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FLOOR DECK
DESIGN GUIDE
COMPOSITE DECK
AND NON-COMPOSITE DECK
FOR FLOOR AND ROOF DECK APPLICATIONS
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 1
www.ascsd.com
1.0 GENERAL INFORMATION
1.1 Panel Features and Benefits .....................2-5
1.2 Product Offer ..................................6-9
1.3 Product Approvals................................9
1.4 Fire Ratings .................................10-21
1.5 Steel Deck Section Properties ..................22-23
1.6 Web Crippling................................24-25
1.7 Steel Deck at Concrete Form ...................26-27
1.8 Composite Deck-Slab Design...................28-30
1.9 Non-Composite Deck-Slab Design..................31
1.10 Penetrations and Openings ....................32-35
1.11 Composite and Non-Composite
Diaphragm Shear ................................36
1.12 Composite Deck-Slab Tables ...................38-39
1.13 Support Fastening ............................40-45
1.14 Side Seam Fastening.......................... 46-47
1.15 Edge Form ..................................48-49
1.16 Accessories ....................................50
1.17 Typical Details ...............................51-54
1.18 Composite Deck-Slab
Tables General Requirements ..................55-57
2.0 ACUSTADEK
®
2.1 Introduction ....................................58
2.2 Sound Absorption Data . . . . . . . . . . . . . . . . . . . . . . . . . . 59
METRIC CONVERSION CHART ..................60
Table of Contents
ASC Steel Deck is leading the way in innovation with ongoing
testing of our profiles. As a result, our printed catalogs may
not contain/reflect the latest test results and values of our
products. For the most current load tables, refer to the
IAPMO ER-329 report online at www.ascsd.com.
Your Feedback is Welcome
Leading the way in steel deck innovation is dependent
upon your feedback. We invite architects, engineers,
building owners, and all members of the building design
and construction industry to reach out to ASC Steel Deck
with any comments, suggestions, or needs for a profile
we currently do not offer
Email us at info@ascsd.com
Hilti is a registered trademark of Hilti Corp., LI- 9494 Schaan, Principality of Liechtenstein
PNEUTEK is a registered trademark of Pneutek, 17 Friars Drive Hudson, NH
TABLE OF CONTENTS
IAPMO ER-329 Report
www.ascsd.com
2 V1.0 • Composite and Non-Composite Design Guide
1.1 Panel Features and Benefits
Composite deck
3 inch deep, 36 inch coverage,
10 foot to 14 foot Optimal Span Range
No Acustadek
®
Options
Proven for 10 to 14 foot span conditions
Meets SDI 3x12 inch standard profile requirements
Longer unshored spans than 2WH-36 and BH-36
Meets industry standard 4.5" min. flute width
Compatible with all standard concrete anchors
Composite deck
1
1
⁄2 inch depth, 36 inch coverage
7 foot to 10 foot Optimal Span Range
No Acustadek
®
Option
Lowest composite deck-slab weight per square foot for
the specified concrete thickness above the deck
Meets SDI 1.5WR (wide rib) standard profile
requirements
Composite deck
1
1
⁄2 inch depth, 36 inch coverage
7 foot to 12 foot Optimal Span Range
Pan Perforated Acustadek
®
Option (Available with
Smooth Series™ rivet attachments or welded)
Aesthetic flat pan underside
Meets SDI 1.5WR standard profile requirements
3WxH-36 Hi Form
®
3WxHF-36 Hi Form
®
Composite deck
2 inch nominal depth, 36 inch coverage
7 foot to 12 foot Optimal Span Range
No Acustadek
®
Option
Least steel weight per square foot floor deck
Meets SDI 2x12 inch standard profile requirements
Reduced composite slab depth compared to
3WxH-36 and NH-32
Composite deck
2 inch nominal depth, 36 inch coverage
9 foot to 13 foot Optimal Span Range
Pan Perforated Acustadek
®
Option (Available with
Smooth Series™ rivet attachments or welded)
Aesthetic flat pan underside
Meets SDI 2x12 inch standard profile requirements
Reduced composite slab depth compared to
3WxHF-36 and NHF-32
2WHF-36 Hi Form
®
2WH-36 Hi Form
®
BH-36 Hi Form
®
BHF-36 Hi Form
®
Composite deck
