Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls in Residential Construction

Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls in Residential Construction U.S. Department of Housing and Urban Development Office of Policy Development and Research

PATH (Partnership for Advancing Technology in Housing) is a new private/public effort to develop, demonstrate, and gain widespread market acceptance for the “Next Generation” of American housing. Through the use of new or innovative technologies, the goal of PATH is to improve the quality, durability, environmental efficiency, and affordability of tomorrow’s homes. PATH is managed and supported by the U.S. Department of Housing and Urban Development (HUD). In addition, all federal agencies that engage in housing research and technology development are PATH Partners, including the Departments of Energy, Commerce, and Agriculture as well as the Environmental Protection Agency (EPA) and the Federal Emergency Management Agency (FEMA). State and local governments and other participants from the public sector are also partners in PATH. Product manufacturers, home builders, insurance companies, and lenders represent private industry in the PATH Partnership. To learn more about PATH, please contact 451 7th Street, SW Suite B 133 Washington, DC 20410 202-708-5873 (fax) 202-708-4277 (phone) e-mail: pathnet@pathnet.org website: www.pathnet.org Visit PD&R’s website www.huduser.org to find this report and others sponsored by HUD’s Office of Policy Development and Research (PD&R). Other services of HUD USER, PD&R’s Research Information Service, include listservs; special interest, bimonthly publications (best practices, significant studies from other sources); access to public use databases; and a hotline 1-800-245-2691 for help accessing the information you need.

Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls in Residential Construction Prepared for: U.S. Department of Housing and Urban Development Office of Policy Development and Research Washington, DC The Steel Framing Alliance Washington, DC The Portland Cement Association Skokie, IL The Insulating Concrete Form Association Glenview, IL Prepared by: Building Works, Inc. Cambridge, MA Contract H-21311CA February 2003

iv DISCLAIMER Neither the U.S. Department of Housing and Urban Development of the U.S. Government, nor the Portland Cement Association, nor the Steel Framing Alliance, nor the Insulating Concrete Form Association, nor Building Works, Inc., nor its employees or representatives makes any warranty, guarantee, or representation, expressed or implied, with respect to the accuracy or completeness of information contained in this document or its fitness for any particular purpose, or assumes any liability for damages or injury resulting from the applications of such information. Users are directed to perform all work in accordance with applicable building code requirements. NOTICE The contents of this report are the views of the contractor and do not necessarily reflect the views or policies of the U.S. Department of Housing and Urban Development or the U.S. government. The U.S. government does not endorse products or manufacturers. Trade or manufacturer names appear herein solely because they are considered essential to the object of this report.

v Preface In recent years construction of single-family homes with exterior walls of insulating concrete forms has grown rapidly. The use of cold-formed steel for the construction of residential interior walls, floors, and roofs has likewise grown rapidly. The reasons given for use of both materials include: • Durability • Strength • Material consistency • Price stability of material • Ecological concerns Yet builders who have combined insulating concrete forms and cold-formed steel framing in homes complain of a lack of information on making the connections. Many say that they believe they are employing overly involved and expensive methods. However, they are unwilling to employ simpler methods for fear that the connections might be inadequate. This publication is intended to alleviate these problems by providing construction details and schedules for the connection of cold-formed steel frame walls, floor decks, and roofs to insulating concrete form exterior walls, based on engineering analysis and common building requirements. It is also intended to provide code officials and inspectors with the guidance necessary to perform their duties in home construction when these materials are used. Note that this publication is intended for use only by qualified industry professionals who can evaluate the applicability of its recommended details in specific projects and circumstances. By facilitating the construction of houses from insulating concrete forms and cold- formed steel, HUD expands housing affordability and quality through competition from new methods and materials.

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vii Acknowledgments This publication was produced under contract to the U.S. Department of Housing and Urban Development, the Steel Framing Alliance, the Insulating Concrete Form Association, and the Portland Cement Association. It was researched and developed at Building Works, Inc. Ivan S. Panushev, supervised all engineering and technical content, and Pieter A. VanderWerf, Ph.D., provided guidance and general project management. This book is the third publication in a prescriptive method series produced by the U.S. Department of Housing and Urban Development on insulating concrete forms and cold- formed steel framing. We would like to thank all individuals involved in preparing those publications on which Chapters 2 and 3 are largely based. Special appreciation for review and supervision is extended to the members of the steering committee: Karen Bexten, P.E., Tadros Associates, LLC. Kevin Bielat, American Iron and Steel Institute William Freeborne, P.E., U.S. Department of Housing and Urban Development Jonathan Humble, A.I.A., American Iron and Steel Institute William Oliver, WMWN, Inc. Daniel Peterson, PK Construction David Shepherd, A.I.A., Portland Cement Association Andrea Vrankar, P.E., R.A, U.S. Department of Housing and Urban Development Timothy Waite, P.E., Steel Framing Alliance The authors gratefully acknowledge the assistance of the following individuals and organizations: Bill Kraft, Steel Framing Alliance Nader Elhajj, P.E., NAHB Research Center, Inc. Vern Jones, Intertek Testing Services Roger Laboube, Ph.D., University of Missouri - Rolla Jay Larson, P.E., Bethlehem Steel Co. Paul Lynch, Fairfax County, Virginia Teoman Pekoz, Ph.D., Cornell University Larry Williams, Light-Gauge Steel Engineers Association American Polysteel Forms, Inc. Amvic Building Systems, Inc. Architectural/Residential Technologies, Inc. ARXX Building Products, Inc. Bailey Metal Products, Ltd. Construction Technologies Laboratories, Inc. Dietrich Metal Framing, Inc. Insul-Deck, Inc. Intertek Testing Services Lite-Form Technologies, Inc. NUCONSTEEL, Co. Quad-Lock, Inc Reward Wall Systems, Inc. Simpson Strong-Tie Co., Inc.

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ix Table of Contents Preface.................................................................................................. v Acknowledgements .............................................................................. vii Executive Summary .............................................................................. xv Chapter 1: Introduction ...................................................................... 1 Chapter 2: General .............................................................................. 3 Purpose................................................................................................. 3 Approach............................................................................................... 3 Scope.................................................................................................... 3 Definitions ............................................................................................. 7 Chapter 3: Materials, Shapes, and Standard Sizes............................ 15 Insulating Concrete Forms .................................................................... 15 Flat ICF Wall Systems ...................................................................... 16 Waffle-Grid ICF Wall Systems ........................................................... 16 Screen-Grid ICF Wall Systems .......................................................... 16 Form Materials ................................................................................ 17 Concrete Materials................................................................................ 17 Concrete Mix................................................................................... 17 Compressive Strength...................................................................... 18 Reinforcing Steel ............................................................................. 18 Cold-Formed Steel................................................................................ 18 Material .......................................................................................... 18 Corrosion Protection ........................................................................ 18 Member Designation........................................................................ 19 Physical Dimensions ........................................................................ 20 Base Metal Thickness ...................................................................... 22 Bend Radius ................................................................................... 22 Yield Strength ................................................................................. 22 Product Identification ...................................................................... 23 Performance of Steel in Homes......................................................... 23 Galvanized Steel in Contact With Building Materials ............................ 23 Bearing Stiffeners............................................................................ 24 Clip Angles ..................................................................................... 24 Fasteners........................................................................................ 24 Drive Pins and Nails......................................................................... 31 Bolts .............................................................................................. 31

x Chapter 4: ICF-to-Steel Floor Connection Methods .......................... 33 Introduction......................................................................................... 33 Applicability Limits................................................................................ 33 Floor Connection Requirements ............................................................. 34 Anchor Bolt..................................................................................... 34 Right Angle Steel Plate .................................................................... 36 Connection at End Floor Joist ........................................................... 37 Steel-and-Concrete Floors ..................................................................... 41 Concrete - Topped Steel Deck ......................................................... 41 Foam/CFS Concrete Form Deck ........................................................ 42 CFS Joist/Concrete Composite .......................................................... 43 Chapter 5: ICF-to-Steel Non-Structural Wall Connection Methods .. 45 Introduction......................................................................................... 45 Applicability Limits................................................................................ 46 Basic Interior Wall Requirements ........................................................... 46 Construction Details ............................................................................. 46 Chapter 6: ICF-to-Steel Exterior Wall Connection Methods ............. 49 Introduction......................................................................................... 49 Applicability Limits................................................................................ 49 Exterior Wall Connection Requirements .................................................. 50 Direct Track to ICF Wall Connection .................................................. 50 Track to ICF Wall Connection with Wood Sill and Steel Plate................ 51 Track to ICF Wall Connection with Wood Sill and Uplift Strap............... 52 Chapter 7: ICF-to-Steel Roof Connection Methods .......................... 57 Introduction......................................................................................... 57 Applicability Limits................................................................................ 57 Basic Roof Connection Requirements ..................................................... 58 Top Plate Connected to ICF Wall With Concrete Anchor Steel Straps .... 58 Embedded Steel Strap ..................................................................... 60 Right-Angle Steel Strap With Epoxy Anchor Bolt ................................. 62 Chapter 8: References....................................................................... 67 Appendix, Metric Conversion ............................................................. 71

xi List of Tables TABLE 2.1 APPLICABILITY LIMITS......................................................................... 5 TABLE 2.2 EQUIVALENT BASIC WIND SPEEDS ..................................................... 14 TABLE 3.1 DIMENSIONAL REQUIREMENTS FOR CORES AND WEBS IN WAFFLE- AND SCREEN- GRID ICF WALLS ................................................................. 16 TABLE 3.2 COLD-FORMED STEEL MEMBER SIZES ................................................ 20 TABLE 3.3 MINIMUM THICKNESS OF COLD-FORMED STEEL MEMBERS.................. 22 TABLE 3.4 MINIMUM COATING REQUIREMENTS .................................................. 23 TABLE 3.5 SCREW BODY DIAMETER ................................................................... 26 TABLE 3.6 SCREW SUBSTITUTION FACTOR ......................................................... 30 TABLE 4.1 LATERAL VELOCITY PRESSURE FOR DETERMINATION OF ICF-TO-FLOOR CONNECTION REQUIREMENTS .................................... 38 TABLE 4.2 MAXIMUM CONNECTOR SPACING AT STEEL LEDGER TRACK TO ICF WALL CONNECTION .......................................................................... 39 TABLE 4.3 ADDITIONAL CAPACITY REQUIRED (PLF) FOR LEDGER TRACK TO ICF WALL CONNECTION IN DESIGN CATEGORIES C, D1 AND D2 ................ 40 TABLE 4.4 MINIMUM NUMBER OF ANCHOR BOLTS REQUIRED ALONG END FLOOR JOIST TO ICF SIDE WALL CONNECTION ............................................. 40 TABLE 6.1 LATERAL WIND VELOCITY PRESSURE FOR DETERMINATION OF ICF-TO- EXTERIOR STEEL WALL CONNECTION REQUIREMENTS ...................... 53 TABLE 6.2 BASIC ICF-TO-EXTERIOR STEEL WALL CONNECTION REQUIREMENTS . 53 TABLE 6.3 ICF-TO-EXTERIOR STEEL WALL UPLIFT CONNECTION CAPACITY AT EACH FRAMING MEMBER ................................................................... 54 TABLE 6.4 TOTAL NUMBER OF NO. 8 SCREWS IN FLANGES OF WALL STUD TO STEEL STRAP CONNECTION ............................................................... 55 TABLE 7.1 LATERAL WIND VELOCITY PRESSURE FOR DETERMINATION OF ICF-TO- STEEL ROOF CONNECTION REQUIREMENTS ....................................... 63

xii TABLE 7.2 CONCRETE ANCHOR STEEL STRAP SPACING TO CONNECT SILL PLATE TO ICF WALL .................................................................................... 64 TABLE 7.3 ROOF FRAME TO SILL PLATE REQUIRED UPLIFT CONNECTION CAPACITY .. ........................................................................................................ 64 TABLE 7.4 FASTENER SCHEDULE FOR STEEL STRAPS AT ICF WALL PARALLEL TO RIDGE .............................................................................................. 65 TABLE 7.5 STEEL STRAP SPACING TO CONNECT END ROOF TRUSS OR JOIST TO ICF WALL PERPENDICULAR TO RIDGE ................................................ 66

