Selection procedures below will cover anchorage for Strong Frame special moment frames. Step 1 Step 2 Step 3 Step 4 Step 5 Determine Concrete Condition Determine Tension Reaction Select Minimum Footing Size for Tension Determine Anchorage Assembly Strength Determine Rod Length and Footing Size Tension Anchorage Design Determine whether uncracked or cracked concrete is applicable for anchorage design (see ACI 318, Appendix D). Assuming cracked concrete is conservative. Use maximum tension reaction tabulated in the allowable load table for the frame selected or calculate tension reaction based on design loads in accordance with footnote 7 of the Strong Frame special moment frame allowable load tables. Determine minimum embedment and footing size for tension anchorage. Use the Tension Anchorage Allowable Loads table on page 33 for Strong Frame special moment frame to select embedment and footing width with a capacity that exceeds the tension reaction. Special moment frame installation requiring high strength anchorage can be calculated from the tension anchorage allowable load tables. When design shear load is greater than Max. for standard strength assembly, then high strength anchorage is required. Add the step height (height of concrete above the top of footing) to the minimum required embedment, de, and select an anchorage assembly model number with an embedded rod length, le, that is equal or greater. If this value exceeds the maximum embedded rod length for the anchorage assembly, select an extension kit to achieve the necessary rod length. Note that the embedded rod length is different for MFSL and MFAB anchorage assemblies with the same total rod length. See Step 1 of Anchorage Procedure for selection of anchorage assembly type. 17

18 Special Moment Frame -Anchorage Selection Procedure Step 1 Step 2 Select anchorage assembly type Determine shear reactions General Anchorage Design Select which anchorage assembly you want to use: The MFSL anchorage comes with pre-attached shear lugs. No additional ties or hairpins required. The MFAB anchorage assembly offers higher shear capacities without increasing concrete strength or end distance, but requires additional ties or hairpin reinforcement. For anchorage design, maximum column shear in Strong Frame special moment frame load tables assumes no gravity load. Designer to add shear reaction by multiplying the Reaction Factor, X, by the appropriate design gravity loads, see footnotes 4 and 6 of the SMF allowable tables. MFSL Anchorage Design MFAB Anchorage Design Step 3 Step 4 Determine inside and outside end distance Determine anchorage assembly strength Use the shear reactions from Step 2 and the MFSL shear capacity table on page 34 for special moment frame. Select an inside end distance with a capacity that exceeds the tension column shear reaction and an outside end distance with a capacity that exceeds the compression column shear reaction If high-strength anchorage is required for tension, specify a high-strength MFSL anchorage assembly. Otherwise, standard strength anchorage assemblies are adequate for MFSL except for shaded regions of the anchorage tables. Step 3 Step 4 Determine reinforcement Determine anchorage assembly strength Use the compression column shear reaction from Step 2 and the MFAB shear capacity table on page 36 of the Special Moment Frame section to select tie or hairpin reinforcement with a capacity that exceeds the shear reaction. If high strength anchorage is required from Tension Anchorage table, specify a high-strength MFAB anchorage assembly. Otherwise, standard strength anchorage assemblies are adequate for MFAB except for shaded regions of the anchorage tables. Step 5 Verify frame dimensions If additional studs are required for end distances, check that modified frame dimensions will accommodate the required wall opening: If inside end distance exceeds that corresponding to the pre-installed nailer installed flush with inside end of curb, subtract the thickness of additional studs required at each column from the clear opening width, W1, and check that this still exceeds the required opening width. If outside end distance exceeds that corresponding to the pre-installed nailer installed flush with outside end of curb, add the thickness of additional studs required at each column to the outside frame width, W2, and check that this still fits within the available wall space. 18

19 Retrofit Applications Strong Frame Special Moment Frame Retrofit Applications The Strong Frame special moment frame is an ideal choice for soft-story retrofit of mid-rise wood structures built over tuck-under parking. Because of the unique ductility characteristics our patented Yield-Link structural fuse, the Strong Frame special moment frame can be easily integrated into older buildings. The connection and frame design procedures have been specifically engineered to eliminate the need for beam-flange bracing while still delivering the performance expected of a special moment frame solution. Since the column bases are designed as pinned bases, foundation demands are minimized. Utilizing a true capacity-based design approach, yielding during a seismic event is focused into replaceable yield-links at the beam-column connection. Aside from overall superior seismic performance, these bolt-on/bolt-off structural fuses provide for easy replacement via practical rapid post-earthquake repair, should it be needed. In addition to the clear engineering advantages, the all-bolted Strong Frame special moment frame requires no on-site welding and therefore can safely be installed under occupied living or commercial spaces. Additional convenience is realized as the field-installed bolts at the beam-to-column connection are permitted to be installed in the snug-tight condition. This both simplifies the installation and reduces costs as compared to traditional fully pretensioned bolted moment connections. The frames can be shipped to the job site flat (beams and columns disassembled), enabling the frames to be assembled in place, thereby eliminating the excessive structure demolition that can be required to install a pre-assembled frame. A suitable Strong Frame special moment frame can either be chosen from 192 pre-engineered sizes from the catalog or can be designed using the Strong Frame Selector software to custom fit the frame to field conditions and existing openings. Whether the frames are standard size or custom order, the lead times are shorter than other custom frames allowing easy integration into the project s construction schedule. Simpson Strong Tie Strong Frame special moment frame Notes: This schematic is intended to illustrate one option for utilizing Strong Frame special moment frame in a soft story retrofit application. Not all details for a complete design are shown, nor is this the only way to accomplish such a retrofit. Structural analysis must be performed by a qualified design professional. See installation details. 19

20 Special Moment Frame Design Information The Simpson Strong Tie Strong Frame special moment frame reflects a capacity-based design approach, in which inelastic rotation demand is confined predominantly within reduced region of the link. Member and connection design is based on the maximum rupture strength, P r _link, of the reduced region of the link. Frame Analysis Analysis for the Strong Frame special moment frame is performed using the Strong Frame Selector Software. The software is designed based on the direct stiffness method. The stiffness matrix for each element is based on centerline-to-centerline dimensions with the Euler- Bernoulli beam model (shear deformations included). Both large (P-Δ) and small (P-δ) P-Delta are considered in the analysis and design by the use of the geometry stiffness matrix method for P-Δ and AISC B1 factor for P-δ. PR connection stiffness for the links is captured at each end of the beam with a rotational spring. Base of columns are modeled as pinned connections for frame analysis. Moment Connection Design Once the area of the link is determined from code analysis, the rest of the connection is then designed to be stronger than the maximum probable rupture strength, P r_link, of the link, P r_link = A y_link R t F u_link Where: A y_link = specified area of the reduced link area, in. 2 R t = Ratio of expected tensile rupture strength to minimum tensile strength of the link stem material. F u_link = specified minimum tensile strength of link stem material, ksi. Frame Lateral Load Rating Tabulated frame lateral shear loads are based on the minimum of the following: Strength of the link reduced area at code design level forces Lateral capacity at which code drift limit is reached (C d =4 and Allowable drift limit =0.025 times frame height). Strength of beam, columns, or shear tab connection capacity at minimum load of: Amplified seismic load combinations, Frame mechanism (i.e. assuming P r_link is reached for both ends of the beam) Using this Catalog as a Design Tool Simpson Strong Tie Strong Frame special moment frames are preengineered and make it easy to design for a wide variety of applications: Allowable lateral loads are applicable to seismic design with only minor conversion required for wind design. Wind lateral shear load can be conservatively taken as 88% of the seismic lateral shear load. Maximum tension and shear forces at column bases are tabulated to aid the Designer in anchorage selection. Top plate to beam top nailer connections with either 16d nails or ¼"x3 ½" Strong Drive SDS screws are tabulated to aid the Designer in selection of connection to the steel frame. Frame height adjustment details are provided when the top of the frame does not match the adjacent framing. Installation details as well as connection details to the special moment frame beam and columns are included in this catalog. The selection of a complete Strong Frame special moment frame design solution is easy. A step-bystep description of the design process is included on pages 16 18, and a Design Example on pages provide further information. HOLDOWN POST TO SMF BEAM 6x HOLDOWN POST TO SMF BEAM HOLDOWN POST TO SMF COL. HOLDOWN POST TO SMF COL TOP OF FRAME ADJUSTMENT 5 TOP PLATE SPLICE DETAIL COLLECTOR DETAILS 6 7 WOOD BM TO SMF COL. CONN. 8 STEEL BEAM TO SMF BEAM/COL. RAKE WALL DETAILS Member Design Similar to the connection design, members (beam and column) are designed for frame mechanism forces, assuming links at both ends of the beam are at their probable maximum rupture strength. The beam is designed and tested as unbraced from column to column. There are no requirements for stability bracing of the beams or at the link locations. Columns are designed so bracing is only required near the beam top flange level of the beam. Moment frame members are designed in accordance with AISC Steel Construction Manual (AISC ) PROTECTED ZONE ALLOWABLE BEAM AND COLUMN PENETRATIONS NAILER BOLT ALLOWABLE LOADS 14 Base Plates and Grout The Strong Frame special moment frame has been designed to accommodate a 1½" grout pad below the column base plates in order to facilitate plumbing and leveling of the frame. Proper performance of the base connection and anchorage of the frame requires that non-shrink grout with a minimum compressive strength of 5,000 psi be placed underneath the column base plates. The thickness of the grout pad 13 may vary based on field conditions, but must be a minimum of ¾" thick and no more than 2" thick. Frame height dimensions throughout this catalog are based on a grout thickness of 1 ½" and must be SMF3 adjusted for other grout pads. The Designer may specify installation of base plates directly on concrete without grout, provided they are set level, to the correct elevation and with full bearing. Base plate design is based on ¾" diameter anchor rods, which are included with the Simpson Strong Tie MFSL and MFAB anchorage assemblies. Base plate holes are 1" diameter to allow for tolerances in placement of the anchor rods. The Designer must evaluate the effects of the oversized hole and provide plate washers with 13 16" diameter holes, welded to the base plate where required. WOOD INFILLS BEAM-TO-COLUMN CONNECTION 15 STRONG-FRAME SMF INSTALLATION DETAILS ENGINEERED DESIGNS 20

21 Special Moment Frame Anchorage Design Information Anchorage Design Simpson Strong Tie offers pre-engineered anchorage solutions to simplify the design process. Pages provide solutions for both tension and shear anchorage for the Strong Frame special moment frame models. Tension Anchorage Anchorage solutions for tension loads provide minimum anchor rod embedment and footing size. The tension anchorage table provides solutions for both wind and seismic loads. All that is needed for sizing the footing and embedment depth for anchorages is to select a solution with a capacity that exceeds the tension reaction. MFSL and MFAB Anchorage Assemblies Simpson Strong Tie offers two different pre-assembled anchorage assemblies. The MFSL anchorage assembly comes with preattached shear lug, so no field bent ties or hairpins are required. The MFAB provides higher shear capacities but requires additional ties or hair pins. Flexible Anchorage Solutions After selecting a frame, determine the required anchorage is using the maximum reactions tabulated in the allowable-load tables to find the required anchorage with a capacity that exceeds the reactions. For an even more economical solution, select the anchorage solution by using reactions calculated for project-specific loads as described in the footnotes of the allowable-load tables. Anchorage Design Notes The steel-strength calculations for anchor shear and anchor tension are per ACI Tension and shear anchorage are designed as follows: Element Code Section Anchor rod strength in tension ACI 318, D.5.1 Anchor breakout strength in tension ACI 318, D.5.2 Anchor pullout strength in tension ACI 318, D.5.3 Anchor rod strength in shear ACI 318, D.6.1 Embedded plate bending strength AISC Chapter F Concrete shear strength shear lug AISC Design Guide 1 Concrete shear strength tied anchorage ACI 318, chapter 10 Anchorage Designs are based on LRFD loads. For designs under the 2012 and 2009 IBC, tension anchorage for seismic loads complies with ACI 318 Appendix D; design includes application of 0.75 factor on concrete strengths (Section D.3.3.3) and the strength is governed by a ductile steel element (Section D.3.3.4) or is based on 2.5 x factored loads (Section D with modifications contained in 2012 and 2009 IBC section ). For designs under the 2009 IBC, tension anchorage for seismic loads complies with ACI Appendix D; design includes application of 0.75 factor on concrete strengths (Section D.3.3.3), and strength is governed by a ductile steel element (Section D.3.3.4) or is based on 2.5 x factored loads (Section D.3.3.6). Anchorage designs are based on embedment for tension into the foundation, while shear design is based on resistance within the curb or slab. For other conditions, the Designer must consider the interaction of tension and shear concrete failure surfaces. Inspections Inspection requirements for the Strong Frame moment frames are no different than for any other steel moment frame. The Designer must designate what inspections are required in accordance with the local code, based on building occupancy, concrete strength, requirements of the local building official, and other considerations. Because the Strong Frame moment frame includes pre-manufactured components, all welding inspections are completed during the manufacturing process. Welding of the frame members is performed on the premises of a fabricator registered and approved in accordance with the requirements of IBC Section for fabricator approval, so special inspections contained in IBC Section 1704 are not required. Special inspection for seismic resistance required by IBC Section 1707 for welding is completed during the manufacturing process. Strong Frame special moment frame link assembly-to-beam flange bolting is completed during the assembly process. High-strength bolting confirms to AISC chapter N requirements. Contact Simpson Strong-Tie for certificate of confirmity for the fastener assemblies when required. Additional Information For additional information on the design and use of Strong Frame special moment frames, see Installation Details on pages 41-52, and Frequently Asked Questions in the Strong Frame moment frame section at 21

22 8 ft. Nominal Heights: Allowable Loads H1 (Top of concrete to top of field-installed top plate, assumed 1 1 2" for grout) H2 (Top of concrete to top of beam nailer) Column 2x field installed top plate 2x8 beam bottom nailer 4x8 beam top nailer Beam W1 Clear opening width wood to wood W2 Outside width wood to wood 2x8 field installed nailer as required 2x8 wood nailer at column, typ. Field installed infill block (included) Column H3 (Clear opening height, top of concrete to bottom of field-installed nailer) Nominal Height H1 H2 Bottom Nailer Height, H3 with W12 Beam with W16 Beam 8' 8'-0 ¾" 7'-11 ¼" 6'-4 ¼" 6'- 5 8" 9' 9'-0 ¾" 8'-11 ¼" 7'-4 ¼" 7'- 5 8" 10' 10'-0 ¾" 9'-11 ¼" 8'-4 ¼" 8'- 5 8" 12' 12'-0 ¾" 11'-11 ¼" 10'-4 ¼" 10'- 5 8" 14' 14'-0 ¾" 13'-11 ¼" 12'-4 ¼" 12'- 5 8" 16' 16'-0 ¾" 15'-11 ¼" 14'-4 ¼" 14'- 5 8" 18' 18'-2 ¾" 18'-1 ¼" 16'-4 ¼" 16'- 5 8" 20' 20'-2 ¾" 20'-1 ¼" 18'-4 ¼" 18'- 5 8" All heights assume 1 1 2" non-shrink grout below the column base plate H1 assumes (1) 4x8 pre-installed beam top nailer and (1) 2x field installed top plate H3 assumes (1) 2x8 pre-installed beam bottom nailer and (1) 2x field installed nailer Nominal Width W1 Outside Frame Width, W2 W10 W12 W14 W16 Anchorage assembly Assembly Elevation All heights assume 1 1 2" non-shrink grout 8' 8'-2" 10'-5" 10'-9" 11'-¼" 11'-4 3 4" 10' 10'-2" 12'-5" 12'-9" 13'-¼" 13'-4 3 4" 12' 12'-4" 14'-7" 14'-11" 15'-2 ¼" 15'-6 3 4" 14' 14'-4" 16'-7" 16'-11" 17'-2 ¼" 17'-6 3 4" 16' 16'-4" 18'-7" 18'-11" 19'-2 ¼" 19'-6 3 4" 18' 18'-4" 20'-7" 20'-11" 21'-2 ¼" 21'-6 3 4" 20' 20'-4" 22'-7" 22'-11" 23'-2 ¼" 23'-6 3 4" 24' 24'-4" 26'-7" 26'-11" 27'-2 ¼" 27'-6 3 4" All widths assume single 2x8 nailer on each column flange Strong Frame Special Moment Frame 8 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1 Maximum 2 Minimum 3 Maximum Total Gravity Load, P max 3 (lbs.) Drift at Allow Load V 10 Reaction Factor, X 6 ASD Column Base Reactions (lbs.) Tension 7 6 R T 4 R T_max 5 R V 4 R V_max 5 Top Plate to Nailer Connection 8 16d Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 8'-0 ¾", Drift limit = 0.42" 9,10 SMF1012-8x8-L 9,715 9,570 22, ,449 16,658 4,868 10, ,145 SMF1612-8x8-M 16,850 15,530 19, ,271 21,288 8,448 14, ,615 SMF1616-8x8-L 17,790 16,310 28, ,683 21,282 8,929 14, ,650 SMF x8-L 9,440 9,270 28, ,956 13,331 4,731 10, ,235 SMF x8-M 15,920 12,520 28, ,626 17,036 7,982 14, ,705 SMF x8-M 21,860 13,620 36, ,939 21,754 10,974 18, ,790 SMF x8-L 9,120 8,070 30, ,828 10,961 4,570 10, ,330 SMF x8-M 14,940 9,810 30, ,630 14,008 7,491 13, ,800 SMF x8-M 21,220 14,730 38, ,609 17,887 10,654 17, ,905 SMF x8-L 8,815 6,690 29, ,063 9,417 4,418 10, ,415 SMF x8-M 14,110 8,150 29, ,303 12,035 7,076 13, ,890 SMF x8-M 20,780 13,710 32, ,087 15,367 10,435 17, ,015 SMF x8-L 8,515 6,660 22, ,475 8,254 4,268 10, ,505 SMF x8-M 13,330 8,390 22, ,291 10,550 6,685 13, ,975 SMF x8-M 20,440 12,020 30, ,942 13,471 10,265 17, ,125 SMF x8-L 8,230 6,710 18, ,013 7,348 4,125 10, ,595 SMF x8-M 12,650 8,660 18, ,518 9,391 6,344 13, ,065 SMF x8-M 20,150 10,510 29, ,045 11,992 10,121 17, ,250 SMF x8-L 7,970 6,790 14, ,646 6,622 3,995 9, ,685 SMF x8-M 12,010 8,900 14, ,898 8,463 6,024 12, ,155 SMF x8-M 19,900 10,700 24, ,323 10,807 9,996 16, ,355 SMF x8-L 7,470 6,800 10, ,091 5,529 3,745 9, ,860 SMF x8-L 10,650 5,880 10, ,924 5,538 5,342 10, ,330 SMF x8-M 19,330 7,620 16, ,195 9,025 9,712 16, ,560 See footnotes on next page 22

23 9 ft. Nominal Heights: Allowable Loads Strong Frame Special Moment Frame 9 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1 Maximum 2 Minimum 3 Maximum Total Gravity Load, P max 3 (lbs.) Drift at Allow Load V 10 Reaction Factor, X 6 ASD Column Base Reactions (lbs.) Tension 7 6 R T 4 R T_max 5 R V 4 R V_max 5 Top Plate to Nailer Connection 8 16d Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 9'-0 ¾", Drift limit = 0.48" 9,10 SMF1012-8x9-L 7,875 7,730 22, ,886 16,658 3,945 9, ,215 SMF1612-8x9-M 14,200 13,670 19, ,792 21,288 7,115 12, ,740 SMF1616-8x9-M 19,910 18,190 36, ,229 27,183 9,984 16, ,805 SMF x9-L 7,675 7,500 28, ,522 13,331 3,845 9, ,305 SMF x9-M 13,450 11,050 28, ,274 17,036 6,739 12, ,830 SMF x9-M 19,140 15,540 38, ,953 21,754 9,599 16, ,915 SMF x9-L 7,425 7,240 30, ,482 10,961 3,719 9, ,400 SMF x9-M 12,630 8,690 30, ,356 14,008 6,329 11, ,925 SMF x9-M 18,580 13,070 38, ,621 17,887 9,320 15, ,030 SMF x9-L 7,190 6,100 29, ,779 9,417 3,602 8, ,490 SMF x9-M 11,950 7,240 29, ,087 12,035 5,988 11, ,015 SMF x9-H 20,350 14,320 36, ,174 18,033 10,209 17, ,140 SMF x9-L 6,965 6,040 22, ,241 8,254 3,489 8, ,575 SMF x9-M 11,310 7,430 22, ,119 10,550 5,668 11, ,100 SMF x9-H 19,530 13,570 30, ,676 15,807 9,798 17, ,260 SMF x9-L 6,745 5,900 18, ,816 7,331 3,379 8, ,665 SMF x9-M 10,730 7,440 18, ,370 9,391 5,377 11, ,190 SMF x9-H 18,740 12,220 29, ,491 14,071 9,403 17, ,375 SMF x9-L 6,535 6,110 14, ,474 6,493 3,274 8, ,755 SMF x9-M 10,210 7,860 14, ,779 8,463 5,117 11, ,280 SMF x9-H 18,000 12,360 24, ,540 12,680 9,032 17, ,480 SMF x9-L 6,150 6,080 10, ,963 5,248 3,081 7, ,930 SMF x9-L 9,070 5,200 10, ,840 5,538 4,546 8, ,455 SMF x9-M 16,190 7,420 16, ,975 9,025 8,125 14, ,685 Special Moment Frame Column Size (10, 12, 14, 16 nominal) Beam Size (12 or 16 nominal) SMF X8-L Model No. Naming Legend Standard Sizes Link Size (L, M or H) Column Height (8, 9, 10, 12, 14, 16, 18 and 20 in feet) Beam Length (8, 10, 12, 14, 16, 18, 20 and 24 in feet) 1. Allowable shear loads assume pinned-based column, S DS = 1.0 and are applicable to seismic designs utilizing R = 6.5 and wind designs. For wind design, reduce shear load by For seismic designs with R=8, see the Strong Frame Selector Software. 2. Maximum is allowable horizontal shear force, V, applied with no gravity loads (other than frame selfweight). 3. Minimum is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, P max, which may be applied as a single point load at mid-span, P=P max, as multiple point loads applied symmetrically about mid-span of the beam, P 1 +P 2 + +P i =P max, or as a uniform distributed load, w max = P max /L beam. P shall be determined based on the governing load combination of the applicable building code, and shall include E v for seismic loads. In addition design Dead load and Live load ratio shall be in between 1 3 and Column reactions are based on Maximum with no gravity loads. Reactions R T and R V are applicable to wind design and seismic design using R<=3.0. Anchorage Reactions for seismic design with R>3 can be calculated by amplifying R T and R V by the applicable Ω o value, or just use R T_max and R V_max. See footnotes 6 and 7 to include the effects of gravity loads. 5. R T _ max and R V _ max correspond to the lesser of column tension and shear reactions amplified by Ω o =3.0 or the maximum forces that can be developed by the frame. 6. Horizontal column shear reactions can be solved by the equations below. Maximum horizontal shear reactions occur at the compression column. Designer shall determine governing load combinations based on the applicable building code. When R>3 substitute Ω o V for V. Compression Column: R H = (V/2) + X(P) or R H = (V/2) + X(2/3wL) Tension Column: R H = (V/2) V = Design Frame (lbs.) P = Midspan Point Load (lbs.), based on governing load combination w = Uniform Load (lbs/ft), based on governing load combination L = Column Centerline Dimension, W1 + 3" + Column Depth (ft) X = Frame Reaction Factor (no units) 7. Reduced tension reactions may be calculated by including the dead load resistance determined based on the governing load combination of the applicable building code. T = (V h)/l - Tr V = Design Frame, or Design Frame Ω o for R>3, (lbs.) T = resisting dead load from the governing load combination, (lbs.) h = (H1-3")/12, (ft) 8. Fastening is minimum nailing or Simpson Strong Tie Strong-Drive SDS screws 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 connection is required to be designed for overstrength force levels and increase fastening as required for E m level loading. Top plate splice design, as required, shall be by designer. 9. Drift at allowable shear is applicable to both Maximum and Minimum with maximum total load, W max. Drift may be linearly reduced for shear loads less than allowable shear. 10. Drift limit is calculated based on LRFD loads with C d =4.0 and allowable drift limit of H 1, then converted to an equivalent ASD allowable story drift. 11. Vertical beam deflections due to unfactored ASD gravity loads do not exceed the following: Dead load L/360 Dead Load + floor live load L/240 Floor live load L/360 W max (Point Load) L/ See pages for anchorage solutions. 23

24 10 ft. Nominal Heights: Allowable Loads H1 (Top of concrete to top of field-installed top plate, assumed 1 1 2" for grout) H2 (Top of concrete to top of beam nailer) Column 2x field installed top plate 2x8 beam bottom nailer 4x8 beam top nailer Beam W1 Clear opening width wood to wood W2 Outside width wood to wood 2x8 field installed nailer as required 2x8 wood nailer at column, typ. Field installed infill block (included) Column H3 (Clear opening height, top of concrete to bottom of field-installed nailer) Nominal Height Nominal Width H1 W1 H2 Bottom Nailer Height, H3 with W12 Beam with W16 Beam 8' 8'-0 ¾" 7'-11 ¼" 6'-4 ¼" 6'- 5 8" 9' 9'-0 ¾" 8'-11 ¼" 7'-4 ¼" 7'- 5 8" 10' 10'-0 ¾" 9'-11 ¼" 8'-4 ¼" 8'- 5 8" 12' 12'-0 ¾" 11'-11 ¼" 10'-4 ¼" 10'- 5 8" 14' 14'-0 ¾" 13'-11 ¼" 12'-4 ¼" 12'- 5 8" 16' 16'-0 ¾" 15'-11 ¼" 14'-4 ¼" 14'- 5 8" 18' 18'-2 ¾" 18'-1 ¼" 16'-4 ¼" 16'- 5 8" 20' 20'-2 ¾" 20'-1 ¼" 18'-4 ¼" 18'- 5 8" All heights assume 1 1 2" non-shrink grout below the column base plate H1 assumes (1) 4x8 pre-installed beam top nailer and (1) 2x field installed top plate H3 assumes (1) 2x8 pre-installed beam bottom nailer and (1) 2x field installed nailer Outside Frame Width, W2 W10 W12 W14 W16 Anchorage assembly Assembly Elevation All heights assume 1 1 2" non-shrink grout 8' 8'-2" 10'-5" 10'-9" 11'- 1 4" 11'-4 3 4" 10' 10'-2" 12'-5" 12'-9" 13'- 1 4" 13'-4 3 4" 12' 12'-4" 14'-7" 14'-11" 15'-2 1 4" 15'-6 3 4" 14' 14'-4" 16'-7" 16'-11" 17'-2 ¼" 17'-6 3 4" 16' 16'-4" 18'-7" 18'-11" 19'-2 ¼" 19'-6 3 4" 18' 18'-4" 20'-7" 20'-11" 21'-2 ¼" 21'-6 3 4" 20' 20'-4" 22'-7" 22'-11" 23'-2 ¼" 23'-6 3 4" 24' 24'-4" 26'-7" 26'-11" 27'-2 ¼" 27'-6 3 4" All widths assume single 2x8 nailer on each column flange Strong Frame Special Moment Frame 10 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1 Maximum 2 Minimum 3 Maximum Total Gravity Load, P max 3 (lbs.) Drift at Allow Load V 10 Reaction Factor, X 6 ASD Column Base Reactions (lbs.) Tension 7 6 R T 4 R T_max 5 R V 4 R V_max 5 Top Plate to Nailer Connection 8 16d Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 10'-0 ¾", Drift limit = 0.53" 9,10 SMF1012-8x10-L 6,520 6,380 22, ,403 16,227 3,265 8, ,285 SMF1612-8x10-M 12,200 12,090 19, ,378 21,288 6,110 11, ,865 SMF1616-8x10-M 17,700 16,650 26, ,236 27,183 8,871 14, ,930 SMF x10-L 6,370 6,200 28, ,148 13,105 3,190 8, ,375 SMF x10-M 11,570 9,910 28, ,959 17,036 5,795 10, ,955 SMF x10-M 17,020 13,960 38, ,963 21,754 8,531 14, ,040 SMF x10-L 6,170 5,990 30, ,183 10,713 3,090 7, ,470 SMF x10-M 10,890 7,810 30, ,123 14,008 5,454 10, ,050 SMF x10-M 16,520 11,780 38, ,628 17,887 8,281 13, ,155 SMF x10-L 5,990 5,620 29, ,536 9,111 3,000 7, ,560 SMF x10-M 10,310 6,520 29, ,898 12,035 5,164 10, ,140 SMF x10-H 17,270 12,900 36, ,717 18,033 8,658 15, ,265 SMF x10-L 5,810 5,540 22, ,037 7,880 2,910 7, ,645 SMF x10-M 9,770 6,680 22, ,966 10,550 4,894 10, ,225 SMF x10-H 16,590 12,210 30, ,295 15,807 8,317 15, ,385 SMF x10-L 5,640 5,410 18, ,645 6,918 2,824 7, ,740 SMF x10-M 9,280 6,680 18, ,244 9,391 4,649 10, ,315 SMF x10-H 15,940 11,010 29, ,171 14,071 7,992 15, ,500 SMF x10-L 5,475 5,380 14, ,328 6,143 2,742 6, ,825 SMF x10-M 8,830 7,040 14, ,671 8,463 4,423 10, ,405 SMF x10-H 15,330 11,120 24, ,268 12,680 7,686 15, ,605 SMF x10-L 5,165 5,100 10, ,851 4,985 2,587 6, ,000 SMF x10-L 7,860 4,650 10, ,764 5,538 3,937 7, ,580 SMF x10-M 13,830 7,200 16, ,783 9,025 6,935 12, ,810 See footnotes on next page 24

25 12 ft. Nominal Heights: Allowable Loads Strong Frame Special Moment Frame 12 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1 Maximum 2 Minimum 3 Maximum Total Gravity Load, P max 3 (lbs.) Drift at Allow Load V 10 Reaction Factor, X 6 ASD Column Base Reactions (lbs.) Tension 7 6 R T 4 R T_max 5 R V 4 R V_max 5 Top Plate to Nailer Connection 8 16d Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 12'-0 ¾", Drift limit = 0.63" 9,10 SMF1212-8x12-L 6,245 6,110 22, ,345 16,661 3,127 7, ,555 SMF1612-8x12-M 9,370 9,260 19, ,655 21,288 4,691 9, ,115 SMF1616-8x12-M 13,890 13,730 26, ,581 27,183 6,957 12, ,180 SMF x12-L 6,060 5,890 28, ,884 13,334 3,034 6, ,645 SMF x12-M 8,910 8,220 28, ,412 17,036 4,460 9, ,205 SMF x12-M 13,520 11,630 38, ,592 21,754 6,772 11, ,290 SMF x12-L 5,840 5,160 30, ,768 10,964 2,923 6, ,740 SMF x12-M 8,420 6,530 30, ,715 14,008 4,215 8, ,300 SMF x12-H 13,470 12,050 38, ,597 20,991 6,747 13, ,420 SMF x12-L 5,630 4,250 29, ,008 9,419 2,818 6, ,830 SMF x12-M 7,980 5,470 29, ,566 12,035 3,995 8, ,385 SMF x12-H 12,980 10,810 36, ,931 18,033 6,502 13, ,530 SMF x12-L 5,440 4,230 22, ,434 8,257 2,723 6, ,915 SMF x12-M 7,580 5,580 22, ,698 10,550 3,795 8, ,490 SMF x12-H 12,500 10,230 30, ,642 15,807 6,261 12, ,635 SMF x12-L 5,250 4,140 18, ,976 7,351 2,628 6, ,005 SMF x12-M 7,220 5,560 18, ,026 9,391 3,614 8, ,580 SMF x12-H 12,050 9,250 29, ,629 14,071 6,036 12, ,750 SMF x12-L 5,070 4,310 14, ,608 6,624 2,538 6, ,095 SMF x12-M 6,880 5,840 14, ,487 8,463 3,444 8, ,670 SMF x12-H 11,610 9,310 24, ,805 12,680 5,816 12, ,855 SMF x12-L 4,745 4,320 10, ,060 5,532 2,375 5, ,270 SMF x12-L 6,150 3,880 10, ,637 5,538 3,079 6, ,830 SMF x12-M 10,530 6,490 16, ,453 9,025 5,275 10, ,060 Special Moment Frame Column Size (10, 12, 14, 16 nominal) Beam Size (12 or 16 nominal) SMF X8-L Model No. Naming Legend Standard Sizes Link Size (L, M or H) Column Height (8, 9, 10, 12, 14, 16, 18 and 20 in feet) Beam Length (8, 10, 12, 14, 16, 18, 20 and 24 in feet) 1. Allowable shear loads assume pinned-based column, S DS = 1.0 and are applicable to seismic designs utilizing R = 6.5 and wind designs. For wind design, reduce shear load by For seismic designs with R=8, see the Strong Frame Selector Software. 2. Maximum is allowable horizontal shear force, V, applied with no gravity loads (other than frame selfweight). 3. Minimum is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, P max, which may be applied as a single point load at mid-span, P=P max, as multiple point loads applied symmetrically about mid-span of the beam, P 1 +P 2 + +P i =P max, or as a uniform distributed load, w max = P max /L beam. P shall be determined based on the governing load combination of the applicable building code, and shall include E v for seismic loads. In addition design Dead load and Live load ratio shall be in between 1 3 and Column reactions are based on Maximum with no gravity loads. Reactions R T and R V are applicable to wind design and seismic design using R<=3.0. Anchorage Reactions for seismic design with R>3 can be calculated by amplifying R T and R V by the applicable Ω o value, or just use R T_max and R V_max. See footnotes 6 and 7 to include the effects of gravity loads. 5. R T _ max and R V _ max correspond to the lesser of column tension and shear reactions amplified by Ω o =3.0 or the maximum forces that can be developed by the frame. 6. Horizontal column shear reactions can be solved by the equations below. Maximum horizontal shear reactions occur at the compression column. Designer shall determine governing load combinations based on the applicable building code. When R>3 substitute Ω o V for V. Compression Column: R H = (V/2) + X(P) or R H = (V/2) + X(2/3wL) Tension Column: R H = (V/2) V = Design Frame (lbs.) P = Midspan Point Load (lbs.), based on governing load combination w = Uniform Load (lbs/ft), based on governing load combination L = Column Centerline Dimension, W1 + 3" + Column Depth (ft) X = Frame Reaction Factor (no units) 7. Reduced tension reactions may be calculated by including the dead load resistance determined based on the governing load combination of the applicable building code. T = (V h)/l - Tr V = Design Frame, or Design Frame Ω o for R>3, (lbs.) T = resisting dead load from the governing load combination, (lbs.) h = (H1-3")/12, (ft) 8. Fastening is minimum nailing or Simpson Strong Tie Strong-Drive SDS screws 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 connection is required to be designed for overstrength force levels and increase fastening as required for E m level loading. Top plate splice design, as required, shall be by designer. 9. Drift at allowable shear is applicable to both Maximum and Minimum with maximum total load, W max. Drift may be linearly reduced for shear loads less than allowable shear. 10. Drift limit is calculated based on LRFD loads with C d =4.0 and allowable drift limit of H 1, then converted to an equivalent ASD allowable story drift. 11. Vertical beam deflections due to unfactored ASD gravity loads do not exceed the following: Dead load L/360 Dead Load + floor live load L/240 Floor live load L/360 W max (Point Load) L/ See pages for anchorage solutions. 25

