Hybrid Wood and Steel Details… Builders Guide

by HUD USER

Hybrid Wood
and Steel Details–
Builder’s Guide
U.S. Department of Housing and Urban Development
Office of Policy Development and Research

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Hybrid Wood
and Steel Details–
Builder’s Guide
Prepared for:
U.S. Department of Housing and Urban Development
Office of Policy Development and Research
Washington, D.C.
Steel Framing Alliance (SFA)
Washington, D.C.
Prepared by:
NAHB Research Center
Upper Marlboro, MD
July 2003

Acknowledgments
Hybrid Wood and Steel Details–Builder’s Guide
This publication was prepared by Nader Elhajj, P.E., for the U.S. Department of Housing and
Urban Development (HUD) and the Steel Framing Alliance. Special appreciation is extended
to Dana Bres of HUD and Jay Larson of the American Iron and Steel Institute (AISI) for their
guidance and assistance throughout the project. Lynda Marchman provided administrative
assistance. Edith Crane and Donna Woodhurst provided document layout
and design.
Appreciation is especially extended to members of the steering committee, listed below,
whose input contributed to this work.
Jay Crandell, P.E. Applied Residential Engineering Associates
Randy Daudet, P.E. Dietrich Design Group
Nader Elhajj, P.E. NAHB Research Center
Danny Feazell Premium Steel Building Systems
Dana Bres U.S. Department of HUD
Bill Freeborne U.S. Department of HUD
Jay Larson, P.E. American Iron and Steel Institute
Paul Lynch Fairfax County, Virginia
Dean Peyton, P.E. Anderson-Peyton Structural Engineering Consultants
Andrea Vrankar, P.E., R.A. U.S. Department of HUD
Timothy Waite, P.E. Simpson Strong-Tie
Tom Williamson American Plywood Association
The author gratefully acknowledges the assistance of Joseph Marino of Dale/Incor for
providing the steel used in the testing phase of this project.
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 producers or manufacturers. Trade and manufacturers’ names
appear herein solely because they are considered essential to the contents of this report.
ii

Hybrid Wood and Steel Details–Builder’s Guide
Preface
The NAHB Research Center, the U.S. Department of Housing and Urban Development
(HUD), and the Steel Framing Alliance have worked cooperatively to introduce cold-formed
steel framing into the residential construction market and to provide builders and
homeowners with a cost-effective alternative construction material. To this end, the above
organizations have addressed several barriers to the widespread use of cold-formed steel
framing. However, one remaining barrier is the lack of hybrid construction details giving
builders the option of using steel or wood as appropriate.
In response, HUD and the Steel Framing Alliance commissioned the NAHB Research Center
to review existing details and develop a comprehensive list of hybrid wood and steel
connection details. Details lacking engineering data were tested and the results incorporated
into this Builder’s Guide.
By providing builders and framers with the necessary tools to construct hybrid wood and
steel homes economically, HUD enhances housing affordability and quality through
competition from new methods and materials.
iii

Hybrid Wood and Steel Details–Builder’s Guide
Table of Contents
List of Exhibits ................................................................................................................................................. vii

Executive Summary .......................................................................................................................................... ix

1 Introduction ..................................................................................................................................................... 1

2 General ............................................................................................................................................................ 2

2.1 Purpose ......................................................................................................................................................................................... 2

2.2 Approach........................................................................................................................................................................................ 2

2.3 Scope ............................................................................................................................................................................................ 2

3 Materials .......................................................................................................................................................... 4

3.1 Cold-Formed Steel Framing ......................................................................................................................................................... 4

3.1.1 Member Designation .......................................................................................................................................................... 5

3.1.2 Corrosion Protection ........................................................................................................................................................... 7

3.1.3 Web Holes, Cutting, Splicing, and Patching ....................................................................................................................... 8

3.1.4 In-Line Framing ................................................................................................................................................................... 8

3.1.5 Resources .......................................................................................................................................................................... 8

3.2 Wood Framing ............................................................................................................................................................................... 9

3.2.1 Basic Characteristics of Wood and Lumber .................................................................................................................... 10

3.2.2 Lumber Applications and Sizes ........................................................................................................................................ 10

3.2.3 Lumber Grades ................................................................................................................................................................. 12

3.2.4 Engineered Wood Products ............................................................................................................................................. 17

3.2.5 In-Line Framing ................................................................................................................................................................. 18

4 Fasteners ....................................................................................................................................................... 19

4.1 Introduction .................................................................................................................................................................................. 19

4.2 Steel Fastening Methods ............................................................................................................................................................ 19

4.2.1 Screws .............................................................................................................................................................................. 19

4.2.2 Pneumatically Driven Pins ................................................................................................................................................ 26

4.2.3 Bolts .................................................................................................................................................................................. 26

4.2.4 Welds ................................................................................................................................................................................ 26

4.2.5 Clinches ............................................................................................................................................................................ 27

4.2.6 Adhesives .......................................................................................................................................................................... 27

4.2.7 Powder-Actuated Fasteners ............................................................................................................................................. 28

4.2.8 Rivets ................................................................................................................................................................................ 28

4.3 Wood Fastening Methods ........................................................................................................................................................... 29

4.3.1 Nails .................................................................................................................................................................................. 29

4.3.2 Pneumatically Driven Nails ............................................................................................................................................... 32

4.3.3 Screws .............................................................................................................................................................................. 32

4.3.4 Bolts .................................................................................................................................................................................. 32

4.3.5 Specialty Connection Hardware ....................................................................................................................................... 34

4.3.6 Lag Screws ....................................................................................................................................................................... 34

4.3.7 Adhesives .......................................................................................................................................................................... 37

4.4 Wood-to-Steel Fasteners ............................................................................................................................................................ 37

4.4.1 Wood Structural Sheathing to Steel Connections ............................................................................................................ 37

4.4.2 Wood Structural Members to Steel Connections .............................................................................................................. 39

4.5 Steel-to-Wood Fasteners ............................................................................................................................................................ 40

4.5.1 Steel Structure Members to Wood Connections .............................................................................................................. 40

5 Hybrid Connection Details ........................................................................................................................... 43

5.1 Introduction .................................................................................................................................................................................. 43

5.2 Floor Details ................................................................................................................................................................................ 43

5.3 Wall Details ................................................................................................................................................................................. 59

5.4 Roof Framing Details .................................................................................................................................................................. 82

5.5 Miscellaneous Details ................................................................................................................................................................ 93

6 References .................................................................................................................................................. 101

Appendix A–Metric Conversion Factors ...................................................................................................... 103

Glossary .......................................................................................................................................................... 105

v

List of Exhibits
Hybrid Wood and Steel Details–Builder’s Guide
Tables
Table 2.1 Applicability Limits .................................................................................................................................................... 3

Table 2.2 Equivalent Basic Wind Speeds (mph) ..................................................................................................................... 3

Table 3.1 Correlation between Gauge Number and Mil Designation ..................................................................................... 5

Table 3.2 Correlation between Nominal Member Size and Member Designation ................................................................. 5

Table 3.3 Corrosion Protection ................................................................................................................................................ 7

Table 3.4 Major Wood Species Combinations ........................................................................................................................ 9

Table 3.5 Lumber Dimensions and Typical Grades by Application ...................................................................................... 11

Table 3.6 Construction Lumber Categories (Softwood) ....................................................................................................... 14

Table 3.7 Criteria Used in Grading Dimension Lumber ....................................................................................................... 15

Table 3.8 Lumber Grades ...................................................................................................................................................... 16

Table 4.1 Screw Body Diameter ............................................................................................................................................ 20

Table 4.2a Allowable Loads for Screw Connections (Pa) 33 ksi Steel with a 3.0 Safety Factor ............................................ 24

Table 4.2b Allowable Loads for Screw Connections (Pa) 50 ksi Steel with a 3.0 Safety Factor ............................................ 25

Table 4.3 Nail Types, Sizes, and Dimensions ....................................................................................................................... 30

Table 4.4 Wood Screws ......................................................................................................................................................... 33

Table 4.5 Suggested Screw Sizes for Steel-to-Steel and Structural Floor Sheathing-to-Steel Connections ....................... 37

Table 4.6 Plywood to 54 Mil (14 Gauge) Cold-Formed Steel Connection Capacity Sheet Metal Screws ............................ 38

Table 4.7 Load Adjustments for Screws into Plywood for Species Group Noted ................................................................. 38

Table 4.8 Fastener Capacity for Wood to Steel Connection .................................................................................................. 39

Table 4.9 Fasteners for Hybrid Connections ......................................................................................................................... 40

Table 4.10 Screw Capacity–Metal to Plywood Connections ................................................................................................... 41

Table 4.11 Metal to Plywood Connection–Wood and Sheet Metal Screws ............................................................................. 41

Table 4.12 Fastener Capacity for Steel to Wood Connection .................................................................................................. 42

Figures
Figure 3.1 Typical Cold-Formed Steel Sections ........................................................................................................................ 4

Figure 3.2 Standard Designation Illustration–Stud ................................................................................................................... 6

Figure 3.3 Standard Designation Illustration–Angle ................................................................................................................. 6

Figure 3.4 Standard Designation Illustration–Joist .................................................................................................................. 6

Lumber Classification ............................................................................................................................................ 12
Figure 3.5
Figure 3.6 Dimension Lumber Stamp Grade ......................................................................................................................... 13

Figure 3.7 Engineered Wood Products ................................................................................................................................... 17

Screws .................................................................................................................................................................... 19
Figure 4.1
Figure 4.2 Self-Drilling Tapping Screw ................................................................................................................................... 20

Figure 4.3 Self-Piercing Screw ................................................................................................................................................ 20

Figure 4.4 Screw Length Measurement .................................................................................................................................. 21

Figure 4.5 Screw Grip Range .................................................................................................................................................. 21

Figure 4.6 Screw Head Types ................................................................................................................................................. 22

Figure 4.7 Screw Drive Types .................................................................................................................................................. 22

Figure 4.8 Fastening Sheathing to Steel ................................................................................................................................. 23

Figure 4.9 Fastening Steel to Steel ......................................................................................................................................... 23

Figure 4.10 Typical Screw Designation ..................................................................................................................................... 25

Figure 4.11 Pneumatically Driven Pins ..................................................................................................................................... 26

Figure 4.12 Welding of Cold-Formed Steel Framing ................................................................................................................ 27

Clinches ................................................................................................................................................................. 27
Figure 4.13
Figure 4.14 Elements of a Nail and Nail Types ........................................................................................................................ 31

Figure 4.15 Bolt and Connection Types .................................................................................................................................... 35

Figure 4.16 Specialty Connector Hardware .............................................................................................................................. 36

Figure 4.17 Screw Point Style .................................................................................................................................................... 38

Figure 4.18 Wood Sheathing to Steel Connection .................................................................................................................... 39

Wood to Steel Connection ...................................................................................................................................... 39
Figure 4.19
Figure 4.20 Steel to Wood Connection ...................................................................................................................................... 42

vii

List of Exhibits
Hybrid Wood and Steel Details–Builder’s Guide
Details
F1 Steel Joist to Wood Wall Connection ..................................................................................................................... 44

F2 Steel Joist to Wood Wall Connection (Alternative Detail) ...................................................................................... 45

F3 Steel Floor to 2x Wood Top Plate Connection Detail ............................................................................................. 46

F4 Wood Wall Supporting Cantilevered Steel Floor (Cantilever Supporting Roof and Ceiling Only) ........................ 47

F5 Lapped Steel Joists over Wood Wall ..................................................................................................................... 48

F6 Nonstructural Wood Wall Perpendicular to Steel Joist ......................................................................................... 49

F7 Nonstructural Steel Wall Perpendicular to Wood Joist ......................................................................................... 50

F8 Wood Wall Supporting Cantilevered Steel Floor (Cantilever Supporting One Floor and Roof) ............................ 51

F9 Deck Ledger Board Connection (Steel Floor and Wall) ........................................................................................ 52

F10 Deck Ledger Board Connection (Steel Floor and Wood Wall) .............................................................................. 53

F11 Steel Track to Sheathed Wood Floor Detail ........................................................................................................... 54

F12 Wood Interior Nonstructural Wall to Steel Joist or Truss ...................................................................................... 55

F13 Steel Interior Nonstructural Wall Parallel to Wood Joist or Truss ......................................................................... 56

F13a Track to Joist or Truss Connection for Interior Nonstructural Walls ..................................................................... 57

F14 Specialty Connector for Steel Joist to Wood Beam Detail ..................................................................................... 58

W1 Wood Top Plate to Steel Wall Detail ....................................................................................................................... 60

W2 Typical Wall Top Track Splice: Double Wood Top Plates and Steel Track Splice Detail ....................................... 62

W3 Steel Track Splice ................................................................................................................................................... 63

W4 Typical Wall Top Track Splice ................................................................................................................................. 64

W5 Floor to Wall Strap Holdown (Steel Floor) .............................................................................................................. 65

W6 Wood Floor to Steel Wall Strap Holdown ............................................................................................................... 66

W7 Door Jamb Base at Slab on Grade ....................................................................................................................... 67

W8 Resilient Channel to Wall Stud Detail .................................................................................................................... 68

W9 Double L-Shaped Steel Header to Wood Wall Detail ............................................................................................ 69

W10 Wood Header Assembly to Steel Wall Detail ......................................................................................................... 71

W11 Wood Header to Steel Wall Detail .......................................................................................................................... 72

W12 Nonstructural Header Detail with Steel Top Rack ................................................................................................. 73

W13 Nonstructural Steel Opening Detail Bucked with Wood ........................................................................................ 74

W14 Nonstructural Steel Opening Detail Bucked with Wood (Alternative Detail) ......................................................... 75

W15 Head Track to Wood Stud Connection ................................................................................................................... 76

W16 Head Track Connection to Wood Stud (Alternative Detail) .................................................................................... 77

W17 Wood Beam in Steel Wall Detail ............................................................................................................................ 78

W18 Wood Structural Panel Attachment to Structural Wall (Sheathing Parallel to Stud) ............................................... 79

W19 Wood Structural Panel Attachment to Structural Wall (Sheathing Perpendicular to Studs) .................................. 81

R1 Roof Soffit Connection Detail ................................................................................................................................. 83

R2 Roof Soffit Alternative Connection Detail ............................................................................................................... 84

R3 Exposed Wood Rafter Tails to Steel Truss or Rafter ............................................................................................. 85

R4 Steel Truss to Wood Wall Detail ............................................................................................................................ 86

R5 Wood Truss to Steel Wall with Wood Top Plate Detail .......................................................................................... 87

R6 Steel Truss to Wood Wall Detail (High-Wind and Seismic Regions) ................................................................... 88

R7 Blocking Detail (High-Wind and Seismic Regions) .............................................................................................. 89

R8 Steel Truss to Wood Wall Detail (Low-Wind and Seismic Regions) .................................................................... 90

R9 Roof Eave and Cathedral Ceiling (Alternative Detail) ............................................................................................ 91

R10 Gable Roof End with Wood Ladder Framing ........................................................................................................ 92

M1 Wood Backing between Steel Studs for Cabinet Installation ................................................................................ 94

M2 Wood Nailer in a Steel Wall ................................................................................................................................... 95

M3 Tub to Steel Framed Wall Detail ............................................................................................................................ 96

M4 Wood Treads to Steel Stairs ................................................................................................................................... 97

M5 Wood Cabinet Hanger Strips ................................................................................................................................. 98

M6 Wood Backing Detail .............................................................................................................................................. 99

viii

Hybrid Wood and Steel Details–Builder’s Guide
Executive Summary
Cold-formed steel has been widely used in commercial buildings, especially in non-load-
bearing (partitions) and curtain wall applications. In both commercial and residential
construction, cold-formed steel sections are increasingly finding use as primary structural
members, such as beams, floor joists, roof trusses, and load-bearing walls.
Despite the availability of cold-formed steel framing, some basic barriers still impede the
material’s adoption in the residential market. In particular, the building industry is generally
reluctant to adopt alternative building methods and materials unless they exhibit clear quality
or performance advantages. Therefore, builders tend to use alternative materials where they
make the most sense. Currently, there is no single document that builders can use to
construct hybrid cold-formed steel and wood homes. The available information and details for
steel and wood hybrid structures are dispersed and not readily accessible to builders.
This report shows existing hybrid details and presents new details that are needed for
builders who choose to use steel in a wood-framed building or wood in a steel-framed
building.
This document starts by providing an introduction to cold-formed steel framing construction
methods and fastening techniques. It then provides a comprehensive list of details with
tables and engineering data where required and available.
ix

Hybrid Wood and Steel Details–Builder’s Guide
1 Introduction
With increasing demands for improvements in standards of
construction quality, comfort, and performance in housing,
the residential construction market in the United States is
constantly looking for new and improved methods for
constructing residential buildings. Certain components of
cold-formed steel framing can be considered among today’s
new and improved construction methods.
Cold-formed steel framing has been gaining popularity in
certain regions of the country, especially after the
introduction of the Prescriptive Method [1], the
standardization of steel members, and the adoption of steel
provisions in the CABO One- and Two-Family Dwelling Code
[2] and the International Residential Code [3]. Building
codes and industry literature, however, contain provisions
and guidance for wood-to-wood and steel-to-steel
connections. Lack of hybrid connection details hinders the
efforts of home builders who are trying to transition from
conventional framing materials to hybrid uses of wood and
steel. Integrating wood and steel and developing needed
connection details will further expand the use of steel in the
residential market, thus enabling builders to choose their
preferred material.
The materials set forth herein are for general information
only. They are not a substitute for competent professional
assistance. Application of the 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 the official position
of any organization or to restrict or exclude any other
construction or design technique.
This report focuses on residential construction; however,
most details can be used in light commercial applications,
as the two markets possess similar characteristics.
Note that references made to other publications are in
brackets [ ] throughout the body of this publication. All
references can be found in Chapter 6.
1