3 inch deep, 36 inch coverage,
11 foot to 15 foot Optimal Span Range
Pan Perforated Acustadek
®
Option (Available with
Smooth Series™ rivet attachments or welded)
Aesthetic flat pan underside
Meets SDI 3x12 inch standard profile requirements
Longer unshored spans than 2WH-36 and BH-36
Meets industry standard 4.5" min. flute width
Compatible with all standard concrete anchors
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 3
www.ascsd.com
Panel Features and Benefits 1.1
Composite deck
3 inch depth, 32 inch coverage
10 foot to 15 foot Optimal Span Range
No Acustadek
®
Options
Longest unshored spans
Excellent alternate to SDI DR (deep rib) profile
Lower composite deck-slab weight than 3WxH-36 for
the specified concrete thickness
8 inch on center low flute spacing to allow for bearing
wall studs to be at 16 inches on center
Non-composite deck
7
⁄8 inch depth, 32 inch coverage
2 foot to 7 foot Span Range
No Acustadek
®
Options
Good for short span conditions
For use when metal deck is used as a leave in place
form
Composite deck
3 inch depth, 32 inch coverage
11 foot to 15 foot Optimal Span Range
Pan Perforated Acustadek® Option (Available with
Smooth Series™ rivet attachments or welded)
Aesthetic flat pan underside
Excellent alternate to SDI DR (deep rib) profile
8 inch on center low flute spacing to allow for bearing
wall studs to be at 16 inches on center
Non-composite deck
1
3
⁄8 inch depth, 32 inch coverage
4 foot to 9 foot Span Range
No Acustadek
®
Options
Good for intermediate span conditions
For use when metal deck is used as a leave in place
form
C0.9-32 (CF
7
⁄8) C1.4-32 (CF1
3
⁄8)
NH-32 Hi Form
®
NHF-32 Hi Form
®
TABLE OF CONTENTS
www.ascsd.com
4 V1.0 • Composite and Non-Composite Design Guide
Non-composite deck
6 inch depth, 12 inch coverage
14 foot to 25 foot Span Range
No Acustadek
®
Option
Allows for longest unshored spans
For use when metal deck is used as a leave in place form
Non-composite deck
6 inch depth, 24 inch coverage
15 foot to 25 foot Span Range
Pan Perforated Acustadek
®
Option
Aesthetic flat pan underside
Allows for longer unshored span when metal deck is used
as a leave in place form
Longer unshored span than non-cellular profile
For use when metal deck is used as a leave in place form
1.1 Panel Features and Benefits
4.5D-12
4.5DF-24
6DF-24
6D-12
7.5D-12
7.5DF-24
Non-composite deck
4
1
⁄2 inch depth, 12 inch coverage
12 foot to 21 foot Span Range
No Acustadek
®
Option
Allows for longest unshored spans
For use when metal deck is used as a leave in place form
Non-composite deck
7
1
⁄2 inch depth, 12 inch coverage
16 foot to 26 foot Span Range
No Acustadek
®
Option
Allows for longest unshored spans
For use when metal deck is used as a leave in place form
Non-composite deck
4
1
⁄2 inch depth, 24 inch coverage
15 foot to 21 foot Span Range
Pan Perforated Acustadek
®
Option
Aesthetic flat pan underside
Allows for longer unshored span when metal deck is used
as a leave in place form
Longer unshored span than non-cellular profile
For use when metal deck is used as a leave in place form
Non-composite deck
7
1
⁄2 inch depth, 24 inch coverage
16 foot to 27 foot Span Range
Pan Perforated Acustadek
®
Option
Aesthetic flat pan underside
Allows for longer unshored span when metal deck is used
as a leave in place form
Longer unshored span than non-cellular profile
For use when metal deck is used as a leave in place form
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 5
www.ascsd.com
Economical Selection Guide based on Recommended Unshored Spans
Product 2 4 6 8 10 12 14 16 18 20 22 24 26 28
C0.9-32
C1.4-32
BH-36
2WH-36
3WxH-36
NH-32
BHF-36
2WHF-36
3WxHF-36
NHF-32
4.5D-12
6D-12
7.5D-12
4.5DF-24
6DF-24
7.5DF-24
Box outlines the range of unshored spans from the recommended unshored span range
Gray cells are based on 1 hour and 2 hour re ratings with 20 and 18 gauge decks
Panel Features and Benefits 1.1
TABLE OF CONTENTS
www.ascsd.com
6 V1.0 • Composite and Non-Composite Design Guide
1.2 Product Offer
ASC Steel Deck offers a robust selection of products.