xiii List of Figures Figure 2.1. Insulating Concrete Form (ICF) Systems.................................... 6 Figure 3.1. Flat ICF Wall Systems ............................................................ 15 Figure 3.2. Waffle-Grid ICF Wall Systems ................................................. 17 Figure 3.3. Screen-Grid ICF Wall Systems................................................. 17 Figure 3.4. Track Section Dimensions ....................................................... 21 Figure 3.5. C-Shape Section Dimensions .................................................. 21 Figure 3.6. Screw Point Type ................................................................... 25 Figure 3.7. Screw Length Measurements .................................................. 26 Figure 3.8. Screw Grip Range .................................................................. 27 Figure 3.9. Screw Head Types ................................................................. 28 Figure 3.10. Screw Drive Types ................................................................. 29 Figure 3.11 Floor Sheathing-to-Steel Connection........................................ 29 Figure 3.12. Steel-to-Steel Screw Connection ............................................. 30 Figure 4.1. Anchor Bolt to Ledger Track Connection .................................. 35 Figure 4.2. Right Angle Plate to Ledger Track Connection .......................... 36 Figure 4.3. Connection at End Floor Joist ................................................. 37 Figure 4.4-A. Concrete-topped Steel Deck ................................................... 42 Figure 4.4-B. Foam/CFS Concrete Form Deck .............................................. 43 Figure 4.4-C. CFS Joist/Concrete Composite ................................................ 44 Figure 5.1. Typical ICF-to-Light Gauge Steel Wall Connection Details .......... 47 Figure 6.1. Direct Track to ICF Wall Connection ........................................ 50 Figure 6.2. Track to ICF Wall Connection with Wood Sill and Steel Plate ...... 51 Figure 6.3. Track to ICF Wall Connection with Wood Sill and Uplift Strap ..... 52 Figure 7.1. Steel Concrete Anchor Strap and Sill Plate Connection Method at Wall Parallel to Ridge......................................................... 58 Figure 7.2. Steel Concrete Anchor Strap and Sill Plate Connection Method at Wall Perpendicular to Ridge ............................................... 59 Figure 7.3. Steel Strap Connection at Wall Parallel to Ridge........................ 60

xiv Figure 7.4. Steel Strap Connection Method at End Roof Joist to Wall Perpendicular to Ridge .......................................................... 61 Figure 7.5. Steel Strap Connection With Epoxy Anchor at Wall Parallel to Ridge ........................................................................................... 62 Figure 7.6. Steel Strap With Epoxy Anchor Connection Method at End Roof Joist to Wall Perpendicular to Ridge ............................................... 63

xv Executive Summary The Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls in Residential Construction was developed as a guideline for the connection of cold-formed steel (CFS) frame assemblies and structures to insulating concrete form (ICF) exterior walls in the construction of single-family homes. These guidelines are only intended to apply subject to the limitation presented in Chapter 2. They are intended for use only by qualified industry professionals who can evaluate their applicability in specific projects and circumstances. The common connections between cold-formed steel framing and insulating concrete form walls are: • CFS interior walls to ICF exterior walls; • CFS floor decks to ICF exterior walls; • CFS roof structures to ICF exterior walls; and • Upper-story CFS exterior walls to lower-story ICF exterior walls. For each connection there are alternative connection methods that are believed to be economical and reliable. The chapters that follow contain recommended specifications for such connections. Non-loadbearing interior CFS walls in many cases require no connection to the ICF exterior wall. Where the interior wall will be subject to high lateral forces or vibrations, a simple fastener to the ICF wall or to some form of plate fastened to the ties is recommended. CFS floor decks include ledger tracks to which the joists are fastened. These ledger tracks may be fastened to the ICF exterior wall by means of anchor bolts or right angle ledger connectors. Within specified limits, the joists may be fastened to the tracks directly by means of self-tapping sheet metal screws. The end joists of CFS floor decks are to be attached to the side walls of the building. This may be accomplished by means of anchor bolts. In addition to floor decks consisting of CFS joists and plywood or OSB sheathing, there are several floor systems that create floor decks entirely of steel and concrete components. This document provides general descriptive information regarding several such systems. CFS roof members (trusses or joists and rafters) may be connected to the ICF walls directly by means of embedded steel straps. Alternatively, they may be connected to a top plate by means of steel connection plates, and the plate connected to the ICF walls by means of embedded steel straps. As a third alternative, roofing members may be connected to the ICF wall directly be means of anchor bolts adhered into special holes drilled in the concrete after the concrete has cured. The end roof members are to be connected to the ICF side walls at various intermediate

xvi points. This may be accomplished by any of the same three methods that the other roof connections are made. Upper-story CFS exterior walls may be connected to lower-story ICF exterior walls by means of anchor bolts through the bottom plate of the CFS wall.

1 Chapter 1 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls The materials set forth herein are for general information only. They are not a substitute for competent professional assistance. Application of this information to a specific project or setting should be reviewed by a qualified individual. The authors believe that the information contained in this publication substantially represents industry practice and related scientific and technical information, but the information is not intended to represent an official position of any organization or to restrict or exclude any other construction or design technique. Anyone making use of the information set forth herein does so at his or her own risk and assumes any resulting liability. Note that references made to other publications are in brackets [ ] throughout the body of this document. All references can be found in Chapter 8. Introduction Chapter 1

2 Chapter 1 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls

3 Chapter 2 General Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Purpose The purpose of this document is to provide a prescriptive method for the connection of cold-formed steel framing members and assemblies to exterior walls built of insulating concrete forms. These provisions include definitions, connection details, fastener schedules, and other related information appropriate for use by homebuilders, design professionals, and building code officials. Approach These requirements are based primarily on the American Iron and Steel Institute’s (AISI) Specification for the Design of Cold-Formed Steel Structural Members [1] for steel member strength, on the American Concrete Institutes’s (ACI) Building Code Requirements for Structural Concrete [2], on the Structural Design of Insulating Concrete Form Walls in Residential Construction [3] for concrete design and specification, and on the Standard for Cold-Formed Steel Framing - Prescriptive Method for One and Two Family Dwellings [29] for steel framing requirements. The provisions for building loads are based on the American Society of Civil Engineers’ (ASCE) Minimum Design Loads for Buildings and Other Structures [4], the International Building Code [5], and the International Residential Code [6]. These provisions are intended to represent sound engineering and construction practice, taking into account the need for practical and affordable construction techniques for residential buildings. This document is not intended to restrict the use of sound judgment or exact engineering analysis of specific applications. Scope The provisions of this Prescriptive Method apply to the construction of detached one- and two- family dwellings, townhouses, and other attached single-family Chapter 2 General

4 Chapter 2 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls dwellings in compliance with the general limitations of Table 2.1. The limitations are intended to define the appropriate use of this document for most one- and two- family dwellings. Using insulating concrete forms and cold-formed steel systems with other construction materials in a single structure shall be in accordance with the applicable building code requirements for that material, the general limitations of Table 2.1, and relevant provisions of this document. An engineered design shall be required for applications that do not meet the limitations of Table 2.1. The provisions of the Prescriptive Method shall not apply to irregular structures or portions of structures in Seismic Design Categories C, D 1 , and D 2 . Only such irregular portions of structures shall be designed in accordance with accepted engineering practice to the extent such irregular features affect the performance of the structure. A portion of the building shall be considered to be irregular when one or more of the following conditions occur: • Exterior shear wall lines are not in one plane vertically from the foundation to the uppermost story in which they are required (i.e., cantilevers). • A section of floor or roof is not laterally supported by shear walls on all edges. • An opening in the floor or roof exceeds the lesser of 12 ft (3.7 m) or 50 percent of the least floor dimension. • Portions of the floor are vertically offset. • Shear walls (i.e. exterior ICF walls) do not occur in two perpendicular directions. • Shear walls are constructed of dissimilar systems on any one story level.

5 Chapter 2 General Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls For SI: 1 foot = 0.3048 m; 1psf = 47.8804 Pa; 1 pcf = 157.0877 N/m 3 = 16.0179 kg/m 3 ; 1 mph = 1.6093 km/hr MAXIMUM LIMITATIONS Building Dimensions 60 feet with center bearing wall or beam 32 feet without center bearing wall or beam Number of Stories 2 stories above grade with a basement Design Wind Speed 130 mph (209 km/h) 3-second gust Ground Snow Load 70 psf (3.4 kPa) Seismic Design Category A, B, C, D 1 and D 2 (Seismic Zones (0, 1, 2, 3, and 4) Floor Dead Load 10 psf (0.72 kPa) First-Floor Live Load 40 psf (1.9 kPa) Second-Floor Live Load (sleeping rooms) 30 psf (1.4 kPa) Floor Clear Span (unsupported) 32 feet (9.8 m) Unit Weight of Concrete 150 pcf (23.6 kN/m 3 ) Wall Height (unsupported) 10 feet (3 m) Wall Dead Load 10 psf (0.48 kN/m 2 ) Load Bearing Wall Height 10 feet (3 m) Roof and Ceiling Dead Load 15 psf (0.72 kPa) Roof Live Load (ground snow load) 70 psf (3.4 kPa) Roof Slope 3:12 to 12:12 Attic Live Load 20 psf (0.96 kPa) Roof Clear Span (unsupported) 32 feet (9.8 m) Walls - Cold-Formed Steel Roofs ATTRIBUTE General Floors Walls - Concrete TABLE 2.1 APPLICABILITY LIMITS

6 Chapter 2 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Waffle-Grid ICF Wall System Flat ICF Wall System Screen-Grid ICF Wall System Concrete Steel Reinforcement Insulating Form Insulating Form Horizontal Concrete Core Vertical Concrete Core Insulating Form Horizontal Concrete Core Vertical Concrete Core Figure 2.1. Insulating Concrete Form (ICF) Systems

7 Chapter 2 General Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Definitions The following are definitions of key terms as they are used in this document. Figure 2.1 illustrates certain terms as referenced by these definitions. Accepted Engineering Practice: An engineering approach that conforms with accepted principles, tests, technical standards, and sound judgment. Anchor Bolt: A bolt, headed or threaded, used to connect a structural member of different material to a concrete member. Approved: Reference to approval by the building code authority having jurisdiction. A rational design by a competent design professional shall constitute grounds for approval. Attic: The enclosed space between the ceiling joists of the top-most floor and the roof rafters of a building not intended for occupancy but sometimes used for storage. Authority Having Jurisdiction: The organization, political subdivision, office, or individual charged with the responsibility of administering and enforcing the provisions of applicable building codes. Axial Load: The longitudinal force acting on a member. Examples are the gravity loads carried by columns or studs. Backfill: The soil that is placed adjacent to completed portions of a below-grade structure (i.e., basement) with suitable compaction and allowance for settlement. Basement: That portion of a building, which is partly, or completely below grade and which may be used as habitable space. Bearing Stiffener: Additional material that is attached to the web to strengthen the member against web crippling. Also called a web stiffener. Bond Beam: A continuous horizontal beam of concrete with steel reinforcement located in the exterior walls of a structure to tie the structure together and distribute loads. Buckling: A kink, wrinkle, bulge, or otherwise loss of the original shape of a member due to compressive, bending, bearing, or shear loads. Building: Any one- or two-family dwelling or portion thereof that is used for human

8 Chapter 2 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls habitation. Building Length: The dimension of a building that is perpendicular to roof rafters, roof trusses, or floor joists (L). Building Width: The dimension of a building that is parallel to roof rafters, roof trusses, or floor joists (W). Ceiling Joist: A horizontal structural framing member that supports ceiling components and which may be subject to attic loads. C-Shape: A cold-formed steel shape used for structural and non-structural framing members consisting of a web, two (2) flanges and two (2) lips (edge stiffeners). Clip Angle: An L-shaped short piece of metal (normally with a 90-degree bend), typically used for connections. Cold-Formed Sheet Steel: A process where light-gauge steel members are manufactured by (1) press-braking blanks sheared from sheets or cut length of coils or plates, or by (2) continuous roll forming of cold- or hot-rolled coils of sheet steel; both forming operations are performed at ambient room temperature, that is, without any addition of heat such as would be required for hot forming. Compressive Strength: The maximum ability of concrete to resist a compressive load, usually measured in pounds per square inch (psi) or Pascals (Pa). The compressive strength is based on compression tests of concrete cylinders that are moist-cured for 28 days in accordance with ASTM C 31 [7] and ASTM C 39 [8]. Concrete Web: A concrete wall segment as per Figure 2.1, a minimum of 2 inches (51 mm) thick, connecting the vertical and horizontal concrete members (cores) of a waffle-grid ICF wall or lintel member. Webs may contain form ties but are not reinforced (i.e., vertical or horizontal reinforcement or stirrups). Crawlspace: A type of building foundation that uses a perimeter foundation wall to create an under floor space which is not habitable. Dead Load: Forces resulting from the weight of walls, partitions, framing, floors, ceilings, roofs, and all other permanent construction entering into, and becoming part of, a building. Deflection: Elastic movement of a loaded structural member or assembly (i.e., beam or wall).

9 Chapter 2 General Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Design Professional: An individual who is registered or licensed to practice their respective design profession as defined by the statutory requirements of the state in which the project is to be constructed. Design (or Basic) Wind Speed: Related to winds that are expected to be exceeded once every 50 years at a given site (i.e., 50-year return period). Wind speeds in this document are given in units of miles per hour (mph) by 3-second gust measurements in accordance with ASCE 7 [4]. Dwelling: Any building that contains one or two dwelling units for living purposes. Edge Stiffener: The part of a C-shape framing member that extends from the flange as a stiffening element that extends perpendicular to the flange. Endwall: The exterior wall of a building which is perpendicular to the roof ridge and parallel to floor framing, roof rafters, or trusses. It is normally the shorter dimension of a rectangular building’s footprint. Exposure Categories: Reflects the effect of the ground surface roughness on wind loads in accordance with ASCE 7 [4]. Exposure Category B includes urban and suburban areas, or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger. Exposure Category C includes open terrain with scattered obstructions having heights generally less than 30 ft (9.1 m) and shorelines in hurricane prone regions. Exposure D includes open exposure to large bodies of water in non-hurricane-prone regions. Flange: The portion of the C-shape framing member or track that is perpendicular to the web. Flat Wall: A solid concrete wall of uniform thickness produced by ICFs or other forming systems. Floor Joist: A horizontal structural framing member that supports floor loads and superimposed vertical loads. Form Tie: The element of an ICF system that holds both sides of the form together. Form ties can be steel, solid plastic, foam plastic, a composite of cement and wood chips, a composite of cement and foam plastic, or other suitable material capable of resisting the loads created by wet concrete. Form ties remain permanently embedded in the concrete wall. Foundation: The structural elements through which the load of a structure is transmitted to the earth.