26 14 ft. Nominal Heights: Allowable Loads H1 (Top of concrete to top of field-installed top plate, assumed 1 1 2" for grout) H2 (Top of concrete to top of beam nailer) Column 2x field installed top plate 2x8 beam bottom nailer 4x8 beam top nailer Beam W1 Clear opening width wood to wood W2 Outside width wood to wood 2x8 field installed nailer as required 2x8 wood nailer at column, typ. Field installed infill block (included) Column H3 (Clear opening height, top of concrete to bottom of field-installed nailer) Nominal Height Nominal Width H1 W1 H2 Bottom Nailer Height, H3 with W12 Beam with W16 Beam 8' 8'-0 ¾" 7'-11 ¼" 6'-4 ¼" 6'- 5 8" 9' 9'-0 ¾" 8'-11 ¼" 7'-4 ¼" 7'- 5 8" 10' 10'-0 ¾" 9'-11 ¼" 8'-4 ¼" 8'- 5 8" 12' 12'-0 ¾" 11'-11 ¼" 10'-4 ¼" 10'- 5 8" 14' 14'-0 ¾" 13'-11 ¼" 12'-4 ¼" 12'- 5 8" 16' 16'-0 ¾" 15'-11 ¼" 14'-4 ¼" 14'- 5 8" 18' 18'-2 ¾" 18'-1 ¼" 16'-4 ¼" 16'- 5 8" 20' 20'-2 ¾" 20'-1 ¼" 18'-4 ¼" 18'- 5 8" All heights assume 1 1 2" non-shrink grout below the column base plate H1 assumes (1) 4x8 pre-installed beam top nailer and (1) 2x field installed top plate H3 assumes (1) 2x8 pre-installed beam bottom nailer and (1) 2x field installed nailer Outside Frame Width, W2 W10 W12 W14 W16 Anchorage assembly Assembly Elevation All heights assume 1 1 2" non-shrink grout 8' 8'-2" 10'-5" 10'-9" 11'-¼" 11'-4 3 4" 10' 10'-2" 12'-5" 12'-9" 13'-¼" 13'-4 3 4" 12' 12'-4" 14'-7" 14'-11" 15'-2 ¼" 15'-6 3 4" 14' 14'-4" 16'-7" 16'-11" 17'-2 ¼" 17'-6 3 4" 16' 16'-4" 18'-7" 18'-11" 19'-2 ¼" 19'-6 3 4" 18' 18'-4" 20'-7" 20'-11" 21'-2 ¼" 21'-6 3 4" 20' 20'-4" 22'-7" 22'-11" 23'-2 ¼" 23'-6 3 4" 24' 24'-4" 26'-7" 26'-11" 27'-2 ¼" 27'-6 3 4" All widths assume single 2x8 nailer on each column flange Strong Frame Special Moment Frame 14 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1 Maximum 2 Minimum 3 Maximum Total Gravity Load, P max 3 (lbs.) Drift at Allow Load V 10 Reaction Factor, X 6 ASD Column Base Reactions (lbs.) Tension 7 6 R T 4 R T_max 5 R V 4 R V_max 5 Top Plate to Nailer Connection 8 16d Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 14'-0 ¾", Drift limit = 0.74" 9,10 SMF1412-8x14-L 5,595 5,460 22, ,656 16,663 2,801 6, ,825 SMF1612-8x14-M 7,490 7,380 19, ,048 21,288 3,749 7, ,365 SMF1616-8x14-M 10,830 10,680 26, ,362 27,183 5,423 10, ,430 SMF x14-L 5,415 5,250 28, ,131 13,336 2,710 5, ,915 SMF x14-M 7,140 6,980 28, ,953 17,036 3,573 7, ,455 SMF x14-M 10,570 10,000 38, ,638 21,754 5,292 9, ,540 SMF x14-L 5,200 4,310 30, ,960 10,966 2,603 5, ,010 SMF x14-M 6,760 5,630 30, ,360 14,008 3,383 7, ,550 SMF x14-H 10,540 10,310 38, ,803 20,991 5,277 11, ,655 SMF x14-L 5,000 3,510 29, ,164 9,422 2,502 5, ,100 SMF x14-M 6,430 4,740 29, ,291 12,035 3,218 7, ,635 SMF x14-H 10,180 9,340 36, ,281 18,033 5,097 11, ,780 SMF x14-L 4,820 3,500 22, ,562 8,260 2,412 5, ,185 SMF x14-M 6,120 4,810 22, ,475 10,550 3,063 7, ,740 SMF x14-H 9,830 8,840 30, ,105 15,807 4,922 10, ,885 SMF x14-L 4,640 3,430 18, ,082 7,353 2,322 5, ,275 SMF x14-M 5,830 4,790 18, ,835 9,391 2,918 7, ,830 SMF x14-H 9,490 8,020 29, ,172 14,071 4,751 10, ,995 SMF x14-L 4,470 3,590 14, ,696 6,627 2,237 5, ,365 SMF x14-M 5,570 5,010 14, ,331 8,463 2,788 7, ,920 SMF x14-H 9,170 8,040 24, ,420 12,680 4,591 10, ,105 SMF x14-L 4,170 3,610 10, ,125 5,534 2,087 5, ,540 SMF x14-L 4,990 3,340 10, ,524 5,538 2,497 5, ,080 SMF x14-M 8,360 5,900 16, ,180 9,025 4,186 8, ,310 See footnotes on next page 26

27 16 ft. Nominal Heights: Allowable Loads Strong Frame Special Moment Frame 16 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1 Maximum 2 Minimum 3 Maximum Total Gravity Load, P max 3 (lbs.) Drift at Allow Load V 10 Reaction Factor, X 6 ASD Column Base Reactions (lbs.) Tension 7 6 R T 4 R T_max 5 R V 4 R V_max 5 Top Plate to Nailer Connection 8 16d Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 16'-0 ¾", Drift limit = 0.84" 9,10 SMF1412-8x16-L 4,505 4,370 22, ,104 16,663 2,255 5, ,000 SMF1612-8x16-M 6,150 6,040 19, ,508 21,288 3,078 6, ,615 SMF1616-8x16-M 8,710 8,560 26, ,331 27,183 4,361 8, ,680 SMF x16-L 4,370 4,210 28, ,702 13,336 2,187 5, ,090 SMF x16-M 5,880 5,720 28, ,547 17,036 2,942 6, ,705 SMF x16-M 8,520 8,300 38, ,827 21,754 4,265 8, ,790 SMF x16-L 4,210 3,850 30, ,628 10,966 2,107 4, ,185 SMF x16-M 5,580 4,960 30, ,050 14,008 2,792 6, ,800 SMF x16-H 8,500 8,280 38, ,124 20,991 4,255 9, ,905 SMF x16-L 4,060 3,170 29, ,897 9,422 2,032 4, ,270 SMF x16-M 5,320 4,190 29, ,045 12,035 2,662 6, ,885 SMF x16-H 8,230 8,020 36, ,727 18,033 4,120 9, ,015 SMF x16-L 3,920 3,140 22, ,339 8,260 1,962 4, ,360 SMF x16-M 5,070 4,240 22, ,272 10,550 2,537 6, ,990 SMF x16-H 7,970 7,790 30, ,649 15,807 3,989 9, ,135 SMF x16-L 3,780 3,070 18, ,894 7,353 1,891 4, ,450 SMF x16-M 4,840 4,210 18, ,669 9,391 2,422 6, ,080 SMF x16-H 7,710 7,100 29, ,787 14,071 3,859 9, ,245 SMF x16-L 3,650 3,200 14, ,537 6,627 1,826 4, ,540 SMF x16-M 4,630 4,390 14, ,190 8,463 2,317 5, ,170 SMF x16-H 7,460 7,100 24, ,089 12,680 3,734 9, ,355 SMF x16-L 3,410 3,190 10, ,002 5,518 1,706 4, ,715 SMF x16-L 4,170 2,930 10, ,430 5,538 2,086 4, ,330 SMF x16-M 6,830 5,400 16, ,941 9,025 3,419 7, ,560 Special Moment Frame Column Size (10, 12, 14, 16 nominal) Beam Size (12 or 16 nominal) SMF X8-L Model No. Naming Legend Standard Sizes Link Size (L, M or H) Column Height (8, 9, 10, 12, 14, 16, 18 and 20 in feet) Beam Length (8, 10, 12, 14, 16, 18, 20 and 24 in feet) 1. Allowable shear loads assume pinned-based column, S DS = 1.0 and are applicable to seismic designs utilizing R = 6.5 and wind designs. For wind design, reduce shear load by For seismic designs with R=8, see the Strong Frame Selector Software. 2. Maximum is allowable horizontal shear force, V, applied with no gravity loads (other than frame selfweight). 3. Minimum is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, P max, which may be applied as a single point load at mid-span, P=P max, as multiple point loads applied symmetrically about mid-span of the beam, P 1 +P 2 + +P i =P max, or as a uniform distributed load, w max = P max /L beam. P shall be determined based on the governing load combination of the applicable building code, and shall include E v for seismic loads. In addition design Dead load and Live load ratio shall be in between 1 3 and Column reactions are based on Maximum with no gravity loads. Reactions R T and R V are applicable to wind design and seismic design using R<=3.0. Anchorage Reactions for seismic design with R>3 can be calculated by amplifying R T and R V by the applicable Ω o value, or just use R T_max and R V_max. See footnotes 6 and 7 to include the effects of gravity loads. 5. R T _ max and R V _ max correspond to the lesser of column tension and shear reactions amplified by Ω o =3.0 or the maximum forces that can be developed by the frame. 6. Horizontal column shear reactions can be solved by the equations below. Maximum horizontal shear reactions occur at the compression column. Designer shall determine governing load combinations based on the applicable building code. When R>3 substitute Ω o V for V. Compression Column: R H = (V/2) + X(P) or R H = (V/2) + X(2/3wL) Tension Column: R H = (V/2) V = Design Frame (lbs.) P = Midspan Point Load (lbs.), based on governing load combination w = Uniform Load (lbs/ft), based on governing load combination L = Column Centerline Dimension, W1 + 3" + Column Depth (ft) X = Frame Reaction Factor (no units) 7. Reduced tension reactions may be calculated by including the dead load resistance determined based on the governing load combination of the applicable building code. T = (V h)/l - Tr V = Design Frame, or Design Frame Ω o for R>3, (lbs.) T = resisting dead load from the governing load combination, (lbs.) h = (H1-3")/12, (ft) 8. Fastening is minimum nailing or Simpson Strong Tie Strong-Drive SDS screws 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 connection is required to be designed for overstrength force levels and increase fastening as required for E m level loading. Top plate splice design, as required, shall be by designer. 9. Drift at allowable shear is applicable to both Maximum and Minimum with maximum total load, W max. Drift may be linearly reduced for shear loads less than allowable shear. 10. Drift limit is calculated based on LRFD loads with C d =4.0 and allowable drift limit of H 1, then converted to an equivalent ASD allowable story drift. 11. Vertical beam deflections due to unfactored ASD gravity loads do not exceed the following: Dead load L/360 Dead Load + floor live load L/240 Floor live load L/360 W max (Point Load) L/ See pages for anchorage solutions. 27

28 18 ft. Nominal Heights: Allowable Loads H1 (Top of concrete to top of field-installed top plate, assumed 1 1 2" for grout) H2 (Top of concrete to top of beam nailer) Column 2x field installed top plate 2x8 beam bottom nailer 4x8 beam top nailer Beam W1 Clear opening width wood to wood W2 Outside width wood to wood 2x8 field installed nailer as required 2x8 wood nailer at column, typ. Field installed infill block (included) Column H3 (Clear opening height, top of concrete to bottom of field-installed nailer) Nominal Height Nominal Width H1 W1 H2 Bottom Nailer Height, H3 with W12 Beam with W16 Beam 8' 8'-0 ¾" 7'-11 ¼" 6'-4 ¼" 6'- 5 8" 9' 9'-0 ¾" 8'-11 ¼" 7'-4 ¼" 7'- 5 8" 10' 10'-0 ¾" 9'-11 ¼" 8'-4 ¼" 8'- 5 8" 12' 12'-0 ¾" 11'-11 ¼" 10'-4 ¼" 10'- 5 8" 14' 14'-0 ¾" 13'-11 ¼" 12'-4 ¼" 12'- 5 8" 16' 16'-0 ¾" 15'-11 ¼" 14'-4 ¼" 14'- 5 8" 18' 18'-2 ¾" 18'-1 ¼" 16'-4 ¼" 16'- 5 8" 20' 20'-2 ¾" 20'-1 ¼" 18'-4 ¼" 18'- 5 8" All heights assume 1 1 2" non-shrink grout below the column base plate H1 assumes (1) 4x8 pre-installed beam top nailer and (1) 2x field installed top plate H3 assumes (1) 2x8 pre-installed beam bottom nailer and (1) 2x field installed nailer Outside Frame Width, W2 W10 W12 W14 W16 Anchorage assembly Assembly Elevation All heights assume 1 1 2" non-shrink grout 8' 8'-2" 10'-5" 10'-9" 11'-¼" 11'-4 3 4" 10' 10'-2" 12'-5" 12'-9" 13'-¼" 13'-4 3 4" 12' 12'-4" 14'-7" 14'-11" 15'-2 ¼" 15'-6 3 4" 14' 14'-4" 16'-7" 16'-11" 17'-2 ¼" 17'-6 3 4" 16' 16'-4" 18'-7" 18'-11" 19'-2 ¼" 19'-6 3 4" 18' 18'-4" 20'-7" 20'-11" 21'-2 ¼" 21'-6 3 4" 20' 20'-4" 22'-7" 22'-11" 23'-2 ¼" 23'-6 3 4" 24' 24'-4" 26'-7" 26'-11" 27'-2 ¼" 27'-6 3 4" All widths assume single 2x8 nailer on each column flange Strong Frame Special Moment Frame 18 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1 Maximum 2 Minimum 3 Maximum Total Gravity Load, P max 3 (lbs.) Drift at Allow Load V 10 Reaction Factor, X 6 ASD Column Base Reactions (lbs.) Tension 7 6 R T 4 R T_max 5 R V 4 R V_max 5 Top Plate to Nailer Connection 8 16d Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 18'-2 ¾", Drift limit = 0.96" 9,10 SMF1412-8x18-L 3,655 3,520 22, ,589 16,663 1,830 4, ,190 SMF1612-8x18-M 5,090 4,980 19, ,996 21,288 2,547 6, ,885 SMF1616-8x18-M 7,070 6,920 26, ,387 27,183 3,540 7, ,950 SMF x18-L 3,555 3,390 28, ,303 13,336 1,779 4, ,275 SMF x18-M 4,880 4,720 28, ,161 17,036 2,442 5, ,975 SMF x18-M 6,920 6,710 38, ,066 21,754 3,464 7, ,060 SMF x18-L 3,430 3,260 30, ,311 10,966 1,717 4, ,370 SMF x18-M 4,640 4,410 30, ,751 14,008 2,322 5, ,070 SMF x18-H 6,920 6,690 38, ,503 20,991 3,464 8, ,175 SMF x18-L 3,320 2,870 29, ,643 9,422 1,661 4, ,460 SMF x18-M 4,430 3,730 29, ,803 12,035 2,216 5, ,160 SMF x18-H 6,710 6,500 36, ,211 18,033 3,358 8, ,300 SMF x18-L 3,210 2,840 22, ,126 8,260 1,606 4, ,550 SMF x18-M 4,240 3,770 22, ,084 10,550 2,121 5, ,245 SMF x18-H 6,510 6,330 30, ,217 15,807 3,258 8, ,405 SMF x18-L 3,105 2,770 18, ,717 7,299 1,554 3, ,640 SMF x18-M 4,050 3,730 18, ,510 9,391 2,026 5, ,335 SMF x18-H 6,310 6,140 29, ,422 14,071 3,158 8, ,520 SMF x18-L 3,000 2,860 14, ,384 6,482 1,501 3, ,730 SMF x18-M 3,880 3,800 14, ,057 8,330 1,941 4, ,440 SMF x18-H 6,120 5,980 24, ,779 12,680 3,063 7, ,625 SMF x18-L 2,820 2,760 10, ,893 5,287 1,411 3, ,905 SMF x18-L 3,500 2,600 10, ,332 5,538 1,751 4, ,600 SMF x18-M 5,620 4,930 16, ,712 9,025 2,812 6, ,845 See footnotes on next page 28

29 20 ft. Nominal Heights: Allowable Loads Strong Frame Special Moment Frame 20 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1 Maximum 2 Minimum 3 Maximum Total Gravity Load, P max 3 (lbs.) Drift at Allow Load V 10 Reaction Factor, X 6 ASD Column Base Reactions (lbs.) Tension 7 6 R T 4 R T_max 5 R V 4 R V_max 5 Top Plate to Nailer Connection 8 16d Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 20'-2 ¾", Drift limit = 1.06" 9,10 SMF1412-8x20-L 3,070 2,940 22, ,175 15,906 1,537 4, ,365 SMF1612-8x20-M 4,350 4,240 19, ,578 21,288 2,177 5, ,135 SMF1616-8x20-M 5,940 5,790 26, ,622 27,183 2,975 6, ,200 SMF x20-L 2,995 2,830 28, ,984 12,944 1,499 3, ,450 SMF x20-M 4,180 4,020 28, ,843 17,036 2,092 5, ,225 SMF x20-M 5,830 5,610 38, ,470 21,754 2,919 6, ,310 SMF x20-L 2,900 2,720 30, ,066 10,664 1,451 3, ,545 SMF x20-M 3,990 3,810 30, ,518 14,008 1,996 5, ,320 SMF x20-H 5,830 5,600 38, ,999 20,717 2,918 7, ,425 SMF x20-L 2,810 2,640 29, ,440 9,114 1,406 3, ,635 SMF x20-M 3,810 3,410 29, ,608 12,035 1,906 4, ,410 SMF x20-H 5,660 5,460 36, ,792 17,719 2,833 7, ,535 SMF x20-L 2,720 2,590 22, ,955 7,916 1,361 3, ,690 SMF x20-M 3,650 3,420 22, ,923 10,524 1,826 4, ,470 SMF x20-H 5,500 5,320 30, ,865 15,420 2,753 7, ,620 SMF x20-L 2,635 2,530 18, ,573 6,977 1,318 3, ,780 SMF x20-M 3,490 3,390 18, ,375 9,169 1,746 4, ,560 SMF x20-H 5,340 5,170 29, ,124 13,587 2,672 6, ,730 SMF x20-L 2,555 2,470 14, ,265 6,225 1,278 3, ,870 SMF x20-M 3,350 3,270 14, ,944 8,108 1,676 4, ,650 SMF x20-H 5,190 5,050 24, ,526 12,113 2,597 6, ,835 SMF x20-L 2,400 2,340 10, ,797 5,088 1,201 3, ,045 SMF x20-L 3,030 2,360 10, ,253 5,538 1,516 3, ,815 SMF x20-M 4,790 4,560 16, ,533 9,025 2,397 6, ,055 Special Moment Frame Column Size (10, 12, 14, 16 nominal) Beam Size (12 or 16 nominal) SMF X8-L Model No. Naming Legend Standard Sizes Link Size (L, M or H) Column Height (8, 9, 10, 12, 14, 16, 18 and 20 in feet) Beam Length (8, 10, 12, 14, 16, 18, 20 and 24 in feet) 1. Allowable shear loads assume pinned-based column, S DS = 1.0 and are applicable to seismic designs utilizing R = 6.5 and wind designs. For wind design, reduce shear load by For seismic designs with R=8, see the Strong Frame Selector Software. 2. Maximum is allowable horizontal shear force, V, applied with no gravity loads (other than frame selfweight). 3. Minimum is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, P max, which may be applied as a single point load at mid-span, P=P max, as multiple point loads applied symmetrically about mid-span of the beam, P 1 +P 2 + +P i =P max, or as a uniform distributed load, w max = P max /L beam. P shall be determined based on the governing load combination of the applicable building code, and shall include E v for seismic loads. In addition design Dead load and Live load ratio shall be in between 1 3 and Column reactions are based on Maximum with no gravity loads. Reactions R T and R V are applicable to wind design and seismic design using R<=3.0. Anchorage Reactions for seismic design with R>3 can be calculated by amplifying R T and R V by the applicable Ω o value, or just use R T_max and R V_max. See footnotes 6 and 7 to include the effects of gravity loads. 5. R T _ max and R V_max correspond to the lesser of column tension and shear reactions amplified by Ω o =3.0 or the maximum forces that can be developed by the frame. 6. Horizontal column shear reactions can be solved by the equations below. Maximum horizontal shear reactions occur at the compression column. Designer shall determine governing load combinations based on the applicable building code. When R>3 substitute Ω o V for V. Compression Column: R H = (V/2) + X(P) or R H = (V/2) + X(2/3wL) Tension Column: R H = (V/2) V = Design Frame (lbs.) P = Midspan Point Load (lbs.), based on governing load combination w = Uniform Load (lbs/ft), based on governing load combination L = Column Centerline Dimension, W1 + 3" + Column Depth (ft) X = Frame Reaction Factor (no units) 7. Reduced tension reactions may be calculated by including the dead load resistance determined based on the governing load combination of the applicable building code. T = (V h)/l - Tr V = Design Frame, or Design Frame Ω o for R>3, (lbs.) T = resisting dead load from the governing load combination, (lbs.) h = (H1-3")/12, (ft) 8. Fastening is minimum nailing or Simpson Strong Tie Strong-Drive SDS screws 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 connection is required to be designed for overstrength force levels and increase fastening as required for E m level loading. Top plate splice design, as required, shall be by designer. 9. Drift at allowable shear is applicable to both Maximum and Minimum with maximum total load, W max. Drift may be linearly reduced for shear loads less than allowable shear. 10. Drift limit is calculated based on LRFD loads with C d =4.0 and allowable drift limit of H 1, then converted to an equivalent ASD allowable story drift. 11. Vertical beam deflections due to unfactored ASD gravity loads do not exceed the following: Dead load L/360 Dead Load + floor live load L/240 Floor live load L/360 W max (Point Load) L/ See pages for anchorage solutions. 29

30 Introduction to Special Moment Frame Anchorage Simplify Your Anchorage Streamlined footing design: Pre engineered anchorage solutions simplify the design process. No more tedious anchor calculations, just select the solution that fits your footing geometry and you are done. Two pre-engineered anchorage options available: The MFSL anchorage assembly places the frame near the edge of concrete allowing closer edge distance. The MFAB tied anchorage assembly is designed for use where a 2x8 wall is acceptable. Pre assembled anchor bolt assemblies: Anchor bolts are pre assembled on an MF-TPL template that mounts on the form. This helps ensure correct anchor placement for trouble free installation of columns. Strong Frame MFSL anchorage assemblies make design and installation faster and easier. MFSL Anchorage Assembly U.S. Patent Pending MFAB Anchorage Assembly 30

31 Special Moment Frame Anchorage Installation Accessories Anchorage Template Anchorage placement is the most critical phase of a moment frame installation. The newly redesigned template (MFTPL6) makes anchorbolt placement easy and reduces the chances of misplaced anchor bolts. The templates are sold as part of the moment frame shear-lug kit or the moment frame anchor-bolt kit. These pre-assembled anchorage assemblies make the placement of anchor bolts quick and easy. Simply locate the first leg of the moment frame and nail the template to the wood forms with arrow pointing to center of the frame. Hook a tape measure on the center-line slot and then pull the tape to locate the center of the opposite leg of the moment frame. Center line marks on the templates make for accurate placement The template is also sold separately for use with field-assembled anchor bolts that allows customized anchor-bolt design while still providing the accuracy of using a template. All anchor bolts are ¾" diameter. Extension Kit The Strong Frame anchorage extension kit extends the anchor rods in the MFSL and MFAB anchorage assemblies to allow for anchorage in tall stemwall applications where embedment into the footings is required. Made from ASTM F1554 Grade 36 rod or ASTM A449 rod, the extension kits feature heavy hex nuts that are fixed at the correct position to go underneath the shear lug or template and a No Equal ( ) head stamp for identification. Coupler nuts are included with each kit. Kits available with hot-dip galvanization for corrosion protection when required, lead times apply. Installation MFSL 1. Remove original rods from the anchorage assembly. 2. Insert extension rods (as shown) and fasten with 3 4" nuts provided. 3. Cut bottom of rod to desired length so that the shear lug is flush with top of concrete. 4. Install original anchor rods onto the bottom of the extension rods using the coupler nuts (provided). Tighten rods so that both ends are visible in the Witness Hole openings. Installation MFAB 1. Remove original rods from the anchorage assembly. 2. Insert extension rods (as shown) and fasten with 3 4" nuts provided. 3. Cut bottom of rod to desired length so that the fixed nut is flush with top of concrete. 4. Install original anchor rods onto the bottom of the extension rods using the coupler nuts (provided). Tighten rods so that both ends are visible in the Witness Hole openings. Strong Frame Special Moment Frame Anchor Extension Kits Model No. Anchor Rod Min. Length Coupler Embedment l Nut e Quantity Diameter MF-ATR6EXT CNW3/4 31 MF-ATR6EXT-4HS HSCNW3/4 31 Heavy hex nut fixed in place ¾," Diameter threaded Rod Coupler nut 5" le Extension Kit Length OMF C18H,C21H SMF C10,C12,C14,C16 Column Center Line Inside 6 4½" Remove and install shear-lug on extension rods Coupler nut 5" Remove and install template on extension rods Coupler nut Frame MFTPL6 Diameter Length 36 H H for ASTM A449 Length 4½" le 5" Do not cut end with Top head of stamp concrete Top of concrete Nuts Extension rods cut to length as necessary Anchor rods remove shear lug and reinstall above. Do not cut. MFSL Anchorage Assembly with Extension Kit U.S. Patent Pending Do not cut end with head stamp Top of concrete Fixed Nuts Extension rods cut to length as necessary MFAB Anchorage Assembly with Extension Kit Anchor rods remove template and reinstall above. Do not cut. 6" 1½" 3" 1½" Anchor rods 3" Template lug Anchor rods (4 total) Bearing plate Hex nuts 31

32 MFSL Anchorage Assembly Simpson Strong Tie offers the patented pre engineered MFSL anchorage assembly to make specification and installation of anchorage as simple as possible. The unique shear lug design provides a complete solution meeting the 2009 and 2012 International Building Code requirements for both tension and shear. These solutions come with pre-installed shear lugs. Strong Frame Special Moment Frame Anchor Kits Model No. Anchor Rod Length l e Quantity Diameter SMF 10", 12", 14" AND 16" COLUMNS MFSL-14-6-KT MFSL-14-HS6-KT MFSL-18-6-KT MFSL-18-HS6-KT MFSL-24-6-KT MFSL-24-HS6-KT MFSL-30-6-KT MFSL-30-HS6-KT MFSL-36-6-KT MFSL-36-HS6-KT Bearing Plate Size 3 8 x 7 x x 7 x x 7 x x 7 x x 7 x x 7 x x 7 x x 7 x x 7 x x 7 x 7 MFSL anchorage assemblies are fully assembled and include a template which allows easy positioning and attachment to forms prior to the pour. Inspection is easy since the head is stamped with the No Equal ( ) symbol for identification, bolt length, bolt diameter, and optional H for high strength (if specified). Installation: Concrete must be thoroughly vibrated around the shear lug to ensure full consolidation of the concrete around the assembly. 6 Diameter Length 36 H H for ASTM A449 Length 4½" le 5" 6" 1½" 3" 1½" Anchor rods Top of concrete 3" Template lug Anchor rods (4 total) Bearing plate Plan View Slab on Grade Pre-attached Pre-attachednailer 2x8 nailer 1¼" Minimum 2 1 /8" edge Minimum distance edge distance End distance MFSL Place top of shear lug flush with top of concrete Minimum d e per tension anchorage table Step height Pre-attached nailer 1¼" Minimum edge distance End distance End distance End distance MFSL Place top of shear lug flush with top of concrete Step height Minimum d e per tension anchorage table 1¼" Minimum edge distance End distance Pre-attached nailer Additional stud as required MFSL Place top of shear lug flush with top of concrete Pre-attached nailer Pre-attached Additional 2x8 nailer stud as required 1¼" Minimum 2 edge distance 1 /8" Minimum edge distance Outside end Outside end Inside end distance distance Outside distance end distance Plan View Stemwall/Curb Outside end distance Outside Inside end distance distance Additional studs MFSL Place top and curb of shear lug flush as required with top of concrete Curb Step height height Step height Minimum Minimum d e per tension d e per tension anchorage table anchorage table End of curb as occurs Hex nuts MFSL U.S. Patent Pending Curb width Inside end distance Inside end distance Inside end distance End of curb as occurs 8" Curb Curb width width Additional studs and curb as required Curb height Section View Slab on Grade 4" min. 4" min. Minimum W per tension anchorage table Minimum W per tension anchorage table 4" min. Section View Stemwall/Curb 4" min. Minimum W per tension anchorage table Minimum W per tension anchorage table 32 Place anchorage assembly prior to placing rebar. Place top of MFSL flush with top of concrete.

33 Special Moment Frame Tension Anchorage Detailed Tension Anchorage: Allowable Loads (Wind Application) 1 Column Size C10, C12, C14, C16 Concrete ASD Tension 5,7 Condition 4 (lbs.) Uncracked Cracked Max. for Std Strength Assembly 8 Max for HS Strength Assembly 8 W 6,060 16,850 37, ,460 16,205 37, ,965 15,510 36, ,565 14,775 35, ,250 13,995 34, ,125 13,595 34, ,870 12,330 33, ,800 11,435 32, ,790 10,980 31, ,800 10,515 31, Footing Dimensions 6 21,875 9,560 30, ,020 8,110 29, ,325-27, ,845 17,410 38, ,970 16,895 37, ,170 16,340 37, ,450 15,750 36, ,800 15,125 36, ,500 14,805 35, ,695 13,790 34, ,240 13,080 34, ,030 12,715 33, ,840 12,340 33, ,500 11,575 32, ,085 10,385 31, ,660 9,195 30, ,755 8,230 29, ,835 7,730 28, d e Wind includes Seismic Design Category A & B, and detached 1 and 2 family dwellings in SDC C. 2. Seismic denotes Seismic Design Category C through F. Designs in Seismic Design Category A or B and detached 1 and 2 family dwellings in SDC C may use wind solutions. 3. Solutions are based on embedment in concrete with minimum f'c = 2,500 psi. 4. Values for uncracked concrete include Ψ c,n = 1.25 per ACI 318, Section D Designer shall evaluate cracking at service load levels and select appropriate cracked or uncracked solution. 5. See Maximum Column Reactions - Tension in allowable load tables for tension reactions, or see allowable load tables footnote 5 to calculate tension reactions. Allowable tension is minimum of anchorage capacity and frame uplift capacity. 6. Footing dimensions are the minimum required for concrete anchorage requirements only. The Designer must determine required footing size and reinforcing for other design limits, such as foundation shear and bending, soil bearing shear transfer, and frame stability/overturning. 7. 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 per IBC and ACI 318 Appendix D, Section D Max. for standard and high strength assemblies are based on anchor bolt tension + shear interaction capacities. For a given tension value, HS assembly is required if design shear exceeds Max. value for Std Strength Assembly. If design shear exceeds Max. value for HS assembly, Designer to reduce shear or tension demand on moment frame. 9. shaded area required HS rod for tension. Detailed Tension Anchorage: Allowable Loads for amplified reaction (Seismic application) 2 Column Size C10, C12, C14, C16 Concrete ASD Tension 5,7 Condition 4 (lbs.) Uncracked Cracked Max. for Std Strength Assembly 8 Max for HS Strength Assembly 8 W 6,265 19,115 42, ,530 18,530 42, ,870 17,915 41, ,290 17,260 40, ,025 16,920 40, ,330 15,855 39, ,950 15,110 38, ,785 14,725 38, ,375 13,530 37, ,170 12,700 36, ,090 12,280 35, ,795 11,030 34, ,995 10,015 33, ,125 9,495 33, ,015 19,690 43, ,025 19,225 42, ,095 18,730 42, ,230 18,210 41, ,820 17,935 41, ,665 17,085 40, ,960 16,490 40, ,625 16,180 39, ,700 15,225 38, ,135 14,565 38, ,870 14,225 37, ,035 13,225 36, ,795 12,415 35, ,700 11,995 35, ,505 10,705 34, ,450 9,805 33, Footing Dimensions 6 d e l e Step height d e min. 4" min. ½ W ½ W W Section at Slab on Grade Anchorage assembly W ½ W 33

34 Special Moment Frame MFSL Anchorage 34 MFSL Anchorage Assembly Lug Capacities - ASD Wind Capacity (lbs) Column Size C10 C12 C14 C16 C10 C12 C14 C16 C10 C12 C14 C16 Concrete End Distance Strength (psi) " Wide Stemwall/Curb Foundation 2,500 5,531 6,281 7,031 7,781 9,094 10,594 12,094 13,595 15,094 3,000 6,059 6,881 7,702 8,524 9,962 11,605 13,248 14,890 15,869 15,869 4,500 7,421 8,427 9,433 10,440 12,201 14,213 15,869 2,500 6,281 7,031 7,781 9,094 10,594 12,094 13,594 15,094 3,000 N/A 6,881 7,702 8,524 9,962 11,605 13,248 14,891 15,869 15,869 4,500 8,427 9,433 10,440 12,201 14,213 15,869 2,500 7,069 7,819 9,131 10,631 12,131 13,631 15,131 3,000 N/A 7,743 8,565 10,003 11,646 13,289 14,932 15,869 15,869 4,500 9,484 10,490 12,251 14,263 15,869 2,500 7,744 9,056 10,556 12,056 13,556 15,056 3,000 N/A 8,483 9,921 11,564 13,207 14,850 15,869 15,869 4,500 10,389 12,150 14,163 15,869 10" Wide Stemwall/Curb Foundation 2,500 7,266 8,203 9,141 10,078 11,719 13,594 15,469 3,000 7,959 8,986 10,013 11,040 12,837 14,891 15,869 15,869 4,500 9,748 11,006 12,263 13,521 15,722 15,869 2,500 8,203 9,141 10,078 11,719 13,594 15,469 3,000 N/A 8,986 10,013 11,040 12,837 14,891 15,869 15,869 4,500 11,006 12,263 13,521 15,722 15,869 2,500 9,188 10,125 11,766 13,641 15,516 3,000 N/A 10,064 11,091 12,889 14,943 15,869 15,869 4,500 12,326 13,584 15,785 15,869 2,500 10,031 11,672 13,547 15,422 3,000 N/A 10,989 12,786 14,840 15,869 15,869 4,500 13,458 15,659 Slab-On-Grade Foundation 2,500 8,566 10,605 12,832 15,246 3,000 9,384 11,618 14,057 15,869 15,869 4,500 11,493 14,229 15,869 2,500 12,832 15,246 15,869 3,000 N/A 14,057 15,869 15,869 4,500 15,869 2,500 12,948 15,372 3,000 N/A 14,184 15,869 15,869 4,500 15,869 2,500 15,121 3,000 N/A 15,869 15,869 4,500 15,869 MFSL Anchorage Assembly Lug Capacities - ASD Seismic Capacity (lbs) Column Size C10 C12 C14 C16 C10 C12 C14 C16 C10 C12 C14 C16 Concrete End Distance Strength (psi) " Wide Stemwall/Curb Foundation 2,500 6,195 7,035 7,875 8,715 10,185 11,865 13,545 15,225 16,905 17,774 3,000 6,786 7,706 8,627 9,547 11,157 12,997 14,838 16,678 17,774 4,500 8,311 9,438 10,565 11,692 13,665 15,919 17,774 2,500 7,035 7,875 8,715 10,185 11,865 13,545 15,225 16,905 17,774 3,000 N/A 7,706 8,627 9,547 11,157 12,997 14,838 16,678 17,774 4,500 9,438 10,565 11,692 13,665 15,919 17,774 2,500 7,917 8,757 10,227 11,907 13,587 15,267 16,947 17,774 3,000 N/A 8,673 9,593 11,203 13,043 14,884 16,724 17,774 4,500 10,622 11,749 13,721 15,975 17,774 2,500 8,673 10,143 11,823 13,503 15,183 16,863 17,774 3,000 N/A 9,501 11,111 12,951 14,792 16,632 17,774 4,500 11,636 13,608 15,862 17,774 10" Wide Stemwall/Curb Foundation 2,500 8,138 9,188 10,238 11,288 13,125 15,225 17,325 3,000 8,914 10,064 11,215 12,365 14,378 16,678 17,774 17,774 4,500 10,918 12,326 13,735 15,144 17,609 17,774 2,500 9,188 10,238 11,288 13,125 15,225 17,325 3,000 N/A 10,064 11,215 12,365 14,378 16,678 17,774 17,774 4,500 12,326 13,735 15,144 17,609 17,774 2,500 10,290 11,340 13,178 15,278 17,378 3,000 N/A 11,272 12,422 14,435 16,736 17,774 17,774 4,500 13,805 15,214 17,679 17,774 2,500 11,235 13,073 15,173 17,273 3,000 N/A 12,307 14,320 16,621 17,774 17,774 4,500 15,073 17,539 17,774 Slab-On-Grade Foundation 2,500 9,594 11,878 14,372 17,076 3,000 10,510 13,012 15,744 17,774 17,774 4,500 12,872 15,936 17,774 2,500 14,372 17,076 17,774 3,000 N/A 15,744 17,774 17,774 4,500 17,774 2,500 14,502 17,216 3,000 N/A 15,886 17,774 17,774 4,500 17,774 2,500 16,935 3,000 N/A 17,774 17,774 4,500 17, /8" 2 1 /8" 2 1 /8" 2 1 /8" C12 C14 C16 C10 3¾" 5¼" 6¾" 8¼" 4¾" 6¼" 7¾" 9¼" 5 9/16" 7¼" 8½" 10" 6¾" 8¼" 9¾" 11¼" 1. Seismic includes designs in all Seismic Design Categories. 2. 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 (see base plate plans). 5. Designer may linearly interpolate for end distances between those listed. 6. LRFD capacities may be obtained by multiplying tabulated values by 1.6 for wind or by dividing tabulated values by 0.7 for seismic. 7. Solutions are base on standard strength MFSL_- -KT anchorage assembly, except shaded values, where high strength MFSL_- HS-KT anchorage assembly is required. 8. See page 33 for additional anchorage assembly strength requirements. Use high strength OMFSL_- HS-KT anchorage assembly where required by either shear or tension anchorage. 9. See page 33 for tension anchorage solutions. 7¼" 7¼" 7¼" 7¼"

