Strong Frame Ordinary Moment Frame - Technical Notes · Simpson Strong‑Tie Company Inc. structural connectors, anchors, and other products are designed and tested to provide specified

Strong Frame®

moment FrameS

• Special moment Frames

• one- and two-Story ordinary

moment Frames

• Custom Solutions

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(800) 999‑5099www.strongtie.com

Strong Frame®

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 two‑

story 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 speciically 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 signiicant cost savings.

We’ve been on enough jobsites to

know that no two projects are exactly

the same—especially in custom

homes or retroit 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

retroit of mid‑rise wood structures or

buildings built over tuck‑under parking.

Think you have a project that

could beneit from a Strong Frame

moment frame? Give us a call at

(800) 999‑5099.

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Strong Frame Selector Software

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‑2802.

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

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Introduction

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.

the Simpson Strong-tie

Quality Policy

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.

getting Fast

technical Support

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?

Simpson Strong‑Tie is an ISO 9001‑2012 registered company. ISO 9001‑2012 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.

We are ISo 9001-2012 registered

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

•StrongFrame® moment frames

•Strong-Rod® systems for multi‑story buildings

•Fasteningsystems,featuringQuikDrive® auto‑feed screw driving systems

•Stainless-steelandcorrosion-resistantfasteners

•AnchoringandFasteningsystemsforconcrete and masonry

the Simpson Strong-tie Company Inc. “no equal” pledge includes:

•Qualityproductsvalue-engineeredfor the lowest installed cost at the highest rated performance levels

•Mostthoroughlytestedandevaluated products in the industry

•Strategically-locatedmanufacturingand warehouse facilities

•Nationalcodeagencylistings

•Largestnumberofpatentedconnectors in the industry

•Europeanlocationswithaninternational sales team

• In-houseR&D,andtoolanddie professionals

• In-houseproducttestingandquality control engineers

•MemberofAITC,ASTM,ASCE,AWPA, ACI, AISC, CSI, ICFA, NBMDA, NLBMDA, SETMA, STAFDA, SREA, NFBA, SBCA, NCSEA, NCEES and local engineering groups.

Terry KingsfatherPresident

Karen ColoniasChief Executive Officer

Strong-Frame® Selection Key

Products are divided into two general categories, Special Moment Frame and Ordinary Moment Frame, identiied 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.

10‑51

52‑111ordinary moment Frame

Special moment Frame

For more information, visit the company’s Web site at www.strongtie.com.

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table of Contents

Strong Frame® Selector Software. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

Important Information and General Notes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8‑9

STRONG FRAME® SpECIAl MOMENT FRAME

Introduction to the Strong Frame® Special Moment Frame . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10‑11

Special Moment Frame product Information – Standard and Custom Sizes . . . . . . . . . . . . . . . . . . 12–14

Special Moment Frame Installation Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15

Special Moment Frame Selection procedure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16

Special Moment Frame Anchorage Selection procedure. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17–18

Retrofit Applications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .19

Special Moment Frame Design Information. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20

Special Moment Frame Anchorage Design Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21

Special Moment Frame – 8 ft. – 20 ft. Nominal Heights: Allowable loads.. . . . . . . . . . . . . . . . . . .22–29

Introduction to Special Moment Frame Anchorage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30

Special Moment Frame Anchorage Installation Accessories . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31

MFSl Anchorage Assembly . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32

Special Moment Frame Tension Anchorage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33

Special Moment Frame MFSl Shear Anchorage. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34

MFAB Anchorage Assembly . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35

Special Moment Frame MFAB Shear Anchorage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36

Special Moment Frame Anchor Bolt layout . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37

Special Moment Frame Design Example . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .38–39

Special Moment Frame: Installation Details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .40–52

STRONG FRAME® ORDINARy MOMENT FRAME

Strong Frame® Ordinary Moment Frame Overview. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .52–53

Ordinary Moment Frame product Information – Standard and Custom Sizes . . . . . . . . . . . . . . . . .54–56

Ordinary Moment Frame Installation Information. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 57

Bolt‑Tightening Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 58

Ordinary Moment Frame Selection procedure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 59

Ordinary Moment Frame Anchorage Selection procedures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .60–61

Ordinary Moment Frame Design Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62

Anchorage Design Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 63

Ordinary Moment Frame – 8 ft. – 19 ft. Nominal Heights: Allowable loads . . . . . . . . . . . . . . . . . .64–79

Introduction to the Two‑Story Ordinary Moment Frame. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 80‑81

Introduction to Ordinary Moment Frame Anchorage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 82

Ordinary Moment Frame Anchorage Installation Accessories . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 83

MFSl Anchorage Assembly . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 84

Ordinary Moment Frame Tension Anchorage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 85

Ordinary Moment Frame MFSl Shear Anchorage. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 86‑87

MFAB Anchorage Assembly . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 88

Ordinary Moment Frame MFAB Shear Anchorage. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 89

Ordinary Moment Frame Anchor Bolt layout . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 90

Ordinary Moment Frame Design Examples . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .91–94

Ordinary Moment Frame: Installation Details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95–108

Top‑Flange Joist Hangers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .109

How to Order a Custom Sized Moment Frame . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .110

Custom yield‑link™ Structural Fuse Worksheet . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .111

Moment Frame Worksheets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 112–115

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Design a Moment Frame to Meet your Speciications

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 speciic 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 speciic opening dimensions and the Strong Frame Selector software will provide possible custom solutions.

Download the Strong Frame Selector software free at www.strongtie.com/sfsoftware

Strong Frame Selector Software

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 emailed

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Important Information and general notes

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 www.strongtie.com 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 www.strongtie.com 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.

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 0.50. Nailers are DF #2.

h. Some model configurations may differ from those shown in this catalog. Contact Simpson Strong‑Tie for details.

These general notes are provided to ensure proper installation of Simpson Strong‑Tie Company Inc. products and must be followed fully.

Warning

general notes

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.

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.

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Important Information and general notes

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

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 www.strongtie.com for current information.

Limited Warranty

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.

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.

general Instructions for the Designer

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 360‑05,

360‑10)•AISC Seismic Provisions (ANSI/AISC 341‑05, 341‑10)•RCSC Specification for Structural Joints Using ASTM A325 or A490 Bolts•Building Code Requirements for Structural Concrete (ACI 318‑08,

ACI 318‑11) 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 VASD = 0.7 x VLRFD and driftASD = 0.7 x driftLRFD for seismic load combinations and VASD = VLRFD/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 20–21 and 62–63 for additional information.

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.

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Introduction to the Strong Frame® Special moment Frame

Features

• PredesignedSpecialMomentFrameSolutions – 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%BoltedConnections – Install frames more quickly with no ield welding required. An impact gun or spud wrench is all that are required to make the connection.

• IdealforRetroits – With 100% bolted connections, Strong Frame special moment frames do not require ield welding in the close quarters of an existing building. The frame’s increased ductility is ideally suited for use in older structures.

• CodeListed – Strong Frame® special moment frames are code-listed under ICC-ES ESR-2802 and are pending prequaliication approval under AISC 358.

• NoBeamBracingRequired – Proprietary Yield-Link fuse eliminates the need for lateral beam bracing, which is typically required.

• GreaterQualityControl – Frames are manufactured and partially assembled in a production environment with comprehensive quality-control measures. Field-bolted connections eliminate questions about the quality of ield welds. All ield-bolted connections are snug-tight.

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 loor diaphragm. There is no risk of ire when installed in an existing structure, as no ield welding is required.

Unassembled frames are shipped lat to the jobsite making them easier to transport. Assembled frames are available upon request.

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Introduction to the Strong Frame® 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.

The “Special” Behind the Special Moment Frame

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.)

Yield area

(Size varies – light, medium

and heavy available)

Bolt holes for tension control bolts

to attach Yield-Link structural fuse

to beam lange (Quantity varies)

Column lange

connection plate

Yielding Area

This new Strong Frame special moment frame features a partially restrained beam-to-column connection, consisting of a modiied, single‑plate shear tab for shear transfer and a modiied 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.

yield‑link™ Structural Fuse

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2x ield installedtop plate

4x8 beamtop nailer

Field installed inill block(included)

2x8 beambottom nailer

Anchorage assembly

Clear opening width – wood to wood

2x8 ield installednailer as required

2x8 wood nailerat column, typ.

Beam

Colu

mn

Colu

mnW1

H1

(Top

of

conc

rete

to

top

of i

eld-

inst

alle

d

top

plat

e, a

ssum

ed 1

1⁄2"

for

gro

ut)

All heights assume 11⁄2" non-shrink grout

H3

(Cle

ar o

peni

ng h

eigh

t, t

op o

f co

ncre

teto

bot

tom

of

field

-ins

talle

d na

iler)

W2

H2

(Top

of

conc

rete

to

top

of b

eam

nai

ler)

Outside width – wood to wood

C10 13 1∕2"

7 1∕4"

C12

7 1∕4"

15 1∕2"

7 1∕4"

C14

7 1∕4"

C16

17 1∕8"

19 3∕8"B12 Beam1

1 ∕2"

3 1 ∕2

"

17

1 ∕2"

12

1 ∕2"

7 1∕4"

1 1 ∕2

"

B16 Beam

16

1∕8"

3 1 ∕2

"

21

1∕8"

7 1∕4"

Assembly Elevation

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).

Special moment Frame Product Information – Standard Sizes

Special moment frame beams and columns are manufactured with pre-installed wood nailers.

SMF 10 12‑8X10‑l

Special Moment Frame

Column Size(10, 12, 14, 16 nominal)

Beam Size(12 or 16 nominal)

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)

Model No. Naming legendStandard Sizes

SMF COlUMN DEFINITIONS

SMF-C10 W10X30 ASTM A992




SMF BEAM DEFINITIONS

SMF-B12 W12X35 ASTM A992

SMF-B16 W16X45 ASTM A992

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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






12'-4" SMF1616-12x8-M SMF1616-12x9-M SMF1616-12x10-M SMF1616-12x12-H SMF1616-12x14-H SMF1616-12x16-H SMF1616-12x18-H SMF1616-12x20-H



14'-4" SMF1616-14x8-M SMF1616-14x9-H SMF1616-14x10-H SMF1616-14x12-H SMF1616-14x14-H SMF1616-14x16-H SMF1616-14x18-H SMF1616-14x20-H













Special moment Frame Product Information – Standard Sizes

SMF 10 12‑8X10‑l








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Special moment Frame Product Information – Custom Sizes

C10 13 1∕2"

7 1∕4"

C12

7 1∕4"

15 1∕2"

7 1∕4"

C14

7 1∕4"

C16

17 1∕8"

19 3∕8"

2x field installedtop plate

4x8 beamtop nailer

Field installed infill block(included)


Anchorage assembly


2x8 field installednailer as required


Beam

Colu

mn

Colu

mnW1

H1

(Top

of

conc

rete

to

top

of fi

eld-

inst

alle

d

top

plat

e, a

ssum

ed 1

1⁄2"

for

gro

ut)


H3

(Cle

ar o

peni

ng h

eigh

t, t

op o

f co

ncre

teto

bot

tom

of

field

-ins

talle

d na

iler)

W2

H2

(Top

of

conc

rete

to

top

of b

eam

nai

ler)


B12 Beam1 1 ∕2

"3

1 ∕2"

17

1 ∕2"

12

1 ∕2"

7 1∕4"

1 1 ∕2

"

B16 Beam

16

1∕8"

3 1 ∕2

"

21

1∕8"

7 1∕4"

Assembly Elevation

Strong Frame® special moment frames are also available in custom sizes to suit nearly any project's needs. Using our standard beam and column proiles, we offer frames manufactured to your size speciications in clear‑opening widths from 6' to 24' and clear‑opening heights from 6' to 20'. This allows lexibility in architectural design or for a frame to it an existing opening. The lead times for these custom frames are a matter of days, not weeks, to it 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 eficiency. Download the free software at www.strongtie.com/sfsoftware.

Special moment frame beams and columns are manufactured with pre‑installed wood nailers.

SMFX1012‑167.5 X 192.75‑M


Non‑Catalog Size

Column Size(10, 12, 14 or 18)

Beam Size(12 or 16)


Column Height(In Inches 312 in Max)

Beam length(In Inches 288 in Max.)

Minimum Beam length = 72 inchesMaximum Beam length= 288 inches

Minimum Column Height = 72 inchesMaximum Column Height = 241.25 inches

SMF COlUMN DEFINITIONS

SMF‑C10 W10X30 ASTM A992




SMF BEAM DEFINITIONS

SMF‑B12 W12X35 ASTM A992

SMF‑B16 W16X45 ASTM A992

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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 lange 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.

6. Install the eight heavy-hex 3⁄4" nuts and washers on the anchor bolts and inger‑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 lange of the Yield‑Link structural fuse that is diagonally opposite of the irst nut bolt installed in the top‑of‑beam Yield‑Link fuse. Install 7⁄8" nut and inger‑tighten.

8. Install the remaining 7⁄8" bolts through the column to the Yield‑Link fuse and inger tighten only.

9. Install the four remaining 7⁄8" bolts though the shear tab to the beam langes, install nut, and tighten ¼ turn past inger tight using a wrench

10. Utilizing a criss‑cross pattern, tighten all 7⁄8" A325 bolts until snug tight.

11. Place the two inill 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 22‑29 or as provided by the Designer.

13. Remove temporary bracing.

14. Place non‑shrinking grout under base plate.

Each Simpson Strong‑Tie® special moment frame includes all of the

hardware necessary for assembly:

Non-shrink grout(may require inspection)min. 5000 psi

Step 15

Adjust nuts to plumb column and level beam

¾" min.to 2" max.

(1½" typical)

Step 5

link Flange to Column Flange:

• (16) 7⁄8" x 31⁄4" 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 Shear Tab:

• (6) 7⁄8" x 21⁄8" 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) SDS1⁄4" x 13⁄4" screws

Misc.

• (1) Installation sheet

7∕8" A563DHHeavy

hex nut

BearingPlate

Shim(whereneeded)

7∕8" A325bolt

F436 washer

Column Link

Step 1

Special moment Frame Installation Information

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Frame Selection

Step 1

Determine lateral load Required for Special Moment Frame (SMF) Design

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.

Step 2 Check R ValueIf 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.

Step 3Select nominal height and width

Select the nominal height (8', 9', 10', 12', 14', 16', 18', or 20') for your structure where the frame will be installed and ind the corresponding allowable load table on pages 22–29. 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.

Step 4Check Vertical loading

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 SDS > 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.

Step 5 Select SMF ModelUsing 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.

Step 6Check Frame Dimensions

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) its 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 loor level).

Step 7Select 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 ield‑installed, 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.

Strong Frame® Special Moment Frame Selection

Special moment Frame Selection Procedure

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 38‑40 illustrate the procedure with reference to each step.

This key illustrates where to ind the information in the tables on pages 22‑29 for selection steps.

Step 6

Nominal Height

H1 H2Bottom 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"

Step 6

Nominal Width

W1Outside 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"

Strong Frame® Special Moment Frame – 8 ft. Nominal Heights

Model

Allowable ASD Shear load V (lbs.) 1

Maximum Total

Gravity load, Wmax

3 (lbs.)

Drift at Allow Shear

load V10 (in.)

Shear Reaction Factor,

X6

Column Base Reactions (lbs.)Top plate to Nailer

Connection 6Approx.

Total Frame Weight (lbs.)

Tension7 Shear6,8

Maximum Shear 2

Minimum Shear 3

16d Option

¼"x3½" SDS Screw

OptionRT

4 RT_max5 RV

4 RV_max5

Height = 8'‑0 ¾", Drift limit = 0.42" 9,10

SMF1012‑8x8‑L 9,715 9,575 22,665 0.42 0.064 7,449 16,934 4,868 10,847 44 18 1,145

SMF1812‑8x8‑M 16,140 14,070 22,665 0.41 0.112 11,596 20,038 8,092 13,507 72 30 1,540

SMF1816‑8x8‑L 21,040 19,640 26,665 0.34 0.093 14,798 25,586 10,561 17,618 94 39 1,575

SMF1012‑10x8‑L 9,440 9,250 30,665 0.42 0.088 5,956 13,512 4,731 10,546 42 18 1,235

SMF1812‑10x8‑M 15,480 10,990 30,665 0.42 0.143 9,255 15,956 7,761 12,984 69 29 1,625

SMF1816‑10x8‑M 20,180 16,100 38,665 0.33 0.123 11,811 20,374 10,131 16,937 90 38 1,715

Step 5Step 3 Step 7

Step 4

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Tension Anchorage Design

Step 1Determine Concrete Condition

•Determine whether uncracked or cracked concrete is applicable for anchorage design (see ACI 318, Appendix D). Assuming cracked concrete is conservative.

Step 2Determine Tension Reaction

•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.

Step 3Select Minimum Footing Size for Tension

•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.

Step 4Determine Anchorage Assembly Strength

•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. Shear for standard strength assembly, then high strength anchorage is required.

Step 5Determine Rod length and Footing Size

•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 Shear Anchorage Procedure for selection of anchorage assembly type.

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.

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Special moment Frame Shear-anchorage Selection Procedure

General Shear Anchorage Design

Step 1Select anchorage assembly type

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.

Step 2Determine shear reactions

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 Shear Reaction Factor, X, by the appropriate design gravity loads, see footnotes 4 and 6 of the SMF allowable tables.

MFSl Shear Anchorage Design

Step 3

Determine inside and outside end distance

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

Step 4

Determine anchorage assembly strength

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 5Verify frame dimensions

If additional studs are required for end distances, check that modiied frame dimensions will accommodate the required wall opening:

• If inside end distance exceeds that corresponding to the pre‑installed nailer installed lush 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 lush 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 its within the available wall space.

MFAB Shear Anchorage Design

Step 3Determine reinforcement

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.

Step 4

Determine anchorage assembly strength

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.

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retrofit applications

Strong Frame Special Moment Frame Retroit Applications

The Strong Frame® special moment frame is an ideal choice for soft-story retroit 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 speciically engineered

to eliminate the need for beam‑lange 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 ield‑installed bolts at the beam‑to‑column connection are permitted to be installed in the

snug‑tight condition. This both simpliies the installation and reduces costs as compared to traditional fully pretensioned bolted

moment connections. The frames can be shipped to the job site lat (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 it the frame to ield 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.

Notes: This schematic is intended to illustrate one option for utilizing Strong Frame® special moment frame in a soft‑story retroit application. Not all details for a complete design are shown, nor is this the only way to accomplish such a retroit. Structural analysis must be performed by a qualiied design professional. See installation details.

Simpson Strong‑Tie® Strong Frame® special moment frame

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The Simpson Strong‑Tie® Strong Frame® special moment frame relects a capacity‑based design approach, in which inelastic rotation demand is conined predominantly within reduced region of the link. Member and connection design is based on the maximum rupture strength, Pr_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, Pr_link, of the link,

Pr_link = Ay_link × Rt × Fu_link

Where:

Ay_link = speciied area of the reduced link area, in.2 Rt = Ratio of expected tensile rupture strength to minimum tensile strength of the link stem material.Fu_link = speciied minimum tensile strength of link stem material, ksi.

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 lange level of the beam. Moment frame members are designed in accordance with AISC Steel Construction Manual (AISC 360‑05).

Special moment Frame Design Information

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 (Cd=4 and

Allowable drift limit =0.025 times frame height).• Strength of beam, columns, or shear tab connection capacity at

minimum load of:• Ampliied seismic load combinations,• Frame mechanism (i.e. assuming Pr_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 pre‑engineered 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‑by‑step description of the design process is included on pages 16–18, and a Design Example on pages 38–40 provide further information.

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 may vary based on ield 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.

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.

1

2

HOLDOWN POST TO SMF BEAM

6x HOLDOWN POST TO SMF BEAM

3HOLDOWN POST TO SMF COL.

4HOLDOWN POST TO SMF COL.

TOP OF FRAME ADJUSTMENT 5

6TOP PLATE SPLICE DETAIL

7COLLECTOR DETAILS

WOOD BM TO SMF COL. CONN. 8

9STEEL BEAM TO SMF BEAM/COL.

10RAKE WALL DETAILS

13WOOD INFILLS

BEAM-TO-COLUMN CONNECTION 15NAILER BOLT ALLOWABLE LOADS 14

11PROTECTED ZONE

ALLOWABLE BEAM AND COLUMN PENETRATIONS 12

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Special moment Frame anchorage Design Information

Anchorage DesignSimpson Strong‑Tie offers pre‑engineered anchorage solutions to simplify the design process. Pages 33‑36 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 pre‑ attached shear lug, so no ield 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 ind 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‑speciic 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 318‑08. 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.3.3.5 with modiications contained in 2012 and 2009 IBC section 1908.1.16). For designs under the 2009 IBC, tension anchorage for seismic loads complies with ACI 318‑08 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.

InspectionsInspection 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 oficial, 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 1704.2.2 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 lange bolting is completed during the assembly process. High‑strength bolting conirms to AISC 360‑10 chapter N requirements. Contact Simpson Strong‑Tie for certiicate of conirmity for the fastener assemblies when required.

Additional InformationFor 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 www.strongtie.com.

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8 ft. nominal Heights: allowable Loads


Model


Maximum Total

Gravity load, pmax

3 (lbs.)

Drift at Allow

Shear load V10

(in.)


X6

ASD Column Base Reactions (lbs.)Top plate to Nailer

Connection 8Approx.


Tension7 Shear6

Maximum Shear 2

Minimum Shear 3

16d Option

¼"x3½" SDS Screw

OptionRT4 RT_max

5 RV4 RV_max

5


SMF1012-8x8-L 9,715 9,570 22,665 0.42 0.062 7,449 16,658 4,868 10,847 44 18 1,145

SMF1612-8x8-M 16,850 15,530 19,665 0.42 0.108 12,271 21,288 8,448 14,594 75 31 1,615

SMF1616-8x8-L 17,790 16,310 28,000 0.29 0.087 12,683 21,282 8,929 14,898 79 33 1,650

SMF1012-10x8-L 9,440 9,270 28,000 0.42 0.086 5,956 13,331 4,731 10,546 42 18 1,235

SMF1612-10x8-M 15,920 12,520 28,000 0.42 0.139 9,626 17,036 7,982 14,062 71 30 1,705

SMF1616-10x8-M 21,860 13,620 36,000 0.36 0.118 12,939 21,754 10,974 18,342 97 41 1,790

SMF1012-12x8-L 9,120 8,070 30,665 0.42 0.114 4,828 10,961 4,570 10,331 41 17 1,330

SMF1612-12x8-M 14,940 9,810 30,665 0.42 0.173 7,630 14,008 7,491 13,683 67 28 1,800

SMF1616-12x8-M 21,220 14,730 38,665 0.36 0.150 10,609 17,887 10,654 17,848 95 40 1,905

SMF1012-14x8-L 8,815 6,690 29,335 0.42 0.141 4,063 9,417 4,418 10,191 40 17 1,415

SMF1612-14x8-M 14,110 8,150 29,335 0.42 0.205 6,303 12,035 7,076 13,436 63 26 1,890

SMF1616-14x8-M 20,780 13,710 32,000 0.37 0.181 9,087 15,367 10,435 17,526 93 39 2,015

SMF1012-16x8-L 8,515 6,660 22,665 0.42 0.170 3,475 8,254 4,268 10,086 38 17 1,505

SMF1612-16x8-M 13,330 8,390 22,665 0.42 0.238 5,291 10,550 6,685 13,250 60 25 1,975

SMF1616-16x8-M 20,440 12,020 30,665 0.38 0.213 7,942 13,471 10,265 17,283 91 38 2,125

SMF1012-18x8-L 8,230 6,710 18,000 0.42 0.199 3,013 7,348 4,125 10,004 37 19 1,595

SMF1612-18x8-M 12,650 8,660 18,000 0.42 0.271 4,518 9,391 6,344 13,105 57 24 2,065

SMF1616-18x8-M 20,150 10,510 29,335 0.39 0.245 7,045 11,992 10,121 17,094 90 38 2,250

SMF1012-20x8-L 7,970 6,790 14,665 0.42 0.229 2,646 6,622 3,995 9,938 36 21 1,685

SMF1612-20x8-M 12,010 8,900 14,665 0.42 0.304 3,898 8,463 6,024 12,989 54 23 2,155

SMF1616-20x8-M 19,900 10,700 24,000 0.40 0.278 6,323 10,807 9,996 16,943 89 37 2,355

SMF1012-24x8-L 7,470 6,800 10,665 0.42 0.291 2,091 5,529 3,745 9,370 34 25 1,860

SMF1612-24x8-L 10,650 5,880 10,665 0.42 0.367 2,924 5,538 5,342 10,029 48 25 2,330

SMF1616-24x8-M 19,330 7,620 16,665 0.42 0.345 5,195 9,025 9,712 16,715 86 36 2,560

See footnotes on next page


4x8 beamtop nailer



Anchorage assembly




Beam

Colu

mn

Colu

mnW1

H1

(Top

of

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to

top

of fi

eld-

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H3

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W2

H2

(Top

of

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to

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nai

ler)


Assembly Elevation

Nominal Height



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 ield installed top plate

H3 assumes (1) 2x8 pre‑installed beam bottom nailer and (1) 2x ield installed nailer

Nominal Width


W10 W12 W14 W16

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 lange

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Model


Maximum Total

Gravity load, pmax

3 (lbs.)

Drift at Allow

Shear load V10

(in.)


X6


Connection 8Approx.


Tension7 Shear6

Maximum Shear 2

Minimum Shear 3

16d Option

¼"x3½" SDS Screw

OptionRT4 RT_max

5 RV4 RV_max

5


SMF1012-8x9-L 7,875 7,730 22,665 0.48 0.051 6,886 16,658 3,945 9,512 35 15 1,215

SMF1612-8x9-M 14,200 13,670 19,665 0.48 0.093 11,792 21,288 7,115 12,798 63 27 1,740

SMF1616-8x9-M 19,910 18,190 36,000 0.43 0.076 16,229 27,183 9,984 16,649 89 37 1,805

SMF1012-10x9-L 7,675 7,500 28,000 0.48 0.071 5,522 13,331 3,845 9,248 35 15 1,305

SMF1612-10x9-M 13,450 11,050 28,000 0.48 0.119 9,274 17,036 6,739 12,331 60 25 1,830

SMF1616-10x9-M 19,140 15,540 38,665 0.43 0.100 12,953 21,754 9,599 16,042 85 36 1,915

SMF1012-12x9-L 7,425 7,240 30,665 0.48 0.095 4,482 10,961 3,719 9,059 33 14 1,400

SMF1612-12x9-M 12,630 8,690 30,665 0.48 0.149 7,356 14,008 6,329 11,999 56 24 1,925

SMF1616-12x9-M 18,580 13,070 38,665 0.43 0.128 10,621 17,887 9,320 15,610 83 35 2,030

SMF1012-14x9-L 7,190 6,100 29,335 0.48 0.118 3,779 9,417 3,602 8,937 32 15 1,490

SMF1612-14x9-M 11,950 7,240 29,335 0.48 0.177 6,087 12,035 5,988 11,782 53 22 2,015

SMF1616-14x9-H 20,350 14,320 36,000 0.48 0.159 10,174 18,033 10,209 17,994 91 38 2,140

SMF1012-16x9-L 6,965 6,040 22,665 0.48 0.143 3,241 8,254 3,489 8,837 31 17 1,575

SMF1612-16x9-M 11,310 7,430 22,665 0.48 0.206 5,119 10,550 5,668 11,619 51 21 2,100

SMF1616-16x9-H 19,530 13,570 30,665 0.48 0.186 8,676 15,807 9,798 17,745 87 36 2,260

SMF1012-18x9-L 6,745 5,900 18,665 0.48 0.168 2,816 7,331 3,379 8,533 30 19 1,665

SMF1612-18x9-M 10,730 7,440 18,665 0.48 0.235 4,370 9,391 5,377 11,492 48 20 2,190

SMF1616-18x9-H 18,740 12,220 29,335 0.48 0.215 7,491 14,071 9,403 17,551 84 35 2,375

SMF1012-20x9-L 6,535 6,110 14,665 0.48 0.194 2,474 6,493 3,274 8,245 29 21 1,755

SMF1612-20x9-M 10,210 7,860 14,665 0.48 0.264 3,779 8,463 5,117 11,390 46 21 2,280

SMF1616-20x9-H 18,000 12,360 24,000 0.48 0.243 6,540 12,680 9,032 17,395 80 34 2,480

SMF1012-24x9-L 6,150 6,080 10,665 0.48 0.247 1,963 5,248 3,081 7,716 28 25 1,930

SMF1612-24x9-L 9,070 5,200 10,665 0.48 0.319 2,840 5,538 4,546 8,794 41 25 2,455

SMF1616-24x9-M 16,190 7,420 16,665 0.48 0.296 4,975 9,025 8,125 14,619 72 30 2,685

1. Allowable shear loads assume pinned-based column, SDS= 1.0 and are applicable to seismic designs utilizing R = 6.5 and wind designs. For wind design, reduce shear load by 0.875. For seismic designs with R=8, see the Strong Frame Selector Software.