10 Chapter 2 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Foundation Wall: The structural element of a foundation that transmits the load of a structure to the earth; includes basement, stem, and crawlspace walls. Grade: The finished ground level adjoining the building at all exterior walls. Ground Snow Load: Measured load on the ground due to snow accumulation developed from a statistical analysis of weather records expected to be exceeded once every 50 years at a given site. Horizontal Reinforcement: Steel reinforcement placed horizontally in concrete walls to provide resistance to temperature and shrinkage cracking. In certain circumstances, horizontal reinforcement is required for additional strength around openings and in high loading conditions such as experienced in hurricanes and earthquakes. In-Line Framing: A framing method where all vertical and horizontal load carrying members are aligned. Insulating Concrete Forms (ICFs): A concrete forming system using stay-in- place forms of foam plastic insulation, a composite of cement and foam insulation, a composite of cement and wood chips, or other insulating material for constructing cast-in-place concrete walls. Some systems are designed to have one or both faces of the form removed after construction. J Bolt: A threaded anchor bolt typically embedded in concrete with threads on one end and a crook in the shank at the other; used to connect a structural member of different material to a concrete member. Lateral Load: A horizontal force, created by wind or earthquake, acting on a structure or its components. Lateral Support: A horizontal member providing stability to a column or wall across its smallest dimension. Ledger: A horizontal structural member fastened to a wall to serve as a connection point for other structural members, typically floor joists. Lip: See edge stiffener. Live Load: Any gravity load that is not permanently applied to a structure; typically transient and sustained gravity forces resulting from the weight of people and furnishings, respectively.

11 Chapter 2 General Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Material Thickness (Steel): The base metal thickness excluding any protective coatings. Thickness is now commonly expressed in mils (1/1000 of an inch). Metallic Coated Steel: Steel that has a metallic coating for protection against corrosion. The level of protection provided is measured by the weight of the metallic coating applied to the surface area of the steel. Typical metallic coatings are galvanizing, galvalume, or galfan, which are zinc-based. Mil: A unit of measurement equal to 1/1000 of an inch (e.g., 33 mil = 0.033 inch). Multiple Span: The span made by a continuous member having intermediate supports. Non-Structural Walls: Refer to walls. Post-and-Beam Wall: A perforated concrete wall with widely spaced (greater than that required for screen-grid walls) vertical and horizontal concrete members (cores) with voids in the concrete between the cores created by the ICF form (i.e., flat, waffle-, or screen-grid as per Figure 2.1). Ridge: The horizontal line formed by the joining of the top edges of two sloping roof surfaces. Roof Snow Load: Uniform live load on the roof due to snow accumulation; roughly equivalent to 70 to 80 percent of the ground snow load in accordance with ASCE 7 [4]. Screen-Grid Wall: A perforated concrete wall with closely spaced vertical and horizontal concrete members (cores) with voids in the concrete between the members created by the ICF form as per Figure 2.1. It is also called an interrupted-grid wall or post-and-beam wall in other publications. Seismic Load: The force exerted on a building structure resulting from seismic (earthquake) ground motions. Seismic Design Categories: Designated seismic hazard levels associated with a particular level or range of seismic risk and associated seismic design parameters (i.e., spectral response acceleration and building importance). Seismic Design Categories A, B, C, D1, and D2 (Seismic Zones 0, 1, 2, 3, and 4) correspond to successively greater seismic design loads; refer to the IBC [5] and IRC [6]. Sill Plate: A horizontal member constructed of wood, steel, or other suitable material

12 Chapter 2 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls that is fastened to the top of a concrete wall, providing a suitable surface for fastening structural members constructed of different materials to the concrete wall. Slab-on-Grade: A concrete floor, which is supported by, or rests on, the soil directly below. Slump: A measure of consistency of freshly mixed concrete equal to the amount that a cone of uncured concrete sags below the mold height after the cone-shaped mold is removed in accordance with ASTM C 143 [9]. Smoke-Development Rating: The combustibility of a material that contributes to fire impact through life hazard and property damage by producing smoke and toxic gases; refer to ASTM E 84 [10]. Span: The clear horizontal distance between bearing supports. Stem Wall: A below-grade foundation wall supported directly by the soil or on a footing. Wall thickness and height are determined as that which can adequately distribute the building loads safely to the earth. Stirrup: Steel bars, wires, or welded wire fabric located perpendicular to horizontal reinforcement and extending across the depth of the member in concrete beams, lintels, or similar members subject to large shear loads. Story: That portion of the building included between the upper surface of any floor and the upper surface of the floor next above, except that the top-most story shall be that habitable portion of a building included between the upper surface of the top-most floor and the ceiling or roof above. Story Above-Grade: Any story with its finished floor surface entirely above grade except that a basement shall be considered as a story above-grade when the finished surface of the floor above the basement is (a) more than 6 feet (1.8 m) above the grade plane, (b) more than 6 feet (1.8 m) above the finished ground level for more than 50 percent of the total building perimeter, or (c) more than 12 feet (3.7 m) above the finished ground level at any point. Strap: Flat or coiled sheet steel material typically used for bracing and blocking which transfers loads by tension and/or shear. Stud: Vertical structural element of a wall assembly, which supports vertical loads and/or transfers lateral loads. Townhouse: Attached single-family dwelling units constructed in a row with each

13 Chapter 2 General Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls unit separated by fire walls at property lines. Track: A framing member consisting of only a web and two (2) flanges. Track depth measurements are taken to the inside of the flanges. Truss: A coplanar system of structural members joined together at their ends usually to construct a series of triangles that form a stable beam-like framework. Vertical Reinforcement: Steel reinforcement placed vertically in concrete walls to strengthen the wall against lateral forces and eccentric loads. In certain circumstances, vertical reinforcement is required for additional strength around openings. Waffle-Grid Wall: A solid concrete wall with closely spaced vertical and horizontal concrete members (cores) with a concrete web between the members created by the ICF form; refer to Figure 2.1. The thicker vertical and horizontal concrete cores and the thinner concrete webs create the appearance of a breakfast waffle. It is also referred to as an uninterrupted-grid wall in other publications. Wall Height: The clear vertical distance between the finished floor and the finished ceiling. Where a finished floor does not exist (i.e., crawlspace), the wall height is the clear vertical distance between the interior finish grade and the finished ceiling. Walls (steel): Structural or Load Bearing: Wall systems subject to loads that exceed the limits for a non-structural system. Non-Structural or Non-Load Bearing: Wall systems that are limited to a lateral (transverse) load of not more than 5 psf (240 Pa), a superimposed vertical load per member, exclusive of sheathing materials, of not more than 100 lb/ft (1460 N/m), or a superimposed vertical load per member of not more than 200 lbs (890 N). Web: That portion of a framing member that connects the flanges. Web Crippling: The localized permanent (inelastic) deformation of the web member subjected to concentrated load or reaction at bearing supports. Web Stiffener: Additional material that is attached to the web to strengthen the member against web crippling. Also called a bearing stiffener. Wind Exposure: refer to Exposure Categories.

14 Chapter 2 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Wind Load: The force or pressure exerted on a building structure and its components resulting from wind. Wind loads are typically measured in pounds per square foot (psf) or Pascals (Pa). Wind Speed: Wind speed is the design wind speed related to winds that are expected to be exceeded once every 50 years at a given site (i.e., 50 year-return period). Wind speeds in this document are given in units of miles per hour (mph) by “3- second gust” measurements (refer to Table 2.2 to convert to fastest-mile wind speed). Yield Strength: A characteristic of the basic strength of the steel material defined as the highest unit stress that the material can endure before permanent deformation occurs as measured by a tensile test in accordance with ASTM A 370 [11]. TABLE 2.2 EQUIVALENT BASIC WIND SPEEDS (mph) 1 Fastest Mile 70 75 80 85 90 100 110 3-Second Gust 85 90 100 105 110 120 130 For SI: 1 mph = 1.609 km/hr = 0.447 m/sec 1 Linear interpolation is permitted.

15 Chapter 3 Materials, Shapes, and Standard Sizes Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Materials, Shapes, and Standard Sizes Chapter 3 Insulating Concrete Forms Connections between Insulating Concrete Form (ICF) systems and Cold-Formed Steel (CFS) framing in accordance with this document shall comply with the shapes and minimum concrete cross-sectional dimensions required in this section. Connections not in compliance with this section shall be used in accordance with the manufacturer’s recommendations and as approved. Flat ICF Wall Systems Flat ICF wall systems shall comply with Figure 3.1 and shall have a minimum concrete thickness of 5.5 inches (140 mm) for basement walls and 3.5 inches (89 mm) for above-grade walls. Figure 3.1. Flat ICF Wall Systems

16 Chapter 3 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Waffle-Grid ICF Wall Systems Waffle-grid ICF wall systems shall have a minimum nominal concrete thickness of 6 inches (152 mm) for the horizontal and vertical concrete members (cores). The actual dimension of the cores shall comply with the dimensional requirements of Table 3.1 and Figure 3.2. Screen-Grid ICF Wall Systems Screen-grid ICF wall systems shall have a minimum nominal concrete thickness of 6 inches (152 mm) for the horizontal and vertical concrete members (cores). The actual dimensions of the cores shall comply with the dimensional requirements of Table 3.1 and Figure 3.3. TABLE 3.1 DIMENSIONAL REQUIREMENTS FOR CORES AND WEBS IN WAFFLE- AND SCREEN- GRID ICF WALLS Nominal Size, (in) Minimum Width of Vertical Core, (in) Minimum Thickness of Vertical Core, (in) Maximum Spacing of Vertical Cores, (in) Maximum Spacing of Horizontal Cores, (in) Minimum Web Thickness, (in) Waffle-Grid 6 6.25 5 12 16 2 8 7 7 12 16 2 Screen-Grid 6 5.5 5.5 12 16 0 Figure 3.2. Waffle-Grid ICF Wall Systems

17 Chapter 3 Materials, Shapes, and Standard Sizes Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Form Materials Insulating concrete forms shall be constructed of rigid foam plastic meeting the requirements of ASTM C 578 [12], a composite of cement and foam insulation, a composite of cement and wood chips, or other approved material. Forms shall provide sufficient strength to contain concrete during the concrete placement operation. Flame-spread rating of forms shall be less than 75 and smoke-developed rating of forms shall be less than 450 tested in accordance with ASTM E 84 [10]. Concrete Materials Concrete Mix Ready-mixed concrete for ICF walls shall meet the requirements of ASTM C 94 [13]. Maximum slump shall not be greater than 6 inches (152 mm) as determined in accordance with ASTM C 143 [9]. Maximum aggregate size shall not be larger than 3/4 inch (19 mm). Exception: Maximum slump requirements may be exceeded for approved concrete mixtures resistant to segregation, meeting the concrete compressive strength requirements, and in accordance with the ICF manufacturer’s recommendations. Figure 3.3. Screen-Grid ICF Wall Systems

18 Chapter 3 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Compressive Strength The minimum compressive strength of concrete, f c ’, shall be 2,500 psi (17.2 MPa) at 28 days as determined in accordance with ASTM C 31 [7] and ASTM C 39 [8]. For Seismic Design Categories D 1 and D 2 the minimum compressive strength of concrete f c ’, shall be 3,000 psi. Reinforcing Steel Reinforcing steel used in ICFs shall meet the requirements of ASTM A 615 [14], ASTM A 616 [15], ASTM A 617 [16], or ASTM A 706 [17]. The minimum yield strength of the reinforcing steel shall be Grade 40 (300 MPa). Reinforcement shall be secured in the proper location in the forms with tie wire or other bar support system such that displacement will not occur during the concrete placement operation. Steel reinforcement shall have a minimum 3/4-inch (19-mm) concrete cover. Horizontal and vertical wall reinforcement shall not vary outside of the middle third of beams, columns, lintels, horizontal and vertical cores, and flat walls for all wall sizes. Cold-Formed Steel Material Structural and non-structural framing members utilized in steel construction shall be cold-formed to chape from sheet steel complying with the requirements of ASTM A1003/A1003M [23]. Corrosion Protection Structural and non-structural framing members utilized in steel construction shall have a minimum metallic coating complying with the requirements of ASTM A1003/ A1003M [23]. Unless additional corrosion protection is provided, framing members shall be located within the building envelope and adequately shielded from direct contact with moisture from the ground or the outdoor climate. Dissimilar metals shall not be used in direct contact with steel framing members. Steel framing members shall not be embedded in concrete, unless approved for that purpose. Fasteners shall have rust inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.

Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls in Residential Construction

19 Chapter 3 Materials, Shapes, and Standard Sizes Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Member Designation The standard designator defined in this section is used to identify framing members used in cold-formed steel construction. The designator consists of the following sequential codes: A three or four-digit numerical indicating member web depth in 1/1000 inch. A letter indicating: S = Stud or joist framing member which have lips T = Track section U = Channel or stud framing section which do not have lips F = Furring channels L = Angle or L-header A three-digit numerical indicating flange width in 1/100 inch, followed by a dash. A two or three-digit numerical indicating base metal thickness in 1/1000 inch (mils). Example: Designation for a 5 1/2“-16 gauge C-shape with 1 5/8” flanges: 550S162-54 550 S 162 -54 Minimum base metal thickness in mils (0.054 in. = 54 mils) 1 5/8“ flange width in 1/100th inches Stud or joist with flange stiffeners 5 1/2” member depth in 1/100th inches (outside-to-outside dimension) Member Designation t t D D B B Short Leg L o n g L e g web flange

20 Chapter 3 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Example: Designation for an 8“-18 gauge L-Header with 1 1/2” short leg: 2-800L150-43 800 L 150 -43 Minimum base metal thickness in mils (0.043 in. = 43 mils) 1 1/2“ width of short leg of angle in 1/100th inches Angle or L-header 8” long leg of angle depth in 1/100th inches (outside-to-outside dimension) Physical Dimensions Cold-formed structural steel members shall comply with Figure 3.5 and the dimensional requirements specified in Table 3.2. Tracks shall comply with Figure 3.4 and shall have a minimum of 1-1/4 inch (32 mm) flanges. Members with different geometrical shapes shall not be used with these provisions without the approval of a design professional. Dimensional tolerances shall be in accordance with ASTM C955 [22] for load bearing members and ASTM C645 [21] for non-structural members. For SI: 1 inch = 25.4 mm. 1 “t” indicates the bare metal thickness of the steel, expressed in mils. 2 Web represents long leg size and flange represents short leg size for L-header angles. 3 Maximum flange width is 2 inches; minimum lip size is 0.5 inches. Member Designation 1 350S162-t 550S162-t 800S162-t 1000S162-t 1200S162-t 350T125-t 550T125-t 800T125-t 1000T125-t 1200T125-t 600L150-t 800L150-t 1000L150-t Web Depth 2 (inches) 3.5 5.5 8 10 12 3.5 5.5 8 10 12 6 8 10 Minimum Flange Width 2,3 (inches) 1.625 1.625 1.625 1.625 1.625 1.25 1.25 1.25 1.25 1.25 1.50 1.50 1.50 TABLE 3.2 COLD-FORMED STEEL MEMBER SIZES

21 Chapter 3 Materials, Shapes, and Standard Sizes Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Figure 3.4. Track Section Dimensions Figure 3.5. C-Shape Section Dimensions

22 Chapter 3 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls TABLE 3.3 MINIMUM BASE METAL THICKNESS OF COLD-FORMED STEEL MEMBERS Base Metal Thickness The material thickness of framing members, in their end-use, shall meet or exceed the minimum base metal thickness values given in Table 3.3. Bend Radius The maximum bend radius shall be the greater of the following: • 3/32 inch (2.4 mm), or • two times the material thickness (2t) but not greater than 1/8 inch (3.2 mm). Yield Strength The yield strength of steel members shall be determined in accordance with ASTM A370 [11]. Unless otherwise specified as 50 ksi (345 MPa), the minimum yield strength (or yield point) of cold-formed steel C-shapes, tracks, flat straps, and other members shall be 33 ksi (228 MPa). 1 Design thickness should be the minimum base metal thickness divided by 0.95. 2 Gauge thickness is an obsolete method of specifying sheet and strip steel thickness. Gauge numbers are only a very rough approximation of steel thickness and shall not be used to order, design or specify any sheet or strip steel product. 3 Historically, 20 gauge material has been furnished in two different thicknesses for structural and drywall (non-structural) applications. 1 Designation (thickness in mils) Minimum Base Metal Thickness, Inches (mm) Old Reference Gauge Number 18 0.0179 (0.455) 25 27 0.0269 (0.683) 22 30 0.0296 (0.752) 20 - Drywall 33 0.0329 (0.836) 20 - Structural 43 0.0428 (1.09) 18 54 0.0538 (1.37) 16 68 0.0677 (1.72) 14 97 0.0966 (2.45) 12 118 0.1180 (3.00) 10 2 1 1

23 Chapter 3 Materials, Shapes, and Standard Sizes Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Product Identification Framing members used in steel construction shall be identified with a ledgible sticker, stamp, stencil, or embossment, spaced a maximum of 48 inches (1220 mm) on center and located on the web of the framing member, in accordance with one of the following standards: ASTM C645 (Non-structural framing members only) ASTM C955 (Structural framing members only) ASTM A1003/A1003M (Framing members not described in ASTM C645 or C955) Performance of Steel in Homes Steel-framing members located in an indoor atmosphere (such as wall and floor framing) have a very low rate of corrosion. Studies showed that the corrosion of zinc is lower than 0.1 µm per 3-year period in houses located in different rural, urban, marine, and industrial atmospheres. It can be concluded that a typical G40 zinc coated steel (10 µm = 0.39 mils) should outlast the life expectancy of a residential building. Galvanized Steel in Contact With Building Materials Contact With Other Metals An electrochemical reaction occurs between dissimilar metals or alloys that can cause corrosion of one metal and protection of the other when they are in contact. This reaction will only occur when the dissimilar metals are connected in an electrolyte medium (such as moisture). In normal indoor environments, moisture levels are usually very low, and consequently, the galvanic action between dissimilar metals is much lower than those occurring in outdoor environments. Steel framing members are generally coated with zinc or aluminum alloy. Both zinc and steel will react adversely with brass and copper used for plumbing installations—this is known as a “galvanic reaction” or “galvanic corrosion” and can lead to durability problems just like other forms of corrosion. Steel Framing Alliance publication NT16-97, Durability of Cold-Formed Steel Framing Members, [24] provides detailed information on galvanized coatings in contact with building materials. Steel framing members can be easily isolated from other metals by plastic insulators or grommets.

24 Chapter 3 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Contact With Mortar and Plaster Fresh mortar and plaster may attack zinc and zinc alloy coating when damp, but corrosion ceases when the materials dry. Contact With Wood Metallic coated steel does not react with dry wood. Dry pressure-treated lumber is also not corrosive to zinc, and no special requirements are needed to fasten steel to wood framing. Galvanized nails and screws have been successfully used to join wood and steel materials for years. Contact With Drywall and Insulation Products Drywall, mineral wool, cellulose, and rigid foam insulating products do not react with galvanized steel. Contact With Concrete Good quality chloride-free concrete is not corrosive to zinc once it has cured. Bearing Stiffeners A bearing stiffener (also referred to as web stiffener) shall be fabricated from a minimum 33 mil (0.84 mm) C-shaped member or 43 mil (1.09 mm) track member. Each stiffener shall be fastened to the web of the member it is stiffening with a minimum of four No. 8 screws equally spaced. Bearing stiffeners shall extend across the depth of the web and shall be installed on either side of the member. Clip Angles Clip angles shall have a minimum size of 2 inches x 2 inches by 33 mil (51 mm x 51 mm x 0.84 mm), unless otherwise noted. All clip angle materials shall comply with the following sections: “Structural Members,” “Yield Strength,” and “Corrosion Protection.” Fasteners Fastening cold-formed steel framing members can be accomplished using different methods and techniques. The most common methods of fastening steel to steel are

25 Chapter 3 Materials, Shapes, and Standard Sizes Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls accomplished by screwing, welding, clinching, and nailing. Self-drilling, tapping screws are the most prevalent fasteners. Other fastening techniques, such as the use of pneumatically driven fasteners, powder-actuated fasteners, crimping, clinching, or welding, shall be permitted when approved. Screws are typically applied with a positive-clutch electric screw gun. Screws Holes are not typically drilled in steel framing before installing the screws. Therefore, self-drilling, self-tapping screws are the most common fasteners used to frame steel members. Screws are available in diameters ranging from No. 6 to No. 14, with No. 6 to No. 10 being the most common. Lengths typically vary from 1/2 inch (12 mm) to as much as 3 inches (76 mm) depending on the application. Screws are generally 3/8 inch (9.5 mm) to 1/2 inch (12.7 mm) longer than the thickness of the connected materials so that a minimum of three threads shall extend beyond the connected material. It is important that the drill point be as long as the material thickness being fastened to drill effectively. The correct fastener type and length for each application should be selected by consulting the screw manufacturer’s specifications and catalogs. Point Types Two specific point types are commonly used, as shown in Figure 3.6: • Self-Drilling Screws: Externally threaded fasteners with the ability to drill their own hole and form, or “tap,” their own internal threads without deforming their own thread and without breaking during assembly. These screws are used with 33 mil (0.84 mm) steel or thicker. • Self-Piercing Screws (sharp point): Externally threaded fasteners with the ability to pierce relatively thin steel material. They are commonly used to attach rigid materials, such as gypsum wallboard, to 33 mil (0.84 mm) or thinner steel. For drill point screws, the total thickness of steel determines the point style of the screw to use. The larger the point style number and the larger the screw diameter, the more material the screw is capable of penetrating. Screw sizes should be selected based on the total thickness of the steel layers. While point styles 1, 4, and 5 are available, the most common are point styles 2 and 3. Self-Drilling Self-Piercing Figure 3.6. Screw Point Type

26 Chapter 3 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Body Diameter The body diameter of a screw is related to the nominal screw size as shown in Table 3.4. All connections shall be made with minimum of a No. 8 screw, except when attaching gypsum wallboard using a No. 6 screw. For SI: 1 inch = 25.4 mm. Screw Nominal Size No. 6 No. 8 No. 10 No. 12 1/4" Nominal Screw Diameter, d, in. 0.1380 0.1640 0.1900 0.2160 0.2500 d TABLE 3.4 SCREW BODY DIAMETER Length The length of a screw is measured from the bearing surface of the head to the end of the point as shown in Figure 3.7. For example, the length of a flat or countersunk head is measured from the top of the head to the end of the point. A pan head screw length is measured from under the head (bearing surface) to the end of the point. Figure 3.7. Screw Length Measurements Reprinted by permission of Light-Gauge Steel Engineers Association Flat Hex Pan Trus s Round Oval

27 Chapter 3 Materials, Shapes, and Standard Sizes Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls The length of self-drilling screws may require special consideration since some designs have an unthreaded pilot section or reamer with wings between the threads and the drill point as shown in Figure 3.7. These features may be necessary for certain applications, such as applying wood sheathing to a steel floor joist. The long pilot point or reamer (see Figure 3.8) is required to allow the screw to drill through the material before engaging the threads. If the threads engage before the pilot hole is drilled completely, a gap may result in the connection. This can result in a squeaky connection or “screw-pops” through certain finish materials. Figure 3.8. Screw Grip Range Reprinted by permission of Light-Gauge Steel Engineers Association Wood Wood Grip Grip Steel Steel 3 Threads Exposed Thread Self-piercing and self-drilling screws intended for cold formed steel applications generally have a coarse thread (e.g., 10-16 x 5/8 HWH SD indicates a 10 diameter, 16 threads per inch, 5/8" length, hex washer head, self-drilling screw). Self-drilling screws with fine threads are permitted. Manufacturer recommendations should be followed. Corrosion Resistance Common platings for corrosion resistance include zinc (mechanical galvanizing),

28 Chapter 3 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Figure 3.9. Screw Head Types Reprinted by permission of Light-Gauge Steel Engineers Association phosphate and oil, and zinc with a yellow dichromate finish (gold color appearance). Self-drilling screws are typically zinc plated. Screw Head Types The screw head locks the screw in place and prevents it from sinking into the fastened material, and it draws the fastened material together. Common head styles include flat, oval, wafer, truss, modified truss, hex washer, pan, round washer, and pancake. See Figure 3.9. The specified style shall be determined by the application, preference, and availability. However, hex head screws are typically used for heavier structural connections. Round washer screws are typically used for general framing connections. Low profile heads are used on surfaces to be finished with gypsum board. And bugle head screws are typically used to attach sheathing products.