35 MFAB Anchorage Assembly Simpson Strong Tie offers the pre engineered MFAB anchorage assembly as an alternative to the MFSL. Pre-engineered solutions include additional concrete reinforcement to provide a complete solution meeting the 2009 and 2012 International Building Code requirements for both tension and shear. These solutions require fieldinstalled ties or hairpins. Strong Frame Special Moment Frame Anchor Kits Anchor Rod Length l Model No. e Quantity Diameter Bearing Plate Size SMF 10", 12", 14" AND 16" COLUMNS MFAB-14-6-KT x 7 x 7 MFAB-14-HS6-KT x 7 x 7 MFAB-18-6-KT x 7 x 7 MFAB-18-HS6-KT x 7 x 7 MFAB-24-6-KT x 7 x 7 MFAB-24-HS6-KT x 7 x 7 MFAB-30-6-KT x 7 x 7 MFAB-30-HS6-KT x 7 x 7 MFAB-36-6-KT x 7 x 7 MFAB-36-HS6-KT x 7 x 7 MFAB anchorage assemblies are fully assembled and include a template which allows easy positioning and attachment to forms prior to the pour. Inspection is easy since the head is stamped with the No Equal ( ) symbol for identification, bolt length, bolt diameter, and optional H for high strength (if specified). Installation: Concrete must be thoroughly vibrated to ensure full consolidation of the concrete around the assembly. Length 5" le Top of concrete MFAB Template Anchor rods (4 total) Bearing plate Hex nuts 6 Diameter Length 36 H H for ASTM A449 Outside end distance Inside end distance Pre-attached Nailer replace w/ 2x8 or leave it and add a furring stud Pre-attached 2x8 nailer 2x8 wall 8" min. curb 2 1 /8" min. edge distance 2 1 /8" Minimum edge distance End Outside end distance Inside end distance Plan View Slab on distance Grade 3" min. edge distance 8" Curb width Plan View At Corner Plan View At Corner Plan View Slab on Grade d e minimum per tension anchorage table (12" minimum) 4" min. End distance 1 1 2" clear 12" max. step height 1 1 2" max. 2" clear #3 ties Number and spacing per MFAB shear anchorage table Vertical reinforcing per tables MFAB-KT l e d e minimum per tension anchorage table 4" min. End distance 12" max. step height 1 1 2" clear 2" #3 Hairpin ties number per MFAB shear anchorage table MFAB-KT 18" Minimum W per tension anchorage table Section at Curb/Stem Minimum W per tension anchorage table Section at Slab on Grade Place anchorage assembly prior to placing rebar. Place top of the fixed nut flush with top of concrete. 35

36 Special Moment Frame MFAB Anchorage MFAB Anchorage Assembly Capacities Column Size C10 C12 C14 C16 Slab-on-Grade Hairpin Solutions 6 Stemwall/Curb Tied Anchorage Solutions Hairpin Size & Allowable (lbs.) 7,8 Number of Ties Allowable 7,8 Vertical Reinf. Tie Size & Spacing Number 4,5 for Max. 12" Wind Seismic 1 Height Wind Seismic #3 12,375 13, #4 3" o.c. 4 8,438 9, #3 15,130 16, #4 2" o.c. 5 11,862 13, #3 18,560 20, #5 1½" o.c. 7 16,781 18, #3 12,375 13, #4 4½" o.c. 3 9,938 11, #3 15,130 16, #4 2" o.c. 5 14,112 15, #3 18,560 20, #5 2" o.c. 5 19,781 22, #3 12,375 13, #4 6" o.c. 3 11,138 12, #3 15,130 16, #4 3" o.c. 4 15,912 17, #3 18,560 20, #5 3" o.c. 4 22,181 24, #3 12,375 13, #4 6" o.c. 3 12,863 14, #3 15,130 16, #4 3" o.c. 4 18,500 20, #3 18,560 20, #5 3" o.c. 4 25,631 28, Seismic includes designs in all Seismic Design Categories. 2. Solutions are based on embedment in concrete with minimum f'c = 2,500 psi. 3. MFAB tied and hairpin anchorage solutions for SMF required 2x8 wall studs and a minimum of 2 1 8" from edge of concrete. 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 on page Hairpins must be spaced at 2" o.c. (see page 35). 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 allowable load tables, or column shear reactions calculated in accordance with allowable load tables. 8. LRFD capacities may be obtained by multiplying tabulated values by 1.6 for wind or by dividing tabulated values by 0.7 for seismic. 9. Solutions are base on standard strength MFAB_- -KT anchorage assembly, except shaded values, where high strength MFAB_- HS-KT anchorage assembly is required. 10. See page 33 for additional anchor strength requirements. Use high strength MFAB_- HS-KT anchorage assemblies where required by either tension or shear anchorage. 11. See page 33 for tension anchorage solutions. 5¼" 7 1/8" 7¼" 7¼" 2 1 /8" 2 1 /8" C10 13½" C /8" 6¼" 8¼" 2 1 /8" C12 15½" 7¼" End distance 1 1 2" clear 12" max. step height 1 1 2" max. 2 1 /8" C16 #3 ties Number and spacing per MFAB shear anchorage table Vertical reinforcing per tables 19 3/8" End distance 7¼" d e minimum per tension anchorage table (12" minimum) 4" min. 2" clear Minimum W per tension anchorage table Section at Curb/Stem MFAB-KT 36

37 Special Moment Frame Anchor Bolt Layout Anchor Bolt Layout: Standard Sizes Column Size C10 C12 C14 C16 Frame Nominal Width Clear- Opening Width, W1 Outside Frame Width, W2 Anchor Bolt Centerline to Centerline 8' 8'-2" 10'-5" 9'-3 ½" 10' 10'-2" 12'-5" 11'-3 ½" 12' 12'-4" 14'-7" 13'-5 ½" 14' 14'-4" 16'-7" 15'-5 ½" 16' 16'-4" 18'-7" 17'-5 ½" 18' 18'-4" 20'-7" 19'-5 ½" 20' 20'-4" 22'-7" 21'-5 ½" 24' 24'-4" 26'-7" 25'-5 ½" 8' 8'-2" 10'-9" 9'-5 ½" 10' 10'-2" 12'-9" 11'-5 ½" 12' 12'-4" 14'-11" 13'-7 ½" 14' 14'-4" 16'-11" 15'-7 ½" 16' 16'-4" 18'-11" 17'-7 ½" 18' 18'-4" 20'-11" 19'-7 ½" 20' 20'-4" 22'-11" 21'-7 ½" 24' 24'-4" 26'-11" 25'-7 ½" 8' 8'-2" 11'-¼" 9'-7 1 8" 10' 10'-2" 13'-¼" 11'-7 1 8" 12' 12'-4" 15'-2 ¼" 13'-9 1 8" 14' 14'-4" 17'-2 ¼" 15'-9 1 8" 16' 16'-4" 19'-2 ¼" 17'-9 1 8" 18' 18'-4" 21'-2 ¼" 19'-9 1 8" 20' 20'-4" 23'-2 ¼" 21'-9 1 8" 24' 24'-4" 27'-2 ¼" 25'-9 1 8" 8' 8'-2" 11'-4 ¾" 9'-9 3 8" 10' 10'-2" 13'-4 ¾" 11'-9 3 8" 12' 12'-4" 15'-6 ¾" 13' " 14' 14'-4" 17'-6 ¾" 15' " 16' 16'-4" 19'-6 ¾" 17' " 18' 18'-4" 21'-6 ¾" 19' " 20' 20'-4" 23'-6 ¾" 21' " 24' 24'-4" 27'-6 ¾" 25' " Number of Anchor Rods (per column) Column Size W1 Clear opening width (W1) Outside frame width (W2) Anchor Bolt Centerline Dimension Anchor Bolt Layout: Custom Sizes W2 Anchor Bolt Centerline Dimensions Number of Anchor Bolts C10 Varies W1+27 W1+13 ½ 4 C12 Varies W1+31 W1+15 ½ 4 C14 Varies W1+34 ¼ W C16 Varies W1+38 ¾ W Anchor Bolt Centerline Dimension OMF C18H,C21H SMF C10,C12,C14,C16 Column Center Line Frame Inside Clear opening width (W1) Anchor Bolt Centerline Dimension OMF C18H,C21H SMF C10,C12,C14,C16 Column Center Line Frame Inside Outside frame width (W2) 37

38 Special Moment Frame Design Example SMF Example #1: 1st of 3-Story Seismic Application Given 2009 or 2012 IBC, Seismic Design, 3,000 psi concrete Seismic Design Category D, R = 6.5, Ω o = 2.5 S DS =1.5 g 20-ft Floor & 20-ft Roof Span Tributary to Frame Apartment building, wood-frame construction Vertical Loads: Roof 25 psf Dead, 20 psf Live Floor 18 psf Dead, 40 psf Live Wall Weight = 12 psf Clear opening = 16'-0" wide x 7'-0" tall Use Simpson Strong Frame special moment frame. Note: OMFs cannot be used when height > 35' or when either the floor or roof dead load > 20 psf in SDC-D Select Frame Step 1: Determine Lateral Load Total ASD Force to Frame, V frame = 5, , ,500 = 13,500 lbs Step 2: Check R Value Since seismic loads are calculated using R=6.5, no load conversion is required. V frame = 13,500 lbs Note: Simpson Strong Tie Strong Frame special moment frame meets all the criteria of a steel special moment frame, a R value of 8 can be used for design. However, per ASCE 7 Section , when the upper system has a lower R value, the Design Coefficients (R, Ω o, C d ) for the upper system shall be used for both systems. Step 3: Select Nominal Height and Width Nominal frame height: 9 ft. Nominal frame width: 16 ft. This narrows down to 3 possible SMF models (SMF x9-L, SMF x9-M or SMF x9-H). Step 4: Check Vertical Loading Since S DS = 1.5 g > 1.0 g, include additional vertical seismic load effects in dead load check (footnote 2, page 23): W DL = (25 psf x 20'/2) + (2 x 18 psf x 20'/2) + (12 psf x 14' x 2) = 946 plf DL = ( S DS )W DL = (1.0 + (0.14x1.5))x(946 plf) = 1145 plf W RLL = 20 psf x 20'/2 = 200 plf W FLL = 2 x 40 psf x 20'/2 = 800 plf W u = DL LL Lr = ( x x 200) = 1895 plf, Note: Designer must determine governing load combination per applicable code. DL/LL = 946 plf /800 plf = 1.18 > 0.33 and less than 3 OK P u = 1,895 plf x 16 ft = 30,320 lbs. Step 5: Select Special Moment Frame Model With V frame = 13,500 lbs. and P u = 30,320 lbs. For SMF x9-H: Allowable ASD shear = 13,570 lbs. > 13,500 lbs, OK Allowable Pu = 30,665 lbs. > 30,320 lbs. Gravity OK 5500 lbs 4500 lbs 3500 lbs Step 6: Check Frame Dimensions Using tables at the top of page 22: Clear opening width: W1 = 16'-4" > 16'- 0", OK Outside frame width: W2 = 19'-6 3 4" < 20 ft", OK Clear opening height: H3 = 7'- 5 8" > 7'- 0", OK Step 7: Select Top Plate Fasteners In Seismic Design Category D, design connection of top plate to SMF for load combinations with overstrength. Assume half of load shear is delivered through collector: E mh = Ω o E = 2.5 x 13,500 lbs./2 = 16,875 lbs. SDS screw allowable shear = 1.6 x 340 lbs. = 544 lbs. Number of screws = (16,875 lbs.)/(544 lbs.) = 31 Select (32) - ¼" x 3½" SDS screws (2 10" o.c.) staggered) Tension Anchorage Design Step 1: Determine Concrete Condition Concrete is cracked Note: Designer must determine whether cracked or uncracked concrete is applicable based on the project conditions in accordance with ACI318 Appendix D. l e 4" min. 10" d e ½ W W ½ W 16'-0" Hairpin ties MFAB-KT 14'-0" 14'-0" 9'-0" 38

39 Special Moment Frame Design Example SMF Example #1: 1st of 3-Story Seismic Application (cont.) Step 2: Determine Tension Reaction Option 1 Use tabulated maximum tension reaction for SMF x9-H on page 23: Maximum Column Reactions Tension: T = 15,807 lbs. Option 2 Calculate tension reaction for project loads (see page 23, footnote 7) T = (V x h)/l V = 2.5 x 13,500 lbs. =33,750 lbs. h = 9' ¾" - 3" = " L = 16' 4" + 16" + 3" = 215" (column centerline dimension) T = (33,750 lbs x ")/215" =16,600 lbs. Combined Lateral + Gravity T L = minimum (15,807 lbs., 16,600 lbs.) = 15,807 lbs. T GR = ½ ( S DS ) P u_dl = ½( x1.5)(946 plf) x(217"/12) = 3,336 lbs. T = 0.7 x T L - T GR = 0.7 x 15,807 lbs. 3,336 lbs. = 7,729 lbs. Note: Designer must determine governing load combination per applicable code Step 3: Select Minimum Footing Size for Tension Using Tension Anchorage Allowable Loads for Amplified Reaction table on page 33 and reaction from Step 3: W16 column, seismic loading, cracked concrete, T = 8,230 lbs.: W = 20", d e = 6" Step 4: Determine Anchorage Assembly Strength If both tension and shear demand is known at this step then select anchorage assembly strength based on anchor bolt tension + shear interaction from Tension Anchorage table. In this case, R H is still required, determine anchorage strength from STEP 5 of Anchorage Design. Step 5: Determine Rod Length and Footing Size For slab on grade with 10" step height: Required l e = d e + 6" = 16" Select MFAB-24-6-KT, l e =18" (see Detail on page 35), OK Minimum footing depth = 18" - 10" (curb) + 4" = 12" SHEAR ANCHORAGE DESIGN Step 1: Select Anchorage Assembly Type Select MFAB for high capacity at foundation corner Step 2: Determine Reactions Option 1 Use tabulated maximum seismic shear reaction for SMF x9-H on page 23: Maximum Column Reactions Max for Seismic: V = 17,745 lbs. (Lateral load only, gravity contribution still required) Option 2 Calculate shear reaction for project lateral loads (see page 23, footnotes 5 and 6) R L = (Ω o V/2) Ω o = 2.5 V = 13,500 lbs. RL= 2.5 x 13,500 lbs. / 2 = 16,875 lbs. Gravity Load Contribution Calculate shear reaction due to project gravity loads. R G = X(P) X = P DL = 946 plf x 16-ft = 15,136 lbs. P LL =800 plf x 16-ft=12,800 lbs. P Lr =400 plf x 16-ft=6,400 lbs. Combined Lateral + Gravity: V Lateral = minimum (17,745 lbs., 16,875 lbs.) = 16,875 lbs. R H =( S DS )D L Lr V Lateral R G = (0.186)[( x1.5) x15, x 12, x 6,400]=5,937lbs. R H = R G (16,875 lbs.) = 5,937 lbs + 8,857 lbs. = 14,794 lbs. Note: Designer must determine governing load combination per applicable code Step 3: Determine Reinforcement Using MFAB Anchorage Assembly Capacities table on page 36 and reaction from Option 2 in Step 3: C16 column, slab-on-grade, seismic loading: 3 - #3 hairpins, allowable shear = 16,945 lbs. > 14,794 lbs., OK Step 4: Determine Anchorage Assembly Strength 4a) Using MFAB Anchorage Assembly Capacities table on page 36: C16 column, slab-on-grade, seismic loading, 3 - #3 hairpins: Standard strength MFAB. 4b) Now Check Tension + Interaction to confirm Anchorage Assembly Strength: T= 7,729 lbs, R H = 14,794 lbs. From Detailed Tension Anchorage Table for Seismic Applications on pg 33. Max. for Std. Strength Assembly = 18,210 lbs. for W=20" and d e =6", therefore HS assembly not required. SUMMARY Frame Model: SMF x9-H Link to Column Bolts: Snug tight Top Plate Fasteners: (32) - ¼" x 3½" SDS screws Anchorage Assembly: MFAB-24-6-KT Reinforcement: 3 - #3 hairpins Minimum footing size for anchorage: 20"x20"x12" Notes: 1. Footing size shown is based on anchorage design only. Actual footing/ grade beam size and reinforcing must be determined by Designer based on project specific geometry and allowable soil bearing pressures. 2. Overturning load on steel beam from shear wall above is not shown for simplicity; Designer must include shear wall overturning forces in steel beam check as required. 3. Design of diaphragms, including the requirements of ASCE 7 Section 12.3, is not shown and is the responsibility of the Designer. 39

40 Special Moment Frame: Installation Details ES-ESR STRONG-FRAME SMF INSTALLATION DETAILS ENGINEERED DESIGNS GENERAL NOTES SMF1 7/SMF1 2X FIELD INSTALLED NAILER 4X8 BEAM TOP NAILER COLUMN 2X8 BEAM BOT. NAILER BEAM 2X8 FIELD INSTALLED NAILER AS REQ'D 2X8 WOOD NAIL AT COL, T BEAM, COLUMN AND BASE PLATE DIMENSIONS 4/SMF1 40

41 Special Moment Frame: Installation Details SMF BEAM TO COLUMN CONNECTIONS 5/SMF1 Download drawings at 41

42 Special Moment Frame: Installation Details SLAB-ON-GRADE FOUNDATION ANCHORAGE DETAILS 1/SMF2 42 Download drawings at

43 Special Moment Frame: Installation Details CONCRETE CURB FOUNDATION ANCHORAGE DETAILS 2/SMF2 Download drawings at 43

44 Special Moment Frame: Installation Details STEMWALL FOUNDATION ANCHORAGE DETAILS 3 COL. HEIGHT CONCRETE STEMWALL FOOTING ANCHORAGE DTEAIL 3/SMF2 44 Download drawings at

45 Special Ordinary Moment Frame: Installation Details 1 STEMWALL FOUNDATION ANCHORAGE DETAILS 3 COL. HEI INTERIOR FOUNDATION ANCHORAGE DETAILS 4/SMF2 INTERIOR FOUNDATION ANCHORAGE DETAILS 4 DEPRESS 2 BRICK LEDGE FOUNDATION ANCHORAGE DETAILS 5 DEPR ALLOWABLE BEAM AND COLUMN PENETRATIONS 5/SMF2 Download drawings at 45

46 Special Ordinary Moment Frame: Installation Details FOUNDATION ANCHORAGE DETAILS 3 COL. HEIGHT ADJ. AT STEMWALL 6 COLUMN HEIGHT ADJUSTMENT AT STEMWALL FOOTINGS 6/SMF2 STRONG-FRAME FOUNDATION 3 COL. HEIGHT ANCHORAGE ADJ. AT DETAILS STEMWALL 4 DEPRESSED COL. AT STEMWALL 7 STRONG-FRAME SMF FOUNDATION DETAILS ENGINEERED DESIGNS SM E 4FOUNDATION ANCHORAGE DETAILS 75 DEPRESSED COL. AT S.O.G. 8 DEPRESSED COL. AT STEMWALL 7/SMF2 DEPRESSED COL. AT S.O.G. 8/SMF2 46

47 Special Moment Frame: Installation Details HOLDOWN POST TO SMF BEAM 1 T HOLDOWN POST TO SMF BEAM 1 6x TOP HOLDOWN OF FRAME POST ADJUSTMENT TO SMF BEAM 52 WOO 6x HOLDOWN POST TO SMF BEAM 2 HOLDOWN POST TO STRONG FRAME BEAM 1/SMF3 6X HOLDOWN POST TO STRONG FRAME BEAM 2/SMF3 6x HOLDOWN POST TO SMF BEAM 2 HOLDOWN TOP PLATE POST SPLICE TO SMF DETAIL COL. 63 STEE HOLDOWN POST TO SMF COL. 3 HOLDOWN POST TO SMF COL. 3 HOLDOWN POST TO SMF COL. 4 HOLDOWN POST TO STRONG FRAME COLUMN 3/SMF3 HOLDOWN POST TO STRONG FRAME COLUMN 4/SMF3 47

48 HOLDOWN POST TO SMF BEAM Special Moment Frame: Installation Details 1 TOP OF FRAME ADJUSTMENT 5 WOOD B HOLDOWN POST TO SMF BEAM 1 TOP OF FRAME ADJUSTMENT 5 WOO 1 TOP OF FRAME ADJUSTMENT 5 WOOD BM TO SMF COL. CONN. 8 6x HOLDOWN POST TO SMF BEAM 2 TOP PLATE SPLICE DETAIL 6 STEEL BE 6x HOLDOWN POST TO SMF BEAM 2 TOP PLATE SPLICE DETAIL 6 STEEL TOP OF FRAME ADJUSTMENT DETAILS 5/SMF3 TOP PLATE SPLICE DETAIL 6/SMF3 2 TOP PLATE SPLICE DETAIL 6 STEEL BEAM TO SMF BEAM/COL. 9 HOLDOWN POST TO SMF COL. 3 3 HOLDOWN POST TO SMF COL. 3 PROT HOLDOWN POST TO SMF COL. 4 COLLECTOR DETAILS 7 RA COLLECTOR DETAILS 7/SMF3 48

49 Special Moment Frame: Installation Details 1 TOP OF FRAME ADJUSTMENT 5 WOOD BM TO SMF COL. CONN WOOD BM TO SMF COL. CONN. 8 TOP PLATE SPLICE DETAIL 6 STEEL BEAM TO SMF BEAM/COL. 9 M 2 TOP PLATE SPLICE DETAIL 6 STEEL BEAM TO SMF BEAM/COL. 9 WOOD BEAM TO COLUMN DETAIL 8/SMF3 STEEL BEAM TO STRONG BEAM/COLUMN 9/SMF3 6 STEEL BEAM TO SMF BEAM/COL. 3 9 ALLOWABLE BEAM AND COLUM 3 ALLOWABLE BEAM AND COLU 4 COLLECTOR DETAILS 7 PROTECTED ZONE RAKE WALL DETAILS NAI RAKE WALL DETAILS 10/SMF3 49

50 8 8 Strong Frame Special Moment Frame: Installation Details. 9 ALLOWABLE BEAM AND COLUMN PENETRATIONS PROTECTED ZONE CONNECTION PROTECTED ZONE ALLOWABLE BEAM BEAM AND AND COLUMN PENETRATIONS /SMF3 11 WOOD INFILLS WOOD INFILLS 13 13/SMF3 STRONG-FRAME SMF ENGINEERED INSTALLATION DESIGNS SMF DETAILS INSTALLATION DETAILS STRONG-FRAME STRONG-FRAME STRONG-FRAME SMF INSTALLATION DETAILS PROTECTED ZONE ZONE WOOD WOOD INFILLS NAILER BOLT ALLOWABLE LOADS NAILER BOLT BOLT ALLOWABLE LOADS LOADS14 14 BEAM-TO-COLUMN CONNECTION 15 BEAM-TO-COLUMN CONNECTION15 15 SMF SMF3 NAILER BOLT ALLOWABLE LOADS 14/SMF3 LINK-TO-COLUMN CONNECTION 15/SMF3 50

51 Special Moment Frame: Installation Details ALLOWABLE BEAM AND COLUMN PENETRATIONS ALLOWABLE BEAM AND COLUMN PENETRATIONS 12 12/SMF3 RONG-FRAME 51

52 Strong Frame Ordinary Moment Frame Overview For years steel moment frames have been a common method of providing high lateral force resistance when limited wall space and large openings control the structural design. Ordinary moment frames consist of beams and columns, typically connected by a combination of bolts and welds to form rigid joints. The frames resist lateral loads primarily through bending in the beams and columns. Stronger than site built or factory built shearwalls, moment frames allow larger openings and smaller wall sections while still providing the loads structural designers need. Moment frames are commonly used in applications such as garage fronts, large entry ways, walls with large, numerous windows, tuck under parking and great rooms. Traditionally, moment frames have been time intensive to design and labor intensive to install. Simpson Strong Tie has taken these factors into consideration and has created a cost effective alternative to traditional frames the Strong Frame ordinary moment frame. Use of ordinary moment frames is permitted in Seismic Design Categories A, B and C without limitations and Seismic Design Categories D, E and F, subject to the limitations set forth in ASCE 7 05 Sections , and Ordinary moment frames may also be combined with other lateralforce resisting systems in accordance with ASCE 7 05 Section and

53 Strong Frame Ordinary Moment Frame Overview Pre designed moment frame solutions: Designers can choose from 368 engineered frames, in sizes up to 20 feet wide and 19 feet tall, rather than having to spend hours designing one. Solutions provided for wind and seismic areas. 100% bolted connections: Install frames faster with no field welding required. No need to have a welder on site, or a special welding inspector. A standard socket or spud wrench is all that is required to make the connection. Pre installed wood nailers: Eliminate the need to drill and bolt nailers in the field. Frames fit in a standard 2x6 wall: No thicker walls, no additional framing or furring required. Pre drilled holes for utilities: 11 16" diameter holes in the flanges and 3" holes in the column webs simplify the installation of electrical and plumbing elements. Greater quality control: Frames are manufactured in a production environment with comprehensive quality control measures. Field bolted connections eliminate questions about the quality of field welds. Direct tension indicator washers included. Convenient to store, ship and handle: Unassembled frames are more compact, allowing for easier shipping and fewer deliveries. Some sizes available pre-assembled: Contact Simpson Strong Tie for more information. Pre-designed anchorage solutions: See pages Custom Sizes: We offer custom beam lengths and column heights made to order, ideal for new or retrofit projects. Code Listed: Strong Frame Ordinary Moment Frames are code-listed under the 2009 and 2012 IBC/IRC (IAPMO ES ER-164). The code listing includes 368 frame models as well as anchorage solutions. Now it is even easier to specify a Strong Frame moment frame no calculation packages are required for the building department (but they are still available upon request or generated from the Strong Frame Selector software). 53

54 B12 Beam 1½" B9 Beam C6 C9 C12 C15 5½" 5½" 5½" 1 8½ Ordinary Moment Frame Product Information Standard Sizes 1½" The Strong Frame ordinary moment frame is a factory built moment frame consisting of two columns, a beam and a connection kit. The columns are anchored to the foundation using anchor bolts and are connected to the beam using high strength bolts. The 368 available models of the Strong Frame moment frame are created by combining various sizes of columns (in pairs) with various sizes of beams. Columns are 6", 9", 12" and 15" inches wide and beams are 8 1 2" and 12" deep (dimensions do not include wood nailers). 16½" 1½" 3" 5½" 12" B12 Beam 13" 1½" 3" 5½" 8½" B9 Beam 5½" 6" 9" 9" 12" 12" 15" / 7 8 5½" 5½" 5½" 5½" " φ holes, typical 15" 18" Field-installed double top plate Extend field-installed single top plate and connect to beam nailer 13" (9" beams) 16½" (12" beams) (inc. nailers) Top of Strong Frame wood nailer Nominal moment frame height Clear opening width wood to wood 9", 12", 15" or 18" (inc. nailers) Ordinary Moment Frame Column size (6", 9", 12", or 15") Beam size 9 = 9" nominal beam 12 = 12" nominal beam OMF x8 Model No. Naming Legend 5/8" φ Anchor rods Nominal frame height (8, 9, 10, 12, 14, 16, 18, or 19 ft) Nominal frame clear-opening width (8, 10, 12, 14, 16, 18 or 20 ft) Assembly Elevation All heights assume 1½" non-shrink grout Ordinary moment frame beams and columns are manufactured with pre-installed 2x6 wood nailers. 54

55 Ordinary Moment Frame Product Information Standard Sizes Strong Frame Ordinary Moment Frame Models by Opening Width and Nominal Height Clear Opening Width Nominal Moment Frame Height 8 feet 9 feet 10 feet 12 feet 14 feet 16 feet 18 feet 19 feet Model 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 OMF69-8x19 8'-2" OMF612-8x8 OMF612-8x9 OMF612-8x10 OMF612-8x12 OMF612-8x14 OMF612-8x16 OMF612-8x18 OMF612-8x19 8'-2" OMF99-8x8 OMF99-8x9 OMF99-8x10 OMF99-8x12 OMF99-8x14 OMF99-8x16 OMF99-8x18 OMF99-8x19 8'-2" OMF912-8x8 OMF912-8x9 OMF912-8x10 OMF912-8x12 OMF912-8x14 OMF912-8x16 OMF912-8x18 OMF912-8x19 8'-2" OMF129-8x8 OMF129-8x9 OMF129-8x10 OMF129-8x12 OMF129-8x14 OMF129-8x16 OMF129-8x18 OMF129-8x19 8'-2" OMF1212-8x8 OMF1212-8x9 OMF1212-8x10 OMF1212-8x12 OMF1212-8x14 OMF1212-8x16 OMF1212-8x18 OMF1212-8x19 8'-2" OMF1512-8x8 OMF1512-8x9 OMF1512-8x10 OMF1512-8x12 OMF1512-8x14 OMF1512-8x16 OMF1512-8x18 OMF1512-8x19 10'-2" OMF69-10x8 OMF69-10x9 OMF69-10x10 OMF69-10x12 OMF69-10x14 OMF69-10x16 OMF69-10x18 OMF69-10x19 10'-2" OMF612-10x8 OMF612-10x9 OMF612-10x10 OMF612-10x12 OMF612-10x14 OMF612-10x16 OMF612-10x18 OMF612-10x19 10'-2" OMF99-10x8 OMF99-10x9 OMF99-10x10 OMF99-10x12 OMF99-10x14 OMF99-10x16 OMF99-10x18 OMF99-10x19 10'-2" OMF912-10x8 OMF912-10x9 OMF912-10x10 OMF912-10x12 OMF912-10x14 OMF912-10x16 OMF912-10x18 OMF912-10x19 10'-2" OMF129-10x8 OMF129-10x9 OMF129-10x10 OMF129-10x12 OMF129-10x14 OMF129-10x16 OMF129-10x18 OMF129-10x19 10'-2" OMF x8 OMF x9 OMF x10 OMF x12 OMF x14 OMF x16 OMF x18 OMF x19 10'-2" OMF x8 OMF x9 OMF x10 OMF x12 OMF x14 OMF x16 OMF x18 OMF x19 12'-4" OMF69-12x8 OMF69-12x9 OMF69-12x10 OMF69-12x12 OMF69-12x14 OMF69-12x16 OMF69-12x18 OMF69-12x19 12'-4" OMF612-12x8 OMF612-12x9 OMF612-12x10 OMF612-12x12 OMF612-12x14 OMF612-12x16 OMF612-12x18 OMF612-12x19 12'-4" OMF99-12x8 OMF99-12x9 OMF99-12x10 OMF99-12x12 OMF99-12x14 OMF99-12x16 OMF99-12x18 OMF99-12x19 12'-4" OMF912-12x8 OMF912-12x9 OMF912-12x10 OMF912-12x12 OMF912-12x14 OMF912-12x16 OMF912-12x18 OMF912-12x19 12'-4" OMF129-12x8 OMF129-12x9 OMF129-12x10 OMF129-12x12 OMF129-12x14 OMF129-12x16 OMF129-12x18 OMF129-12x19 12'-4" OMF x8 OMF x9 OMF x10 OMF x12 OMF x14 OMF x16 OMF x18 OMF x19 12'-4" OMF x8 OMF x9 OMF x10 OMF x12 OMF x14 OMF x16 OMF x18 OMF x19 14'-4" OMF69-14x8 OMF69-14x9 OMF69-14x10 OMF69-14x12 OMF69-14x14 OMF69-14x16 OMF69-14x18 OMF69-14x19 14'-4" OMF612-14x8 OMF612-14x9 OMF612-14x10 OMF612-14x12 OMF612-14x14 OMF612-14x16 OMF612-14x18 OMF612-14x19 14'-4" OMF99-14x8 OMF99-14x9 OMF99-14x10 OMF99-14x12 OMF99-14x14 OMF99-14x16 OMF99-14x18 OMF99-14x19 14'-4" OMF912-14x8 OMF912-14x9 OMF912-14x10 OMF912-14x12 OMF912-14x14 OMF912-14x16 OMF912-14x18 OMF912-14x19 14'-4" OMF129-14x8 OMF129-14x9 OMF129-14x10 OMF129-14x12 OMF129-14x14 OMF129-14x16 OMF129-14x18 OMF129-14x19 14'-4" OMF x8 OMF x9 OMF x10 OMF x12 OMF x14 OMF x16 OMF x18 OMF x19 14'-4" OMF x8 OMF x9 OMF x10 OMF x12 OMF x14 OMF x16 OMF x18 OMF x19 16'-4" OMF69-16x8 OMF69-16x9 OMF69-16x10 OMF69-16x12 OMF69-16x14 OMF69-16x16 OMF69-16x18 OMF69-16x19 16'-4" OMF612-16x8 OMF612-16x9 OMF612-16x10 OMF612-16x12 OMF612-16x14 OMF612-16x16 OMF612-16x18 OMF612-16x19 16'-4" OMF99-16x8 OMF99-16x9 OMF99-16x10 OMF99-16x12 OMF99-16x14 OMF99-16x16 OMF99-16x18 OMF99-16x19 16'-4" OMF912-16x8 OMF912-16x9 OMF912-16x10 OMF912-16x12 OMF912-16x14 OMF912-16x16 OMF912-16x18 OMF912-16x19 16'-4" OMF129-16x8 OMF129-16x9 OMF129-16x10 OMF129-16x12 OMF129-16x14 OMF129-16x16 OMF129-16x18 OMF129-16x19 16'-4" OMF x8 OMF x9 OMF x10 OMF x12 OMF x14 OMF x16 OMF x18 OMF x19 16'-4" OMF x8 OMF x9 OMF x10 OMF x12 OMF x14 OMF x16 OMF x18 OMF x19 18'-4" OMF69-18x8 OMF69-18x9 OMF69-18x10 OMF69-18x12 OMF69-18x14 OMF69-18x16 OMF69-18x18 OMF69-18x19 18'-4" OMF612-18x8 OMF612-18x9 OMF612-18x10 OMF612-18x12 OMF612-18x14 OMF612-18x16 OMF612-18x18 OMF612-18x19 18'-4" OMF99-18x8 OMF99-18x9 OMF99-18x10 OMF99-18x12 OMF99-18x14 OMF99-18x16 OMF99-18x18 OMF99-18x19 18'-4" OMF912-18x8 OMF912-18x9 OMF912-18x10 OMF912-18x12 OMF912-18x14 OMF912-18x16 OMF912-18x18 OMF912-18x19 18'-4" OMF129-18x8 OMF129-18x9 OMF129-18x10 OMF129-18x12 OMF129-18x14 OMF129-18x16 OMF129-18x18 OMF129-18x19 18'-4" OMF x8 OMF x9 OMF x10 OMF x12 OMF x14 OMF x16 OMF x18 OMF x19 18'-4" OMF x8 OMF x9 OMF x10 OMF x12 OMF x14 OMF x16 OMF x18 OMF x19 20'-4" OMF612-20x8 OMF612-20x9 OMF612-20x10 OMF612-20x12 OMF612-20x14 OMF612-20x16 OMF612-20x18 OMF612-20x19 20'-4" OMF912-20x8 OMF912-20x9 OMF912-20x10 OMF912-20x12 OMF912-20x14 OMF912-20x16 OMF912-20x18 OMF912-20x19 20'-4" OMF x8 OMF x9 OMF x10 OMF x12 OMF x14 OMF x16 OMF x18 OMF x19 20'-4" OMF x8 OMF x9 OMF x10 OMF x12 OMF x14 OMF x16 OMF x18 OMF x19 Ordinary Moment Frame Column size (6", 9", 12", or 15") OMF x8 Beam size 9 = 9" nominal beam 12 = 12" nominal beam Model No. Naming Legend Nominal frame height (8, 9, 10, 12, 14, 16, 18, or 19 ft) Nominal frame clear-opening width (8, 10, 12, 14, 16, 18 or 20 ft) 55

56 Ordinary Moment Frame Product Information Custom Sizes Strong Frame ordinary moment frames are now available in custom sizes to suit almost any project. Using our standard Strong Frame column and beam profiles, we now offer frames manufactured to your size specifications in clear-opening widths ranging from 6' to 24'-4" and frame heights from 6' to 21'-0". You can have the exact size you need on your next project. Beams and columns offered in 1 4" increments. And to make frame selection easier, our custom sizes are included in our Strong Frame Selector software. Just enter the desired frame size and required loads and the software will suggest frame options to suit your project. Download the software free at 23½" 3" 1½" 5½" 19" B19 Beam 20" 3" 1½" 5½" 15½" B16 Beam 16½" 1½" 3" B12 Beam 13" 1½" 3" Note: Heavy beams (B12H, B16H and B19H) have (1) 4x6 beam top nailer. 5½" 12" 5½" 8½" B9 Beam C6 C9 C12 C15 C18H C21H 5½" 5½" 5½" 5½" 5½" 5½" 6" 9" 9" 12" 12" 15" 15" 18" 21" 5½" 5½" 5½" 5½" 7/ 8" ϕ holes, typical 5½" 5½" 18" 1" ϕ holes for C18H and C21H 21" 24" Field-installed double top plate Extend field-installed single top plate and connect to beam nailer Beam Depths (inc. nailers) Top of Strong Frame wood nailer 56 H1 (Top of concrete to top of field-installed top plate) Moment frame column height (H1-6") (H1-5.5" for C18H and C21H) When specifying or ordering use the following nomenclature: Ordinary Moment Frame Custom size moment frame Column size (6", 9", 12", 15", 18" or 21") OMFX x96.50 Custom Naming Legend Beam length (63" to 291") Beam size (9", 12", 16", or 19") Beam length steel to steel (W1 + 3") (W1+6" for C18H and C21H) W1 (clear-opening width) Anchor rods Column height, bottom of base plate to top of cap plate (78" to 247") Assembly Elevation Column width (inc. nailers) All heights assume 1½" non-shrink grout