2. Maximum Shear is allowable horizontal shear force, V, applied with no gravity loads (other than frame selfweight).

3. Minimum Shear is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, Pmax, which may be applied as a single point load at mid-span, P=Pmax, as multiple point loads applied symmetrically about mid-span of the beam, P1+P2+…+Pi=Pmax, or as a uniform distributed load, wmax = Pmax/Lbeam. P shall be determined based on the governing load combination of the applicable building code, and shall include Ev for seismic loads. In addition design Dead load and Live load ratio shall be in between 1⁄3 and 3.

4. Column reactions are based on Maximum Shear with no gravity loads. Reactions RT and RV 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 RT and RV by the applicable Ωo value, or just use RT_max and RV_max. See footnotes 6 and 7 to include the effects of gravity loads.

5. RT_max and RV_max correspond to the lesser of column tension and shear reactions ampliied by Ωo =3.0 or the maximum forces that can be developed by the frame.

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.

Compression Column:

RH = (V/2) + X(P)

or

RH = (V/2) + X(2/3wL)

Tension Column:

RH = (V/2)

V = Design Frame Shear (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 Shear Reaction Factor (no units)

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 Em level loading. Top plate splice design, as required, shall be by designer.

9. Drift at allowable shear is applicable to both Maximum Shear and Minimum Shear with maximum total load, Wmax. Drift may be linearly reduced for shear loads less than allowable shear.

10. Drift limit is calculated based on LRFD loads with Cd=4.0 and allowable drift limit of 0.025×H1, then converted to an equivalent ASD allowable story drift.

11. Vertical beam delections due to unfactored ASD gravity loads do not exceed the following:

T = (V × h)/L ‑ Tr V = Design Frame Shear, or Design Frame Shear × Ωo for R>3, (lbs.)

T = resisting dead load from the governing load combination, (lbs.)

h = (H1 ‑ 3")/12, (ft)

Dead load L/360 Dead Load + loor live load L/240

Floor live load L/360 Wmax (Point Load) L/240

SMF 10 12‑8X8‑l








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 Ωo×V for V .

12. See pages 30‑36 for anchorage solutions.

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Nominal Width


W10 W12 W14 W16

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"


Nominal Height



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"





Model


Maximum Total

Gravity load, pmax

3 (lbs.)

Drift at Allow

Shear load V10

(in.)


X6


Connection 8Approx.


Tension7 Shear6

Maximum Shear 2

Minimum Shear 3

16d Option

¼"x3½" SDS Screw

OptionRT4 RT_max

5 RV4 RV_max

5


SMF1012‑8x10‑L 6,520 6,380 22,665 0.53 0.043 6,403 16,227 3,265 8,443 29 12 1,285

SMF1612‑8x10‑M 12,200 12,090 19,665 0.53 0.081 11,378 21,288 6,110 11,395 55 23 1,865

SMF1616‑8x10‑M 17,700 16,650 26,665 0.50 0.065 16,236 27,183 8,871 14,794 79 33 1,930

SMF1012‑10x10‑L 6,370 6,200 28,000 0.53 0.060 5,148 13,105 3,190 8,194 29 12 1,375

SMF1612‑10x10‑M 11,570 9,910 28,000 0.53 0.104 8,959 17,036 5,795 10,980 52 22 1,955

SMF1616‑10x10‑M 17,020 13,960 38,665 0.50 0.086 12,963 21,754 8,531 14,255 76 32 2,040

SMF1012‑12x10‑L 6,170 5,990 30,665 0.53 0.081 4,183 10,713 3,090 7,895 28 13 1,470

SMF1612‑12x10‑M 10,890 7,810 30,665 0.53 0.131 7,123 14,008 5,454 10,684 49 21 2,050

SMF1616‑12x10‑M 16,520 11,780 38,665 0.50 0.110 10,628 17,887 8,281 13,871 74 31 2,155

SMF1012‑14x10‑L 5,990 5,620 29,335 0.53 0.101 3,536 9,111 3,000 7,636 27 15 1,560

SMF1612‑14x10‑M 10,310 6,520 29,335 0.53 0.156 5,898 12,035 5,164 10,491 46 19 2,140

SMF1616‑14x10‑H 17,270 12,900 36,000 0.53 0.137 9,717 18,033 8,658 15,989 77 32 2,265

SMF1012‑16x10‑L 5,810 5,540 22,665 0.53 0.122 3,037 7,880 2,910 7,381 26 17 1,645

SMF1612‑16x10‑M 9,770 6,680 22,665 0.53 0.181 4,966 10,550 4,894 10,346 44 18 2,225

SMF1616‑16x10‑H 16,590 12,210 30,665 0.53 0.162 8,295 15,807 8,317 15,768 74 31 2,385

SMF1012‑18x10‑L 5,640 5,410 18,665 0.53 0.144 2,645 6,918 2,824 7,144 25 19 1,740

SMF1612‑18x10‑M 9,280 6,680 18,665 0.53 0.207 4,244 9,391 4,649 10,233 42 19 2,315

SMF1616‑18x10‑H 15,940 11,010 29,335 0.53 0.187 7,171 14,071 7,992 15,595 71 30 2,500

SMF1012‑20x10‑L 5,475 5,380 14,665 0.53 0.166 2,328 6,143 2,742 6,914 25 21 1,825

SMF1612‑20x10‑M 8,830 7,040 14,665 0.53 0.233 3,671 8,463 4,423 10,142 40 21 2,405

SMF1616‑20x10‑H 15,330 11,120 24,000 0.53 0.212 6,268 12,680 7,686 15,457 68 29 2,605

SMF1012‑24x10‑L 5,165 5,100 10,665 0.53 0.213 1,851 4,985 2,587 6,484 23 25 2,000

SMF1612‑24x10‑L 7,860 4,650 10,665 0.53 0.281 2,764 5,538 3,937 7,831 35 25 2,580

SMF1616‑24x10‑M 13,830 7,200 16,665 0.53 0.259 4,783 9,025 6,935 12,990 62 26 2,810


4x8 beamtop nailer



Anchorage assembly




Beam

Colu

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bot

tom

of

field

-ins

talle

d na

iler)

W2

H2

(Top

of

conc

rete

to

top

of b

eam

nai

ler)


Assembly Elevation

Strong Frame®C

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Model


Maximum Total

Gravity load, pmax

3 (lbs.)

Drift at Allow

Shear load V10

(in.)


X6


Connection 8Approx.


Tension7 Shear6

Maximum Shear 2

Minimum Shear 3

16d Option

¼"x3½" SDS Screw

OptionRT4 RT_max

5 RV4 RV_max

5


SMF1212-8x12-L 6,245 6,110 22,665 0.63 0.042 7,345 16,661 3,127 7,072 28 12 1,555

SMF1612-8x12-M 9,370 9,260 19,665 0.63 0.064 10,655 21,288 4,691 9,347 42 18 2,115

SMF1616-8x12-M 13,890 13,730 26,665 0.63 0.049 15,581 27,183 6,957 12,098 62 26 2,180

SMF1212-10x12-L 6,060 5,890 28,000 0.63 0.058 5,884 13,334 3,034 6,854 27 12 1,645

SMF1612-10x12-M 8,910 8,220 28,000 0.63 0.083 8,412 17,036 4,460 9,006 40 17 2,205

SMF1616-10x12-M 13,520 11,630 38,665 0.63 0.066 12,592 21,754 6,772 11,657 60 25 2,290

SMF1212-12x12-L 5,840 5,160 30,665 0.63 0.077 4,768 10,964 2,923 6,698 26 13 1,740

SMF1612-12x12-M 8,420 6,530 30,665 0.63 0.104 6,715 14,008 4,215 8,763 38 16 2,300

SMF1616-12x12-H 13,470 12,050 38,665 0.63 0.088 10,597 20,991 6,747 13,316 60 25 2,420

SMF1212-14x12-L 5,630 4,250 29,335 0.63 0.094 4,008 9,419 2,818 6,597 25 15 1,830

SMF1612-14x12-M 7,980 5,470 29,335 0.63 0.124 5,566 12,035 3,995 8,605 36 15 2,385

SMF1616-14x12-H 12,980 10,810 36,000 0.63 0.107 8,931 18,033 6,502 13,075 58 24 2,530

SMF1212-16x12-L 5,440 4,230 22,665 0.63 0.113 3,434 8,257 2,723 6,521 25 17 1,915

SMF1612-16x12-M 7,580 5,580 22,665 0.63 0.145 4,698 10,550 3,795 8,486 34 17 2,490

SMF1616-16x12-H 12,500 10,230 30,665 0.63 0.127 7,642 15,807 6,261 12,894 56 23 2,635

SMF1212-18x12-L 5,250 4,140 18,665 0.63 0.132 2,976 7,351 2,628 6,462 24 19 2,005

SMF1612-18x12-M 7,220 5,560 18,665 0.63 0.166 4,026 9,391 3,614 8,393 33 19 2,580

SMF1616-18x12-H 12,050 9,250 29,335 0.63 0.147 6,629 14,071 6,036 12,753 54 23 2,750

SMF1212-20x12-L 5,070 4,310 14,665 0.63 0.152 2,608 6,624 2,538 6,414 23 21 2,095

SMF1612-20x12-M 6,880 5,840 14,665 0.63 0.187 3,487 8,463 3,444 8,319 31 21 2,670

SMF1616-20x12-H 11,610 9,310 24,000 0.63 0.167 5,805 12,680 5,816 12,640 52 22 2,855

SMF1212-24x12-L 4,745 4,320 10,665 0.63 0.192 2,060 5,532 2,375 5,969 22 25 2,270

SMF1612-24x12-L 6,150 3,880 10,665 0.63 0.227 2,637 5,538 3,079 6,423 28 25 2,830

SMF1616-24x12-M 10,530 6,490 16,665 0.63 0.205 4,453 9,025 5,275 10,623 47 25 3,060







Compression Column:

RH = (V/2) + X(P)

or

RH = (V/2) + X(2/3wL)

Tension Column:

RH = (V/2)












h = (H1 ‑ 3")/12, (ft)



SMF 10 12‑8X8‑l









12. See pages 30–36 for anchorage solutions.

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Nominal Width


W10 W12 W14 W16

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"


Nominal Height



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"





Model


Maximum Total

Gravity load, pmax

3 (lbs.)

Drift at Allow

Shear load V10

(in.)


X6


Connection 8Approx.


Tension7 Shear6

Maximum Shear 2

Minimum Shear 3

16d Option

¼"x3½" SDS Screw

OptionRT4 RT_max

5 RV4 RV_max

5


SMF1412‑8x14‑L 5,595 5,460 22,665 0.74 0.039 7,656 16,663 2,801 6,079 25 11 1,825

SMF1612‑8x14‑M 7,490 7,380 19,665 0.74 0.052 10,048 21,288 3,749 7,922 34 14 2,365

SMF1616‑8x14‑M 10,830 10,680 26,665 0.74 0.039 14,362 27,183 5,423 10,233 49 20 2,430

SMF1412‑10x14‑L 5,415 5,250 28,000 0.74 0.053 6,131 13,336 2,710 5,877 25 11 1,915

SMF1612‑10x14‑M 7,140 6,980 28,000 0.74 0.068 7,953 17,036 3,573 7,634 32 14 2,455

SMF1616‑10x14‑M 10,570 10,000 38,665 0.74 0.053 11,638 21,754 5,292 9,860 47 20 2,540

SMF1412‑12x14‑L 5,200 4,310 30,665 0.74 0.069 4,960 10,966 2,603 5,733 24 13 2,010

SMF1612‑12x14‑M 6,760 5,630 30,665 0.74 0.086 6,360 14,008 3,383 7,428 30 13 2,550

SMF1616‑12x14‑H 10,540 10,310 38,665 0.74 0.071 9,803 20,991 5,277 11,263 47 20 2,655

SMF1412‑14x14‑L 5,000 3,510 29,335 0.74 0.085 4,164 9,422 2,502 5,640 23 15 2,100

SMF1612‑14x14‑M 6,430 4,740 29,335 0.74 0.103 5,291 12,035 3,218 7,294 29 15 2,635

SMF1616‑14x14‑H 10,180 9,340 36,000 0.74 0.086 8,281 18,033 5,097 11,060 46 19 2,780

SMF1412‑16x14‑L 4,820 3,500 22,665 0.74 0.101 3,562 8,260 2,412 5,569 22 17 2,185

SMF1612‑16x14‑M 6,120 4,810 22,665 0.74 0.120 4,475 10,550 3,063 7,193 28 17 2,740

SMF1616‑16x14‑H 9,830 8,840 30,665 0.74 0.103 7,105 15,807 4,922 10,907 44 19 2,885

SMF1412‑18x14‑L 4,640 3,430 18,665 0.74 0.117 3,082 7,353 2,322 5,514 21 19 2,275

SMF1612‑18x14‑M 5,830 4,790 18,665 0.74 0.138 3,835 9,391 2,918 7,114 26 19 2,830

SMF1616‑18x14‑H 9,490 8,020 29,335 0.74 0.119 6,172 14,071 4,751 10,788 43 19 2,995

SMF1412‑20x14‑L 4,470 3,590 14,665 0.74 0.134 2,696 6,627 2,237 5,470 20 21 2,365

SMF1612‑20x14‑M 5,570 5,010 14,665 0.74 0.155 3,331 8,463 2,788 7,051 25 21 2,920

SMF1616‑20x14‑H 9,170 8,040 24,000 0.74 0.136 5,420 12,680 4,591 10,692 41 21 3,105

SMF1412‑24x14‑L 4,170 3,610 10,665 0.74 0.168 2,125 5,534 2,087 5,256 19 25 2,540

SMF1612‑24x14‑L 4,990 3,340 10,665 0.74 0.189 2,524 5,538 2,497 5,444 23 25 3,080

SMF1616‑24x14‑M 8,360 5,900 16,665 0.74 0.168 4,180 9,025 4,186 8,985 38 25 3,310


4x8 beamtop nailer



Anchorage assembly




Beam

Colu

mn

Colu

mnW1

H1

(Top

of

conc

rete

to

top

of fi

eld-

inst

alle

d

top

plat

e, a

ssum

ed 1

1⁄2"

for

gro

ut)


H3

(Cle

ar o

peni

ng h

eigh

t, t

op o

f co

ncre

teto

bot

tom

of

field

-ins

talle

d na

iler)

W2

H2

(Top

of

conc

rete

to

top

of b

eam

nai

ler)


Assembly Elevation

Strong Frame®C

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Model


Maximum Total

Gravity load, pmax

3 (lbs.)

Drift at Allow

Shear load V10

(in.)


X6


Connection 8Approx.


Tension7 Shear6

Maximum Shear 2

Minimum Shear 3

16d Option

¼"x3½" SDS Screw

OptionRT4 RT_max

5 RV4 RV_max

5


SMF1412-8x16-L 4,505 4,370 22,665 0.84 0.032 7,104 16,663 2,255 5,275 20 9 2,000

SMF1612-8x16-M 6,150 6,040 19,665 0.84 0.043 9,508 21,288 3,078 6,875 28 12 2,615

SMF1616-8x16-M 8,710 8,560 26,665 0.84 0.032 13,331 27,183 4,361 8,867 39 17 2,680

SMF1412-10x16-L 4,370 4,210 28,000 0.84 0.044 5,702 13,336 2,187 5,100 20 11 2,090

SMF1612-10x16-M 5,880 5,720 28,000 0.84 0.057 7,547 17,036 2,942 6,624 27 11 2,705

SMF1616-10x16-M 8,520 8,300 38,665 0.84 0.043 10,827 21,754 4,265 8,543 38 16 2,790

SMF1412-12x16-L 4,210 3,850 30,665 0.84 0.057 4,628 10,966 2,107 4,975 19 13 2,185

SMF1612-12x16-M 5,580 4,960 30,665 0.84 0.072 6,050 14,008 2,792 6,446 25 13 2,800

SMF1616-12x16-H 8,500 8,280 38,665 0.84 0.058 9,124 20,991 4,255 9,759 38 16 2,905

SMF1412-14x16-L 4,060 3,170 29,335 0.84 0.070 3,897 9,422 2,032 4,894 18 15 2,270

SMF1612-14x16-M 5,320 4,190 29,335 0.84 0.087 5,045 12,035 2,662 6,329 24 15 2,885

SMF1616-14x16-H 8,230 8,020 36,000 0.84 0.072 7,727 18,033 4,120 9,583 37 16 3,015

SMF1412-16x16-L 3,920 3,140 22,665 0.84 0.084 3,339 8,260 1,962 4,833 18 17 2,360

SMF1612-16x16-M 5,070 4,240 22,665 0.84 0.102 4,272 10,550 2,537 6,242 23 17 2,990

SMF1616-16x16-H 7,970 7,790 30,665 0.84 0.085 6,649 15,807 3,989 9,450 36 17 3,135

SMF1412-18x16-L 3,780 3,070 18,665 0.84 0.098 2,894 7,353 1,891 4,785 17 19 2,450

SMF1612-18x16-M 4,840 4,210 18,665 0.84 0.117 3,669 9,391 2,422 6,174 22 19 3,080

SMF1616-18x16-H 7,710 7,100 29,335 0.84 0.099 5,787 14,071 3,859 9,347 35 19 3,245

SMF1412-20x16-L 3,650 3,200 14,665 0.84 0.112 2,537 6,627 1,826 4,643 17 21 2,540

SMF1612-20x16-M 4,630 4,390 14,665 0.84 0.132 3,190 8,463 2,317 5,890 21 21 3,170

SMF1616-20x16-H 7,460 7,100 24,000 0.84 0.114 5,089 12,680 3,734 9,264 34 21 3,355

SMF1412-24x16-L 3,410 3,190 10,665 0.84 0.142 2,002 5,518 1,706 4,306 16 25 2,715

SMF1612-24x16-L 4,170 2,930 10,665 0.84 0.161 2,430 5,538 2,086 4,724 19 25 3,330

SMF1616-24x16-M 6,830 5,400 16,665 0.84 0.141 3,941 9,025 3,419 7,785 31 25 3,560







Compression Column:

RH = (V/2) + X(P)

or

RH = (V/2) + X(2/3wL)

Tension Column:

RH = (V/2)












h = (H1 ‑ 3")/12, (ft)



SMF 10 12‑8X8‑l










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Nominal Width


W10 W12 W14 W16

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"


Nominal Height



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"





Model


Maximum Total

Gravity load, pmax

3 (lbs.)

Drift at Allow

Shear load V10

(in.)


X6


Connection 8Approx.


Tension7 Shear6

Maximum Shear 2

Minimum Shear 3

16d Option

¼"x3½" SDS Screw

OptionRT4 RT_max

5 RV4 RV_max

5


SMF1412‑8x18‑L 3,655 3,520 22,665 0.96 0.026 6,589 16,663 1,830 4,614 17 9 2,190

SMF1612‑8x18‑M 5,090 4,980 19,665 0.96 0.037 8,996 21,288 2,547 6,013 23 10 2,885

SMF1616‑8x18‑M 7,070 6,920 26,665 0.96 0.026 12,387 27,183 3,540 7,746 32 13 2,950

SMF1412‑10x18‑L 3,555 3,390 28,000 0.96 0.036 5,303 13,336 1,779 4,461 16 11 2,275

SMF1612‑10x18‑M 4,880 4,720 28,000 0.96 0.048 7,161 17,036 2,442 5,794 22 11 2,975

SMF1616‑10x18‑M 6,920 6,710 38,665 0.96 0.036 10,066 21,754 3,464 7,463 31 13 3,060

SMF1412‑12x18‑L 3,430 3,260 30,665 0.96 0.048 4,311 10,966 1,717 4,352 16 13 2,370

SMF1612‑12x18‑M 4,640 4,410 30,665 0.96 0.061 5,751 14,008 2,322 5,638 21 13 3,070

SMF1616‑12x18‑H 6,920 6,690 38,665 0.96 0.048 8,503 20,991 3,464 8,525 31 13 3,175

SMF1412‑14x18‑L 3,320 2,870 29,335 0.96 0.059 3,643 9,422 1,661 4,281 15 15 2,460

SMF1612‑14x18‑M 4,430 3,730 29,335 0.96 0.074 4,803 12,035 2,216 5,536 20 15 3,160

SMF1616‑14x18‑H 6,710 6,500 36,000 0.96 0.060 7,211 18,033 3,358 8,371 30 15 3,300

SMF1412‑16x18‑L 3,210 2,840 22,665 0.96 0.070 3,126 8,260 1,606 4,131 15 17 2,550

SMF1612‑16x18‑M 4,240 3,770 22,665 0.96 0.087 4,084 10,550 2,121 5,454 19 17 3,245

SMF1616‑16x18‑H 6,510 6,330 30,665 0.96 0.071 6,217 15,807 3,258 8,256 29 17 3,405

SMF1412‑18x18‑L 3,105 2,770 18,665 0.96 0.083 2,717 7,299 1,554 3,978 14 19 2,640

SMF1612‑18x18‑M 4,050 3,730 18,665 0.96 0.100 3,510 9,391 2,026 5,187 18 19 3,335

SMF1616‑18x18‑H 6,310 6,140 29,335 0.96 0.083 5,422 14,071 3,158 8,098 28 19 3,520

SMF1412‑20x18‑L 3,000 2,860 14,665 0.96 0.095 2,384 6,482 1,501 3,827 14 21 2,730

SMF1612‑20x18‑M 3,880 3,800 14,665 0.96 0.113 3,057 8,330 1,941 4,950 18 21 3,440

SMF1616‑20x18‑H 6,120 5,980 24,000 0.96 0.096 4,779 12,680 3,063 7,826 28 21 3,625

SMF1412‑24x18‑L 2,820 2,760 10,665 0.96 0.120 1,893 5,287 1,411 3,569 13 25 2,905

SMF1612‑24x18‑L 3,500 2,600 10,665 0.96 0.138 2,332 5,538 1,751 4,132 16 25 3,600

SMF1616‑24x18‑M 5,620 4,930 16,665 0.96 0.119 3,712 9,025 2,812 6,801 25 25 3,845


4x8 beamtop nailer



Anchorage assembly




Beam

Colu

mn

Colu

mnW1

H1

(Top

of

conc

rete

to

top

of fi

eld-

inst

alle

d

top

plat

e, a

ssum

ed 1

1 ⁄2" f

or g

rout

)


H3

(Cle

ar o

peni

ng h

eigh

t, t

op o

f co

ncre

teto

bot

tom

of

field

-ins

talle

d na

iler)

W2

H2

(Top

of

conc

rete

to

top

of b

eam

nai

ler)


Assembly Elevation

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Model


Maximum Total

Gravity load, pmax

3 (lbs.)

Drift at Allow

Shear load V10

(in.)


X6


Connection 8Approx.


Tension7 Shear6

Maximum Shear 2

Minimum Shear 3

16d Option

¼"x3½" SDS Screw

OptionRT4 RT_max

5 RV4 RV_max

5


SMF1412-8x20-L 3,070 2,940 22,665 1.06 0.022 6,175 15,906 1,537 4,100 14 9 2,365

SMF1612-8x20-M 4,350 4,240 19,665 1.06 0.032 8,578 21,288 2,177 5,390 20 9 3,135

SMF1616-8x20-M 5,940 5,790 26,665 1.06 0.022 11,622 27,183 2,975 6,937 27 11 3,200

SMF1412-10x20-L 2,995 2,830 28,000 1.06 0.031 4,984 12,944 1,499 3,953 14 11 2,450

SMF1612-10x20-M 4,180 4,020 28,000 1.06 0.042 6,843 17,036 2,092 5,194 19 11 3,225

SMF1616-10x20-M 5,830 5,610 38,665 1.06 0.031 9,470 21,754 2,919 6,684 26 11 3,310

SMF1412-12x20-L 2,900 2,720 30,665 1.06 0.041 4,066 10,664 1,451 3,792 13 13 2,545

SMF1612-12x20-M 3,990 3,810 30,665 1.06 0.053 5,518 14,008 1,996 5,054 18 13 3,320

SMF1616-12x20-H 5,830 5,600 38,665 1.06 0.042 7,999 20,717 2,918 7,624 26 13 3,425

SMF1412-14x20-L 2,810 2,640 29,335 1.06 0.051 3,440 9,114 1,406 3,649 13 15 2,635

SMF1612-14x20-M 3,810 3,410 29,335 1.06 0.065 4,608 12,035 1,906 4,943 17 15 3,410

SMF1616-14x20-H 5,660 5,460 36,000 1.06 0.051 6,792 17,719 2,833 7,355 26 15 3,535

SMF1412-16x20-L 2,720 2,590 22,665 1.06 0.061 2,955 7,916 1,361 3,512 13 17 2,690

SMF1612-16x20-M 3,650 3,420 22,665 1.06 0.076 3,923 10,524 1,826 4,710 17 17 3,470

SMF1616-16x20-H 5,500 5,320 30,665 1.06 0.062 5,865 15,420 2,753 7,110 25 17 3,620

SMF1412-18x20-L 2,635 2,530 18,665 1.06 0.071 2,573 6,977 1,318 3,386 12 19 2,780

SMF1612-18x20-M 3,490 3,390 18,665 1.06 0.088 3,375 9,169 1,746 4,483 16 19 3,560

SMF1616-18x20-H 5,340 5,170 29,335 1.06 0.072 5,124 13,587 2,672 6,873 24 19 3,730

SMF1412-20x20-L 2,555 2,470 14,665 1.06 0.082 2,265 6,225 1,278 3,268 12 21 2,870

SMF1612-20x20-M 3,350 3,270 14,665 1.06 0.100 2,944 8,108 1,676 4,285 15 21 3,650

SMF1616-20x20-H 5,190 5,050 24,000 1.06 0.083 4,526 12,113 2,597 6,654 24 21 3,835

SMF1412-24x20-L 2,400 2,340 10,665 1.06 0.105 1,797 5,088 1,201 3,044 11 25 3,045

SMF1612-24x20-L 3,030 2,360 10,665 1.06 0.122 2,253 5,538 1,516 3,704 14 25 3,815

SMF1616-24x20-M 4,790 4,560 16,665 1.06 0.104 3,533 9,025 2,397 6,091 22 25 4,055







Compression Column:

RH = (V/2) + X(P)

or

RH = (V/2) + X(2/3wL)

Tension Column:

RH = (V/2)












h = (H1 ‑ 3")/12, (ft)



SMF 10 12‑8X8‑l










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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 its 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

Strong Frame®C

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Special moment Frame anchorage Installation accessories

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 ixed at the correct position to go underneath the shear lug or template and a “No Equal” (≠) head stamp for identiication. Coupler nuts are included with each kit. Kits available with hot‑dip galvanization for corrosion protection when required, lead times apply.