Hybrid Wood and Steel Details–Builder’s Guide
2 General
2.1 Purpose

The purpose of this document is to provide connection
details and prescriptive tables (when available) for the
connection of cold-formed steel framing members and
assemblies to wood framing members and assemblies.
2.2 Approach
The connection details and prescriptive tables were primarily
derived from the American Iron and Steel Institute’s (ANSI)
Prescriptive Method [1], the ASCE Minimum Design Loads
for Buildings and other Structures [4], and building code
provisions.
The details and provisions contained in this publication are
intended to represent sound engineering and construction
practice, taking into account the need for practical and
affordable construction techniques for residential buildings.
This publication is not intended to restrict the use of either
sound engineering judgment or exact engineering analysis
of specific applications.
2.3 Scope
The provisions of this publication apply to the construction of
detached one- and two-family dwellings, townhouses, and
other attached single-family dwellings in compliance with
the general limitations of Table 2.1. The limitations are
intended to define the appropriate use of this publication for
most one- and two-family dwellings.
The provisions of this document can be used for framing
elements or components that meet the applicability limits of
Table 2.1 but located in buildings that do not meet all the
requirements of Table 2.1 provided that the nonconforming
limits do not impact such framing element or component.
The provisions of this document can also be extended to
buildings and components of buildings that do not meet the
applicability of Table 2.1 and for other types of buildings
(other than residential buildings) provided that each provision
is carefully reviewed by competent individual(s) to ensure its
applicability.
Using cold-formed steel and wood components 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 the
relevant provisions of this publication. An approved design
shall be required for applications that do not meet the
limitations of Table 2.1.
2

Hybrid Wood and Steel Details–Builder’s Guide
2 General
Table 2.1–Applicability Limits
Building Dimensions
ATTRIBUTE
General
40 feet (12.2 m) maximum width
1
MAXIMUM LIMITATIONS
Number of Stories 2 stories above grade with a basement
60 feet (18 m) maximum length
2
Basic Wind Speed (3-second gust) Up to 130 mph (209 km/hr)
3
Wind Exposure Exposure C (open terrain)
Exposures A/B (suburban/wooded)
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
Floors
10 psf (0.48 kPa)
First-Floor Live Load 40 psf (1.9 kPa)
Second-Floor Live Load (sleeping rooms) 30 psf (1.4 kPa)
Cantilever 24 inches (610 mm) maximum
Wall Dead Load
Walls
10 psf (0.48 kPa)
Structural Wall Height 10 feet (3 m)
Roof and Ceiling Dead Load
Roofs
12 psf (0.58 kPa)
Ground Snow Load 70 psf (3.4 kPa)
Roof Live Load 16 psf (0.77 kPa) minimum
Ceiling Dead Load 5 psf (0.24 kPa)
Roof Slope (pitch) 3:12 to 12:12
Rake Overhang 12 inches (305 mm)
Soffit Overhang 24 inches (610 mm)
Attic Live Load (for attics with limited storage)
Attic Live Load (for attics without storage)
20 psf (0.96 kPa)
10 psf (0.48 kPa)
For SI: 1 inch = 25.4 mm, 1 psf = 47.88 Pa, 1 mph = 1.609 km/hr = 0.447 m/sec, 1 foot = 0.3 m.
1
Building width is in the direction of horizontal framing members supported by the wall studs.
2
Building length is in the direction perpendicular to floor joists, ceiling joists, or roof trusses.
3
To convert to fastest-mile wind speed, refer to Table 2.2.
Table 2.2–Equivalent Basic Wind Speeds (mph)
1
Fastest mile
3-second gust
70 75 80 85 90 100 110
85 90 100 105 110 120 130
For SI: 1 mph = 1.609 km/hr = 0.447 m/sec.
1
Linear interpolation is permitted.
3

Hybrid Wood and Steel Details–Builder’s Guide
3 Materials
3.1 Cold-Formed Steel
Framing
Light steel framing is now used successfully for housing in
many countries (such as Canada, Australia, Japan, Korea,
and the United States). In the United States approximately
1 percent of new housing starts are cold-formed steel (CFS)
[5]. CFS is also used for applications such as fire
separation walls within hot rolled steel-framed apartment
and commercial buildings.
CFS framing is a term commonly used to refer to cold-
formed steel members with minimum uncoated thicknesses
ranging from 0.033 to 0.118 inches (0.84 to 3.00 mm) that
are produced by press braking or roll forming. These
members may be wall studs, track, floor joists, roof rafters,
bridging channels, furring channels, or related accessories
(see Figure 3.1). Also included are nonstructural drywall
studs that have a steel thickness ranging from 0.018 to
0.033 inches (0.46 to 0.84 mm). CFS construction can use
individual steel components or prefabricated panels that are
assembled on site by using self-tapping screws to create a
whole building structure.
The Steel Framing Alliance, in cooperation with HUD and the
NAHB Research Center, has standardized the residential
steel framing members and produced a prescriptive
approach to residential cold-formed steel framing [1]. This
prescriptive approach was later adopted by U.S. building
codes, including the 1995 CABO One- and Two-Family
Dwelling Code [2], the 1998 International One and Two
Family Dwelling Code [6], and the International Residential
Code (2000 IRC) [3].
L-Section Back-to-Back C-Section Box C-Section
C-SectionTrack Section
Figure 3.1–Typical Cold-Formed Steel Sections
4

Hybrid Wood and Steel Details–Builder’s Guide
3 Materials
3.1.1 Member Designation
The Standard for Cold-Formed Steel Framing—General
Provisions [7] is the standard designator for identifying cold-
formed steel framing members. The intent of the provisions
was to overcome the varied designation approaches
produced by individual manufacturers. In addition, the
designation is used to identify not only a specific steel
framing member but also to identify the section properties of
that same member.
The use of the gauge number when ordering or specifying
sheet steel thickness is an obsolete concept. Table 3.1
provides the correlation between the gauge number and the
new mil designation thickness. Figures 3.2, 3.3, and 3.4
illustrate the use of the designation system. Table 3.2
provides correlations between the nominal member size that
is typically used by builders and the designation system
adopted by the steel industry.
Table 3.1–Correlation between Gauge Number and Mil Designation
Designation Minimum Design Reference Application Color Code
(mils) Thickness Gauge (painted on
Thickness (inch) Number ends)
(inch)
0.018 0.0188
Nonstructural
None
0.027 0.0283 Black
0.030 0.0931 Nonstructural Pink
0.033 0.0346 White
0.043 0.0451
0.054 0.0566 Green
0.068 0.0713 Orange
0.097 0.1017
0.1242
Uncoated
18 25
27 22
30 20
33 20
43 18 Yellow
54 16 Structural
68 14
97 12 Red
118 0.118 10
For SI: 1 inch = 25.4 mm.
Table 3.2–Correlation between Nominal Member Size and Member Designation
Nominal Member Designation
Member
Size 20 Gauge 18 Gauge 16 Gauge 14 Gauge 12 Gauge
350S162-33 350S162-43 350S162-54 350S162-68 350S162-97
550S162-33 550S162-43 550S162-54 550S162-68 550S162-97
800S162-33 800S162-43 800S162-54 800S162-68 800S162-97
2x10 1000S162-33 1000S162-43 1000S162-54 1000S162-68 1000S162-97
2x12 1200S162-33 1200S162-43 1200S162-54 1200S162-68 1200S162-97
2x4
2x6
2x8
For SI: 1 inch = 25.4 mm.
5

3 Materials
Hybrid Wood and Steel Details–Builder’s Guide
Figure 3.2–Standard Designation Illustration–Stud Figure 3.3–Standard Designation Illustration–Angle
Figure 3.4–Standard Designation Illustration–Joist
6

Hybrid Wood and Steel Details–Builder’s Guide
3 Materials
3.1.2 Corrosion Protection

Homeowners expect their homes to last for a lifetime or
longer. Therefore, it is critical that framing materials have the
proper protection to provide expected longevity. With steel,
the proper protection comes in the form of galvanizing.
Galvanizing is the process whereby steel is immersed into a
bath of molten zinc to form a zinc coating.
Before being rolled into coils, steel sheets are generally
sent through a hot-dipped galvanizing process that applies a
metallic zinc coating to protect the steel from rust.
Therefore, coated steel is designed not to rust while on the
construction job site, during construction, or after
construction. A protective barrier (i.e., zinc) on the surface
that does not allow moisture to contact the steel prevents
corrosion of steel framing members. Zinc galvanizing
protects the steel by acting as a sacrificial coating and
provides long-term integrity against rusting. If steel is
scratched, dented, cut, or punched, the coating will
continue to protect the exposed area sacrificially. The zinc
expands across the exposed steel and reseals the
protective barrier.
The galvanizing process can apply a number of different
coatings that vary in appearance and coating thickness.
Three different types of coatings are commercially available
for cold-formed steel:
Galvanized. This is the standard process of
continuous coating with pure zinc. The finished coating
provides good corrosion resistance and excellent
sacrificial protection.
Galfan. This coating contains aluminum in addition to
zinc. It has an improved corrosion resistance compared
with galvanized coatings.
Galvalume. This coating contains a higher percentage
of aluminum as well as silicone added to zinc. It
provides superior corrosion resistance compared with
galvanized coatings.
The degree of corrosion protection is measured by the
coating weight (ounces per square foot) or the thickness
(mils or microns) of the coating. A G60 coating, for example,
has a total weight of 0.60 oz./ft.
2
(0.00002 mg/cm
2
) (both
sides) and a 0.51 mil (0.013 mm) nominal thickness per
side.
The minimum metallic coating for cold-formed steel
members must comply with ASTM A1003 [8]. ASTM A1003
minimum coating designations assume normal exposure
conditions that are best defined as having the framing
members enclosed within a building envelope or wall
assembly within a controlled environment. When severe
exposure conditions are probable, as in the case of
industrial atmospheres, arid regions, or marine
atmospheres, consideration should be given to specifying a
heavier coating.
For additional guidance on corrosion
protection, refer to the following publications:
Durability of Cold-Formed Steel Framing
Members [9].
Galvanizing for Corrosion Protection—A
Specifier’ [10].
Corrosion Protection for Metal Connectors
s Guide
in Coastal Areas [11].
Direct contact with dissimilar metals (such as copper,
brass, and so forth) should be avoided in order to prevent
corrosion. To prevent corrosion, builders should use either
non-conductive non-corrosive grommets at web penetrations
or non-metallic brackets (a.k.a. isolators) fastened to hold
the dissimilar metal building products (such as piping) away
from the steel framing.
Builders should be careful in placing steel in wet or damp
building materials. The potential for the materials to absorb
water during the building’s life may accelerate corrosion.
Table 3.3 provides the minimum corrosion protection of steel
members subjected to normal exposure.
Table 3.3–Corrosion Protection
Framing Application Coating Weight
Nonstructural G60
Structural G40
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Hybrid Wood and Steel Details–Builder’s Guide
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Cold-Formed Steel 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 for years.
3.1.3 Web Holes, Cutting,
Splicing, and Patching
Web holes may also be referred to as “punchouts,” “utility
holes,” “perforations,” and “web penetrations.” In structural
framing members, web holes are typically 1.5 inches (38
mm) wide x 4 inches (102 mm) long and are located on the
centerline of the web and are generally spaced at 24 inches
(610 mm) on-center.
Coping, cutting, or notching of flanges and edge stiffeners
(lips) is not permitted for load-bearing members without an
approved design. Structural members may be spliced;
however, splicing of studs and joists is not a common
practice and is not
recommended. If a
structural member
requires splicing, the
splice connection must
be installed in
accordance with an
approved design. Splicing
of tracks is permitted.
Nonconforming holes are
typically patched by
applying a steel plate, 
track, or stud section to
the patch and then
fastened with No. 8
screws at 1 inch (25.4
mm) on-center.
Cutting or notching
structural steel
members shall not
be permitted without
an approved design.
members shall not
be performed with-
out an approved
design.
of flanges and lips of
Splicing of structural
3.1.4 In-Line Framing

In-line framing is the preferred and most commonly used
framing method. The advantage of in-line framing is that it
provides a direct load path for transfer of loads from roof
members all the way to
the foundations. If in-line
framing is not possible in
structural walls, a load
distribution member,
such as a double wood
top plate or a structural
steel track, may be
required for the load
transfer.
Load distribution
members, such as
steel headers or
double wood top
plates, shall be used
when in-line framing
is not possible in
structural walls.
3.1.5 Resources
There are numerous resources available from various steel
industry, government, and user organizations. A few
selected organizations are listed below with their web
addresses:
• Steel Framing Alliance

(www.steelframingalliance.com)

• Light-Gauge Steel Engineers Association

(www.lgsea.com)

• Steel Stud Manufacturer’s Association

(www.ssma.com)

• International Iron and Steel Institute

(www.worldsteel.org)

• American Iron and Steel Institute

(www.steel.com)

• Partnership for Advancing Technology in Housing
(www.pathnet.org)
• NAHB Research Center Toolbase Hotline

(www.toolbase.org)

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Hybrid Wood and Steel Details–Builder’s Guide
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3.2 Wood Framing

Wood has been used for centuries as a building material,
especially for home construction. It is the most commonly
used material in the housing market in the United States.
Framing members used in houses are harvested and milled
from millions of available acres of forestland spread across
North America. Wood is divided into two main categories—
hardwood and softwood—and several subcategories and
grades depending on the wood species characteristics,
intended use, and the method of processing the lumber.
Hardwood comes from deciduous trees (e.g., oak, maple,
hickory, and so forth) while softwood comes from conifers
(e.g., pine, spruce, fir, and so forth).
More than 90 percent of dimensional lumber used in North
America comes from four commercial softwood species
groups: Spruce-Pine-Fir, Douglas Fir-Larch, Hem-Fir, and
Southern Pine. Species groups or combinations are an
assemblage of species of wood that have common
characteristics. Table 3.4 shows the abbreviations used for
these common species groups and the lumber grade
stamps. This section focuses almost exclusively on these
softwood species groups because they account for a large
proportion of construction applications in the United States.
It also focuses on newer engineered wood products because
of the products’ growing importance and use as “value
added” substitutes for traditional lumber (i.e., “solid sawn”
lumber).
Table 3.4–Major Wood Species Combinations
Major Species Canadian U.S.
Combinations
S-P-F S-P-F [S]
Douglas Fir-Larch ir-L [N] D.Fir-L
Hem-Fir Hem-Fir [N] Hem-Fir
Southern Pine -
Spruce-Pine-Fir
D.F
SYP
This section provides an overview of the following topics
related to wood framing:
• Basic Characteristics of Wood and Lumber (Section
3.2.1)
• Lumber Applications and Sizes (Section 3.2.2)
• Grading of Lumber (Section 3.2.3)
• Engineered Wood Products (Section 3.2.4)
For an in-depth treatment of these and other topics
regarding lumber products and their use, the reader is
referred to the following limited selection of resources:
• Wood Engineering Handbook [12]
(Download: http://www.fpl.fs.fed.us/documnts/
FPLGTR/fplgtr113/fplgtr113.htm)
• National Design Specification (NDS) for Wood
Construction [13]
(Download: http://www.awc.org/HelpOutreach/
eCourses/STD103/NDS2001/)
• Residential Structural Design Guide [14]
(Download: http://www.huduser.org/publications/
destech/residential.html)
• Metal Plate Connected Wood Truss Handbook [15]
(http://www.woodtruss.com/)
In addition, numerous resources are available from various
wood industry, government, and user organizations. A few
selected organizations are listed below with their Web
addresses:
• USDA Forest Products Laboratory

(www.usda-fpl.gov)

• American Wood Council

(www.awc.org)

• American Forest and Paper Association

(www.afandpa.org)

• APA—The Engineered Wood Association

(www.apawood.org)

• Wood Truss Council of America

(www.wtca.org)