57 Ordinary Moment Frame Installation Information Each Strong Frame ordinary moment frame includes all the hardware necessary for assembly: (16) 7 8"x3" high-strength bolts ASTM A325 1 Block not included (16) 7 8" diameter heavy hex nuts 1 (16) 7 8" diameter hardened washers 1 (16) Direct Tension Indicator (DTI) washers (16) Finger shims (1) 0.015" feeler gauge (8) 5 8" diameter cut washers 2 (12) 5 8" diameter heavy hex nuts 2 (4) 5 8"x3" carriage bolts (1) Installation sheet (Technical bulletin T-SFINSTALL) Heavy hex nut Hardened washer Shim (where needed) DTI washer ⁷ ₈" A325 (silicone side bolt facing steel beam) Suggested Installation Instructions 1. Install anchorage into the footing per the Designer s specifications. 2. Remove the form template MFTPL or MFTPL6 and install heavy hex nuts onto the anchors, lowering them all the way down to the concrete; these will be used to level the frame. 3. Lay out the components of the Strong Frame moment frame horizontally for assembly prior to positioning onto the anchor bolts. 4. Bolt the columns and beam together using high strength bolts and washers (included) in accessible holes. DTI washers are also included and should be used (see page 58). Do not fully tighten at this time. 5. Lift the frame (using proper equipment) and position it onto the anchor bolts, so that it rests on the first set of heavy hex nuts. The top nailer should be 1 1 2" below the top of adjoining walls (see figure at right). Install remaining bolts. 6. Provide temporary diagonal bracing of the moment frame, as required, until it is tied into the floor or roof framing above. 7. Install the remaining bolts connecting the columns and beam, do not fully tighten at this time (see page 58). 8. Plumb one column and adjust the temporary bracing as required. Install the heavy hex nuts and washers onto the anchor bolts and fully tighten with wrench ( 1 2 turn past finger tight) (see figure at right). Note: A 3 4" 2" gap is required under each baseplate for non shrink grout (1 1 2" typical) 9. Plumb the second column and level the beam, making sure to keep the column plumb. Install the remaining heavy hex nuts onto the anchor bolts, finger tight against the base plate (see figure at right). 10. Return to the first column and fully tighten all column to beam bolts (see page 58). 11. Check that the beam is still level and the second column is plumb, and adjust the temporary bracing as required. 12. Fully tighten the column to beam bolts using wrench or impact gun on second column and then the nuts on the anchor bolts on the second column (see page 60). 13. Install non shrink grout (5000 psi minimum) under each base plate ( 3 4" minimum) following the manufacturer s instructions and local building codes (may require inspection) (see figure at right). 14. Install wood nailer blocks on top of each column, using the carriage bolts provided (12", 15", 18" and 21" columns have four bolt holes, only two bolts required). Adjust nuts to plumb column Top of adjoining wall DTI washer ¾" min. to 2" max. (1½" typical) Step 8 Step 9 Step 13 Hardened washer Step 4 Non-shrink grout (may require inspection) min psi Adjust nuts to plumb column and level beam 1. For C18H and C21H columns, 1" bolts, nuts and washers are used 2. For C18H and C21H columns, ¾" bolts, nuts and washers are used. 57

58 Bolt-Tightening Requirements General Bolt Installation Instructions 1. All hardware must be protected from dirt and moisture. Do not remove hardware from packaging until it is ready for installation. 2. The performance of bolt assemblies (bolt, nut, hardened washer and DTI washer) has been verified through pre-installation verification testing. (IMPORTANT: Do not substitute any components.) 3. Lubrication is critical to proper installation. Do not remove lubricant on bolt assemblies or apply additional lubricant. 4. High-strength bolts which have been fully tightened may only be reused if the nut can still be threaded onto the bolt by hand. 5. The type of joint (snug-tight or pretensioned) shall be determined by the Designer. (See page 62 for more information.) Snug-Tight Joints 1. Install a DTI washer under the bolt head, with the protrusions against the bolt head. Slide the bolt through the connection holes. Install the hardened washer and nut on opposite side (see Figure 1). 2. Tighten all bolts to snug-tight condition, making sure the bolt head does not turn while the nut is turned (see Figure 2). Snug-tight condition is the tightness attained by either a few impacts of an impact wrench or the full effort of a worker with an ordinary spud wrench that brings the beam end plate and column flange into firm contact. Little or no orange silicone from the DTI washer should be visible at this time. Pretensioned Joints Nut Hardened washer Hold bolt head to keep it from turning when the nut is turned Turn nut Figure 2 Figure 1 DTI washer DTI washer DTI protrusions against bolt head DTI washer under bolt head Orange silicone for pre-tensioned bolt Figure 3 1. Install a DTI washer under the bolt head, with the protrusions against the bolt head. Slide the bolt through the connection holes. Install the hardened washer and nut on opposite side (see Figure 1). 2. Tighten all bolts to snug-tight condition, making sure the bolt head does not turn while the nut is turned (see Figure 2). Snug-tight condition is the tightness attained by either a few impacts of an impact wrench or the full effort of a worker with an ordinary spud wrench that brings the beam end plate and column flange into firm contact. Little or no orange silicone from the DTI washer should be visible at this time. 3. Once all bolts are snug-tight, calibrate the DTI washers by fully tightening one of the four inside bolts (see Figure 4). Proper installation pretension is reached when the 0.015" feeler gauge can no longer be inserted all the way into the bolt shank at three or more of the five notches between the silicon markers (see Figure 5). Remember to make sure the bolt head does not turn while the nut is turned. 4. Tighten all bolts, starting with the most rigid part of the joint (typically the three remaining inside bolts, and then the four bolts above and below the beam) (see Figure 4). The proper installation pretension is reached when the amount of squirt from the silicon markers matches the washer from the calibration in Step 3 (See Figure 3). When tightening bolts, make sure the bolt head does not turn while the nut is turned. 5. Verify that at least four of the silicon markers have squirted at each bolt. Completely flattened DTI washers are acceptable. 58 Connection-Plate Gaps And Finger Shims The finger shims provided may be used to adjust the connection between the beam end plate and column flange. For a gap of 1 8" or less under the bolt head (see Figure 4), draw plates together by tightening the bolts until plates are in firm contact. If the gap exceeds 1 8", shims must be installed. Gaps away from the bolt heads are permitted. If the connection plates cannot be drawn together sufficiently by tightening the bolts, additional shims are required. Total thickness of shims under each bolt head must not exceed 1 4". To install shims, loosen connection bolts and slide provided shims around the bolts where necessary. Make sure shims do not protrude beyond the outer edges of the connection plates, and re-tighten bolts. Tighten these bolts second Gap acceptable in these areas Beam end plate DTI washer Insert feeler gauge between DTI washer and bolt head at notch between protrusions Finger shim Column flange Finger shim (when required) Inside bolts: tighten these bolts first Figure 5 Figure 4 Silicone markers

59 Ordinary Moment Frame Selection Procedure Strong Frame Ordinary Moment Frame and Anchorage Selection Selection of a Strong Frame ordinary moment frame and accompanying anchorage is easy using the information provided in this catalog. Tables are provided that include the information Designers need to properly select, specify and detail a frame and anchorage that meets their project requirements. The information below provides the Designer with a step-by-step selection procedure. The design examples on pages illustrate the procedure with reference to each step. Step 1 Check if OMF is permitted Frame Selection Determine if an ordinary steel moment frame is permitted for your structure. For structures designed in accordance with ASCE 7: Ordinary steel moment frames may be used in Seismic Design Categories A, B and C without limitations Ordinary steel moment frames may be used in Seismic Design Categories D, E and F subject to limitations set forth in Sections , , and Step 2 Check R value If seismic loads are calculated using R > 3.5, convert loads by multiplying by the R used in design and dividing by 3.5. Step 3 Step 4 Step 5 Select nominal height and width Check vertical loading Select Strong Frame model Select the nominal height (8', 9', 10', 12', 14', 16', 18', or 19') for your structure where the frame will be installed and find the corresponding allowable load table on pages Next select the frame clear-opening width (8'-2", 10'-2", 12'-4", 14'-4", 16'- 4", 18'-4", or 20'-4") that will accommodate the required wall penetration. Compare vertical loads on your frame with the limits listed in footnotes 2 and 3 of the allowable load tables: If the beam is loaded with only uniformly distributed vertical loads and the allowable stress design (ASD) uniform loads are all less than the limits listed in footnote 2, use Maximum values. If S DS > 1.0, check if uniform dead load must include additional vertical seismic load effects (see allowable load tables, footnote 2). If the beam is loaded with uniform vertical loads that exceed the limits, a single vertical point load at mid-span, or multiple point loads applied symmetrically about mid-span, use Minimum " values. If your vertical loading does not meet these criteria, use the Simpson Strong Tie Strong Frame Ordinary Moment Frame Selector software or contact Simpson Strong Tie to perform a custom design by completing a Moment Frame worksheet on page Using the Maximum or Minimum as determined in Step 4, select a frame with a tabulated allowable ASD shear that exceeds the applied load. For wind design, check that the tabulated drift meets drift limits established for the project. Drift may be linearly reduced if the applied load is less than the tabulated frame capacity. (See footnote 16 on allowable load tables.) Step 6 Check W max For frames selected using Minimum values, check that the maximum total vertical load based on ASD load combinations is less than the tabulated value of W max. If not, select a different frame and re-check. Step 7 Step 8 Check Strong Frame dimensions Select bolt tightening requirements Using nominal height and width tables above the allowable load tables, verify that the Strong Frame selected will accommodate the required wall opening: Check that the clear-opening width (W1) is equal to or greater than the wall opening width. Check that the outside frame width (W2) fits within the available wall space. Check that the frame's clear-opening height (H3) is equal to or greater than that required (remember to add the curb/ stemwall height to H3 for installations with the frame base above the floor level). Determine if snug-tight or pretensioned bolts are required for the end plate connections: In Seismic Design Categories D, E, or F, pretensioned bolts are required In Seismic Design Category A, B, or C, snug-tight bolts may be used when seismic design is based on R 3, otherwise pretensioned bolts are required. Step 9 Select top plate fasteners In the allowable load tables, select between the nail (16d commons) and screw ( 1 4"x3 1 2" SDS) options for attaching a fieldinstalled top plate to the frame nailers. For seismic design, quantity of fasteners must be increased if the connection is required to be designed as a collector for load combinations with overstrength (see ASCE 7, Section ). This key illustrates where to find the information in the tables on pages for selection steps. Step 5 Step 6 Step 3 Step 9 Strong Frame Ordinary Moment Frame 8 ft. Nominal Heights Model Allowable ASD Maximum Load V (lbs) 1, 8 Total Gravity Maximum 2,12 Minimum 16d 3, 12 Load, W max 3, 9 (lbs) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max+v 4 Ω o=2.5 Ω o=3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Height = 8'-0 ¾", Drift limit = 0.56" 16 OMF69-8x8 5,585 5,245 38, ,545 3,235 6,190 9,580 10, OMF612-8x8 6,950 6,580 40, ,695 3,770 5,750 10,230 11, OMF99-8x8 9,540 9,395 22, ,675 5,420 7,630 11,435 11, OMF912-8x8 13,575 13,195 40, ,995 7,300 10,790 15,335 15, OMF129-8x8 12,355 12,160 25, ,710 6,970 10,095 14,825 14, OMF1212-8x8 19,670 19,355 33, ,580 10,525 14,265 20,015 20, OMF1512-8x8 23,940 23,905 12, ,505 12,785 13,925 21,140 21, Approx. Total Frame Weight (lbs) Step 7 Step 7 Nominal Bottom Nailer Height, H3 H1 H2 Height with 9" Beam with 12" Beam 8' 8' 0 3 4" 7' " 6' " 6' 6 3 4" 9' 9' 0 3 4" 8' " 7' " 7' 6 3 4" 10' 10' 0 3 4" 9' " 8' " 8' 6 3 4" 12' 12' 0 3 4" 11' " 10' " 10' 6 3 4" 14' 14' 0 3 4" 13' " 12' " 12' 6 3 4" 16' 16' 0 3 4" 15' " 14' " 14' 6 3 4" 18' 18' 2 3 4" 18' 1 1 4" 17' 0 1 4" 16' 8 3 4" 19' 19' 2 3 4" 19' 1 1 4" 18' 0 1 4" 17' 8 3 4" All heights assume 1 1 2" non-shrink grout below the column. H1 assumes a single 2x6 on top of the pre-installed beam nailers. Nominal Width W1 Outside Frame Width, W2 C6 C9 C12 C15 8' 8'-2" 9'-8" 10'-2" 10'-8" 11'-2" 10' 10'-2" 11'-8" 12'-2" 12'-8" 13'-2" 12' 12'-4" 13'-10" 14'-4" 14'-10" 15'-4" 14' 14'-4" 15'-10" 16'-4" 16'-10" 17'-4" 16' 16'-4" 17'-10" 18'-4" 18'-10" 19'-4" 18' 18'-4" 19'-10" 20'-4" 20'-10" 21'-4" 20' 20'-4" 21'-10" 22'-4" 22'-10" 23'-4" All widths assume single 2x6 nailer on each column flange 59

60 Ordinary Moment Frame Tension-Anchorage Selection Procedure Anchorage assemblies (MFSL and MFAB) can be used for both Strong Frame ordinary moment frames and special moment frames. Selection procedures below will cover anchorage for Strong Frame ordinary moment frames. Step 1 Step 2 Step 3 Step 4 Step 5 Step 6 Determine concrete condition Select anchorage design method Determine tension reaction Select minimum footing size for tension Determine anchorage assembly strength Determine rod length and footing size Tension Anchorage Determine whether uncracked or cracked concrete is applicable for anchorage design (see ACI 318, Appendix D). Assuming cracked concrete is conservative. Determine which method to use for selecting anchorage solutions: Simplified This is the quickest and easiest method, requiring only the column size and frame height to select the anchorage. This method can result in a conservative design for some frames and loading conditions. The Simplified method is not applicable for seismic designs that use R = 3.5. Detailed This method uses column reactions and anchorage assembly capacities to select a solution. The maximum column reactions tabulated in the allowable load tables may be used, or for further economy, the reactions calculated for the project-specific design loads can be used (see footnotes 4 and 5 of the allowable load tables on pages 64 79). Determine the maximum tension reaction for tension anchorage design: For Simplified anchorage design, no calculation of reactions is required. Solutions presented in Table 1.1 on page 85 consider maximum tension reaction for each group of frames. For Detailed anchorage design, use maximum tension reaction tabulated in the allowable load table for the frame selected, or calculate tension reaction based on design loads in accordance with footnote 5 of the allowable load tables on pages Determine minimum embedment and footing size for tension anchorage: For Simplified anchorage design, select embedment and footing width from Table 1.1 on page 85 based on column size and nominal frame height. For Detailed anchorage design, use the Tension Anchorage Allowable Loads Table 1.2 on page 85 to select embedment and footing width with a capacity that exceeds the tension reaction. Standard strength anchorage assemblies are adequate for tension except where shown in the anchorage tables: For Simplified anchorage design, installations requiring high strength anchorage are determined as a part of shear anchorage design (see footnote 6 of Table 1.1 on page 85) For Detailed anchorage design, installations requiring high strength anchorage are designated in footnote 6 of Table 1.2 on page 85. Add the step height (height of concrete above the top of footing) to the minimum required embedment, d e, and select an anchorage assembly model number with an embedded rod length, l e, that is equal or greater. If this value exceeds the maximum embedded rod length for the anchorage assembly, select an extension kit to achieve the necessary rod length. Note that the embedded rod length is different for MFSL and MFAB anchorage assemblies with the same total rod length. See Step 1 of Anchorage Procedure for selection of anchorage assembly type. 2¼" edge distance l e Step height d e min. 4" min. ½ W W ½ W Anchorage assembly Section at Slab on Grade 60

61 Ordinary Moment Frame -Anchorage Selection Procedure Step 1 Step 2 Step 3 Step 4 Step 5 Step 6 Step 4 Step 5 Select anchorage assembly type Select anchorage design method Determine shear reactions Determine inside and outside end distance Determine anchorage assembly strength Verify Strong Frame dimensions Determine reinforcement Determine anchorage assembly strength General Anchorage Select which anchorage assembly you want to use: The MFSL anchorage assembly is easier to install and allows the frame to be installed flush with the edge of concrete, but may require additional end distance. The MFAB anchorage assembly offers higher shear capacities without increasing concrete strength or end distance, but requires an increased edge distance and additional ties or hairpin reinforcement. Determine which method to use for selecting anchorage solutions: Simplified This is the quickest and easiest method, requiring only the column size and frame height to select the anchorage. This method can result in a conservative design for some frames and loading conditions. The Simplified method is not applicable for seismic designs that use R = 3.5. Detailed This method uses column reactions and anchorage assembly capacities to select a solution. The maximum column reactions tabulated in the allowable load tables may be used, or for further economy, the reactions calculated for the project-specific design loads can be used (see footnotes 4 and 5 of the allowable load tables on pages 64 79). Determine the maximum shear reaction for shear anchorage design: For Simplified anchorage design, no calculation of reactions is required. Solutions presented in Table 2.1 (page 86) and Table 3.1 (page 89) consider maximum shear reaction for each group of frames. For Detailed anchorage design, use maximum column shear reaction tabulated in the allowable load table for the frame selected, or shear reaction calculated using footnote 4 of the allowable load tables on pages For OMFSL, determine shear reaction at both tension and compression columns. For MFAB, only the shear reaction at the compression column is required. MFSL Anchorage Determine the minimum inside and outside end distance in concrete: For Simplified anchorage design, determine directly from Table 2.1 on page 86. For Detailed anchorage design, use the shear reactions from Step 3 and the MFSL shear capacities in Table 2.2 or 2.3. Select an inside end distance with a capacity that exceeds the tension column shear reaction, and an outside end distance with a capacity that exceeds the compression column shear reaction. If high strength anchorage is required for tension, specify a high strength MFSL anchorage assembly. Otherwise, standard strength anchorage assemblies are adequate for MFSL except for shaded regions of the anchorage tables. If additional studs are required for end distances, check that modified ordinary moment frame dimensions will accommodate the required wall opening: If inside end distance exceeds that corresponding to the pre-installed nailer installed flush with inside end of curb, subtract the thickness of additional studs required at each column from the clear-opening width, W1, and check that this still exceeds the required opening width. If outside end distance exceeds that corresponding to the pre-installed nailer installed flush with outside end of curb, add the thickness of additional studs required at each column to the outside frame width, W2, and check that this still fits within the available wall space. MFAB Anchorage Determine the minimum concrete reinforcement required: For Simplified anchorage design, determine directly from Table 3.1 on page 89. For Detailed anchorage design, use the compression column shear reaction from Step 3 and the MFAB shear capacities in Table 3.2 on page 86 to select tie or hairpin reinforcement with a capacity that exceeds the shear reaction. If high strength anchorage is required for tension, specify a high strength MFAB anchorage assembly. Otherwise, standard strength anchorage assemblies are adequate for MFAB except for shaded regions of the anchorage tables. d stance 1¼" Minimum edge distance Pre-attached Pre-attached Nailer replace nailer w/ 2x8 or leave it and add a furring stud Additional stud as required Outside end distance 2 1 2" min. edge distance Plan View Stemwall/Curb (MFSL) End of curb as occurs Curb width Inside end distance End distance Plan View Slab on Grade 2x8 wall 2½" min. edge distance End distance Plan View Curb/Stemwall Plan View Curb/Stemwall (MFAB) 8" min. curb Outside end distance End distance Inside end distance 61

62 db + db Strong Frame Ordinary Moment Frame Design Information Simplified Design Simpson Strong Tie Strong Frame ordinary moment frames are preengineered and simplify design for a wide variety of applications: Beams are designed as unbraced no beam bracing required within the span. Frame designed assuming pinned-base condition. Allowable loads applicable to wind and seismic loads no need to convert. Use in the same manner as any other ordinary steel moment frame can be used in vertical and horizontal combinations with other lateralforce-resisting elements in accordance with the IBC and ASCE 7. Designs are based on calculation no test reports required; easily adaptable to alternate installations. Calculation packages are available for each frame, contact Simpson Strong Tie, if required. Tie or hairpin reinforcement for MFAB anchorage assembly For additional detailed information on the design and proper use of Strong Frame ordinary moment frames, see General Notes on page 8 and General Instructions for the Designer on page 9. Bolt Tightening Requirements In order for the Strong Frame ordinary moment frame to achieve its rated capacity, the connection plates must have firm contact and the bolts must be properly tightened. Bolts shall be tightened in compliance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, published by the Research Council of Structural Connections (RCSC). The Designer shall specify whether the installation requires snug tight joints or pretensioned joints. For design of structures assigned to Seismic Design Category D, E, or F, pretensioned bolts are required. For design of structures assigned to Seismic Design Category A, B, or C, snug-tight bolts may be used when seismic design is based on R 3. For design of structures assigned to Seismic Design Category A, B, or C, pretensioned bolts are required when seismic design is based on R > 3. The Direct Tension Indicator (DTI) washers provided with each frame make verification of proper bolt installation easy for both snug-tight and pretensioned bolts and are recommended for all installations. If the DTI washers are not used in connections that require pretensioned bolts, an alternate pretensioning method must be specified by the Designer, including pre-installation verification testing of the complete fastener assembly and inspection procedures. For detailed information on the use of the DTI washers provided, see page 62. Details are provided (in this catalog) to adjust the height of the top of the frame when the frame height does not match the structure. Details are provided (in this catalog) to allow additional beam and column penetrations to simplify the installation of utilities. Frames may be used as an alternative to braced-wall panels required by the IBC and IRC. For more information, see the Strong Frame Wall Bracing section at Using this Catalog as a Design Tool The selection of a complete moment frame design solution is easy using the Strong Frame ordinary moment frame. A step-by-step description of the design process is included in this catalog on page 61, and design examples on pages provide further information. After completing these steps, Designers will have all of the information necessary to properly specify the Strong Frame ordinary moment frame and detail its installation: Appropriate Strong Frame model Bolt tightening requirements (snug-tight or pretensioned) Appropriate fasteners for the top-plate-to-nailer connection Anchorage assembly o Type MFSL or MFAB o Strength standard or high strength o Anchor bolt rod length 14", 18", 24", 30", or 36" o Extension kit (where required) Minimum footing width and embedment depth for anchorage Inside and outside end distances for MFSL anchorage assembly Base Plates and Non-Shrink Grout Strong Frame ordinary moment frames have been designed to accommodate a 1 ½" grout pad underneath the column base plates in order to facilitate plumbing and leveling of the frame. Proper performance of the base connection and anchorage of the frame requires that non-shrink grout with a minimum compressive strength of 5,000 psi be placed below the column base plates. The thickness of the grout pad may vary based on field conditions, but must be a minimum of ¾" thick and no more than 2" thick. Frame height dimensions throughout this catalog are based on a grout thickness of 1 ½" and must be adjusted for other grout pads. The Designer may specify installation of base plates directly on concrete (without grout) provided they are set level, to the correct elevation, and with full bearing. 62

63 Anchorage Design Information Simpson Strong Tie offers pre-engineered anchorage solutions to simplify the design process. Pages provide solutions for both tension and shear anchorage for all of the Strong Frame moment frame models. Tension Anchorage Anchorage solutions for tension loads provide minimum anchor rod embedment and footing size. Where additional uplift from wind occurs, Table 1.2 on page 85 may be used to design an anchorage solution. MFSL and MFAB Anchorage Assemblies Simpson Strong Tie offers two different pre-assembled anchorage assemblies. The MFSL anchorage assembly places the frame flush with the edge of concrete allowing it to fit into a standard 2x6 wall without bump-outs or furring. The MFAB anchorage assembly with additional concrete reinforcement is an economical alternative for applications where 2½" (or greater) edge distance exists. Anchorage Design Notes The steel strength calculations for anchor shear and anchor tension are per ACI and Appendix D. Tension and shear anchorage are designed as follows: Element Code Section Anchor rod strength in tension ACI 318, D.5.1 Anchor breakout strength in tension ACI 318, D.5.2 Anchor pullout strength in tension ACI 318, D.5.3 Anchor rod strength in shear ACI 318, D.6.1 Embedded plate bending strength AISC Chapter F Concrete shear strength shear lug AISC Design Guide 1 Concrete shear strength tied anchorage ACI 318, chapter 10 Anchorage designs are based on LRFD loads. For designs under the 2012 and 2009 IBC, tension anchorage for seismic loads complies with ACI 318 Appendix D; design includes application of 0.75 factor on concrete strengths (Section D.3.3.3) and the strength is governed by a ductile steel element (Section D.3.3.4) or is based on 2.5 x factored loads (Section D with modifications contained in 2012 and 2009 IBC section ). For designs under the 2009 IBC, tension anchorage for seismic loads complies with ACI Appendix D; design includes application of 0.75 factor on concrete strengths (Section D.3.3.3), and strength is governed by a ductile steel element (Section D.3.3.4) or is based on 2.5 x factored loads (Section D.3.3.6). Anchorage designs are based on embedment for tension into the foundation, while shear design is based on resistance within the curb or slab. For other conditions, the designer must consider the interaction of tension and shear concrete failure surfaces. Flexible Anchorage Solutions Both simplified and detailed options are provided for anchorage design in order to allow ease of design and specification as well as refined design for project-specific load conditions. For simplified anchorage solutions, after selecting a frame, all that is needed to determine the required anchorage is the column size and nominal frame height. For cases where more economical anchorage is desired, Detailed anchorage solutions provide capacities of the anchorage assemblies. Simply use the maximum reactions tabulated in the allowable load tables for the selected frame, and find the required anchorage with a capacity that exceeds the reactions. For even further economy, select an anchorage solution using reactions calculated for project-specific loads as described in the footnotes of the allowable load tables. Inspections Inspection requirements for the Strong Frame moment frames are no different than for any other steel moment frame. The Designer must designate what inspections are required in accordance with the local code, based on building occupancy, concrete strength, requirements of the local building official, and other considerations. Because the Strong Frame moment frames includes pre-manufactured components, all welding inspections are completed during the manufacturing process. Welding of the frame members is performed on the premises of a fabricator registered and approved in accordance with the requirements of IBC Section for fabricator approval, so special inspections contained in IBC Section 1704 are not required. Special inspection for seismic resistance required by IBC Section 1707 for welding is completed during the manufacturing process. If required, inspection of fastener assemblies (high-strength bolt, DTI washer, hardened washer, and heavy hex nut) for the bolted beamto-column connections is easy. Fastener assembly lots are randomly sampled and pre-installation verification testing is performed to confirm installation procedures and performance of the fastener components. The easy-to-use Direct-Tension-Indicator (DTI) washers included with every Strong Frame moment frame installation kit make it easy to verify proper bolt pretensioning in the field see page 60 for further information on use of the DTI washers. For projects where inspection of the bolts is required, Certificates of Conformity for the fastener assemblies may be obtained for each hardware kit lot number under Lot Control for Structural Fastener Assemblies on the Strong Frame Moment Frame page at The lot number is located on the beam and on the hardware box. Additional Information For additional information on the design and use of Strong Frame moment frames, see Installation Details on pages , and Frequently Asked Questions in the Strong Frame moment frame section at 63

64 8 ft. Nominal Heights: Allowable Loads Field-installed double top plate H1, top of concrete to top of field installed top plate 1½" grout and 1½" top plate assumed Extend field-installed single top plate and connect to beam nailer W1 Clear wood to wood W2 Outside wood to wood ⁵ ₈" φ Anchor rods 13" (9" beams) 16½" (12" beams) (inc. nailers) 9", 12", 15" or 18" (inc. nailers) All heights assume 1½" non-shrink grout Top of Strong Frame wood nailer H3, top of concrete To bottom of beam nailer H2, top of concrete To top of beam nailer Nominal Bottom Nailer Height, H3 H1 H2 Height with 9" Beam with 12" Beam 8' 8' 0 3 4" 7' " 6' " 6' 6 3 4" 9' 9' 0 3 4" 8' " 7' " 7' 6 3 4" 10' 10' 0 3 4" 9' " 8' " 8' 6 3 4" 12' 12' 0 3 4" 11' " 10' " 10' 6 3 4" 14' 14' 0 3 4" 13' " 12' " 12' 6 3 4" 16' 16' 0 3 4" 15' " 14' " 14' 6 3 4" 18' 18' 2 3 4" 18' 1 1 4" 17' 0 1 4" 16' 8 3 4" 19' 19' 2 3 4" 19' 1 1 4" 18' 0 1 4" 17' 8 3 4" All heights assume 1 1 2" non-shrink grout below the column. H1 assumes a single 2x6 on top of the pre-installed beam nailers. Nominal Width W1 Outside Frame Width, W2 C6 C9 C12 C15 8' 8'-2" 9'-8" 10'-2" 10'-8" 11'-2" 10' 10'-2" 11'-8" 12'-2" 12'-8" 13'-2" 12' 12'-4" 13'-10" 14'-4" 14'-10" 15'-4" 14' 14'-4" 15'-10" 16'-4" 16'-10" 17'-4" 16' 16'-4" 17'-10" 18'-4" 18'-10" 19'-4" 18' 18'-4" 19'-10" 20'-4" 20'-10" 21'-4" 20' 20'-4" 21'-10" 22'-4" 22'-10" 23'-4" All widths assume single 2x6 nailer on each column flange Assembly Elevation Strong Frame Ordinary Moment Frame 8 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum 2,12 Minimum 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 8'-0 ¾", Drift limit = 0.56" 16 OMF69-8x8 5,585 5,245 38, ,545 3,235 6,190 9,580 10, OMF612-8x8 6,950 6,580 40, ,695 3,770 5,750 10,230 11, OMF99-8x8 9,540 9,395 22, ,675 5,420 7,630 11,435 11, OMF912-8x8 13,575 13,195 40, ,995 7,300 10,790 15,335 15, OMF129-8x8 12,355 12,160 25, ,710 6,970 10,095 14,825 14, OMF1212-8x8 19,670 19,355 33, ,580 10,525 14,265 20,015 20, OMF1512-8x8 23,940 23,905 12, ,505 12,785 13,925 21,140 21, OMF69-10x8 5,290 5,040 32, ,460 3,370 6,555 9,750 10, OMF612-10x8 6,760 6,410 40, ,470 3,880 6,630 10,885 12, OMF99-10x8 8,765 8,665 18, ,725 5,400 7,485 11,435 11, OMF912-10x8 12,915 12,665 31, ,530 7,280 10,620 15,335 15, OMF129-10x8 11,080 10,935 22, ,115 6,735 9,885 14,825 14, OMF x8 18,340 18,095 28, ,915 10,235 13,935 20,015 20, ,020 OMF x8 21,960 21,925 14, ,995 12,205 13,720 21,140 21, ,040 OMF69-12x8 4,990 4,810 27, ,665 3,690 6,805 9,830 10, OMF612-12x8 6,550 6,335 29, ,555 4,070 6,540 10,795 12, ,000 OMF99-12x8 8,010 7,960 16, ,320 5,510 7,465 11,435 11, OMF912-12x8 12,220 12,055 25, ,695 7,365 10,435 15,335 15, ,020 OMF129-12x8 9,920 9,820 19, ,285 6,685 9,560 14,825 14, ,045 OMF x8 16,975 16,800 24, ,200 10,055 13,695 20,015 20, ,090 OMF x8 20,055 19,985 15, ,710 11,795 13,590 21,140 21, ,110 OMF69-14x8 4,730 4,625 22, ,140 4,320 6,685 9,575 10, ,005 OMF612-14x8 6,355 6,260 21, ,945 4,325 6,190 10,425 11, ,060 OMF99-14x8 7,405 7,380 15, ,415 6,095 7,430 11,435 11, ,025 OMF912-14x8 11,605 11,500 22, ,475 7,540 10,420 15,335 15, ,075 OMF129-14x8 9,010 8,955 17, ,120 7,130 9,335 14,825 14, ,095 OMF x8 15,855 15,715 16, ,430 10,045 12,060 20,015 20, ,145 OMF x8 18,480 18,480 12, ,560 11,600 12,735 21,140 21, , See footnotes on next page

65 8 ft. Nominal Heights: Allowable Loads Strong Frame Ordinary Moment Frame 8 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Height = 8'-0 ¾", Drift limit = 0.56" 16 OMF69-16x8 4,495 4,465 17, ,745 5,090 6,250 9,055 10, ,075 OMF612-16x8 6,160 6,145 16, ,465 4,860 5,910 10,075 11, ,135 OMF99-16x8 6,865 6,865 14, ,745 6,905 7,465 11,435 11, ,090 OMF912-16x8 11,045 11,045 14, ,555 7,885 9,130 15,335 15, ,150 OMF129-16x8 8,240 8,230 15, ,275 7,925 9,025 14,485 14, ,160 OMF x8 14,805 14,805 9, ,090 10,160 10,045 20,015 20, ,220 OMF x8 15,610 15,610 8, ,335 10,840 10,520 21,140 21, ,240 OMF69-18x8 4,270 4,270 14, ,435 5,995 5,850 8,550 9, ,125 OMF612-18x8 5,980 5,980 13, ,095 5,600 5,625 9,700 11, ,190 OMF99-18x8 6,385 6,385 12, ,235 7,875 7,275 11,435 11, ,140 OMF912-18x8 10,505 10,505 9, ,835 8,740 7,970 15,335 15, ,205 OMF129-18x8 7,565 7,565 11, ,645 8,885 7,700 13,200 14, ,210 OMF x8 10,710 10,710 9, ,845 9,675 8,355 16,870 19, ,275 OMF x8 10,710 10,710 9, ,785 10,195 8,585 17,200 19, ,295 OMF612-20x8 11 5,905 10, , ,415 9,495 10, ,250 OMF912-20x8 11 8,820 7, , ,840 13,085 15, ,270 OMF x8 11 8,820 7, , ,205 13,415 15, ,340 OMF x8 11 8,890 7, , ,440 13,680 15, ,360 Approx. Total Frame Weight (lbs.) Ordinary Moment Frame Column size (6", 9", 12", or 15") Beam size 9 = 9" nominal beam 12 = 12" nominal beam Model No. Naming Legend OMF x8 Nominal frame height (8, 9, 10, 12, 14, 16, 18, or 19 ft) Nominal frame clear-opening width (8, 10, 12, 14, 16, 18 or 20 ft) 1. Allowable shear loads assume a pinned base and 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/ Maximum 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 S DS =1.0 to determine E v. Where S DS >1.0, check that ( S DS )D is less than 800 plf. Where gravity loads exceed any of these values, use Minimum loads (see Note 3). 3. Minimum is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, W max, which may be applied as a single point load at midspan, P=W max, as multiple point loads applied symmetrically about mid-span of the beam, P 1 +P 2 + +P i =W max, or as a uniform distributed load, w max = W max /L beam. W max shall be determined based on the governing load combination of the applicable building code, and shall include E v 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: R H = V 2 + X(P) or R H = V 2 + X(2 3 wl) Tension Column R H = V 2 V = Design Frame (lbs) P = Midspan Point Load (lbs), based on governing load combination w = Uniform Load (lbs/ft), based on governing load combination L = Column Centerline Dimension, W1 + 3" + Column Depth (ft) X = Frame Reaction Factor (no units) 5. Tension reactions are for Maximum with a resisting vertical load equal to ( S DS ) times the frame weight, based on an assumed S DS =1.0. Where Maximum is not listed, tension reactions consider Minimum. Reduced ASD tension forces may be calculated by the Designer by statics. See Example #2 for calculation of reduced tension with applied lateral shear and resisting vertical loads. T = (Vh-M R )/L V = Design frame shear (lbs) h = Steel column height, H1-6" (ft) M R = Resisting ASD factored moment due to dead load (ft-lbs) L = Column centerline dimension, W1 + 3" + column depth (ft) 6. Fastening is minimum nailing or Simpson Strong Tie Strong-Drive SDS screws 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 E m level loading. Top plate splice design, as required, shall be by Designer. 7. Drift at allowable shear is applicable to both Maximum with uniform load, w, and Minimum with maximum total load, W max. Drift may be linearly reduced for shear loads less than allowable shear, and for wind drift checks as suggested by ASCE 7-05 Section CC.1.2. Allowable shear may be linearly reduced for more restrictive drift limits. 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 loads do not exceed the following: Dead load L 360 Floor live load L 360 Dead load + floor live load L 240 W MAX (Point Load) L See pages 39 to 44 for anchorage solutions. 11. Allowable stress design uniform gravity loads per footnote 2 must be reduced. See Minimum and footnote 3 for maximum gravity loads. 12. Alternate combinations of lateral load and gravity load are possible for some frames. Use alternate loading worksheet on page or use Strong Frame Selector software. 13. Where noted in table, reactions applicable to designs based on wind and seismic design using R Where noted in table, shear reactions for use in design of column base anchorage in accordance with AISC , Section 8.5b, for designs with R = Where noted in table, minimum of the shear calculated for the compression column from ASCE 7-05 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 Ω o *V for V. 16. Drift limit is based on the allowable story drift for ASD seismic loads, and is equal to 0.7 (0.025h/C d ) = h/171, where h = H1 and C d =