Heavy hexnut fixedin place

Removeand installshear-lug

on extensionrods

¾," Diameterthreaded Rod

Top of concrete

Do not cut end withhead stamp

Extension rodscut to lengthas necessary

Nuts

Anchor rods remove shear lug and reinstall above.Do not cut.

Len

gth

5" 4½"

l e

Coupler nut

Coupler nut

Extension Kit

MFSl Anchorage Assembly with Extension Kit

U.S. Patent Pending

Removeand install

template on extension

rods

Top of concrete



Anchor rods remove template and reinstall above.Do not cut.

5"

Coupler nut

Fixed Nuts

MFAB Anchorage Assembly with Extension Kit

Installation – MFSl1. 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 lush 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 – MFAB1. Remove original rods from the anchorage assembly.


3. Cut bottom of rod to desired length so that the ixed nut is lush with top of concrete.


OMF C18H,C21H

FrameInside

Column Center LineSMF C10,C12,C14,C16

Anchorage Template

Anchorage placement is the most critical phase of a moment frame installation. The newly redesigned template (MFTPL6) makes 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 irst 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 ield‑assembled anchor bolts that allows customized anchor‑bolt design while still providing the accuracy of using a template. All anchor bolts are ¾" diameter.

MFTpl6

Strong Frame Special Moment Frame Anchor Extension Kits

Model No.

Anchor Rod length

(in.)Coupler

Nut

Min. Embedment le

(in.)QuantityDiameter

(in.)

MF‑ATR6EXT‑4 4 3⁄4 36 CNW3/4 31MF‑ATR6EXT‑4HS 4 3⁄4 36 HSCNW3/4 31

Len

gth

36

H

6

Diameter

Length

H forASTM A449

≠

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21/8"Minimum

edge distance

Pre-attached2x8 nailer

Enddistance

6"

1½" 3" 1½"

5" 3"

Anchor rods

Shear lug

Template

4½

"

Top of concrete

Anchorrods(4 total)

Bearingplate

Hex nuts

Len

gth

l e

36

H

6

Diameter

Length

H forASTM A449

≠

MFSl

U.S. Patent Pending

Simpson Strong‑Tie offers the patented pre‑engineered MFSL anchorage assembly to make speciication 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.

MFSL − Place top of shear lug flush

with top of concrete

Step height

4"min.

Minimum de per tension

anchorage table

Outside enddistance

Inside enddistance

Additional studsand curbas required

Curbheight

Minimum W pertension anchorage table

Enddistance



4"min.


anchorage table

Step height


plan View Slab on Grade

Section View Slab on Grade

8" C

urb

wid

thOutside end

distanceInside enddistance

21/8"Minimum

edge distance


plan View Stemwall/Curb

Section View Stemwall/Curb

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 identiication, bolt length, bolt diameter, and optional “H” for high strength (if speciied).

Installation: Concrete must be thoroughly vibrated around the shear lug to ensure full consolidation of the concrete around the assembly.

mFSL anchorage assembly

place anchorage assembly prior to placing rebar. place top of MFSl lush with top of concrete.

Strong Frame Special Moment Frame Anchor Kits

Model No.

Anchor Rod length

(in.)le

(in.)

Bearing plate Size (in.)Quantity

Diameter (in.)

SMF 10", 12", 14" AND 16" COlUMNSMFSL‑14‑6‑KT 4 3⁄4 14 8 1⁄2 3⁄8 x 7 x 7MFSL‑14‑HS6‑KT 4 3⁄4 14 8 1⁄2 3⁄8 x 7 x 7MFSL‑18‑6‑KT 4 3⁄4 18 12 1⁄2 3⁄8 x 7 x 7MFSL‑18‑HS6‑KT 4 3⁄4 18 12 1⁄2 3⁄8 x 7 x 7MFSL‑24‑6‑KT 4 3⁄4 24 18 1⁄2 3⁄8 x 7 x 7MFSL‑24‑HS6‑KT 4 3⁄4 24 18 1⁄2 3⁄8 x 7 x 7MFSL‑30‑6‑KT 4 3⁄4 30 24 1⁄2 3⁄8 x 7 x 7MFSL‑30‑HS6‑KT 4 3⁄4 30 24 1⁄2 3⁄8 x 7 x 7MFSL‑36‑6‑KT 4 3⁄4 36 30 1⁄2 3⁄8 x 7 x 7MFSL‑36‑HS6‑KT 4 3⁄4 36 30 1⁄2 3⁄8 x 7 x 7

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Special moment Frame tension anchorage

1. WindincludesSeismicDesignCategoryA&B,anddetached1and2family 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 Ψc,N = 1.25 per ACI 318, Section D5.2.6. 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.5.

8. Max. Shear 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. Shear value for Std Strength Assembly. If design shear exceeds Max. Shear 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 (Wind Application)1

Column Size

Concrete Condition 4

ASD Tension5,7 (lbs.)

Max. Shear for Std Strength Assembly8

Max Shear for HS Strength Assembly8

Footing Dimensions6 (in.)

W de

C10,

C12,

C14,

C16

Uncracked

6,060 16,850 37,845 12

6

7,460 16,205 37,200 148,965 15,510 36,505 1610,565 14,775 35,770 1812,250 13,995 34,995 2013,125 13,595 34,590 2215,870 12,330 33,325 24

817,800 11,435 32,435 2618,790 10,980 31,975 2819,800 10,515 31,510 28

1021,875 9,560 30,555 3025,020 8,110 29,105 3628,325 - 27,580 36 12

Cracked

4,845 17,410 38,405 12

6

5,970 16,895 37,890 147,170 16,340 37,335 168,450 15,750 36,745 189,800 15,125 36,120 2010,500 14,805 35,800 2212,695 13,790 34,790 24

814,240 13,080 34,075 2615,030 12,715 33,710 2815,840 12,340 33,335 28

1017,500 11,575 32,570 3020,085 10,385 31,380 3622,660 9,195 30,195 36

1224,755 8,230 29,225 3825,835 7,730 28,730 40

Anchorageassembly

Ste

p

hei

ght

de min.

4"

min

.

½ W ½ W

W

le

Section at Slab on Grade

Detailed Tension Anchorage: Allowable loads for ampliied reaction(Seismic application)2

Column Size

Concrete Condition 4

ASD Tension5,7 (lbs.)

Max. Shear for Std Strength Assembly8

Max Shear for HS Strength Assembly8

Footing Dimensions6 (in.)

W de

C10,

C12,

C14,

C16

Uncracked

6,265 19,115 42,630 14

67,530 18,530 42,045 168,870 17,915 41,430 1810,290 17,260 40,775 2011,025 16,920 40,435 2413,330 15,855 39,370 24

814,950 15,110 38,625 2615,785 14,725 38,240 2818,375 13,530 37,045 30

1020,170 12,700 36,220 3221,090 12,280 35,795 3423,795 11,030 34,545 36

1225,995 10,015 33,530 3827,125 9,495 33,010 40

Cracked

5,015 19,690 43,205 14

66,025 19,225 42,740 167,095 18,730 42,245 188,230 18,210 41,725 208,820 17,935 41,450 2410,665 17,085 40,600 24

811,960 16,490 40,005 2612,625 16,180 39,695 2814,700 15,225 38,740 30

1016,135 14,565 38,080 3216,870 14,225 37,740 3419,035 13,225 36,740 36

1220,795 12,415 35,930 3821,700 11,995 35,510 4024,505 10,705 34,220 42

1426,450 9,805 33,320 44

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Special moment Frame mFSL Shear anchorage

MFSl Anchorage Assembly Shear lug Capacities ‑ ASD Wind Shear Capacity (lbs)

Column Size

Concrete Strength

(psi)

End Distance

5.256.25 ‑ 6.75

7.25 ‑ 7.75

8.25 ‑ 9.75

10‑11.25 12 14 16 18 20

8" Wide Stemwall/Curb Foundation

C102,500 5,531 6,281 7,031 7,781 9,094 10,594 12,094 13,595 15,094

15,8693,000 6,059 6,881 7,702 8,524 9,962 11,605 13,248 14,890 15,8694,500 7,421 8,427 9,433 10,440 12,201 14,213 15,869

C122,500

N/A6,281 7,031 7,781 9,094 10,594 12,094 13,594 15,094

15,8693,000 6,881 7,702 8,524 9,962 11,605 13,248 14,891 15,8694,500 8,427 9,433 10,440 12,201 14,213 15,869

C142,500

N/A7,069 7,819 9,131 10,631 12,131 13,631 15,131

15,8693,000 7,743 8,565 10,003 11,646 13,289 14,932 15,8694,500 9,484 10,490 12,251 14,263 15,869

C162,500

N/A7,744 9,056 10,556 12,056 13,556 15,056

15,8693,000 8,483 9,921 11,564 13,207 14,850 15,8694,500 10,389 12,150 14,163 15,869


C102,500 7,266 8,203 9,141 10,078 11,719 13,594 15,469

15,8693,000 7,959 8,986 10,013 11,040 12,837 14,891 15,8694,500 9,748 11,006 12,263 13,521 15,722 15,869

C122,500

N/A8,203 9,141 10,078 11,719 13,594 15,469

15,8693,000 8,986 10,013 11,040 12,837 14,891 15,8694,500 11,006 12,263 13,521 15,722 15,869

C142,500

N/A9,188 10,125 11,766 13,641 15,516

15,8693,000 10,064 11,091 12,889 14,943 15,8694,500 12,326 13,584 15,785 15,869

C162,500

N/A10,031 11,672 13,547 15,422

15,8693,000 10,989 12,786 14,840 15,8694,500 13,458 15,659

Slab‑On‑Grade Foundation

C102,500 8,566 10,605 12,832 15,246

15,8693,000 9,384 11,618 14,057 15,8694,500 11,493 14,229 15,869

C122,500

N/A12,832 15,246 15,869

15,8693,000 14,057 15,8694,500 15,869

C142,500

N/A12,948 15,372

15,8693,000 14,184 15,8694,500 15,869

C162,500

N/A15,121

15,8693,000 15,8694,500 15,869

MFSl Anchorage Assembly Shear lug Capacities ‑ ASD Seismic Shear Capacity (lbs)

Column Size

Concrete Strength

(psi)

End Distance

5.256.25 ‑ 6.75

7.25 ‑ 7.75

8.25 ‑ 9.75

10‑11.25 12 14 16 18 20


C102,500 6,195 7,035 7,875 8,715 10,185 11,865 13,545 15,225 16,905 17,7743,000 6,786 7,706 8,627 9,547 11,157 12,997 14,838 16,678 17,7744,500 8,311 9,438 10,565 11,692 13,665 15,919 17,774

C122,500

N/A7,035 7,875 8,715 10,185 11,865 13,545 15,225 16,905 17,774

3,000 7,706 8,627 9,547 11,157 12,997 14,838 16,678 17,7744,500 9,438 10,565 11,692 13,665 15,919 17,774

C142,500

N/A7,917 8,757 10,227 11,907 13,587 15,267 16,947 17,774

3,000 8,673 9,593 11,203 13,043 14,884 16,724 17,7744,500 10,622 11,749 13,721 15,975 17,774

C162,500

N/A8,673 10,143 11,823 13,503 15,183 16,863 17,774

3,000 9,501 11,111 12,951 14,792 16,632 17,7744,500 11,636 13,608 15,862 17,774


C102,500 8,138 9,188 10,238 11,288 13,125 15,225 17,325

17,7743,000 8,914 10,064 11,215 12,365 14,378 16,678 17,7744,500 10,918 12,326 13,735 15,144 17,609 17,774

C122,500

N/A9,188 10,238 11,288 13,125 15,225 17,325

17,7743,000 10,064 11,215 12,365 14,378 16,678 17,7744,500 12,326 13,735 15,144 17,609 17,774

C142,500

N/A10,290 11,340 13,178 15,278 17,378

17,7743,000 11,272 12,422 14,435 16,736 17,7744,500 13,805 15,214 17,679 17,774

C162,500

N/A11,235 13,073 15,173 17,273

17,7743,000 12,307 14,320 16,621 17,7744,500 15,073 17,539 17,774

Slab‑On‑Grade Foundation

C102,500 9,594 11,878 14,372 17,076

17,7743,000 10,510 13,012 15,744 17,7744,500 12,872 15,936 17,774

C122,500

N/A14,372 17,076 17,774

17,7743,000 15,744 17,7744,500 17,774

C14

2,500N/A

14,502 17,21617,7743,000 15,886 17,774

4,500 17,774

C16

2,500N/A

16,93517,7743,000 17,774

4,500 17,774

1. Seismic includes designs in all Seismic Design

Categories.

2. Shear lug is included with MFSL anchorage assembly.

3. End distance is measured from centerline of nearest

anchor bolt to edge of concrete.

4. First load value listed for each column corresponds to

pre-installed wood nailer lush 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.

C10

1 /8"

2

3¾"

5¼"

6¾"

8¼"

7¼

"

C12

4¾"

1 /8"

2

7¼

"

6¼"

7¾"

9¼"

1 /8"

2

9/16"5

7¼"

7¼

"

8½"

10"

C14

6¾"

7¼

"

1 /8"

2

8¼"

9¾"

11¼"

C16

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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 ield‑installed ties or hairpins.

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 identiication, bolt length, bolt diameter, and optional “H” for high strength (if speciied).

Installation: Concrete must be thoroughly vibrated to ensure full consolidation of the concrete around the assembly.

Section at Curb/Stem


End

distance

12

" m

ax.

step

hei

gh

t

2"clear

MFAB-KT

Vertical reinforcingper tables

#3 ties

Number and spacingper MFAB shear anchorage table

112"

clea

r

112"

max

.

de minimum per tension

anchorage table(12" minimum)

4"min.

Enddistance

2"

12" m

ax.

step

hei

ght

MFAB-KT

#3

Hairpin tiesnumber per MFAB shear anchorage table

112"

clea

r

18"


anchorage table

4"min.

le



8"m

in.

curb

Outsideend distance

Insideend distance

2 min.1/8"

edge distance

MFAB

Template5"

Top of concrete

Anchorrods(4 total)

Bearingplate

Hex nuts

Len

gth

l e

36

H

6

Diameter

Length

H forASTM A449

≠

place anchorage assembly prior to placing rebar. place top of the ixed nut lush with top of concrete.

Strong Frame Special Moment Frame Anchor Kits

Model No.

Anchor Rod length

(in.)le

(in.)


Diameter (in.)

SMF 10", 12", 14" AND 16" COlUMNSMFAB‑14‑6‑KT 4 3⁄4 14 8 3⁄8 x 7 x 7MFAB‑14‑HS6‑KT 4 3⁄4 14 8 3⁄8 x 7 x 7MFAB‑18‑6‑KT 4 3⁄4 18 12 3⁄8 x 7 x 7MFAB‑18‑HS6‑KT 4 3⁄4 18 12 3⁄8 x 7 x 7MFAB‑24‑6‑KT 4 3⁄4 24 18 3⁄8 x 7 x 7MFAB‑24‑HS6‑KT 4 3⁄4 24 18 3⁄8 x 7 x 7MFAB‑30‑6‑KT 4 3⁄4 30 24 3⁄8 x 7 x 7MFAB‑30‑HS6‑KT 4 3⁄4 30 24 3⁄8 x 7 x 7MFAB‑36‑6‑KT 4 3⁄4 36 30 3⁄8 x 7 x 7MFAB‑36‑HS6‑KT 4 3⁄4 36 30 3⁄8 x 7 x 7

8" C

urb

wid

th

Outside enddistance

Inside enddistance

21/8"Minimum

edge distance


plan View – Slab on Gradeplan View At Corner

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C10

1 /8"

2

5¼"

13½"

7¼

"

C12

6¼"

1 /8"

2

7¼

"

15½"

1 /8"

2

1/8"7

7¼

"C14

8¼"

7¼

"

1 /8"

2

C16

17

19 3/8"

1/8"

Special moment Frame mFaB Shear anchorage

MFAB Anchorage Assembly Shear Capacities

Column Size

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

Hairpin Size & Number 4,5

Allowable Shear (lbs.) 7,8

Vertical Reinf. Tie Size & Spacing 4Number of Ties

for Max. 12" Height

Allowable Shear 7,8

Wind Seismic 1 Wind Seismic 1

C102 - #3 12,375 13,860 4 - #4 #3 @ 3" o.c. 4 8,438 9,4503 - #3 15,130 16,945 4 - #4 #3 @ 2" o.c. 5 11,862 13,2863 - #3 18,560 20,790 4 - #5 #3 @ 1½" o.c. 7 16,781 18,795

C122 - #3 12,375 13,860 4 - #4 #3 @ 4½" o.c. 3 9,938 11,1303 - #3 15,130 16,945 4 - #4 #3 @ 2" o.c. 5 14,112 15,8063 - #3 18,560 20,790 4 - #5 #3 @ 2" o.c. 5 19,781 22,155

C142 - #3 12,375 13,860 4 - #4 #3 @ 6" o.c. 3 11,138 12,4743 - #3 15,130 16,945 4 - #4 #3 @ 3" o.c. 4 15,912 17,8223 - #3 18,560 20,790 4 - #5 #3 @ 3" o.c. 4 22,181 24,843

C162 - #3 12,375 13,860 4 - #4 #3 @ 6" o.c. 3 12,863 14,4063 - #3 15,130 16,945 4 - #4 #3 @ 3" o.c. 4 18,500 20,7203 - #3 18,560 20,790 4 - #5 #3 @ 3" o.c. 4 25,631 28,707

1. Seismic includes designs in all Seismic Design Categories.


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 35.

5. 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.


Section at Curb/Stem


End

distance

12

" m

ax.

step

hei

gh

t

2"clear

MFAB-KT


#3 ties


112"

clea

r

112"

max

.



4"min.

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Special moment Frame anchor Bolt Layout

Anchor Bolt layout: Standard Sizes

Column Size

Frame Nominal

Width

Clear‑Opening

Width, W1

Outside Frame

Width, W2

Anchor Bolt Centerline to

Centerline

Number of Anchor Rods (per column)

C10

8' 8'-2" 10'-5" 9'-3 ½"

4

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"

C12

8' 8'-2" 10'-9" 9'-5 ½"

4

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"

C14

8' 8'-2" 11'-¼" 9'-7 1⁄8"

4

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"

C16

8' 8'-2" 11'-4 ¾" 9'-9 3⁄8"

4

10' 10'-2" 13'-4 ¾" 11'-9 3⁄8"12' 12'-4" 15'-6 ¾" 13'-11 3⁄8"14' 14'-4" 17'-6 ¾" 15'-11 3⁄8"16' 16'-4" 19'-6 ¾" 17'-11 3⁄8"18' 18'-4" 21'-6 ¾" 19'-11 3⁄8"20' 20'-4" 23'-6 ¾" 21'-11 3⁄8"24' 24'-4" 27'-6 ¾" 25'-11 3⁄8"

Column Size

W1 (in.)

W2 (in.)

Anchor Bolt Centerline

Dimensions

Number of Anchor Bolts

C10 Varies W1+27 W1+13 ½ 4C12 Varies W1+31 W1+15 ½ 4C14 Varies W1+34 ¼ W1+17 1⁄8 4C16 Varies W1+38 ¾ W1+19 3⁄8 4

Anchor Bolt layout: Custom Sizes

Anchor Bolt Centerline Dimension

(W1)

Clear opening width

Outside frame width(W2)


(W1)

(W2)


Clear opening width

Outside frame width

OM

F C

18

H,C

21

H

Fra

me

Insid

e

Co

lum

n C

en

ter

Lin

eS

MF

C1

0,C

12

,C1

4,C

16

OM

F C

18

H,C

21

H

Fra

me

Insid

e

Co

lum

n C

en

ter

Lin

eS

MF

C1

0,C

12

,C1

4,C

16

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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, Ωo = 2.5

SDS =1.5 g

20-ftFloor&20-ftRoofSpanTributarytoFrame 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 loor or roof dead load > 20 psf in SDC-D

Select Frame

Step 1: Determine lateral load

Total ASD Force to Frame, Vframe = 5,500 + 4,500 + 3,500 = 13,500 lbs

Step 2: Check R Value

Since seismic loads are calculated using R=6.5, no load conversion is required.

Vframe = 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 12.2.3.1, when the upper system has a lower R value, the Design Coeficients (R, Ωo, Cd) 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 (SMF1012‑16x9‑L, SMF1612‑16x9‑M or SMF1616‑16x9‑H).

Step 4: Check Vertical loading

Since SDS = 1.5 g > 1.0 g, include additional vertical seismic load effects in dead load check (footnote 2, page 23):

WDL = (25 psf x 20'/2) + (2 x 18 psf x 20'/2) + (12 psf x 14' x 2) = 946 plf

DL = (1.0 + 0.14SDS)WDL = (1.0 + (0.14x1.5))x(946 plf) = 1145 plf

WRLL= 20 psf x 20'/2 = 200 plf

WFLL= 2 x 40 psf x 20'/2 = 800 plf

Wu= DL+ 0.75 LL + 0.75 Lr = (1145 + 0.75 x 800 + 0.75x 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

Pu= 1,895 plf x 16 ft = 30,320 lbs.

Step 5: Select Special Moment Frame Model

With Vframe = 13,500 lbs. and Pu= 30,320 lbs.

For SMF1616‑16x9‑H: Allowable ASD shear = 13,570 lbs. > 13,500 lbs, Shear OK

Allowable Pu = 30,665 lbs. > 30,320 lbs. Gravity OK

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:

Emh = ΩoE = 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 rows @ 10" o.c.) staggered)

Tension Anchorage DesignStep 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.

5500 lbs

4500 lbs

3500 lbs

14'-

0"

14'-

0"

9'-

0"

16'-0"

MFAB-KT

Hairpin ties

10"

de

4"min.

½ W ½ W

le

W

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Special moment Frame Design example

Step 2: Determine Shear Reactions

Option 1 – Use tabulated maximum seismic shear reaction for SMF1616-16x9-H on page 23:

Maximum Column Reactions – Max Shear 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)

RL = (ΩoV/2)

Ωo = 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.

RG = X(P)

X = 0.186

PDL = 946 plf x 16-ft = 15,136 lbs.

PLL =800 plf x 16-ft=12,800 lbs.

PLr =400 plf x 16-ft=6,400 lbs.

Combined Lateral + Gravity:

VLateral = minimum (17,745 lbs., 16,875 lbs.) = 16,875 lbs.

RH=(1.0+0.105SDS)D + 0.75L + 0.75Lr + 0.525VLateral

RG = (0.186)[(1+0.105x1.5) x15,136 + 0.75 x 12,800 + 0.75 x 6,400]=5,937lbs.

RH = RG + 0.525 (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 Shear 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 Shear Capacities table on page 36: C16 column, slab-on-grade, seismic loading, 3 - #3 hairpins: Standard strength MFAB.

4b) Now Check Tension + Shear Interaction to conirm Anchorage Assembly Strength:

T= 7,729 lbs, RH= 14,794 lbs. From Detailed Tension Anchorage Table for Seismic Applications on pg 33.

Max. Shear for Std. Strength Assembly = 18,210 lbs. for W=20" and de=6", therefore HS assembly not required.

SUMMARy

Frame Model: SMF1616‑16x9‑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 speciic 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.

SMF Example #1: 1st of 3‑Story Seismic Application (cont.)

Step 2: Determine Tension Reaction

Option 1 – Use tabulated maximum tension reaction for SMF1616‑16x9‑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" = 105.75"

L = 16'– 4" + 16" + 3" = 215" (column centerline dimension)

T = (33,750 lbs x 105.75")/215" =16,600 lbs.

Combined Lateral + Gravity

TL= minimum (15,807 lbs., 16,600 lbs.) = 15,807 lbs.

TGR = ½ (0.6 – 0.14SDS) Pu_DL

= ½(0.6 – 0.14x1.5)(946 plf) x(217"/12) = 3,336 lbs.

T = 0.7 x TL ‑ TGR = 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 Ampliied Reaction table on page 33 and reaction from Step 3:

W16 column, seismic loading, cracked concrete, T = 8,230 lbs.: W = 20", de = 6"


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, RH is still required, determine anchorage strength from STEP 5 of Shear Anchorage Design.

Step 5: Determine Rod length and Footing Size

For slab on grade with 10" step height: Required le = de + 6" = 16"

Select MFAB‑24‑6‑KT, le=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

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Special moment Frame: Installation Details

®

ES-ESR 2802.

GENERAl NOTES 7/SMF1

BEAM, COlUMN AND BASE plATE DIMENSIONS 4/SMF1

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Download drawings at www.strongtie.com

SMF BEAM TO COlUMN CONNECTIONS 5/SMF1

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SlAB‑ON‑GRADE FOUNDATION ANCHORAGE DETAIlS 1/SMF2

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CONCRETE CURB FOUNDATION ANCHORAGE DETAIlS 2/SMF2


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CONCRETE STEMWAll FOOTING ANCHORAGE DTEAIl 3/SMF2


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Special ordinary moment Frame: Installation Details

AllOWABlE BEAM AND COlUMN pENETRATIONS 5/SMF2


INTERIOR FOUNDATION ANCHORAGE DETAIlS 4/SMF2

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DEpRESSED COl. AT STEMWAll 8/SMF2

COlUMN HEIGHT ADJUSTMENT AT STEMWAll FOOTINGS 6/SMF2

7/SMF2 DEpRESSED COl. AT S.O.G.

Special ordinary moment Frame: Installation Details

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HOlDOWN pOST TO STRONG FRAME COlUMN 4/SMF33/SMF3 HOlDOWN pOST TO STRONG FRAME COlUMN

HOlDOWN pOST TO STRONG FRAME BEAM 2/SMF31/SMF3 6X HOlDOWN pOST TO STRONG FRAME BEAM


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TOp OF FRAME ADJUSTMENT DETAIlS 6/SMF35/SMF3 TOp plATE SplICE DETAIl

COllECTOR DETAIlS 7/SMF3


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WOOD BEAM TO COlUMN DETAIl 9/SMF38/SMF3 STEEl BEAM TO STRONG BEAM/COlUMN

RAKE WAll DETAIlS 10/SMF3


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CONNECTION pROTECTED ZONE 13/SMF311/SMF3 WOOD INFIllS

NAIlER BOlT AllOWABlE lOADS 15/SMF314/SMF3 lINK‑TO‑COlUMN CONNECTION

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AllOWABlE BEAM AND COlUMN pENETRATIONS 12/SMF3

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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 12.2.5.6, 12.2.5.7 and 12.2.5.8. Ordinary moment frames may also be combined with other lateral-force resisting systems in accordance with ASCE 7-05 Section 12.2.2 and 12.2.3.

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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 ield 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 ield.

• Frames it 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 langes 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 ield 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 84‑89.

• Custom Sizes: We offer custom beam lengths and column heights made to order, ideal for new or retroit 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).