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3.2.1 Basic Characteristics of
Wood and Lumber
Wood is a natural material. Therefore, its properties and
behavior are as varied as the number of species, growth
conditions, and other factors governing the physical
characteristics of a tree (i.e., wood) or lumber (i.e., solid
sawn members made from a tree). For this reason, the
wood industry places much attention on managing the
material’s natural variability in the processing of solid sawn
lumber and other wood products for a variety of end uses.
The process starts with a growth management and
harvesting strategy for forests that include privately and
publicly held lands and resources. It ends with the final
assignment of a “grade” to a milled (i.e., solid sawn) piece of
lumber in accordance with various standards and practices
that provide some degree of uniformity and consistency in
appearance and structural properties as realized by the end
user (i.e., builders and designers).
The main characteristics of an individual piece of lumber that
determine its properties and behavior in end use include:
• Species
• Density
• Natural features
Species and density of wood are the primary attributes that
distinguish one piece of lumber from another. For example,
a given species will determine the physiological
characteristics and range of wood density that can be
expected for a given tree or piece of lumber. Density is
important because it is strongly correlated with the strength
properties of lumber. However, other factors can override this
general correlation, such as knots (i.e., locations where tree
limbs tie into the main stem or trunk of the tree). The
overriding factors are broadly classified as natural features
or “defects” in comparison to a “perfect” piece of lumber
(i.e., one that is straight-grained and clear of knots).
Therefore, visual grading rules for assignment of lumber
structural properties are keyed to categorizing degrees of
defects relative to their impact on the performance of a piece
of lumber.
Wood is a plant material (i.e., cellulose) and its properties
and behavior are closely tied to moisture. Therefore,
moisture is also considered in the processing and end use
of lumber. For example, wood shrinks and swells with
changing moisture content. As a result, a piece of lumber
can experience warping and splitting as it dries. In general,
lumber strength and dimensional stability depends on
moisture content. For this reason, structural-use lumber is
required to have a maximum moisture content of about 19
percent (i.e., cured by air drying), above this amount of
moisture, decay is possible (i.e., fungal growth may be
supported). In addition, given that lumber generally dries to
less than 12 percent moisture content when used inside a
building, excessive shrinkage can occur, causing movement
of parts of a building as the lumber equilibrates to its new
environment. To prevent excessive shrinkage, lumber is
frequently specified as kiln-dried (i.e., designated as KD on
a grade stamp) to a lower moisture content such as 15
percent or less.
3.2.2 Lumber Applications
and Sizes
Lumber is divided into three main size categories based on
differences in intended application:
Boards 1 to 1 ½ inches thick
2 inches and wider
Dimension Lumber 2 to 4 inches thick
2 inches wide
Timbers 5 inches and thicker
5 inches and wider
Boards are the thinnest lumber size category and are
generally used for nonstructural applications such as
shelving or furring. The use of boards for applications such
as floor, roof, and wall sheathing has practically disappeared
from practice due to the introduction and widespread
adoption of wood structural panel products (e.g., plywood) in
the 1950s.
Dimension lumber is commonly used for residential and light
commercial framing (i.e., conventional light frame wood
construction). For example, a 2x4 wood stud (wall framing),
a 2x10 wood joist (floor framing), and a 2x6 rafter or 2x4
wood truss (roof framing) are all typical applications of
dimension lumber. Timbers are used where larger beams or
columns are required to resist heavier loads (e.g., timber
frame construction, timber bridges, and so forth).
Table 3.5 provides nominal sizes of structural lumber
according to intended application categories. Grades of
lumber for the different categories are also shown and are
discussed in the next section.
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Hybrid Wood and Steel Details–Builder’s Guide
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Table 3.5–Lumber Dimensions and Typical Grades by Application
Application Nominal Dimensions Examples
Grades
Thickness Width
Light Construction
Framing
Utility
Structural Select
Light
Framing 1
2
So forth
Structural Select
Joist
and 1
Plank 2
So forth
Stud 2 to 4 inches 2 to 6 inches
(lengths limited
to 10 feet and shorter)
Beams Select
and
Stringers 1
2 greater than thickness
So forth
Posts Select
and
Timbers 1 Not more than 2 inches
2 greater than thickness
So forth
Typical
Standard 2 to 4 inches 2 to 4 inches 2x4, 4x4
Structural
2 to 4 inches 2 to 4 inches 2x4, 4x4
Structural
2 to 4 inches 5 inches and wider 2x6, 2x12
Stud 2x4, 2x6
Structural
5 inches and thicker More than 2 inches 6x10, 12x16
Structural
5 inches and thicker 6x6, 6x18
For SI: 1 inch = 25.4 mm.
Lumber is generally sized according to thickness, as in the
case of rough sawn lumber, or in specific widths,
thicknesses, and/or lengths, as in the case of dimensional
lumber. The two most commonly sizing methods are
described below:
Dimension Lumber. This measuring method is
probably the method most commonly recognized by the
average person. Measurements of dimensional lumber
refer to the “nominal” thickness and width of the lumber,
which varies in nominal two-inch increments (i.e., 2
inches, 4 inches, 6 inches, and so forth). The length is
an actual or minimum dimension and varies in two-foot
increments (e.g., 8 feet, 10 feet, and so forth). The
nominal thickness and width dimensions are not a true
measurement of the lumber thickness or width. The true
measurement of a 2x4, for example, is actually about
1.5 inches by 3.5 inches (thickness by width). When
the board is first rough sawn from the log, it is a true
2x4, but the drying (i.e., shrinkage) and surface finishing
(i.e., planing) processes reduce it to a targeted finished
actual size of 1.5 inches by 3.5 inches. However,
nominal widths over 6 inches refer to actual sizes
3
/
inch less than the nominal dimension. Actual thickness
of dimension lumber is always
1
/2 inch less than the
nominal dimension.
11
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Hybrid Wood and Steel Details–Builder’s Guide
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“Quarters” Sizing Method. In the case of rough sawn
lumber, the “quarters” sizing method is usually used by
mills that sell rough lumber for woodworking purposes.
The “quarters” method refers only to the thickness of the
wood; widths and lengths vary depending on the log
from which the wood is cut. Generally, a woodworker
planes the boards to the desired thickness and most
likely rips the boards and glues them into joined panels
to achieve the desired width. Rough sawn lumber
comes in “true” thicknesses as reflected by the
“quarters” size. Lumber sized according to “quarters”
reflects a piece of lumber’s number of quarters of an
inch of thickness. To figure the thickness of a board
referenced in “quarters” sizes, simply divide the second
number (4) into the first number. The second number (4)
means “quarters of an inch”, or “quarters.” So, a “4/4”
board is four quarters, or 1 inch thick; an “8/4” board is
eight quarters, or 2 inches thick; a “10/4” board is 10
quarters, or 2
1
/2 inches thick; and so forth.
3.2.3 Lumber Grades
Because visual grading of lumber is itself partly a natural
process (i.e., relying on visual observation of pieces of
lumber on a manufacturing line), statistical sampling and
testing of “in-grade” lumber is used to determine lumber
properties (i.e., design stress values) for grade classes
within various species or groups of species. Alternative
grading methods that rely on “proof loading” (i.e., machine
stress rating) of a member or other indirect electronic
sensing processes are also used and have the benefit of
reducing the variability of the grading process, allowing more
precise assignment of structural properties. The grading
process for softwood lumber is discussed in this section.
Hardwood lumber is typically used for finish and furniture
applications (e.g., cabinets and flooring), and its grading
method is based primarily on appearance, which is not
discussed in this section.
In the NDS [13], over 50 different species or species groups
of wood (mostly softwoods) have published design values
based on grade and size categories of lumber. Considering
that some species groups include 16 or more individual
species, the task of grading lumber from the many species
(coupled with the variability of the material) is complex and
requires careful management. Figure 3.5 shows a simplified
representation of wood member classification by species
group, size, and grade for visually stress-rated lumber
classification.
In Figure 3.5, the first step is to organize the many different
species into groups with common properties. This step
requires careful statistical treatment of data on wood
properties obtained from continual samples of materials from
various mills across the country. The process of determining
the grouping of species is also the same process by which
design property values are assigned to the individual grade
categories at the bottom of Figure 3.5.
12
Figure 3.5–Lumber Classification

Hybrid Wood and Steel Details–Builder’s Guide
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The dauntless task of administering the lumber grading
process is the responsibility of many different organizations
and grading associations that generally have some
allegiance to a particular species or species group of wood.
Several of the organizations are listed below:
• Northeastern Lumber Manufacturers Association
(NELMA)
• Northwood Softwood Lumber Bureau (NSLB)
• Redwood Inspection Service (RIS)
• Southern Pine Inspection Bureau (SPIB)
• West Coast Lumber Inspection Bureau (WCLIB)
• Western Wood Products Association (WWPA)
• National Lumber Grades Authority (NLGA)
• California Redwood Association (CRA)
Softwood lumber in the United States is most typically
graded according to the guidelines of the American
Softwood Lumber Standard PS 20-70 [16], established by
the U.S. Department of Commerce. Canadian softwood
lumber imported into the United States is graded by
inspection agencies in Canada that also adhere to the
American Softwood Lumber Standard. Softwood lumber
intended for general construction purposes may be
subdivided into three categories as shown in Table 3.6.
Softwood lumber has traditionally been graded by visual
inspection. The grade of a given piece of lumber is based on
visual observation of characteristics such as slope of grain
and the location of knots. Most softwood lumber is assigned
either an appearance grade or a structural grade based on
visual review by a lumber grader who is an integral part of
the lumber manufacturing process. Lumber graders are
trained to assign a strength grade to lumber based on
appearance criteria such as the presence of wane (bark
remnant on the outer edge); the presence, size, and
location of knots; the slope of the grain relative to the long
axis; and several others. Table 3.7 shows a sample of a few
of the criteria used to assess grade for a 2x4 as structural
light framing or structural joist and plank.
Dimension lumber is generally grade stamped about 24
inches (600mm) from one end of each piece so that the
stamp will be clearly visible during construction. (Specialty
items such as lumber manufactured for millwork or for
decorative purposes are seldom marked.) The stamp is
applied to indicate the assigned grade, the mill of origin, the
green or dry moisture content at time of manufacture, the
species or species group, the grading authority with
jurisdiction over the mill of origin, and applicable grading
standards (see Figure 3.6).
Table 3.8 shows some common grades of dimensional
lumber.
Figure 3.6–Dimension Lumber Stamp Grade
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Hybrid Wood and Steel Details–Builder’s Guide
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Table 3.6–Construction Lumber Categories (Softwood)
Description
Stress-Graded Lumber • The structural integrity of the wood is the primary requirement in the grading process.
• The category includes most softwood lumber that is nominally 2 to 4 inches thick,
•
values for properties such as bending stress and modulus of elasticity (E).
• Dimension stock is carried in nominal 2-, 4-, 6-, 8-, 10-, and 12-inch widths and 8- to
18-foot lengths in multiples of 2 feet.
Non-Stress-Graded Lumber • The structural integrity of the wood is the primary requirement in the grading process.
Pieces are graded primarily for serviceability but appearance is also considered,
especially in the higher grades.
• Imperfections such as knots and knotholes are allowed to become larger and more
frequent as the grade drops.
• The primary product is boards that are less than 2 inches in nominal thickness and 2
inches or more in nominal width.
• The standard ¾-inch-thick board found in retail lumberyards is an example familiar to
most woodworkers.
• Common nominal widths are 2, 3, 4, 6, 8, 10, and 12 inches. Lengths are usually
from 6 to 18 feet in increments of 2 feet.
•
No. 3 (Utility), No. 4, and No. 5. The first three grades are most commonly available in
retail lumberyards.
Appearance Lumber • The appearance or visual quality of a piece of lumber is most important, and
structural integrity is of secondary importance.
• Boards in this category will be of most use to the woodworker interested in making
high-quality softwood furniture with a natural finish.
• The group includes most softwood lumber used for trim, siding, shingles, flooring,
casing, base, stepping, and paneling.
• The highest grade of appearance lumber is Finish. It is subdivided into grades
composed of letters or combinations of letters (B&BTR, C, D) or names such as
which has grade designations composed of numbers, letters, and names of
combinations (B&BTR, C Select, D Select).
Construction Lumber Category
referred to as “dimension” lumber. Examples include posts, beams, decking, studs,
rafters, joists, timbers, and other structural lumber.
Stress ratings may be determined either visually or mechanically to derive working
In descending order of quality, the grades are No. 1 (Construction), No. 2 (Standard),
Superior or Prime, depending on the grading agency. The next level down is Selects,
14

Hybrid Wood and Steel Details–Builder’s Guide
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Table 3.7–Criteria Used in Grading Dimension Lumber
Lumber Grade Description
•
Clear • Probably dried to 6 to 8 percent humidity range. Most stable in humid conditions.
• Decidedly more expensive than No. 1 grade.
Select or Select Structural •
lower grades have more knots.
• Fewer knots, usually small.
• Few imperfections.
No. 1 Common •
•
•
• Has tight knots and no major blemishes.
No. 2 Common • Minor imperfections.
•
•
No. 3 Common • Some knots may be loose; often blemished or damaged.
Construction or Standard • Good strength; used for general framing.
Utility • Economy grade used for rough framing.
Free of knots and imperfections; furniture-grade lumber.
High-quality wood; broken down into No. 1, No. 2, and No. 3 or A, B, C, and D;
Dried to a range of less than 19 percent humidity.
Stronger than No. 2 grade.
Slightly more expensive.
Dried to a range of less than 19 percent humidity.
Stable in areas of normal ranges of humidity. Good for shelving.
15

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Table 3.8–Lumber Grades
Lumber Grade Description
Common Lumber
No. 1 (Construction) Moderate-sized tight knots. Paints well. Used for siding, cornice, shelving, paneling,
and some furniture.
No. 2 (Standard) Knots larger and more numerous. Paints fair. Similar uses as No. 1.
No. 3 (Utility) Splits and knotholes present. Does not take paint well. Used for crates, sheathing,
subflooring, and small furniture parts.
No. 4 (Economy) Numerous splits and knotholes. Large waste areas. Does not take paint well. Used for
sheathing, subflooring, and concrete formwork.
No. 5 (Economy) Larger waste areas and coarser defects. Unpaintable. Applications are similar to No. 5.
Select Appearance Lumber Grades
A Select No knots, splits, or other visible defects. Used for fine furniture, exposed cabinetry, trim,
and flooring.
B Select A few small defects but nearly perfect. Used for fine furniture, exposed cabinetry, trim,
and flooring.
C Select Small tight knots. May be nearly perfect on one side. Used for most furniture, shelving,
some trim, and flooring.
D Select More numerous “pin” knots and other small blemishes. May be used for some furniture,
shelving, some trim, and flooring.
Dimension Lumber Grades
2“x4” and Wider 2“x4” Posts, Timber, Beams, and So Forth
Select Structural Standard and Better
(STD&BTR)
Select Structural
No. 1 Utility and Better
(UTIL&BTR)
No. 1 Structural (Douglas Fir)
No. 2 STUD (10-foot maximum) No. 1 SR (Southern Pine)
No. 3 No. 2 SR (Southern Pine)
No. 2&BTR
No. 3&BTR
For SI: 1 inch = 25.4 mm.
16

3 Materials
Hybrid Wood and Steel Details–Builder’s Guide
3.2.4 Engineered Wood Products
Engineered wood products are steadily increasing in
popularity and are manufactured from wood fiber and glue
(see Figure 3.7). They are considered a “value-added”
product because they improve the efficient use of wood
resources and address problems associated with the
variability of lumber. They tend to be more stable (resist
twisting or cupping) and can be produced in sizes much
longer and wider than solid wood. Unlike dimensional
lumber, which is a commodity, many engineered wood
products are proprietary.
Wood Structural Panels (WSPs)
Wood structural panels dominate the wood frame
construction market when it comes to sheathing for floors,
walls, and roofs. However, competition with other wall
sheathing products (i.e., hardboard and foam insulation) is
strong. Wood structural panels include plywood and
oriented strand board (OSB), which typically come in 4-foot
by 8-foot (1.2 x 2.4 m) panels with thicknesses typically
ranging from
3
/8 inch to
3
/4 inch (9.5 to 19 mm) for structural
framing applications. Like dimension lumber, these products
are usually manufactured and labeled according to voluntary
standards administered by the U.S. Department of
Commerce (i.e., USDOC PS-1 [17] and PS-2 standards
[18]).
Wood I-Joists
Wood I-joists are engineered wood products with either
flanges of solid wood or one of the manufactured engineered
wood products (such as LVL) on the top and bottom of, and
glued to, a vertical web of either plywood or OSB. Wood I-
joists are typically used for floor joists and rafters and are
available in long lengths for long spans. This product
duplicates the flexural efficiency of the steel I-beam.
The wood I-joist is a lightweight, dimensionally stable, long-
span secondary framing component that is predictable in
performance, manufactured to close tolerances, easily
transported to a site, and easily trimmed and installed by a
carpentry crew. As a result, wood I-joists are now used on
more than one-third of the floor area in new residential
construction.
Finger-Jointed Lumber
Finger-jointed lumber is dimensional lumber made up of
short pieces where the ends are machined in a finger profile
and glued together. Finger-jointed lumber has been in
production for more than 20 years and is widely accepted
throughout North America. The finger-jointing process adds
environmental benefits to the lumber manufacturing process
by salvaging short lengths from low-quality lumber to make
long lengths of higher-grade lumber. Machining of the fingers
and mixing and curing of the adhesive are required to meet
strict tolerances. Finger-jointed lumber may be used
interchangeably with regular lumber such as joists, studs, or
rafters.
Laminated-Veneer Lumber (LVL)
Laminated-veneer lumber (LVL) is an engineered wood
product produced by layering dried and graded wood
veneers with waterproof adhesive into blocks of material
known as billets. Cured in a heated press, LVL is typically
available in various thicknesses and widths and is easily
worked in the field with conventional construction tools. LVL
is also known as structural composite lumber (SCL). LVL is
a solid, highly predictable, and uniform engineered wood
product that is sawn to consistent sizes and is virtually free
from warping and splitting. LVL is used primarily as
structural framing for residential and commercial
construction. It is typically designed for use as floor and roof
beams, headers, valley rafters, scaffold planking, and the
flange material for prefabricated wood I-joists. It is well
suited to applications where open web steel joists and light
steel beams might otherwise be considered.
Solid-Sawn FlangeLVL Flange TimberStrand Flange
Figure 3.7–Engineered Wood Products
17