Our lightweight composite and non composite steel deck
profiles have depths that range from
7
⁄8" to 7
1
⁄2". Panel
lengths range from 3'-6" to 45'. Steel deck panels are
supplied with both galvanized and painted finishes to
meet an array of project finish requirements.
Product Description
To assist designers with specifying the correct steel deck
profile, see figure 1.2.3 which details how to specify the
intended product. Following these guidelines will help
to eliminate requests for information and change orders
due to insufficient product descriptions in the plans and
specifications. Designers can be assured that the product
delivered is the product intended. Simply specify the gage,
panel profile, panel coverage, metallic/paint coating, and any
modifiers appropriate for the desired product.
Deck Panel Lengths
All ASC Steel Deck products are manufactured to the
specified length for the project. The following table
summarizes the minimum and maximum lengths which can
be manufactured for each profile.
Figure 1.2.1: MANUFACTURED PANEL LENGTHS
Prole Factory Cut Length
Minimum Maximum
Non-
cellular
BH-36, NH-32, 2WH-36, 3WxH-36 3'-6" 45'-0"
C0.9-32 & C1.4-32 4'-0" 45'-0"
4.5D-12, 6D-12, 7.5D-12 6'-0" 32'-0"
Cellular BHF-36, NHF-32, 2WHF-36, 3WxHF-36 5'-0" 40'-0"
4.5DF-24, 6DF-24, 7.5DF-24 6'-0" 32'-0"
Tolerances
ASC Steel Deck manufactures to industry standard tolerances.
The tolerances are summarized as follows:
Figure 1.2.2: PANEL TOLERANCES
Length ±
1
⁄2"
Coverage Width -
3
⁄8" +
3
⁄4"
Sweep
1
⁄4" in 10' length
Square
1
⁄8" per foot width
Height ±
1
⁄16"
Finish Options
ASC Steel Deck offers several finish options that are
appropriate for a variety of applications. Our standard G60
galvanized finish is suitable for most applications, offering
excellent corrosion protection and compatibility with fire
proofing when used in UL fire rated assemblies. We also offer
Prime Shield
®
, an economical prime paint system over bare
cold rolled steel. Prime Shield
®
offers the steel limited interim
protection from rusting during transport and erection before
the concrete topping is applied. Prime Shield
®
should not be
used in high humidity or corrosive environments. Prime paint
over galvanized steel deck can also be specified to obtain the
benefit of the corrosion protection of galvanized steel deck
with a factory applied prime paint substrate.
Galvanized
ASC Steel Deck offers steel deck products that are
galvanized in accordance with ASTM A653. The standard
galvanized coating is G60 (0.6 ounce per square foot).
G-90 (0.9 ounce per square foot) is recommended
for high humidity and corrosive conditions. G-40 (0.4
ounce per square foot) may also be specified for greater
economy. Heavier galvanized finishes than G-90 can be
specified for more severe environmental conditions and
exposures. Inquire for product availability and minimum
order sizes for G-40 or galvanizing heavier than G-90.
All ASC Steel Deck galvanized decks are manufactured
from chemically treated steel coil in accordance with
ASTM A653. Chemical treatment is often referred to
as passivation. The chemical treatment protects the
galvanized steel from developing white rust during
storage and transport of both coil and finished product.
Some field-applied paint systems may not be compatible
with the chemical treatment. The paint manufacture
should be consulted to determine how the deck should
be prepared prior to painting. ASC Steel Deck is not
responsible for the adhesion of field applied primers and
paints.
Galvanized with Prime Paint
ASC Steel Deck offers all of its standard galvanized
options with factory applied prime paint on the underside
of the deck. The prime paint is available in standard gray.
White primer is also available. The standard 0.3mil water-
based gray acrylic primer has been specially developed
to provide superior adhesion to the galvanized steel deck
and is suitable for use in many UL fire rated assemblies.
Factory applied primer is an impermanent interim coating
that is intended to have finish paint applied after the deck
is installed. The galvanized with prime paint option may
eliminate the need for any special surface preparation
for field applied paint applications which is often a
requirement for chemically treated bare galvanized steel
deck panels. ASC Steel Deck is not responsible for the
adhesion of paint systems applied in the field.