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Clear opening widthwood to wood

Extend field-installed single top plate and

connect to beam nailer Top of Strong Frame®

wood nailer

5/8" φAnchor rods

All heights assume 1½" non-shrink grout

13" (9

" bea

ms)

16½

" (1

2" bea

ms)

(inc.

nai

lers

)

Field-installeddouble top plate

9", 12", 15" or 18"

(inc. nailers)

Nom

inal

mom

ent

fram

e hei

ght

C6

C9

C12

C15

6" 9"

9" 12"

12" 15"

" φ holes, typical

18"15"

5½

"5

½"

5½

"5

½"

5½

"5

½"

5½

"5

½"

7 8/B9 BeamB12 Beam

5½"

1½

"3

"

8½

"

13

"

1½

"3

"1

6½

"

12

"

5½"

Assembly Elevation

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).

ordinary moment Frame Product Information – Standard Sizes

Ordinary moment frame beams and columns are manufactured with pre-installed 2x6 wood nailers.

Ordinary Moment Frame

Column size(6", 9", 12", or 15")

Beam size9 = 9" nominal beam

12 = 12" nominal beam

omF1212-16x8

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)

Model No. Naming legend

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ordinary moment Frame Product Information – Standard Sizes


Column size(6", 9", 12", or 15")



omF1212-16x8

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)


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














































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C6

C9

C12

C15

6" 9"

9" 12"

12" 15"

18"15"

5½

"5½

"5½

"5½

"

5½

"5½

"5½

"5½

"

18"

C18H

5½

"

5½

"

21"

C21H

5½

"

21"

5½

"

24"

" ϕ holes, typical78/

1" ϕ holes for C18H and C21H

Strong Frame® ordinary moment frames are now available in custom sizes to suit almost any project. Using our standard Strong Frame column and beam proiles, we now offer frames manufactured to your size speciications 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 www.strongtie.com/sfsoftware.

ordinary moment Frame Product Information – Custom Sizes

W1(clear-opening width)



wood nailer

Anchor rods All heights assume 1½" non-shrink grout

Bea

m D

epth

s

(inc.

nai

lers

)Field-installed

double top plate

Column width

(inc. nailers)

Mom

ent

fram

e co

lum

n h

eight

(H1 -

6")

(H1-5

.5" fo

r C

18H

and C

21H

)

H1

(Top

of

conc

rete

to

top

of fi

eld-

inst

alle

d to

p pl

ate)

Beam lengthsteel to steel

(W1 + 3")(W1+6" for C18H and C21H)

Assembly Elevation

B9 BeamB12 Beam

5½"

1½

"3"

8½

"

13"

1½

"3"

16½

"

12"

5½"

1½

"

B16 Beam

15½

"

3"

20"

5½"

1½

"

B19 Beam

3"

23½

"

5½"

19"

Custom Naming legend


Column size(6", 9", 12", 15", 18" or 21")

Custom size moment frame

Beam size(9", 12", 16", or 19")

omFX1212-140.00x96.50Column height, bottom of base plate to top of cap plate(78" to 247")

Beam length (63" to 291")

When specifying or ordering use the following nomenclature:

Note: Heavy beams (B12H, B16H and B19H) have (1) 4x6 beam top nailer.

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Suggested Installation Instructions

1. Install anchorage into the footing per the Designer’s speciications.

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 irst set of heavy hex nuts. The top nailer should be 1 1⁄2" below the top of adjoining walls (see igure at right). Install remaining bolts.

6. Provide temporary diagonal bracing of the moment frame, as required, until it is tied into the loor 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 inger tight) (see igure 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, inger‑tight against the base plate (see igure at right).

10. Return to the irst 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 igure 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).

Each Strong Frame® ordinary moment frame includes all the hardware necessary for assembly:

Block not included

Non-shrink grout(may require inspection)min. 5000 psi

Step 13

Adjust nuts to plumb column and level beam

Adjust nuts to plumb column

¾" min.to 2" max.(1½" typical)

Step 8 Step 9

• (16) 7⁄8"x3" high‑strength bolts ASTM A3251

• (16) 7⁄8" diameter heavy hex nuts1

• (16) 7⁄8" diameter hardened washers1

• (16) Direct Tension Indicator (DTI) washers

• (16) Finger shims

• (1) 0.015" feeler gauge

• (8) 5⁄8" diameter cut washers2

• (12) 5⁄8" diameter heavy hex nuts2

• (4) 5⁄8"x3" carriage bolts

• (1) Installation sheet (Technical bulletin T‑SFINSTALL) Heavy

hex nutHardenedwasher

Shim(whereneeded)

DTI washer(silicone side

facing steel beam)

⁷₈" A325bolt

Top of adjoining wall

Hardened washerDTI washer

Step 4

ordinary moment Frame Installation Information

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.

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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 veriied through pre‑installation veriication 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 lange into irm contact. Little or no orange silicone from the DTI washer should be visible at this time.

Pretensioned 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 lange into irm 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 ive 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 lattened DTI washers are acceptable.

Column flangeBeam end plate

Finger shim(when required)

Gapacceptable

in theseareas

Tightenthesebolts

second

Inside bolts:tighten thesebolts first

Figure 4

Siliconemarkers

DTI washer

Insert feelergauge between

DTI washerand bolt head at

notch betweenprotrusions

0.015

Figure 5

DTI protrusionsagainst bolt head

DTI washerunder bolt head

Nut

Hardenedwasher

Figure 1

Hold bolt head to keep it from turning when the nut is turned

Turn nut

DTIwasher

Figure 2

DTIwasher

Orangesilicone for

pre-tensioned bolt

Figure 3

Connection-Plate gaps and Finger Shims

The inger shims provided may be used to adjust the connection between the beam end plate and column lange. 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 irm 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 suficiently 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.

Finger shim

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Frame Selection

Step 1Check if OMF is permitted

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 12.2.5.6, 12.2.5.7, and 12.2.5.8

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 3Select nominal height and width

Select the nominal height (8', 9', 10', 12', 14', 16', 18', or 19') for your structure where the frame will be installed and ind the corresponding allowable load table on pages 64–79. 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.

Step 4Check vertical loading

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 Shear” values. If SDS > 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 Shear" 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 112–113.

Step 5Select Strong Frame model

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. (See footnote 16 on allowable load tables.)

Step 6 Check WmaxFor frames selected using Minimum Shear values, check that the maximum total vertical load based on ASD load combinations is less than the tabulated value of Wmax. If not, select a different frame and re‑check.

Step 7Check Strong Frame dimensions

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) its 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 loor level).

Step 8Select bolt tightening requirements

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 9Select 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 ield‑installed 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 12.10.2.1).

Strong Frame® Ordinary Moment Frame and Anchorage Selection

ordinary moment Frame Selection Procedure

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 93–96 illustrate the procedure with reference to each step.

This key illustrates where to ind the information in the tables on pages 64–79 for selection steps.

Strong Frame™ Ordinary Moment Frame – 8 ft. Nominal Heights

Model

Allowable ASD Shear load V (lbs) 1, 8

Maximum Total

Gravity load,

Wmax 3, 9

(lbs)


load V7 (in.)


X4

Maximum Column Reactions (lbs) 10

Top plate to Nailer Connection 6

Approx. Total

Frame Weight (lbs)

Tension5

Shear for Wind & Seismic

with R ≤ 3.0 13

Shear for Seismic with R = 3.5 14,15

Maximum Shear 2,12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V 4

Due to Wmax+V 4

Ωo=2.5 Ωo=3.0

Height = 8'‑0 ¾", Drift limit = 0.56" 16

OMF69‑8x8 5,585 5,245 38,500 0.56 0.081 4,545 3,235 6,190 9,580 10,870 25 11 835

OMF612‑8x8 6,950 6,580 40,000 0.56 0.054 5,695 3,770 5,750 10,230 11,850 31 13 865

OMF99‑8x8 9,540 9,395 22,000 0.56 0.117 7,675 5,420 7,630 11,435 11,435 43 18 850

OMF912‑8x8 13,575 13,195 40,000 0.56 0.092 10,995 7,300 10,790 15,335 15,335 61 25 885

OMF129‑8x8 12,355 12,160 25,500 0.56 0.138 9,710 6,970 10,095 14,825 14,825 55 23 920

OMF1212‑8x8 19,670 19,355 33,500 0.56 0.120 15,580 10,525 14,265 20,015 20,015 88 37 950

OMF1512‑8x8 23,940 23,905 12,500 0.56 0.139 18,505 12,785 13,925 21,140 21,140 107 45 975

Step 5 Step 6 Step 3 Step 9

Nominal Height


with 9" Beam with 12" Beam

8' 8'‑0 3⁄4" 7'‑11 1⁄4" 6'‑10 1⁄4" 6'‑6 3⁄4"9' 9'‑0 3⁄4" 8'‑11 1⁄4" 7'‑10 1⁄4" 7'‑6 3⁄4"

10' 10'‑0 3⁄4" 9'‑11 1⁄4" 8'‑10 1⁄4" 8'‑6 3⁄4"12' 12'‑0 3⁄4" 11'‑11 1⁄4" 10'‑10 1⁄4" 10'‑6 3⁄4"14' 14'‑0 3⁄4" 13'‑11 1⁄4" 12'‑10 1⁄4" 12'‑6 3⁄4"16' 16'‑0 3⁄4" 15'‑11 1⁄4" 14'‑10 1⁄4" 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.

Step 7

Nominal Width


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"


Step 7

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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.

Tension Anchorage

Step 1Determine concrete condition

Determine whether uncracked or cracked concrete is applicable for anchorage design (see ACI 318, Appendix D). Assuming cracked concrete is conservative.

Step 2Select anchorage design method

Determine which method to use for selecting anchorage solutions:• Simpliied – 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 Simpliied 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‑speciic design loads can be used (see footnotes 4 and 5 of the allowable load tables on pages 64–79).

Step 3Determine tension reaction

Determine the maximum tension reaction for tension anchorage design:• For Simpliied 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 64–79.

Step 4Select minimum footing size for tension

Determine minimum embedment and footing size for tension anchorage:• For Simpliied 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.

Step 5Determine anchorage assembly strength

Standard strength anchorage assemblies are adequate for tension except where shown in the anchorage tables:• For Simpliied 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.

Step 6Determine rod length and footing size

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 Shear Anchorage Procedure for selection of anchorage assembly type.

Anchorageassembly

Ste

p

hei

ght

de min.

4"

min

.

½ W ½ W

W

le

2¼" edgedistance


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ordinary moment Frame Shear-anchorage Selection Procedure

General Shear Anchorage

Step 1Select anchorage assembly type

Select which anchorage assembly you want to use:• The MFSL anchorage assembly is easier to install and allows the frame to be installed lush 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.

Step 2Select anchorage design method

Determine which method to use for selecting anchorage solutions:• Simpliied – 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 Simpliied 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‑speciic design loads can be used (see footnotes 4 and 5 of the allowable load tables on pages 64–79).

Step 3Determine shear reactions

Determine the maximum shear reaction for shear anchorage design:• For Simpliied 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 64–79. For OMFSL, determine shear reaction at both tension and compression columns. For MFAB, only the shear reaction at the compression column is required.

MFSl Shear Anchorage

Step 4Determine inside and outside end distance

Determine the minimum inside and outside end distance in concrete:• For Simpliied 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.

Step 6Verify Strong Frame dimensions

If additional studs are required for end distances, check that modiied ordinary moment frame dimensions will accommodate the required wall opening:

• If inside end distance exceeds that corresponding to the pre‑installed nailer installed lush 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 lush 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 its within the available wall space.

MFAB Shear Anchorage

Step 4Determine reinforcement

Determine the minimum concrete reinforcement required:• For Simpliied 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.

Outside enddistance

Inside enddistance

Pre-attachednailer

Additionalstud as

required

End of curb as occurs

1¼"Minimum

edge distance

Cu

rbw

idth

plan View – Stemwall/Curb (MFSl)

2½

" m

in.

edge

dis

tance

8"

min

.cu

rb

Enddistance

plan View – Curb/Stemwall (MFAB)

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Simpliied DesignSimpson Strong‑Tie® Strong Frame® ordinary moment frames are pre‑engineered 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 lateral‑force‑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.

• 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 www.strongtie.com.

Using this Catalog as a Design ToolThe 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 93‑96 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

ordinary moment Frame Design Information

• 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 RequirementsIn order for the Strong Frame ordinary moment frame to achieve its rated capacity, the connection plates must have irm contact and the bolts must be properly tightened. Bolts shall be tightened in compliance with the Speciication 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 veriication 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 speciied by the Designer, including pre‑installation veriication testing of the complete fastener assembly and inspection procedures. For detailed information on the use of the DTI washers provided, see page 62.

Base plates and Non‑Shrink GroutStrong 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 ield 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.

db

+

db

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anchorage Design Information

Simpson Strong‑Tie offers pre‑engineered anchorage solutions to simplify the design process. Pages 82–89 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 lush with the edge of concrete allowing it to it 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.

Flexible Anchorage Solutions Both simpliied and detailed options are provided for anchorage design in order to allow ease of design and speciication as well as reined design for project‑speciic load conditions. For simpliied 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 ind the required anchorage with a capacity that exceeds the reactions. For even further economy, select an anchorage solution using reactions calculated for project‑speciic loads as described in the footnotes of the allowable load tables.

Anchorage Design NotesThe steel strength calculations for anchor shear and anchor tension are per ACI 318‑09 and 318‑11 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.3.3.5 with modiications contained in 2012 and 2009 IBC section 1908.1.16). For designs under the 2009 IBC, tension anchorage for seismic loads complies with ACI 318‑08 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.

InspectionsInspection 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 oficial, 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 1704.2.2 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 beam‑to‑column connections is easy. Fastener assembly lots are randomly sampled and pre‑installation veriication testing is performed to conirm 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 ield – see page 60 for further information on use of the DTI washers. For projects where inspection of the bolts is required, Certiicates 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 www.strongtie.com. The lot number is located on the beam and on the hardware box.

Additional InformationFor additional information on the design and use of Strong Frame moment frames, see Installation Details on pages 95–108, and Frequently Asked Questions in the Strong Frame moment frame section at www.strongtie.com.

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Strong Frame® Ordinary Moment Frame – 8 ft. Nominal Heights

Model

Allowable ASD Shear load V (lbs.) 1, 8

Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V7 (in.)


X4

Maximum Column Reactions (lbs.) 10


Approx.Total

Frame Weight (lbs.)

Tension5


with R ≤ 3.0 13


Maximum Shear 2,12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V 4

Due to Wmax+V 4

Ωo=2.5 Ωo=3.0


OMF69-8x8 5,585 5,245 38,500 0.56 0.081 4,545 3,235 6,190 9,580 10,870 25 11 835

OMF612-8x8 6,950 6,580 40,000 0.56 0.054 5,695 3,770 5,750 10,230 11,850 31 13 865

OMF99-8x8 9,540 9,395 22,000 0.56 0.117 7,675 5,420 7,630 11,435 11,435 43 18 850

OMF912-8x8 13,575 13,195 40,000 0.56 0.092 10,995 7,300 10,790 15,335 15,335 61 25 885

OMF129-8x8 12,355 12,160 25,500 0.56 0.138 9,710 6,970 10,095 14,825 14,825 55 23 920

OMF1212-8x8 19,670 19,355 33,500 0.56 0.120 15,580 10,525 14,265 20,015 20,015 88 37 950

OMF1512-8x8 23,940 23,905 12,500 0.56 0.139 18,505 12,785 13,925 21,140 21,140 107 45 975

OMF69-10x8 5,290 5,040 32,500 0.56 0.109 3,460 3,370 6,555 9,750 10,945 24 11 890

OMF612-10x8 6,760 6,410 40,000 0.56 0.075 4,470 3,880 6,630 10,885 12,465 30 13 930

OMF99-10x8 8,765 8,665 18,500 0.56 0.150 5,725 5,400 7,485 11,435 11,435 39 17 910

OMF912-10x8 12,915 12,665 31,000 0.56 0.121 8,530 7,280 10,620 15,335 15,335 58 24 950

OMF129-10x8 11,080 10,935 22,500 0.56 0.172 7,115 6,735 9,885 14,825 14,825 50 21 980

OMF1212-10x8 18,340 18,095 28,000 0.56 0.153 11,915 10,235 13,935 20,015 20,015 82 34 1,020

OMF1512-10x8 21,960 21,925 14,000 0.56 0.173 13,995 12,205 13,720 21,140 21,140 98 41 1,040

OMF69-12x8 4,990 4,810 27,500 0.56 0.140 2,665 3,690 6,805 9,830 10,945 23 13 955

OMF612-12x8 6,550 6,335 29,500 0.56 0.100 3,555 4,070 6,540 10,795 12,360 30 13 1,000

OMF99-12x8 8,010 7,960 16,500 0.56 0.185 4,320 5,510 7,465 11,435 11,435 36 15 975

OMF912-12x8 12,220 12,055 25,000 0.56 0.155 6,695 7,365 10,435 15,335 15,335 55 23 1,020

OMF129-12x8 9,920 9,820 19,500 0.56 0.209 5,285 6,685 9,560 14,825 14,825 44 19 1,045

OMF1212-12x8 16,975 16,800 24,500 0.56 0.190 9,200 10,055 13,695 20,015 20,015 76 32 1,090

OMF1512-12x8 20,055 19,985 15,000 0.56 0.210 10,710 11,795 13,590 21,140 21,140 89 37 1,110

OMF69-14x8 4,730 4,625 22,500 0.56 0.171 2,140 4,320 6,685 9,575 10,720 21 15 1,005

OMF612-14x8 6,355 6,260 21,500 0.56 0.125 2,945 4,325 6,190 10,425 11,975 29 15 1,060

OMF99-14x8 7,405 7,380 15,000 0.56 0.219 3,415 6,095 7,430 11,435 11,435 33 15 1,025

OMF912-14x8 11,605 11,500 22,000 0.56 0.186 5,475 7,540 10,420 15,335 15,335 52 22 1,075

OMF129-14x8 9,010 8,955 17,500 0.56 0.243 4,120 7,130 9,335 14,825 14,825 40 17 1,095

OMF1212-14x8 15,855 15,715 16,500 0.56 0.224 7,430 10,045 12,060 20,015 20,015 71 30 1,145

OMF1512-14x8 18,480 18,480 12,500 0.56 0.245 8,560 11,600 12,735 21,140 21,140 82 34 1,165

W1

W2

Clear – wood to wood


connect to beam nailer Top of Strong Frame™

wood nailer

⁵⁄₈" φAnchor rods


13" (9

" bea

ms)

16½

" (1

2" bea

ms)

(inc.

nai

lers

)


Outside – wood to wood

9", 12", 15" or 18"

(inc. nailers)

H1, to

p o

f co

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to t

op

of

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op p

late

1½

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p p

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ass

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H3, to

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H2, to

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op o

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m n

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r

Assembly Elevation

Nominal Height



8' 8'-0 3⁄4" 7'-11 1⁄4" 6'-10 1⁄4" 6'-6 3⁄4"9' 9'-0 3⁄4" 8'-11 1⁄4" 7'-10 1⁄4" 7'-6 3⁄4"

10' 10'-0 3⁄4" 9'-11 1⁄4" 8'-10 1⁄4" 8'-6 3⁄4"12' 12'-0 3⁄4" 11'-11 1⁄4" 10'-10 1⁄4" 10'-6 3⁄4"14' 14'-0 3⁄4" 13'-11 1⁄4" 12'-10 1⁄4" 12'-6 3⁄4"16' 16'-0 3⁄4" 15'-11 1⁄4" 14'-10 1⁄4" 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


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"


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Model


Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V 7 (in.)


X 4



Approx.Total

Frame Weight (lbs.)

Tension 5


with R ≤ 3.0 13


Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V 4

Due to Wmax+V 4

Ωo=2.5 Ωo=3.0


OMF69-16x8 4,495 4,465 17,500 0.56 0.201 1,745 5,090 6,250 9,055 10,160 20 17 1,075

OMF612-16x8 6,160 6,145 16,500 0.56 0.151 2,465 4,860 5,910 10,075 11,595 28 17 1,135

OMF99-16x8 6,865 6,865 14,000 0.56 0.253 2,745 6,905 7,465 11,435 11,435 31 17 1,090

OMF912-16x8 11,045 11,045 14,500 0.56 0.218 4,555 7,885 9,130 15,335 15,335 49 21 1,150

OMF129-16x8 8,240 8,230 15,500 0.56 0.278 3,275 7,925 9,025 14,485 14,825 37 17 1,160

OMF1212-16x8 14,805 14,805 9,000 0.56 0.258 6,090 10,160 10,045 20,015 20,015 66 28 1,220

OMF1512-16x8 15,610 15,610 8,500 0.51 0.280 6,335 10,840 10,520 21,140 21,140 70 29 1,240

OMF69-18x8 4,270 4,270 14,000 0.56 0.233 1,435 5,995 5,850 8,550 9,610 19 19 1,125

OMF612-18x8 5,980 5,980 13,000 0.56 0.178 2,095 5,600 5,625 9,700 11,180 27 19 1,190

OMF99-18x8 6,385 6,385 12,500 0.56 0.286 2,235 7,875 7,275 11,435 11,435 29 19 1,140

OMF912-18x8 10,505 10,505 9,500 0.56 0.251 3,835 8,740 7,970 15,335 15,335 47 20 1,205

OMF129-18x8 7,565 7,565 11,000 0.56 0.312 2,645 8,885 7,700 13,200 14,825 34 19 1,210

OMF1212-18x8 10,710 10,710 9,000 0.43 0.292 3,845 9,675 8,355 16,870 19,530 48 20 1,275

OMF1512-18x8 10,710 10,710 9,000 0.38 0.315 3,785 10,195 8,585 17,200 19,865 48 20 1,295

OMF612-20x8 — 11 5,905 10,500 0.56 0.206 1,830 — 11 5,415 9,495 10,960 21 21 1,250

OMF912-20x8 — 11 8,820 7,500 0.49 0.284 2,835 — 11 6,840 13,085 15,275 21 21 1,270

OMF1212-20x8 — 11 8,820 7,500 0.38 0.327 2,785 — 11 7,205 13,415 15,610 21 21 1,340

OMF1512-20x8 — 11 8,890 7,500 0.33 0.350 2,765 — 11 7,440 13,680 15,895 21 21 1,360

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 Em level loading. Top plate splice design, as required, shall be by Designer.

7. Drift at allowable shear is applicable to both Maximum Shear with uniform load, w, and Minimum Shear with maximum total load, Wmax. Drift may be linearly reduced for shear loads less than allowable shear, 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.


Dead load L ⁄360

Floor live load L ⁄360

Dead load + loor live load L ⁄240

WMAX (Point Load) L ⁄300

10. See pages 39 to 44 for anchorage solutions.

11. Allowable stress design uniform gravity loads per footnote 2 must be reduced. See Minimum Shear and footnote 3 for maximum gravity loads.

12. Alternate combinations of lateral load and gravity load are possible for some frames. Use alternate loading worksheet on page 112‑113 or use Strong Frame®Selector software.

13. Where noted in table, reactions applicable to designs based on wind and seismic design using R ≤ 3.0.

14. Where noted in table, shear reactions for use in design of column base anchorage in accordance with AISC 341‑05, Section 8.5b, for designs with R = 3.5.

15. 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 Ωo*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/Cd) = h/171, where h = H1 and Cd = 3.0.


Column size(6", 9", 12", or 15")



omF1212-16x8

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 6.5/3.5.

2. Maximum Shear is allowable horizontal shear force, V, applied in combination with the following allowable stress design uniform gravity loads: w = 800‑plf dead load, 400‑plf loor live load, and 400‑plf roof live load. Seismic load combinations assume SDS=1.0 to determine Ev. Where SDS>1.0, check that (1.0 + 0.14SDS)D is less than 800 plf. Where gravity loads exceed any of these values, use Minimum Shear loads (see Note 3).

3. Minimum Shear is allowable horizontal shear force, V, applied in combination with the maximum total vertical load, Wmax, which may be applied as a single point load at mid‑span, P=Wmax, as multiple point loads applied symmetrically about mid‑span of the beam, P1+P2+…+Pi=Wmax, or as a uniform distributed load, wmax = Wmax/Lbeam. Wmax shall be determined based on the governing load combination of the applicable building code, and shall include Ev for seismic loads.

4. Horizontal column shear reactions can be solved by the equations below. Maximum horizontal shear reactions occur at the compression column. Designer to determine governing load combinations based on the applicable building code.

V = Design Frame Shear (lbs)

P = Midspan Point Load (lbs), based on governing load combination




5. Tension reactions are for Maximum Shear with a resisting vertical load equal to (0.6 ‑ 0.14SDS) times the frame weight, based on an assumed SDS=1.0. Where Maximum Shear is not listed, tension reactions consider Minimum Shear. Reduced ASD tension forces may be calculated by the Designer by statics. See Example #2 for calculation of reduced tension with applied lateral shear and resisting vertical loads. T = (Vh‑MR)/L V = Design frame shear (lbs) h = Steel column height, H1‑6" (ft) MR = Resisting ASD factored moment due to dead load (ft‑lbs) L = Column centerline dimension, W1 + 3" + column depth (ft)

Compression Column:RH = V⁄2 + X(P)orRH = V⁄2 + X(2⁄3 wL)

Tension ColumnRH = V⁄2

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Model

Allowable ASD Shear load V (lbs.)1, 8

Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V7 (in.)


X4


Top plate to Nailer Connection6

Approx.Total

Frame Weight (lbs.)