Hybrid Wood and Steel Details–Builder’s Guide
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Glue-Laminated Lumber (Glulam)
Glulam (glue-laminated timber) is a stress-rated engineered
wood product comprised of wood laminations, or “lams,” that
are bonded together with strong, waterproof adhesives.
Glulam components can be a variety of species, and
individual “lams” are typically two inches or less in
thickness. The products are made by stacking, gluing, and
clamping layers of dimensional lumber (with the better
grades efficiently placed at the top and bottom of the beam).
For example, four layers of 2x4s (laid flat) produce a glulam
with a width of 3
1
/2 inches and a height of 6 inches. The
result is a structural member substantially stronger than a
single wood member of the same size because defects in
the individual members are unlikely to line up at one cross-
section of the glulam member (this principle is common to
most engineered wood products). Laminated timber beams
(glulams) are typically used for large spans and heavy
loads. Some examples of typical nominal and actual sizes
are shown below:
Nominal Sizes: 4x10, 4x12, 6x10, 6x12
Actual Sizes: 3
1
/2x9, 3
1
/2x12, 5
1
/2x9, 5
1
/2x12
Laminated-Strand Lumber (LSL)
Laminated-strand lumber is an engineered lumber product
made with a network of hardwood strands laminated
together with a waterproof adhesive to form a single, solid
stable component. Timberstrand
TM
is the trade name for LSL
and is typically used for rim board and framing lumber such
as studs.
LSL is produced from a number of different species and
grades, although species and grade are not mixed in a given
member. As a result, the bending strength and stiffness of
these products are determined by their composition, and
clear product identification is essential to match
specification requirements. Given that the finished
appearance may not be as appealing as an exposed
member, concealed and industrial applications are favored.
Parallel-Strand Lumber (PSL)
Parallel-strand lumber is an engineered lumber product in
which veneers are cut into small strips, dried, sprayed with
adhesives, and then formed into billets and cured. PSLs are
high-strength products with the trade name of Parallam
TM
.
The product is uniform throughout the cross-section and is
resawn from the manufactured billet to an array of sizes.
The varied profiles accommodate several applications,
including 1
3
/4-inch wide (45 mm) plies that serve as built-up
headers in much the same way as does LVL. Wider widths,
2
1
/2 inches, 5
1
/4 inches, and 7 inches (65mm, 133mm, and
178mm), are well suited to longer-span beams and headers.
3.2.5 In-Line Framing
In-line framing is the preferred and most commonly used
framing method for stick framed construction. The advantage
of in-line framing is that it provides a direct load path for
transfer of loads from roof members all the way to the
foundations. Where in-line framing is not possible for
structural walls, a double wood top plate is typically used to
transfer the loads. Other load distribution members can also
be used in lieu of the double wood top plate.
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4.1 Introduction

The fastening of wood and steel members is typically
accomplished with nails and/or screws. This chapter
provides a brief description of the different fasteners used for
each material and the recommended fasteners to be used to
fasten the two materials together.
4.2 Steel Fastening
Methods
Cold-formed steel framing members can be fastened by
using any of the following fastening methods:
• Screws • Welds
• Powder-Actuated Fasteners • Bolts
• Clinches • Rivets
• Pneumatically Driven Pins • Adhesives
4.2.1 Screws
Screws are the most common fasteners used in framing
cold-formed steel members (see Figure 4.1). Self-drilling,
tapping screws are the most prevalent fastener. Screws are
typically applied with a positive-clutch electric screw gun.
Clamps (such as locking C clamps) are essential to the
steel framer; they hold the steel members together during
fastening.
Screws are available in sizes ranging from No. 6 to No. 14,
with No. 6 to No. 10 the most common. Lengths typically
vary from
1
/2 inch (12.7 mm) to as much as 3 inches
(76 mm) depending on the application. Screws are generally
/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 extends beyond the connected material. For
effective drilling, it is important that the drill point be as long
as the material thickness to be fastened. The correct
fastener type and length of each application should be
selected by consulting the screw manufacturer’s
specifications and catalogs.
Figure 4.1–Screws
Screw Point Type
1. Self-drilling tapping screws (see Figure 4.2) are
externally threaded fasteners with the ability to drill their
own hole and form or cut their own internal mating
threads into which they are driven without deforming
their own thread and without breaking during assembly.
Self-drilling screws are high-strength, one-piece, one-
side-installation fasteners. They are typically used with
33-mil (0.8 mm) steel or thicker. They are also used
when fastening two or more pieces of steel of any
thickness. Self-drilling point styles are listed as No. 2,
No. 3, No. 4, and No. 5. The higher the number, the
thicker is the material the screw is designed to drill. The
self-drilling point style requires more consideration due
to the variety of thicknesses and possibility that multiple
layers must be joined.
2. Self-piercing tapping screws (see Figure 4.3) are
externally threaded fasteners with the ability to self-
pierce metallic material, form a sleeve by extruding
metallic material, and “tap” their own mating threads
when driven. Self-piercing screws are high-strength,
one-piece, one-side-installation fasteners with sharp
point angles. The self-piercing point style is
recommended for connections of 33-mil (0.84 mm) steel
thickness and less.
19
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Hybrid Wood and Steel Details–Builder’s Guide
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Screw Body Diameter
The body diameter of a screw is related to the nominal
screw size as shown in Table 4.1. Most connections are
made with a No. 8 screw, except when attaching gypsum
wallboard, when a No. 6 screw is typically used.
Screw Length
The length of the screw is measured from the bearing
Figure 4.2–Self-Drilling Tapping Screw
surface of the head to the end of the point as shown in
Figure 4.4. 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.
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 (see Figure 4.5). These features may be
necessary for certain applications such as applying wood
sheathing to a steel floor joist. The long pilot point or reamer
Figure 4.3–Self-Piercing Screw
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. The result can be a squeaky floor or “screw-
Table 4.1–Screw Body Diameter
pops” through certain finishes.
Screw Number
Designation (inch)
6 0.1380
7 0.1510
8 0.1640
0.1900
0.2160
¼ 0.2500
Nominal Diameter, d,
10
12
Threads
Self-piercing and self-drilling screws (see Figures 4.2 and
4.3) intended for cold-formed steel applications generally
have a coarse thread (e.g., 10-16x
5
/8 HWH SD would
indicate a 10 diameter, 16 threads per inch,
5
/8-inch (16 mm)
length, hex washer head, self-drilling screw). Many self-
drilling screws have fine threads for use in thicker steel.
Manufacturer’s recommendations should be followed.
For SI: 1 inch = 25.4 mm.
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Head Styles
Common head styles include flat, oval, wafer, truss,
modified truss, hex washer head, pan, bugle, round washer,
and pancake (see Figure 4.6). Specialty features may also
be on the head, one of which is cutting nibs under the head
of a flat head design. Cutting nibs are designed to aid in
countersinking the flat head design in dense materials. The
drive system may be a phillips, square, or other proprietary
design. The specified style may be determined by
application, preference, and availability. However, hex head
screws are typically used for heavier structural connections,
round washer screws for general framing connections, low-
profile heads for surfaces to be finished with gypsum board,
and bugle head screws for attaching sheathing products.
Screw Body
The body of the screw includes the threads and any
designed special features. Special features may include a
shank slot, which is a section cut out of the shank for chips
Figure 4.4–Screw Length Measurement
of material to have a place to escape, thereby relieving
driving torque. The shank slot is located directly above the
drill point of the screw.
Drive Types
Drive types are usually determined by availability and
preference. Figure 4.7 shows common drive types.
Screw Requirements
For all connections, screws should extend through the steel
a minimum of three exposed threads as shown in Figures
4.8 and 4.9. Screws should penetrate individual components
of a connection without causing permanent separation
between the components. Screws should be installed in a
manner such that the threads and holes are not stripped.
Figure 4.5–Screw Grip Range
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22
Figure 4.6–
Screw Head Types
Figure 4.7–
Screw Drive
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Hybrid Wood and Steel Details–Builder’s Guide
4 Fasteners
Drill Capacity
Drill capacity is defined as the total thickness the screw is
designed to drill. If a fastener is chosen with a drill point that
is too large, the result may be a stripped connection. If the
drill point is too small, the screw may fracture and break.
The drive type and head style are typically related to
Figure 4.8–Fastening Sheathing to Steel
individual preference but may be a consideration for each
application. An example of a misapplication is the use of a
hex washer head in a framing connection. If drywall is
specified as the finish material, the hex washer head will
cause a bulge in the drywall finish.
Figure 4.9–Fastening Steel to Steel
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Hybrid Wood and Steel Details–Builder’s Guide
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Design Values summary of the design capacities (shear and pullout) for

Screw cap acity is determined in accordance with the AISI
screws that are typically used in residential and light

Design S pecification. T ables 4.2a and 4.2b provide a
commercial applications.

Table 4.2a–Allowable Loads for Screw Connections (Pa)
1,2,3,4

33 ksi Steel with a 3.0 Safety Factor

Material #6 Screw #8 Screw #10 Screw #12 Screw
Thickness Design Steel DIA. = 0.164 DIA. = 0.190 DIA. = 0.216
Thickness
5
Strength SHEAR PULLOUT SHEAR PULLOUT SHEAR PULLOUT SHEAR PULLOUT
(inch) F
u
F
y
(lb.) (lb.) (lb.) (lb.) (lb.) (lb.) (lb.) (lb.)
(ksi) (ksi)
0.0188
0.0283
0.0312
0.0346
0.0451
0.0566
0.0713
0.1017
DIA. = 0.138
(mil)
1 8 4 5 3 3 6 0 3 3 6 6 3 9
2 7 4 5 3 3 1 1 1 5 0 1 2 1 5 9
3 0 4 5 3 3 1 2 9 5 5 1 4 1 6 5 1 5 1 7 6
3 3 4 5 3 3 1 5 1 6 1 1 6 4 7 2 1 7 7 8 4 1 9 0 9 7
4 3 4 5 3 3 2 2 4 7 9 2 4 4 9 4 2 6 3 1 0 9 2 8 0 1 2 4
5 4 4 5 3 3 3 4 4 1 1 8 3 7 0 1 3 7 3 9 4 1 5 6
6 8 4 5 3 3 5 2 3 1 7 3 5 5 7 1 9 6
9 7 4 5 3 3 9 0 2 2 8 4
For SI: 1 inch = 25.4 mm, 1 lb. = 4.448 N.

1
Screw allowable loads are based on the 1996 AISI Specification [19].

2
Values include a 3.0 factor of safety.

3
The nominal strength of the screw must be at least 3.75 times the allowable loads.

4
When connecting materials of different steel thicknesses or tensile strength (F
u
), the lowest applicable values should be used.

5
Minimum thickness represents 95 percent of the design thickness and is the minimum acceptable thickness delivered to the

job site.

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Hybrid Wood and Steel Details–Builder’s Guide
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Table 4.2b–Allowable Loads for Screw Connections (Pa)
1,2,3,4
50 ksi Steel with a 3.0 Safety Factor
Material #6 Screw #8 Screw #10 Screw #12 Screw
Thickness Design Steel DIA. = 0.164 DIA. = 0.190 DIA. = 0.216
Thickness
5
Strength SHEAR PULLOUT SHEAR PULLOUT SHEAR PULLOUT SHEAR PULLOUT
(inch) F
u
F
y
(lb.) (lb.) (lb.) (lb.) (lb.) (lb.) (lb.) (lb.)
(ksi) (ksi)
0.0188
0.0283
0.0312
0.0312
0.0346
0.0451
0.0566
0.0713
DIA. = 0.138
(mil)
1 8 6 5 5 0 8 7 4 8 9 5 5 7
2 7 6 5 5 0 1 6 1 7 2 1 7 5 8 5
3 0 6 5 5 0 1 8 6 7 9 2 0 3 9 4 2 1 9 1 0 9
3 3 6 5 5 0 2 1 8 8 8 2 3 7 1 0 5 2 5 5 1 2 1 2 7 4 1 4 0
4 3 6 5 5 0 3 2 4 1 1 5 3 5 3 1 3 6 3 8 0 1 5 8 4 0 8 1 8 2
5 4 6 5 5 0 4 9 6 1 7 1 5 3 4 1 9 8 5 7 3 2 2 8
6 8 6 5 5 0 7 5 5 2 4 9 8 1 1 2 8 8
9 7 6 5 5 0 1 3 0 3 4 1 0
For SI: 1 inch = 25.4 mm, 1 lb. = 4.448 N.

1
Screw allowable loads are based on the 1996 AISI Specification [19].

2
Values include a 3.0 factor of safety.

3
The nominal strength of the screw must be at least 3.75 times the allowable loads.

4
When connecting materials of different steel thicknesses or tensile strength (F
u
), the lowest applicable values should be used.

5
Minimum thickness represents 95 percent of the design thickness and is the minimum acceptable thickness delivered to the

job site.