29 Chapter 3 Materials, Shapes, and Standard Sizes Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Drive Types Availability and preference determines drive types. Common drive types are shown in Figure 3.10. Screw Requirements For all connections, screws shall extend through the steel a minimum of three exposed threads as shown in Figures 3.11 and 3.12. Screws shall penetrate individual components of a connection without causing permanent separation between the components. Screws shall be installed in a manner such that the threads and holes are not stripped. Self-drilling tapping screws shall have a coating of 3 microns of zinc, or satisfy a 24-hour salt spray test (ASTM F1941) [25] or equivalent corrosion protection. Where No. 8 screws are specified in a steel-to- steel connection, the required Figure 3.11 Floor Sheathing-to-Steel Connection Reprinted by permission of Light-Gauge Steel Engineers Association Figure 3.10. Screw Drive Types Reprinted by permission of Light-Gauge Steel Engineers Association Phillips Square Torx TM Slotted Quadrex ® Hex Washer

30 Chapter 3 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls number of screws in the connection is permitted to be reduced in accordance with the reduction factors in Table 3.6 when larger screws are used or when one of the sheets of steel being connected is thicker than 33 mils (0.84 mm). When applying the reduction factor, the resulting number of screws shall be rounded up. Steel-to-Steel Connections Screws for steel-to-steel connections shall be installed with a minimum edge distance and center to center spacing of 1/2 inch (13 mm), and shall be self-drilling tapping in compliance with SAE J-78 [26]. For SI: 1 inch = 25.4 mm. Screw Nominal Size No. 8 No. 10 No. 12 33 1.0 0.93 0.86 43 0.67 0.62 0.56 Thinnest Connected Steel Sheet (mil) TABLE 3.5 SCREW SUBSTITUTION FACTOR Figure 3.12. Steel-to-Steel Screw Connection Reprinted by permission of Light-Gauge Steel Engineers Association

31 Chapter 3 Materials, Shapes, and Standard Sizes Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Structural Sheathing to Steel Connections Structural sheathing shall be attached to steel framing (i.e., studs and joists) with minimum No. 8 self-drilling tapping screws in compliance with SAE J-78 [26]. Screws attaching structural sheathing to steel joists and wall framing shall have a minimum head diameter of 0.292 inch (7 mm) with countersunk heads and shall be installed with a minimum edge distance of 3/8 inch (9 mm). Gypsum Board to Steel Connections Gypsum board shall be attached to steel framing with minimum No. 6 screws conforming to ASTM C954 [27] and shall be installed in accordance with the applicable building code requirements for interior wall and ceiling finishes. Drive Pins and Nails Pneumatic pins and nails are specifically designed with spiral grooves or knurls on the nail shaft to penetrate the steel. Drive pins and nails are typically used with airguns. Drive pins and nails are primarily used in attaching wood sheathing to wall and roof framing. Care should be taken and manufacturer’s recommendations should be followed carefully when fastening subflooring to joists using drive pins and nails, in order to prevent the assembly from creating noise. Bolts Bolts are used in cold-formed steel framing when required to anchor a floor or a wall to foundations. The most common anchors used in steel construction are anchor bolts, mudsill anchors, anchor straps, mushroom spikes, and powder-actuated anchors. Bolts shall meet or exceed the requirements of ASTM A307 [28]. Washers and nuts shall be properly installed and tightened. Bolts connecting steel framing to concrete shall have bolt holes spaced no closer than three bolt diameters on center. The distance from the center of the bolt hole to the edge of the connecting member shall not be less than one and one-half bolt diameters.

32 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls

33 Chapter 4 ICF-to-Steel Floor Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Connection Tip In many cases one may connect the floor joist to the track with only fasteners through the top and bottom flanges. For the situations in which this is allowed refer to the AISI Standard for Cold-Formed Steel Framing - Prescriptive Method for One and Two Family Dwellings [29] Section D. Introduction Cold-formed steel floor framing shall be connected to ICF exterior walls in accordance with this section. Cold-formed steel framing members and insulating concrete form walls shall comply with the provisions of Chapter 2. Construction of ICF walls shall be in accordance with the International Residential Code [6] Section R611. Construction of cold-formed steel floors shall be in accordance with the AISI Standard for Cold-Formed Steel Framing - Prescriptive Method for One and Two Family Dwellings [29] Section D. Table 4.1 is used to obtain applicable design velocity pressure for the building. Tables 4.2 through 4.4 are used to determine required connector schedules. Ends of the steel floor joists shall have square end cuts and shall be seated tight and squarely against the tracks with a maximum gap tolerance of 1/8 inch (3.2 mm) between the end of the floor joist and the web of the track. In some cases it might be difficult to reinforce the floor joist to ledger track connection with a steel clip angle or a web stiffener, because concrete behind the ledger may interfere with the fasteners running through the ledger. In those cases, one may connect the joist to the track with fasteners through the top and bottom flanges and omit the clip angle or bearing stiffener. However, doing so is limited to the floor members and span distances specified in the AISI Standard for Cold-Formed Steel Framing - Prescriptive Method for One and Two Family Dwellings [29] Section D. In the cases where the floor framing is placed on top of the ICF exterior walls, ICF-to-Steel Floor Connection Methods Chapter 4

34 Chapter 4 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls bearing stiffeners or clip angles shall be installed on the floor joists in accordance with the AISI Standard for Cold-Formed Steel Framing - Prescriptive Method for One and Two Family Dwellings [29] Section D. Several alternative floor systems are described further in this chapter. Applicability Limits The data provided here apply to buildings within the limits of the “Scope” section in Chapter 2, where Table 2.1 shall apply. Connectors, as required in this section, shall be provided to ensure a continuous path capable of transferring out-of-plane and in-plane loads from the ICF walls and the steel floor framing to the foundation. Concrete anchor connectors and bolts must always be embedded within the applicable limits in the ICF wall specified within this chapter. Floor Connection Requirements Anchor Bolt Anchor bolts shall be secured in place before the concrete pour. The concrete should have no voids and be allowed to flow to the inside face of the ICF form at the backing points. The minimum area of the concrete backing shall be 4 inches (101.6 mm) wide by 6 inches (152.4 mm) high centered for each anchor bolt. Anchor bolts shall be located at the predetermined connection locations as required for the steel ledger. The anchor bolts shall be minimum 1/2 inch (12.7 mm) diameter, Grade A307, anchor bolts embedded in the ICF in accordance with Figure 4.1. Connection of the steel ledger to the ICF shall be with minimum 1-1/4 inch (31.75 mm) diameter washers and nuts .The diameter of the pre-drilled holes in the steel ledger is permitted to be oversized by not greater than 1/8 inch (3.17 mm) of the diameter of the anchor bolt. A washer shall always be used between the nut and the connected steel member. Anchor bolts shall be installed in accordance with Table 4.2. Anchor bolts shall have a minimum 4 inch (178 mm) concrete embedment into the wall not taking into consideration the concrete pad. The minimum distance to the concrete edge shall be 2.5 inches (63.5 mm).

35 Chapter 4 ICF-to-Steel Floor Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Bolts shall be located not more than 12 inches (305 mm) from wall corners, wall ends or joints in the ledger track. In Seismic Design Categories C, D 1 and D 2 additional anchorage capacity between the ICF load bearing wall and the floor diaphragm shall be provided as per Table 4.3. The anchorage mechanisms shall be installed at a maximum spacing of 6 feet (1.8 m) on center for Seismic Design Category C and 4 feet (1.2 m) on center for Seismic Design Categories D 1 and D 2 . Figure 4.1. Anchor Bolt to Ledger Track Connection Refer to Table 4.2 for Required Installation Schedules

36 Chapter 4 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Right Angle Steel Plate The right angle ledger connector shall be secured in place before the concrete pour. A minimum 54 mil (16 gauge) right angle steel plate shall be used. For the ledger connector with the exposed portion of plate being a minimum 2 inch (50.8 mm) by 10 inch (254 mm) to allow for fastening to ledger track as per Figure 4.2. The right angle ledger connector shall be sized and spaced as per manufacturer’s data. Concrete embedment of the connector shall be a minimum 4 inches (178 mm) deep. Connectors shall be located not more than 12 inches (305 mm) from wall corners or wall ends. Minimum 3 1/4-inch (6.35 mm) screws (shown) or 4-No. 12 self drilling screws shall connect the ledger track to the right angle ledger connector plate. In Seismic Design Categories C, D 1 and D 2 additional anchorage capacity between the ICF load bearing wall and the floor diaphragm shall be provided as per Table 4.3. The anchorage shall be installed at a maximum spacing of 6 feet (1.8 m) on center for Seismic Design Category C and 4 feet (1.2 m) on center for Seismic Design Categories D 1 and D 2 . Figure 4.2. Right Angle Plate to Ledger Track Connection

37 Chapter 4 ICF-to-Steel Floor Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Connection at End Floor Joist Anchor bolts shall be secured in place before the concrete pour. The concrete should have no voids and be allowed to flow to the inside face of the ICF form at the backing points. The minimum area of the concrete backing shall be 4 inches (101.6 mm) wide by 6 inches (152.4 mm) high centered for each anchor bolt. Anchor bolts shall be located at the predetermined connection locations as required for the steel ledger. The anchor bolts shall be minimum 1/2 inch (12.7 mm) diameter, Grade A307, anchor bolts which are to be embedded in the ICF in accordance with Figure 4.3. Connection of the steel ledger to the ICF shall be with minimum 1-1/4 inch (31.75 mm) diameter washers and nuts. The diameter of the pre-drilled holes in the steel ledger is permitted to be oversized by not greater than 1/8 inch (3.17 mm) of the diameter of the anchor bolt. A washer shall always be used between the nut and the connected steel member. Anchor bolts shall be installed in accordance with Table 4.4. Anchor bolts shall have a minimum 4 inch (178 mm) concrete embedment into the wall not taking into consideration the concrete pad. The minimum distance to the concrete edge shall be 2.5 inches (63.5 mm). Figure 4.3. Connection at End Floor Joist Refer to Table 4.4 for Required Installation Schedules

38 Chapter 4 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Bolts shall be located not more than 12 inches (305 mm) from wall corners or wall ends. In Seismic Design Categories C, D 1 and D 2 additional anchorage capacity between the ICF load bearing wall and the floor diaphragm shall be provided as per Table 4.3. The anchorage shall be installed at a maximum spacing of 6 feet (1.8 m) on center for Seismic Design Category C and 4 feet (1.2 m) on center for Seismic Design Categories D 1 and D 2 . BCD 85 12 16 19 90 13 17 21 100 16 22 26 110 19 27 31 120 22 32 37 130 27 37 43 140 31 42 50 Wind Speed (mph) Velocity Pressure (psf) Exposure TABLE 4.1 LATERAL VELOCITY PRESSURE FOR DETERMINATION OF ICF-TO-FLOOR CONNECTION REQUIREMENTS 1 For SI: 1 psf = 0.0479 kN/m 2 ; 1 mph = 1.6093 km/hr. 1 Table values are based on ASCE 7-98 Figure 6-4 wind velocity pressures for low-rise buildings using a mean roof height of 35 ft (10.7 m). 2 Exposure as defined in Chapter 2. 2

39 Chapter 4 ICF-to-Steel Floor Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls 20 25 30 35 40 45 50 8 12 10 DR DR DR DR DR 16 12 10 DR DR DR DR DR 24 12 10 DR DR DR DR DR 30 12 10 DR DR DR DR DR 8 14 12 10 10 10 DR DR 16 14 12 10 10 10 DR DR 24 14 12 10 10 10 DR DR 30 14 12 10 10 10 DR DR 8 20 18 16 16 14 14 12 16 20 18 16 16 14 14 12 24 20 18 16 16 14 14 12 30 20 18 16 16 14 14 12 8 38 34 30 28 26 26 24 16 36 34 30 28 26 26 24 24 26 24 24 22 22 22 20 30 20 20 18 18 18 16 16 Design Velocity Pressure, (psf) Maximum Connector Spacing Along Wall at Ledger Track, (in) Ledger Track Thickness, (mil) Floor Span, (ft) 43 mil (18 gauge) 54 mil (16 gauge) 68 mil (14 gauge) 97 mil (12 gauge) TABLE 4.2 MAXIMUM CONNECTOR SPACING AT STEEL LEDGER TRACK TO ICF WALL CONNECTION 1, 2 For SI: 1 psf = 0.0479 kN/m 2 ; 1 ft = 0.3048 m; 1 in = 25.4 mm; 1 mil = 0.0254 mm. 1 Minimum ledger track flange width shall be 2.00 inches (41.28 mm). 2 Interpolation is permitted between floor spans. 3 Floor span corresponds to the clear span of the floor structure (i.e. joists or trusses) spanning between load bearing walls or beams. 4 Connectors shall extend through the ledger to the center of the flat ICF wall thickness or the center of the horizontal or vertical core thickness of the waffle-grid or screen-grid ICF system. DR - Indicates Design Required 3 4

40 Chapter 4 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls CD 1 D 2 4 193 320 450 6 303 502 708 8 413 685 965 10 523 867 1223 Nominal ICF Wall Thickness, (in) Seismic Design Category TABLE 4.3 ADDITIONAL CAPACITY REQUIRED (plf) FOR LEDGER TRACK TO ICF WALL CONNECTION IN DESIGN CATEGORIES C, D 1 AND D 2 For SI: 1 psf = 0.0479 kN/m 2 ; 1 mph = 1.6093 km/hr. 1. Table values are based on IBC Equation 16-63 using a tributary wall height of 11 feet (3,353 mm). 2. Table values may be reduced by 30 percent to determine minimum allowable stress design values for anchors. 20 25 30 35 40 45 50 16 3344556 24 4456778 32 56789101 40 6 7 8 9 111213 50 7 8 10 11 13 15 16 60 8 101214161719 16 1222223 24 2223334 32 2333445 40 3344556 50 3445667 60 4456778 Number of Shear Connectors Needed Along Side Wall at End Floor Joists 1 / 2 5 / 8 Design Velocity Pressure, (psf) Anchor Bolt Diameter, (in) Building Side Wall Length, (ft) TABLE 4.4 MINIMUM NUMBER OF ANCHOR BOLTS REQUIRED ALONG END FLOOR JOIST TO ICF SIDE WALL CONNECTION 1 For SI: 1 psf = 0.0479 kN/m 2 ; 1 ft = 0.3048 m; 1 in = 25.4 mm. 1 Anchor bolts shall extend through the ledger to the center of the flat ICF wall thickness or the center of the horizontal or vertical core thickness of the waffle-grid or screen-grid ICF system.