Tension5


with R ≤ 3.013

Shear for Seismic with R = 3.514,15

Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V4

Due to Wmax+V4 Ωo=2.5 Ωo=3.0

Height = 9'‑0 ¾", Drift limit = 0.63 16

OMF69-8x9 4,390 4,060 38,000 0.63 0.067 4,010 2,560 4,930 7,515 8,510 20 9 905

OMF612-8x9 5,350 4,980 40,000 0.63 0.043 4,920 2,910 4,465 7,825 9,050 24 10 935

OMF99-8x9 7,730 7,530 26,500 0.63 0.099 7,010 4,415 6,755 10,045 10,045 35 15 920

OMF912-8x9 10,690 10,325 40,000 0.63 0.076 9,765 5,770 8,620 13,435 13,435 48 20 955

OMF129-8x9 10,220 9,990 29,500 0.63 0.119 9,065 5,790 8,990 13,020 13,020 46 19 995

OMF1212-8x9 15,850 15,490 40,000 0.63 0.101 14,175 8,505 12,360 17,535 17,535 71 30 1,030

OMF1512-8x9 19,585 19,455 20,500 0.63 0.118 17,105 10,485 12,490 18,515 18,515 87 37 1,055

OMF69-10x9 4,170 3,925 32,000 0.63 0.090 3,050 2,685 5,260 7,710 8,680 19 11 965

OMF612-10x9 5,210 4,865 40,000 0.63 0.061 3,855 3,005 5,195 8,395 9,590 24 11 1,005

OMF99-10x9 7,125 6,995 21,500 0.63 0.127 5,240 4,425 6,615 10,045 10,045 32 14 980

OMF912-10x9 10,215 9,875 39,500 0.63 0.101 7,600 5,790 9,475 13,435 13,435 46 19 1,020

OMF129-10x9 9,200 9,030 25,500 0.63 0.148 6,655 5,630 8,830 13,020 13,020 41 17 1,055

OMF1212-10x9 14,835 14,545 34,500 0.63 0.130 10,875 8,320 12,375 17,535 17,535 66 28 1,095

OMF1512-10x9 18,040 17,925 19,500 0.63 0.148 12,985 10,070 12,255 18,515 18,515 80 34 1,120

OMF69-12x9 3,950 3,775 27,500 0.63 0.117 2,350 2,995 5,560 7,865 8,795 18 13 1,030

OMF612-12x9 5,055 4,855 29,000 0.63 0.081 3,060 3,175 5,115 8,335 9,535 23 13 1,075

OMF99-12x9 6,540 6,470 18,500 0.63 0.158 3,960 4,555 6,575 10,045 10,045 29 13 1,045

OMF912-12x9 9,695 9,470 31,000 0.63 0.129 5,975 5,895 9,300 13,435 13,435 43 18 1,090

OMF129-12x9 8,265 8,155 21,500 0.63 0.181 4,955 5,625 8,510 13,020 13,020 37 16 1,120

OMF1212-12x9 13,795 13,570 29,500 0.63 0.161 8,430 8,230 12,205 17,535 17,535 62 26 1,165

OMF1512-12x9 16,530 16,450 19,000 0.63 0.181 9,960 9,785 12,135 18,515 18,515 74 31 1,190

OMF69-14x9 3,755 3,660 22,000 0.63 0.143 1,885 3,540 5,410 7,670 8,575 17 15 1,080

OMF612-14x9 4,910 4,825 21,000 0.63 0.102 2,530 3,390 4,850 8,105 9,295 22 15 1,130

OMF99-14x9 6,060 6,025 16,500 0.63 0.188 3,135 5,120 6,540 10,045 10,045 27 15 1,100

OMF912-14x9 9,245 9,115 24,000 0.63 0.156 4,900 6,080 8,830 13,435 13,435 41 17 1,145

OMF129-14x9 7,525 7,470 19,000 0.63 0.211 3,865 6,075 8,305 13,020 13,020 34 15 1,170

OMF1212-14x9 12,910 12,850 18,500 0.63 0.191 6,815 8,260 10,445 17,535 17,535 58 24 1,220

OMF1512-14x9 15,295 15,280 15,000 0.63 0.211 7,985 9,680 11,245 18,515 18,515 68 29 1,245

W1

W2




wood nailer



13" (9

" bea

ms)

16½

" (1

2" bea

ms)

(inc.

nai

lers

)



9", 12", 15" or 18"

(inc. nailers)

H1, to

p o

f co

ncr

ete

to t

op

of

fiel

d in

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led t

op p

late

1½

" gro

ut

and 1

½" to

p p

late

ass

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H3, to

p o

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bea

m n

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r

H2, to

p o

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ete

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op o

f bea

m n

aile

r

Assembly Elevation

Nominal Width


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"


Nominal Height



8' 8'-0 3⁄4" 7'-11 1⁄4" 6'-10 1⁄4" 6'-6 3⁄4"9' 9'-0 3⁄4" 8'-11 1⁄4" 7'-10 1⁄4" 7'-6 3⁄4"10' 10'-0 3⁄4" 9'-11 1⁄4" 8'-10 1⁄4" 8'-6 3⁄4"12' 12'-0 3⁄4" 11'-11 1⁄4" 10'-10 1⁄4" 10'-6 3⁄4"14' 14'-0 3⁄4" 13'-11 1⁄4" 12'-10 1⁄4" 12'-6 3⁄4"16' 16'-0 3⁄4" 15'-11 1⁄4" 14'-10 1⁄4" 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"



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Model


Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V 7 (in.)


X 4



Approx. Total

Frame Weight (lbs.)

Tension 5


with R ≤ 3.0 13


Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V 4

Due to Wmax+V 4

Ωo=2.5 Ωo=3.0


OMF69-16x9 3,575 3,550 17,000 0.63 0.169 1,530 4,200 5,055 7,295 8,175 17 17 1,145

OMF612-16x9 4,770 4,765 16,000 0.63 0.123 2,115 3,875 4,635 7,865 9,045 22 17 1,205

OMF99-16x9 5,640 5,640 15,000 0.63 0.217 2,520 5,835 6,530 10,045 10,045 25 17 1,165

OMF912-16x9 8,820 8,805 16,500 0.63 0.184 4,075 6,460 7,860 13,435 13,435 40 17 1,220

OMF129-16x9 6,900 6,890 16,500 0.63 0.241 3,075 6,780 7,980 12,475 13,020 31 17 1,240

OMF1212-16x9 12,115 12,115 11,500 0.63 0.220 5,600 8,415 8,945 17,480 17,535 54 23 1,295

OMF1512-16x9 14,205 14,205 8,000 0.63 0.241 6,515 9,720 9,305 18,515 18,515 63 27 1,320

OMF69-18x9 3,400 3,400 13,500 0.63 0.196 1,250 4,980 4,720 6,920 7,745 19 19 1,195

OMF612-18x9 4,635 4,635 12,500 0.63 0.146 1,790 4,495 4,400 7,580 8,730 21 19 1,260

OMF99-18x9 5,260 5,260 13,500 0.63 0.247 2,050 6,690 6,425 9,850 10,045 24 19 1,215

OMF912-18x9 8,415 8,415 11,000 0.63 0.212 3,435 7,210 6,865 12,990 13,435 38 19 1,275

OMF129-18x9 6,350 6,350 12,000 0.63 0.271 2,480 7,635 6,885 11,230 12,755 29 19 1,290

OMF1212-18x9 9,940 9,940 9,000 0.55 0.250 4,035 8,580 7,540 15,390 17,535 45 19 1,350

OMF1512-18x9 9,940 9,940 9,000 0.48 0.272 3,975 9,065 7,760 15,705 18,175 45 19 1,375

OMF612-20x9 — 11 4,605 10,500 0.63 0.169 1,565 — 11 4,330 7,450 8,595 21 21 1,325

OMF912-20x9 — 11 8,120 7,500 0.63 0.240 2,950 — 11 6,115 11,870 13,435 21 21 1,340

OMF1212-20x9 — 11 8,120 7,500 0.47 0.281 2,895 — 11 6,460 12,190 14,210 21 21 1,415

OMF1512-20x9 — 11 8,225 7,500 0.42 0.303 2,895 — 11 6,700 12,490 14,540 21 21 1,440

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 Em level loading. Top plate splice design, as required, shall be by Designer.




Dead load L ⁄360






12. Alternate combinations of lateral load and gravity load are possible for some frames. Use alternate loading worksheet on page 112‑113 or use Strong Frame® Selector software.


















Column size(6", 9", 12", or 15")



omF1212-16x8




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Model


Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V7 (in.)


X4



Approx. Total

Frame Weight (lbs.)

Tension5


with R ≤ 3.013


Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V4



OMF69-8x10 3,535 3,215 37,500 0.70 0.056 3,565 2,070 4,010 6,025 6,815 16 9 975

OMF612-8x10 4,230 3,870 40,000 0.70 0.035 4,305 2,305 3,550 6,150 7,095 19 9 1,010

OMF99-8x10 6,385 6,145 31,000 0.70 0.085 6,435 3,670 6,085 8,955 8,955 29 12 995

OMF912-8x10 8,630 8,280 40,000 0.70 0.064 8,765 4,670 7,050 11,950 11,950 39 16 1,025

OMF129-8x10 8,615 8,350 33,500 0.70 0.104 8,500 4,900 8,135 11,605 11,605 39 16 1,075

OMF1212-8x10 13,050 12,705 40,000 0.70 0.087 12,995 7,020 10,310 15,600 15,600 58 24 1,110

OMF1512-8x10 16,350 16,140 28,000 0.70 0.102 15,915 8,775 11,340 16,475 16,475 73 31 1,135

OMF69-10x10 3,370 3,135 31,500 0.70 0.076 2,715 2,190 4,305 6,240 7,015 15 11 1,035

OMF612-10x10 4,130 3,785 40,000 0.70 0.050 3,370 2,395 4,170 6,635 7,565 19 11 1,075

OMF99-10x10 5,915 5,755 24,500 0.70 0.110 4,825 3,705 5,950 8,955 8,955 27 11 1,055

OMF912-10x10 8,275 7,940 40,000 0.70 0.085 6,835 4,715 7,860 11,950 11,950 37 16 1,090

OMF129-10x10 7,790 7,605 27,500 0.70 0.130 6,265 4,800 7,880 11,605 11,605 35 15 1,135

OMF1212-10x10 12,255 11,920 40,000 0.70 0.112 9,995 6,905 11,055 15,600 15,600 55 23 1,175

OMF1512-10x10 15,135 14,970 24,500 0.70 0.129 12,130 8,480 11,080 16,475 16,475 68 28 1,200

OMF69-12x10 3,200 3,030 26,500 0.70 0.099 2,085 2,485 4,520 6,395 7,140 15 13 1,100

OMF612-12x10 4,010 3,820 28,500 0.70 0.067 2,670 2,540 4,095 6,615 7,560 18 13 1,145

OMF99-12x10 5,450 5,355 21,000 0.70 0.138 3,650 3,860 5,970 8,955 8,955 25 13 1,115

OMF912-12x10 7,885 7,635 33,500 0.70 0.110 5,390 4,830 8,010 11,950 11,950 35 15 1,165

OMF129-12x10 7,015 6,895 23,500 0.70 0.159 4,665 4,820 7,700 11,605 11,605 32 13 1,200

OMF1212-12x10 11,440 11,195 33,500 0.70 0.139 7,770 6,870 10,920 15,600 15,600 51 22 1,245

OMF1512-12x10 13,915 13,790 22,500 0.70 0.158 9,330 8,285 10,940 16,475 16,475 62 26 1,270

OMF69-14x10 3,045 2,960 21,500 0.70 0.122 1,665 2,960 4,465 6,265 6,995 15 15 1,150

OMF612-14x10 3,900 3,825 20,500 0.70 0.085 2,195 2,725 3,890 6,460 7,405 18 15 1,200

OMF99-14x10 5,070 5,020 18,500 0.70 0.163 2,895 4,380 5,955 8,955 8,955 23 15 1,165

OMF912-14x10 7,530 7,415 24,500 0.70 0.133 4,415 5,005 7,430 11,950 11,950 34 15 1,220

OMF129-14x10 6,410 6,340 20,500 0.70 0.185 3,645 5,265 7,505 11,605 11,605 29 15 1,250

OMF1212-14x10 10,740 10,660 20,500 0.70 0.165 6,290 6,935 9,195 15,600 15,600 48 20 1,300

OMF1512-14x10 12,905 12,875 16,500 0.70 0.184 7,490 8,230 9,905 16,475 16,475 58 24 1,325

W1

W2




wood nailer



13" (9

" bea

ms)

16½

" (1

2" bea

ms)

(inc.

nai

lers

)



9", 12", 15" or 18"

(inc. nailers)

H1, to

p o

f co

ncr

ete

to t

op

of

fiel

d in

stal

led t

op p

late

1½

" gro

ut

and 1

½" to

p p

late

ass

um

ed

H3, to

p o

f co

ncr

ete

To b

ott

om

of

bea

m n

aile

r

H2, to

p o

f co

ncr

ete

To t

op o

f bea

m n

aile

r

Assembly Elevation

Nominal Width


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"


Nominal Height



8' 8'-0 3⁄4" 7'-11 1⁄4" 6'-10 1⁄4" 6'-6 3⁄4"9' 9'-0 3⁄4" 8'-11 1⁄4" 7'-10 1⁄4" 7'-6 3⁄4"

10' 10'-0 3⁄4" 9'-11 1⁄4" 8'-10 1⁄4" 8'-6 3⁄4"12' 12'-0 3⁄4" 11'-11 1⁄4" 10'-10 1⁄4" 10'-6 3⁄4"14' 14'-0 3⁄4" 13'-11 1⁄4" 12'-10 1⁄4" 12'-6 3⁄4"16' 16'-0 3⁄4" 15'-11 1⁄4" 14'-10 1⁄4" 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"



Strong Frame®C

-SF1

3 ©

2013 S

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69



Model


Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V 7 (in.)


X 4



Approx. Total

Frame Weight (lbs.)

Tension 5


with R ≤ 3.0 13


Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V 4

Due to Wmax+V 4

Ωo=2.5 Ωo=3.0


OMF69-16x10 2,905 2,885 16,500 0.70 0.145 1,345 3,535 4,165 5,985 6,700 17 17 1,220

OMF612-16x10 3,795 3,795 15,500 0.70 0.103 1,830 3,165 3,715 6,300 7,240 17 17 1,275

OMF99-16x10 4,725 4,710 16,500 0.70 0.189 2,325 5,020 5,915 8,955 8,955 21 17 1,235

OMF912-16x10 7,205 7,180 17,500 0.70 0.157 3,680 5,400 6,730 11,620 11,950 32 17 1,295

OMF129-16x10 5,885 5,865 17,000 0.70 0.212 2,900 5,900 7,045 10,875 11,605 27 17 1,320

OMF1212-16x10 10,110 10,110 13,000 0.70 0.192 5,180 7,125 7,895 14,980 15,600 45 19 1,375

OMF1512-16x10 12,005 12,005 10,000 0.70 0.211 6,115 8,295 8,415 16,475 16,475 54 23 1,400

OMF69-18x10 2,770 2,770 13,500 0.70 0.168 1,095 4,215 3,975 5,795 6,365 19 19 1,265

OMF612-18x10 — 11 3,750 12,500 0.70 0.122 1,575 — 11 3,615 6,145 7,075 19 19 1,330

OMF99-18x10 4,415 4,415 14,000 0.70 0.216 1,890 5,780 5,645 8,500 8,955 20 19 1,285

OMF912-18x10 6,895 6,895 12,000 0.70 0.182 3,100 6,065 5,935 10,755 11,950 31 19 1,345

OMF129-18x10 5,425 5,425 12,500 0.70 0.239 2,335 6,665 6,120 9,740 11,085 25 19 1,365

OMF1212-18x10 9,100 9,100 9,000 0.67 0.218 4,115 7,635 6,785 13,940 15,600 41 19 1,430

OMF1512-18x10 9,170 9,170 9,000 0.57 0.239 4,090 8,120 7,030 14,325 16,475 41 19 1,455

OMF612-20x10 — 11 3,695 10,000 0.70 0.142 1,355 — 11 3,470 6,005 6,920 21 21 1,395

OMF912-20x10 — 11 6,735 8,500 0.70 0.207 2,695 — 11 5,370 10,095 11,765 21 21 1,410

OMF1212-20x10 — 11 7,525 7,500 0.58 0.245 2,990 — 11 5,855 11,175 13,040 21 21 1,495

OMF1512-20x10 — 11 7,560 7,500 0.50 0.266 2,960 — 11 6,050 11,385 13,260 21 21 1,520





Dead load L ⁄360
























Column size(6", 9", 12", or 15")



omF1212-16x8




Strong Frame®

C-S

F13 ©

2013 S

IMP

SO

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IN

C.

70See footnotes on next page



Model


Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V7 (in.)


X4



Approx. Total

Frame Weight (lbs.)

Tension5


with R ≤ 3.013


Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V4



OMF69-8x12 2,430 2,125 36,500 0.84 0.041 2,895 1,440 2,785 4,085 4,605 11 9 1,120

OMF612-8x12 2,830 2,480 40,000 0.84 0.025 3,405 1,550 2,385 4,015 4,620 13 9 1,155

OMF99-8x12 4,585 4,265 39,000 0.84 0.066 5,520 2,660 5,050 7,355 7,355 21 9 1,135

OMF912-8x12 5,975 5,625 40,000 0.84 0.047 7,270 3,250 4,960 8,740 9,790 27 11 1,170

OMF129-8x12 6,400 6,085 39,500 0.84 0.082 7,575 3,670 6,730 9,535 9,535 29 12 1,235

OMF1212-8x12 9,310 8,975 40,000 0.84 0.066 11,140 5,035 7,510 12,780 12,780 42 18 1,265

OMF1512-8x12 11,970 11,640 40,000 0.84 0.080 14,020 6,455 9,460 13,495 13,495 54 23 1,290

OMF69-10x12 2,325 2,105 30,500 0.84 0.057 2,190 1,540 3,025 4,300 4,815 11 11 1,180

OMF612-10x12 2,765 2,435 39,500 0.84 0.036 2,650 1,620 2,820 4,370 4,970 13 11 1,220

OMF99-10x12 4,275 4,065 30,000 0.84 0.085 4,150 2,715 4,950 7,355 7,355 19 11 1,195

OMF912-10x12 5,750 5,425 40,000 0.84 0.064 5,670 3,305 5,610 9,185 9,790 26 11 1,235

OMF129-10x12 5,825 5,605 32,000 0.84 0.103 5,605 3,630 6,570 9,535 9,535 26 11 1,290

OMF1212-10x12 8,800 8,485 40,000 0.84 0.086 8,605 4,995 8,165 12,780 12,780 40 17 1,330

OMF1512-10x12 11,145 10,900 33,000 0.84 0.101 10,735 6,290 9,250 13,495 13,495 50 21 1,355

OMF69-12x12 2,210 2,060 26,000 0.84 0.075 1,670 1,795 3,240 4,465 4,970 13 13 1,245

OMF612-12x12 2,690 2,515 27,500 0.84 0.048 2,080 1,730 2,775 4,415 5,035 13 13 1,290

OMF99-12x12 3,960 3,830 24,500 0.84 0.107 3,145 2,900 4,915 7,350 7,355 18 13 1,260

OMF912-12x12 5,500 5,280 32,500 0.84 0.083 4,470 3,420 5,700 9,165 9,790 25 13 1,305

OMF129-12x12 5,280 5,130 27,000 0.84 0.127 4,185 3,685 6,465 9,535 9,535 24 13 1,355

OMF1212-12x12 8,265 8,010 36,000 0.84 0.108 6,715 5,025 8,440 12,780 12,780 37 16 1,400

OMF1512-12x12 10,310 10,135 28,500 0.84 0.124 8,290 6,200 9,110 13,495 13,495 46 19 1,425

OMF69-14x12 2,110 2,035 20,500 0.84 0.092 1,320 2,165 3,165 4,405 4,905 15 15 1,290

OMF612-14x12 2,620 2,550 20,000 0.84 0.061 1,700 1,895 2,670 4,355 4,985 15 15 1,340

OMF99-14x12 3,700 3,625 21,000 0.84 0.128 2,490 3,330 4,880 7,180 7,355 17 15 1,310

OMF912-14x12 5,280 5,175 23,500 0.84 0.101 3,670 3,580 5,290 8,755 9,790 24 15 1,360

OMF129-14x12 4,840 4,745 23,000 0.84 0.148 3,270 4,105 6,265 9,310 9,535 22 15 1,405

OMF1212-14x12 7,805 7,705 23,000 0.84 0.129 5,455 5,125 7,230 12,440 12,780 35 15 1,455

OMF1512-14x12 9,610 9,555 19,000 0.84 0.146 6,680 6,210 7,940 13,495 13,495 43 18 1,480

W1

W2




wood nailer



13" (9

" bea

ms)

16½

" (1

2" bea

ms)

(inc.

nai

lers

)



9", 12", 15" or 18"

(inc. nailers)

H1, to

p o

f co

ncr

ete

to t

op

of

fiel

d in

stal

led t

op p

late

1½

" gro

ut

and 1

½" to

p p

late

ass

um

ed

H3, to

p o

f co

ncr

ete

To b

ott

om

of

bea

m n

aile

r

H2, to

p o

f co

ncr

ete

To t

op o

f bea

m n

aile

r

Assembly Elevation

Nominal Width


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"


Nominal Height



8' 8'-0 3⁄4" 7'-11 1⁄4" 6'-10 1⁄4" 6'-6 3⁄4"9' 9'-0 3⁄4" 8'-11 1⁄4" 7'-10 1⁄4" 7'-6 3⁄4"10' 10'-0 3⁄4" 9'-11 1⁄4" 8'-10 1⁄4" 8'-6 3⁄4"12' 12'-0 3⁄4" 11'-11 1⁄4" 10'-10 1⁄4" 10'-6 3⁄4"14' 14'-0 3⁄4" 13'-11 1⁄4" 12'-10 1⁄4" 12'-6 3⁄4"16' 16'-0 3⁄4" 15'-11 1⁄4" 14'-10 1⁄4" 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"



Strong Frame®C

-SF1

3 ©

2013 S

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71



Model


Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V 7 (in.)


X 4



Approx. Total

Frame Weight (lbs.)

Tension 5


with R ≤ 3.0 13


Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V 4

Due to Wmax+V 4

Ωo=2.5 Ωo=3.0


OMF69-16x12 2,015 2,010 16,000 0.84 0.110 1,050 2,615 3,010 4,240 4,740 17 17 1,360

OMF612-16x12 2,550 2,550 15,000 0.84 0.075 1,400 2,225 2,560 4,275 4,905 17 17 1,420

OMF99-16x12 3,460 3,430 18,500 0.84 0.149 1,990 3,855 4,860 7,030 7,355 17 17 1,380

OMF912-16x12 5,070 5,045 18,000 0.84 0.120 3,050 3,955 4,980 8,390 9,635 23 17 1,435

OMF129-16x12 4,460 4,440 18,000 0.84 0.170 2,595 4,635 5,715 8,555 9,535 20 17 1,475

OMF1212-16x12 7,380 7,380 15,000 0.84 0.150 4,500 5,375 6,255 11,360 12,780 33 17 1,530

OMF1512-16x12 8,980 8,980 12,000 0.84 0.168 5,465 6,330 6,790 13,130 13,495 40 17 1,555

OMF69-18x12 1,920 1,920 13,000 0.84 0.128 840 3,145 2,865 4,245 4,600 19 19 1,410

OMF612-18x12 — 11 2,540 12,000 0.84 0.090 1,200 — 11 2,495 4,205 4,835 19 19 1,470

OMF99-18x12 3,250 3,250 15,000 0.84 0.170 1,615 4,480 4,540 6,570 7,355 19 19 1,425

OMF912-18x12 4,870 4,870 14,000 0.84 0.139 2,570 4,490 4,660 7,940 9,145 22 19 1,490

OMF129-18x12 4,125 4,125 13,500 0.84 0.192 2,085 5,270 5,020 7,695 8,715 19 19 1,520

OMF1212-18x12 6,985 6,985 10,500 0.84 0.171 3,760 5,940 5,545 10,730 12,455 31 19 1,585

OMF1512-18x12 7,940 7,940 8,500 0.80 0.190 4,260 6,705 5,810 12,175 13,495 36 19 1,610

OMF612-20x12 — 11 2,515 9,500 0.84 0.105 1,025 — 11 2,390 4,125 4,750 21 21 1,535

OMF912-20x12 — 11 4,780 10,000 0.84 0.159 2,235 — 11 4,205 7,495 8,680 21 21 1,555

OMF1212-20x12 — 11 6,475 7,500 0.81 0.193 3,090 — 11 4,885 9,465 11,065 21 21 1,650

OMF1512-20x12 — 11 6,580 7,500 0.69 0.212 3,100 — 11 5,105 9,750 11,380 21 21 1,675





Dead load L ⁄360
























Column size(6", 9", 12", or 15")



omF1212-16x8




Strong Frame®

C-S

F13 ©

2013 S

IMP

SO

N S

TR

ON

G-T

IE C

OM

PA

NY

IN

C.




Model


Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V7 (in.)


X4



Approx. Total

Frame Weight (lbs.)

Tension5


with R ≤ 3.013


Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V4



OMF69-8x14 1,765 1,475 35,500 0.98 0.032 2,395 1,055 2,025 2,905 3,265 9 9 1,265

OMF612-8x14 2,015 1,670 40,000 0.98 0.019 2,765 1,110 1,690 2,765 3,175 9 9 1,295

OMF99-8x14 3,450 3,125 40,000 0.98 0.052 4,810 2,015 3,945 5,895 6,240 16 9 1,280

OMF912-8x14 4,370 4,030 40,000 0.98 0.036 6,165 2,385 3,670 6,345 7,325 20 9 1,315

OMF129-8x14 4,960 4,650 40,000 0.98 0.067 6,825 2,865 5,375 8,090 8,090 22 10 1,390

OMF1212-8x14 6,990 6,655 40,000 0.98 0.053 9,740 3,795 5,720 10,200 10,820 31 13 1,425

OMF1512-8x14 9,165 8,845 40,000 0.98 0.064 12,525 4,960 7,365 11,430 11,430 41 17 1,450

OMF69-10x14 1,690 1,480 29,500 0.98 0.044 1,795 1,135 2,215 3,105 3,465 11 11 1,320

OMF612-10x14 1,970 1,660 38,500 0.98 0.027 2,135 1,165 2,005 3,035 3,440 11 11 1,360

OMF99-10x14 3,230 2,990 33,500 0.98 0.069 3,615 2,080 4,115 5,970 6,240 15 11 1,340

OMF912-10x14 4,220 3,900 40,000 0.98 0.049 4,810 2,445 4,205 6,735 7,690 19 11 1,380

OMF129-10x14 4,540 4,280 36,500 0.98 0.085 5,060 2,860 5,665 8,090 8,090 21 11 1,450

OMF1212-10x14 6,635 6,330 40,000 0.98 0.069 7,540 3,795 6,295 10,485 10,820 30 13 1,490

OMF1512-10x14 8,580 8,280 40,000 0.98 0.082 9,625 4,870 7,885 11,430 11,430 39 16 1,515

OMF69-12x14 1,610 1,470 25,000 0.98 0.058 1,350 1,355 2,395 3,250 3,615 13 13 1,385

OMF612-12x14 1,915 1,750 26,500 0.98 0.037 1,655 1,250 1,980 3,115 3,545 13 13 1,430

OMF99-12x14 3,010 2,850 28,000 0.98 0.087 2,740 2,275 4,195 5,930 6,240 14 13 1,405

OMF912-12x14 4,055 3,850 31,000 0.98 0.065 3,790 2,550 4,210 6,735 7,680 18 13 1,450

OMF129-12x14 4,135 3,965 29,500 0.98 0.104 3,780 2,955 5,495 7,975 8,090 19 13 1,515

OMF1212-12x14 6,260 6,020 35,500 0.98 0.087 5,890 3,845 6,525 10,490 10,820 28 13 1,560

OMF1512-12x14 7,975 7,760 33,500 0.98 0.102 7,455 4,840 7,760 11,430 11,430 36 15 1,585

OMF69-14x14 1,535 1,470 20,000 0.98 0.072 1,050 1,650 2,380 3,240 3,605 15 15 1,435

OMF612-14x14 1,860 1,800 19,500 0.98 0.047 1,330 1,390 1,935 3,105 3,550 15 15 1,485

OMF99-14x14 2,820 2,725 23,500 0.98 0.104 2,160 2,635 4,150 5,820 6,240 15 15 1,450

OMF912-14x14 3,900 3,805 22,500 0.98 0.079 3,105 2,690 3,940 6,485 7,425 18 15 1,505

OMF129-14x14 3,805 3,695 25,500 0.98 0.123 2,955 3,320 5,415 7,675 8,090 17 15 1,560

OMF1212-14x14 5,935 5,830 24,500 0.98 0.104 4,795 3,955 5,820 9,740 10,820 27 15 1,610

OMF1512-14x14 7,470 7,400 21,000 0.98 0.120 6,025 4,890 6,565 11,430 11,430 34 15 1,635

W1

W2




wood nailer



13" (9

" bea

ms)

16½

" (1

2" bea

ms)

(inc.

nai

lers

)



9", 12", 15" or 18"

(inc. nailers)

H1, to

p o

f co

ncr

ete

to t

op

of

fiel

d in

stal

led t

op p

late

1½

" gro

ut

and 1

½" to

p p

late

ass

um

ed

H3, to

p o

f co

ncr

ete

To b

ott

om

of

bea

m n

aile

r

H2, to

p o

f co

ncr

ete

To t

op o

f bea

m n

aile

r

Assembly Elevation

Nominal Width


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"


Nominal Height



8' 8'-0 3⁄4" 7'-11 1⁄4" 6'-10 1⁄4" 6'-6 3⁄4"9' 9'-0 3⁄4" 8'-11 1⁄4" 7'-10 1⁄4" 7'-6 3⁄4"10' 10'-0 3⁄4" 9'-11 1⁄4" 8'-10 1⁄4" 8'-6 3⁄4"12' 12'-0 3⁄4" 11'-11 1⁄4" 10'-10 1⁄4" 10'-6 3⁄4"14' 14'-0 3⁄4" 13'-11 1⁄4" 12'-10 1⁄4" 12'-6 3⁄4"16' 16'-0 3⁄4" 15'-11 1⁄4" 14'-10 1⁄4" 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"



Strong Frame®C

-SF1

3 ©

2013 S

IMP

SO

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ON

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OM

PA

NY

IN

C.