Screw Designation
Screws are typically designated by their diameter , thread,
head style, point type, and length as shown in Figure 4.10.
Figure 4.10–Typical Screw Designation
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Hybrid Wood and Steel Details–Builder’s Guide
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4.2.2 Pneumatically Driven Pins
Pneumatic pins and nails are designed with spiral grooves
or knurls on the nail shaft to penetrate the steel (see Figure
4.11). As with wood framing, drive pins and nails are used
with air guns. Wood sheathing (such as subflooring) can be
fastened to steel members with drive pins. Care should be
taken to follow manufacturer’s recommendations to avoid
problems such as squeaky floors. Additional guidance on
pneumatically driven pins is provided in the Light Gauge
Steel Engineers Association Tech Note Pneumatically
Driven Pins for Wood Based Panel Attachment [20].
4.2.3 Bolts
Bolts are typically used to anchor cold-formed steel
members to foundations. The most common anchors used
in steel construction are anchor bolts, mudsill anchors,
anchor straps, mushroom spikes, and powder-actuated
anchors. Washers and nuts should be properly installed and
tightened where required. Bolts connecting CFS to concrete
shall have boltholes spaced a minimum of three bolt
diameters on-center. The distance from the center of the
bolthole to the edge of the connecting member shall not be
less than one and one-half bolt diameters.
• Mudsill Anchors. Anchors that fit in the bottom
track to hold the wall down, usually available from
specialty fastener companies, such as Simpson
Strong-Tie®, or fabricated in the field.
• Anchor Straps. Steel straps that are embedded in
the slab and bend up to attach to the wall studs.
• Mushroom Spikes. Expansion bolts that expand in
predrilled concrete holes, typically used to hold
down bottom track or rim joists.
• Powder-Actuated Fasteners. Pins fired by a special
gun to hold the bottom track down to the foundation.
Figure 4.11–Pneumatically Driven Pins
4.2.4 Welds
Welds are not common in residential steel construction but
are used in light commercial and mid-rise construction.
Field welding of thin steel members (less than 43 mil in
thickness) is not recommended. Factory welds are common
because they are usually performed in a controlled
environment. Welded areas (see Figure 4.12) must be
treated with a corrosion-resistant coating, such as a zinc-
rich paint, to maintain acceptable durability of the welded
connection. Additional guidance on welding of cold-formed
steel members is provided in the Light Gauge Steel
Engineers Association Tech Note Welding Cold-Formed
Steel [21].
Welded areas shall be
treated with zinc-
enriched paint or
other approved treat-
ment to retain the
corrosion resistance
of the welded area.
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Hybrid Wood and Steel Details–Builder’s Guide
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Figure 4.12–Welding of Cold-Formed Steel Framing
4.2.5 Clinches
Clinching is a method of joining two pieces of sheet metal
by pressing them together into a die that forms a connection
similar to a rivet. This technology, although not new, has
only recently been used for attaching residential steel
framing members. Clinched connections are especially
popular in factory settings and panelized construction.
Figure 4.13 illustrates some clinched joints that are
currently available.
The majority of clinched connections are made with
pneumatic or hydraulic tools, although manual clinchers are
available. A clincher makes a connection by driving a punch
into a die through overlapping material. When the material is
forced to the bottom of the die, the die begins to mushroom
and then expands to allow full development of the
connection. When the punch reaches its final position, it is
withdrawn and the die returns to its original shape. The
result is a connection similar to that of a rivet. The strength
of a clinched connection is approximately the same as that
of a self-drilling screw. The clinching process does not harm
the galvanized coating on framing members. Many of the
currently available clinching tools are limited to use in a
warehouse/factory environment. It is usually difficult to
loosen connections when necessary. Clinching equipment is
currently not widely available.
Additional guidance on clinching of cold-formed steel
members is provided in the Light Gauge Steel Engineers
Association Tech Note Clinched (Integral) Fastening of
Cold-Formed Steel [22].
4.2.6 Adhesives
The use of adhesive in residential and light commercial cold-
formed steel structural application is not common.
Adhesives are primarily used in factory settings and
panelized construction. Adhesives are also used between
floor joists and floor sheathing and between wall studs and
wall covering.
Figure 4.13–Clinches
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4.2.7 Powder-Actuated 4.2.8 Rivets
Fasteners
Currently, the use of rivets in residential and light
commercial cold-formed steel framing is not common.
Powder-actuated fastener systems consist of specially
designed fasteners, installation tools, and powder loads that
are designed to function in combination to provide optimum
performance. Powder-actuated fasteners need to be used
with precision and accuracy to ensure proper application.
The use of powder-actuated fastening systems in the
construction industry permits significant speed of
installation, which results in considerable cost savings. The
systems also provide the contractor with the ability to fasten
into concrete, masonry, and structural steel without
predrilling holes. For most applications, this eliminates time-
Always ask for an evaluation
report or an approved design if you
are considering using a proprietary
fastening system or method.
consuming layout or hole spotting, resulting in faster
installation and reduced costs. In addition, powder-actuated
fastening systems are completely portable and are ideal for
locations that are difficult to access. Today, powder-
actuated fastening technology has become the standard
method of attachment for many applications in the
construction industry.
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4.3 Wood Fastening
Methods
Dimension lumber framing members can be connected
together or to a variety of materials by using any of the
following fastening methods:
• Nails • Specialty Connection
• Pneumatically Driven Nails Hardware
• Screws • Lag Screws
• Bolts • Adhesives
In addition, a variety of specialty metal connectors (i.e., joist
hangers and strapping) are available for dimension lumber
and timber framing. For heavy timber construction,
commonly used connections include bolts, drift pins, lag
screws, shear plates and rings (used in combination with
bolts), and timber rivets. Finally, the metal truss plate (a flat
metal plate with preformed teeth) is instrumental to the
process of making and designing efficient wood trusses
manufactured from dimension lumber. This section presents
some basic descriptions and technical information on the
above fasteners.
4.3.1 Nails
Several characteristics distinguish one nail from another.
Figure 4.14 depicts important nail features for a few types of
nails that are essential to woodframe design and
construction. This section discusses some of a nail’s
characteristics relative to structural design; for additional
information the reader is referred to Standard Terminology of
Nails for Use with Wood and Wood-Base Materials (ASTM
F547) and Standard Specification for Driven Fasteners:
Nails, Spikes, and Staples (ASTM F 1667) [23][24].
The most common nail types used in residential wood
construction follow:
• Common nails are bright, plain-shank nails with a
flat head and diamond point. The diameter of a
common nail is greater than that of sinkers and box
nails of the same length. Common nails are used
primarily for rough framing.
• Sinker nails are bright or coated slender nails with a
sinker head and diamond point. The diameter of the
head is smaller than that of a common nail with the
same designation. Sinker nails are used primarily for
rough framing and applications where lumber splitting
may be a concern.
• Box nails are bright, coated, or galvanized nails with
a flat head and diamond point. They are made of
lighter-gauge wire than common nails and sinkers and
are commonly used for toe nailing and many other
light framing connections where lumber splitting is a
concern.
• Cooler nails are generally similar to the nails above,
but with slightly thinner shanks. They are commonly
supplied with ring shanks (i.e., annular threads) as a
drywall nail.
• Power-driven nails (and staples) are produced by a
variety of manufacturers for several types of power-
driven fasteners. Pneumatic-driven nails and staples
are the most popular power-driven fasteners in
residential wood construction. Nails are available in a
variety of diameters, lengths, and head styles. The
shanks are generally cement-coated (or adhesive) and
are available with deformed shanks for added
capacity. Staples are also available in a variety of wire
diameters, crown widths, and leg lengths. Refer to
NER-272 for additional information and design data
[25].
Nail lengths and weights are denoted by the penny weight,
which is indicated by d. Given the standardization of
common nails, sinkers, and cooler nails, the penny weight
also denotes a nail’s head and shank diameter. For other
nail types, sizes are based on the nail’s length and
diameter. Table 4.3 arrays dimensions for the nails
discussed above. Nail length and diameter are important
factors in determining the strength of nailed connections in
wood framing. The steel yield strength of the nail may also
be important for certain shear connections, yet such
information is rarely available for a “standard” lot of nails.
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Hybrid Wood and Steel Details–Builder’s Guide
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Table 4.3–Nail Types, Sizes, and Dimensions
1
Nominal Size Length Diameter
(penny weight, d) (inches) (inches)
Common 2
8d 2
1
/2 0.131
3 0.148
3
1
/4 0.148
3
1
/2 0.162
4 0.192
Box 2 0.099
8d 2
1
/2
3 0.128
3
1
/4 0.128
3
1
/2 0.135
Sinker 6d 1
7
/8 0.092
8d 2
3
/8
2
7
/8 0.120
3
1
/8 0.135
3
1
/4 0.148
Pneumatic
2
6d 1
7
/8 to 2
8d 2
3
/8 to 2
1
/2 0.092 to 0.131
3 0.120 to 0.148
3
1
/4 0.120 to 0.131
3
1
/2 0.131 to 0.162
4 0.131
Cooler 4d 1
3
/8 0.067
5d 1
5
/8 0.080
6d 1
7
/8 0.092
Type of Nail
6 d 0.113
10 d
12 d
16 d
20 d
6 d
0.113
10 d
12 d
16 d
0.113
10 d
12 d 

16 d
0.092 to 0.113
10 d
12 d
16 d
20 d
For SI: 1 inch = 25.4 mm.
1
Based on ASTM F 1667.
2
Based on a survey of pneumatic fastener manufacturer data and NER-272 [25].
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Hybrid Wood and Steel Details–Builder’s Guide
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Figure 4.14–Elements of a Nail and Nail Types
There are many types of nail heads, although three types
are most commonly used in residential wood framing.
• The flat nail head is the most common head. It is
flat and circular, and its top and bearing surfaces are
parallel but with slightly rounded edges.
• The sinker nail head is slightly smaller in diameter
than the flat nail head. It also has a flat top surface;
however, the bearing surface of the nail head is
angled, allowing the head to be slightly countersunk.
• Pneumatic nail heads are available in the above
types; however, other head types such as a half-round
or D-shaped heads are also common.
The shank, as illustrated in Figure 4.14, is the main body of
a nail. It extends from the head of the nail to the point. It
may be plain or deformed. A plain shank is considered a
“smooth” shank, but it may have “grip marks” resulting from
the manufacturing process. A deformed shank is most often
either threaded or fluted to provide additional withdrawal or
pullout resistance. Threads are annular (i.e., ring shank),
helical, or longitudinal deformations rolled onto the shank,
creating ridges and depressions. Flutes are helical or
vertical deformations rolled onto the shank. Threaded nails
are most often used to connect wood to wood while fluted
nails are used to connect wood to concrete (i.e., sill plate to
concrete slab or furring strip to concrete or masonry). Shank
diameter and surface condition both affect a nail’s capacity.
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Hybrid Wood and Steel Details–Builder’s Guide
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The nail tip, as illustrated in Figure 4.14, is the end of the
shank–usually tapered–that is formed during manufacturing
to expedite nail driving into a given material. Among the
many types of nail points, the diamond point is most
commonly used in residential wood construction. The
diamond point is a symmetrical point with four
approximately equal beveled sides that form a pyramid
shape.
A cut point used for concrete cut nails describes a blunt
point. The point type can affect nail drivability, lumber
splitting, and strength characteristics.
The material used to manufacture nails may be steel,
stainless steel, heat-treated steel, aluminum, or copper,
although the most commonly used materials are steel,
stainless steel, and heat-treated steel. Steel nails are
typically formed from basic steel wire. Stainless steel nails
are often recommended in exposed construction near the
coast or for certain applications such as cedar siding to
prevent staining. Stainless steel nails are also
recommended for permanent wood foundations. Heat-
treated steel includes annealed, case-hardened, or
hardened nails that can be driven into particularly hard
materials such as extremely dense wood or concrete.
Various nail coatings provide corrosion resistance,
increased pullout resistance, or ease of driving. Some of the
more common coatings in residential wood construction are
described below.
• Bright. Uncoated and clean nail surface.
• Cement-coated. Coated with a heat-sensitive
cement that prevents corrosion during storage and
improves withdrawal strength depending on the
moisture and density of the lumber and other factors.
• Galvanized. Coated with zinc by barrel-tumbling,
dipping, electroplating, flaking, or hot-dipping to
provide a corrosion-resistant coating during storage
and after installation for either performance or
appearance. The coating thickness increases the
diameter of the nail and improves withdrawal and
shear strength.
4.3.2 Pneumatically Driven Nails
Nails for nail guns and pneumatic tools come in two forms:
• Some manufacturers clip the nail head to form clips
with the nail shanks side by side, allowing more nails
per clip and reducing the frequency of reloading.
• Other manufacturers use plastic to hold the individual
nails far enough apart to allow for full heads.
Nails made for pneumatic tools are not all the same. Nails
produced by one manufacturer may not fit another
manufacturer’s tool. Pneumatic nails are typically collated
or arranged into strips or rolls with the nails joined by plastic
or paper strips or fine wire. Collated nails are available in a
variety of metals such as copper, galvanized, or steel and
are identified or classified by their head shape, shank type,
and length.
4.3.3 Screws
Although screws are widely used in the residential wood
construction market, their use is not as common as nails.
Screws are mostly used to fasten floor sheathing to wood
joists and gypsum board to wall studs. Unlike screws used
for steel-framed members, wood screws are coarse threads
and do not have a drill point. Table 4.4 summarizes
traditional wood screws.
4.3.4 Bolts
Bolts are often used for “heavy” connections and to secure
wood to other materials such as steel or concrete. Bolts are
typically used to anchor wood members to foundations,
ledger plates to wall framing, or in wood decks. In many
construction applications, however, special power-driven
fasteners are used in place of bolts. Refer to Figure 4.15 for
an illustration of some typical bolt types and connections for
residential use.
In residential wood construction, bolted connections are
typically limited to wood-to-concrete connections unless a
home is constructed in a high-hazard wind or seismic area
and hold-down brackets are required to transfer shear wall
overturning forces. Foundation bolts, typically embedded in
concrete or grouted masonry, are commonly referred to as
anchor bolts, J-bolts, or mud-sill anchors. Another type
of bolt sometimes used in residential construction is the
32

Hybrid Wood and Steel Details–Builder’s Guide
4 Fasteners
Table 4.4–Wood Screws
Gauge 2 3 4 5 6 7 8 9
Head-Bore Size 13/64 13/64 1/4 9/32 5/16 23/64 25/64 7/16 1/2
(inch)
Pilot-Hole Hardwood 1/16 1/16 5/64 5/64 3/32 7/64 7/64 1/8 1/8 9/64 5/32
Size
(inch) 1/16 1/16 1/16 1/16 5/64 3/32 3/32 7/64 7/64 1/8 9/64
Square-Drive Bit #0 #1 #2 #3
Size
Phillips-Head Point #1 #2 #3
Size
Available Lengths (inch)
1
/4
3
/8
1
/2
5
/8
3
/4
1
1
1
/8
1
1
/4
1
3
/8
1
1
/2
1
5
/8
1
3
/4
2
2
1
/4
2
1
/2
2
3
/4
10 12 14
11/64 11/32
Softwood
For SI: 1 inch = 25.4 mm.
33

Hybrid Wood and Steel Details–Builder’s Guide
4 Fasteners
structural bolt, which connects wood to steel or wood to
wood. Low-strength ASTM A307 bolts are commonly used in
residential construction as opposed to high-strength ASTM
A325 bolts, which are more common in commercial
applications. Bolt diameters in residential construction
generally range from
1
/4 to
3
/4 inch (6 to 13 mm), although
1
/2- to
5
/8-inch-diameter (13 to 16 mm) bolts are most
common, particularly for connecting a 2x wood sill to
grouted masonry or concrete.
Bolts, unlike nails, are installed in predrilled holes. If holes
are too small, the possibility of splitting the wood member
increases during installation of the bolt. If bored too large,
the bolt holes encourage nonuniform dowel (bolt) bearing
stresses and slippage of the joint when loaded. NDS
Section 8.1 [13] specifies that bolt holes should range from
1
/32 to
1
/16 inch (0.8 to 1.6 mm) larger than the bolt diameter
to prevent splitting and to ensure reasonably uniform dowel
bearing stresses.
4.3.5 Specialty Connection
Hardware
Many manufacturers fabricate specialty connection
hardware. The load capacity of a specialty connector is
usually provided in the manufacturer’s product catalogue.
Thus, the designer can select a standard connector based
on the design load determined for a particular joint or
connection. However, the designer should carefully consider
the type of fastener to be used with the connector;
sometimes a manufacturer requires or offers proprietary
nails, screws, or other devices. It is also recommended that
the designer verify the safety factor and strength
adjustments used by the manufacturer. In some cases, as
with nailed and bolted connections in the NDS, the basis is
a serviceability limit state (i.e., slip or deformation) and not
ultimate capacity.
A few examples of specialty connection hardware are
illustrated in Figure 4.16 and discussed below.
• Sill anchors are used in lieu of foundation anchor
bolts. Many configurations are available in addition to
the one shown in Figure 4.16.
• Joist hangers are used to attach single or several
joists to the side of girders or header joists.
• Rafter clips and roof tie-downs are straps or
brackets that connect roof framing members to wall
framing to resist roof uplift loads associated with high-
wind conditions.
• Hold-down brackets are brackets that are bolted,
nailed, or screwed to wall studs or posts and
anchored to the construction below (i.e., concrete,
masonry, or wood) to “hold down” the end of a
member or assembly (i.e., shear wall).
• Strap ties are prepunched straps or coils of strapping
that are used for a variety of connections to transfer
tension loads.
• Splice plates or shear plates are flat plates with
prepunched holes for fasteners to transfer shear or
tension forces across a joint.
• Epoxy-set anchors are anchor bolts that are drilled
and installed with epoxy adhesives into concrete after
the concrete has cured and sometimes after the
framing is complete so that the required anchor
location is obvious.
4.3.6 Lag Screws
Lag screws are available in the same diameter range as
bolts; the principal difference between the two types of
connectors is that a lag screw has screw threads that taper
to a point. The threaded portion of the lag screw anchors
itself in the main member that receives the tip. Lag screws
(often called lag bolts) function as bolts in joints where the
main member is too thick to be economically penetrated by
regular bolts. They are also used when one face of the
member is not accessible for a “through-bolt.” Holes for lag
screws must be carefully drilled to one diameter and depth
for the shank of the lag screw and to a smaller diameter for
the threaded portion. Lag screws in residential applications
are generally small in diameter and may be used to attach
garage door tracks to wood framing, steel angles to wood
framing supporting brick veneer over wall openings, various
brackets or steel members to wood, and wood ledgers to
wall framing.
34

Hybrid Wood and Steel Details–Builder’s Guide
4 Fasteners
Figure 4.15–Bolt and Connection Types
35

Hybrid Wood and Steel Details–Builder’s Guide
4 Fasteners
Figure 4.16–Specialty Connector Hardware
36

Hybrid Wood and Steel Details–Builder’s Guide
4 Fasteners
Steel-to-Steel and Structural Floor
Sheathing-to-Steel Connections
Table 4.5–Suggested Screw Sizes for
4.3.7 Adhesives
The use of adhesive as a structural connection in wood
structural applications is not common. Adhesives are
primarily used in factory settings and panelized construction
(such as in manufactured homes). Adhesives are also used
between floor joists and floor sheathing and between wall
studs and wall covering.
4.4 Wood-to-Steel
Fasteners
4.4.1 Wood Structural Sheathing
to Steel Connections
Wood structural sheathing (such as plywood or OSB) is
typically fastened to steel framing (i.e., studs or joists) with
minimum No. 8 self-drilling tapping screws. Screws
connecting structural sheathing to steel members should
have a minimum head diameter of 0.292 inch (7 mm) with
countersunk heads. The screws should be installed with a
minimum edge distance of
3
/8 inch (9 mm). The screw size
is based on the steel thickness as specified in Table 4.5
and screw point style as shown in Figure 4.17. A pilot point
self-drilling tapping screw is a specially designed screw
used to attach plywood to steel joists. The screw has
threads that start approximately
3
/4 inch (19 mm) up from
the drill point to ensure that the spinning screw goes
through the plywood and does not climb the drive. Instead,
the screw penetrates the steel, and the screw threads
engage in the metal for a tight fit.
No. 8 self-drilling screws with pilot points are generally used
on plywood floors fastened to steel joists. Self-drilling
screws with bugle heads are designed to countersink
slightly in finishing material without crushing the material or
tearing the surface or in the plywood sheathing. Bugle head
screws leave a flat, smooth surface for easy finishing. Wafer
head screws have larger heads than flat head screws and
are typically used to connect soft materials to steel joists.
Flat head screws are designed to countersink and sit flush
without causing wood floors or finishes to splinter or split.
Screw Size
1 2
(inches) (inches)
6 2 0.036 – 0.100
8 2 0.036 – 0.100
2
2 0.050 – 0.140
2 0.060 – 0.120
2 0.060 – 0.120
8 3 0.100 – 0.140
3
3 0.090 – 0.210
3
4 0.175 – 0.250
¼ 4 0.175 – 0.250
0.145 – 0.312
5 0.250 – 0.500
¼ 5 0.250 – 0.500
For SI: 1 inch = 25.4 mm.
Point Style Total Thickness of Steel
10 0.090 – 0.110
12
14
18
10 0.110 – 0.175
12
14 0.110 – 0.250
12
12 4 ½
12
1
For screw point style, refer to Figure 4.19.
2
The combined thickness of all connected steel members.
Table 4.6 provides ultimate lateral and withdrawal loads for
sheet metal screws connecting plywood to cold-formed
steel. Figure 4.18 illustrates the wood sheathing to steel
connection.
37

Hybrid Wood and Steel Details–Builder’s Guide
4 Fasteners
Table 4.6–Plywood to 54 Mil (14 Gauge) Cold-Formed Steel
Connection Capacity Using Sheet Metal Screws
1
Plywood Average Ultimate Withdrawal Load (lb.)
Thickness Screw Size
(inch)
#10 #12 #14 #10 #12 #14
1
/ 4 360 380 400 410 130 150 170 180
1
/ 2 700 890 900 920 350 470 500 520
3
/ 4 700 950 1300 1390 660 680 800 900
Ultimate Lateral Load (lb.)
#8 #8
Values are reproduced from APA Technical Note E830C [26].