66 9 ft. Nominal Heights: Allowable Loads Field-installed double top plate H1, top of concrete to top of field installed top plate 1½" grout and 1½" top plate assumed Extend field-installed single top plate and connect to beam nailer W1 Clear wood to wood W2 Outside wood to wood ⁵ ₈" φ Anchor rods 13" (9" beams) 16½" (12" beams) (inc. nailers) 9", 12", 15" or 18" (inc. nailers) All heights assume 1½" non-shrink grout Top of Strong Frame wood nailer H3, top of concrete To bottom of beam nailer H2, top of concrete To top of beam nailer Nominal Bottom Nailer Height, H3 H1 H2 Height with 9" Beam with 12" Beam 8' 8' 0 3 4" 7' " 6' " 6' 6 3 4" 9' 9' 0 3 4" 8' " 7' " 7' 6 3 4" 10' 10' 0 3 4" 9' " 8' " 8' 6 3 4" 12' 12' 0 3 4" 11' " 10' " 10' 6 3 4" 14' 14' 0 3 4" 13' " 12' " 12' 6 3 4" 16' 16' 0 3 4" 15' " 14' " 14' 6 3 4" 18' 18' 2 3 4" 18' 1 1 4" 17' 0 1 4" 16' 8 3 4" 19' 19' 2 3 4" 19' 1 1 4" 18' 0 1 4" 17' 8 3 4" All heights assume 1 1 2" non-shrink grout below the column. H1 assumes a single 2x6 on top of the pre-installed beam nailers. Nominal Width W1 Outside Frame Width, W2 C6 C9 C12 C15 8' 8'-2" 9'-8" 10'-2" 10'-8" 11'-2" 10' 10'-2" 11'-8" 12'-2" 12'-8" 13'-2" 12' 12'-4" 13'-10" 14'-4" 14'-10" 15'-4" 14' 14'-4" 15'-10" 16'-4" 16'-10" 17'-4" 16' 16'-4" 17'-10" 18'-4" 18'-10" 19'-4" 18' 18'-4" 19'-10" 20'-4" 20'-10" 21'-4" 20' 20'-4" 21'-10" 22'-4" 22'-10" 23'-4" All widths assume single 2x6 nailer on each column flange Assembly Elevation Strong Frame Ordinary Moment Frame 9 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 9'-0 ¾", Drift limit = OMF69-8x9 4,390 4,060 38, ,010 2,560 4,930 7,515 8, OMF612-8x9 5,350 4,980 40, ,920 2,910 4,465 7,825 9, OMF99-8x9 7,730 7,530 26, ,010 4,415 6,755 10,045 10, OMF912-8x9 10,690 10,325 40, ,765 5,770 8,620 13,435 13, OMF129-8x9 10,220 9,990 29, ,065 5,790 8,990 13,020 13, OMF1212-8x9 15,850 15,490 40, ,175 8,505 12,360 17,535 17, ,030 OMF1512-8x9 19,585 19,455 20, ,105 10,485 12,490 18,515 18, ,055 OMF69-10x9 4,170 3,925 32, ,050 2,685 5,260 7,710 8, OMF612-10x9 5,210 4,865 40, ,855 3,005 5,195 8,395 9, ,005 OMF99-10x9 7,125 6,995 21, ,240 4,425 6,615 10,045 10, OMF912-10x9 10,215 9,875 39, ,600 5,790 9,475 13,435 13, ,020 OMF129-10x9 9,200 9,030 25, ,655 5,630 8,830 13,020 13, ,055 OMF x9 14,835 14,545 34, ,875 8,320 12,375 17,535 17, ,095 OMF x9 18,040 17,925 19, ,985 10,070 12,255 18,515 18, ,120 OMF69-12x9 3,950 3,775 27, ,350 2,995 5,560 7,865 8, ,030 OMF612-12x9 5,055 4,855 29, ,060 3,175 5,115 8,335 9, ,075 OMF99-12x9 6,540 6,470 18, ,960 4,555 6,575 10,045 10, ,045 OMF912-12x9 9,695 9,470 31, ,975 5,895 9,300 13,435 13, ,090 OMF129-12x9 8,265 8,155 21, ,955 5,625 8,510 13,020 13, ,120 OMF x9 13,795 13,570 29, ,430 8,230 12,205 17,535 17, ,165 OMF x9 16,530 16,450 19, ,960 9,785 12,135 18,515 18, ,190 OMF69-14x9 3,755 3,660 22, ,885 3,540 5,410 7,670 8, ,080 OMF612-14x9 4,910 4,825 21, ,530 3,390 4,850 8,105 9, ,130 OMF99-14x9 6,060 6,025 16, ,135 5,120 6,540 10,045 10, ,100 OMF912-14x9 9,245 9,115 24, ,900 6,080 8,830 13,435 13, ,145 OMF129-14x9 7,525 7,470 19, ,865 6,075 8,305 13,020 13, ,170 OMF x9 12,910 12,850 18, ,815 8,260 10,445 17,535 17, ,220 OMF x9 15,295 15,280 15, ,985 9,680 11,245 18,515 18, , See footnotes on next page

67 9 ft. Nominal Heights: Allowable Loads Strong Frame Ordinary Moment Frame 9 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Height = 9'-0 ¾", Drift limit = 0.63" 16 OMF69-16x9 3,575 3,550 17, ,530 4,200 5,055 7,295 8, ,145 OMF612-16x9 4,770 4,765 16, ,115 3,875 4,635 7,865 9, ,205 OMF99-16x9 5,640 5,640 15, ,520 5,835 6,530 10,045 10, ,165 OMF912-16x9 8,820 8,805 16, ,075 6,460 7,860 13,435 13, ,220 OMF129-16x9 6,900 6,890 16, ,075 6,780 7,980 12,475 13, ,240 OMF x9 12,115 12,115 11, ,600 8,415 8,945 17,480 17, ,295 OMF x9 14,205 14,205 8, ,515 9,720 9,305 18,515 18, ,320 OMF69-18x9 3,400 3,400 13, ,250 4,980 4,720 6,920 7, ,195 OMF612-18x9 4,635 4,635 12, ,790 4,495 4,400 7,580 8, ,260 OMF99-18x9 5,260 5,260 13, ,050 6,690 6,425 9,850 10, ,215 OMF912-18x9 8,415 8,415 11, ,435 7,210 6,865 12,990 13, ,275 OMF129-18x9 6,350 6,350 12, ,480 7,635 6,885 11,230 12, ,290 OMF x9 9,940 9,940 9, ,035 8,580 7,540 15,390 17, ,350 OMF x9 9,940 9,940 9, ,975 9,065 7,760 15,705 18, ,375 OMF612-20x9 11 4,605 10, , ,330 7,450 8, ,325 OMF912-20x9 11 8,120 7, , ,115 11,870 13, ,340 OMF x9 11 8,120 7, , ,460 12,190 14, ,415 OMF x9 11 8,225 7, , ,700 12,490 14, ,440 Approx. Total Frame Weight (lbs.) Ordinary Moment Frame Column size (6", 9", 12", or 15") Beam size 9 = 9" nominal beam 12 = 12" nominal beam 1. Allowable shear loads assume a pinned base and 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/ Maximum 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 S DS =1.0 to determine E v. Where S DS >1.0, check that ( S DS )D is less than 800 plf. Where gravity loads exceed any of these values, use Minimum loads (see Note 3). 3. Minimum is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, W max, which may be applied as a single point load at midspan, P=W max, as multiple point loads applied symmetrically about mid-span of the beam, P 1 +P 2 + +P i =W max, or as a uniform distributed load, w max = W max /L beam. W max shall be determined based on the governing load combination of the applicable building code, and shall include E v 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: R H = V 2 + X(P) or R H = V 2 + X(2 3 wl) Tension Column R H = V 2 Model No. Naming Legend OMF x8 Nominal frame height (8, 9, 10, 12, 14, 16, 18, or 19 ft) Nominal frame clear-opening width (8, 10, 12, 14, 16, 18 or 20 ft) V = Design Frame (lbs) P = Midspan Point Load (lbs), based on governing load combination w = Uniform Load (lbs/ft), based on governing load combination L = Column Centerline Dimension, W1 + 3" + Column Depth (ft) X = Frame Reaction Factor (no units) 5. Tension reactions are for Maximum with a resisting vertical load equal to ( S DS ) times the frame weight, based on an assumed S DS =1.0. Where Maximum is not listed, tension reactions consider Minimum. Reduced ASD tension forces may be calculated by the Designer by statics. See Example #2 for calculation of reduced tension with applied lateral shear and resisting vertical loads. T = (Vh-M R )/L V = Design frame shear (lbs) h = Steel column height, H1-6" (ft) M R = Resisting ASD factored moment due to dead load (ft-lbs) L = Column centerline dimension, W1 + 3" + column depth (ft) 6. Fastening is minimum nailing or Simpson Strong Tie Strong-Drive SDS screws 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 connection is required to be designed for overstrength force levels and increase fastening as required for E m level loading. Top plate splice design, as required, shall be by Designer. 7. Drift at allowable shear is applicable to both Maximum with uniform load, w, and Minimum with maximum total load, W max. Drift may be linearly reduced for shear loads less than allowable shear, and for wind drift checks as suggested by ASCE 7-05 Section CC.1.2. Allowable shear may be linearly reduced for more restrictive drift limits. 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 loads do not exceed the following: Dead load L 360 Floor live load L 360 Dead load + floor live load L 240 W MAX (Point Load) L See pages 39 to 44 for anchorage solutions. 11. Allowable stress design uniform gravity loads per footnote 2 must be reduced. See Minimum and footnote 3 for maximum gravity loads. 12. Alternate combinations of lateral load and gravity load are possible for some frames. Use alternate loading worksheet on page or use Strong Frame Selector software. 13. Where noted in table, reactions applicable to designs based on wind and seismic design using R Where noted in table, shear reactions for use in design of column base anchorage in accordance with AISC , Section 8.5b, for designs with R = Where noted in table, minimum of the shear calculated for the compression column from ASCE 7-05 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 Ω o *V for V. 16. Drift limit is based on the allowable story drift for ASD seismic loads, and is equal to 0.7 (0.025h/C d ) = h/171, where h = H1 and C d =

68 10 ft. Nominal Heights: Allowable Loads Field-installed double top plate H1, top of concrete to top of field installed top plate 1½" grout and 1½" top plate assumed Extend field-installed single top plate and connect to beam nailer W1 Clear wood to wood W2 Outside wood to wood ⁵ ₈" φ Anchor rods 13" (9" beams) 16½" (12" beams) (inc. nailers) 9", 12", 15" or 18" (inc. nailers) All heights assume 1½" non-shrink grout Top of Strong Frame wood nailer H3, top of concrete To bottom of beam nailer H2, top of concrete To top of beam nailer Nominal Bottom Nailer Height, H3 H1 H2 Height with 9" Beam with 12" Beam 8' 8' 0 3 4" 7' " 6' " 6' 6 3 4" 9' 9' 0 3 4" 8' " 7' " 7' 6 3 4" 10' 10' 0 3 4" 9' " 8' " 8' 6 3 4" 12' 12' 0 3 4" 11' " 10' " 10' 6 3 4" 14' 14' 0 3 4" 13' " 12' " 12' 6 3 4" 16' 16' 0 3 4" 15' " 14' " 14' 6 3 4" 18' 18' 2 3 4" 18' 1 1 4" 17' 0 1 4" 16' 8 3 4" 19' 19' 2 3 4" 19' 1 1 4" 18' 0 1 4" 17' 8 3 4" All heights assume 1 1 2" non-shrink grout below the column. H1 assumes a single 2x6 on top of the pre-installed beam nailers. Nominal Width W1 Outside Frame Width, W2 C6 C9 C12 C15 8' 8'-2" 9'-8" 10'-2" 10'-8" 11'-2" 10' 10'-2" 11'-8" 12'-2" 12'-8" 13'-2" 12' 12'-4" 13'-10" 14'-4" 14'-10" 15'-4" 14' 14'-4" 15'-10" 16'-4" 16'-10" 17'-4" 16' 16'-4" 17'-10" 18'-4" 18'-10" 19'-4" 18' 18'-4" 19'-10" 20'-4" 20'-10" 21'-4" 20' 20'-4" 21'-10" 22'-4" 22'-10" 23'-4" All widths assume single 2x6 nailer on each column flange Assembly Elevation Strong Frame Ordinary Moment Frame 10 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 10'-0 ¾", Drift limit = OMF69-8x10 3,535 3,215 37, ,565 2,070 4,010 6,025 6, OMF612-8x10 4,230 3,870 40, ,305 2,305 3,550 6,150 7, ,010 OMF99-8x10 6,385 6,145 31, ,435 3,670 6,085 8,955 8, OMF912-8x10 8,630 8,280 40, ,765 4,670 7,050 11,950 11, ,025 OMF129-8x10 8,615 8,350 33, ,500 4,900 8,135 11,605 11, ,075 OMF1212-8x10 13,050 12,705 40, ,995 7,020 10,310 15,600 15, ,110 OMF1512-8x10 16,350 16,140 28, ,915 8,775 11,340 16,475 16, ,135 OMF69-10x10 3,370 3,135 31, ,715 2,190 4,305 6,240 7, ,035 OMF612-10x10 4,130 3,785 40, ,370 2,395 4,170 6,635 7, ,075 OMF99-10x10 5,915 5,755 24, ,825 3,705 5,950 8,955 8, ,055 OMF912-10x10 8,275 7,940 40, ,835 4,715 7,860 11,950 11, ,090 OMF129-10x10 7,790 7,605 27, ,265 4,800 7,880 11,605 11, ,135 OMF x10 12,255 11,920 40, ,995 6,905 11,055 15,600 15, ,175 OMF x10 15,135 14,970 24, ,130 8,480 11,080 16,475 16, ,200 OMF69-12x10 3,200 3,030 26, ,085 2,485 4,520 6,395 7, ,100 OMF612-12x10 4,010 3,820 28, ,670 2,540 4,095 6,615 7, ,145 OMF99-12x10 5,450 5,355 21, ,650 3,860 5,970 8,955 8, ,115 OMF912-12x10 7,885 7,635 33, ,390 4,830 8,010 11,950 11, ,165 OMF129-12x10 7,015 6,895 23, ,665 4,820 7,700 11,605 11, ,200 OMF x10 11,440 11,195 33, ,770 6,870 10,920 15,600 15, ,245 OMF x10 13,915 13,790 22, ,330 8,285 10,940 16,475 16, ,270 OMF69-14x10 3,045 2,960 21, ,665 2,960 4,465 6,265 6, ,150 OMF612-14x10 3,900 3,825 20, ,195 2,725 3,890 6,460 7, ,200 OMF99-14x10 5,070 5,020 18, ,895 4,380 5,955 8,955 8, ,165 OMF912-14x10 7,530 7,415 24, ,415 5,005 7,430 11,950 11, ,220 OMF129-14x10 6,410 6,340 20, ,645 5,265 7,505 11,605 11, ,250 OMF x10 10,740 10,660 20, ,290 6,935 9,195 15,600 15, ,300 OMF x10 12,905 12,875 16, ,490 8,230 9,905 16,475 16, , See footnotes on next page

69 10 ft. Nominal Heights: Allowable Loads Strong Frame Ordinary Moment Frame 10 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Height = 10'-0 ¾", Drift limit = 0.70" 16 OMF69-16x10 2,905 2,885 16, ,345 3,535 4,165 5,985 6, ,220 OMF612-16x10 3,795 3,795 15, ,830 3,165 3,715 6,300 7, ,275 OMF99-16x10 4,725 4,710 16, ,325 5,020 5,915 8,955 8, ,235 OMF912-16x10 7,205 7,180 17, ,680 5,400 6,730 11,620 11, ,295 OMF129-16x10 5,885 5,865 17, ,900 5,900 7,045 10,875 11, ,320 OMF x10 10,110 10,110 13, ,180 7,125 7,895 14,980 15, ,375 OMF x10 12,005 12,005 10, ,115 8,295 8,415 16,475 16, ,400 OMF69-18x10 2,770 2,770 13, ,095 4,215 3,975 5,795 6, ,265 OMF612-18x ,750 12, , ,615 6,145 7, ,330 OMF99-18x10 4,415 4,415 14, ,890 5,780 5,645 8,500 8, ,285 OMF912-18x10 6,895 6,895 12, ,100 6,065 5,935 10,755 11, ,345 OMF129-18x10 5,425 5,425 12, ,335 6,665 6,120 9,740 11, ,365 OMF x10 9,100 9,100 9, ,115 7,635 6,785 13,940 15, ,430 OMF x10 9,170 9,170 9, ,090 8,120 7,030 14,325 16, ,455 OMF612-20x ,695 10, , ,470 6,005 6, ,395 OMF912-20x ,735 8, , ,370 10,095 11, ,410 OMF x ,525 7, , ,855 11,175 13, ,495 OMF x ,560 7, , ,050 11,385 13, ,520 Ordinary Moment Frame Column size (6", 9", 12", or 15") Beam size 9 = 9" nominal beam 12 = 12" nominal beam 1. Allowable shear loads assume a pinned base and 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/ Maximum 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 S DS =1.0 to determine E v. Where S DS >1.0, check that ( S DS )D is less than 800 plf. Where gravity loads exceed any of these values, use Minimum loads (see Note 3). 3. Minimum is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, W max, which may be applied as a single point load at midspan, P=W max, as multiple point loads applied symmetrically about mid-span of the beam, P 1 +P 2 + +P i =W max, or as a uniform distributed load, w max = W max /L beam. W max shall be determined based on the governing load combination of the applicable building code, and shall include E v 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: R H = V 2 + X(P) or R H = V 2 + X(2 3 wl) Tension Column R H = V 2 Model No. Naming Legend OMF x8 Nominal frame height (8, 9, 10, 12, 14, 16, 18, or 19 ft) Nominal frame clear-opening width (8, 10, 12, 14, 16, 18 or 20 ft) V = Design Frame (lbs) P = Midspan Point Load (lbs), based on governing load combination w = Uniform Load (lbs/ft), based on governing load combination L = Column Centerline Dimension, W1 + 3" + Column Depth (ft) X = Frame Reaction Factor (no units) 5. Tension reactions are for Maximum with a resisting vertical load equal to ( S DS ) times the frame weight, based on an assumed S DS =1.0. Where Maximum is not listed, tension reactions consider Minimum. Reduced ASD tension forces may be calculated by the Designer by statics. See Example #2 for calculation of reduced tension with applied lateral shear and resisting vertical loads. T = (Vh-M R )/L V = Design frame shear (lbs) h = Steel column height, H1-6" (ft) M R = Resisting ASD factored moment due to dead load (ft-lbs) L = Column centerline dimension, W1 + 3" + column depth (ft) Approx. Total Frame Weight (lbs.) 6. Fastening is minimum nailing or Simpson Strong Tie Strong-Drive SDS screws 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 connection is required to be designed for overstrength force levels and increase fastening as required for E m level loading. Top plate splice design, as required, shall be by Designer. 7. Drift at allowable shear is applicable to both Maximum with uniform load, w, and Minimum with maximum total load, W max. Drift may be linearly reduced for shear loads less than allowable shear, and for wind drift checks as suggested by ASCE 7-05 Section CC.1.2. Allowable shear may be linearly reduced for more restrictive drift limits. 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 loads do not exceed the following: Dead load L 360 Floor live load L 360 Dead load + floor live load L 240 W MAX (Point Load) L See pages 39 to 44 for anchorage solutions. 11. Allowable stress design uniform gravity loads per footnote 2 must be reduced. See Minimum and footnote 3 for maximum gravity loads. 12. Alternate combinations of lateral load and gravity load are possible for some frames. Use alternate loading worksheet on page or use Strong Frame Selector software. 13. Where noted in table, reactions applicable to designs based on wind and seismic design using R Where noted in table, shear reactions for use in design of column base anchorage in accordance with AISC , Section 8.5b, for designs with R = Where noted in table, minimum of the shear calculated for the compression column from ASCE 7-05 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 Ω o *V for V. 16. Drift limit is based on the allowable story drift for ASD seismic loads, and is equal to 0.7 (0.025h/C d ) = h/171, where h = H1 and C d =

70 12 ft. Nominal Heights: Allowable Loads Field-installed double top plate H1, top of concrete to top of field installed top plate 1½" grout and 1½" top plate assumed Extend field-installed single top plate and connect to beam nailer W1 Clear wood to wood W2 Outside wood to wood ⁵ ₈" φ Anchor rods 13" (9" beams) 16½" (12" beams) (inc. nailers) 9", 12", 15" or 18" (inc. nailers) All heights assume 1½" non-shrink grout Top of Strong Frame wood nailer H3, top of concrete To bottom of beam nailer H2, top of concrete To top of beam nailer Nominal Bottom Nailer Height, H3 H1 H2 Height with 9" Beam with 12" Beam 8' 8' 0 3 4" 7' " 6' " 6' 6 3 4" 9' 9' 0 3 4" 8' " 7' " 7' 6 3 4" 10' 10' 0 3 4" 9' " 8' " 8' 6 3 4" 12' 12' 0 3 4" 11' " 10' " 10' 6 3 4" 14' 14' 0 3 4" 13' " 12' " 12' 6 3 4" 16' 16' 0 3 4" 15' " 14' " 14' 6 3 4" 18' 18' 2 3 4" 18' 1 1 4" 17' 0 1 4" 16' 8 3 4" 19' 19' 2 3 4" 19' 1 1 4" 18' 0 1 4" 17' 8 3 4" All heights assume 1 1 2" non-shrink grout below the column. H1 assumes a single 2x6 on top of the pre-installed beam nailers. Nominal Width W1 Outside Frame Width, W2 C6 C9 C12 C15 8' 8'-2" 9'-8" 10'-2" 10'-8" 11'-2" 10' 10'-2" 11'-8" 12'-2" 12'-8" 13'-2" 12' 12'-4" 13'-10" 14'-4" 14'-10" 15'-4" 14' 14'-4" 15'-10" 16'-4" 16'-10" 17'-4" 16' 16'-4" 17'-10" 18'-4" 18'-10" 19'-4" 18' 18'-4" 19'-10" 20'-4" 20'-10" 21'-4" 20' 20'-4" 21'-10" 22'-4" 22'-10" 23'-4" All widths assume single 2x6 nailer on each column flange Assembly Elevation Strong Frame Ordinary Moment Frame 12 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 12'-0 ¾", Drift limit = OMF69-8x12 2,430 2,125 36, ,895 1,440 2,785 4,085 4, ,120 OMF612-8x12 2,830 2,480 40, ,405 1,550 2,385 4,015 4, ,155 OMF99-8x12 4,585 4,265 39, ,520 2,660 5,050 7,355 7, ,135 OMF912-8x12 5,975 5,625 40, ,270 3,250 4,960 8,740 9, ,170 OMF129-8x12 6,400 6,085 39, ,575 3,670 6,730 9,535 9, ,235 OMF1212-8x12 9,310 8,975 40, ,140 5,035 7,510 12,780 12, ,265 OMF1512-8x12 11,970 11,640 40, ,020 6,455 9,460 13,495 13, ,290 OMF69-10x12 2,325 2,105 30, ,190 1,540 3,025 4,300 4, ,180 OMF612-10x12 2,765 2,435 39, ,650 1,620 2,820 4,370 4, ,220 OMF99-10x12 4,275 4,065 30, ,150 2,715 4,950 7,355 7, ,195 OMF912-10x12 5,750 5,425 40, ,670 3,305 5,610 9,185 9, ,235 OMF129-10x12 5,825 5,605 32, ,605 3,630 6,570 9,535 9, ,290 OMF x12 8,800 8,485 40, ,605 4,995 8,165 12,780 12, ,330 OMF x12 11,145 10,900 33, ,735 6,290 9,250 13,495 13, ,355 OMF69-12x12 2,210 2,060 26, ,670 1,795 3,240 4,465 4, ,245 OMF612-12x12 2,690 2,515 27, ,080 1,730 2,775 4,415 5, ,290 OMF99-12x12 3,960 3,830 24, ,145 2,900 4,915 7,350 7, ,260 OMF912-12x12 5,500 5,280 32, ,470 3,420 5,700 9,165 9, ,305 OMF129-12x12 5,280 5,130 27, ,185 3,685 6,465 9,535 9, ,355 OMF x12 8,265 8,010 36, ,715 5,025 8,440 12,780 12, ,400 OMF x12 10,310 10,135 28, ,290 6,200 9,110 13,495 13, ,425 OMF69-14x12 2,110 2,035 20, ,320 2,165 3,165 4,405 4, ,290 OMF612-14x12 2,620 2,550 20, ,700 1,895 2,670 4,355 4, ,340 OMF99-14x12 3,700 3,625 21, ,490 3,330 4,880 7,180 7, ,310 OMF912-14x12 5,280 5,175 23, ,670 3,580 5,290 8,755 9, ,360 OMF129-14x12 4,840 4,745 23, ,270 4,105 6,265 9,310 9, ,405 OMF x12 7,805 7,705 23, ,455 5,125 7,230 12,440 12, ,455 OMF x12 9,610 9,555 19, ,680 6,210 7,940 13,495 13, , See footnotes on next page

71 12 ft. Nominal Heights: Allowable Loads Strong Frame Ordinary Moment Frame 12 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Height = 12'-0 ¾", Drift limit = 0.84" 16 OMF69-16x12 2,015 2,010 16, ,050 2,615 3,010 4,240 4, ,360 OMF612-16x12 2,550 2,550 15, ,400 2,225 2,560 4,275 4, ,420 OMF99-16x12 3,460 3,430 18, ,990 3,855 4,860 7,030 7, ,380 OMF912-16x12 5,070 5,045 18, ,050 3,955 4,980 8,390 9, ,435 OMF129-16x12 4,460 4,440 18, ,595 4,635 5,715 8,555 9, ,475 OMF x12 7,380 7,380 15, ,500 5,375 6,255 11,360 12, ,530 OMF x12 8,980 8,980 12, ,465 6,330 6,790 13,130 13, ,555 OMF69-18x12 1,920 1,920 13, ,145 2,865 4,245 4, ,410 OMF612-18x ,540 12, , ,495 4,205 4, ,470 OMF99-18x12 3,250 3,250 15, ,615 4,480 4,540 6,570 7, ,425 OMF912-18x12 4,870 4,870 14, ,570 4,490 4,660 7,940 9, ,490 OMF129-18x12 4,125 4,125 13, ,085 5,270 5,020 7,695 8, ,520 OMF x12 6,985 6,985 10, ,760 5,940 5,545 10,730 12, ,585 OMF x12 7,940 7,940 8, ,260 6,705 5,810 12,175 13, ,610 OMF612-20x ,515 9, , ,390 4,125 4, ,535 OMF912-20x ,780 10, , ,205 7,495 8, ,555 OMF x ,475 7, , ,885 9,465 11, ,650 OMF x ,580 7, , ,105 9,750 11, ,675 Ordinary Moment Frame Column size (6", 9", 12", or 15") Beam size 9 = 9" nominal beam 12 = 12" nominal beam 1. Allowable shear loads assume a pinned base and 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/ Maximum 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 S DS =1.0 to determine E v. Where S DS >1.0, check that ( S DS )D is less than 800 plf. Where gravity loads exceed any of these values, use Minimum loads (see Note 3). 3. Minimum is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, W max, which may be applied as a single point load at midspan, P=W max, as multiple point loads applied symmetrically about mid-span of the beam, P 1 +P 2 + +P i =W max, or as a uniform distributed load, w max = W max /L beam. W max shall be determined based on the governing load combination of the applicable building code, and shall include E v 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: R H = V 2 + X(P) or R H = V 2 + X(2 3 wl) Tension Column R H = V 2 Model No. Naming Legend OMF x8 Nominal frame height (8, 9, 10, 12, 14, 16, 18, or 19 ft) Nominal frame clear-opening width (8, 10, 12, 14, 16, 18 or 20 ft) V = Design Frame (lbs) P = Midspan Point Load (lbs), based on governing load combination w = Uniform Load (lbs/ft), based on governing load combination L = Column Centerline Dimension, W1 + 3" + Column Depth (ft) X = Frame Reaction Factor (no units) 5. Tension reactions are for Maximum with a resisting vertical load equal to ( S DS ) times the frame weight, based on an assumed S DS =1.0. Where Maximum is not listed, tension reactions consider Minimum. Reduced ASD tension forces may be calculated by the Designer by statics. See Example #2 for calculation of reduced tension with applied lateral shear and resisting vertical loads. T = (Vh-M R )/L V = Design frame shear (lbs) h = Steel column height, H1-6" (ft) M R = Resisting ASD factored moment due to dead load (ft-lbs) L = Column centerline dimension, W1 + 3" + column depth (ft) Approx. Total Frame Weight (lbs.) 6. Fastening is minimum nailing or Simpson Strong Tie Strong-Drive SDS screws 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 connection is required to be designed for overstrength force levels and increase fastening as required for E m level loading. Top plate splice design, as required, shall be by Designer. 7. Drift at allowable shear is applicable to both Maximum with uniform load, w, and Minimum with maximum total load, W max. Drift may be linearly reduced for shear loads less than allowable shear, and for wind drift checks as suggested by ASCE 7-05 Section CC.1.2. Allowable shear may be linearly reduced for more restrictive drift limits. 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 loads do not exceed the following: Dead load L 360 Floor live load L 360 Dead load + floor live load L 240 W MAX (Point Load) L See pages 39 to 44 for anchorage solutions. 11. Allowable stress design uniform gravity loads per footnote 2 must be reduced. See Minimum and footnote 3 for maximum gravity loads. 12. Alternate combinations of lateral load and gravity load are possible for some frames. Use alternate loading worksheet on page or use Strong Frame Selector software. 13. Where noted in table, reactions applicable to designs based on wind and seismic design using R Where noted in table, shear reactions for use in design of column base anchorage in accordance with AISC , Section 8.5b, for designs with R = Where noted in table, minimum of the shear calculated for the compression column from ASCE 7-05 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 Ω o *V for V. 16. Drift limit is based on the allowable story drift for ASD seismic loads, and is equal to 0.7 (0.025h/C d ) = h/171, where h = H1 and C d =

72 14 ft. Nominal Heights: Allowable Loads Field-installed double top plate H1, top of concrete to top of field installed top plate 1½" grout and 1½" top plate assumed Extend field-installed single top plate and connect to beam nailer W1 Clear wood to wood W2 Outside wood to wood ⁵ ₈" φ Anchor rods 13" (9" beams) 16½" (12" beams) (inc. nailers) 9", 12", 15" or 18" (inc. nailers) All heights assume 1½" non-shrink grout Top of Strong Frame wood nailer H3, top of concrete To bottom of beam nailer H2, top of concrete To top of beam nailer Nominal Bottom Nailer Height, H3 H1 H2 Height with 9" Beam with 12" Beam 8' 8' 0 3 4" 7' " 6' " 6' 6 3 4" 9' 9' 0 3 4" 8' " 7' " 7' 6 3 4" 10' 10' 0 3 4" 9' " 8' " 8' 6 3 4" 12' 12' 0 3 4" 11' " 10' " 10' 6 3 4" 14' 14' 0 3 4" 13' " 12' " 12' 6 3 4" 16' 16' 0 3 4" 15' " 14' " 14' 6 3 4" 18' 18' 2 3 4" 18' 1 1 4" 17' 0 1 4" 16' 8 3 4" 19' 19' 2 3 4" 19' 1 1 4" 18' 0 1 4" 17' 8 3 4" All heights assume 1 1 2" non-shrink grout below the column. H1 assumes a single 2x6 on top of the pre-installed beam nailers. Nominal Width W1 Outside Frame Width, W2 C6 C9 C12 C15 8' 8'-2" 9'-8" 10'-2" 10'-8" 11'-2" 10' 10'-2" 11'-8" 12'-2" 12'-8" 13'-2" 12' 12'-4" 13'-10" 14'-4" 14'-10" 15'-4" 14' 14'-4" 15'-10" 16'-4" 16'-10" 17'-4" 16' 16'-4" 17'-10" 18'-4" 18'-10" 19'-4" 18' 18'-4" 19'-10" 20'-4" 20'-10" 21'-4" 20' 20'-4" 21'-10" 22'-4" 22'-10" 23'-4" All widths assume single 2x6 nailer on each column flange Assembly Elevation Strong Frame Ordinary Moment Frame 14 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 14'-0 ¾", Drift limit = OMF69-8x14 1,765 1,475 35, ,395 1,055 2,025 2,905 3, ,265 OMF612-8x14 2,015 1,670 40, ,765 1,110 1,690 2,765 3, ,295 OMF99-8x14 3,450 3,125 40, ,810 2,015 3,945 5,895 6, ,280 OMF912-8x14 4,370 4,030 40, ,165 2,385 3,670 6,345 7, ,315 OMF129-8x14 4,960 4,650 40, ,825 2,865 5,375 8,090 8, ,390 OMF1212-8x14 6,990 6,655 40, ,740 3,795 5,720 10,200 10, ,425 OMF1512-8x14 9,165 8,845 40, ,525 4,960 7,365 11,430 11, ,450 OMF69-10x14 1,690 1,480 29, ,795 1,135 2,215 3,105 3, ,320 OMF612-10x14 1,970 1,660 38, ,135 1,165 2,005 3,035 3, ,360 OMF99-10x14 3,230 2,990 33, ,615 2,080 4,115 5,970 6, ,340 OMF912-10x14 4,220 3,900 40, ,810 2,445 4,205 6,735 7, ,380 OMF129-10x14 4,540 4,280 36, ,060 2,860 5,665 8,090 8, ,450 OMF x14 6,635 6,330 40, ,540 3,795 6,295 10,485 10, ,490 OMF x14 8,580 8,280 40, ,625 4,870 7,885 11,430 11, ,515 OMF69-12x14 1,610 1,470 25, ,350 1,355 2,395 3,250 3, ,385 OMF612-12x14 1,915 1,750 26, ,655 1,250 1,980 3,115 3, ,430 OMF99-12x14 3,010 2,850 28, ,740 2,275 4,195 5,930 6, ,405 OMF912-12x14 4,055 3,850 31, ,790 2,550 4,210 6,735 7, ,450 OMF129-12x14 4,135 3,965 29, ,780 2,955 5,495 7,975 8, ,515 OMF x14 6,260 6,020 35, ,890 3,845 6,525 10,490 10, ,560 OMF x14 7,975 7,760 33, ,455 4,840 7,760 11,430 11, ,585 OMF69-14x14 1,535 1,470 20, ,050 1,650 2,380 3,240 3, ,435 OMF612-14x14 1,860 1,800 19, ,330 1,390 1,935 3,105 3, ,485 OMF99-14x14 2,820 2,725 23, ,160 2,635 4,150 5,820 6, ,450 OMF912-14x14 3,900 3,805 22, ,105 2,690 3,940 6,485 7, ,505 OMF129-14x14 3,805 3,695 25, ,955 3,320 5,415 7,675 8, ,560 OMF x14 5,935 5,830 24, ,795 3,955 5,820 9,740 10, ,610 OMF x14 7,470 7,400 21, ,025 4,890 6,565 11,430 11, , See footnotes on next page

73 14 ft. Nominal Heights: Allowable Loads Strong Frame Ordinary Moment Frame 14 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Height = 14'-0 ¾", Drift limit = 0.98" 16 OMF69-16x14 1,465 1,465 15, ,015 2,265 3,140 3, ,505 OMF612-16x14 1,810 1,810 14, ,080 1,645 1,850 3,065 3, ,565 OMF99-16x14 2,650 2,615 18, ,725 3,080 3,875 5,515 6, ,525 OMF912-16x14 3,755 3,735 17, ,575 3,035 3,760 6,260 7, ,580 OMF129-16x14 3,515 3,485 19, ,335 3,775 4,800 6,965 7, ,630 OMF x14 5,630 5,620 16, ,955 4,225 5,095 8,950 10, ,690 OMF x14 7,005 7,005 13, ,935 5,065 5,630 10,525 11, ,715 OMF69-18x14 1,400 1,400 12, ,450 2,150 3,245 3, ,550 OMF612-18x ,825 11, ,810 3,040 3, ,615 OMF99-18x14 2,490 2,490 15, ,385 3,600 3,630 5,170 5, ,570 OMF912-18x14 3,610 3,610 14, ,155 3,470 3,570 5,985 6, ,630 OMF129-18x14 3,260 3,260 14, ,875 4,315 4,180 6,290 7, ,675 OMF x14 5,345 5,345 11, ,300 4,705 4,500 8,310 9, ,740 OMF x14 6,585 6,585 9, ,095 5,545 4,900 10,070 11, ,765 OMF612-20x ,815 9, ,780 3,000 3, ,680 OMF912-20x ,570 11, , ,375 5,800 6, ,695 OMF x ,210 8, , ,040 7,695 8, ,805 OMF x ,600 7, , ,300 8,245 9, ,830 Approx. Total Frame Weight (lbs.) Ordinary Moment Frame Column size (6", 9", 12", or 15") Beam size 9 = 9" nominal beam 12 = 12" nominal beam 1. Allowable shear loads assume a pinned base and 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/ Maximum 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 S DS =1.0 to determine E v. Where S DS >1.0, check that ( S DS )D is less than 800 plf. Where gravity loads exceed any of these values, use Minimum loads (see Note 3). 3. Minimum is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, W max, which may be applied as a single point load at midspan, P=W max, as multiple point loads applied symmetrically about mid-span of the beam, P 1 +P 2 + +P i =W max, or as a uniform distributed load, w max = W max /L beam. W max shall be determined based on the governing load combination of the applicable building code, and shall include E v 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: R H = V 2 + X(P) or R H = V 2 + X(2 3 wl) Tension Column R H = V 2 Model No. Naming Legend OMF x8 Nominal frame height (8, 9, 10, 12, 14, 16, 18, or 19 ft) Nominal frame clear-opening width (8, 10, 12, 14, 16, 18 or 20 ft) V = Design Frame (lbs) P = Midspan Point Load (lbs), based on governing load combination w = Uniform Load (lbs/ft), based on governing load combination L = Column Centerline Dimension, W1 + 3" + Column Depth (ft) X = Frame Reaction Factor (no units) 5. Tension reactions are for Maximum with a resisting vertical load equal to ( S DS ) times the frame weight, based on an assumed S DS =1.0. Where Maximum is not listed, tension reactions consider Minimum. Reduced ASD tension forces may be calculated by the Designer by statics. See Example #2 for calculation of reduced tension with applied lateral shear and resisting vertical loads. T = (Vh-M R )/L V = Design frame shear (lbs) h = Steel column height, H1-6" (ft) M R = Resisting ASD factored moment due to dead load (ft-lbs) L = Column centerline dimension, W1 + 3" + column depth (ft) 6. Fastening is minimum nailing or Simpson Strong Tie Strong-Drive SDS screws 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 connection is required to be designed for overstrength force levels and increase fastening as required for E m level loading. Top plate splice design, as required, shall be by Designer. 7. Drift at allowable shear is applicable to both Maximum with uniform load, w, and Minimum with maximum total load, W max. Drift may be linearly reduced for shear loads less than allowable shear, and for wind drift checks as suggested by ASCE 7-05 Section CC.1.2. Allowable shear may be linearly reduced for more restrictive drift limits. 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 loads do not exceed the following: Dead load L 360 Floor live load L 360 Dead load + floor live load L 240 W MAX (Point Load) L See pages 39 to 44 for anchorage solutions. 11. Allowable stress design uniform gravity loads per footnote 2 must be reduced. See Minimum and footnote 3 for maximum gravity loads. 12. Alternate combinations of lateral load and gravity load are possible for some frames. Use alternate loading worksheet on page or use Strong Frame Selector software. 13. Where noted in table, reactions applicable to designs based on wind and seismic design using R Where noted in table, shear reactions for use in design of column base anchorage in accordance with AISC , Section 8.5b, for designs with R = Where noted in table, minimum of the shear calculated for the compression column from ASCE 7-05 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 Ω o *V for V. 16. Drift limit is based on the allowable story drift for ASD seismic loads, and is equal to 0.7 (0.025h/C d ) = h/171, where h = H1 and C d =