73


Model


Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V 7 (in.)


X 4



Approx. Total

Frame Weight (lbs.)

Tension 5


with R ≤ 3.0 13


Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V 4

Due to Wmax+V 4

Ωo=2.5 Ωo=3.0


OMF69-16x14 1,465 1,465 15,500 0.98 0.087 815 2,015 2,265 3,140 3,505 17 17 1,505

OMF612-16x14 1,810 1,810 14,500 0.98 0.057 1,080 1,645 1,850 3,065 3,510 17 17 1,565

OMF99-16x14 2,650 2,615 18,500 0.98 0.122 1,725 3,080 3,875 5,515 6,160 17 17 1,525

OMF912-16x14 3,755 3,735 17,500 0.98 0.095 2,575 3,035 3,760 6,260 7,180 17 17 1,580

OMF129-16x14 3,515 3,485 19,000 0.98 0.141 2,335 3,775 4,800 6,965 7,825 17 17 1,630

OMF1212-16x14 5,630 5,620 16,500 0.98 0.122 3,955 4,225 5,095 8,950 10,335 25 17 1,690

OMF1512-16x14 7,005 7,005 13,500 0.98 0.138 4,935 5,065 5,630 10,525 11,430 32 17 1,715

OMF69-18x14 1,400 1,400 12,500 0.98 0.102 640 2,450 2,150 3,245 3,505 19 19 1,550

OMF612-18x14 — 11 1,825 11,500 0.98 0.069 925 — 11 1,810 3,040 3,490 19 19 1,615

OMF99-18x14 2,490 2,490 15,000 0.98 0.139 1,385 3,600 3,630 5,170 5,785 19 19 1,570

OMF912-18x14 3,610 3,610 14,000 0.98 0.111 2,155 3,470 3,570 5,985 6,880 19 19 1,630

OMF129-18x14 3,260 3,260 14,000 0.98 0.160 1,875 4,315 4,180 6,290 7,095 19 19 1,675

OMF1212-18x14 5,345 5,345 11,500 0.98 0.139 3,300 4,705 4,500 8,310 9,630 24 19 1,740

OMF1512-18x14 6,585 6,585 9,000 0.98 0.157 4,095 5,545 4,900 10,070 11,430 30 19 1,765

OMF612-20x14 — 11 1,815 9,500 0.98 0.081 780 — 11 1,780 3,000 3,450 21 21 1,680

OMF912-20x14 — 11 3,570 11,000 0.98 0.127 1,880 — 11 3,375 5,800 6,680 21 21 1,695

OMF1212-20x14 — 11 5,210 8,000 0.98 0.157 2,860 — 11 4,040 7,695 8,985 21 21 1,805

OMF1512-20x14 — 11 5,600 7,500 0.87 0.175 3,060 — 11 4,300 8,245 9,630 21 21 1,830






Dead load L ⁄360
























Column size(6", 9", 12", or 15")



omF1212-16x8




Strong Frame®

C-S

F13 ©

2013 S

IMP

SO

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ON

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OM

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NY

IN

C.




Model


Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V7 (in.)


X4



Approx. Total

Frame Weight (lbs.)

Tension5


with R ≤ 3.013


Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V4



OMF69-8x16 1,330 1,050 34,500 1.12 0.025 2,000 800 1,515 2,135 2,390 9 9 1,395

OMF612-8x16 1,500 1,160 40,000 1.12 0.015 2,290 830 1,240 1,970 2,255 9 9 1,425

OMF99-8x16 2,690 1,780 39,000 1.12 0.043 4,240 1,585 2,795 3,845 4,280 12 9 1,415

OMF912-8x16 3,330 2,995 40,000 1.12 0.029 5,320 1,825 2,815 4,775 5,505 15 9 1,445

OMF129-8x16 3,965 3,655 40,000 1.12 0.056 6,200 2,305 4,380 6,680 6,970 18 9 1,535

OMF1212-8x16 5,435 5,110 40,000 1.12 0.043 8,620 2,965 4,505 7,910 9,150 25 10 1,565

OMF1512-8x16 7,260 6,955 38,500 1.12 0.053 11,320 3,945 5,825 9,830 9,830 33 14 1,595

OMF69-10x16 1,270 1,070 29,000 1.12 0.035 1,475 870 1,695 2,320 2,580 11 11 1,450

OMF612-10x16 1,460 1,160 37,500 1.12 0.021 1,740 870 1,470 2,185 2,470 11 11 1,490

OMF99-10x16 2,525 2,295 33,000 1.12 0.057 3,180 1,645 3,275 4,670 5,230 12 11 1,470

OMF912-10x16 3,220 2,905 40,000 1.12 0.040 4,140 1,880 3,260 5,115 5,825 15 11 1,510

OMF129-10x16 3,645 3,390 36,000 1.12 0.071 4,605 2,315 4,620 6,710 6,970 17 11 1,590

OMF1212-10x16 5,185 4,880 40,000 1.12 0.056 6,695 2,985 5,010 8,205 9,310 23 11 1,630

OMF1512-10x16 6,825 6,540 39,000 1.12 0.068 8,725 3,900 6,310 9,830 9,830 31 13 1,660

OMF69-12x16 1,210 1,080 24,500 1.12 0.047 1,090 1,060 1,845 2,450 2,715 13 13 1,515

OMF612-12x16 1,420 1,265 26,000 1.12 0.029 1,330 940 1,480 2,285 2,595 13 13 1,560

OMF99-12x16 2,365 2,200 28,500 1.12 0.072 2,410 1,835 3,440 4,735 5,275 13 13 1,535

OMF912-12x16 3,100 2,910 30,500 1.12 0.052 3,255 1,975 3,270 5,135 5,850 14 13 1,580

OMF129-12x16 3,330 3,155 30,500 1.12 0.088 3,435 2,435 4,645 6,585 6,970 15 13 1,655

OMF1212-12x16 4,910 4,685 34,500 1.12 0.072 5,235 3,045 5,160 8,215 9,310 22 13 1,700

OMF1512-12x16 6,375 6,140 36,000 1.12 0.085 6,775 3,905 6,560 9,830 9,830 29 13 1,730

OMF69-14x16 1,155 1,100 19,500 1.12 0.058 830 1,305 1,845 2,465 2,735 15 15 1,575

OMF612-14x16 1,375 1,325 19,000 1.12 0.037 1,045 1,060 1,455 2,305 2,630 15 15 1,625

OMF99-14x16 2,220 2,125 23,500 1.12 0.087 1,885 2,150 3,385 4,640 5,165 15 15 1,595

OMF912-14x16 2,990 2,905 22,000 1.12 0.064 2,655 2,100 3,065 4,985 5,695 15 15 1,645

OMF129-14x16 3,075 2,955 26,500 1.12 0.104 2,675 2,755 4,620 6,395 6,970 15 15 1,715

OMF1212-14x16 4,670 4,555 25,500 1.12 0.086 4,260 3,150 4,785 7,775 8,895 21 15 1,765

OMF1512-14x16 5,990 5,905 22,500 1.12 0.101 5,475 3,965 5,535 9,530 9,830 27 15 1,795

W1

W2




wood nailer



13" (9

" bea

ms)

16½

" (1

2" bea

ms)

(inc.

nai

lers

)



9", 12", 15" or 18"

(inc. nailers)

H1, to

p o

f co

ncr

ete

to t

op

of

fiel

d in

stal

led t

op p

late

1½

" gro

ut

and 1

½" to

p p

late

ass

um

ed

H3, to

p o

f co

ncr

ete

To b

ott

om

of

bea

m n

aile

r

H2, to

p o

f co

ncr

ete

To t

op o

f bea

m n

aile

r

Assembly Elevation

Nominal Width


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"


Nominal Height



8' 8'-0 3⁄4" 7'-11 1⁄4" 6'-10 1⁄4" 6'-6 3⁄4"9' 9'-0 3⁄4" 8'-11 1⁄4" 7'-10 1⁄4" 7'-6 3⁄4"

10' 10'-0 3⁄4" 9'-11 1⁄4" 8'-10 1⁄4" 8'-6 3⁄4"12' 12'-0 3⁄4" 11'-11 1⁄4" 10'-10 1⁄4" 10'-6 3⁄4"14' 14'-0 3⁄4" 13'-11 1⁄4" 12'-10 1⁄4" 12'-6 3⁄4"16' 16'-0 3⁄4" 15'-11 1⁄4" 14'-10 1⁄4" 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"



Strong Frame®C

-SF1

3 ©

2013 S

IMP

SO

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ON

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PA

NY

IN

C.

75



Model


Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V 7 (in.)


X 4



Approx. Total

Frame Weight (lbs.)

Tension 5


with R ≤ 3.0 13


Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V 4

Due to Wmax+V 4

Ωo=2.5 Ωo=3.0


OMF69-16x16 1,105 1,105 15,000 1.12 0.070 630 1,605 1,755 2,410 2,680 17 17 1,635

OMF612-16x16 1,335 1,335 14,500 1.12 0.045 830 1,265 1,415 2,285 2,610 17 17 1,690

OMF99-16x16 2,085 2,060 18,500 1.12 0.102 1,490 2,525 3,175 4,400 4,905 17 17 1,655

OMF912-16x16 2,880 2,870 17,000 1.12 0.077 2,195 2,405 2,930 4,835 5,540 17 17 1,710

OMF129-16x16 2,850 2,820 19,500 1.12 0.120 2,115 3,155 4,075 5,805 6,495 17 17 1,775

OMF1212-16x16 4,440 4,425 18,000 1.12 0.101 3,510 3,425 4,290 7,245 8,335 20 17 1,830

OMF1512-16x16 5,630 5,630 15,000 1.12 0.116 4,485 4,165 4,805 8,670 9,830 25 17 1,855

OMF69-18x16 — 11 1,105 12,000 1.12 0.083 510 — 11 1,685 2,360 2,630 19 19 1,690

OMF612-18x16 — 11 1,360 11,500 1.12 0.054 705 — 11 1,390 2,285 2,620 19 19 1,755

OMF99-18x16 1,965 1,965 14,500 1.12 0.117 1,190 2,970 2,915 4,140 4,625 19 19 1,710

OMF912-18x16 2,775 2,775 13,500 1.12 0.090 1,825 2,770 2,780 4,630 5,315 19 19 1,775

OMF129-18x16 2,645 2,645 14,500 1.12 0.136 1,680 3,625 3,570 5,260 5,910 19 19 1,830

OMF1212-18x16 4,230 4,230 12,500 1.12 0.116 2,925 3,840 3,775 6,685 7,730 19 19 1,895

OMF1512-18x16 5,305 5,305 10,500 1.12 0.132 3,720 4,585 4,235 8,180 9,490 24 19 1,920

OMF612-20x16 — 11 1,365 9,000 1.12 0.064 590 — 11 1,340 2,265 2,605 21 21 1,820

OMF912-20x16 — 11 2,765 11,000 1.12 0.104 1,595 — 11 2,685 4,550 5,230 21 21 1,840

OMF1212-20x16 — 11 4,140 9,000 1.12 0.132 2,535 — 11 3,420 6,280 7,300 21 21 1,960

OMF1512-20x16 — 11 4,900 7,500 1.07 0.148 3,035 — 11 3,720 7,165 8,375 21 21 1,985





Dead load L ⁄360
























Column size(6", 9", 12", or 15")



omF1212-16x8




Strong Frame®

C-S

F13 ©

2013 S

IMP

SO

N S

TR

ON

G-T

IE C

OM

PA

NY

IN

C.




Model


Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V7 (in.)


X4



Approx. Total

Frame Weight (lbs.)

Tension5


with R ≤ 3.013


Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V4



OMF69-8x18 1,010 745 34,000 1.27 0.020 1,650 615 1,155 1,575 1,755 9 9 1,560

OMF612-8x18 1,125 795 38,000 1.27 0.011 1,870 625 890 1,420 1,690 9 9 1,595

OMF99-8x18 2,115 1,810 38,000 1.28 0.035 3,725 1,255 2,435 3,535 3,970 10 9 1,580

OMF912-8x18 2,565 2,230 40,000 1.28 0.023 4,590 1,410 2,170 3,615 4,155 12 9 1,615

OMF129-8x18 3,190 2,885 40,000 1.28 0.047 5,610 1,865 3,590 5,380 6,080 15 9 1,715

OMF1212-8x18 4,270 3,970 38,000 1.28 0.035 7,635 2,335 3,505 6,135 7,100 19 9 1,750

OMF1512-8x18 5,800 5,620 26,500 1.28 0.045 10,230 3,160 4,155 7,985 8,665 26 11 1,775

OMF69-10x18 965 775 28,500 1.27 0.028 1,195 670 1,305 1,735 1,925 11 11 1,620

OMF612-10x18 1,095 810 37,000 1.28 0.016 1,395 655 1,095 1,575 1,775 11 11 1,660

OMF99-10x18 1,990 1,770 32,500 1.28 0.047 2,785 1,315 2,625 3,665 4,095 11 11 1,640

OMF912-10x18 2,485 2,170 40,000 1.27 0.032 3,560 1,460 2,545 3,910 4,435 12 11 1,680

OMF129-10x18 2,945 2,705 35,500 1.28 0.060 4,165 1,890 3,795 5,430 6,090 14 11 1,775

OMF1212-10x18 4,090 3,815 37,000 1.28 0.047 5,935 2,370 3,870 6,370 7,300 19 11 1,815

OMF1512-10x18 5,475 5,310 27,500 1.28 0.057 7,895 3,145 4,455 8,050 8,665 25 11 1,845

OMF69-12x18 915 800 23,500 1.27 0.038 855 835 1,415 1,860 2,055 13 13 1,685

OMF612-12x18 1,055 915 25,500 1.27 0.023 1,030 705 1,115 1,685 1,910 13 13 1,730

OMF99-12x18 1,865 1,710 28,000 1.28 0.060 2,090 1,490 2,775 3,760 4,175 13 13 1,705

OMF912-12x18 2,395 2,215 29,500 1.28 0.042 2,785 1,540 2,530 3,945 4,490 13 13 1,750

OMF129-12x18 2,705 2,530 30,500 1.28 0.075 3,110 2,020 3,870 5,370 5,990 13 13 1,840

OMF1212-12x18 3,885 3,670 33,500 1.28 0.060 4,640 2,435 4,110 6,485 7,380 18 13 1,885

OMF1512-12x18 5,135 4,985 28,000 1.28 0.072 6,140 3,170 4,780 8,090 8,665 23 13 1,915

OMF69-14x18 870 820 18,500 1.27 0.047 625 1,035 1,410 1,885 2,090 15 15 1,730

OMF612-14x18 1,025 975 18,500 1.28 0.029 795 815 1,100 1,725 1,965 15 15 1,780

OMF99-14x18 1,755 1,670 22,500 1.27 0.073 1,625 1,760 2,700 3,695 4,105 15 15 1,750

OMF912-14x18 2,310 2,235 21,500 1.28 0.053 2,255 1,665 2,405 3,865 4,410 15 15 1,800

OMF129-14x18 2,505 2,395 26,000 1.28 0.089 2,415 2,305 3,825 5,235 5,825 15 15 1,885

OMF1212-14x18 3,705 3,600 24,500 1.28 0.072 3,770 2,535 3,810 6,185 7,065 17 15 1,935

OMF1512-14x18 4,835 4,745 24,000 1.28 0.085 4,965 3,235 4,700 7,855 8,665 22 15 1,960

W1

W2




wood nailer



13" (9

" bea

ms)

16½

" (1

2" bea

ms)

(inc.

nai

lers

)



9", 12", 15" or 18"

(inc. nailers)

H1, to

p o

f co

ncr

ete

to t

op

of

fiel

d in

stal

led t

op p

late

1½

" gro

ut

and 1

½" to

p p

late

ass

um

ed

H3, to

p o

f co

ncr

ete

To b

ott

om

of

bea

m n

aile

r

H2, to

p o

f co

ncr

ete

To t

op o

f bea

m n

aile

r

Assembly Elevation

Nominal Width


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"


Nominal Height



8' 8'-0 3⁄4" 7'-11 1⁄4" 6'-10 1⁄4" 6'-6 3⁄4"9' 9'-0 3⁄4" 8'-11 1⁄4" 7'-10 1⁄4" 7'-6 3⁄4"

10' 10'-0 3⁄4" 9'-11 1⁄4" 8'-10 1⁄4" 8'-6 3⁄4"12' 12'-0 3⁄4" 11'-11 1⁄4" 10'-10 1⁄4" 10'-6 3⁄4"14' 14'-0 3⁄4" 13'-11 1⁄4" 12'-10 1⁄4" 12'-6 3⁄4"16' 16'-0 3⁄4" 15'-11 1⁄4" 14'-10 1⁄4" 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"



Strong Frame®C

-SF1

3 ©

2013 S

IMP

SO

N S

TR

ON

G-T

IE C

OM

PA

NY

IN

C.

77



Model


Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V 7 (in.)


X 4



Approx. Total

Frame Weight (lbs.)

Tension 5


with R ≤ 3.0 13


Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V 4

Due to Wmax+V 4

Ωo=2.5 Ωo=3.0


OMF69-16x18 830 830 14,500 1.27 0.058 445 1,285 1,365 1,850 2,055 17 17 1,805

OMF612-16x18 990 990 14,000 1.27 0.036 600 980 1,070 1,715 1,960 17 17 1,860

OMF99-16x18 1,650 1,635 17,500 1.27 0.086 1,270 2,085 2,525 3,525 3,930 17 17 1,825

OMF912-16x18 2,230 2,225 16,500 1.28 0.063 1,850 1,920 2,305 3,770 4,315 17 17 1,880

OMF129-16x18 2,320 2,285 20,000 1.27 0.102 1,890 2,650 3,480 4,860 5,420 17 17 1,960

OMF1212-16x18 3,530 3,505 18,500 1.28 0.085 3,095 2,795 3,540 5,890 6,750 17 17 2,015

OMF1512-16x18 4,565 4,565 16,000 1.28 0.099 4,070 3,455 4,085 7,195 8,315 21 17 2,045

OMF69-18x18 — 11 850 11,500 1.28 0.068 365 — 11 1,315 1,840 2,045 19 19 1,845

OMF612-18x18 — 11 1,030 11,000 1.27 0.043 520 — 11 1,060 1,740 1,990 19 19 1,910

OMF99-18x18 1,555 1,555 14,500 1.27 0.099 995 2,470 2,405 3,350 3,705 19 19 1,865

OMF912-18x18 2,150 2,150 13,000 1.28 0.074 1,530 2,230 2,175 3,610 4,140 19 19 1,930

OMF129-18x18 2,160 2,160 15,000 1.28 0.116 1,495 3,065 3,070 4,435 4,965 19 19 2,000

OMF1212-18x18 3,365 3,365 13,500 1.27 0.098 2,570 3,155 3,185 5,475 6,300 19 19 2,065

OMF1512-18x18 4,310 4,310 11,000 1.28 0.112 3,370 3,825 3,565 6,700 7,760 20 19 2,090

OMF612-20x18 — 11 1,035 9,000 1.27 0.051 415 — 11 1,045 1,730 1,985 21 21 1,975

OMF912-20x18 — 11 2,165 10,500 1.28 0.086 1,340 — 11 2,110 3,585 4,120 21 21 1,995

OMF1212-20x18 — 11 3,320 9,500 1.28 0.111 2,240 — 11 2,860 5,155 5,970 21 21 2,130

OMF1512-20x18 — 11 4,200 7,500 1.28 0.126 2,915 — 11 3,180 6,135 7,170 21 21 2,155





Dead load L ⁄360
























Column size(6", 9", 12", or 15")



omF1212-16x8




Strong Frame®

C-S

F13 ©

2013 S

IMP

SO

N S

TR

ON

G-T

IE C

OM

PA

NY

IN

C.




Model


Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V7 (in.)


X4



Approx. Total

Frame Weight (lbs.)

Tension5


with R ≤ 3.013


Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V4



OMF69-8x19 900 635 31,000 1.34 0.018 1,515 550 965 1,325 1,480 9 9 1,635

OMF612-8x19 995 670 34,000 1.34 0.010 1,705 555 735 1,255 1,495 9 9 1,665

OMF99-8x19 1,905 1,605 38,000 1.35 0.033 3,515 1,135 2,210 3,165 3,555 9 9 1,655

OMF912-8x19 2,295 1,965 40,000 1.35 0.021 4,300 1,265 1,945 3,205 3,680 11 9 1,685

OMF129-8x19 2,910 2,595 38,500 1.35 0.044 5,375 1,705 3,220 4,825 5,455 13 9 1,795

OMF1212-8x19 3,855 3,600 34,000 1.35 0.032 7,245 2,110 3,050 5,430 6,300 18 9 1,830

OMF1512-8x19 5,270 5,140 22,500 1.35 0.041 9,785 2,880 3,630 7,130 8,190 24 10 1,855

OMF69-10x19 860 670 28,500 1.34 0.026 1,085 600 1,175 1,535 1,700 11 11 1,690

OMF612-10x19 965 695 34,000 1.34 0.015 1,260 580 920 1,330 1,505 11 11 1,730

OMF99-10x19 1,800 1,580 32,000 1.35 0.043 2,625 1,195 2,370 3,300 3,685 11 11 1,710

OMF912-10x19 2,225 1,915 40,000 1.35 0.029 3,330 1,310 2,290 3,480 3,950 11 11 1,750

OMF129-10x19 2,690 2,455 34,500 1.35 0.056 3,985 1,735 3,435 4,940 5,540 12 11 1,855

OMF1212-10x19 3,695 3,465 33,000 1.35 0.043 5,625 2,145 3,345 5,630 6,475 17 11 1,895

OMF1512-10x19 4,990 4,855 24,000 1.35 0.053 7,570 2,875 3,885 7,175 8,190 23 11 1,920

OMF69-12x19 810 700 23,500 1.34 0.035 755 750 1,280 1,650 1,820 13 13 1,755

OMF612-12x19 935 790 25,500 1.34 0.020 925 630 990 1,475 1,670 13 13 1,800

OMF99-12x19 1,685 1,535 27,500 1.35 0.056 1,960 1,365 2,510 3,400 3,775 13 13 1,775

OMF912-12x19 2,145 1,970 29,000 1.35 0.039 2,595 1,385 2,265 3,525 4,005 13 13 1,820

OMF129-12x19 2,475 2,305 30,000 1.35 0.070 2,970 1,870 3,545 4,920 5,485 13 13 1,920

OMF1212-12x19 3,520 3,320 32,000 1.35 0.055 4,400 2,215 3,665 5,810 6,620 16 13 1,965

OMF1512-12x19 4,685 4,570 24,500 1.35 0.067 5,885 2,905 4,145 7,195 8,190 21 13 1,990

OMF69-14x19 775 730 18,500 1.35 0.043 550 940 1,280 1,685 1,865 15 15 1,800

OMF612-14x19 905 860 18,500 1.35 0.026 700 730 985 1,525 1,735 15 15 1,850

OMF99-14x19 1,585 1,505 22,500 1.35 0.067 1,520 1,615 2,480 3,355 3,720 15 15 1,820

OMF912-14x19 2,070 2,000 21,000 1.35 0.048 2,100 1,505 2,155 3,465 3,955 15 15 1,870

OMF129-14x19 2,295 2,185 25,500 1.35 0.083 2,310 2,135 3,500 4,795 5,330 15 15 1,960

OMF1212-14x19 3,355 3,255 24,500 1.35 0.067 3,570 2,310 3,490 5,600 6,400 15 15 2,010

OMF1512-14x19 4,415 4,320 24,000 1.35 0.079 4,755 2,970 4,330 7,210 8,190 20 15 2,040

W1

W2




wood nailer



13" (9

" bea

ms)

16½

" (1

2" bea

ms)

(inc.

nai

lers

)



9", 12", 15" or 18"

(inc. nailers)

H1, to

p o

f co

ncr

ete

to t

op

of

fiel

d in

stal

led t

op p

late

1½

" gro

ut

and 1

½" to

p p

late

ass

um

ed

H3, to

p o

f co

ncr

ete

To b

ott

om

of

bea

m n

aile

r

H2, to

p o

f co

ncr

ete

To t

op o

f bea

m n

aile

r

Assembly Elevation

Nominal Width


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"


Nominal Height



8' 8'-0 3⁄4" 7'-11 1⁄4" 6'-10 1⁄4" 6'-6 3⁄4"9' 9'-0 3⁄4" 8'-11 1⁄4" 7'-10 1⁄4" 7'-6 3⁄4"10' 10'-0 3⁄4" 9'-11 1⁄4" 8'-10 1⁄4" 8'-6 3⁄4"12' 12'-0 3⁄4" 11'-11 1⁄4" 10'-10 1⁄4" 10'-6 3⁄4"14' 14'-0 3⁄4" 13'-11 1⁄4" 12'-10 1⁄4" 12'-6 3⁄4"16' 16'-0 3⁄4" 15'-11 1⁄4" 14'-10 1⁄4" 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"



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Model


Maximum Total

Gravity load,

Wmax 3, 9

(lbs.)


load V 7 (in.)


X 4



Approx. Total

Frame Weight (lbs.)

Tension 5


with R ≤ 3.0 13


Maximum Shear 2, 12

Minimum Shear 3, 12

16d Option

¼"x3½" SDS Screw

OptionDue to w+V 4

Due to Wmax+V 4

Ωo=2.5 Ωo=3.0


OMF69-16x19 730 730 14,500 1.34 0.053 370 1,165 1,235 1,650 1,830 17 17 1,875

OMF612-16x19 870 870 14,000 1.35 0.033 510 880 955 1,515 1,730 17 17 1,935

OMF99-16x19 1,495 1,475 17,500 1.35 0.079 1,180 1,920 2,320 3,200 3,565 17 17 1,895

OMF912-16x19 2,000 1,995 16,000 1.35 0.058 1,710 1,745 2,060 3,385 3,875 17 17 1,955

OMF129-16x19 2,130 2,095 20,000 1.35 0.096 1,800 2,465 3,230 4,480 4,995 17 17 2,035

OMF1212-16x19 3,200 3,180 18,500 1.35 0.079 2,925 2,565 3,245 5,365 6,145 17 17 2,095

OMF1512-16x19 4,170 4,170 16,500 1.35 0.092 3,890 3,190 3,815 6,645 7,670 19 17 2,125

OMF69-18x19 — 11 755 11,500 1.34 0.063 300 — 11 1,195 1,650 1,835 19 19 1,915

OMF612-18x19 — 11 910 11,000 1.34 0.039 440 — 11 950 1,545 1,770 19 19 1,980

OMF99-18x19 1,405 1,405 14,000 1.35 0.092 915 2,280 2,165 3,080 3,370 19 19 1,940

OMF912-18x19 1,925 1,925 13,000 1.34 0.068 1,405 2,030 1,975 3,245 3,720 19 19 2,000

OMF129-18x19 1,980 1,980 15,500 1.34 0.109 1,415 2,855 2,915 4,115 4,605 19 19 2,080

OMF1212-18x19 3,055 3,055 14,000 1.35 0.091 2,430 2,905 2,975 5,030 5,780 19 19 2,140

OMF1512-18x19 3,940 3,940 11,500 1.34 0.105 3,220 3,535 3,345 6,150 7,120 19 19 2,170

OMF612-20x19 — 11 920 9,000 1.34 0.047 345 — 11 940 1,545 1,770 21 21 2,045

OMF912-20x19 — 11 1,955 10,500 1.35 0.079 1,240 — 11 1,925 3,235 3,720 21 21 2,065

OMF1212-20x19 — 11 3,020 10,000 1.35 0.103 2,115 — 11 2,685 4,745 5,485 21 21 2,205

OMF1512-20x19 — 11 3,855 8,000 1.35 0.118 2,795 — 11 3,005 5,680 6,630 21 21 2,235






Dead load L ⁄360
























Column size(6", 9", 12", or 15")



omF1212-16x8




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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 ield‑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.