For SI: 1 inch = 25.4 mm, 1 lb. = 4.448 N.

1
Values are based on plywood panels of all-Group 1 construction. For plywood panels of

other species groups, the values in this table should be adjusted per Table 4.7.

Figure 4.17–Screw Point Style
Table 4.7–Load Adjustments for Screws into Plywood for Species
Group Noted
1,2
Plywood Group
All-Group 3,4, and 5
Lateral 100% 78% 78%
Withdrawal 100% 60% 47%
All-Group 1 All-Group 2
1
Adjustments based on the species groups for plywood shown in Voluntary Product Standard
PS1 [17] and the equations in U.S. Agricultural Handbook No. 72 [27].
2
Face, back, and core veneer must be of the same species group. When species group is
unknown, assume all-Group 4.
38

Hybrid Wood and Steel Details–Builder’s Guide
4 Fasteners
Figure 4.18–Wood Sheathing to Steel Connection Figure 4.19–Wood to Steel Connection
4.4.2 Wood Structural Members
to Steel Connections
Wood structural members (such as top plates) are typically
fastened to steel members by using either screws or
common nails. Nails are typically used where tension or
pullout forces are nonexistent or negligible. Screws can be
either self-piercing or self-drilling depending on the thickness
of the steel. Refer to Table 4.8 for wood to steel connection
capacity. Refer to table 4.9 for fastener type. Figure 4.19
illustrates the wood to steel connection.
Table 4.8–Fastener Capacity for Wood to Steel Connection
Substrate Fastener Allowable Loads (lb.) Nominal Loads (lb.)
Shear Withdrawal Shear Withdrawal
OSB only
1
331 120
#8 Screw
2
414 295
#10 Screw
3
173 623 305
1
107 385 210
#8 Screw
4
107 106 385 530
1
126 454 325
#8 Screw
4
128 206 461 1030
10D Nail 92 24
115 59
61
OSB and 33 mil Steel 10D Nail 42
OSB and 54 mil Steel 10D Nail 65
For SI: 1 inch = 25.4 mm, 1lb = 4.448N.
1
0.131“ x 3.25” pneumatic nail.
2
#8 x 3“ self tapping, flat head.
3
#10 x 3” self tapping, flat head.
39
4
#8 x 3" self drilling, bugle head.

40
Hybrid Wood and Steel Details–Builder’s Guide
4.5 Steel-to-Wood
Fasteners
4.5.1 Steel Structural Members
to Wood Connections
Steel structural members (such as L-headers) are typically
fastened to wood members by using either screws or
pneumatic nails. Nails are usually used when pullout or
tension forces are negligable or not present. When screws
are used, they must be coarse thread screws. Refer to table
4.9 for fastener type. Refer to Tables 4.10 through 4.12 for
steel to wood connection capacity. Figure 4.20 illustrates a
steel to wood connection.
4 Fasteners
Table 4.9–Fasteners for Hybrid Connections
Application Fastener Type
Wood trim over single layer gypsum board to 20 to 25 gauge (33 - 18 mil) No. 6 or 7 x 1“ Trim head sharp point screws
steel studs or runners
Wood trim over double layer gypsum board to 20 to 25 gauge (33 - 18 mil) No. 6 or 7 x 2 1/4” Trim head sharp point
steel studs or runners screws
Wood trim over single layer gypsum board to 20 to 25 gauge (33 - 18 mil) No. 6 or 7 x 1 5/8“ Trim head self drilling
steel studs or runners screws
Wood trim over single layer gypsum board to 14 to 20 gauge (68 - 33 mil) No. 6, 7, or 8 x 2 1/4” Trim head self drilling
steel studs or runners screws
Wooden cabinets through single layer gypsum board to steel studs 1 5/8“ Oval head screws
Wooden cabinets through double layers gypsum board to steel studs 2 1/4” to 3 3/4” Oval head screws
3/8” to 3/4” Plywood to steel joists 1 15/16" Self tapping bugle head pilot point
screws
Plywood or wood to 16 to 20 gauge (54 - 33 mil) steel Flat head pilot point self drilling screws
Plywood to 12 to 16 gauge (97 - 54 mil) steel Thin wafer head winged self drilling screws
Flat head winged self drilling screws
20 gauge (33 mil) or thinner metal studs to OSB or plywood No. 8 x 1” long Pancake head wood screw
with a No. 2 Phillips head or 8 x 1”, 1/4”
Hex head wood grip
18 gauge (43 mil) or thicker metal studs to wood Drill a pilot hole in the steel and use wood
screws
For SI: 1 inch = 25.4 mm.

41
Hybrid Wood and Steel Details–Builder’s Guide
4 Fasteners
Table 4.11–Metal to Plywood Connection–Wood and
Sheet Metal Screws
1
Depth of Average Ultimate Withdrawal Load (lb.)
Threaded
Screw Size
Penetration
#6 #8 #10 #12 #14
(inch)
3
/8 150 180 205 - -
1
/2 200 240 275 315 -
5
/8 250 295 345 390 -
3
/4 300 355 415 470 -
1 - - - 625 775
1-
1
/8 - - - 705 875
2-
1
/4 -----
Values are reproduced from APA Technical Note E830C [26].
For SI: 1 inch = 25.4 mm, 1 lb. = 4.448 N.
1
Values are based on 3/16“ steel plate. For thinner plates, the values
should be reduced.
Table 4.10–Screw Capacity–Metal to Plywood Connections
1
Depth of Ultimate Lateral Load (lb.)
Threaded
Wood Screws Sheet Metal Screws
Penetration
#8 #10 #12 #8 #10 #12
(inch)
1
/2 415 500 590 465 565 670
5
/8 - - - 500 600 705
3
/4 - - - 590 655 715
Values are reproduced from APA Technical Note E830C [26].
For SI: 1 inch = 25.4 mm, 1 lb. = 4.448 N.
1
Values are based on 3/16” steel plate. For thinner plates, the values should be reduced.


42
Hybrid Wood and Steel Details–Builder’s Guide
Steel Thickness Substrate Fastener Type Allowable Loads (lb.) Nominal Loads (lb.)
Shear
6
Withdrawal
6
Shear
6
Withdrawal
6
33 mil OSB 10D Nail
1
74 15 266 75
#8 Screw
2
137 70 493 350
OSB and 2x SPF 10D Nail
1
185 80 666 400
#8 Screw
3
172 63 619 315
54 mil OSB #8 Screw
4
151 66 544 330
OSB and 2x SPF #10 Screw
5
389 202 1400 1010
Table 4.12–Fastener Capacity for Steel to Wood Connection
For SI: 1 inch = 25.4 mm, 1lb = 4.448N.
1
0.131“ x 3.25” pneumatic nail.
2
#8 x 1.5“ self-piercing, wafer head screw.
3
#8 x 3” self-piercing, wafer head screw.
4
#8 x 1-5/8" self-drilling, wafer head screw.
5
Self-drilling, pan head screw.
6
Values shown are based on SPF lumber with moisture content of 19% or less.
Figure 4.20–Steel to Wood Connection
4 Fasteners

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
5.1 Introduction

The details in this chapter are broken down into four
sections:
• Floor Details (F)
• Walls Details (W)
• Roofs Details (R)
• Miscellaneous Details (M)
Each section contains details for connecting wood to steel
and steel to wood (such as steel floor joists to wood walls or
wood floor joists to steel walls). Common nails are used
where possible; however, screws may be required for some
connections if so specified.
This document does not include readily available span
tables (such as for steel and wood floor joists). Instead, it
presents span tables only for structural components that are
not provided elsewhere.
5.2 Floor Details

Steel and wood floor construction typically follow the
conventional construction method. The reference documents
that are commonly used for floor construction (spans,
details, fasteners, and so forth) are:
• Standard for Cold-Formed Steel Framing—

Prescriptive Method for One- and Two-Family

Dwellings [1]

• International Residential Code, IRC 2000 [3]
• 1995 CABO One- and Two-Family Dwelling Code [2]
• AF&PA Wood Frame Construction Manual [28]
• Builder’s Guide to Residential Steel Floors [29]
• Residential Steel Beam and Column Load/Span
Tables [30]
It is essential that you review
the limitations of each published
document and evaluate its
applicability for each project.
Users can also refer to manufacturer’s installation
instructions and catalogs for framing steel and wood floors.
Floor loading requirements can be found in the local building
code. A 30 psf (1.44 kN/m
2
) live load is usually specified for
sleeping areas and a 40 psf (1.92 kN/m
2
) live load for all
other areas.
43

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
44
•
• Web stiffeners are required at all support and bearing locations for steel joists unless designed otherwise.
• International Residential Code or the Prescriptive Method.
•
• 10d nail can be used in lieu of #8 screws to fasten the top or bottom wood plates to steel joists.
Detail No. F1
Data:
Steel joists need not be aligned with studs below when double wood top plates are used.
Steel joist span tables can be found in the
Refer to Detail W5 for floor to wall straps in high-wind and seismic regions.
Title: Steel Joist to Wood Wall Connection
Commentary:

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
45
Detail No. F2
Detail)
Data:
•
• Web stiffeners are required at all support and bearing locations for steel joists unless designed otherwise.
• International Residential Code or the Prescriptive Method.
•
Title: Steel Joist to Wood Wall Connection (Alternative
Commentary:
Steel joists need not be aligned with studs below when double wood plates are used.
Steel joist span tables can be found in the 

Refer to Detail W6 for floor to wall straps in high wind and seismic regions.

46
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. F3Title: Steel Floor to 2x Wood Top Plate Connection Detail
Data:
Commentary:
• Steel joists need not be aligned with studs below when double wood plates are used.
• Web stiffeners are required at all support and bearing locations for steel joists unless designed otherwise.
• Steel joist span tables can be found in the International Residential Code or the Prescriptive Method.
• Refer to Detail W5 for floor to wall straps in high-wind and seismic regions.
• 10d nail can be used in lieu of #8 screws to fasten the track to wood plate.

47
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. F4Title: Wood Wall Supporting Cantilevered Steel Floor
(Cantilever Supporting Roof and Ceiling Only)
Data:
Commentary:
• This detail is applicable to a one-story building or the second floor of a two-story building.
• Steel joists need not be aligned with studs below when double wood plates are used.
• Web stiffeners are required at all support and bearing locations for steel joists unless designed otherwise.
• Steel joist span tables can be found in the International Residential Code or the Prescriptive Method.
• Blocking of steel joists is required between every other joist.
• 10d nail can be used in lieu of #8 screws to fasten the clip angle to top wood plate.

48
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. F5Title: Lapped Steel Joists over Wood Wall
Data:
Commentary:
• Steel joists need not be aligned with studs below when double wood plates are used.
• Web stiffeners are not required over the bearing wall (unless a bearing wall is constructed above), provided that the
joists overlap a minimum of 6 inches.
• Steel joist span tables can be found in the International Residential Code or the Prescriptive Method.
• Blocking between the steel joists is not required.
• 10d nail can be used in lieu of #8 screws to fasten the joists to top wood plate.

49
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. F6Title: Nonstructural Wood Wall Perpendicular to Steel
Joist
Data:
Commentary:
• Bearing stiffeners are not required for steel joists at top wood plate.
• Wood studs need not be aligned with steel joists above.

50
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. F7Title: Nonstructural Steel Wall Perpendicular to Wood
Joist
Data:
Commentary:
• Care is required so that no vertical (bending) load is applied on the steel top track.
• Steel studs need not be aligned with joists above.
• Nails or screws can be oriented upwards or downwards (i.e., driven in either orientation). Toe nails are also
permitted.

51
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. F8Title: Wood Wall Supporting Cantilevered Steel Floor
(Cantilever Supporting One Floor and Roof)
Data:
Commentary:
• This detail is applicable to the first story of a two-story building.
• Steel joists need not be aligned with studs below when double wood plates are used.
• Web stiffeners are required at all support and bearing locations for steel joists unless designed otherwise.
• Steel joist span tables can be found in the International Residential Code or the Prescriptive Method.
• Blocking of steel joists is required between every other joist.

52
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. F9Title: Deck Ledger Board Connection (Steel Floor and
Wall)
Data:
Commentary:
• Web stiffeners are required at all support and bearing locations for steel joists unless designed otherwise.
• Steel joist span tables can be found in the International Residential Code or the Prescriptive Method.

53
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. F10Title: Deck Ledger Board Connection (Steel Floor and
Wood Wall)
Data:
Commentary:
• Web stiffeners are required at all support and bearing locations for steel joists unless designed otherwise.
• Steel joist span tables can be found in the International Residential Code or the Prescriptive Method.

54
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. F11Title: Steel Track to Sheathed Wood Floor Detail
Data:
Commentary:
• Additional fasteners may be required for high-wind and seismic regions.
• Screws used to fasten the track to the rim joist should have a flat bottom on the head
(not the countersunk variety).

55
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. F12Title: Wood Interior Nonstructural Wall to Steel Joist or
Truss
Data:
Commentary:

56
5 Hybrid Connection Details
Detail No. F13
Data:
Hybrid Wood and Steel Details–Builder’s Guide
Title: Steel Interior Nonstructural Wall Parallel to Wood
Joist or Truss
Commentary:

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
57
Detail No. F13a
Data:
• The 2x wood member can be toe nailed or end nailed to the joists or trusses.
Commentary:
Title: Track to Joist or Truss Connection for Interior
Nonstructural Walls

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
58
Detail No. F14
Detail
Data:
• International Residential Code or the Prescriptive Method.
•
• No load duration increase allowed.
• Use round holes for minimum load, use round and triangular holes for maximum load.
• Field skewable up to 45° left or right.
Manufacturer’s Fasteners Maximum
Model No. Allowable
Face
(lbs.)
Straight Hanger
1 10d Nail
S/JCT18-4 (Max.) 4 10d Nails 1,280
Skew Hanger
S/JCT18-4 2 10d Nails
Title: Specialty Connector for Steel Joist to Wood Beam
Commentary:
Steel joist span tables can be found in the
Steel joist shall be laterally braced per designer specification.
Wood Beam Steel Joist
Top Load
S/JCT18-4 (Min.) 2 10d Nails 4 #10 Screws 880
1 10d Nail 4 #10 Screws
1 10d Nail 4 #10 Screws 840

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
5.3 Wall Details

Similar to floor framing, steel and wood wall construction
typically follow the conventional construction method. The
reference documents that are commonly used for wall
construction (size, thickness, details, fastening, and so
forth) are:
• Standard for Cold-Formed Steel Framing—
Prescriptive Method for One- and Two-Family
Dwellings [1]
• International Residential Code, IRC 2000 [3]
• 1995 CABO One- and Two-Family Dwelling Code [2]
• 1998 International One and Two Family Dwelling
Code [6]
• Wood Frame Construction Manual [28]
• Shearwall Design Guide [31]
• Standard for Cold Formed Steel Framing—Header
Design [32]
• L-Header Field Guide [33]
• Builder’s Steel Stud Guide [34]
• Low-Rise Residential Construction Details [35]
• Fastener Loads for Plywood—Screws [26]
Users can also refer to manufacturer’s installation
instructions and catalogs for framing steel walls. Wall
design requires the knowledge of certain load and design
parameters such as:
Snow load
Wind load
Live and dead loads
Seismic loads
Deflection criteria
These design parameters are typically contained in the local
building code. Users should check with their building
department for such loads. In the absence of local code
requirements, ASCE 7 [4] loads should be used.
Span tables
provided in this
section are based
on the
applicability limits
of Table 2.1.
It is essential that you
review the limitations
of each published
document and evaluate
its applicability for
each project.
59

60
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W1Title: Wood Top Plate to Steel Wall Detail
Data:
Commentary:
• Refer to Detail W2 for multiple wood top plate splice detail.
• Refer to Detail W4 for steel splice detail.
See next page.

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
Title: Wood Top Plate to Steel Wall Detail–continued Detail No. W1
Data:
The ultimate capacity of a top load bearing track (350T125-33) with 2x4
wood top plate had been determined by testing to be 6,084 lb. [36].
For ASD, the allowable design capacity shall be determined by multiplying
the ultimate capacity by a factor of safety of 1.90. For LRFD, the design
capacity shall be determined by multiplying the ultimate capacity by a
factor 0.74.
Minimum Thickness (Mil) of Load-Bearing Top Track
1
Building Width Track Under Roof and Ceiling Only or
(feet) Track Under One Floor, Roof and Ceiling
Ground Snow Load
2
(psf)
20 30 50 70
Up to 40 Feet 350T125-33
For SI: 1 mil = 1/1000 inch = 0.0254 mm, 1 psf = 4.88 kg/m
2
.
1
Values are applicable for framing member spacing not greater than 24 inches (610

mm) on center and all Prescriptive Method applicability limits. Values also apply to

top tracks over center load bearing walls. Maximum roof overhang is 2 feet (610 mm).

