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

by U.S. Department of Housing and Urban Development

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

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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.

vi

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.

viii

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.

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

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

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

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

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

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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