2‑Story Member Depth and Connections (Columns)

ColumnSection

ID

SteelDepth(in.)

Column ExteriorNailer

Column Interior

Nailer(s)

OverallDepth(in.)

AnchorBolt Dia.

(in.)

C9 9 2x6 2x6 12 5⁄8

C12 12 2x6 2x6 15 5⁄8

C15 15 2x6 2x6 18 5⁄8

C18H1,2 18 2x6 (2) 2x6 22 ½ 3⁄4

C21H1,2 21 2x6 (2) 2x6 25 ½ 3⁄4

2‑Story Member Depth and Connections (Beams)

BeamSection

ID

SteelDepth(in.)

Beam TopNailer(s)

Beam BottomNailer

OverallDepth(in.)

ConnectionBolt Dia.

(in.)

Connection Bolts Quantity

(per side)

B9 8.5 (2) 2x6 2x6 13 7⁄8 8

B12 12 (2) 2x6 2x6 16 ½ 7⁄8 8

B16 15.5 (2) 2x6 2x6 20 7⁄8 8

B19 19 (2) 2x6 2x6 23 ½ 7⁄8 8

B12H2 12 4x6 2x6 17 1 8

B16H2 15.5 4x6 2x6 20 ½ 1 8

B19H2 19 4x6 2x6 24 1 8

• 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 ield 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 ield.

• pre‑drilled holes for utilities: 11⁄16" diameter holes in the langes 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 ield welds. Direct‑tension‑indicator washers included.

• Convenient to store, ship and handle: Disassembled frames are more compact, allowing for easier shipping and fewer deliveries.

1. 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.

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To support the design of the Strong Frame® two-story ordinary moment frame, the Strong Frame Selector software is available for download at www.strongtie.com/sfsoftware. 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 two‑story 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 project‑speciic information into an electronic worksheet (available at www.strongtie.com/sfsoftware)and either email 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.


connect to beam nailer

Top of Strong Frame®

wood nailerField-installed

double top plate

H2

, to

p o

f sh

eath

ing t

o t

op

of

fiel

d in

stal

led t

op p

late

1½

" to

p p

late

ass

um

ed

H2 m

in c

lear

open

ing h

eight

H1 m

in c

lear

open

ing h

eightW1



H1,

top o

f co

ncr

ete

to t

op

of

bea

m t

op n

aile

r


Floorframing

Floorsheathing

D floor system

depthBeam 1*

Beam 2*

Colu

mn

Colu

mn

Colu

mn

Colu

mn

“A” wall dimension

“B” wall dimension

*Beam top nailers are 4x6 for frames with C18H and C21H columns and (2) 2x6 for all other columns.

W1min = 5' W1max = 24'

H1min = 6' H1max = 20'

H2min = 6' H2max = 20'

H1 + D + H2 < 35'

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two-Story Frame Worksheet

4. Frame Geometry

Project Name:

Engineer

Date:

Phone:

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:


over beam nailer Top of Strong Frame™

wood nailer


H2

, to

p o

f sh

eath

ing

to

to

p

of

fiel

d-i

nst

alle

d t

op

pla

te

1½

" as

sum

ed

H2

min c

lear

op

enin

g h

eig

ht

H1 m

in c

lear

op

enin

g h

eig

htW1



H1,

to

p o

f co

ncr

ete

to t

op

of

do

ub

le t

op

nai

ler

Field-installed double top plate

Floorframing

Floorsheathing

D floor system depth

Beam 1

Beam 2

Co

lum

nC

olu

mn

Co

lum

nC

olu

mn



(Min.=5'0", Max.=24'0")

(Min.=6'0", Max.=20'0")

(Min.=6'0", Max=20'0")

H1 + H2 + D < 35'0"

H1 - H1min must be > 13"

H2 - H2min must be > 13"

NOTE:

4.1 First Story

4.2 Secdond Story

Floor System Depth:

Top of Sheathing to Top of Plate:


W1 =

A =

B =

H1 =

H1min =

in.

in.

in.

in.

in.

D =

H2 =

H2min =

in.

in.

in.

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two-Story Frame Worksheet

F F

Complete this form and email it to us, or print it and fax it to us at (925) 847‑1605.

1. project Information

2. Design Criteria

3. loading (Provide all loads at ASD level. Negative values for uplift direction)

3.1 lateral loads 3.2 Uniform loads

3.3 Vertical point loads on Beam

Project Name:

Project Address:

Engineer:

Date:

Phone:

e-mail:

Design Code1:

Beam Delection Limits

2006 IBC

2009 IBC

Response Modiication Coeficient,

R, for OMF Design:

Delection Amplication Factor, Cd:

System Overstrength Factor, Ωo:

Siesmic Importance Factor, I:

Seismic Drift Limit:

Seismic SDS Value:

R=3.5

Cd=3.0

Ωo=3.0

I=1.00

0.025h

SDS =

R=3.0

Other:

Ωo=2.5

I=1.25

0.020h

R<3.0

I=1.50

0.015h

R =

1 Design is also based on ASCE 7-05 for both the 2006 and 2009 editions of the IBC.

Beam 2

L/

L/

L/

Beam 1

L/

L/

L/

h/

LL:

DL + LL:

Snow/Wind:

Wind Drift

Load (plf) XL (ft) XR (ft)

WDL1

WDL2

WDL3

WRLL1

WRLL2

WLL1

WLL2

WLL3

Snow

Wind

Rain

DL LL RLL Snow Rain Wind Seismic

P1(lbs)

P2(lbs)

P3(lbs)

P4(lbs)

P5(lbs)

P6(lbs)

P7(lbs)

P8(lbs)

X1

X2

X3

X4

X5

X6

X7

X8

Xi (ft)

(Include Ωo as applicable)

g

1

1

1

1

1

1

1

1

2

2

2

2

2

2

2

2

1

1

1

1

1

1

1

1

1

1

1

2

2

2

2

2

2

2

2

2

2

2

To RCC Beam

Beam

R=3.5

R=6.5

R=8.0

Other:

FEQ1= lbs

FEQ2= lbs

R used to calculate FEQ:

FWind1= lbs

FWind2= lbs

To RCC

OMF2S 18H 19H 16H 117.50 x 120.00 x 300.75

Ordinary Moment Frame2-Story

Total steel column height(From bottom of base plate to top of column)

Height of Beam 1 in inches (H1)

Beam length in inches

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)


Introduction to two-Story ordinary moment Frame

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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 its 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 lexibility 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

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ordinary moment Frame anchorage Installation accessories

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 ixed at the correct position to go underneath the shear lug or template and a “No Equal” (≠) head stamp for identiication. Coupler nuts are included with each kit. Kits available hot dipped galvanized for corrosion protection when required, lead times apply.

Heavy hexnut fixedin place

Removeand installshear-lug

on extensionrods

¾," Diameterthreaded Rod

Top of concrete



Nuts

Anchor rods remove shear lug and reinstall above.Do not cut.

Len

gth

5" 4½"

l e

Coupler nut

Coupler nut

Extension Kit

MFSl Anchorage Assembly with Extension Kit

U.S. Patent Pending

Removeand install

template on extension

rods

Top of concrete



Anchor rods remove template and reinstall above.Do not cut.

5"

Coupler nut

Fixed Nuts

MFAB Anchorage Assembly with Extension Kit

Installation – MFSl1. Remove original rods from the anchorage assembly.


3. Cut bottom of rod to desired length so that the shear lug is lush with top of concrete.


Installation – MFAB1. Remove original rods from the anchorage assembly.


3. Cut bottom of rod to desired length so that the ixed nut is lush with top of concrete.


R

SIM

PS

ON

Stro

ng

-Tie

MF

TP

L5

Column Center Line

Inside Frame

for C

6Tw

o B

olts

Four

Bolts for

C9, C

12 &

C15

Anchorage Template

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 irst 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 ield‑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.

MFTpl5

Strong Frame Ordinary Moment Frame Anchor Extension Kits

Model No.

Anchor Rod length

(in.)Coupler

Nut

Min. Embedment le

(in.)QuantityDiameter

(in.)

MF‑ATR5EXT‑2HS 2 0.625 36 ATS‑HSC55 31MF‑ATR5EXT‑4HS 4 0.625 36 ATS‑HSC55 31MF‑ATR5EXT‑2 2 0.625 36 CNW5/8 31MF‑ATR5EXT‑4 4 0.625 36 CNW5/8 31MF‑ATR6EXT‑4 4 0.75 36 CNW3/4 31MF‑ATR6EXT‑4HS 4 0.75 36 HSCNW3/4 31

Available in hot dipped galvanized. Call Simpson Strong‑Tie for details.

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6"

1½" 3" 1½"

5" 3"

Anchor rods

Shear lug

Template

4½

"

Top of concrete

Anchorrods(4 total)

Bearingplate

Hex nuts

Len

gth

l e

≠

MFSl‑XX‑SKT‑4For all other columns

U.S. Patent Pending

36

H

5

1½"

3"

1½"

Anchor rods

Shear lug

Template

Anchorrods(2 total)

Diameter

Length

H forASTM A449

≠

3"

MFSl‑XX‑SKT‑2Use for 6" columns

U.S. Patent Pending

Simpson Strong‑Tie offers the patented pre‑engineered MFSL anchorage assembly to make speciication 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.

Pre-attachednailer

1¼"Minimum

edge distance

Enddistance

plan View Slab on Grade

Enddistance



4"min.


anchorage table

Step height


Section View Slab on Grade

Outside enddistance

Inside enddistance

Pre-attachednailer

Additionalstud as

required

End of curb as occurs

1¼"Minimum

edge distance

Curb

wid

th

plan View Stemwall/Curb



Step height

4"min.


anchorage table

Outside enddistance

Inside enddistance

Additional studsand curbas required

Curbheight


Section View Stemwall/Curb

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 identiication, bolt length, bolt diameter and optional “H” for high strength (if speciied).

Installation: Concrete must be thoroughly vibrated around the shear lug to ensure full consolidation of the concrete around the assembly.

mFSL anchorage assembly

place anchorage assembly prior to placing rebar. place top of MFSl lush with top of concrete.

Strong Frame Ordinary Moment Frame Anchor Kits

Model No.

Anchor Rod length

(in.)le

(in.)


Diameter (in.)

OMF 6" COlUMNSMFSL‑14‑5‑KT‑2 2 5⁄8 14 8 1⁄2 3⁄8 x 3 x 7MFSL‑14HS‑5‑KT‑2 2 5⁄8 14 8 1⁄2 3⁄8 x 3 x 7MFSL‑18‑5‑KT‑2 2 5⁄8 18 12 1⁄2 3⁄8 x 3 x 7MFSL‑18HS‑5‑KT‑2 2 5⁄8 18 12 1⁄2 3⁄8 x 3 x 7MFSL‑24‑5‑KT‑2 2 5⁄8 24 18 1⁄2 3⁄8 x 3 x 7MFSL‑24HS‑5‑KT‑2 2 5⁄8 24 18 1⁄2 3⁄8 x 3 x 7MFSL‑30‑5‑KT‑2 2 5⁄8 30 24 1⁄2 3⁄8 x 3 x 7MFSL‑30HS‑5‑KT‑2 2 5⁄8 30 24 1⁄2 3⁄8 x 3 x 7MFSL‑36‑5‑KT‑2 2 5⁄8 36 30 1⁄2 3⁄8 x 3 x 7MFSL‑36HS‑5‑KT‑2 2 5⁄8 36 30 1⁄2 3⁄8 x 3 x 7

OMF 9", 12" AND 15" COlUMNSMFSL‑18‑5‑KT 4 5⁄8 18 12 1⁄2 3⁄8 x 7 x 7MFSL‑18‑HS5‑KT 4 5⁄8 18 12 1⁄2 3⁄8 x 7 x 7MFSL‑24‑5‑KT 4 5⁄8 24 18 1⁄2 3⁄8 x 7 x 7MFSL‑24‑HS5‑KT 4 5⁄8 24 18 1⁄2 3⁄8 x 7 x 7MFSL‑30‑5‑KT 4 5⁄8 30 24 1⁄2 3⁄8 x 7 x 7MFSL‑30‑HS5‑KT 4 5⁄8 30 24 1⁄2 3⁄8 x 7 x 7MFSL‑36‑5‑KT 4 5⁄8 36 30 1⁄2 3⁄8 x 7 x 7MFSL‑36‑HS5‑KT 4 5⁄8 36 30 1⁄2 3⁄8 x 7 x 7

OMF 18" AND 21" COlUMNSMFSL‑14‑6‑KT 4 3⁄4 14 8 1⁄2 3⁄8 x 7 x 7MFSL‑14‑HS6‑KT 4 3⁄4 14 8 1⁄2 3⁄8 x 7 x 7MFSL‑18‑6‑KT 4 3⁄4 18 12 1⁄2 3⁄8 x 7 x 7MFSL‑18‑HS6‑KT 4 3⁄4 18 12 1⁄2 3⁄8 x 7 x 7MFSL‑24‑6‑KT 4 3⁄4 24 18 1⁄2 3⁄8 x 7 x 7MFSL‑24‑HS6‑KT 4 3⁄4 24 18 1⁄2 3⁄8 x 7 x 7MFSL‑30‑6‑KT 4 3⁄4 30 24 1⁄2 3⁄8 x 7 x 7MFSL‑30‑HS6‑KT 4 3⁄4 30 24 1⁄2 3⁄8 x 7 x 7MFSL‑36‑6‑KT 4 3⁄4 36 30 1⁄2 3⁄8 x 7 x 7MFSL‑36‑HS6‑KT 4 3⁄4 36 30 1⁄2 3⁄8 x 7 x 7

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ordinary moment Frame tension anchorage

Table 1.1: Simpliied Tension Anchorage Solutions – Footing Width and Embedment Depth

Column Size

Nominal Heights

Wind1, 3 Seismic (R≤3)2, 3

Uncracked Concrete

Cracked Concrete

Uncracked Concrete

Cracked Concrete

W (in.)

de (in.)

W (in.)

de (in.)

W (in.)

de (in.)

W (in.)

de (in.)

C68-ft 14 6 16 6 27 9 32 10

9 to 12-ft 13 6 15 6 25 8 29 914 to 19-ft 12 6 12 6 18 6 20 6

C98 to 10-ft 19 6 22 7 40 13 45 1512 to 16-ft 14 6 17 6 30 9 35 1118 to 19-ft 12 6 12 6 22 7 26 8

C128 to 9-ft 24 7 28 9 49 16 56 18

10 to 16-ft 21 6 25 8 40 13 46 1518 to 19-ft 15 6 17 6 32 10 37 12

C15

8 to 9-ft 27 8 32 10 55 18 63 2010-ft 25 8 29 9 50 16 57 18

12 to 16-ft 23 7 26 8 40 13 46 1518 to 19-ft 18 6 21 6 38 12 44 14

Table 1.2: Detailed Tension Anchorage – Allowable loads

Column Size

load 1,4 Concrete Condition

ASD Tension 5 (lbs.)

Anchorage Assembly Strength 6

Footing Dimensions (in.)

W de

C6

Wind

Uncracked4,550 Std. or HS 12 65,125 Std. or HS 14 6

Cracked3,650 Std. or HS 12 64,725 Std. or HS 14 65,125 Std. or HS 15 6

Seismic

Uncracked

1,525 Std. or HS 12 63,000 Std. or HS 18 63,775 Std. or HS 21 64,675 Std. or HS 24 75,745 7 Std.

27 85,625 HS5,745 HS 28 9

Cracked

2,400 Std. or HS 18 63,025 Std. or HS 21 63,725 Std. or HS 24 74,500 Std. or HS 27 85,300 Std. or HS 30 95,745 Std. or HS 32 10

C9, C12, C15

Wind

Uncracked

6,050 Std. or HS 12 67,475 Std. or HS 14 68,975 Std. or HS 16 610,575 Std. or HS 18 612,250 Std. or HS 20 614,025 Std. or HS 22 716,360 Std. or HS 25 8

Cracked

4,850 Std. or HS 12 65,975 Std. or HS 14 67,175 Std. or HS 16 68,450 Std. or HS 18 610,500 Std. or HS 21 612,700 Std. or HS 24 715,025 Std. or HS 27 816,360 Std. or HS 29 9

Seismic

Uncracked

3,550 Std. or HS 18 64,400 Std. or HS 21 65,325 Std. or HS 24 77,350 Std. or HS 30 99,525 Std. or HS 36 11

18,325 7 Std.42 13

12,250 HS15,250 HS 48 1518,325 HS 54 17

Cracked

2,850 Std. or HS 18 63,525 Std. or HS 21 64,275 Std. or HS 24 75,875 Std. or HS 30 97,625 Std. or HS 36 119,800 Std. or HS 42 13

18,325 7 Std.48 15

12,200 HS14,825 HS 54 1718,325 HS 62 20

1. WindincludesSeismicDesignCategoryA&B,anddetached1and2familydwellings 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 86–89 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).

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 318-08 Section D.3.3.6.


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 ψc,N = 1.25 factor per ACI 318, Section D.5.2.6. Designer shall evaluate cracking at service load levels and select appropriate cracked or uncracked solution.

11. See pages 86–89 for shear anchorage solutions.

12. Footing width, W, and embedment depth, de are shown below:

Column Size

Nominal HeightsAnchorage Assembly Strength

Wind Seismic

C68-ft HS

HS9 to 10-ft

Std.12 to 19-ft Std.

C98 to 9-ft

Std.HS

10 to 19-ft Std.

C128 to 9-ft HS

HS10 to 12-ft


C158 to 10-ft HS

HS12 to 14-ft


Anchorageassembly

Ste

p

hei

ght

de min.

4"

min

.

½ W ½ W

W

le


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ordinary moment Frame mFSL Shear anchorage

Table 2.1: Simpliied MFSl Shear Anchorage – Minimum Required End Distance

Column Size

Nominal Heights

Wind and Seismic with R ≤ 31

Maximum Shear w/ Uniform load2 Minimum Shear with Max. Total Gravity load2

8" Curb/Stemwall 10" Curb/Stemwall Slab‑On‑Grade

8" Curb/Stemwall 10" Curb/Stemwall Slab‑On‑GradeOutside Inside Outside Inside Outside Inside Outside Inside

C6

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"

C9

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"

C12

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"

C15

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 2.3.

2. See footnotes 2 and 3 of Allowable Load tables for explanation of Maximum Shear and Minimum Shear, and corresponding gravity loads.


4. Solutions are based on standard strength MFSL_-__-KT anchorage assembly, except shaded values, where high strength MFSL_-__HS-KT anchorage assembly is required.


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 84.

8. 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.

Table 2.2: Detailed MFSl Shear Anchorage – Shear lug Capacities, lbs. (Wind)

Column Size

Concrete Strength

(psi)

End Distances 3,4,5

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

8" Stemwall/Curb Foundations 8

C62,500 3,095 4,220 5,345 6,470 7,595

7,9353,000 3,390 4,620 5,855 7,0857,935

4,500 4,150 5,660 7,170 7,935

C92,500 4,970 6,095 7,220 8,345 9,470 10,595 11,720 12,845 13,970 15,0953,000 5,445 6,675 7,910 9,140 10,370 11,605 12,835 14,070 15,300

15,8704,500 6,665 8,175 9,685 11,195 12,705 14,215 15,720 15,870 15,870

C122,500

NA6,095 7,220 8,345 9,470 10,595 11,720 12,845 13,970 15,095

3,000 6,675 7,910 9,140 10,370 11,605 12,835 14,070 15,30015,870

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

C152,500

NA NA7,220 8,345 9,470 10,595 11,720 12,845 13,970 15,095

3,000 7,910 9,140 10,370 11,605 12,835 14,070 15,30015,870

4,500 9,685 11,195 12,705 14,215 15,720 15,870 15,87010" Stemwall/Curb Foundations 9

C62,500 3,235 5,450 7,030

7,9353,000 3,545 5,970 7,7004,500 4,340 7,310 7,935

C92,500 6,565 7,970 9,375 10,780 12,190 13,595 15,000

15,8703,000 7,190 8,730 10,270 11,810 13,350 14,89015,870

4,500 8,805 10,690 12,580 14,465 15,870 15,870

C122,500

NA7,970 9,375 10,780 12,190 13,595 15,000

15,8703,000 8,730 10,270 11,810 13,350 14,89015,870

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

C152,500

NA NA9,375 10,780 12,190 13,595 15,000

15,8703,000 10,270 11,810 13,350 14,89015,870

4,500 12,580 14,465 15,870 15,870Slab‑On‑Grade Foundations

C62,500 3,235 5,450

7,9353,000 3,545 5,9704,500 4,340 7,310

C92,500 7,160 10,080 13,420

15,8703,000 7,845 11,040 14,7004,500 9,605 13,520 15,870

C122,500

NA10,080 13,420

15,8703,000 11,040 14,7004,500 13,520 15,870

C152,500

NA NA13,420

15,8703,000 14,7004,500 15,870

See footnotes on next page.

C12

C15

C6

4½" 4½"

C9

4½" 3" 4½"

6" 6"3"

7½" 7½"3"

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ordinary moment Frame mFSL Shear anchorage

Table 2.3: Detailed MFSl Shear Anchorage – Shear lug Capacities, lbs. (Seismic)

Column Size

Concrete Strength

(psi)

End Distances 3,4,5

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

8" Stemwall/Curb Foundations 8

C62,500 3,465 4,725 5,985 7,245

8,5053,000 3,795 5,175 6,555 7,9354,500 4,650 6,340 8,030 8,885

C92,500 5,565 6,825 8,085 9,345 10,605 11,865 13,125 14,385 15,645 16,9053,000 6,095 7,475 8,855 10,235 11,615 12,995 14,380 15,760

17,1404,500 7,465 9,155 10,845 12,540 14,230 15,920 17,610 17,775

C122,500

NA6,825 8,085 9,345 10,605 11,865 13,125 14,385 15,645 16,905

3,000 7,475 8,855 10,235 11,615 12,995 14,380 15,76017,140

4,500 9,155 10,845 12,540 14,230 15,920 17,610 17,775

C152,500

NA NA8,085 9,345 10,605 11,865 13,125 14,385 15,645 16,905

3,000 8,855 10,235 11,615 12,995 14,380 15,76017,140

4,500 10,845 12,540 14,230 15,920 17,610 17,77510" Stemwall/Curb Foundations 9

C62,500 3,620 6,105 7,875

8,8853,000 3,970 6,685 8,6254,500 4,860 8,190 8,885

C92,500 7,350 8,925 10,500 12,075 13,650 15,225 16,800

17,7753,000 8,050 9,775 11,500 13,225 14,955 16,68017,775

4,500 9,860 11,975 14,085 16,200 17,775 17,775

C122,500

NA8,925 10,500 12,075 13,650 15,225 16,800

17,7753,000 9,775 11,500 13,225 14,955 16,68017,775

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

C152,500

NA NA10,500 12,075 13,650 15,225 16,800

17,7753,000 11,500 13,225 14,955 16,68017,775

4,500 14,085 16,200 17,775 17,775Slab‑On‑Grade Foundations

C62,500 3,620 6,105

8,8853,000 3,970 6,6854,500 4,860 8,190

C92,500 8,020 11,290 15,030

17,7753,000 8,785 12,365 16,4604,500 10,760 15,145 17,775

C122,500

NA11,290 15,030

17,7753,000 12,365 16,4604,500 15,145 17,775

C152,500

NA NA15,030

17,7753,000 16,4604,500 17,775

1. Seismic includes designs in all Seismic Design Categories and designs using R ≤ 3.0 or R = 3.5.


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 lush with end of concrete (see base plate plans).

5. Designer may linearly interpolate for end distances between those listed.


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 lush 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 lush 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 lush with inside end of curb.

9. 10" 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 lush 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, MF1512-10x14, 8-ft, 9-ft, and 10-ft tall MF models, and 12-ft tall MF1212 and OMF1512 installed with nailer lush 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 lush 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.


12. Solutions are based on standard strength MFSL_-_-KT anchorage assembly, except shaded values, where high strength MFSL_-_HS-KT anchorage assembly is required.

C12

C15

C6

4½" 4½"

C9

4½" 3" 4½"

6" 6"3"

7½" 7½"3"

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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.

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 identiication, bolt length, bolt diameter, and optional “H” for high strength (if speciied).

Installation: Concrete must be thoroughly vibrated to ensure full consolidation of the concrete around the assembly.


End

distance

12

" m

ax.

step

hei

gh

t

2"clear

MFAB-KT


#3 ties


112"

clea

r

112"

max

.



4"min.

Enddistance

2"

12" m

ax.

step

hei

ght

MFAB-KT

#3

Hairpin tiesnumber per MFAB shear anchorage table

112"

clea

r

18"


anchorage table

4"min.

le


2½

" m

in.

edg

e d

ista

nce

8"

min

.cu

rb

Enddistance

Enddistance

3" m

in.

edge

dis

tance

Pre-attachedNailer − replace

w/ 2x8 or leave itand add a

furring stud 2x8 wall

MFAB‑XX‑SKT‑4For all other columns

36

H

5

Template

Anchorrods(2 total)

Diameter

Length

H forASTM A449

≠

Template5"

Top of concrete

Anchorrods(4 total)

Bearingplate

Hex nuts

Len

gth

l e

≠

MFAB‑XX‑SKT‑2Use for 6" columns

place anchorage assembly prior to placing rebar. place top of the ixed nut lush with top of concrete.

Strong Frame Ordinary Moment Frame Anchor Kits

Model No.

Anchor Rod length

(in.)le

(in.)


Diameter (in.)