61

62
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W2Title: Typical Wall Top Track Splice: Double Wood
Top Plates and Steel Track Splice Detail
Data:
Commentary:
• Refer to Detail W3 and W4 for splice dimensions.

63
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W3Title: Steel Track Splice
Data:
Commentary:
• Refer to Detail W2 and W4 for splice dimensions.

64
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W4Title: Typical Wall Top Track Splice
Data:
Commentary:
• Screws can be applied through flanges or through webs.
• Steel stud shall be the same thickness as steel track.
• Refer to Detail W2 and W3 for splice dimensions.

65
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W5Title: Floor to Wall Strap Holdown (Steel Floor)
Commentary:
Data:
For SI: 1 inch = 25.4 mm, 1 lb. = 4.448 N.
Values are based on 50 ksi minimum yield strength and 65 ksi minimum tensile strength.
Strap Thickness F
y
Strap Capacity (lbs.)
Mil Gauge (ksi) 1-Inch Strap 1½-Inch Strap 2-Inch Strap 3-Inch Strap
33 20 50 1,030 1,550 2,070 3,110
43 18 50 1,340 2,020 2,690 4,040
54 16 50 1,690 2,540 3,390 5,080
68 14 50 2,130 3,200 4,260 6,400
97 12 50 3,040 4,560 6,080 9,130
118 10 50 3,710 5,570 7,430 11,150

66
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W6Title: Wood Floor to Steel Wall Strap Holdown
Data:
For SI: 1 inch = 25.4 mm, 1 lb. = 4.448 N.
Values are based on 50 ksi minimum yield strength and 65 ksi minimum tensile strength.
Commentary:
Strap Thickness F
y
Strap Capacity (lbs.)
Mil Gauge (ksi) 1-Inch Strap 1½-Inch Strap 2-Inch Strap 3-Inch Strap
33 20 50 1,030 1,550 2,070 3,110
43 18 50 1,340 2,020 2,690 4,040
54 16 50 1,690 2,540 3,390 5,080
68 14 50 2,130 3,200 4,260 6,400
97 12 50 3,040 4,560 6,080 9,130
118 10 50 3,710 5,570 7,430 11,150

67
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W7Title: Door Jamb Base at Slab on Grade
Data:
Commentary:

68
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W8Title: Resilient Channel to Wall Stud Detail
Data:
Commentary:
• This detail is commonly used in light commercial construction when a specified sound rating is required.
• Refer to Gypsum Association’s Fire Resistance Design Manual [37].

69
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W9Title: Double L-Shaped Steel Header to Wood Wall Detail
Data:
Data continued on next page.
Commentary:
• Prescriptive tables shown for headers up to 4 feet wide. No available design procedure or tables available
for openings greater than 4 feet wide.
Ultimate Capacity for Double L-Header with
Wood Wall
1
[38]
600L150-33 600L150-43
5548 lb. 7349 lb.
For SI: 1 inch = 25.4 mm, 1 lb. = 4.448 N.
1
For ASD allowable capacity, use a factor of safety of 1.95.
For LRFD design capacity use a phi factor of 0.75

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
Title: Double L-Shaped Steel Header to Wood Wall Detail– Detail No. W9
continued
Data:
Minimum Thickness (Mil) of 600L150 Double
L-Shaped Headers for Openings Not Greater than 4 Feet
(Headers Supporting Roof and Ceiling Only)
For SI: 1 mil = 1/1000 inch = 25.4 mm, 1 foot = 305 mm, 1 psf = 0.0479 kN/m
2
.
1
Building width is in the direction of horizontal framing members supported by the
wall studs.
Minimum Thickness (Mil) of 600L150 Double
L-Shaped Headers for Openings Not Greater than 4 Feet
(Headers Supporting One Floor, Roof, and Ceiling)
Building Width
1
(feet)
Ground Snow Load (psf)
20 30 50 70
24 33 33 33 43
28 33 33 33 43
32 33 33 43 43
36 33 33 43 43
40 33 43 43 43
Building Width
1
(feet)
Ground Snow Load (psf)
20 30 50 70
24 43 43 43 43
28 43 43 43 43
32 43 43 43 43
36 43 43 43 43
40 43 43 43 43
For SI: 1 mil = 1/1000 inch = 25.4 mm, 1 foot = 305 mm, 1 psf = 0.0479 kN/m
2
.
1
Building width is in the direction of horizontal framing members supported by the
wall studs.
70

71
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W10Title: Wood Header Assembly to Steel Wall Detail
Data:
Commentary:
• Wood header size can be obtained from the International Residential Code or other approved documents.
• The number of jack and king studs varies depending on the header and opening size.

72
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W11Title: Wood Header to Steel Wall Detail
Data:
Commentary:
• Wood header size can be obtained from the International Residential Code or other approved documents.
• The number of jack and king studs varies depending on the header and opening size.

73
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W12Title: Nonstructural Header Detail with Steel Top Rack
Data:
Commentary:

74
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W13Title: Nonstructural Steel Opening Detail Bucked with
Wood
Data:
Commentary:

75
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W14Title: Nonstructural Steel Opening Detail Bucked with
Wood (Alternative Detail)
Data:
Commentary:

76
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W15Title: Head Track to Wood Stud Connection
Data:
Commentary:

77
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W16Title: Head Track Connection to Wood Stud (Alternative
Detail)
Data:
Commentary:

78
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. W17Title: Wood Beam in Steel Wall Detail
• Wood beam (or header) size can be obtained from the International Residential Code or manufacturer’s catalog.
Jack Stud Jack Stud Allowable Capacity
1
Designation (lbs.)
8-Foot 9-Foot 10-Foot
350S162-33 2,276 2,031 1,788
350S162-43 3,096 2,766 2,444
350S162-54 4,000 3,551 3,116
350S162-68 4,972 4,440 3,927
550S162-33 2,720 2,532 2,346
550S162-43 3,740 3,499 3,249
550S162-54 4,960 4,650 4,323
550S162-68 6,607 6,175 5,719
Commentary:
Data:
For SI: 1 ft. = 0.3 m, 1 lb. = 4.448 N.
1
Axial capacity is based on stud height of 1
foot less than the height of the stud shown
with mid-height bracing.

79
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Title: Wood Structural Panel Attachment to Structural
Wall (Sheathing Parallel to Stud)
Data:
Commentary:
• The Prescriptive Method shear wall table requires sheathing to be fastened to steel studs at 6 inches on-center at
perimeter and 12 inches on-center at intermediate supports.
See next page.
Detail No. W18

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
Title: Wood Structural Panel Attachment to Structural Detail No. W18
Wall (Sheathing Parallel to Stud)–continued
Data:
Nominal Shear Value (lbs/ft) for Shear Walls Framed with Cold-Formed Steel
with Maximum On-Center Framing Spacing of 24 Inches
1,2,4
2 3 4 6
1997 2000 1997 2000 1997 2000 1997 2000
UBC IBC UBC IBC UBC IBC UBC IBC
15
/
32
-inch Structural 1

Sheathing (4-ply) One Side
— — — — — — 1,065
4
1,065
4
7
/
16
-inch Rated Sheathing

(OSB) One Side
1,910 1,910 1,735 1,735 1,410 1,410 9 1 0
4
910
4
Assembly Description Spacing of Fasteners at Panel Edges
3
2 3 4 6
1997 2000 1997 2000 1997 2000 1997 2000
UBC IBC UBC IBC UBC IBC UBC IBC
15
/
32
-inch Structural 1
Sheathing (4-ply) One Side 1,625 1,625 1,465 1,465 9 9 0 9 9 0 7 8 0 7 8 0
7
/
16
-inch Rated Sheathing
(OSB) One Side 1,625 1,625 1,275 1,275 9 1 5 9 1 5 7 0 0 7 0 0
For Wind Forces
Assembly Description Spacing of Fasteners at Panel Edges
3
For Seismic Forces
1
Nominal shear values shall be multiplied by the appropriate resistance factor to determine design strength or divided by
the appropriate safety factor to determine allowable shear values.
2
Unless otherwise shown, studs shall be a minimum 350S162-33 (maximum spacing is 24 inches on-center). Tracks shall
be a minimum 350T125-33. Both studs and tracks shall conform to ASTM A 446 Grade A (or ASTM A 653, SQ, Grade 33).
Framing screws shall be # 8 by
5
/8-inch (16 mm) wafer head self-drilling. Plywood and OSB screws shall be a minimum
# 8 by 1-inch (25 mm) flat head with a minimum head diameter of 0.292 inch (7.4 mm).
3
Screws in the field of the panel shall be installed 12 inches on-center (305 mm) unless otherwise shown.
4
Nominal shear values shown may be increased by 30% where fully blocked gypsum board is applied to the opposite
side of the assembly (7-inch-maximum on-center screw spacing).
80

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
81
Detail No. W19
Data:
• The Prescriptive Method shear wall table requires sheathing to be fastened to steel studs at 6 inches on-center
at the perimeter and 12 inches on-center at intermediate supports.
Same as Data for W18.
Title: Wood Structural Panel Attachment to Structural
Wall (Sheathing Perpendicular to Studs)
Commentary:

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
5.4 Roof Framing Details
Roof framing can be divided into two categories:
• Rafters and ceiling joists
• Roof trusses
The building code typically specifies rafters and ceiling
joists, span tables, provisions, and connection details. Roof
trusses are usually pre-engineered components.
The reference documents commonly used for roof
construction (size, thickness, details, fastening, and so
forth) are:
• Standard for Cold Formed Steel Framing—

Prescriptive Method for One- and Two-Family

Dwellings [1]

• International Residential Code, IRC 2000 [3]
• 1995 CABO One- and Two-Family Dwelling Code [2]
• Wood Frame Construction Manual [28]
• Low-Rise Residential Construction Details [35]
• Standard for Cold-Formed Steel Framing—Truss
Design [39]
• TPI’s National Design Standard for Metal Plate
Connected Wood Truss Construction (ANSI/TPI 1)
[40].
• Field Installation for Cold-Formed Steel Roof Trusses
[41].
• DSB-89: Recommended Design Specification for
Temporary Bracing of Metal Plate Connected Wood
Trusses [42].
• HIB-91"Booklet”: Commentary & Recommendations
for Handling, Installing & Bracing Metal Plate
Connected Wood Trusses [43].
• Design Guide for Construction Bracing of Cold-
Formed Steel Trusses [44].
• Specifying Pre-Engineered Cold-Formed Steel Roof
and Floor Trusses [45].
For framing steel floors, users can also refer to
manufacturer’s installation instructions and catalogs. Roof
design requires the knowledge of certain load and design
parameters such as:
Snow load
Wind load
Live and dead loads
Seismic loads
Deflection criteria
Roof pitch
These design parameters are typically contained in the local
building code. Users should check with their building
department for such
loads. In the absence
of local code
requirements,
ASCE 7 [4] loads
should be used.
It is essential that
you review the
limitations of each
published document
and evaluate its
applicability for each
project.
82

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
83
Detail No. R1Title: Roof Soffit Connection Detail
Data:
• International Residential Code or the
Prescriptive Method.
• Refer to Detail R2 for alternative vinyl siding soffit blocking detail.
Commentary:
Steel rafters and ceiling joists span tables can be found in the

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
84
Detail No. R2
Data:
•
Commentary:
Work this detail with Detail R1.
Title: Roof Soffit Alternative Connection Detail

85
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. R3Title: Exposed Wood Rafter Tails to Steel Truss or Rafter
Data:
Commentary:
• Steel rafter and ceiling joist span tables can be found in the International Residential Code or the
Prescriptive Method.
• Maximum rafter or truss overhang (cantilever) is 24 inches (610 mm).

86
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. R4Title: Steel Truss to Wood Wall Detail
Data:
Commentary:
• Truss manufacturer’s installation instructions should be followed.
• Additional straps or hurricane clips may be required for high-wind and seismic regions.

87
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. R5Title: Wood Truss to Steel Wall with Wood Top Plate
Detail
Data:
Commentary:
• Truss manufacturer’s installation instructions should be followed.
• Additional straps or hurricane clips may be required for high-wind and seismic regions.

88
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. R6Title: Steel Truss to Wood Wall Detail (High-Wind and
Seismic Regions)
Data:
Commentary:
• This detail is applicable to high-wind and seismic regions.
• Refer to Detail R7 for the blocking detail.
• Truss manufacturer’s installation instructions should be followed.
• Approved design is required for straps, uplift clips, or hurricane clips.
&bull; Alignment of trusses to wall studs below is not required when two wood top plates are used.

89
5 Hybrid Connection Details
Detail No. R7
Data:
•
Hybrid Wood and Steel Details–Builder’s Guide
Title: Blocking Detail (High-Wind and Seismic Regions)
Commentary:
Work this detail with Detail R6.

90
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. R8Title: Steel Truss to Wood Wall Detail (Low-Wind and
Seismic Regions)
Data:
Commentary:
• Refer to Detail R6 for high wind and seismic regions.
• Truss manufacturer’s installation instructions should be followed.
• Alignment of trusses to wall studs below is not required when two wood top plates are used.

91
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. R9Title: Roof Eave and Cathedral Ceiling
(Alternative Detail)
Data:
Commentary:
• Steel rafter and ceiling joist span tables can be found in the International Residential Code or the
Prescriptive Method.
• Details for cathedral ceilings are not provided in the International Residential Code or the Prescriptive Method.

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
92
Detail No. R10
Data:
• International Residential Code or the Prescriptive Method.
Title: Gable Roof End with Wood Ladder Framing
Commentary:
Steel rafter span tables can be found in the

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
5.5 Miscellaneous Details
This section contains miscellaneous details that are usually
needed to facilitate the trades’ attachments to steel-framed
components with wood plates (such as attaching kitchen
cabinets to steel walls). The details shown in this section
are common details and for illustrative use only. The user
can construct other workable details that can accommodate
trade installation.
There are limited reference documents that are commonly
used for miscellaneous construction details.
• Builder’s Steel Stud Guide [34]
• Residential Steel Framing Handbook [46]
93

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
94
Detail No. M1
Installation
Data:
•
• When installing electrical panels, a 2x6 wood stud can be installed between the steel studs above the panel to
provide a nailer for securing wiring entering the panel.
• This detail is appropriate for moderately heavy kitchen and bathroom cabinets and fixtures, except lavatories
and wall-mounted toilets.
Title: Wood Backing between Steel Studs for Cabinet
Commentary:
Wood blocking needs to be notched on one end at the lip of the stud.

5 Hybrid Connection Details
Hybrid Wood and Steel Details–Builder’s Guide
95
Detail No. M2
Data:
• Make sure that wood nailer fits tight inside track.
• Use finishing nails for trim.
Title: Wood Nailer in a Steel Wall
Commentary:

96
5 Hybrid Connection Details
Detail No. M3
Data:
Hybrid Wood and Steel Details–Builder’s Guide
Title: Tub to Steel Framed Wall Detail
Commentary:

97
5 Hybrid Connection Details
Detail No. M4
Data:
Hybrid Wood and Steel Details–Builder’s Guide
Title: Wood Treads to Steel Stairs
Commentary:

98
Hybrid Wood and Steel Details–Builder’s Guide
5 Hybrid Connection Details
Detail No. M5
Data:
Commentary:
Title: Wood Cabinet Hanger Strips
Detail is suitable for loads for cabinets weighing up to 65 pounds for studs spaced at 16-inch on center and
up to 40 pounds for studs spaced at 24-inch on center.

99
5 Hybrid Connection Details
Detail No. M6
Data:
• This detail is typically used for shelving.
Detail is suitable for loads for cabinets weighing up to 65 pounds for studs spaced at 16-inch on center and
Hybrid Wood and Steel Details–Builder’s Guide
Title: Wood Backing Detail
Commentary:
up to 40 pounds for studs spaced at 24-inch on center.