41 Chapter 4 ICF-to-Steel Floor Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Steel-and-Concrete Floors Several floor systems constructed of cold-formed steel and concrete are currently available for use in place of conventional floors built of joists topped with wood- based sheathing. As with other assemblies built of ICFs and CFS framing, these steel-and-concrete floors promise such benefits as: · Durability · Strength · Consistency of material · Price stability of material · Ecological benefits They also offer additional advantages in use, including: · Increased sound attenuation between stories · Suitability for in-floor radiant heating Following are overview descriptions of steel-and-concrete floor systems. They do not comply within the applicability limits set forth in Table 2.1, therefore prescriptive requirements are not provided in this document. Detailed design specifications and product information are available from their manufacturers. Concrete - Topped Steel Deck The concrete-topped steel deck (Figure 4.4-A) is one of the simplest floors built of CFS and concrete. With a concrete-topped steel deck, the floor sheathing consists of a shallow corrugated steel sheet typically 9/16” thick, topped with a relatively thin layer of concrete. The concrete layer may be as thin as 1.5". The floor framing is conventional CFS frame. However, it must be designed to bear the additional dead load from the relatively heavy steel-and-concrete composite sheathing. Lateral support consistent with the weight of the materials must also be installed. No concrete reinforcement is required, unless desired to minimize cracking. The work of assembling the steel framing proceeds similarly to that for a conventional CFS floor deck. The steel sheet is fastened to the joists over the entire floor area, with the corrugations oriented perpendicular to the joists. After the sheet is in place, the concrete is placed on top using conventional concrete placement and finishing methods.

42 Chapter 4 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Foam/CFS Concrete Form Deck Foam/CFS concrete form decks (Figure 4.4-B) use many of the same materials and methods as ICF wall construction. In this regard, they may be readily adopted by ICF crews. They also have the unique feature of providing a thick layer of foam. This provides insulation, which may be useful when the floor separates two different heating/cooling zones. Accommodating items installed in the floor space (i.e., utility lines and recessed lights) involves cutting away sections of the foam. Wallboard may be fastened on the underside of the joists. The floor forms consist of foam panels in a variety of lengths. The panels include recesses to create beam pockets that run the entire length of the panel. Within the foam are also hollow cylindrical cores and CFS joists that run the panel length. The cores provide a convenient location for running utility lines. The joists support the panels during concrete placement and cure. Steel rebar is set in the beam pockets and welded wire steel mesh goes within the upper layer of concrete. Some of the rebar is tied into the ICF wall. Installers set the floor form panels on top of the inner foam shell of the ICF form wall. It is necessary to have an outer shell around the panels to create an edge form for the concrete. This may be accomplished by cutting the inner shell off the next Figure 4.4-A. Concrete-topped Steel Deck

43 Chapter 4 ICF-to-Steel Floor Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls course of ICF blocks and setting them in place. Temporary bracing is set beneath the panels at intervals of about 6 feet. The rebar and mesh go in place on top of rebar chairs. Concrete placement and finishing proceed according to the conventional methods for floor slabs. Crews may readily walk on the form deck throughout construction so long as they avoid certain weak spots, like the bottom of the beam pockets. CFS Joist/Concrete Composite This system combines concrete and special CFS joists (Figure 4.4-C) in a structural composite connection. It requires no permanent form material. It also requires no steel reinforcement beyond a layer of welded wire mesh. Because the joists have large cutouts, utility lines may run in either direction. Strapping is generally attached to the bottoms of the joists as a substrate for the connection of wallboard. The CFS joists are placed at four foot intervals, except where floor dimensions require closer spacing. The joists have deformed flanges along their top edges. The concrete encases the flanges, creating a connection between concrete and steel that results in a structural composite. Welded wire steel mesh within the concrete layer reinforces the concrete between the joists and controls cracking. Figure 4.4-B. Foam/CFS Concrete Form Deck

44 Chapter 4 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls The joists are cut to length, heavy steel “hangers” are attached to each joist end. The hangers project a few inches past the end of the joist. They rest on the top of the concrete wall, suspending the joists in position during construction. Standard plywood sheets are set between the joists and rest on special steel “roll bars”. The roll bars run perpendicular to the joists and bear on them. The crew drapes welded wire steel mesh over the deformed flanges across the entire floor. Concrete placement and finishing are performed according to conventional methods. After the concrete has cured, the crew removes the roll bars and plywood from underneath. Figure 4.4-C. CFS Joist/Concrete Composite

45 Chapter 5 ICF-to-Steel Non-Structural Wall Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Connection Tip Make sure to fasten the top and bottom tracks to the ceiling and floor near their ends where they meet the ICF wall. If a particular interior wall might be subject to high side loads or heavy vibration, consider adding extra studs to the wall or using fasteners to attach the end stud to the ICF wall to prevent drywall cracks. Introduction Interior walls are typically designed to span vertically between the floor and the ceiling and are independent of the exterior wall. Therefore, any connection of the interior walls to the exterior ICF wall serves no structural purpose. The only issue that may deserve consideration is that the interior finish (usually drywall) must be attached to solid elements that do not move away from each other which may cause the finish to crack. This may be especially applicable if the interior wall is subjected to high lateral loads or vibration. Therefore, a satisfactory connection depends on: (1) arranging adequate connection points between the wall and the ceiling/floor above and below; (2) using adequate fasteners at these connection points; Fastener and framing schedules for cold-formed steel frame construction are provided in the AISI Standard for Cold-Formed Steel Framing - General Provisions [30] Section C2 and are not repeated herein. Applicability Limits All details, recommendations, and specifications presented here apply only to non- Chapter 5 ICF-to-Steel Non-Structural Wall Connection Methods

46 Chapter 5 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls load bearing walls. Non-load bearing walls are partition walls that are not used to support floor, roof, or other horizontal framing members. All details presented here apply only to structures in compliance with Chapter 2, General. Basic Interior Wall Requirements Steel framing members shall comply with ASTM C645 [21]. All interior walls considered are subject to 5 psf (0.24 kN/m 2 ) lateral load. The wall stud requirements are: minimum base metal thickness of 18 Mils (0.45 mm), minimum yield strength of 33 ksi (228 kPa), sections minimum lip size of 3/16 inch (5 mm). Construction Details The details provided here (Figure 5.1) should be used for information only. Refer to the Builders’ Steel Stud Guide [31] for specific framing requirements.

47 Chapter 5 ICF-to-Steel Non-Structural Wall Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Figure 5.1. Typical ICF-to-Light Gauge Steel Wall Connection Details TOP OF WALL BLOCKING WHEN WALL IS PARALLEL TO JOISTS/TRUSSES TRACK-JOIST/TRUSS CONNECTION ICF-TO-STEEL FRAMING CONNECTION (PLAN VIEW) BOTTOM OF WALL STUD-TRACK CONNECTION

48 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls

49 Chapter 6 ICF-to-Steel Exterior Wall Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Connection Tip Structural cold-formed steel walls in regions with basic wind speed greater than or equal to 90 mph (145 km/hr) or in Seismic Design Category D 1 or greater shall be installed utilizing a wood sill plate with a steel plate or uplift strap connection at the base of the steel wall. Introduction Cold-formed steel exterior walls shall be connected to ICF exterior walls according to this section. Cold- formed steel framing members shall comply with the provisions of Chapter 2. Construction of ICF walls shall be in accordance with the AISI Standard for Cold-Formed Steel Framing - Prescriptive Method for One and Two Family Dwellings [29]. Construction of cold-formed steel walls shall be in accordance with the International Residential Code [6] Section R603. Table 6.1 is used to obtain applicable design velocity pressure for the building location. Tables 6.2 and 6.4 are used to determine required connector schedules and Table 6.3 to obtain required connector capacity. Applicability Limits The data provided here apply to buildings within the limits of the “Scope” section in Chapter 2, where Table 2.1 shall apply. Connectors, as required in this section, shall be provided to ensure a continuous path capable of transferring shear and uplift loads from steel framing to the foundation. Steel straps or anchors must always be embedded within the applicable limits in the ICF wall. Chapter 6 ICF-to-Steel Exterior Wall Connection Methods

50 Chapter 6 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Exterior Wall Connection Requirements Direct Track to ICF Wall Connection Use direct track to ICF wall anchorage as shown in Figure 6.1 in areas with wind speeds less than 100 mph (113 km/hr). A minimum 1/2 inch (12.7 mm) diameter Grade A 307 anchor bolt is to be embedded in the concrete at the top of the wall and used to fasten down the bottom wall track in accordance with Figure 6.1. A minimum 6 inch (152 mm) long stud blocking with the same minimum thickness as a wall stud shall be installed inside the track at each anchor bolt connection. The track to stud blocking connection shall be made with minimum four No. 8 screws in each flange. Anchor bolts shall be installed in accordance with Table 6.2. Anchor bolts shall have a minimum 7 inch (178 mm) concrete embedment with a minimum distance to the concrete edge of 2.5 inches (63.5 mm) or be placed in the middle one-third of the concrete wall. Bolts shall be located not more than 12 inches (305 mm) from wall corners or wall ends. Figure 6.1. Direct Track to ICF Wall Connection Refer to Table 6.2, 6.3, and 6.4 for Required Installation Schedules

51 Chapter 6 ICF-to-Steel Exterior Wall Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Track to ICF Wall Connection with Wood Sill and Steel Plate A minimum 1/2 inch (12.7 mm) diameter Grade A 307 anchor bolt is to be embedded in the concrete at the top of the wall and used to secure the bottom wall track in accordance with Figure 6.2. Bolts hold down the track and wood sill to the wall. The sill shall be connected to the track with 1-1/4 inch (32 mm) by 33 mil (0.88 mm) minimum steel plates with four 10d or six 8d common nails in the sill and four No. 8 screws in the track. Anchor bolts shall be installed in accordance with Table 6.2. Anchor bolts shall have a minimum 7 inch (178 mm) concrete embedment with a minimum distance to the concrete edge of 2.5 inches (63.5 mm) or be placed in the middle one-third of the concrete wall. Bolts shall be located not more than 12 inches (305 mm) from wall corners or wall ends. Figure 6.2. Track to ICF Wall Connection with Wood Sill and Steel Plate Refer to Table 6.2, 6.3, and 6.4 for Required Installation Schedules

52 Chapter 6 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Track to ICF Wall Connection with Wood Sill and Uplift Strap A minimum 1/2 inch (12.7 mm) diameter Grade A 307 anchor bolt is to be embedded in the concrete along the top of the wall and used to secure the bottom wall track and wood sides to the wall in accordance with Figure 6.3. Bolts hold down the track and wood sill. The sill shall be connected to the track with 33 mil (0.88 mm) minimum steel strap with No. 8 screws in accordance with Table 6.4 in the track flanges. Steel strap capacity shall be in accordance with Table 6.3. Anchor bolts shall be installed in accordance with Table 6.2. Anchor bolts shall have a minimum 7 inch (178 mm) concrete embedment with a minimum distance to the concrete edge of 2.5 inches (63.5 mm) or be placed in the middle one-third of the concrete wall. Bolts shall be located not more than 12 inches (305 mm) from wall corners or wall ends. Uplift Steel Strap Figure 6.3. Track to ICF Wall Connection with Wood Sill and Uplift Strap Refer to Table 6.2, 6.3, and 6.4 for Required Installation Schedules