OMF 6" ColumnsMFAB‑14‑5‑KT‑2 2 5⁄8 14 8 3⁄8 x 3 x 7MFAB‑14HS‑5‑KT‑2 2 5⁄8 14 8 3⁄8 x 3 x 7MFAB‑18‑5‑KT‑2 2 5⁄8 18 12 3⁄8 x 3 x 7MFAB‑18HS‑5‑KT‑2 2 5⁄8 18 12 3⁄8 x 3 x 7MFAB‑24‑5‑KT‑2 2 5⁄8 24 18 3⁄8 x 3 x 7MFAB‑24HS‑5‑KT‑2 2 5⁄8 24 18 3⁄8 x 3 x 7MFAB‑30‑5‑KT‑2 2 5⁄8 30 24 3⁄8 x 3 x 7MFAB‑30HS‑5‑KT‑2 2 5⁄8 30 24 3⁄8 x 3 x 7MFAB‑36‑5‑KT‑2 2 5⁄8 36 30 3⁄8 x 3 x 7MFAB‑36HS‑5‑KT‑2 2 5⁄8 36 30 3⁄8 x 3 x 7

OMF 9", 12" AND 15"COlUMNSMFAB‑18‑5‑KT 4 5⁄8 18 12 3⁄8 x 7 x 7MFAB‑18‑HS5‑KT 4 5⁄8 18 12 3⁄8 x 7 x 7MFAB‑24‑5‑KT 4 5⁄8 24 18 3⁄8 x 7 x 7MFAB‑24‑HS5‑KT 4 5⁄8 24 18 3⁄8 x 7 x 7MFAB‑30‑5‑KT 4 5⁄8 30 24 3⁄8 x 7 x 7MFAB‑30‑HS5‑KT 4 5⁄8 30 24 3⁄8 x 7 x 7MFAB‑36‑5‑KT 4 5⁄8 36 30 3⁄8 x 7 x 7MFAB‑36‑HS5‑KT 4 5⁄8 36 30 3⁄8 x 7 x 7

OMF 18" AND 21" COlUMNSMFAB‑14‑6‑KT 4 3⁄4 14 8 3⁄8 x 7 x 7MFAB‑14‑HS6‑KT 4 3⁄4 14 8 3⁄8 x 7 x 7MFAB‑18‑6‑KT 4 3⁄4 18 12 3⁄8 x 7 x 7MFAB‑18‑HS6‑KT 4 3⁄4 18 12 3⁄8 x 7 x 7MFAB‑24‑6‑KT 4 3⁄4 24 18 3⁄8 x 7 x 7MFAB‑24‑HS6‑KT 4 3⁄4 24 18 3⁄8 x 7 x 7MFAB‑30‑6‑KT 4 3⁄4 30 24 3⁄8 x 7 x 7MFAB‑30‑HS6‑KT 4 3⁄4 30 24 3⁄8 x 7 x 7MFAB‑36‑6‑KT 4 3⁄4 36 30 3⁄8 x 7 x 7MFAB‑36‑HS6‑KT 4 3⁄4 36 30 3⁄8 x 7 x 7

Section at Slab on GradeSection at Curb/Stem

plan View – Slab on Grade

plan View – Curb/Stemwall

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ordinary moment Frame mFaB Shear anchorage

C12

C15

C6

4½" 4½"

C9

4½" 3" 4½"

6" 6"3"

7½" 7½"3"

C6

4½" 4½"

C9

4½" 3" 4½"

C12

C15

6" 6"3"

7½" 7½"3"

Table 3.1: Simpliied MFAB Shear Anchorage – Minimum Required Reinforcement

Column Size Nominal Heights

Wind and Seismic with R ≤ 3 1

Stemwall/Curb Tied Anchorage

Number of Ties for Max. 12" Step Height

Slab‑On‑Grade Hairpin Size and

Number 6Vertical Reinf. Tie Size & Spacing

C68-ft 4 - #4 #3 @ 1½" o.c. 7 2 - #3

9 to 19-ft 4 - #4 #3 @ 3" o.c. 4 2 - #3

C98 to 9-ft 4 - #4 #3 @ 2" o.c. 5 2 - #3

10 to 19-ft 4 - #4 #3 @ 4½" o.c. 3 2 - #3

C12

8-ft 4 - #4 #3 @ 3" o.c. 4 4 - #39-ft 4 - #4 #3 @ 3" o.c. 4 2 - #310-ft 4 - #4 #3 @ 3" o.c. 4 2 - #3

12 to 19-ft 4 - #4 #3 @ 6" o.c. 3 2 - #3

C158-ft 4 - #4 #3 @ 3" o.c. 4 4 - #3

9 to 10-ft 4 - #4 #3 @ 3" o.c. 4 2 - #312 to 19-ft 4 - #4 #3 @ 6" o.c. 3 2 - #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 3.2.


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 88.

6. 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 3.2.


Table 3.2: Detailed MFAB Shear Anchorage – Tied Anchor Capacities

Column Size

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

Hairpin Size & Number 4,5


Vertical Reinf. Tie Size & Spacing 4Number of Ties

for Max. 12" Step Height


Wind Seismic 1 Wind Seismic 1

C62 ‑ #3 5,110 5,725 4 ‑ #4 #3 @ 3" o.c. 4 5,065 5,670

2 ‑ #3 10,575 11,8454 ‑ #4 #3 @ 1½" o.c. 7 6,800 7,6154 ‑ #5 #3 @ 1½" o.c. 7 9,755 10,925

C92 ‑ #3 10,225 11,450

4 ‑ #4 #3 @ 4½" o.c. 3 7,315 8,1904 ‑ #4 #3 @ 2" o.c. 5 10,175 11,395

2 ‑ #3 12,375 13,8604 ‑ #5 #3 @ 2" o.c. 5 14,530 16,275

4 ‑ #3 21,155 23,690

C122 ‑ #3 10,225 11,450 4 ‑ #4 #3 @ 6" o.c. 3 9,565 10,7102 ‑ #3 12,375 13,860 4 ‑ #4 #3 @ 3" o.c. 4 13,550 15,1754 ‑ #3 21,155 23,690 4 ‑ #5 #3 @ 3" o.c. 4 19,030 21,315

C152 ‑ #3 10,225 11,450 4 ‑ #4 #3 @ 6" o.c. 3 10,225 11,4502 ‑ #3 12,375 13,860 4 ‑ #4 #3 @ 3" o.c. 4 16,925 18,9554 ‑ #3 21,155 23,690 4 ‑ #5 #3 @ 3" o.c. 4 21,155 23,690

1. Seismic includes designs in all Seismic Design Categories and designs using R ≤ 3.0 or R = 3.5.


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 88.

5. 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 4.


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.


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SIMPSONStrong-Tie

OMF-TPL

Co

lum

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ente

r L

ine

Insi

de

Fram

e

for C6Two Bolts

Four Bolts for C9, C12 & C15

Anchor Bolt Centerline Dimension (A)

(W2)

Outside frame width

(W1)

Clear opening width

AB lAyOUT FOR All OTHER COlUMNS(C9, C12, C15, C18H, C21H)


R

SIMPSONStrong-Tie

OMF-TPL

Co

lum

n C

enter L

ine

Insid

e Fram

e

for C6Two Bolts


R

SIMPSONStrong-Tie

OMF-TPL

Co

lum

n C

ente

r L

ine

Insi

de

Fram

e

for C6Two Bolts



(W1)

Clear opening width

Anchor Bolt Centerline Dimension (A)

(W2)

Outside frame width

R

SIMPSONStrong-Tie

OMF-TPL

Co

lum

n C

enter L

ine

Insid

e Fram

e

for C6Two Bolts


AB lAyOUT FOR C6 COlUMN

(2) 2x FORC18H AND C21H

(A)(A)

Anchor Bolt layout

ordinary moment Frame anchor Bolt Layout

(W1)

Clear opening width

(W2)

Outside frame width

Anchor bolt center line

(A)

Beam LengthColumn Size

Frame Nominal

Width

Clear‑Opening Width,

W1

Outside Frame Width,

W2

OMF‑Tpl Template

layout Dimension (A)

Number of Anchor Rods (per column)

C6

8' 8'-2" 9'-8" 8'-11"

2

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"

C9

8' 8'-2" 10'-2" 9'-2"

4

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"

C12

8' 8'-2" 10'-8" 9'-5"

4

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"

C15

8' 8'-2" 11'-2" 9'-8"

4

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"

Column Size

Steel Column

Depth, Dc (in.)

Column Depth,

Wc1

(in.)

W11 (in.)

Anchor Bolt

Centerline (in.)

W2 (in.)

Number of Anchor

Bolts

C6 6 9 Varies W1+9" W1+18" 2C9 9 12 Varies W1+12" W1+24" 4C12 12 15 Varies W1+15" W1+30" 4C15 15 18 Varies W1+18" W1+36" 4

C18H 18 22.5 Varies W1+22.5" W1+45" 4C21H 21 25.5 Varies W1+25.5" W1+51" 4

Custom Strong Frame Bolt layout

Strong Frame® Ordinary Moment Frame Anchor Bolt layout: Standard Sizes

Note:

1. W1 = Beam Length - 3" (C6, C9, C12 and C15)

W1 = Beam Length - 6" (C18H and C21H)

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3000 lbs

5000 lbs

20-ft

16-ft 8-ft

8-ft

1

8

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-ftFloor&30-ftRoofSpanTributarytoFrame

Vertical Loads:




Nominal top plate height = 8'-0"

Garage Opening = 16'-0" wide x 7'-0" tall

Total ASD Force to Frame, Vframe= 3,000 + 5,000 = 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


Seismic loads calculated using R = 3 – Loads do not need to be converted, OK





WDL = 20 psf x 30'/2 + 15 psf x 20'/2 + 12 psf x 8' = 546 plf < 800 plf, OK

WRLL= 20 psf x 30'/2 = 300 plf < 400 plf, OK

WFLL= 40 psf x 20'/2 = 400 plf = 400 plf, OK

Vertical loads are less than frame design uniform load. Therefore, use Maximum Shear 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 Shear greater than applied shear:

For OMF912-16x8: Allowable ASD shear = 11,045 lbs > 8,000 lbs, Shear OK

Step 6: Check Wmax

Check of Wmax not required when frame is selected using Maximum Shear, 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

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 Simpliied design method


No calculation of reactions required for Simpliied design method


Using Table 1.1 on page 85:

C9 column 8‑ft tall, wind loading, uncracked concrete: W = 19", de = 6"


From Table 1.1, footnote 3, anchorage strength for Simpliied design is determined based on shear anchorage.


For 12" tall step (above footing): Required le = de+12" = 18"

Select MFSL‑24‑5‑KT, le= 18½" (see igure below), OK

Minimum footing depth = 18½" ‑ 12"(step) + 4" = 10½"

10"

MFSLassembly

4"min.

de

12"6"

½ W ½ W

W

le

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ordinary moment Frame Design examples Wind/Anchorage

Example #1: Garage Front Wind Application (cont.)



Select MFSL anchorage assembly for ease of installation and to allow installation lush with edge of concrete curb


Use Simpliied design method


No calculation of reactions required for Simpliied design method

Step 4: Determine Inside and Outside End Distance


C9 column 8‑ft tall, Maximum Shear with uniform load, 10" curb: Minimum inside end distance = 6"

C9 column 8‑ft tall, Maximum Shear with uniform load, 10" curb: Minimum outside end distance = 7½"



C9 column 8‑ft tall, Maximum Shear 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 lush 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"

Notes:

1. Design of anchorage using the Simpliied 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).


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.

4½" 4½"3"

Column and pre-installed nailers

Min. 7½" outsideend distance

Min. 6" insideend distance

Edge of curb

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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, Ωo = 2.5

SDS =1.5 g

20-ftFloor&20-ftRoofSpanTributarytoFrame Apartment building, wood-frame construction

Vertical Loads:




Opening = 10'-0" wide x 8'-0" tall

Total ASD Force to Frame, Vframe = 2,700 + 1,800 + 1,800 = 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 12.2.5.7 and ASCE7-10 Section 12.2.5.6

Light-frame construction – Wood-frame construction, OK

Height less than 35 ft – Height = 29 ft, OK

Tributary roof and loor 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


Seismic loads are calculated using R=6.5 – Convert forces to R=3.5 forces for OMF selection:

Vframe = (6.5/3.5) x 6,300 = 11,700 lbs

Note: In accordance with ASCE 7 Sections 12.2.3.1 and 12.2.3.2 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.





Since SDS = 1.5 g > 1.0 g, include additional vertical seismic load effects in dead load check (footnote 2, page 69):

WDL = (16 psf x 20'/2) + (2 x 15 psf x 20'/2) + (12 psf x 8' x 2) = 652 plf

(1.0 + 0.14SDS)WDL = (1.0 + (0.14x1.5))x(652 plf) = 789 plf < 800 plf, OK

WRLL= 20 psf x 20'/2 = 200 plf < 400 plf, OK

WFLL= 2 x 40 psf x 20'/2 = 800 plf > 400 plf, Exceeds Limit

Uniform vertical loads exceed frame design uniform load. Therefore, use Minimum Shear values to select frame.

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 Shear greater than applied shear:

For OMF1212-10x10: Allowable ASD shear = 11,920 lbs > 11,700 lbs, Shear OK

Step 6: Check Wmax

Maximum total gravity load (IBC Eq. 16-13 governs): W = WDL + 0.75 (Ev + WFLL + WRLL) where Ev = 0.14SDSWDL = [652 + 0.75 ((0.14 x 1.5 x 652) + 800 +200)] 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 OMF1212-10x10:

Wmax = 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:

Emh = 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 rows @ 6" o.c., staggered)

ordinary moment Frame Design examples Seismic/Anchorage

10-ft

8-ft

10-ft

8-ft

8-ft

2700 lbs

1800 lbs

1800 lbs

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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.


Use Detailed design method


Option 1 – Use tabulated maximum tension reaction for OMF1212-10x10 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 - MR)/L

V = 11,700 lbs,

h = 10'-¾" - 6" = 9'-6¾"

L = 10'-2" + 12" + 3" = 11'-5" (column centerline dimension)

MR = ½ (0.6 – 0.14SDS)wL2 = ½(0.6 – 0.14x1.5)(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


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", de = 13"


Using Table 1.2 on page 85, footnote 6:

C12 column, 10 ft tall, seismic loading: High strength anchorage assembly required


For slab on grade with 10" step height: Required le = de + 10" = 23"

Select MFAB-30-HSS-KT, le=24" (see igure below), OK

Minimum footing depth = 24" ‑ 10" (curb) + 4" = 18"



Select MFAB for high capacity at foundation corner


Use Detailed design method


Option 1 – Use tabulated maximum seismic shear reaction for OMF1212‑10x10 on page 68:

Maximum Column Reactions – Shear for Seismic with R=3.5, Ωo=2.5: V = 15,600 lbs

Option 2 – Calculate shear reaction for project loads (see page 69, footnotes 15 and 4)

RH = (ΩoV/2) + X(2/3wL)

Ωo = 2.5

V = 11,700 lbs

X = 0.112

w = WDL + Ev = 789 plf Note: Designer must determine governing load combination per applicable code.

L = (10'‑2") + (3") + (12") = 11'‑5"

RH = (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



C12 column, slab‑on‑grade, seismic loading, 4 ‑ #3 hairpins: High strength MFAB (value shaded)

SUMMARy

Strong Frame Model: OMF1212‑10x10

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:


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 12.2.3.2, is not shown and is the responsibility of the Designer.MFAB9-30HS-KT

4 - #3 Hairpin ties

10"

de

4"min.

½ W ½ W

le

W

ordinary moment Frame Design examples Seismic/Anchorage

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ordinary moment Frame: Installation Details

BEAM, COlUMN AND BASEplATE DIMENSIONS 4/OMF1

GENERAl NOTES 7/OMF1


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TOp lEVEl BEAM‑TO‑COlUMN CONNECTION (1‑ AND 2‑STORy FRAMES) 1/OMF2S

MID lEVEl BEAM‑TO‑COlUMN CONNECTION (2‑STORy FRAMES ONly) 2/OMF2S

CAP

PLATE

TOP OF

CAP PLATE

BOTTOM OF

STIFF. PLATE

(CTR BTW HOLES) 1516" Ø HOLES, TYP.

1-116"Ø HOLES FORC18H OR C21H

(8 TOTAL)

A

A

STIFFENER

PLATES

SECTION A-A

STIFF. FOR C18H

AND C21H ONLY

H_STEEL

BEAM2

H_STEEL

BEAM2

TOP-LEVELBEAM

TOP OF BEAM &

STIFFENER PLATES

BOTTOM OF BEAM

& STIFFENER PLATES

STIFFENER PLATE

STIFFENER

PLATE

HOLES - SEE

SCHEDULE FOR

SIZE (8 TOTAL) SECTION A-A

STIFFENER

PLATES

db

A

A

H_STEEL

BEAM1

H_STEEL

BEAM1

MID-LEVELBEAM

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END plATE DIMENSIONS 4/OMF2S


COlUMN BASE plATE DETAIlS 4/OMF2S

B9 ENDPLATE B12 ENDPLATE

1516" Ø HOLES

(8 TOTAL)

1516" Ø HOLES

(8 TOTAL)

B12H ENDPLATE

1-116" Ø HOLES

(8 TOTAL)

B16 ENDPLATE B16H ENDPLATE

B19 ENDPLATE B19H ENDPLATE

1-116" Ø HOLES

(8 TOTAL)

1516" Ø HOLES

(8 TOTAL)1-116" Ø HOLES

(8 TOTAL)

1516" Ø HOLES

(8 TOTAL)

C12 COLUMN

C9 COLUMN

78" DIAMETER

HOLES (4 TOTAL)

78" DIAMETER

HOLES (4 TOTAL)

C15 COLUMN

78" DIAMETER

HOLES (4 TOTAL)

C18H COLUMN

1" DIAMETER

HOLES (4 TOTAL)

C21H COLUMN

1" DIAMETER

HOLES (4 TOTAL)

PL 3/4"

PL 3/4"

PL 1/2" PL 1/2"

PL 1/2"

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moment Frame anchorage Installation Details

SlAB‑ON‑GRADE FOUNDATION ANCHORAGE DETAIlS 1/OMF2


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CONCRETE CURB FOUNDATION ANCHORAGE DETAIlS 2/OMF2



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CONCRETE STEMWAll FOUNDATION ANCHORAGE DETAIlS 3/OMF2


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INTERIOR FOUNDATION ANCHORAGE DETAIlS 4/OMF2

BRICK lEDGE FOUNDATION ANCHORAGE DETAIlS 5/OMF2


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COlUMN HEIGHT ADJUSTMENT AT STEMWAll FOOTINGS 6/OMF2

DEpRESSED COl. AT STEMWAll 7/OMF2 DEpRESSED COl. AT S.O.G. 8/OMF2


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6x HOlDOWN pOST TO STRONG FRAME® BEAM 2/OMF3HOlDOWN pOST TO STRONG FRAME® BEAM 1/OMF3

HOlDOWN pOST TO STRONG FRAME® COlUMN 4/OMF3HOlDOWN pOST TO STRONG FRAME® COlUMN 3/OMF3



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TOp plATE SplICE DETAIl 6/OMF3TOp OF FRAME ADJUSTMENT 5/OMF3


COllECTOR DETAIlS 7/OMF3

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WOOD BEAM TO STRONG FRAME® ORDINARy MOMENT FRAME COlUMN CONNECTION 8/OMF3

STEEl BEAM TO STRONG FRAME® ORDINARy MOMENT FRAME BEAM/COl CONNECTION 9/OMF3


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RAKE WAll DETAIlS 10/OMF3

db+

db

WElDING lIMITS 11/OMF3

WOOD INFIll 13/OMF3


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AllOWABlE BEAM AND COlUMN pENETRATIONS 12/OMF3


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NAIlER BOlT AllOWABlE lOADS 14/OMF3

BEAM‑COlUMN CONNECTION 15/OMF3

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top-Flange Joist Hangers I‑Joist and Structural Composite Lumber Hangers

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.

MIT/HIT: These joist hangers feature positive-angle nailing, which allows the nail to be driven at approximately 45° into the joist lange. This minimizes splitting of the langes while permitting time-saving nailing from a better angle.

lBV HB (requires 4x nailer)

(B Similar)

BAPatent Pending

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 lange.

W, Wp, WpU, HWU and HW: This series of purlin hangers offer the greatest design lexibility and versatility.

Simpson Strong-Tie offers several top-lange hanger options for attaching joists to the Strong Frame® ordinary moment frame.

ITS: The innovative ITS sets a new standard for engineered-wood top-lange hangers. The ITS installs faster and uses fewer nails than any other EWP top-lange hanger. The new Strong-Grip™ seat enables standard joist installation without joist nails resulting in the lowest installed cost.

ITS

Funnel Flange

W

1⁷⁄₁₆"

2"

HIT Installation on a Strong Frame® beam with pre‑ installed nailers

7 Ga.Top

Flange

Wp

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 modiied I‑joist installations. LBV features Positive

Angle Nailing, no web stiffeners are required

BA installed on a Strong Frame beam with pre‑installed nailers

using minimum nailing

Wp Installed

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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


• 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)


• 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.

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Custom Yield-Link™ Structural Fuse Worksheet

The Simpson Strong‑Tie® Strong Frame® special moment frame replaceable Yield‑Link™ structural fuse is pending prequaliied approval in AISC 358, Prequaliied 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 ill in the parameters on our website at www.strongtie.com/SMFcustomlink 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

D_FLG

(HOLE DIAMETER)

D_STEM

(HOLE DIAMETER)

LINK STEM

LINK FLANGE

D_STEM

(HOLE DIAMETER)

4-BOLT LINK

6-BOLT LINK

A B

JHF L M

EQN

1/2"EQ

.EQ

.

K

G

EQ.

EQ.

M

EQN

GEQ. EQ.

F

EQ

A B

JHF LEQ

.EQ

.

K

G

EQ.

EQ.

C D E

C D ED

EQ

EQ

EQ

R=1/2"TYP.

R=1/2"TYP.

lINK SCHEDUlE

link ID # of Flange Bolts

A (in)

B (in)

C (in)

D (in)

E (in)

F (in)

G (in)

H (in)

J (in)

K (in)

l (in)

M (in)

N (in)

link Stem Bolts

(dia. X l)

Col‑link Bolts

(dia. X l)

X X

X X

X X

X X

X X

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3. loading

Project Name: Date:

Phone: Project Address:

e-mail:Engineer:

Please analyse and let me know my options Preliminary size from catalog-

Custom height and width frame (Please submit Custom Frame Worksheet with this worksheet)

Design Code: 2009 IBC Response Modifcation Coefficient,

2012 IBC R, for Frame Design: R=3.5 R=3.0 R<3.0 R =

Beam Deflection Limits: Deflection Amplification Factor, Cd: C d=3.0 Cd=4.0

Floor LL: L/ System Overstrength Factor, Ω o: Ω o=3.0 Ω o=2.5

DL + LL: L/ I=1.00 I=1.25 I=1.50

Snow / Wind: L/ 0.025h 0.020h 0.015h

Wind Drift Limit: h/ Seismic SDS Value: S DS = g

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 www.strongtie.com). If you prefer, we can analyze the frame foryou. Simply copy this form, fill it out and fax to 925‑847‑1605, or visit our website to download an electronic version and email the completed worksheet to [email protected].


2. Design Criteria

Provide all loads at ASD level. Negative values for uplift direction)

3.2 Uniform loads

V EQ = )flp( daoL sbl XL (ft) X R (ft) To RCC

R used to calculate VEQ : W DL1

R=3.5 W DL2

R=6.5 W DL3

R=8.0 W RLL

Other: W LL1

W LL2

V Wind = wonSsbl

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) X1

P 2 (lbs) X2

P 3 (lbs) X3

P 4 (lbs) X4

P 5 (lbs) X5

P 6 (lbs) X6

3.1 lateral loads

W

Pi

V , VEQ W

X i

X L

X R

Left ColumnCenterline (LCC)

Right ColumnCenterline (RCC)

W

Pi

V , VEQ W

X i

X L

X R

Left ColumnCenterline (LCC)

Right ColumnCenterline (RCC)

R=8.0 R=6.5

C d =5.5

To RCC

C =d

Strong Frame Model:

Seismic Importance Factor, I:


one-Story moment Frame Worksheet (1 of 2)

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one-Story moment Frame Worksheet (2 of 2)

Date:Project Name:

Phone:Project Address:

e-mail:Engineer:

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.


2. Frame Geometry

(Please fill out and submit both worksheet pages.)

W1




ordinary moment framewood nailer

" φAnchor rods


Bea

m D

epth

(inc.

nai

lers

)




Column Depth

(inc. nailers)

H1, to

p o

f co

ncr

ete

to t

op

of

fiel

d in

stal

led t

op p

late

1½

" gro

ut

and 1

½" to

p p

late

ass

um

ed

Hm

in, to

p o

f co

ncr

ete

To t

op o

f open

ing

5/8

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 www.strongtie.com). If you prefer, we can analyze the frame for you. Simply copy this form, ill it out and fax to 925‑847‑1605, or visit our website to download an electronic version and email the completed worksheet to [email protected]. Also complete and submit the Alternate Loading Worksheet with this worksheet.

Strong Frame®

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two-Story moment Frame Worksheet (1 of 2)

Simpson Strong‑Tie offers two‑story Strong Frame Ordinary Moment Frame solutions. Simply copy this form, ill it out and fax to 925‑847‑1605, or visit our website to download an electronic version and email the completed worksheet to [email protected].

F F


2. Design Criteria

3. loading (Provide all loads at ASD level. Negative values for uplift direction)

3.1 lateral loads 3.2 Uniform loads

3.3 Vertical point loads on Beam

Project Name:

Project Address:

Engineer:

Date:

Phone:

e‑mail:

Design Code:

Beam Delection Limits

2009 IBC

2012 IBC

Response Modiication Coeficient,

R, for OMF Design:

Delection Amplication Factor, Cd:

System Overstrength Factor, Ωo:

Siesmic Importance Factor, I:


Seismic SDS Value:

R=8.0

R=3.5

Cd=3.0

Ωo=3.0

I=1.00

0.025h

SDS =

R=6.5

R=3.0

Other:

Ωo=2.5

I=1.25

0.020h

R<3.0

I=1.50

0.015h

R =

Beam 2

L/

L/

L/

Beam 1

L/

L/

L/

h/

LL:

DL + LL:

Snow/Wind:

Wind Drift Limit:

Load (plf) XL (ft) XR (ft)

WDL1

WDL2

WDL3

WRLL1

WRLL2

WLL1

WLL2

WLL3

Snow

Wind

Rain

DL LL RLL Snow Rain Wind Seismic

P1(lbs)

P2(lbs)

P3(lbs)

P4(lbs)

P5(lbs)

P6(lbs)

P7(lbs)

P8(lbs)

X1

X2

X3

X4

X5

X6

X7

X8

Xi (ft)

(Include Ωo as applicable)

g

1

1

1

1

1

1

1

1

2

2

2

2

2

2

2

2

1

1

1

1

1

1

1

1

1

1

1

2

2

2

2

2

2

2

2

2

2

2

To RCC Beam

Beam

R=3.5

R=6.5

R=8.0

Other:

FEQ1= lbs

FEQ2= lbs

R used to calculate FEQ:

FWind1= lbs

FWind2= lbs

To RCC

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two-Story moment Frame Worksheet (2 of 2)


connect to beam nailer

Top of Strong Frame®

wood nailerField-installed

double top plate

H2

, to

p o

f sh

eath

ing t

o t

op

of

fiel

d in

stal

led t

op p

late

1½

" to

p p

late

ass

um

ed

H2 m

in c

lear

open

ing h

eight

H1 m

in c

lear

open

ing h

eightW1



H1,

top o

f co

ncr

ete

to t

op

of

bea

m t

op n

aile

r


Floorframing

Floorsheathing

D floor system

depthBeam 1*

Beam 2*

Colu

mn

Colu

mn

Colu

mn

Colu

mn



*Beam top nailers are 4x6 for frames with C18H and C21H OMF columns and (2) 2x6 for all other columns.

W1min = 5' W1max = 24'

H1min = 6' H1max = 20'

H2min = 6' H2max = 20'

H1 + D + H2 < 35'

4. Frame Geometry

Project Name:

Engineer

Date:

Phone:

Minimum Clear Opening Width:

Wall Width at Left Column:

Wall Width at Right Column:

Top of Concrete to Top of Beam Nailer:


4.1 First Story

4.2 Second Story

Floor System Depth:

Top of Sheathing to Top of Plate:


W1 =

A =

B =

H1 =

H1min =

in.

in.

in.

in.

in.

D =

H2 =

H2min =

in.

in.

in.

OMF lIMITS:

*Beam top nailers are 4x8 for all SMF beams.

W1min = 7' W1max = 30'

H1min = 7' H1max = 24'

H2min = 7' H2max = 24'

SMF lIMITS:

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