74 16 ft. Nominal Heights: Allowable Loads Field-installed double top plate H1, top of concrete to top of field installed top plate 1½" grout and 1½" top plate assumed Extend field-installed single top plate and connect to beam nailer W1 Clear wood to wood W2 Outside wood to wood ⁵ ₈" φ Anchor rods 13" (9" beams) 16½" (12" beams) (inc. nailers) 9", 12", 15" or 18" (inc. nailers) All heights assume 1½" non-shrink grout Top of Strong Frame wood nailer H3, top of concrete To bottom of beam nailer H2, top of concrete To top of beam nailer Nominal Bottom Nailer Height, H3 H1 H2 Height with 9" Beam with 12" Beam 8' 8' 0 3 4" 7' " 6' " 6' 6 3 4" 9' 9' 0 3 4" 8' " 7' " 7' 6 3 4" 10' 10' 0 3 4" 9' " 8' " 8' 6 3 4" 12' 12' 0 3 4" 11' " 10' " 10' 6 3 4" 14' 14' 0 3 4" 13' " 12' " 12' 6 3 4" 16' 16' 0 3 4" 15' " 14' " 14' 6 3 4" 18' 18' 2 3 4" 18' 1 1 4" 17' 0 1 4" 16' 8 3 4" 19' 19' 2 3 4" 19' 1 1 4" 18' 0 1 4" 17' 8 3 4" All heights assume 1 1 2" non-shrink grout below the column. H1 assumes a single 2x6 on top of the pre-installed beam nailers. Nominal Width W1 Outside Frame Width, W2 C6 C9 C12 C15 8' 8'-2" 9'-8" 10'-2" 10'-8" 11'-2" 10' 10'-2" 11'-8" 12'-2" 12'-8" 13'-2" 12' 12'-4" 13'-10" 14'-4" 14'-10" 15'-4" 14' 14'-4" 15'-10" 16'-4" 16'-10" 17'-4" 16' 16'-4" 17'-10" 18'-4" 18'-10" 19'-4" 18' 18'-4" 19'-10" 20'-4" 20'-10" 21'-4" 20' 20'-4" 21'-10" 22'-4" 22'-10" 23'-4" All widths assume single 2x6 nailer on each column flange Assembly Elevation Strong Frame Ordinary Moment Frame 16 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 16'-0 ¾", Drift limit = OMF69-8x16 1,330 1,050 34, , ,515 2,135 2, ,395 OMF612-8x16 1,500 1,160 40, , ,240 1,970 2, ,425 OMF99-8x16 2,690 1,780 39, ,240 1,585 2,795 3,845 4, ,415 OMF912-8x16 3,330 2,995 40, ,320 1,825 2,815 4,775 5, ,445 OMF129-8x16 3,965 3,655 40, ,200 2,305 4,380 6,680 6, ,535 OMF1212-8x16 5,435 5,110 40, ,620 2,965 4,505 7,910 9, ,565 OMF1512-8x16 7,260 6,955 38, ,320 3,945 5,825 9,830 9, ,595 OMF69-10x16 1,270 1,070 29, , ,695 2,320 2, ,450 OMF612-10x16 1,460 1,160 37, , ,470 2,185 2, ,490 OMF99-10x16 2,525 2,295 33, ,180 1,645 3,275 4,670 5, ,470 OMF912-10x16 3,220 2,905 40, ,140 1,880 3,260 5,115 5, ,510 OMF129-10x16 3,645 3,390 36, ,605 2,315 4,620 6,710 6, ,590 OMF x16 5,185 4,880 40, ,695 2,985 5,010 8,205 9, ,630 OMF x16 6,825 6,540 39, ,725 3,900 6,310 9,830 9, ,660 OMF69-12x16 1,210 1,080 24, ,090 1,060 1,845 2,450 2, ,515 OMF612-12x16 1,420 1,265 26, , ,480 2,285 2, ,560 OMF99-12x16 2,365 2,200 28, ,410 1,835 3,440 4,735 5, ,535 OMF912-12x16 3,100 2,910 30, ,255 1,975 3,270 5,135 5, ,580 OMF129-12x16 3,330 3,155 30, ,435 2,435 4,645 6,585 6, ,655 OMF x16 4,910 4,685 34, ,235 3,045 5,160 8,215 9, ,700 OMF x16 6,375 6,140 36, ,775 3,905 6,560 9,830 9, ,730 OMF69-14x16 1,155 1,100 19, ,305 1,845 2,465 2, ,575 OMF612-14x16 1,375 1,325 19, ,045 1,060 1,455 2,305 2, ,625 OMF99-14x16 2,220 2,125 23, ,885 2,150 3,385 4,640 5, ,595 OMF912-14x16 2,990 2,905 22, ,655 2,100 3,065 4,985 5, ,645 OMF129-14x16 3,075 2,955 26, ,675 2,755 4,620 6,395 6, ,715 OMF x16 4,670 4,555 25, ,260 3,150 4,785 7,775 8, ,765 OMF x16 5,990 5,905 22, ,475 3,965 5,535 9,530 9, , See footnotes on next page

75 16 ft. Nominal Heights: Allowable Loads Strong Frame Ordinary Moment Frame 16 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Height = 16'-0 ¾", Drift limit = 1.12" 16 OMF69-16x16 1,105 1,105 15, ,605 1,755 2,410 2, ,635 OMF612-16x16 1,335 1,335 14, ,265 1,415 2,285 2, ,690 OMF99-16x16 2,085 2,060 18, ,490 2,525 3,175 4,400 4, ,655 OMF912-16x16 2,880 2,870 17, ,195 2,405 2,930 4,835 5, ,710 OMF129-16x16 2,850 2,820 19, ,115 3,155 4,075 5,805 6, ,775 OMF x16 4,440 4,425 18, ,510 3,425 4,290 7,245 8, ,830 OMF x16 5,630 5,630 15, ,485 4,165 4,805 8,670 9, ,855 OMF69-18x ,105 12, ,685 2,360 2, ,690 OMF612-18x ,360 11, ,390 2,285 2, ,755 OMF99-18x16 1,965 1,965 14, ,190 2,970 2,915 4,140 4, ,710 OMF912-18x16 2,775 2,775 13, ,825 2,770 2,780 4,630 5, ,775 OMF129-18x16 2,645 2,645 14, ,680 3,625 3,570 5,260 5, ,830 OMF x16 4,230 4,230 12, ,925 3,840 3,775 6,685 7, ,895 OMF x16 5,305 5,305 10, ,720 4,585 4,235 8,180 9, ,920 OMF612-20x ,365 9, ,340 2,265 2, ,820 OMF912-20x ,765 11, , ,685 4,550 5, ,840 OMF x ,140 9, , ,420 6,280 7, ,960 OMF x ,900 7, , ,720 7,165 8, ,985 Approx. Total Frame Weight (lbs.) Ordinary Moment Frame Column size (6", 9", 12", or 15") Beam size 9 = 9" nominal beam 12 = 12" nominal beam 1. Allowable shear loads assume a pinned base and 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/ Maximum 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 S DS =1.0 to determine E v. Where S DS >1.0, check that ( S DS )D is less than 800 plf. Where gravity loads exceed any of these values, use Minimum loads (see Note 3). 3. Minimum is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, W max, which may be applied as a single point load at midspan, P=W max, as multiple point loads applied symmetrically about mid-span of the beam, P 1 +P 2 + +P i =W max, or as a uniform distributed load, w max = W max /L beam. W max shall be determined based on the governing load combination of the applicable building code, and shall include E v 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: R H = V 2 + X(P) or R H = V 2 + X(2 3 wl) Tension Column R H = V 2 Model No. Naming Legend OMF x8 Nominal frame height (8, 9, 10, 12, 14, 16, 18, or 19 ft) Nominal frame clear-opening width (8, 10, 12, 14, 16, 18 or 20 ft) V = Design Frame (lbs) P = Midspan Point Load (lbs), based on governing load combination w = Uniform Load (lbs/ft), based on governing load combination L = Column Centerline Dimension, W1 + 3" + Column Depth (ft) X = Frame Reaction Factor (no units) 5. Tension reactions are for Maximum with a resisting vertical load equal to ( S DS ) times the frame weight, based on an assumed S DS =1.0. Where Maximum is not listed, tension reactions consider Minimum. Reduced ASD tension forces may be calculated by the Designer by statics. See Example #2 for calculation of reduced tension with applied lateral shear and resisting vertical loads. T = (Vh-M R )/L V = Design frame shear (lbs) h = Steel column height, H1-6" (ft) M R = Resisting ASD factored moment due to dead load (ft-lbs) L = Column centerline dimension, W1 + 3" + column depth (ft) 6. Fastening is minimum nailing or Simpson Strong Tie Strong-Drive SDS screws 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 connection is required to be designed for overstrength force levels and increase fastening as required for E m level loading. Top plate splice design, as required, shall be by Designer. 7. Drift at allowable shear is applicable to both Maximum with uniform load, w, and Minimum with maximum total load, W max. Drift may be linearly reduced for shear loads less than allowable shear, and for wind drift checks as suggested by ASCE 7-05 Section CC.1.2. Allowable shear may be linearly reduced for more restrictive drift limits. 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 loads do not exceed the following: Dead load L 360 Floor live load L 360 Dead load + floor live load L 240 W MAX (Point Load) L See pages 39 to 44 for anchorage solutions. 11. Allowable stress design uniform gravity loads per footnote 2 must be reduced. See Minimum and footnote 3 for maximum gravity loads. 12. Alternate combinations of lateral load and gravity load are possible for some frames. Use alternate loading worksheet on page or use Strong Frame Selector software. 13. Where noted in table, reactions applicable to designs based on wind and seismic design using R Where noted in table, shear reactions for use in design of column base anchorage in accordance with AISC , Section 8.5b, for designs with R = Where noted in table, minimum of the shear calculated for the compression column from ASCE 7-05 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 Ω o *V for V. 16. Drift limit is based on the allowable story drift for ASD seismic loads, and is equal to 0.7 (0.025h/C d ) = h/171, where h = H1 and C d =

76 18 ft. Nominal Heights: Allowable Loads Field-installed double top plate H1, top of concrete to top of field installed top plate 1½" grout and 1½" top plate assumed Extend field-installed single top plate and connect to beam nailer W1 Clear wood to wood W2 Outside wood to wood ⁵ ₈" φ Anchor rods 13" (9" beams) 16½" (12" beams) (inc. nailers) 9", 12", 15" or 18" (inc. nailers) All heights assume 1½" non-shrink grout Top of Strong Frame wood nailer H3, top of concrete To bottom of beam nailer H2, top of concrete To top of beam nailer Nominal Bottom Nailer Height, H3 H1 H2 Height with 9" Beam with 12" Beam 8' 8' 0 3 4" 7' " 6' " 6' 6 3 4" 9' 9' 0 3 4" 8' " 7' " 7' 6 3 4" 10' 10' 0 3 4" 9' " 8' " 8' 6 3 4" 12' 12' 0 3 4" 11' " 10' " 10' 6 3 4" 14' 14' 0 3 4" 13' " 12' " 12' 6 3 4" 16' 16' 0 3 4" 15' " 14' " 14' 6 3 4" 18' 18' 2 3 4" 18' 1 1 4" 17' 0 1 4" 16' 8 3 4" 19' 19' 2 3 4" 19' 1 1 4" 18' 0 1 4" 17' 8 3 4" All heights assume 1 1 2" non-shrink grout below the column. H1 assumes a single 2x6 on top of the pre-installed beam nailers. Nominal Width W1 Outside Frame Width, W2 C6 C9 C12 C15 8' 8'-2" 9'-8" 10'-2" 10'-8" 11'-2" 10' 10'-2" 11'-8" 12'-2" 12'-8" 13'-2" 12' 12'-4" 13'-10" 14'-4" 14'-10" 15'-4" 14' 14'-4" 15'-10" 16'-4" 16'-10" 17'-4" 16' 16'-4" 17'-10" 18'-4" 18'-10" 19'-4" 18' 18'-4" 19'-10" 20'-4" 20'-10" 21'-4" 20' 20'-4" 21'-10" 22'-4" 22'-10" 23'-4" All widths assume single 2x6 nailer on each column flange Assembly Elevation Strong Frame Ordinary Moment Frame 18 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 18'-2 ¾", Drift limit = OMF69-8x18 1, , , ,155 1,575 1, ,560 OMF612-8x18 1, , , ,420 1, ,595 OMF99-8x18 2,115 1,810 38, ,725 1,255 2,435 3,535 3, ,580 OMF912-8x18 2,565 2,230 40, ,590 1,410 2,170 3,615 4, ,615 OMF129-8x18 3,190 2,885 40, ,610 1,865 3,590 5,380 6, ,715 OMF1212-8x18 4,270 3,970 38, ,635 2,335 3,505 6,135 7, ,750 OMF1512-8x18 5,800 5,620 26, ,230 3,160 4,155 7,985 8, ,775 OMF69-10x , , ,305 1,735 1, ,620 OMF612-10x18 1, , , ,095 1,575 1, ,660 OMF99-10x18 1,990 1,770 32, ,785 1,315 2,625 3,665 4, ,640 OMF912-10x18 2,485 2,170 40, ,560 1,460 2,545 3,910 4, ,680 OMF129-10x18 2,945 2,705 35, ,165 1,890 3,795 5,430 6, ,775 OMF x18 4,090 3,815 37, ,935 2,370 3,870 6,370 7, ,815 OMF x18 5,475 5,310 27, ,895 3,145 4,455 8,050 8, ,845 OMF69-12x , ,415 1,860 2, ,685 OMF612-12x18 1, , , ,115 1,685 1, ,730 OMF99-12x18 1,865 1,710 28, ,090 1,490 2,775 3,760 4, ,705 OMF912-12x18 2,395 2,215 29, ,785 1,540 2,530 3,945 4, ,750 OMF129-12x18 2,705 2,530 30, ,110 2,020 3,870 5,370 5, ,840 OMF x18 3,885 3,670 33, ,640 2,435 4,110 6,485 7, ,885 OMF x18 5,135 4,985 28, ,140 3,170 4,780 8,090 8, ,915 OMF69-14x , ,035 1,410 1,885 2, ,730 OMF612-14x18 1, , ,100 1,725 1, ,780 OMF99-14x18 1,755 1,670 22, ,625 1,760 2,700 3,695 4, ,750 OMF912-14x18 2,310 2,235 21, ,255 1,665 2,405 3,865 4, ,800 OMF129-14x18 2,505 2,395 26, ,415 2,305 3,825 5,235 5, ,885 OMF x18 3,705 3,600 24, ,770 2,535 3,810 6,185 7, ,935 OMF x18 4,835 4,745 24, ,965 3,235 4,700 7,855 8, , See footnotes on next page

77 18 ft. Nominal Heights: Allowable Loads Strong Frame Ordinary Moment Frame 18 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Height = 18'-2 ¾", Drift limit = 1.28" 16 OMF69-16x , ,285 1,365 1,850 2, ,805 OMF612-16x , ,070 1,715 1, ,860 OMF99-16x18 1,650 1,635 17, ,270 2,085 2,525 3,525 3, ,825 OMF912-16x18 2,230 2,225 16, ,850 1,920 2,305 3,770 4, ,880 OMF129-16x18 2,320 2,285 20, ,890 2,650 3,480 4,860 5, ,960 OMF x18 3,530 3,505 18, ,095 2,795 3,540 5,890 6, ,015 OMF x18 4,565 4,565 16, ,070 3,455 4,085 7,195 8, ,045 OMF69-18x , ,315 1,840 2, ,845 OMF612-18x ,030 11, ,060 1,740 1, ,910 OMF99-18x18 1,555 1,555 14, ,470 2,405 3,350 3, ,865 OMF912-18x18 2,150 2,150 13, ,530 2,230 2,175 3,610 4, ,930 OMF129-18x18 2,160 2,160 15, ,495 3,065 3,070 4,435 4, ,000 OMF x18 3,365 3,365 13, ,570 3,155 3,185 5,475 6, ,065 OMF x18 4,310 4,310 11, ,370 3,825 3,565 6,700 7, ,090 OMF612-20x ,035 9, ,045 1,730 1, ,975 OMF912-20x ,165 10, , ,110 3,585 4, ,995 OMF x ,320 9, , ,860 5,155 5, ,130 OMF x ,200 7, , ,180 6,135 7, ,155 Approx. Total Frame Weight (lbs.) Ordinary Moment Frame Column size (6", 9", 12", or 15") Beam size 9 = 9" nominal beam 12 = 12" nominal beam 1. Allowable shear loads assume a pinned base and 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/ Maximum 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 S DS =1.0 to determine E v. Where S DS >1.0, check that ( S DS )D is less than 800 plf. Where gravity loads exceed any of these values, use Minimum loads (see Note 3). 3. Minimum is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, W max, which may be applied as a single point load at midspan, P=W max, as multiple point loads applied symmetrically about mid-span of the beam, P 1 +P 2 + +P i =W max, or as a uniform distributed load, w max = W max /L beam. W max shall be determined based on the governing load combination of the applicable building code, and shall include E v 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: R H = V 2 + X(P) or R H = V 2 + X(2 3 wl) Tension Column R H = V 2 Model No. Naming Legend OMF x8 Nominal frame height (8, 9, 10, 12, 14, 16, 18, or 19 ft) Nominal frame clear-opening width (8, 10, 12, 14, 16, 18 or 20 ft) V = Design Frame (lbs) P = Midspan Point Load (lbs), based on governing load combination w = Uniform Load (lbs/ft), based on governing load combination L = Column Centerline Dimension, W1 + 3" + Column Depth (ft) X = Frame Reaction Factor (no units) 5. Tension reactions are for Maximum with a resisting vertical load equal to ( S DS ) times the frame weight, based on an assumed S DS =1.0. Where Maximum is not listed, tension reactions consider Minimum. Reduced ASD tension forces may be calculated by the Designer by statics. See Example #2 for calculation of reduced tension with applied lateral shear and resisting vertical loads. T = (Vh-M R )/L V = Design frame shear (lbs) h = Steel column height, H1-6" (ft) M R = Resisting ASD factored moment due to dead load (ft-lbs) L = Column centerline dimension, W1 + 3" + column depth (ft) 6. Fastening is minimum nailing or Simpson Strong Tie Strong-Drive SDS screws 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 connection is required to be designed for overstrength force levels and increase fastening as required for E m level loading. Top plate splice design, as required, shall be by Designer. 7. Drift at allowable shear is applicable to both Maximum with uniform load, w, and Minimum with maximum total load, W max. Drift may be linearly reduced for shear loads less than allowable shear, and for wind drift checks as suggested by ASCE 7-05 Section CC.1.2. Allowable shear may be linearly reduced for more restrictive drift limits. 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 loads do not exceed the following: Dead load L 360 Floor live load L 360 Dead load + floor live load L 240 W MAX (Point Load) L See pages 39 to 44 for anchorage solutions. 11. Allowable stress design uniform gravity loads per footnote 2 must be reduced. See Minimum and footnote 3 for maximum gravity loads. 12. Alternate combinations of lateral load and gravity load are possible for some frames. Use alternate loading worksheet on page or use Strong Frame Selector software. 13. Where noted in table, reactions applicable to designs based on wind and seismic design using R Where noted in table, shear reactions for use in design of column base anchorage in accordance with AISC , Section 8.5b, for designs with R = Where noted in table, minimum of the shear calculated for the compression column from ASCE 7-05 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 Ω o *V for V. 16. Drift limit is based on the allowable story drift for ASD seismic loads, and is equal to 0.7 (0.025h/C d ) = h/171, where h = H1 and C d =

78 19 ft. Nominal Heights: Allowable Loads Field-installed double top plate H1, top of concrete to top of field installed top plate 1½" grout and 1½" top plate assumed Extend field-installed single top plate and connect to beam nailer W1 Clear wood to wood W2 Outside wood to wood ⁵ ₈" φ Anchor rods 13" (9" beams) 16½" (12" beams) (inc. nailers) 9", 12", 15" or 18" (inc. nailers) All heights assume 1½" non-shrink grout Top of Strong Frame wood nailer H3, top of concrete To bottom of beam nailer H2, top of concrete To top of beam nailer Nominal Bottom Nailer Height, H3 H1 H2 Height with 9" Beam with 12" Beam 8' 8' 0 3 4" 7' " 6' " 6' 6 3 4" 9' 9' 0 3 4" 8' " 7' " 7' 6 3 4" 10' 10' 0 3 4" 9' " 8' " 8' 6 3 4" 12' 12' 0 3 4" 11' " 10' " 10' 6 3 4" 14' 14' 0 3 4" 13' " 12' " 12' 6 3 4" 16' 16' 0 3 4" 15' " 14' " 14' 6 3 4" 18' 18' 2 3 4" 18' 1 1 4" 17' 0 1 4" 16' 8 3 4" 19' 19' 2 3 4" 19' 1 1 4" 18' 0 1 4" 17' 8 3 4" All heights assume 1 1 2" non-shrink grout below the column. H1 assumes a single 2x6 on top of the pre-installed beam nailers. Nominal Width W1 Outside Frame Width, W2 C6 C9 C12 C15 8' 8'-2" 9'-8" 10'-2" 10'-8" 11'-2" 10' 10'-2" 11'-8" 12'-2" 12'-8" 13'-2" 12' 12'-4" 13'-10" 14'-4" 14'-10" 15'-4" 14' 14'-4" 15'-10" 16'-4" 16'-10" 17'-4" 16' 16'-4" 17'-10" 18'-4" 18'-10" 19'-4" 18' 18'-4" 19'-10" 20'-4" 20'-10" 21'-4" 20' 20'-4" 21'-10" 22'-4" 22'-10" 23'-4" All widths assume single 2x6 nailer on each column flange Assembly Elevation Strong Frame Ordinary Moment Frame 19 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Approx. Total Frame Weight (lbs.) Height = 19'-2 ¾", Drift limit = OMF69-8x , , ,325 1, ,635 OMF612-8x , , ,255 1, ,665 OMF99-8x19 1,905 1,605 38, ,515 1,135 2,210 3,165 3, ,655 OMF912-8x19 2,295 1,965 40, ,300 1,265 1,945 3,205 3, ,685 OMF129-8x19 2,910 2,595 38, ,375 1,705 3,220 4,825 5, ,795 OMF1212-8x19 3,855 3,600 34, ,245 2,110 3,050 5,430 6, ,830 OMF1512-8x19 5,270 5,140 22, ,785 2,880 3,630 7,130 8, ,855 OMF69-10x , , ,175 1,535 1, ,690 OMF612-10x , , ,330 1, ,730 OMF99-10x19 1,800 1,580 32, ,625 1,195 2,370 3,300 3, ,710 OMF912-10x19 2,225 1,915 40, ,330 1,310 2,290 3,480 3, ,750 OMF129-10x19 2,690 2,455 34, ,985 1,735 3,435 4,940 5, ,855 OMF x19 3,695 3,465 33, ,625 2,145 3,345 5,630 6, ,895 OMF x19 4,990 4,855 24, ,570 2,875 3,885 7,175 8, ,920 OMF69-12x , ,280 1,650 1, ,755 OMF612-12x , ,475 1, ,800 OMF99-12x19 1,685 1,535 27, ,960 1,365 2,510 3,400 3, ,775 OMF912-12x19 2,145 1,970 29, ,595 1,385 2,265 3,525 4, ,820 OMF129-12x19 2,475 2,305 30, ,970 1,870 3,545 4,920 5, ,920 OMF x19 3,520 3,320 32, ,400 2,215 3,665 5,810 6, ,965 OMF x19 4,685 4,570 24, ,885 2,905 4,145 7,195 8, ,990 OMF69-14x , ,280 1,685 1, ,800 OMF612-14x , ,525 1, ,850 OMF99-14x19 1,585 1,505 22, ,520 1,615 2,480 3,355 3, ,820 OMF912-14x19 2,070 2,000 21, ,100 1,505 2,155 3,465 3, ,870 OMF129-14x19 2,295 2,185 25, ,310 2,135 3,500 4,795 5, ,960 OMF x19 3,355 3,255 24, ,570 2,310 3,490 5,600 6, ,010 OMF x19 4,415 4,320 24, ,755 2,970 4,330 7,210 8, , See footnotes on next page

79 19 ft. Nominal Heights: Allowable Loads Strong Frame Ordinary Moment Frame 19 ft. Nominal Heights Model Allowable ASD Load V (lbs.) 1, 8 Maximum Minimum 2, 12 16d 3, 12 Maximum Total Gravity Load, W max 3, 9 (lbs.) Drift at Allow Load V 7 Reaction Factor, X 4 Tension 5 Maximum Column Reactions (lbs.) 10 for Wind & Seismic with R Due to w+v 4 for Seismic with R = ,15 Due to W max +V 4 Ω o =2.5 Ω o =3.0 Top Plate to Nailer Connection 6 Option ¼"x3½" SDS Screw Option Height = 19'-2 ¾", Drift limit = 1.35" 16 OMF69-16x , ,165 1,235 1,650 1, ,875 OMF612-16x , ,515 1, ,935 OMF99-16x19 1,495 1,475 17, ,180 1,920 2,320 3,200 3, ,895 OMF912-16x19 2,000 1,995 16, ,710 1,745 2,060 3,385 3, ,955 OMF129-16x19 2,130 2,095 20, ,800 2,465 3,230 4,480 4, ,035 OMF x19 3,200 3,180 18, ,925 2,565 3,245 5,365 6, ,095 OMF x19 4,170 4,170 16, ,890 3,190 3,815 6,645 7, ,125 OMF69-18x , ,195 1,650 1, ,915 OMF612-18x , ,545 1, ,980 OMF99-18x19 1,405 1,405 14, ,280 2,165 3,080 3, ,940 OMF912-18x19 1,925 1,925 13, ,405 2,030 1,975 3,245 3, ,000 OMF129-18x19 1,980 1,980 15, ,415 2,855 2,915 4,115 4, ,080 OMF x19 3,055 3,055 14, ,430 2,905 2,975 5,030 5, ,140 OMF x19 3,940 3,940 11, ,220 3,535 3,345 6,150 7, ,170 OMF612-20x , ,545 1, ,045 OMF912-20x ,955 10, , ,925 3,235 3, ,065 OMF x ,020 10, , ,685 4,745 5, ,205 OMF x ,855 8, , ,005 5,680 6, ,235 Approx. Total Frame Weight (lbs.) Ordinary Moment Frame Column size (6", 9", 12", or 15") Beam size 9 = 9" nominal beam 12 = 12" nominal beam 1. Allowable shear loads assume a pinned base and 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/ Maximum 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 S DS =1.0 to determine E v. Where S DS >1.0, check that ( S DS )D is less than 800 plf. Where gravity loads exceed any of these values, use Minimum loads (see Note 3). 3. Minimum is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, W max, which may be applied as a single point load at midspan, P=W max, as multiple point loads applied symmetrically about mid-span of the beam, P 1 +P 2 + +P i =W max, or as a uniform distributed load, w max = W max /L beam. W max shall be determined based on the governing load combination of the applicable building code, and shall include E v 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: R H = V 2 + X(P) or R H = V 2 + X(2 3 wl) Tension Column R H = V 2 Model No. Naming Legend OMF x8 Nominal frame height (8, 9, 10, 12, 14, 16, 18, or 19 ft) Nominal frame clear-opening width (8, 10, 12, 14, 16, 18 or 20 ft) V = Design Frame (lbs) P = Midspan Point Load (lbs), based on governing load combination w = Uniform Load (lbs/ft), based on governing load combination L = Column Centerline Dimension, W1 + 3" + Column Depth (ft) X = Frame Reaction Factor (no units) 5. Tension reactions are for Maximum with a resisting vertical load equal to ( S DS ) times the frame weight, based on an assumed S DS =1.0. Where Maximum is not listed, tension reactions consider Minimum. Reduced ASD tension forces may be calculated by the Designer by statics. See Example #2 for calculation of reduced tension with applied lateral shear and resisting vertical loads. T = (Vh-M R )/L V = Design frame shear (lbs) h = Steel column height, H1-6" (ft) M R = Resisting ASD factored moment due to dead load (ft-lbs) L = Column centerline dimension, W1 + 3" + column depth (ft) 6. Fastening is minimum nailing or Simpson Strong Tie Strong-Drive SDS screws 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 connection is required to be designed for overstrength force levels and increase fastening as required for E m level loading. Top plate splice design, as required, shall be by Designer. 7. Drift at allowable shear is applicable to both Maximum with uniform load, w, and Minimum with maximum total load, W max. Drift may be linearly reduced for shear loads less than allowable shear, and for wind drift checks as suggested by ASCE 7-05 Section CC.1.2. Allowable shear may be linearly reduced for more restrictive drift limits. 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 loads do not exceed the following: Dead load L 360 Floor live load L 360 Dead load + floor live load L 240 W MAX (Point Load) L See pages 39 to 44 for anchorage solutions. 11. Allowable stress design uniform gravity loads per footnote 2 must be reduced. See Minimum and footnote 3 for maximum gravity loads. 12. Alternate combinations of lateral load and gravity load are possible for some frames. Use alternate loading worksheet on page or use Strong Frame Selector software. 13. Where noted in table, reactions applicable to designs based on wind and seismic design using R Where noted in table, shear reactions for use in design of column base anchorage in accordance with AISC , Section 8.5b, for designs with R = Where noted in table, minimum of the shear calculated for the compression column from ASCE 7-05 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 Ω o *V for V. 16. Drift limit is based on the allowable story drift for ASD seismic loads, and is equal to 0.7 (0.025h/C d ) = h/171, where h = H1 and C d =

80 Introduction to Two-Story Ordinary Moment Frame The Simpson Strong Tie Strong Frame two-story ordinary moment frame enables Designers to reach new heights and widths in creativity. Accommodating openings up to 18' tall per story and 24' wide, the two-story ordinary moment frame is the ideal solution for projects featuring tall ceilings, expansive windows and other customized designs with space constraints or load requirements that exceed other lateral-force-resisting options for traditional light-frame construction. Unlike field-built ordinary moment frames which are time-intensive to design and labor-intensive to install the new Strong Frame two-story ordinary moment frame is manufactured with the same value-engineering as our single-story Strong Frame moment frame, making it a cost-effective alternative to traditional frames. And our quick turnaround time in delivering your customized frame means no interruptions in the project construction schedule. Larger spaces accommodated: Columns and beams accommodate designs with clear opening widths up to 24' and clear opening heights up to 18' per story. 100% bolted connections: Because no field welding is required, frames install faster. No need to have a welder, or welding inspector, on site. A standard socket or spud wrench is all that is typically needed to make the connection. However, a heavy-duty socket wrench power tool may be necessary if fully tensioned bolts are required. Pre-installed wood nailers: Eliminate the need to drill and bolt nailers in the field. Pre-drilled holes for utilities: 11 16" diameter holes in the flanges and 3" holes in the column webs allow easy installation of electrical wiring and plumbing. Greater quality control: Frames are manufactured in a production environment with comprehensive quality-control measures. Field-bolted connections eliminate questions about the quality of field welds. Direct-tension-indicator washers included. Convenient to store, ship and handle: Disassembled frames are more compact, allowing for easier shipping and fewer deliveries. 2-Story Member Depth and Connections (Beams) Beam Section ID 2-Story Member Depth and Connections (Columns) Column Section ID Steel Depth Steel Depth Beam Top Nailer(s) Column Exterior Nailer Beam Bottom Nailer Column Interior Nailer(s) Overall Depth Overall Depth Connection Bolt Dia. Anchor Bolt Dia. C9 9 2x6 2x C x6 2x C x6 2x Connection Bolts Quantity (per side) B9 8.5 (2) 2x6 2x B12 12 (2) 2x6 2x6 16 ½ B (2) 2x6 2x B19 19 (2) 2x6 2x6 23 ½ B12H x6 2x B16H x6 2x6 20 ½ 1 8 B19H x6 2x C18H 1,2 18 2x6 (2) 2x6 22 ½ 3 4 C21H 1,2 21 2x6 (2) 2x6 25 ½ C18H and C21H columns require B12H, B16H or B19H beams. 2. H denotes members with 1" connection bolts, ¾" anchor bolts, 4x6 top nailers and (2) 2x6 inside nailers, and thicker end plates. 80

81 Strong Frame Complete this form and it to us, or print it and fax it to us at (925) Project Information Project Name: Date: Project Address: Phone: Engineer: 2. Design Criteria Design Code 1 : 2006 IBC Response Modification Coefficient, 2009 IBC R, for OMF Design: Strong Frame R=3.5 R=3.0 R<3.0 R = Beam Deflection Limits Deflection Amplication Factor, Cd: Cd=3.0 Other: Beam 1 Beam 2 System Overstrength Factor, Ωo: Ωo=3.0 Ωo=2.5 Project Name: LL: L/ L/ Siesmic Importance Factor, I: I=1.00 I=1.25 I=1.50 Engineer DL + LL: L/ L/ Seismic Drift Limit: 0.025h 0.020h 0.015h 4. Frame Geometry Snow/Wind: L/ L/ Seismic SDS Value: SDS = g Wind Drift h/ 4.1 First Story Minimum Clear Opening Width: W1 = 1 Design is also based on ASCE 7-05 for both the 2006 and 2009 editions of the IBC. Wall Width at Left Column: A = 3. Loading (Provide all loads at ASD level. Negative values for uplift direction) Wall Width at Right Column: B = 3.1 Lateral Loads 3.2 Uniform Loads Top of Concrete to Top of Beam Nailer: H1 = FEQ1= lbs Load (plf) Minimum XL (ft) Clear XR Opening (ft) To Height: RCC Beam H1min = FEQ2= lbs WDL1 1 2 WDL2 4.2 Secdond Story 1 2 R used to calculate FEQ: WDL3 Floor System Depth: 1 2 D = R=3.5 WRLL1 Top of Sheathing to Top of Plate: 1 2 H2 = R=6.5 WRLL2 1 2 Minimum Clear Opening Height: H2min = R=8.0 WLL1 1 2 Other: WLL2 1 2 Extend field-installed FWind1= lbs WLL3 Field-installed 1 2 single top plate and FWind2= lbs Snow double top plate 1 2 over beam nailer Wind Vertical Point Loads on Beam Rain 1 2 (Include Ωo as applicable) Beam 2 DL LL RLL Snow Rain Wind Seismic Beam Xi (ft) To RCC P1(lbs) 1 2 X1 P2(lbs) 1 2 X2 P3(lbs) 1 2 X3 P4(lbs) 1 2 X4 P5(lbs) 1 2 X5 P6(lbs) 1 2 X6 P7(lbs) 1 2 X7 P8(lbs) 1 2 X8 Floor Floor framing sheathing D floor system depth Beam 1 NOTE: H1 + H2 + D < 35'0" H1 - H1min must be > 13" H2 - H2min must be > 13" A wall dimension W1 Clear wood to wood B wall dimension All heights assume 1½" non-shrink grout Date: Phone: in. in. in. in. in. in. in. in. (Min.=5'0", Max.=24'0") (Min.=6'0", Max.=20'0") (Min.=6'0", Max=20'0") Top of Strong Frame wood nailer Field-installed double top plate Strong Frame Introduction to Two-Story Ordinary Moment Frame To support the design of the Strong Frame two-story ordinary moment frame, the Strong Frame Selector software is available for download at Simpson Strong Tie Strong Frame Selector software is designed to help Designers select an appropriate frame for your project's given geometry and loading. You need only key in minimum input for the software to select a suitable frame for the available space. Based on input geometry and loading the Strong Frame Selector software will return a list of possible solutions, sorted by frame weight. Designers can quickly design the two-story frames, with easy-to-read output that can then be sent to an authorized Simpson Strong Tie dealer for a quote. In addition to the twostory frame designs, the Strong Frame Selector software offers anchorage solutions for all frames. As an alternative to downloading the Strong Frame Selector software, Designers can key projectspecific information into an electronic worksheet (available at and either it or fax it to our design engineers who will identify the two-story frame(s) appropriate for your project. For other design options, please visit our website or call your local Simpson Strong Tie representative. Two-Story Frame Worksheet Ordinary Moment Frame 2-Story Column size (9", 12", 15", 18"H and 21"H) Beam 1 size (9", 12", 16", 19", 12"H, 16"H and 19"H) Beam 2 size (9", 12", 16", 12"H, 16"H and 19"H) Model No. Naming Legend OMF2S 18H 19H 16H x x Total steel column height (From bottom of base plate to top of column) Height of Beam 1 in inches (H1) Beam length in inches F-SF20MFWS SIMPSON STRONG-TIE COMPANY INC. F F Two-Story Frame Worksheet H2, top of sheathing to top of field-installed top plate 1½" assumed H1, top of concrete to top of double top nailer Column Column Column Column H1 min clear opening height H2 min clear opening height F-SF20MFWS SIMPSON STRONG-TIE COMPANY INC. Field-installed double top plate Extend field-installed single top plate and connect to beam nailer Top of Strong Frame wood nailer Beam 2* D floor system depth H2, top of sheathing to top of field installed top plate 1½" top plate assumed H1, top of concrete to top of beam top nailer Column Column A wall dimension Floor framing W1 Clear wood to wood Anchor rods Beam 1* Floor sheathing B wall dimension All heights assume 1½" non-shrink grout Column Column H2 min clear opening height H1 min clear opening height Field-installed double top plate *Beam top nailers are 4x6 for frames with C18H and C21H columns and (2) 2x6 for all other columns. W1 min = 5' W1 max = 24' H1 min = 6' H1 max = 20' H2 min = 6' H2 max = 20' H1 + D + H2 < 35' 81