53 Chapter 6 ICF-to-Steel Exterior Wall Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls TABLE 6.1 LATERAL WIND VELOCITY PRESSURE FOR DETERMINATION OF ICF-TO-EXTERIOR STEEL WALL CONNECTION REQUIREMENTS 1 BCD 85 12 16 19 90 13 17 21 100 16 22 26 110 19 27 31 120 223237 130 27 37 43 140 31 42 50 Wind Speed (mph) Velocity Pressure (psf) Exposure For SI: 1 psf = 0.0479 kN/m 2 ; 1 mph = 1.6093 km/hr. 1 Table values are based on ASCE 7-98 Figure 6-4 wind velocity pressures for low-rise buildings using a mean roof height of 35 ft (10.7 m). 2 Exposure Categories as defined in Chapter 2. 2 N/A 100 lbs. per foot of wall length Design Velocity Pressure (psf) and Seismic Design Category Steel plate at 2' o.c. with 4 No. 8 screws and 4-10d or 6-8d common nails Steel plate at 2' o.c. with 4 No. 8 screws and 4-10d or 6-8d common nails N/A 65 lbs. per foot of wall length 25 more than 25 1/2“ minimum diameter anchor bolt at 4' o.c. 1/2” minimum diameter anchor bolt at 4' o.c. Wind Uplift Connector Capacity for 16“ Stud Spacing Wind Uplift Connector Capacity for 24” Stud Spacing less than 15 or SDC3 A, B, C 15 1/2“ minimum diameter anchor bolt at 6' o.c. Steel plate at 4' o.c. with 4 No. 8 screws and 4-10d or 6-8d common nails N/A Direct Track to ICF Wall as per Figure 6.1 Wall Bottom Track to ICF Wall as per Figure 6.2 N/A N/AN/A 1/2” minimum diameter anchor bolt at 6' o.c. Steel plate at 4' o.c. with 4 No. 8 screws and 4-10d or 6-8d common nails N/A N/A Framing Condition 1/2" minimum diameter anchor bolt at 4' o.c. Steel plate at 3' o.c. with 4 No. 8 screws and 4-10d or 6-8d common nails 20 TABLE 6.2 BASIC ICF-TO-EXTERIOR STEEL WALL CONNECTION REQUIREMENTS 1, 2, 3 For SI: 1 inch = 25.4 mm, 1 mph = 1.61 km/hr, 1 foot = 0.3048 m, 1 lb. = 4.4 N. 1 Anchor bolts shall have a minimum 7 inch (178 mm) concrete embedment with a minimum distance to the concrete edge of 2.5 inches (63.5 mm). 2 Bolts shall be located not more than 12 inches (305 mm) from wall corners or wall ends.Use the greater of the wind speed and exposure or the seismic zone for a given site. 3 All screw sizes shown are minimums.

54 Chapter 6 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls 20 25 30 35 40 45 50 24 74 152 230 308 386 464 542 28 87 178 269 360 451 542 633 32 99 203 307 411 515 619 723 24 99 203 306 410 514 618 721 28 115 236 358 479 600 721 842 32 132 270 409 547 685 824 962 24 119 244 369 493 618 743 868 28 139 284 430 576 721 867 1012 32 159 325 492 658 824 991 1157 24 149 305 461 617 773 929 1085 28 174 356 538 720 902 1084 1266 32 198 406 614 822 1030 1238 1446 Design Velocity Pressure, (psf) 24 Framing Spacing, (in) Sill Plate to Wall Framing Uplift Connection Capacity, (lbs)Roof Span, (ft) 12 16 19.2 TABLE 6.3 ICF-TO-EXTERIOR STEEL WALL UPLIFT CONNECTION CAPACITY AT EACH FRAMING MEMBER 1, 2 For SI: 1 inch = 25.4 mm, 1 foot = 0.3048 m, 1 mph = 1.61 km/hr. 1 Uplift requirements assume a roof/ceiling dead load of 10 psf (2/3x15psf) (0.479 kN/m 2 ). 2 Uplift connection requirements shall be permitted to be multiplied by 0.70 for framing not located within 8 feet (2,438 mm) of building corners.

55 Chapter 6 ICF-to-Steel Exterior Wall Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls 20 25 30 35 40 45 50 24 11112 2 2 28 11122 2 2 32 11122 2 3 24 11122 2 3 28 11222 3 3 32 11223 3 3 24 11222 3 3 28 11223 3 4 32 12233 4 4 24 11223 3 4 28 12233 4 4 32 12234 4 5 Design Velocity Pressure, (psf) Framing Spacing, (in) 12 16 19.2 24 Roof Span, (ft) Total Number of No. 8 Screws in Each End of Steel Strap TABLE 6.4 TOTAL NUMBER OF NO. 8 SCREWS IN FLANGES OF WALL STUD TO STEEL STRAP CONNECTION 1, 2, 3 For SI: 1 inch = 25.4 mm, 1 foot = 0.3048 m, 1 mph = 1.61 km/hr. 1 Uplift requirements assume a roof/ceiling dead load of 10 psf (2/3x15psf) (0.479 kN/m 2 ). 2 Uplift connection requirements shall be permitted to be multiplied by 0.70 for framing not located within 8 feet (2,438 mm) of building corners. 3 The number of screws is based on standard No. 8 screw capacity and minimum steel thickness of 33 mils. Use Table 3.5 Screw Substitution Factor to reduce screw quantities.

56 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls

57 Chapter 7 ICF-to-Steel Roof Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Connection Tip Be sure to allow for the thickness of the wall when setting the dimensions of the roofing members. For example, a top plate usually does not extend all the way to the outside edge of the ICF wall. Therefore a rafter that does not allow for this may clear the plate but contact the concrete or foam, requiring removal of some material. Introduction Roof members may consist of roof trusses or conventional framing (e.g. joist and rafters). Connection of either type of member to the ICF wall is by the same methods. A CFS steel or wood sill plate may be fastened to the top of the ICF wall, and in turn the roof framing members fastened to the sill plate. A second method for securing the roof framing to the ICF wall is through the use of steel straps. This second method has the potential of being a labor saving method over the conventional sill plate connection. However, it requires knowing the precise positions of the roof members in advance and placing the straps accordingly before or during the pour. As a third option, adhesive-anchored fasteners may be added to the concrete after it has cured. This is typically most useful for replacing any connectors that should have been embedded in the wet concrete but were left out, misplaced or misaligned. Table 7.1 is used to obtain applicable design velocity pressure for the building location. Tables 7.2 to 7.5 are used to determine required connector schedules. Applicability Limits The data provided here apply to buildings within the limits of the “Scope” section in Chapter 2, where Table 2.1 shall apply. Homes with larger floor dimensions or greater roof pitches will experience greater total loads on their roofs and therefore Chapter 7 ICF-to-Steel Roof Connection Methods

Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls in Residential Construction

58 Chapter 7 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls may require roof-to-wall connections with greater capacities. Engineers’ design in such situations is recommended. The connections discussed in this section are designed for two purposes: (1) to “hold down” the roof that is subjected to wind uplift, and (2) to transfer lateral (wind and seismic) loads to the shear walls. (Gravity loads, dead and live loads, are assumed to be transferred by bearing on the ICF wall and, therefore, do not depend on connectors.) Basic Roof Connection Requirements Top Sill Plate Connected to ICF Wall With Concrete Anchor Steel Straps Steel straps are embedded in the concrete at the top of the wall and used to fasten Figure 7.1. Steel Concrete Anchor Strap and Sill Plate Connection Method at Wall Parallel to Ridge Concrete Anchor Steel Strap Refer to Table 7.2 for Required Installation Schedules

59 Chapter 7 ICF-to-Steel Roof Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Figure 7.2. Steel Concrete Anchor Strap and Sill Plate Connection Method at Wall Perpendicular to Ridge down a steel or treated wood plate in accordance with Figure 7.1. Steel connectors attach the roof members to the plate. This method does not require the precise positions of the roof members to be known before the concrete pour. Note that steel plates are created by mating a steel stud and a like-sized steel track to create a box profile, and connecting the two pieces with a screw along either edge every 12 inches (305 mm). Concrete anchor steel straps shall be installed as per Table 7.2. Anchor straps shall have a minimum 4 inch (102 mm) concrete embedment with minimum distance to the concrete edge of 2 inches (51 mm) or be placed in the middle one-third of the concrete wall and have a minimum thickness of 0.43 mills (18-gauge). On a wall perpendicular to the ridge the anchor strap schedule should be in accordance with Figure 7.2 and Table 7.2. Anchor straps shall have a minimum 4 inch (102 mm) concrete embedment with distance to the concrete edge of 2 inches (51 mm) and minimum thickness of 43 mills (18-gauge). Refer to Table 7.2 for Required Installation Schedules

60 Chapter 7 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Figure 7.3. Steel Strap Connection at Wall Parallel to Ridge Straps shall be located not more than 12 inches (305 mm) from wall corners or wall ends. The roof members are connected to the plate in accordance with Figures 7.1 and 7.2 with steel connectors with capacities as per Table 7.3. These are screwed or nailed through prepunched holes to the plate and to the roof member. Embedded Steel Strap A steel strap with deformed embedmend end is embedded into the ICF concrete wall at the location of each CFS framing member, which is then fastened directly to the roof framing member in accordance with Figure 7.3. This method uses a minimum of materials and labor, but requires knowing the precise location of each roof member before the concrete pour. If by chance the strap for a particular roof member is missing or in the wrong location, that member may be connected to the wall by means of a bolt embedded in the concrete with epoxy adhesive (described later). However, these post-pour embedments add back time and cost. Straps shall have a minimum 4 inch (102 mm) concrete embedment with a minimum Refer to Table 7.4 for Required Installation Schedules

61 Chapter 7 ICF-to-Steel Roof Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls distance to the concrete edge of 2 inches (51 mm). Each strap shall be fastened to roof framing member with No. 8 screws in accordance with fastener schedule in Table 7.4. Connection of the end roof member to wall perpendicular to the ridge shall be in accordance with Figure 7.4 and Table 7.5. Straps shall be located not more than 12 inches (305 mm) from wall corners or wall ends. Figure 7.4. Steel Strap Connection Method at End Roof Joist to Wall Perpendicular to Ridge Refer to Table 7.5 for Required Installation Schedules

62 Chapter 7 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Figure 7.5. Steel Strap Connection With Epoxy Anchor at Wall Parallel to Ridge Right-Angle Steel Strap With Epoxy Anchor Bolt After the concrete has cured, a hole is drilled in the top of the wall at the location of each roof member in accordance with Figure 7.5. A bolt is placed inside each hole and secured to the concrete with epoxy adhesive. A steel strap connects the bolt to the roof member. This method generally entails more labor and higher material cost than others. However, it is useful to replace a connector that should have been embedded in the wet concrete but was omitted or placed in the wrong position. Anchor bolts shall have a minimum 7 inch (178 mm) concrete embedment with a minimum distance to the concrete edge of 2.5 inches (63.5 mm). A minimum 1/2 inch (12.7 mm) diameter Grade A 307 anchor bolts should be used. Each strap shall be fastened to the roof member with No. 8 screws in accordance with the fastener schedule in Table 7.4. Connection of the end roof ceiling joist to the wall perpendicular to the ridge (shear wall) shall be in accordance with Figure 7.6 and Table 7.5. Straps shall be located not more than 12 inches (305 mm) from wall corners or wall ends. Refer to Table 7.4 for Required Installation Schedules

63 Chapter 7 ICF-to-Steel Roof Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls BCD 85 12 16 19 90 13 17 21 100 16 22 26 110 19 27 31 120 223237 130 27 37 43 140 31 42 50 Wind Speed (mph) Velocity Pressure (psf) Exposure TABLE 7.1 LATERAL WIND VELOCITY PRESSURE FOR DETERMINATION OF ICF-TO- STEEL ROOF CONNECTION REQUIREMENTS 1 For SI: 1 psf = 0.0479 kN/m 2 ; 1 mph = 1.6093 km/hr. 1 Table values are based on ASCE 7-98 Figure 6-4 wind velocity pressures for low-rise buildings using a mean roof height of 35 ft (10.7 m). 2 Exposure Categories as defined in Chapter 2. 2 Figure 7.6. Steel Strap With Epoxy Anchor Connection Method at End Roof Joist to Wall Perpendicular to Ridge Refer to Table 7.5 for Required Installation Schedules

64 Chapter 7 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls 20 25 30 35 40 45 50 24 204 282 360 438 516 594 672 28 238 329 420 511 602 693 784 32 272 376 480 584 688 792 896 24 271 375 479 583 686 790 894 28 317 438 559 680 801 922 1043 32 362 500 638 777 915 1053 1192 24 326 451 576 701 826 950 1075 28 381 526 672 818 963 1109 1254 32 435 602 768 934 1101 1267 1434 24 408 564 720 876 1032 1188 1344 28 476 658 840 1022 1204 1386 1568 32 544 752 960 1168 1376 1584 1792 Design Velocity Pressure, (psf) Framing Spacing, (in) Sill Plate to Rafter or Truss Uplift Connection Capacity, (lbs)Roof Span, (ft) 12 16 19.2 24 TABLE 7.3 ROOF FRAME TO SILL PLATE REQUIRED UPLIFT CONNECTION CAPACITY 1, 2 20 25 30 35 40 45 50 4-10 2-6 1-10 1-6 1-2 1-0 1-0 3-4 2-2 1-8 1-2 1-0 1-0 0-10 3-0 2-0 1-4 1-2 1-0 0-10 0-8 Concrete Anchor Strap Spacing on Sill Plate at Wall Parallel to Ridge, (ft-in)Roof Span, (ft) 24 28 32 Wind Pressure, (psf) TABLE 7.2 CONCRETE ANCHOR STEEL STRAP SPACING TO CONNECT SILL PLATE TO ICF WALL 1, 2 For SI: 1 inch = 25.4 mm, 1 mph = 1.61 km/hr, 1 foot = 0.3048 m, 1 lb. = 4.4 N. 1 Straps shall have a minimum 4 inch (178 mm) concrete embedment with a minimum distance to the concrete edge of 2.5 inches (63.5 mm). 2 Straps shall be located not more than 12 inches (305 mm) from wall corners or wall ends.Use the greater of the wind speed and exposure or the seismic zone for a given site. For SI: 1 inch = 25.4 mm, 1 foot = 0.3048 m, 1 mph = 1.61 km/hr. 1 Uplift requirements assume a roof/ceiling dead load of 10 psf (2/3x15psf) (0.479 kN/m 2 ). 2 Uplift connection requirements shall be permitted to be multiplied by 0.70 for framing not located within 8 feet (2,438 mm) of building corners.