100
Hybrid Wood and Steel Details–Builder’s Guide

Hybrid Wood and Steel Details–Builder’s Guide
6 References
1 American Iron and Steel Institute (AISI). 2001. Standard
for Cold-Formed Steel Framing—Prescriptive Method for
One- and Two-Family Dwellings (AISI/COFS/PM 2001).
Washington, DC.
2 Council of American Building Officials (CABO). 1995.
CABO One- and Two-Family Dwelling Code. Falls
Church, VA.
3 International Code Council, Inc. (ICC). International
Residential Code (IRC). 2000 Edition. Falls Church,
VA.
4 American Society of Civil Engineers (ASCE). 1998.
Minimum Design Loads for Buildings and Other
Structures (ASCE 7-98). Reston, VA.
5 Steel Framing Alliance (SFA). 2001 Steel Framing
Alliance Annual Report. Washington, DC.
6 International Code Council, Inc. (ICC). 1998.
International One and Two Family Dwelling Code.
Falls Church, VA.
7 American Iron and Steel Institute (AISI). 2001. Standard
for Cold-Formed Steel Framing—General Provisions
(AISI/COFS/GP 2001). Washington, DC.
8 American Society for Testing and Materials
(ASTM). 2000. Standard Specification for Steel Sheet,
Carbon, Metallic- and Nonmetallic-Coated for Cold-
Formed Framing Members (ASTM A1003). West
Conshohocken, PA.
9 American Iron and Steel Institute (AISI). 1996. Durability
of Cold-Formed Steel Framing Members (RG-9605).
Washington, DC.
10 American Galvanizers Association (AGA). 1995.
Galvanizing for Corrosion Protection—A Specifier’s
Guide. Aurora, CO.
11 Federal Emergency Management Agency (FEMA).
1996. Corrosion Protection for Metal Connectors in
Coastal Areas for Structures Located in Special Flood
Hazard Areas in Accordance with the National Flood
Insurance Program. Technical Bulletin 8-96.
Washington, DC.
12 U.S. Department of Agriculture (USDA) Forest Service,
Forest Products Laboratory. 1999. Wood Handbook—
Wood as an Engineering Material, Gen. Tech. Rep.
FPL-GTR-113. Madison, WI.
13 American Forest and Paper Association (AFPA),
American Wood Council. 1997. National
Design Specification for Wood Construction (NDS).
Washington, DC.
14 U.S. Department of Housing and Urban Development
(HUD). Residential Structural Design Guide. 2000
Edition. Washington, DC.
15 Wood Truss Council of America (WTCA). 1997. Metal
Plate Connected Wood Truss Handbook. Third Edition.
Madison, WI.
16 U.S. Department of Commerce (DOC). American
Softwood Lumber Standard (PS 20-70). Washington,
DC.
17 American Plywood Association (APA). Construction and
Industrial Plywood (Voluntary Product Standard
PS 1-95). Tacoma, WA.
18 American Plywood Association (APA). Performance
Standard for Wood-Based Structural-Use Panels
(Voluntary Product Standard PS 2-92). Tacoma, WA.
19 American Iron and Steel Institute (AISI). Specification
for the Design of Cold-Formed Steel Structural
Members. 1996 Edition with 1999 Amendments.
Washington, DC.
20 Light Gauge Steel Engineers Association (LGSEA).
1998. Pneumatically Driven Pins for Wood Based Panel
Attachment. Tech Note 561b. Washington, DC.
21 Light Gauge Steel Engineers Association (LGSEA).
1999. Welding Cold-Formed Steel. Tech Note 560-b1.
Washington, DC.
22 Light Gauge Steel Engineers Association (LGSEA).
1999. Clinched (Integral) Fastening of Cold-Formed
Steel. Tech Note 560c. Washington, DC.
23 American Society for Testing and Materials (ASTM).
2001. Standard Terminology of Nails for Use with Wood
and Wood-Base Materials (ASTM F547-01). West
Conshohocken, PA.
24 American Society for Testing and Materials (ASTM).
2002. ASTM F1667-02a Standard Specification for
Driven Fasteners: Nails, Spikes, and Staples, West
Conshohocken, PA.
25 National Evaluation Service, Inc. (NES). 1997. Power-
Driven Staples and Nails for Use in All Types of Building
Construction (NER-272). Falls Church, VA.
26 American Plywood Association (APA),1995. Fastener
Loads for Plywood–Screws, Technical Note No. E830C.
Tacoma, WA.
101

Hybrid Wood and Steel Details–Builder’s Guide
6 References
27 U.S. Department of Agriculture (USDA) Forest Service.
Agricultural Handbook No. 72. 1974. Madison, WI.
28 American Forest and Paper Association (AF&PA).
2001. The Wood Frame Construction Manual (WFCM)
for One- and Two-Family Dwellings. 2001 Edition.
Washington, DC.
29 U.S. Department of Housing and Urban Development
(HUD). 1999. Builder’s Guide to Residential Steel
Floors. Washington, DC.
30 American Iron and Steel Institute (AISI). 1993.
Residential Steel Beam and Column Load/Span Tables.
Publication No. RG-936. Washington, DC.
31 American Iron and Steel Institute (AISI). 1998. Shearwall
Design Guide. Publication No. RG-9804. Washington,
DC.
32 American Iron and Steel Institute (AISI). 2001. Standard
for Cold-Formed Steel Framing—Header Design (AISI/
COFS/Header 2001). Washington, DC.
33 Steel Framing Alliance (SFA). 2000. L-Shaped Header—
Field Guide. Washington, DC.
34 American Iron and Steel Institute (AISI). 1994. Builder’s
Steel Stud Guide. Publication No. RG-9607.
Washington, DC.
35 American Iron and Steel Institute (AISI). 2000. Low-Rise
Residential Construction Details. Publication No. RG
934. Washington, DC.
36 Elhajj, Nader. 2003. Cold-formed Steel Top Load
Bearing Tracks. Test Report prepared by the NAHB
Research Center for the Steel Framing Alliance (SFA).
Washington, DC.
37 Gypsum Association (GA). 2000. Fire-Resistance
Design Manual. 16
th
Edition. Washington DC.
38 Elhajj, Nader. 2002. Testing of Steel L-Headers on
Wood Walls. Test Report prepared by the NAHB
Research Center for the U.S. Department of Housing
and Urban Development (HUD) and the Steel Framing
Alliance (SFA). Washington, DC.
39 American Iron and Steel Institute (AISI). 2001. Standard
for Cold-Formed Steel Framing—Truss Design (AISI/
COFS/Truss 2001). Washington, DC.
40 Truss Plate Institute, Inc. (TPI). 2002. National Design
Standard for Metal Plate Connected Wood Truss
Construction (ANSI/TPI 1-2002). Madison, WI.
41 Light Gauge Steel Engineers Association (LGSEA).
Field Installation for Cold-Formed Steel Roof Trusses.
Washington, DC.
42 Truss Plate Institute, Inc. (TPI). 1989. Recommended
Design Specification for Temporary Bracing of Metal
Plate Connected Wood Trusses (DSB-89). Madison,
WI.
43 Truss Plate Institute’s (TPI). 1991. Commentary &
Recommendations for Handling, Installing & Bracing
Metal Plate Connected Wood Trusses (HIB-91).
Madison, WI.
44 Light Gauge Steel Engineers Association (LGSEA).
Design Guide for Construction Bracing of Cold-Formed
Steel Trusses. Tech Note 551d. Washington, DC.
45 Light Gauge Steel Engineers Association (LGSEA).
1998. Specifying Pre-Engineered Cold-Formed Steel
Roof and Floor Trusses. Tech Note 551f. Washington,
DC.
46 Scharf, Robert. 1996. Residential Steel Framing
Handbook. New York, NY.
102

Hybrid Wood and Steel Details–Builder’s Guide
Appendix A–Metric Conversion Factors
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.
103
Length
Inch (in.) 25,400
Inch (in.) Millimeter (mm) 25.4
Inch (in.) 2.54
Inch (in.) 0.0254
Foot (ft.) 0.3048
Meter (m) 0.9144
Mile (mi.) Kilometer (km) 1.6093
Area
Square foot (sq. ft.) 0.0929
Square inch (sq. in.) 6.452
Square inch (sq. in.) 0.000645
Square yard (sq. yd.) 0.8391
2.5898
Cubic inch (cu. in.) 16.3871
Cubic inch (cu. in.) 0.00001639
Cubic foot (cu. ft) 0.0283
0.7645
Liter 4.546
Gallon (gal.) Can. liquid 0.004546
Liter 3.7854
Gallon (gal.) U.S. liquid 0.0037854
29.5735
0.00002957
Force
Kip (1,000 lb.) Kilogram (kg) 453.6
Kip (1,000 lb.) Newton (N) 4,448.222
0.4536
l 4.4482
Stress or Pressure
Kip/square inch (ksi) 6.8948
Kip/square inch (ksi) 70.31
Pound/square inch (psi) 0.0703
Pound/square inch (psi) Pascal (Pa)** 6,894.757
Pound/square inch (psi) 0.00689
To Convert from To Multiply by
Micrometer (mm)
Centimeter (cm)
Meter (m)
Meter (m)
Yard (yd.)
Square meter (sq. m)
Square centimeter (sq. cm)
Square meter (sq. m)
Square meter (sq. m)
Square mile (sq. mi.) Square kilometer (sq. km)
Volume
Cubic centimeter (cu. cm)
Cubic meter (cu. m)
Cubic meter (cu. m)
Cubic yard (cu. yd) Cubic meter (cu. m)
Gallon (gal.) Can. liquid
Cubic meter (cu. m)
Gallon (gal.) U.S. liquid*
Cubic meter (cu. m)
Fluid ounce (fl. oz.) Milliliters (ml)
Fluid ounce (fl. oz.) Cubic meter (cu. m)
Pound (lb.) Kilogram (kg)
Pound ( b.) Newton (N)
Mega Pascal (Mpa)
Kilogram/square centimeter (kg/sq. cm)
Kilogram/square centimeter (kg/sq. cm)
Mega Pascal (Mpa)

Hybrid Wood and Steel Details–Builder’s Guide
Appendix A–Metric Conversion Factors
Stress or Pressure
Pound/square foot (psf) 4.8824
Pound/square foot (psf) 47.88
Mass (Weight)
Pound (lb.) Kilogram (kg) 0.4536
Kilogram (kg) 907.1848
Grain Kilogram (kg) 0.0000648
Mass (Weight) per Length
Kip per linear foot (klf) 0.001488
Pound per linear foot (plf) 1.488
Moment
1 foot-pound (ft.-lb.) Newton-meter (N-m) 1.356
Pound per cubic foot (pcf) 16.0185
0.5933
1.6093
0.4470
Degree Fahrenheit (°F) t
C
= (t
F
- 32)/1.8
Degree Fahrenheit (°F) t
K
= (t
F
+ 59.7)/1.8
Degree Kelvin (°K) t
C
= (t
K
- 273.15)
Degree Celsius (°C) t
F
= 1.8t
C
+ 32
* One U.S. gallon equals 0.8327 Canadian gallon.
** A Pascal equals 1,000 Newton per square meter.
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
To Convert from To Multiply by
Kilogram/square meter (kg/sq. m)
Pascal (Pa)
Ton, 2,000 lbs.
Kilogram per meter (kg/m)
Kilogram per meter (kg/m)
Mass per Volume (Density)
Kilogram per cubic meter (kg/cu m)
Pound per cubic yard (lb./cu. yd.) Kilogram per cubic meter (kg/cu m)
Velocity
Mile per hour (mph) Kilometer per hour (km/hr.)
Mile per hour (mph) Kilometer per second (km/sec.)
Temperature
Degree Celsius (°C)
Degree Kelvin (°K)
Degree Celsius (°C)
Degree Fahrenheit (°F)
104

Hybrid Wood and Steel Details–Builder’s Guide
Glossary
Accepted Engineering Practice. An engineering approach
that conforms to accepted principles, tests, technical
standards, and sound judgment.
Approved. Approval by a building official, code official,
design professional, or authority with jurisdiction.
Base Metal Thickness. The thickness of bare steel
exclusive of all coatings.
Basic Wind Speed. The 3-second gust wind speed in
accordance with the local building code or, in the absence of
a building code, in accordance with ASCE 7. 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).
Bearing Stiffener. Refer to Web Stiffener.
Blocking. C-shaped, track, break shape, or flat strap
material attached to structural members, flat strap, or
sheathing panels to transfer shear forces.
Bracing. Structural elements that are installed to provide
restraint or support (or both) to other framing members so
that the complete assembly forms a stable structure.
Bridging. Cross-bracing or blocking placed between joists
to provide lateral support.
Buckling. A kink, wrinkle, bulge, or other loss in the original
shape of a member due to compression, bending, bearing,
or shear loads.
Ceiling Joist. A horizontal structural framing member that
supports ceiling components and that may be subject to
attic loads.
Clip Angle. An L-shaped short piece of steel (normally with
a 90-degree bend) typically used for connections.
Cripple Stud. A stud that is placed between a header and a
window or door head track, a header and wall top track, or a
window sill and a bottom track to provide a backing to
attach finishing and sheathing material.
C-Shape. A cold-formed steel shape used for structural and
nonstructural framing members consisting of a web, two
flanges, and two lips (edge stiffeners). The name comes
from the member’s C-shaped cross-sectional configuration.
It is also called a “C-section.” Web depth measurements are
taken to the outside of the flanges. Flange width
measurements also use outside dimensions.
Design Professional. An individual who is registered or
licensed to practice his or her respective design profession
as defined by the statutory requirements of the state in
which the project is to be constructed.
Design Thickness. The steel thickness used in design
which is equal to the minimum base metal thickness divided
by 0.95.
Diaphragm. A floor, ceiling, or roof assembly designed to
resist in-plane forces (e.g., wind or seismic loads).
Dwelling. Any building that contains one or two dwelling
units for living purposes.
Eave Overhang. The horizontal projection of the roof
measured from the outside face of the exterior wall framing
to the outside edge of the roof.
Flange. That portion of the C-shape framing member or
track that is perpendicular to the web.
Flat Strap. Sheet steel cut to a specified width without any
bends and typically used for bracing and transferring loads
by tension.
Floor Joist. A horizontal structural framing member that
supports floor loads and superimposed vertical loads.
Foundation. The structural elements through which the
load of a structure is transmitted to earth.
Gauge. A unit of measurement traditionally used to
describe the nominal thickness of steel. The lower the
gauge the greater the thickness.
Grade. The finished ground level adjoining the building at
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.
Header. A horizontal structural framing member used over
floor, roof, or wall openings to transfer loads around the
opening to supporting structural framing members.
High Seismic Area. An area where the Seismic Design
Category is D
1
or higher.
High-Wind Area. An area where basic wind speeds are
equal to 110 mph (177 km/hr) up to and including 130 mph
(209 km/hr).
In-Line Framing. Framing method where all vertical and
horizontal load-carrying members are aligned when required
to transfer loads properly.
105

Hybrid Wood and Steel Details–Builder’s Guide
Glossary
Jack Stud. A stud that does not span the full height of the
wall and provides bearing for headers.
King Stud. A stud adjacent to a jack stud that spans the
full height of the wall and supports vertical and lateral loads.
Lateral Load. A horizontal force created by wind or
earthquake that acts on a structure or its components.
Lip. That part of a C-shape framing member that extends
from the flange as a stiffening element at 90 degrees to the
flange (Edge Stiffener).
Loads, Live and Dead. Dead loads are the weight of the
walls, partitions, framing, floors, ceilings, roofs, and all other
permanent construction entering into and becoming a part of
a building. Live loads are transient and sustained loads
usually created by people and furnishing, respectively.
Material Thickness (Steel). The base metal thickness
excluding any protective coatings. Thickness is 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 is
measured by the weight of the metallic coating applied to
the surface area of the steel. Typical zinc-based coatings
are galvanizing, galvalume, or galfan.
Mil. A unit of measurement used in measuring the thickness
of thin steel elements. One mil equals 1/1000 of an inch
(e.g., 33 mil = 0.033 inch).
Multiple Span. The span made by a continuous member
with intermediate supports.
Nonstructural Stud. A member in a steel framed wall
system that is limited to a lateral (transverse) load of not
more than 5 lb./ft.
2
(240 Pa); a superimposed vertical load,
exclusive of sheathing materials, of not more than 100 lb./ft.
(1460 N/m); or a superimposed vertical load of not more
than 200 lbs (890 N).
Punchout. A hole or opening in the web of a steel-framing
member. A punchout may be made during the manufacturing
process or in the field.
Rake Overhang. The horizontal projection of the roof
measured from the outside face of a gable endwall to the
outside edge of the roof.
Ridge. The horizontal line formed by the joining of the top
edges of two sloping roof surfaces.
Rim Joist. A horizontal structural member that is connected
to the end of a floor joist.
Roof Rafter. A horizontal or sloped structural framing
member that supports roof loads.
Roof Snow Load. Uniform live load on the roof due to snow
accumulation; equivalent to 70% of the ground snow load for
one- and two-family dwellings.
Seismic Design Category (SDC). A classification
assigned to a building based on the building’s importance
and the severity of the design earthquake ground motion at
the building site as given in the local building code or, in the
absence of a building code, as given in ASCE 7.
Shear Wall. A wall assembly designed to resist lateral
forces from wind or seismic loads acting parallel to the
plane of the wall.
Single Span. The span made by one continuous structural
member without any intermediate supports.
Span. The clear horizontal distance between bearing
supports.
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 that transfers loads by tension and/or
shear.
Structural Member. A floor joist, rim joist, structural stud,
wall track in a structural wall, wall plate in structural wall,
ceiling joist, roof rafter, header, or other member that is
designed or intended to carry loads.
Structural Stud. A stud in an exterior wall or an interior
stud that supports superimposed vertical loads and may
transfer lateral loads. Includes full-height wall studs, king
studs, jack studs, and cripple studs.
Structural Sheathing. The covering (e.g., plywood or
oriented strand board) used directly over structural members
(e.g., joists) to distribute loads, brace walls, and generally
strengthen the assembly.
106

Hybrid Wood and Steel Details–Builder’s Guide
Glossary
Stud. A vertical framing member in a wall system or
assembly.
Townhouse. Attached single-family dwelling units
constructed in a row with each unit separated by fire walls
at property lines.
Track. A framing member consisting of only a web and two
flanges. Track web 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.
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.
Web. The part of a C-shape or track that connects the two
flanges.
Web Crippling. The localized permanent (inelastic)
deformation of the web member subjected to concentrated
load or reaction at bearing supports.
Web Opening. See “Punchout.”
Web Perforation. See “Punchout.”
Web Stiffener. Additional material that is attached to the
web to strengthen the member against web crippling. Also
called bearing or transverse stiffener.
Wind Exposure. Wind exposure in accordance with the
local building code or, in the absence of a building code, in
accordance with ASCE 7. For the purpose of this document,
Exposures A/B represents urban, suburban, or wooded
terrain. Exposure C represents open terrain with scattered
obstructions.
107

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