82 Introduction to Ordinary Moment Frame Anchorage Simplify Your Anchorage Streamlined footing design: Pre engineered anchorage solutions simplify the design process. No more tedious anchor calculations, just select the solution that fits your footing geometry and you are done. Two pre-engineered anchorage options available: The MFSL anchorage assembly places the frame near the edge of concrete allowing closer edge distance. The MFAB tied anchorage assembly is designed for use where a 2x8 wall is acceptable. Pre assembled anchor bolt assemblies: Anchor bolts are pre assembled on an MF-TPL template that mounts on the form. This helps ensure correct anchor placement for trouble free installation of columns. Field flexibility to address anchor location issues: Connections can be shimmed to provide up to ½" of adjustment when anchor bolts are misaligned. Strong Frame MFSL anchorage assemblies make design and installation faster and easier. MFSL Anchorage Assembly U.S. Patent Pending MFAB Anchorage Assembly 82

83 R Strong Frame Ordinary Moment Frame Anchorage Installation Accessories Anchorage Template MFTPL5 MATERIAL: 12 GA. Anchorage placement is the most critical phase of a moment frame installation. The newly redesigned template (MFTPL5 and MFTPL6) make anchor bolt placement easy and reduces the chances of misplaced anchor bolts. The templates are sold as part of the moment frame shear lug kit or the moment frame anchor bolt kit. These pre-assembled anchorage assemblies make the placement of anchor bolts quick and easy. Simply locate the first leg of the moment frame and nail the TPL to the wood forms with arrow pointing to center of the frame. Hook a tape measure on the center-line slot and then pull the tape to locate the center of the opposite leg of the moment frame. Center line marks on the templates make for accurate placement The template is also sold separately for use with field-assembled anchor bolts that allows customized anchor bolt design while still having the template s accuracy. It is available in 5 8" and ¾" sizes. Extension Kit The Strong Frame anchorage extension kit extends the anchor rods in the MFSL and MFAB anchorage assemblies to allow for anchorage in tall stemwall applications where embedment into the footings is required. Made from ASTM F1554 Grade 36 rod or ASTM A449 rod, the extension kits feature heavy hex nuts that are fixed at the correct position to go underneath the shear lug or template and a No Equal ( ) head stamp for identification. Coupler nuts are included with each kit. Kits available hot dipped galvanized for corrosion protection when required, lead times apply. Installation MFSL 1. Remove original rods from the anchorage assembly. 2. Insert extension rods (as shown) and fasten with 3 4" nuts provided. 3. Cut bottom of rod to desired length so that the shear lug is flush with top of concrete. 4. Install original anchor rods onto the bottom of the extension rods using the coupler nuts (provided). Tighten rods so that both ends are visible in the Witness Hole openings. Heavy hex nut fixed in place ¾," Diameter threaded Rod Coupler nut 5" le Extension Kit SIMPSON Strong-Tie MFTPL5 Four Bolts for C9, C12 & C15 Length Column Center Line Inside Frame MFTPL5 4½" Remove and install shear-lug on extension rods Coupler nut Two Bolts for C6 Do not cut end with head stamp Top of concrete Nuts Extension rods cut to length as necessary Anchor rods remove shear lug and reinstall above. Do not cut. MFSL Anchorage Assembly with Extension Kit U.S. Patent Pending Installation MFAB 1. Remove original rods from the anchorage assembly. 2. Insert extension rods (as shown) and fasten with 3 4" nuts provided. 3. Cut bottom of rod to desired length so that the fixed nut is flush with top of concrete. 4. Install original anchor rods onto the bottom of the extension rods using the coupler nuts (provided). Tighten rods so that both ends are visible in the Witness Hole openings. Strong Frame Ordinary Moment Frame Anchor Extension Kits Model No. Anchor Rod Min. Length Coupler Embedment l Nut e Quantity Diameter MF-ATR5EXT-2HS ATS-HSC55 31 MF-ATR5EXT-4HS ATS-HSC55 31 MF-ATR5EXT CNW5/8 31 MF-ATR5EXT CNW5/8 31 MF-ATR6EXT CNW3/4 31 MF-ATR6EXT-4HS HSCNW3/4 31 Available in hot dipped galvanized. Call Simpson Strong Tie for details. 5" Remove and install template on extension rods Coupler nut Do not cut end with head stamp Top of concrete Fixed Nuts Extension rods cut to length as necessary MFAB Anchorage Assembly with Extension Kit Anchor rods remove template and reinstall above. Do not cut. 83

84 MFSL Anchorage Assembly End distance 84 Simpson Strong Tie offers the patented pre engineered MFSL anchorage assembly to make specification and installation of anchorage as simple as possible. The unique shear lug design provides a complete solution meeting the 2009 and 2012 International Building Code requirements for both tension and shear. These solutions come with pre-installed shear lugs. Strong Frame Ordinary Moment Frame Anchor Kits Anchor Rod Length Model No. Pre-attached nailer 1¼" Minimum edge distance Plan View Slab on Grade End distance 4" min. Length End distance 5" 4½" le Pre-attached nailer Minimum Outside W per end l e 3" 1¼" Minimum edge distance Inside end Bearing Plate Size Quantity Diameter OMF 6" COLUMNS MFSL-14-5-KT x 3 x 7 MFSL-14HS-5-KT x 3 x 7 MFSL-18-5-KT x 3 x 7 MFSL-18HS-5-KT x 3 x 7 MFSL-24-5-KT x 3 x 7 MFSL-24HS-5-KT x 3 x 7 MFSL-30-5-KT Anchor 30rods x 3 x 7 MFSL-30HS-5-KT x 3 x 7 MFSL-36-5-KT x 3 x 7 MFSL-36HS-5-KT x 3 x 7 OMF 9", 12" AND 15" COLUMNS Template MFSL-18-5-KT x 7 x 7 MFSL-18-HS5-KT lug x 7 x 7 MFSL-24-5-KT Top 24 of x 7 x 7 MFSL-24-HS5-KT 4 5 Anchor 8 concrete x 7 x 7 rods MFSL-30-5-KT (4 total) 8 x 7 x 7 MFSL-30-HS5-KT x 7 x 7 MFSL-36-5-KT Bearing 3 8 x 7 x 7 MFSL-36-HS5-KT plate 3 8 x 7 x 7 OMF 18" AND 21" COLUMNS Hex nuts MFSL-14-6-KT x 7 x 7 MFSL-14-HS6-KT x 7 x 7 MFSL-18-6-KT x 7 x 7 MFSL-18-HS6-KT x 7 x 7 MFSL-24-6-KT x 7 x 7 MFSL-24-HS6-KT x 7 x 7 MFSL-30-6-KT x 7 x 7 MFSL-30-HS6-KT x 7 x 7 MFSL-36-6-KT x Pre-attached 7 x 7 MFSL-36-HS6-KT x 7 x 7 nailer Pre-attached nailer 1¼" Additional Minimum stud edge as distance required Outside end distance MFSL Place top Outside of shear endlug flush End with of distance curb top of concrete as occurs 4" min. Template lug Pre-attached nailer 1¼" Minimum edge distance Minimum W per 1½" 3" 1½" Anchor rods 5 3" Diameter Length 36 H H for ASTM A449 Anchor rods (2 total) MFSL-XX-SKT-2 Use for 6" columns U.S. Patent Pending End distance End distance MFSL Place top of shear lug flush with top of concrete End Step distance height Minimum d e per tension anchorage table distance Section View Slab on Grade Inside end 4" min. distance Inside end distance End of curb as occurs Curb width Minimum W per tension anchorage table Length 5" 4½" le 6" 1½" 3" 1½" Anchor rods Top of Pre-attached concrete nailer Additional stud as required 3" Template lug Anchor rods (4 total) Bearing plate 1¼" Hex nuts MinimumMFSL-XX-SKT-4 edge distance For all other columns U.S. Outside Patent endpending Inside end distance distance MFSL Place top of shear lug flush with top of concrete Minimum d e per tension anchorage table Additional stud as required Step height Step height MFSL Place top MFSL Place Minimum Additional studs top Minimum d e per tension and curb d e per tension of shear lug flush 1¼" of shear anchorage lug flush table as required anchorage table with top of concrete Minimum with top of concrete edge distance 4" 4" min. Curb min. Outside end Inside end height Plan Step height View Step height Minimum W per Section View distance distance tension anchorage table Minimum Stemwall/Curb Minimum Stemwall/Curb d e per tension d e per tension anchorage table anchorage table Place anchorage assembly prior to placing rebar. Place top of MFSL flush with top of concrete. Curb width End MFSL anchorage assemblies are fully assembled and include a template that allows easy positioning and attachment to forms prior to the pour. Inspection is easy since the head is stamped with the No Equal ( ) symbol for identification, bolt length, bolt diameter and optional H for high strength (if specified). Installation: Concrete must be thoroughly vibrated around the shear lug to ensure full consolidation of the concrete around the assembly. 1¼" Minimum edge distance Pre-attached nailer Additional stud as required Outside end distance Outside end distance MFSL Place top of shear lug flush with top of concrete Outside end distance Inside end distance Step height 4" min. Minimum W per tension anchorage table End of Inside curb end as occurs distance Curb width Inside end Minimum distance W per tension anchorage table Additional studs and curb as required Curb height End of curb as occurs Curb width Additional studs and curb as required Curb height

85 Ordinary Moment Frame Tension Anchorage Table 1.1: Simplified Tension Anchorage Solutions Footing Width and Embedment Depth Wind 1, 3 Seismic (R 3) 2, 3 Uncracked Cracked Uncracked Concrete Concrete Concrete Column Size C6 C9 C12 C15 Nominal Heights W d e W d e W d e Cracked Concrete W d e 8-ft to 12-ft to 19-ft to 10-ft to 16-ft to 19-ft to 9-ft to 16-ft to 19-ft to 9-ft ft to 16-ft to 19-ft Table 1.2: Detailed Tension Anchorage Allowable Loads Column Size C6 C9, C12, C15 Load 1,4 Wind Seismic Wind Seismic Concrete Condition Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked ASD Tension 5 (lbs.) Anchorage Assembly Strength 6 Footing Dimensions W d e 4,550 Std. or HS ,125 Std. or HS ,650 Std. or HS ,725 Std. or HS ,125 Std. or HS ,525 Std. or HS ,000 Std. or HS ,775 Std. or HS ,675 Std. or HS ,745 7 Std. 5,625 HS ,745 HS ,400 Std. or HS ,025 Std. or HS ,725 Std. or HS ,500 Std. or HS ,300 Std. or HS ,745 Std. or HS ,050 Std. or HS ,475 Std. or HS ,975 Std. or HS ,575 Std. or HS ,250 Std. or HS ,025 Std. or HS ,360 Std. or HS ,850 Std. or HS ,975 Std. or HS ,175 Std. or HS ,450 Std. or HS ,500 Std. or HS ,700 Std. or HS ,025 Std. or HS ,360 Std. or HS ,550 Std. or HS ,400 Std. or HS ,325 Std. or HS ,350 Std. or HS ,525 Std. or HS ,325 7 Std. 12,250 HS ,250 HS ,325 HS ,850 Std. or HS ,525 Std. or HS ,275 Std. or HS ,875 Std. or HS ,625 Std. or HS ,800 Std. or HS ,325 7 Std. 12,200 HS ,825 HS ,325 HS Wind includes Seismic Design Category A & B, and detached 1 and 2 family dwellings in SDC C. 2. Seismic denotes Seismic Design Category C with R 3.0. For designs based on R = 3.5, see Table 1.2. Detached 1 and 2 family dwellings in SDC C may use wind solutions. 3. Anchorage solutions are based on maximum tension reactions resulting from the tabulated allowable shear loads applied to the frame in combination with the gravity loads noted. For frames with an applied shear less than the allowable load or with additional uplift, see Table 1.2. See pages for required anchorage assembly strength. 4. Seismic denotes Seismic Design Category C through F with R = 3.5 and R 3.0. Designs in Seismic Design Category A or B and detached 1 and 2 family dwellings in SDC C may use wind solutions. 5. See Maximum Column Reactions Tension in allowable load tables for tension reactions, or see allowable load tables footnote 5 to calculate tension reactions. Allowable tension is minimum of anchorage capacity and frame uplift capacity. 6. Anchorage assembly strength shall be determined from the table below. Requirements are based on maximum shear and tension reactions, and include shear-tension interaction. Wind solutions also include 4,000 lbs. of additional uplift. Std.=Standard strength anchorage assembly (MFSL_- -KT or MFAB_- -KT). HS=high strength anchorage assembly (MFSL_- HS-KT or MFAB_- HS-KT). Column Size C6 C9 C12 C15 Anchorage Assembly Strength Nominal Heights Wind Seismic 8-ft HS HS 9 to 10-ft Std. 12 to 19-ft Std. 8 to 9-ft HS Std. 10 to 19-ft Std. 8 to 9-ft HS HS 10 to 12-ft Std. 14 to 19-ft Std. 8 to 10-ft HS HS 12 to 14-ft Std. 16 to 19-ft Std. 7. 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 Section D Solutions are based on embedment in concrete with minimum f'c = 2,500 psi. 9. Footing dimensions are the minimum required for concrete anchorage requirements only. The Designer must determine required footing size and reinforcing for other design limits, such as foundation shear and bending, soil bearing, shear transfer, and frame stability/overturning. 10. Values for uncracked concrete include ψ c,n = 1.25 factor per ACI 318, Section D Designer shall evaluate cracking at service load levels and select appropriate cracked or uncracked solution. 11. See pages for shear anchorage solutions. 12. Footing width, W, and embedment depth, d e are shown below: l e Step height d e min. 4" min. ½ W W ½ W Section at Slab on Grade Anchorage assembly Step l e d e 4" 85

86 Ordinary Moment Frame MFSL Anchorage Table 2.1: Simplified MFSL Anchorage Minimum Required End Distance Column Size C6 C9 C12 C15 Wind and Seismic with R 3 1 Nominal Maximum w/ Uniform Load 2 Minimum with Max. Total Gravity Load 2 Heights 8" Curb/Stemwall 10" Curb/Stemwall Slab-On- 8" Curb/Stemwall 10" Curb/Stemwall Slab-On- Outside Inside Outside Inside Grade Outside Inside Outside Inside Grade 8-ft 7½" 6" 6" 6" 6" 9" 4½" 7½" 4½" 7½" 9-ft 6" 4½" 6" 4½" 6" 7½" 4½" 6" 4½" 6" 10-ft 6" 4½" 4½" 4½" 4½" 6" 4½" 6" 4½" 6" 12 to 19-ft 4½" 4½" 4½" 4½" 4½" 4½" 4½" 4½" 4½" 4½" 8-ft 9" 7½" 7½" 6" 6" 12" 6" 9" 4½" 6" 9-ft 7½" 6" 4½" 4½" 4½" 10½" 4½" 7½" 4½" 6" 10-ft 6" 4½" 4½" 4½" 4½" 7½" 4½" 6" 4½" 6" 12-ft 4½" 4½" 4½" 4½" 4½" 6" 4½" 4½" 4½" 4½" 14 to 19-ft 4½" 4½" 4½" 4½" 4½" 4½" 4½" 4½" 4½" 4½" 8-ft 12" 12" 9" 9" 7½" 16½" 10½" 12" 7½" 7½" 9-ft 9" 9" 7½" 7½" 6" 13½" 7½" 10½" 6" 7½" 10-ft 7½" 7½" 6" 6" 6" 12" 6" 9" 6" 6" 12-ft 6" 6" 6" 6" 6" 9" 6" 6" 6" 6" 14 to 19-ft 6" 6" 6" 6" 6" 6" 6" 6" 6" 6" 8-ft 15" 15" 12" 10½" 7½" 16½" 13½" 12" 10½" 7½" 9-ft 12" 12" 9" 9" 7½" 15" 10½" 10½" 7½" 7½" 10-ft 10½" 9" 7½" 7½" 7½" 12" 9" 9" 7½" 7½" 12-ft 7½" 7½" 7½" 7½" 7½" 10½" 7½" 7½" 7½" 7½" 14 to 19-ft 7½" 7½" 7½" 7½" 7½" 7½" 7½" 7½" 7½" 7½" 1. Anchorage solutions applicable to wind design and seismic design in Seismic Design Category A, B, or C using R 3.0. For designs based on R = 3.5, see Table See footnotes 2 and 3 of Allowable Load tables for explanation of Maximum and Minimum, and corresponding gravity loads. 3. Solutions are based on embedment in concrete with minimum f'c = 2,500 psi. 4. Solutions are based on standard strength MFSL_- -KT anchorage assembly, except shaded values, where high strength MFSL_- HS- KT anchorage assembly is required. 5. lug is included with MFSL anchorage assembly. 6. End distance is measured from centerline of nearest anchor bolt to edge of concrete. 7. Outside End Distance and Inside End Distance are shown on page See page Table 2.2 or 2.3 for additional solutions with MFSL anchorage assembly. See Tables 3.1 and 3.2 for solutions with MFAB anchorage assembly. 9. Anchorage solutions are based on maximum shear and tension reactions resulting from the tabulated allowable shear load applied to the frame in combination with the gravity loads noted. For frames with an applied shear less than the allowable load or with additional uplift, see Table 2.2 or 2.3. C6 C9 4½" 4½" 4½" 3" 4½" 6" 3" 6" Table 2.2: Detailed MFSL Anchorage Lug Capacities, lbs. (Wind) Concrete Column End Distances 3,4,5 Strength Size (psi) 4½" 6" 7½" 9" 10½" 12" 13½" 15" 16½" 18" 8" Stemwall/Curb Foundations 8 2,500 3,095 4,220 5,345 6,470 7,595 C6 3,000 4,500 3,390 4,150 4,620 5,660 5,855 7,170 7,085 7,935 7,935 7,935 2,500 4,970 6,095 7,220 8,345 9,470 10,595 11,720 12,845 13,970 15,095 C9 3,000 4,500 5,445 6,665 6,675 8,175 7,910 9,685 9,140 11,195 10,370 12,705 11,605 14,215 12,835 15,720 14,070 15,870 15,300 15,870 15,870 2,500 6,095 7,220 8,345 9,470 10,595 11,720 12,845 13,970 15,095 C12 3,000 4,500 NA 6,675 8,175 7,910 9,685 9,140 11,195 10,370 12,705 11,605 14,215 12,835 15,720 14,070 15,870 15,300 15,870 15,870 2,500 7,220 8,345 9,470 10,595 11,720 12,845 13,970 15,095 C15 3,000 4,500 NA NA 7,910 9,685 9,140 11,195 10,370 12,705 11,605 14,215 12,835 15,720 14,070 15,870 15,300 15,870 15,870 10" Stemwall/Curb Foundations 9 2,500 3,235 5,450 7,030 C6 3,000 3,545 5,970 7,700 7,935 4,500 4,340 7,310 7,935 2,500 6,565 7,970 9,375 10,780 12,190 13,595 15,000 C9 3,000 4,500 7,190 8,805 8,730 10,690 10,270 12,580 11,810 14,465 13,350 15,870 14,890 15,870 15,870 15,870 2,500 7,970 9,375 10,780 12,190 13,595 15,000 C12 3,000 4,500 NA 8,730 10,690 10,270 12,580 11,810 14,465 13,350 15,870 14,890 15,870 15,870 15,870 2,500 9,375 10,780 12,190 13,595 15,000 C15 3,000 4,500 NA NA 10,270 12,580 11,810 14,465 13,350 15,870 14,890 15,870 15,870 15,870 Slab-On-Grade Foundations 2,500 3,235 5,450 C6 3,000 3,545 5,970 7,935 4,500 4,340 7,310 2,500 7,160 10,080 13,420 C9 3,000 7,845 11,040 14,700 15,870 4,500 9,605 13,520 15,870 2,500 10,080 13,420 C12 3,000 NA 11,040 14,700 15,870 4,500 13,520 15,870 2,500 13,420 C15 3,000 NA NA 14,700 15,870 4,500 15,870 C12 C15 7½" 3" 7½" Base Plate Plans See footnotes on next page. 86

87 Ordinary Moment Frame MFSL Anchorage Table 2.3: Detailed MFSL Anchorage Lug Capacities, lbs. (Seismic) Column Size C6 C9 C12 C15 C6 C9 C12 C15 C6 C9 C12 C15 Concrete End Distances 3,4,5 Strength (psi) 4½" 6" 7½" 9" 10½" 12" 13½" 15" 16½" 18" 8" Stemwall/Curb Foundations 8 2,500 3,465 4,725 5,985 7,245 3,000 3,795 5,175 6,555 7,935 8,505 4,500 4,650 6,340 8,030 8,885 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 4,500 7,465 9,155 10,845 12,540 14,230 15,920 17,610 17,775 17,140 2,500 6,825 8,085 9,345 10,605 11,865 13,125 14,385 15,645 16,905 3,000 NA 7,475 8,855 10,235 11,615 12,995 14,380 15,760 4,500 9,155 10,845 12,540 14,230 15,920 17,610 17,775 17,140 2,500 8,085 9,345 10,605 11,865 13,125 14,385 15,645 16,905 3,000 NA NA 8,855 10,235 11,615 12,995 14,380 15,760 4,500 10,845 12,540 14,230 15,920 17,610 17,775 17,140 10" Stemwall/Curb Foundations 9 2,500 3,620 6,105 7,875 3,000 3,970 6,685 8,625 8,885 4,500 4,860 8,190 8,885 2,500 7,350 8,925 10,500 12,075 13,650 15,225 16,800 3,000 8,050 9,775 11,500 13,225 14,955 16,680 17,775 17,775 4,500 9,860 11,975 14,085 16,200 17,775 17,775 2,500 8,925 10,500 12,075 13,650 15,225 16,800 3,000 NA 9,775 11,500 13,225 14,955 16,680 17,775 17,775 4,500 11,975 14,085 16,200 17,775 17,775 2,500 10,500 12,075 13,650 15,225 16,800 3,000 NA NA 11,500 13,225 14,955 16,680 17,775 17,775 4,500 14,085 16,200 17,775 17,775 Slab-On-Grade Foundations 2,500 3,620 6,105 3,000 3,970 6,685 8,885 4,500 4,860 8,190 2,500 8,020 11,290 15,030 3,000 8,785 12,365 16,460 17,775 4,500 10,760 15,145 17,775 2,500 11,290 15,030 3,000 NA 12,365 16,460 17,775 4,500 15,145 17,775 2,500 15,030 3,000 NA NA 16,460 17,775 4,500 17, Seismic includes designs in all Seismic Design Categories and designs using R 3.0 or R = 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 (see base plate plans). 5. Designer may linearly interpolate for end distances between those listed. 6. LRFD capacities may be obtained by multiplying tabulated values by 1.6 for wind or by dividing tabulated values by 0.7 for seismic. 7. Solutions are based on standard strength MFSL_- -KT anchorage assembly, except values, where high strength MFSL_- HS-KT anchorage assembly is required (see footnote 12). Standard strength MFSL used in place of high stength OMFSL have an allowable shear of 5,110 lbs. for wind and 5,725 lbs. for seismic for C6 columns, and 10,225 lbs. for wind and 11,450 lbs. for seismic for all other column sizes. 8. 8" stemwall/curb: For wind design and seismic design with R 3.0, 8-ft tall MF models, 9-ft tall MF912, MF1212, and MF1512, and 10-ft tall MF1212 and MF1512 installed with nailer flush with inside end of curb may not achieve full allowable load and may require additional interior end distance. For seismic designs with R = 3.5, 8-ft, 9-ft, 10-ft, and 12-ft tall MF models, 14-ft tall MF912, MF1212, and MF1512, and 16-ft tall MF1212 and MF1512 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 MF models achieve full allowable load when installed with nailer flush with inside end of curb " stemwall/curb: For wind design and seismic design with R 3.0, MF912-8x8, MF1212-8x9, MF1512-8x9, and 8-ft tall MF612, MF1212, and MF1512 installed with nailer flush with inside end of curb may not achieve full allowable load and may require additional interior end distance. For seismic designs with R = 3.5, MF912-8x12, MF1212-8x14, MF1512-8x14, MF x14, 8-ft, 9-ft, and 10-ft tall MF models, and 12-ft tall MF1212 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 MF models achieve full allowable load when installed with nailer flush with inside end of curb. 10. See page 85 for additional anchorage assembly strength requirements. Use high strength MFSL_- HS-KT anchorage assembly where required by either shear or tension anchorage. 11. See page 85 for tension anchorage solutions. 12. Solutions are based on standard strength MFSL_-_-KT anchorage assembly, except shaded values, where high strength MFSL_-_HS-KT anchorage assembly is required. C6 C9 C12 C15 4½" 4½" 4½" 3" 4½" 6" 3" 6" 7½" 3" 7½" Base Plate Plans 87

88 MFAB Anchorage Assembly Simpson Strong Tie offers the pre engineered MFAB anchorage assembly as an alternative to the MFSL. Pre-engineered solutions include additional concrete reinforcement to provide a complete solution meeting the 2009 and 2012 International Building Code requirements for both tension and shear. These solutions require that the column be installed in from the edge of the concrete, on either a slab or curb, and develop the full allowable shear capacity of the frame. Strong Frame Ordinary Moment Frame Anchor Kits Model No. Anchor Rod Bearing Plate Length l e Size Quantity Diameter Template OMF 6" Columns MFAB-14-5-KT x 3 x 7 Top of MFAB-14HS-5-KT Anchor concrete x 3 x 7 MFAB-18-5-KT rods x 3 x 7 (4 total) MFAB-18HS-5-KT x 3 x 7 MFAB-24-5-KT x 3 x 7 Bearing MFAB-24HS-5-KT plate 8 x 3 x 7 MFAB-30-5-KT x 3 x 7 MFAB-30HS-5-KT Hex nuts 3 8 x 3 x 7 MFAB-36-5-KT x 3 x 7 MFAB-36HS-5-KT x 3 x 7 OMF 9", 12" AND 15"COLUMNS MFAB-18-5-KT x 7 x 7 MFAB-18-HS5-KT x 7 x 7 MFAB-24-5-KT x 7 x 7 MFAB-24-HS5-KT x 7 x 7 MFAB-30-5-KT x 7 x 7 MFAB-30-HS5-KT x 7 x 7 MFAB-36-5-KT x 7 x 7 MFAB-36-HS5-KT x 7 x 7 OMF 18" AND 21" COLUMNS MFAB-14-6-KT x 7 x 7 MFAB-14-HS6-KT x 7 x 7 MFAB-18-6-KT x 7 x 7 MFAB-18-HS6-KT x 7 x 7 MFAB-24-6-KT x 7 x 7 MFAB-24-HS6-KT x 7 x 7 MFAB-30-6-KT x 7 x 7 MFAB-30-HS6-KT x 7 x 7 MFAB-36-6-KT x 7 x 7 MFAB-36-HS6-KT x 7 x 7 Length 5" le MFAB anchorage assemblies are fully assembled and include a template which allows easy positioning and attachment to forms prior to the pour. Inspection is easy since the head is stamped with the No Equal ( ) symbol for identification, bolt length, bolt diameter, and optional H for high strength (if specified). Installation: Concrete must be thoroughly vibrated to ensure full consolidation of the concrete around the assembly. Template 5 Diameter Length 36 H H for ASTM A449 Anchor rods (2 total) MFAB-XX-SKT-2 Use for 6" columns Pre-attached Pre-attached Nailer Nailer replace replace w/ w/ 2x8 2x8 or or leave leave it it and and add add a furring stud 3" 3" min. min. edge edge distance distance Length 5" le Top of concrete MFAB-XX-SKT-4 For all other columns End End distance distance Plan View Slab on Grade Plan View Slab on Grade 2x8 2x8 wall wall Template Anchor rods (4 total) Bearing plate Hex nuts Temp 2x8 wall ties tical reinforcing tables 88 2½" min. edge distance mber and spacing OMFAB shear horage table End distance Plan View Curb/Stemwall Plan View Curb/Stemwall 8" min. curb d e minimum per tension anchorage table (12" minimum) 4" min. End distance 1 1 2" clear 12" max. step height 1 1 2" max. 2" clear Minimum W per tension anchorage table #3 ties Number and spacing per MFAB shear anchorage table Vertical reinforcing per tables MFAB-KT l e d e minimum l e per tension anchorage table d e minimum per tension anchorage table 4" min. End End distance distance Section at at Curb/Stem Section Section at Minimum at Slab W on pergrade tension anchorage table Place anchorage assembly prior to placing rebar. Place top of the fixed nut flush with Section top of at concrete. Slab Grade 4" min. 12" max. step height 12" max. step height 1 1 2" clear 1 1 2" clear 2" 2" Minimum W per tension anchorage table 18" 18" #3 #3 Hairpin ties number per MFAB shear Hairpin anchorage ties table number per MFAB shear anchorage table MFAB-KT MFAB-KT

89 Ordinary Moment Frame MFAB Anchorage Table 3.1: Simplified MFAB Anchorage Minimum Required Reinforcement Wind and Seismic with R 3 1 Column Size C6 C9 C12 C15 Nominal Heights Stemwall/Curb Number of Ties Slab-On-Grade Tied Anchorage for Max. 12" Hairpin Size and Vertical Reinf. Tie Size & Spacing Step Height Number 6 8-ft 4 - #4 1½" o.c #3 9 to 19-ft 4 - #4 3" o.c #3 8 to 9-ft 4 - #4 2" o.c #3 10 to 19-ft 4 - #4 4½" o.c #3 8-ft 4 - #4 3" o.c #3 9-ft 4 - #4 3" o.c #3 10-ft 4 - #4 3" o.c #3 12 to 19-ft 4 - #4 6" o.c #3 8-ft 4 - #4 3" o.c #3 9 to 10-ft 4 - #4 3" o.c #3 12 to 19-ft 4 - #4 6" o.c #3 1. Anchorage solutions applicable to wind design and seismic design in Seismic Design Category A, B, or C using R 3.0. For designs based on R = 3.5, see Table Solutions are based on embedment in concrete with minimum f'c = 2,500 psi. 3. Solutions are base on standard strength MFAB_- -KT anchorage assembly, except shaded values, where high strength MFAB_- HS-KT anchorage assembly is required. 4. MFAB tied anchorage solutions require Strong Frame column to be located in from the edge of slab (see page 88). For solutions with column at edge of slab, use MFSL (see page 84). 5. Ties, hairpins and vertical reinforcing shall be ASTM A615 or A706, Grade 60 reinforcing, and are not supplied by Simpson Strong Tie. Tie and hairpin installation is shown in page Stemwall/Curb tied anchorage solutions may also be used for slab on grade installations. 7. Anchorage solutions are based on maximum shear and tension reactions resulting from the tabulated allowable shear load applied to the frame in combination with the gravity loads noted. For frames with an applied shear less than the allowable load or with additional uplift, see Table See page 85 for tension anchorage solutions. C6 C9 C12 C15 4½" 4½" 4½" 3" 4½" 6" 3" 6" 7½" 3" 7½" Table 3.2: Detailed MFAB Anchorage Tied Anchor Capacities Slab-on-Grade Hairpin Solutions 6 Stemwall/Curb Tied Anchorage Solutions Column Hairpin Size & Allowable (lbs.) 7,8 Number of Ties Allowable (lbs.) 7,8 Size Vertical Reinf. Tie Size & Spacing Number 4,5 for Max. 12" Wind Seismic 1 Step Height Wind Seismic #3 5,110 5, #4 3" o.c. 4 5,065 5,670 C6 4 - #4 1½" o.c. 7 6,800 7, #3 10,575 11, #5 1½" o.c. 7 9,755 10,925 C9 4 - #4 4½" o.c. 3 7,315 8, #3 10,225 11, #4 2" o.c. 5 10,175 11, #3 12,375 13, #5 2" o.c. 5 14,530 16, #3 21,155 23, #3 10,225 11, #4 6" o.c. 3 9,565 10,710 C #3 12,375 13, #4 3" o.c. 4 13,550 15, #3 21,155 23, #5 3" o.c. 4 19,030 21, #3 10,225 11, #4 6" o.c. 3 10,225 11,450 C #3 12,375 13, #4 3" o.c. 4 16,925 18, #3 21,155 23, #5 3" o.c. 4 21,155 23, Seismic includes designs in all Seismic Design Categories and designs using R 3.0 or R = 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, use MFSL (see page 84). 4. Ties, hairpins and vertical shall be ASTM A615 or A706, Grade 60 reinforcing, and are not supplied by Simpson Strong Tie. Tie and hairpin installation is shown on page Hairpins must be spaced at 2" o.c. (see page 88). 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 allowable load tables, or column shear reactions calculated in accordance with allowable load tables, footnote LRFD capacities may be obtained by multiplying tabulated values by 1.6 for wind or by dividing tabulated values by 0.7 for seismic. 9. Solutions are base on standard strength MFAB_- -KT anchorage assembly, except shaded values, where high strength MFAB_- HS-KT anchorage assembly is required. 10. See page 85 for additional anchor strength requirements. Use high strength MFAB_- HS-KT anchorage assemblies where required by either tension or shear anchorage. 11. See page 85 for tension anchorage solutions. 4½" 4½" 6" 3" 6" C6 C12 4½" 3" 4½" 7½" 3" 7½" C9 C15 89

90 SIMPSON Strong-Tie OMF-TPL for C6 Two Bolts R Four Bolts for C9, C12 & C15 R SIMPSON Strong-Tie OMF-TPL for C6 Two Bolts R Four Bolts for C9, C12 & C15 R Strong Frame Ordinary Moment Frame Anchor Bolt Layout Strong Frame Ordinary Moment Frame Anchor Bolt Layout: Standard Sizes Column Size C6 C9 C12 C15 Frame Nominal Width Clear- Opening Width, W1 Outside Frame Width, W2 OMF-TPL Template Layout Dimension (A) 8' 8'-2" 9'-8" 8'-11" 10' 10'-2" 11'-8" 10'-11" 12' 12'-4" 13'-10" 13'-1" 14' 14'-4" 15'-10" 15'-1" 16' 16'-4" 17'-10" 17'-1" 18' 18'-4" 19'-10" 19'-1" 20' 20'-4" 21'-10" 21'-1" 8' 8'-2" 10'-2" 9'-2" 10' 10'-2" 12'-2" 11'-2" 12' 12'-4" 14'-4" 13'-4" 14' 14'-4" 16'-4" 15'-4" 16' 16'-4" 18'-4" 17'-4" 18' 18'-4" 20'-4" 19'-4" 20' 20'-4" 22'-4" 21'-4" 8' 8'-2" 10'-8" 9'-5" 10' 10'-2" 12'-8" 11'-5" 12' 12'-4" 14'-10" 13'-7" 14' 14'-4" 16'-10" 15'-7" 16' 16'-4" 18'-10" 17'-7" 18' 18'-4" 20'-10" 19'-7" 20' 20'-4" 22'-10" 21'-7" 8' 8'-2" 11'-2" 9'-8" 10' 10'-2" 13'-2" 11'-8" 12' 12'-4" 15'-4" 13'-10" 14' 14'-4" 17'-4" 15'-10" 16' 16'-4" 19'-4" 17'-10" 18' 18'-4" 21'-4" 19'-10" 20' 20'-4" 23'-4" 21'-10" Custom Strong Frame Bolt Layout Column Size Steel Column Depth, Dc Column Depth, Wc 1 W1 1 Anchor Bolt Centerline Number of Anchor Rods (per column) W2 Number of Anchor Bolts C6 6 9 Varies W1+9" W1+18" 2 C Varies W1+12" W1+24" 4 C Varies W1+15" W1+30" 4 C Varies W1+18" W1+36" 4 C18H Varies W1+22.5" W1+45" 4 C21H Varies W1+25.5" W1+51" 4 Beam Length Clear opening width (W1) Outside frame width (W2) Anchor bolt center line (A) Note: 1. W1 = Beam Length - 3" (C6, C9, C12 and C15) W1 = Beam Length - 6" (C18H and C21H) Anchor Bolt Layout Column Center Line Four Bolts for C9, C12 & C15 Inside Frame Anchor Bolt Centerline Dimension (A) Clear opening width (W1) Inside Frame Column Center Line Two Bolts for C6 SIMPSON Strong-Tie OMF-TPL Column Center Line Four Bolts for C9, C12 & C15 Inside Frame Anchor Bolt Centerline Dimension (A) Clear opening width (W1) (2) 2x FOR C18H AND C21H Inside Frame Column Center Line Two Bolts for C6 SIMPSON Strong-Tie OMF-TPL Anchor Bolt Centerline Dimension (A) Anchor Bolt Centerline Dimension (A) Outside frame width (W2) AB LAYOUT FOR C6 COLUMN Outside frame width (W2) AB LAYOUT FOR ALL OTHER COLUMNS (C9, C12, C15, C18H, C21H) 90