65 Chapter 7 ICF-to-Steel Roof Connection Methods Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls 20 25 30 35 40 45 50 18-gauge 18-gauge 18-gauge 18-gauge 18-gauge 18-gauge 18-gauge 24 22334 4 5 28 23344 5 5 32 23345 5 6 18-gauge 18-gauge 18-gauge 18-gauge 18-gauge 18-gauge 18-gauge 24 23345 5 6 28 23455 6 7 32 34456 7 8 18-gauge 18-gauge 18-gauge 18-gauge 18-gauge 16-gauge 16-gauge 24 23456 6 7 28 34556 7 8 32 34567 8 9 18-gauge 18-gauge 18-gauge 18-gauge 16-gauge 14-gauge 14-gauge 24 34567 8 9 28 35678 9 10 32 456891011 Framing Spacing, (in) 12 16 19.2 24 Roof Span, (ft) Steel Strap Schedule and Number of #8 Screws in End of Strap to Roof Rafter or Truss Design Velocity Pressure, (psf) TABLE 7.4 FASTENER SCHEDULE FOR STEEL STRAPS AT ICF WALL 1, 2, 3, 4 For SI: 1 inch = 25.4 mm, 1 foot = 0.3048 m, 1 mph = 1.61 km/hr. 1 Uplift requirements assume a roof/ceiling dead load of 10 psf (2/3x15psf) (0.479 kN/m 2 ). 2 Uplift connection requirements shall be permitted to be multiplied by 0.70 for framing not located within 8 feet (2,438 mm) of building corners. 3 The number of screws is based on standard No. 8 screw capacity and minimum steel thickness of 33 mils. Use Table 3.5 Screw Substitution Factor to reduce screw quantities. 4 Gauge numbers in the body of the table refer to the gauge of the steel strap. Use Table 3.3 Base Metal Thickness of Cold-Formed Steel Members to convert steel thickness in mils.

66 Chapter 7 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls TABLE 7.5 STEEL STRAP SPACING TO CONNECT END ROOF TRUSS OR JOIST TO ICF WALL PERPENDICULAR TO RIDGE 1,2 For SI: 1 inch = 25.4 mm, 1 mph = 1.61 km/hr, 1 foot = 0.3048 m, 1 lb. = 4.4 N. 1 Straps shall have a minimum 4 inch (178 mm) concrete embedment with a minimum distance to the concrete edge of 2.5 inches (63.5 mm). 2 Straps shall be located not more than 12 inches (305 mm) from wall corners or wall ends.Use the greater of the wind speed and exposure or the seismic zone for a given site. 20 25 30 35 40 45 50 4-10 2-6 1-10 1-6 1-2 1-0 1-0 3-4 2-2 1-8 1-2 1-0 1-0 0-10 3-0 2-0 1-4 1-2 1-0 0-10 0-8 Concrete Anchor Strap Spacing on Sill Plate at Wall Parallel to Ridge, (ft-in)Roof Span, (ft) 24 28 32 Wind Pressure, (psf)

67 Chapter 8 References Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Chapter 8 References [1] North American Specification for the Design of Cold-Formed Steel Structural Members, 2001 Edition, American Iron and Steel Institute (AISI), Washington, DC, 2001. [2] Building Code Requirements for Structural Concrete (ACI 318-95). American Concrete Institute, Detroit, Michigan. 1995. [3] Structural Design of Insulating Concrete Form Walls in Residential Construction. Portland Cement Association, Skokie, Illinois. 1998. [4] Minimum Design Load for Buildings and Other Structures (ASCE 7-98), American Society of Civil Engineers, New York, NY, 1998. [5] International Building Code, International Code Council (ICC). Falls Church, VA, 2000. [6] International Residential Code (IRC), International Code Council (ICC), Falls Church, VA, 2000. [7] ASTM C 31/C 31M-96 Standard Practice for Making and Curing Concrete Test Specimens in the Field. American Society for Testing and Materials (ASTM), West Conshohocken, Pennsylvania. 1997. [8] ASTM C 39-96 Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens. American Society for Testing and Materials (ASTM), West Conshohocken, Pennsylvania. 1996. [9] ASTM C 143-90a Standard Test Method for Slump of Hydraulic Cement. American Society for Testing and Materials (ASTM), West Conshohocken, Pennsylvania. 1978. [10] ASTM E 84-96a Standard Test Method for Surface Burning Characteristics of

68 Chapter 8 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Building Materials. American Society for Testing and Materials (ASTM), West Conshohocken, Pennsylvania. 1996. [11] ASTM A370-97a Standard Test Methods and Definitions for Mechanical Testing of Steel Products, American Society for Testing and Materials (ASTM), West Conshohocken, PA, 1997. [12] ASTM C 578-95 Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation, American Society for Testing and Materials (ASTM). West Conshohocken, Pennsylvania. 1995. [13] ASTM C 94-96e1 Standard Specification for Ready-Mixed Concrete. American Society for Testing and Materials (ASTM), West Conshohocken, Pennsylvania. 1996. [14] ASTM A 615 / A 615 M-96a Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement. American Society for Testing and Materials (ASTM), West Conshohocken, Pennsylvania. 1996. [15] ASTM A 616 / A 616 M-96 Standard Specification for Rail-Steel Deformed and Plain Bars for Concrete Reinforcement. American Society for Testing and Materials (ASTM), West Conshohocken, Pennsylvania. 1996. [16] ASTM A 617 / A 617 M-96a Standard Specification for Axle-Steel Deformed and Plain Bars for Concrete Reinforcement, American Society for Testing and Materials (ASTM), West Conshohocken, Pennsylvania. 1996. [17] ASTM A 706 / A 706 M-96b Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement. American Society for Testing and Materials (ASTM), West Conshohocken, Pennsylvania. 1996. [18] ASTM A653/A653M-99a Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process, American Society for Testing and Materials (ASTM), West Conshohocken, PA, 1999. [19] ASTM A792/A792M-99 Standard Specification for Steel Sheet, 55% Aluminum- Zinc Alloy-Coated by the Hot-Dip Process, American Society for Testing and Materials (ASTM), West Conshohocken, PA, 1999. [20] ASTM A875/A875M-99 Standard Specification for Steel Sheet, Zinc-5% Aluminum Alloy Metallic-Coated by the Hot-Dip Process, American Society for Testing and Materials (ASTM), West Conshohocken, PA, 1999. [21] ASTM C645-00 Standard Specification for Nonstructural Steel Framing

69 Chapter 8 References Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Members, American Society for Testing and Materials (ASTM), West Conshohocken, PA, 2000. [22] ASTM C955-00 Standard Specification for Load-Bearing (Transverse and Axial) Steel Studs, Runners (Tracks), and Bracing or Bridging for Screw Application of Gypsum Board and Metal Plaster Bases, American Society for Testing and Materials (ASTM), West Conshohocken, PA, 2000. [23] ASTM, A1003/A1003M-00, Standard Specification for Sheet Steel, Carbon, Metallic and Non-Metallic Coated for Cold-Formed Framing Members, American Society for Testing and Materials, West Conshohocken, PA, 2000. [24] Steel Framing Alliance Publication NT16-97, Durability of Cold-Formed Steel Framing Members, Steel Framing Alliance, Washington, DC, 1996. [25] ASTM F1941-00 Standard Specification for Electrodeposited Coatings on Threaded Fasteners (Unified Inch Screw Threads [UN/UNR]), American Society for Testing and Materials (ASTM), West Conshohocken, PA, 2000. [26] SAE J-78-1979, Steel Self-Drilling Tapping Screws, Society of Automotive Engineers, 1979. [27] ASTM C954-98 Standard Specification for Steel Drill Screws for the Application of Gypsum Panel Products or Metal Plaster Bases to Steel Studs From 0.033 in. (0.84 mm) to 0.112 in. (2.84 mm) in Thickness, American Society for Testing and Materials (ASTM), West Conshohocken, PA, 1998. [28] ASTM Standard A307-94 Standard Specification for Carbon Steel Bolts and Studs, 60000 PSI Tensile Strength, American Society for Testing and Materials (ASTM), West Conshohocken, PA, 1994. [29] Standard for Cold-Formed Steel Framing - Prescriptive Method for One and Two Family Dwellings, 2001 Edition, American Iron and Steel Institute (AISI), Washington, DC, 2001. [30] Standard for Cold-Formed Steel Framing - General Provisions, 2001 Edition, American Iron and Steel Institute (AISI), Washington, DC, 2001. [31] Steel Framing Alliance Publication NT2-97, Builders’ Steel Stud Guide, Steel Framing Alliance, Washington, DC, 1996.

70 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls

71 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls The following list provides the conversion relationship between U.S. customary units and the International System (SI) units. A complete guide to the SI system and its use can be found in ASTM E 380, Metric Practice. To convert from to multiply by Length inch (in) micrometer (mm) 25,400 inch (in) millimeter (mm) 25.4 inch (in) centimeter (cm) 2.54 inch (in) meter (m) 0.0254 foot (ft) meter (m) 0.3048 yard (yd) meter (m) 0.9144 mile (mi) kilometer (km) 1.6 Area square foot (sq ft) square meter (sq m) 0.0929 square inch (sq in) square centimeter (sq cm) 6.452 square inch (sq in) square meter (sq m) 0.00064516 square yard (sq yd) square meter (sq m) 0.8391 square mile (sq mi) square kilometer (sq km) 2.6 Volume cubic inch (cu in) cubic centimeter (cu cm) 16.387064 cubic inch (cu in) cubic meter (cu m) 0.00001639 cubic foot (cu ft) cubic meter (cu m) 0.02831685 cubic yard (cu yd) cubic meter (cu m) 0.7645549 Force kip (1000 lb) kilogram (kg) 453.6 kip (1000 lb) Newton (N) 4,448.222 pound (lb) kilogram (kg) 0.4535924 pound (lb) Newton (N) 4.448222 Stress or pressure kip/sq inch (ksi) megapascal (Mpa) 6.894757 kip/sq inch (ksi) kilogram/square centimeter (kg/sq cm) 70.31 pound/sq inch (psi) kilogram/square centimeter (kg/sq cm) 0.07031 pound/sq inch (psi) pascal (Pa)* 6,894.757 pound/sq inch (psi) megapascal (Mpa) 0.00689476 pound/sq foot (psf) kilogram/square meter (kg/sq m) 4.8824 pound/sq foot (psf) pascal (Pa) 47.88 * A pascal equals 1000 Newton per square meter Appendix, Metric Conversion

72 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls To convert from to multiply by Mass (weight) pound (lb) avoirdupois kilogram (kg) 0.4535924 ton, 2000 lb kilogram (kg) 907.1848 grain kilogram (kg) 0.0000648 Mass (weight) per length kip per linear foot (klf) kilogram per meter (kg/m) 0.001488 pound per linear foot (plf) kilogram per meter (kg/m) 1.488 Moment 1 foot-pound (ft-lb) Newton-meter (N-m) 1.356 Mass per volume (density) pound per cubic foot (pcf) kilogram per cubic meter (kg/cu m) 16.01846 pound per cubic yard kilogram per cubic meter (kg/cu m) 0.5933 (lb/cu yd) Velocity mile per hour (mph) kilometer per hour (km/hr) 1.60934 mile per hour (mph) kilometer per second (km/sec) 0.44704 Temperature degree Fahrenheit (°F) degree Celsius (°C) t C = (t F - 32)/1.8 degree Fahrenheit (°F) degree Kelvin (°K) t K = (t F + 59.7)/1.8 degree Kelvin (°F) degree Celsius (°C) t C = (t K - 32)/1.8 The prefixes and symbols below are commonly used to form names and symbols of the decimal multiples and submultiples of the SI units. Multiplication Factor Prefix Symbol 1,000,000,000 = 10 9 giga G 1,000,000 = 10 6 mega M 1,000 = 10 3 kilo k 0.01 = 10 -2 centi c 0.001 = 10 -3 milli m 0.000001 = 10 -6 micro m 0.000000001 = 10 -9 nano n

73 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls

74 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Notes

75 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Notes

76 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Notes

77 Prescriptive Method for Connecting Cold-Formed Steel Framing to Insulating Concrete Form Walls Notes