91 Ordinary Moment Frame Design Examples Wind/Anchorage Example #1: Garage-Front Wind Application Given 2009 or 2012 IBC, Wind Design, 2,500 psi concrete Seismic Design Category A, R = 3 20-ft Floor & 30-ft Roof Span Tributary to Frame Vertical Loads: Roof 20 psf Dead, 20 psf Live Floor 15 psf Dead, 40 psf Live Wall Weight = 12 psf Nominal top plate height = 8'-0" Garage Opening = 16'-0" wide x 7'-0" tall Total ASD Force to Frame, V frame = 3, ,000 = 8,000 lbs 10" wide x 6" tall curb with 12" tall step (height above footing) Select Frame Step 1: Check if Ordinary Moment Frame is Permitted Seismic Design Category A no limit on use of OMF, OK Step 2: Check R Value Seismic loads calculated using R = 3 Loads do not need to be converted, OK Step 3: Select Nominal Height and Width Nominal frame height: 8 ft. Nominal frame width: 16 ft. Step 4: Check Vertical Loading W DL = 20 psf x 30'/ psf x 20'/ psf x 8' = 546 plf < 800 plf, OK W RLL = 20 psf x 30'/2 = 300 plf < 400 plf, OK W FLL = 40 psf x 20'/2 = 400 plf = 400 plf, OK Vertical loads are less than frame design uniform load. Therefore, use Maximum values. Step 5: Select Strong Frame Ordinary Moment Frame Model Using allowable load table for 8 ft. nominal height frames on pages 64 to 65, select 16 ft. wide frame with a Maximum greater than applied shear: For OMF912-16x8: Allowable ASD shear = 11,045 lbs > 8,000 lbs, OK Step 6: Check W max Check of W max not required when frame is selected using Maximum, OK Step 7: Check Ordinary Moment Frame Dimensions Using tables at the top of page 64: Clear-opening width: W1 = 16'-4" > 16'- 0", OK Outside frame width: W2 = 18'-4" < 20-ft", OK Clear-opening height: H3 + curb height above slab = 6'-6¾" + 6" =7'-0 ¾"> 7'- 0", OK Step 8: Select Bolt Tightening Requirements For Seismic Design Category A with R = 3 Specify snug-tight bolts for end plate connection Step 9: Select Top Plate Fasteners Using allowable load table on page 64: Select (21) - ¼" x 3½" Strong-Drive SDS screws Design for load combinations with overstrength not required in Seismic Design Category A 3000 lbs 5000 lbs 16-ft 20-ft 8-ft 8-ft Tension Anchorage Design Step 1: Determine Concrete Condition Concrete is uncracked Note: Designer must determine whether cracked or uncracked concrete is applicable based on the project conditions in accordance with ACI 318 Appendix D. Step 2: Select Anchorage Design Method Use Simplified design method Step 3: Determine Tension Reaction No calculation of reactions required for Simplified design method Step 4: Select Minimum Footing Size for Tension Using Table 1.1 on page 85: C9 column 8-ft tall, wind loading, uncracked concrete: W = 19", d e = 6" Step 5: Determine Anchorage Assembly Strength From Table 1.1, footnote 3, anchorage strength for Simplified design is determined based on shear anchorage. Step 6: Determine Rod Length and Footing Size For 12" tall step (above footing): Required l e = d e +12" = 18" Select MFSL-24-5-KT, l e = 18½" (see figure below), OK Minimum footing depth = 18½" - 12"(step) + 4" = 10½" l e 12" d e 4" min. ½ W W ½ W 10" 6" MFSL assembly 91

92 Ordinary Moment Frame Design Examples Wind/Anchorage Example #1: Garage Front Wind Application (cont.) SHEAR ANCHORAGE DESIGN Step 1: Select Anchorage Assembly Type Select MFSL anchorage assembly for ease of installation and to allow installation flush with edge of concrete curb Step 2: Select Anchorage Design Method Use Simplified design method Step 3: Determine Reactions No calculation of reactions required for Simplified design method Step 4: Determine Inside and Outside End Distance Using Table 2.1 on page 86: C9 column 8-ft tall, Maximum with uniform load, 10" curb: Minimum inside end distance = 6" C9 column 8-ft tall, Maximum with uniform load, 10" curb: Minimum outside end distance = 7½" Step 5: Determine Anchorage Assembly Strength Using Table 2.1 on page 86: C9 column 8-ft tall, Maximum with uniform load, 10" curb: Standard strength MFSL (value not shaded) Step 6: Verify Ordinary Moment Frame Dimensions Since end distances exceed minimum with nailer flush with concrete (4½"), check overall frame width. Using tables at the top of page 64: W1 = 16'-4" W2 = 18'-4" Clear-opening width = W1 2[(inside end) (4½")] = (16'-4") 2[(6") (4½")] = 16'-1" > 16'- 0", OK Outside frame width = W2 + 2[(outside end) (4½")] = (18'-4") + 2[(7½") (4½")] = 18'-10" < 20'-0", OK SUMMARY Strong Frame Model: OMF912-16x8 End-Plate Bolts: Snug-tight Top-Plate Fasteners: (21) - ¼" x 3½" SDS screws Anchorage Assembly: MFSL-24-5-KT Outside end distance: 7½" Inside end distance: 6" Minimum footing size for anchorage: 19"x19"x10½" Min. 7½" outside end distance Column and pre-installed nailers 4½" 3" 4½" Min. 6" inside end distance Edge of curb Notes: 1. Design of anchorage using the Simplified design method as shown is simplest. Design using Detailed design method with calculated reactions based on applied lateral and vertical loading may result in more economical anchorage designs (see Example #2). 2. Footing size shown is based on anchorage design only. Actual footing/grade beam size and reinforcing must be determined by Designer based on project specific geometry and allowable soil bearing pressures. 3. Overturning load on steel beam from shear wall above is not shown for simplicity; Designer must include overturning forces in steel beam check as required. 4. Wind roof uplift load on Strong Frame ordinary moment frame not shown. Designer must include roof wind uplift forces on frame check as required. 5. Out of plane load on Strong Frame ordinary moment frame not shown. Designer must include out of plane wind forces on frame check as required. See detail 14/OMF3 page 108 for more information. 92

93 Ordinary Moment Frame Design Examples Seismic/Anchorage Example #2: 1st of 3-Story Seismic Application Given 2009 or 2012 IBC, Seismic Design, 3,000 psi concrete Seismic Design Category D, R = 6.5, Ω o = 2.5 S DS =1.5 g 20-ft Floor & 20-ft Roof Span Tributary to Frame Apartment building, wood-frame construction Vertical Loads: Roof 16 psf Dead, 20 psf Live Floor 15 psf Dead, 40 psf Live Wall Weight = 12 psf Opening = 10'-0" wide x 8'-0" tall Total ASD Force to Frame, V frame = 2, , ,800 = 6,300 lbs Slab on grade with 10" tall step (height above footing) SELECT FRAME Step 1: Check if Ordinary Moment Frame is Permitted Use of ordinary moment frame in multi-story structures in Seismic Design Category D is limited by ASCE 7-05 Section and ASCE7-10 Section Light-frame construction Wood-frame construction, OK Height less than 35 ft Height = 29 ft, OK Tributary roof and floor dead load 35 psf Roof dead load = 16 psf, OK Floor dead load = 15 psf, OK Tributary exterior wall dead load 20 psf Wall weight = 12 psf, OK Step 2: Check R Value Seismic loads are calculated using R=6.5 Convert forces to R=3.5 forces for OMF selection: V frame = (6.5/3.5) x 6,300 = 11,700 lbs Note: In accordance with ASCE 7 Sections and for combinations of lateral systems, shear walls in the stories above the moment frame may be designed for forces with R=6.5, and the ordinary moment frame and shear walls in the same story that resist lateral loads in the same direction as the frame must be designed for forces based on R=3.5. Step 3: Select Nominal Height and Width Nominal frame height: 10 ft. Nominal frame width: 10 ft. Step 4: Check Vertical Loading Since S DS = 1.5 g > 1.0 g, include additional vertical seismic load effects in dead load check (footnote 2, page 69): W DL = (16 psf x 20'/2) + (2 x 15 psf x 20'/2) + (12 psf x 8' x 2) = 652 plf ( S DS )W DL = (1.0 + (0.14x1.5))x(652 plf) = 789 plf < 800 plf, OK W RLL = 20 psf x 20'/2 = 200 plf < 400 plf, OK W FLL = 2 x 40 psf x 20'/2 = 800 plf > 400 plf, Exceeds Limit Uniform vertical loads exceed frame design uniform load. Therefore, use Minimum values to select frame lbs 1800 lbs 1800 lbs 8-ft 10-ft 8-ft 8-ft 10-ft Step 5: Select Strong Frame Ordinary Moment Frame Model Using allowable load table for 10 ft. nominal height frames on pages 68 69, select 10 ft. wide frame with a Minimum greater than applied shear: For OMF x10: Allowable ASD shear = 11,920 lbs > 11,700 lbs, OK Step 6: Check W max Maximum total gravity load (IBC Eq governs): W = W DL (E v + W FLL + W RLL ) where E v = 0.14S DS W DL = [ ((0.14 x 1.5 x 652) )] x 10' = 1,505 plf x 10' = 15,050 lbs. Note: Designer must determine governing load combination per applicable building code. From table on page 68 for OMF x10: W max = 40,000 lbs > 15,050 lbs, Vertical Load OK Step 7: Check Ordinary Moment Frame Dimensions Using tables at the top of page 68 Clear-opening width: W1 = 10'-2" > 10'- 0", OK Outside frame width: W2 = 12'-8" < 13'- 0", OK Clear-opening height: H3 = 8'-6¾" > 8'- 0", OK Step 8: Select Bolt Tightening Requirements For Seismic Design Category D Pretensioned bolts required for end plate connection Step 9: Select Top-Plate Fasteners In Seismic Design Category D, design connection of top plate to MF to include load combinations with overstrength for collector loads. Assume half of total shear is delivered through collector: E mh = 2.5 x (11,700 lbs/2) + (11,700 lbs/2) = 20,475 lbs SDS screw allowable shear = 1.6 x 340 lbs = 544 lbs Number of screws = (20,475 lbs)/(544 lbs) = 38 Select (38) - ¼" x 3½" SDS screws (2 6" o.c., staggered) 93

94 Ordinary Moment Frame Design Examples Seismic/Anchorage Example #2: 1st of 3-Story Seismic Application (cont.) TENSION ANCHORAGE DESIGN Step 1: Determine Concrete Condition Concrete is cracked Note: Designer must determine whether cracked or uncracked concrete is applicable based on the project conditions in accordance with ACI 318 Appendix D. Step 2: Select Anchorage Design Method Use Detailed design method Step 3: Determine Tension Reaction Option 1 Use tabulated maximum tension reaction for OMF x10 on page 68: Maximum Column Reactions Tension: T = 9,995 lbs Option 2 Calculate tension reaction for project loads (see page 69, footnote 5) T = (V x h - M R )/L V = 11,700 lbs, h = 10'-¾" - 6" = 9'-6¾" L = 10'-2" + 12" + 3" = 11'-5" (column centerline dimension) M R = ½ ( S DS )wl 2 = ½( x1.5)(652 plf) (11'-5") 2 = 16,570 ft-lbs T = ((11,700 lbs x 9'-6¾") 16,570 ft-lbs) / 11'-5" = 8,350 lbs Step 4: Select Minimum Footing Size for Tension Using Table 1.2 on page 87 and reaction from Option 2 in Step 3: C12 column, seismic loading, cracked concrete, T = 8,350 lbs: W = 42", d e = 13" Step 5: Determine Anchorage Assembly Strength Using Table 1.2 on page 85, footnote 6: C12 column, 10 ft tall, seismic loading: High strength anchorage assembly required Step 6: Determine Rod Length and Footing Size For slab on grade with 10" step height: Required l e = d e + 10" = 23" Select MFAB-30-HSS-KT, l e =24" (see figure below), OK Minimum footing depth = 24" - 10" (curb) + 4" = 18" l e 4" min. 10" d e ½ W W ½ W 4 - #3 Hairpin ties MFAB9-30HS-KT SHEAR ANCHORAGE DESIGN Step 1: Select Anchorage Assembly Type Select MFAB for high capacity at foundation corner Step 2: Select Anchorage Design Method Use Detailed design method Step 3: Determine Reactions Option 1 Use tabulated maximum seismic shear reaction for OMF x10 on page 68: Maximum Column Reactions for Seismic with R=3.5, Ω o =2.5: V = 15,600 lbs Option 2 Calculate shear reaction for project loads (see page 69, footnotes 15 and 4) R H = (Ω o V/2) + X(2/3wL) Ω o = 2.5 V = 11,700 lbs X = w = W DL + E v = 789 plf Note: Designer must determine governing load combination per applicable code. L = (10'-2") + (3") + (12") = 11'-5" R H = (2.5)(11,700 lbs / 2) + (0.112)(2/3)(789 plf)(11'-5") = 15,300 lbs Step 4: Determine Reinforcement Using Table 3.2 on page 89 and reaction from Option 2 in Step 3: C12 column, slab-on-grade, seismic loading: 4 - #3 hairpins, allowable shear = 23,690 lbs > 15,300 lbs, OK Step 5: Determine Anchorage Assembly Strength Using Table 3.2 on page 89: C12 column, slab-on-grade, seismic loading, 4 - #3 hairpins: High strength MFAB (value shaded) SUMMARY Strong Frame Model: OMF x10 End-Plate Bolts: Pretensioned Top-Plate Fasteners: (38) - ¼" x 3½" SDS screws Anchorage Assembly: MFAB-30-HSS-KT Reinforcement: 4 - #3 hairpins Minimum footing size for anchorage: 42"x42"x18" Notes: 1. Footing size shown is based on anchorage design only. Actual footing/grade beam size and reinforcing must be determined by Designer based on project specific geometry and allowable soil bearing pressures. 2. Overturning load on steel beam from shear wall above is not shown for simplicity; Designer must include shear wall overturning forces in steel beam check as required. 3. Design of diaphragms, including the requirements of ASCE 7-05 Section , is not shown and is the responsibility of the Designer. 94

95 B19H ENDPLATE Strong Frame Ordinary Moment Frame: Installation Details PL. 1-1/4" x 5 1 2" x 26" " Ø HOLES (8 TOTAL) PL. 1-1/4" x 5 1 2" x " " Ø HOLES (8 TOTAL) STEEL STRONG-FRAME INSTALLATION DETAILS ENGINEERED DESIGNS B16H ENDPLATE PL. 3/4" x 5 1 2" x 18" PL. 1-1/4" x 5 1 2" x 19" GENERAL NOTES 7/OMF1 LATE 15 16" Ø HOLES (8 TOTAL) B12H ENDPLATE " Ø HOLES (8 TOTAL) OMF1 BEAM, COLUMN AND BASEPLATE DIMENSIONS Download drawings at PL. 3/4" x 5 1 2" x 25" 15 16" Ø HOLES (8 TOTAL) PL. 1-1/4" x 5 1 2" x 26" " Ø HOLES 4/OMF1 95

96 Ordinary Moment Frame: Installation Details CAP PLATE TOP OF CAP PLATE H_STEEL BEAM2 A STIFF. FOR C18H AND C21H ONLY H_STEEL BEAM2 STIFFENER PLATES BOTTOM OF STIFF. PLATE (CTR BTW HOLES) SECTION A-A " Ø HOLES, TYP "Ø HOLES FOR C18H OR C21H (8 TOTAL) TOP-LEVEL BEAM A TOP LEVEL BEAM-TO-COLUMN CONNECTION (1- AND 2-STORY FRAMES) 1/OMF2S A STIFFENER PLATE TOP OF BEAM & STIFFENER PLATES H_STEEL BEAM1 d b STIFFENER PLATE BOTTOM OF BEAM & STIFFENER PLATES HOLES - SEE SCHEDULE FOR SIZE (8 TOTAL) SECTION A-A MID-LEVEL BEAM A H_STEEL BEAM1 STIFFENER PLATES MID LEVEL BEAM-TO-COLUMN CONNECTION (2-STORY FRAMES ONLY) 2/OMF2S 96

97 Ordinary Moment Frame: Installation Details B9 ENDPLATE B9 ENDPLATE 15 16" Ø HOLES (8 TOTAL) 15 16" Ø HOLES (8 TOTAL) 15 16" Ø HOLES " Ø HOLES (8 TOTAL) (8 TOTAL) 15 16" Ø HOLES " Ø HOLES B12 ENDPLATE (8 TOTAL) B12H ENDPLATE (8 TOTAL) B12 ENDPLATE B12H ENDPLATE 15 16" Ø HOLES (8 TOTAL) 15 16" Ø HOLES (8 TOTAL) " Ø HOLES (8 TOTAL) " Ø HOLES (8 TOTAL) 15 16" Ø HOLES (8 TOTAL) 15 16" Ø HOLES (8 TOTAL) " Ø HOLES (8 TOTAL) " Ø HOLES (8 TOTAL) B16 ENDPLATE B16H ENDPLATE B19 ENDPLATE B19H ENDPLATE B16 ENDPLATE B16H ENDPLATE B19 ENDPLATE B19H ENDPLATE END PLATE DIMENSIONS 4/OMF2S PL 3/4" PL 1/2" PL 1/2" C18H COLUMN 1" DIAMETER HOLES (4 TOTAL) PL 3/4" C15 COLUMN 7 8" DIAMETER HOLES (4 TOTAL) PL 1/2" C12 COLUMN 7 8" DIAMETER HOLES (4 TOTAL) 1" DIAMETER HOLES (4 TOTAL) 7 8" DIAMETER HOLES (4 TOTAL) C21H COLUMN C9 COLUMN COLUMN BASE PLATE DETAILS 4/OMF2S 97

98 Moment Frame Anchorage Installation Details SLAB-ON-GRADE FOUNDAT SLAB-ON-GRADE SLAB-ON-GRADE FOUNDATION FOUNDATION ANCHORAGE ANCHORAGE DETAILS DETAILS SLAB-ON-GRADE FOUNDATION FOUNDATION SLAB-ON-GRADE ANCHORAGE ANCHORAGE DETAILS DETAILS FOUNDATION DETAILS ANCHORAGE DETAILS 1 STEMWALL 1/OMF2 1 STEMWA FOU 98 Download drawings at

99 Strong Frame Moment Frame Anchorage Installation Details SLAB-ON-GRADE FOUNDATION ANCHORAGE DETAILS SLAB-ON-GRADE FOUNDATION ANCHORAGE DETAILS 1 STEM C-SF SIMPSON STRONG-TIE COMPANY INC. CONCRETE CURB FOU INTE CONCRETE CURB FOUNDATION ANCHORAGE DETAI CONCRETE CURB FOUNDATION ANCHORAGE DETAILS CONCRETE CURB FOUNDATION ANCHORAGE DETAILS Download drawings at 2/OMF2 2 BRICK 99

100 Moment Frame Anchorage Installation Details STEMWALL FOUNDATION ANCHORAGE DETAILS 3 COL. CONCRETE STEMWALL FOUNDATION ANCHORAGE DETAILS 3/OMF2 100 Download drawings at

101 Moment Frame Anchorage Installation Details 1 STEMWALL FOUNDATION ANCHORAGE DETAILS 3 COL. HE INTERIOR FOUNDATION ANCHORAGE DETAILS 4/OMF2 INTERIOR FOUNDATION ANCHORAGE DETAILS 4 DEPRES 2 BRICK LEDGE FOUNDATION ANCHORAGE DETAILS 5 DEPR BRICK LEDGE FOUNDATION ANCHORAGE DETAILS 5/OMF2 Download drawings at 101

102 Strong Frame Moment Frame Anchorage Installation Details COL. HEIGHT ADJ. AT STEMWALL 3 COLUMN HEIGHT ADJUSTMENT AT STEMWALL FOOTINGS /OMF2 7 6 LLATION DETAILS ERED DESIGNS FOUNDATION ANCHORAGE DETAILS DEPRESSED COL. AT STEMWALL DEPRESSED COL. AT STEMWALL 4 COL. HEIGHT ADJ. AT STEMWALL 3 6/OMF2 NG-FRAME UNDATION ANCHORAGE DETAILS 6 C-SF SIMPSON STRONG-TIE COMPANY INC. OUNDATION ANCHORAGE DETAILS DEPRESSED COL. AT S.O.G. DEPRESSED COL. AT S.O.G. Download drawings at 8/OMF2 8 O

103 Strong Frame Ordinary Moment Frame: Installation Details 1/OMF3 6x HOLDOWN POST TO STRONG FRAME BEAM 2/OMF3 HOLDOWN POST TO STRONG FRAME COLUMN 3/OMF3 HOLDOWN POST TO STRONG FRAME COLUMN 4/OMF3 C-SF SIMPSON STRONG-TIE COMPANY INC. HOLDOWN POST TO STRONG FRAME BEAM Download drawings at 103

104 Strong Frame Ordinary Moment Frame: Installation Details TOP OF FRAME ADJUSTMENT TOP OF FRAME ADJUSTMENT 2 5 5/OMF3 TOP PLATE SPLICE DETAIL 6 WOOD BM TO OMF COL. CONN. TOP PLATE SPLICE DETAIL STEEL BEAM TO OMF BEAM/COL. COLLECTOR DETAILS /OMF3 9 7/OMF3 Download drawings at C-SF SIMPSON STRONG-TIE COMPANY INC. 1

105 Strong Frame Ordinary Moment Frame: Installation Details 8/OMF3 STEEL BEAM TO STRONG FRAME ORDINARY MOMENT FRAME BEAM/COL CONNECTION 9/OMF3 C-SF SIMPSON STRONG-TIE COMPANY INC. WOOD BEAM TO STRONG FRAME ORDINARY MOMENT FRAME COLUMN CONNECTION Download drawings at 105

106 Strong Frame db + db Ordinary Moment Frame: Installation Details 10/OMF3 db + db RAKE WALL DETAILS 11/OMF3 db + db C-SF SIMPSON STRONG-TIE COMPANY INC. WELDING LIMITS 13/OMF3 WOOD INFILL 106 Download drawings at

107 Ordinary Moment Frame: Installation Details 8 9 ALLOWABLE BEAM AND COLUMN PENETRATIONS 12 ALLOWABLE BEAM AND COLUMN PENETRATIONS 12/OMF3 Download drawings at 107

108 Strong Frame db Ordinary Moment Frame: Installation Details 14/OMF3 BEAM-COLUMN CONNECTION 15/OMF3 C-SF SIMPSON STRONG-TIE COMPANY INC. NAILER BOLT ALLOWABLE LOADS 108

109 Top-Flange Joist Hangers I Joist and Structural Composite Lumber Hangers Simpson Strong Tie offers several top flange hanger options for attaching joists to the Strong Frame ordinary moment frame. Funnel Flange 1⁷ ₁₆" ITS: The innovative ITS sets a new standard for engineered wood top flange hangers. The ITS installs faster and uses fewer nails than any other EWP top flange hanger. The new Strong Grip seat enables standard joist installation without joist nails resulting in the lowest installed cost. 2" W ITS MIT/HIT: These joist hangers feature positive-angle nailing, which allows the nail to be driven at approximately 45 into the joist flange. This minimizes splitting of the flanges while permitting time saving nailing from a better angle. HIT Installation on a Strong Frame beam with pre- installed nailers BA: A cost effective hanger targeted at high-capacity I joists and common structural composite lumber applications. A min/max joist nail option creates added versatility. The unique two-level embossment provides added stiffness to the top flange. BA Patent Pending BA installed on a Strong Frame beam with pre-installed nailers using minimum nailing LBV, B and HB: The newly improved LBV, B and HB hangers offer wide versatility for I joists and structural composite lumber. The enhanced load capacity widens the range of applications for these hangers. The LBV features positive angle nailing and does not require the use of web stiffeners for standard non modified I joist installations. LBV HB (requires 4x nailer) (B Similar) 7 Ga. Top Flange LBV features Positive Angle Nailing, no web stiffeners are required W, WP, WPU, HWU and HW: This series of purlin hangers offer the greatest design flexibility and versatility. See the Simpson Strong Tie Wood Construction Connectors catalog for complete information and General Notes for these joist hangers. For allowable loads, see T-NAILERUPLFT. If bottom of hanger falls in web area of steel beam, use W, WP or HW hanger. WP WP Installed WNPPTIN_STRONG_FRAME_GLULAM 109

110 How to Order a Custom-Sized Moment Frame Every project has its unique characteristics and requirements. Beyond the pre-engineered solutions included in this catalog, Simpson Strong-Tie offers Strong Frame moment frames that can be designed and ordered in many different ways to best suit your needs without longer lead times that can delay your project. Design and Order Options for Your Strong Frame Moment Frame Ordinary Moment Frame Design a custom-sized, one- or two-story frame using the Strong Frame Selector software Frames can be shipped with or without nailers or connection hardware Fully assembled frames with maximum height or width of 14 feet (call for details) Special Moment Frame Design a custom-sized frame using the Strong Frame Selector software Frames can be shipped with or without nailers or connection hardware Fully-assembled frames with maximum height or width of 14 feet (call for details) Link kits for EOR-designed frames using AISC 358 Complete replacement link kits Anchorage Options Select anchorage using this catalog or using the Strong Frame Selector software Design your own anchorage for an EOR-designed solution (call Simpson Strong-Tie for lead times) *Multi-bay and multi-story solutions are also available for special moment frames. Call Simpson Strong-Tie for details. Restrictions apply. 110

111 Custom Yield-Link Structural Fuse Worksheet The Simpson Strong Tie Strong Frame special moment frame replaceable Yield-Link structural fuse is pending prequalified approval in AISC 358, Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications. Using the design methodology detailed, you can design your own special moment frame connection using our patented Yield-Link structural fuse. Simply fill in the parameters on our website at or by using the form below and return to Simpson Strong Tie. We will manufacture your custom-designed Yield-Link fuse with fast lead times and under strict quality control procedures and deliver to your construction team with all of the required hardware necessary to assemble the connection. Buckling restraint plate and spacers included. Patent #8,001,734 B2 A B C D E D_STEM (HOLE DIAMETER) EQ. G EQ. A B 4-BOLT LINK D_STEM (HOLE DIAMETER) F G L H J M N EQ. EQ. 1/2" EQ EQ. EQ. EQ M N F G L EQ. H EQ. J EQ EQ K R=1/2" TYP. C D D E EQ F K R=1/2" TYP. EQ. 6-BOLT LINK EQ. EQ D_FLG (HOLE DIAMETER) LINK FLANGE LINK STEM Link ID # of Flange Bolts A (in) B (in) C (in) D (in) E (in) LINK SCHEDULE F (in) G (in) H (in) J (in) K (in) L (in) M (in) N (in) Link Stem Bolts (dia. X l) X X X X X Col-Link Bolts (dia. X l) X X X X X 111

112 One-Story Moment Frame Worksheet (1 of 2) Frames that do not meet loading limitations included in the catalog tables may be analyzed using the Simpson Strong-Tie Strong Frame Selector software (download a free copy at If you prefer, we can analyze the frame for you. Simply copy this form, fill it out and fax to , or visit our website to download an electronic version and the completed worksheet to asksimpson@strongtie.com. 1. Project Information Project Name: Project Address: Engineer: Strong Frame Model: Date: Phone: Preliminary size from catalog- Please analyse and let me know my options Custom height and width frame (Please submit Custom Frame Worksheet with this worksheet) 2. Design Criteria Design Code: 2009 IBC Response Modifcation Coefficient, R=8.0 R= IBC R, for Frame Design: R=3.5 R=3.0 R<3.0 R = Beam Deflection Limits: Deflection Amplification Factor, C d : C d =3.0 C d=4.0 Floor LL: L/ System Overstrength Factor, Ω o : Ω o =3.0 Ω o =2.5 C d =5.5 C = d DL + LL: L/ Seismic Importance Factor, I: I=1.00 I=1.25 I=1.50 Snow / Wind: L/ Seismic Drift Limit: 0.025h 0.020h 0.015h Wind Drift Limit: h/ Seismic S DS Value: S DS = g 3. Loading Provide all loads at ASD level. Negative values for uplift direction) 3.1 Lateral Loads 3.2 Uniform Loads V EQ = lbs Load (plf) X L (ft) X R (ft) To RCC V Wind = R used to calculate VEQ : R=3.5 R=6.5 R=8.0 Other: lbs W DL1 W DL2 W DL3 W RLL W LL1 W LL2 Snow Wind 3.3 Vertical Point Loads on Beam Rain (Include Ω ο as applicable) DL LL RLL Snow Rain Wind Seismic X i (ft) P 1 (lbs) X 1 P 2 (lbs) X 2 P 3 (lbs) X 3 P 4 (lbs) X 4 P 5 (lbs) X 5 P 6 (lbs) X 6 Left Column Centerline (LCC) X i P i W Right Column Centerline (RCC) To RCC V, V EQ W X L 112 X R

113 One-Story Moment Frame Worksheet (2 of 2) Frames that do not match the standard sizes included in the catalog may be analyzed using the Simpson Strong Tie Strong Frame Selector software (download a free copy at If you prefer, we can analyze the frame for you. Simply copy this form, fill it out and fax to , or visit our website to download an electronic version and the completed worksheet to asksimpson@strongtie.com. Also complete and submit the Alternate Loading Worksheet with this worksheet. 1. Project Information Project Name: Project Address: Engineer: Date: Phone: 2. Frame Geometry Minimum Clear Opening Width: W1 = in. Wall Width at Left Column: A = in. Wall Width at Right Column: B = in. Top of Concrete to Top of Plate: H1 = in. Minimum Clear Opening Height: Hmin = in. Field-installed double top plate Extend field-installed single top plate and connect to beam nailer Top of Strong Frame ordinary moment frame wood nailer Beam Depth (inc. nailers) H1, top of concrete to top of field installed top plate 1½" grout and 1½" top plate assumed A wall dimension W1 Clear wood to wood 5/8 " φ Anchor rods B wall dimension Column Depth (inc. nailers) All heights assume 1½" non-shrink grout Hmin, top of concrete To top of opening (Please fill out and submit both worksheet pages.) 113

114 Two-Story Moment Frame Worksheet (1 of 2) Simpson Strong Tie offers two-story Strong Frame Ordinary Moment Frame solutions. Simply copy this form, fill it out and fax to , or visit our website to download an electronic version and the completed worksheet to 1. Project Information Project Name: Project Address: Engineer: Date: Phone: 2. Design Criteria Design Code: 2009 IBC 2012 IBC Response Modification Coefficient, R, for OMF Design: R=8.0 R=3.5 R=6.5 R=3.0 R<3.0 R = Beam Deflection Limits Deflection Amplication Factor, C d : C d =3.0 Other: Beam 1 Beam 2 System Overstrength Factor, Ω o : Ω o =3.0 Ω o =2.5 LL: L/ L/ Siesmic Importance Factor, I: I=1.00 I=1.25 I=1.50 DL + LL: L/ L/ Seismic Drift Limit: 0.025h 0.020h 0.015h Snow/Wind: L/ L/ Seismic S DS Value: S DS = g Wind Drift Limit: h/ 3. Loading (Provide all loads at ASD level. Negative values for uplift direction) 3.1 Lateral Loads 3.2 Uniform Loads F EQ1 = lbs Load (plf) X L (ft) X R (ft) To RCC F EQ2 = lbs W DL1 W R used to calculate F DL2 EQ : W DL3 R=3.5 W RLL1 R=6.5 W RLL2 R=8.0 W LL1 Other: W LL2 F Wind1 = lbs W LL3 F Snow Wind2 = lbs Wind 3.3 Vertical Point Loads on Beam Rain (Include Ω o as applicable) DL LL RLL Snow Rain Wind Seismic Beam P 1 (lbs) P 2 (lbs) P 3 (lbs) P 4 (lbs) P 5 (lbs) P 6 (lbs) P 7 (lbs) P 8 (lbs) X 1 X 2 X 3 X 4 X 5 X 6 X 7 X 8 X i (ft) Beam To RCC F F 114

115 Two-Story Moment Frame Worksheet (2 of 2) Project Name: Engineer Date: Phone: 4. Frame Geometry 4.1 First Story Minimum Clear Opening Width: Wall Width at Left Column: Wall Width at Right Column: Top of Concrete to Top of Beam Nailer: Minimum Clear Opening Height: 4.2 Second Story Floor System Depth: Top of Sheathing to Top of Plate: Minimum Clear Opening Height: W1 = A = B = H1 = H1 min = D = H2 = H2 min = in. in. in. in. in. in. in. in. Field-installed double top plate Extend field-installed single top plate and connect to beam nailer Top of Strong Frame wood nailer Beam 2* D floor system depth H2, top of sheathing to top of field installed top plate 1½" top plate assumed H1, top of concrete to top of beam top nailer Column Column A wall dimension Floor framing Beam 1* Floor sheathing W1 Clear wood to wood B wall dimension Column Column H2 min clear opening height H1 min clear opening height Field-installed double top plate *Beam top nailers are 4x6 for frames with C18H and C21H OMF columns and (2) 2x6 for all other columns. OMF LIMITS: W1 min = 5' W1 max = 24' H1 min = 6' H1 max = 20' H2 min = 6' H2 max = 20' H1 + D + H2 < 35' *Beam top nailers are 4x8 for all SMF beams. SMF LIMITS: Anchor rods All heights assume 1½" non-shrink grout W1 min = 7' W1 max = 30' H1 min = 7' H1 max = 24' H2 min = 7' H2 max = 24' 115

116 Every day we work hard to earn your business, blending the talents of our people with the quality of our products and services to exceed your expectations. This is our pledge to you. Wood Construction Connectors Includes specifications and installation instructions on wood to wood and wood toconcrete structural connectors. Includes load tables and material specifications. Anchoring and Fastening Systems for Concrete and Masonry Includes application information, specifications and load values for adhesive and mechanical anchors, powder & gas-actuated fastening and carbide drill bits. Fastening Systems A complete line of laborsaving auto feed systems and specialty fasteners for a wide range of commercial and residential construction applications. Strong Wall walls All the information on our Strong Wall shearwalls is now in one easy to use catalog: technical data, installation information, structural details and more. The catalog also features new solutions for two story and balloon frame applications as well as an extensive section on braced frame requirements under the various building codes. Anchor Tiedown Systems This system is designed to provide the over turning holdown capacity for multi story commercial buildings. This holdown application is easy to specify, install and inspect. High Wind Framing Connection Guide Developed for designers and engineers as a companion to the AF&PA Wood Frame Construction Manual. Code Compliant Repair and Protection Guide Developed for building professionals to help explain products and techniques related to the installation of utilities in wood frame construction. Free Simpson Strong Tie CD ROM Our CD ROM features our latest catalogs, fliers, technical bulletins, code reports, product list prices, UPC information, and the Simpson Strong Tie Connector Selector program. It also includes the Drawing Library. Home Office 5956 W. Las Positas Blvd. Pleasanton, CA Tel: 925/ Fax: 925/ Northwest U.S.A S. Airport Way Stockton, CA Tel: 209/ Fax: 209/ Southwest U.S.A Holly Street Riverside, CA Tel: 714/ Fax: 951/ Northeast U.S.A International Street Columbus, OH Tel: 614/ Fax: 614/ Southeast U.S.A Country Lane McKinney, TX Tel: 972/ Fax: 972/ Eastern Canada 5 Kenview Boulevard Brampton, ON L6T 5G5 Tel: 905/ Fax: 905/ Western Canada Kingston Street Maple Ridge, B.C. V2X 0Y5 Tel: 604/ Fax: 604/ Warehouses and Manufacturing Eagan, MN; Enfield, CT Gallatin, TN; High Point, NC Jacksonville, FL; Kent, WA Langley, B.C. International Facilities Please visit our website for address and contact information for our international facilities. Printed in U.S.A Simpson Strong Tie Company Inc. C SF13 12/12 exp. 6/15