Cellular deck is offered with a galvanized steel pan or a
prime paint over galvanized steel pan. This 0.3mil gray
primer is applied to the underside of the pan prior to
resistance welding or riveting the cellular deck beam to the
pan. Our new Smooth Series™ rivet attachment is flush with
the exposed bottom surface, omitting visible “bumps” and
burn marks, eliminating the cost of touch-ups associated
with resistance welded deck products. Resistance welded
deck, the current industry standard, leaves burn marks on
the pan which generally require cleaning and touch-up prior
to the application of a finish paint system being applied.
Touching up the burn marks is generally much more cost
effective than preparing an unpainted, chemically treated
surface for the application of a field primer. The prime
painted galvanized pan provides a good substrate for the
application of most field-applied paint systems. ASC Steel
Deck is not responsible for the adhesion of paint systems
applied in the field.
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 7
www.ascsd.com
Product Offer 1.2
Prime Shield
®
Prime Shield
®
is prime painted cold-rolled, ASTM 1008
1
,
steel deck. The standard gray primer is applied to the
underside of the steel deck (as compared to both sides for
roof deck) leaving the top side bare for concrete adhesion.
The formation of light rust on the top side of the deck prior
to concrete placement is common and does not adversely
impact the deck or composite deck-slab assembly. This
primer is suitable for use in many UL fire rated assemblies.
The prime paint is intended to be an impermanent interim
coating to protect the bare cold-rolled steel, for a short
period, from ordinary atmospheric conditions prior to
weathertighting the building. Prime Shield
®
should receive
a finish paint system if left exposed in the interior of a
building. This 0.3mil water-based acrylic primer provides a
good base for most field-applied paint systems. ASC Steel
Deck is not responsible for the adhesion of paint systems
applied in the field.
1
ASC Steel Deck may substitute ASTM A653 G01 galvanized steel deck for ASTM A1008.
Figure 1.2.3: PRODUCT OFFER DESCRIPTION
Gray / GrayG60/G6036F A
Top Side Paint
Bottom Side paint
Metallic Coating(s)
Special Modiers
Panel Coverage
Conguration Modier
Optional Modier
_
Omit: Bare Non-
Galvanized Steel
G60: Galvanized
G90: Galvanized
G60/G60: Galvanized
G90/G90: Galvanized
Omit: None
NS: No Swage,
B-36 only
None: No primer
Prime Shield
®
: Gray primer on
bare steel or GO1 galvanized
Gray: Primer over galvanized
(Available for cellular deck)
Weldable Primer: (Only available
for cellular decks span underside
only)
White: Primer over galvanized
B
Panel Prole
H
HiForm Modier
Omit: Standard
proles non-cellular
with standard
standing seam
side lap interlock
F: Cellular (Welded)
Fr: Cellular (Smooth
Series
™
Rivet
Attachment)
N: Nestable side lap,
(B and N Deck only)
S: Standing seam
screwable side lap
(2WHS-36 only)
DECK PROFILE
AND COVERAGE LIST
Non-Composite Roof Coverage
Not Applicable
B 36 inches
N 32 inches
2W 36 inches
3Wx 36 inches
C0.9-32 Not Applicable 32 inches
C1.4-32 CP-32 32 inches
Not Applicable
4.5D 12 inches
4.5DF 24 inches
6D 12 inches
6DF 24 inches
7.5D 12 inches
7.5DF 24 inches
Omit: Standard
proles without
Acustadek
®
perforations
AW: Acustadek
®
web perforation
for use with non-
cellular standard
or DeltaGrip, DG,
proles only
AT: Acustadek
®
total perforation
for use with non-
cellular standard
or DeltaGrip, DG,
proles only
A: Acustadek
®
pan perforation
for use with
cellular prole
modier, F, only
V: Venting
(non-cellular only)
DG
DeltaGrip Modier
See
Deck
Proles and
Coverage
List
See
Deck
Proles and
Coverage
List
Omit: Standard
standing seam
side lap interlock
DG: DeltaGrip
standing seam
side lap interlock
Omit: Non-
embossed
smooth deck
(Roof)
H: Embossed
HiForm
composite
deck (Floor)
18/20
Gage(s)
Specify
Required
Gage(s) of
Deck
22
21
1
20
2
19
1
18
2
16
2
14
2
20/20
3
20/18
3
20/16
3
18/20
3
18/18
3
18/16
3
16/20
16/18
3
16/16
3
1
2W & 3Wx only on special order
2
D is only available in these gages
3
DF is only available in these gages
Cellular Deck
Cellular deck is a good choice when a flat appearance
on the underside of steel deck is desired. Cellular deck is
manufactured from a top fluted section of steel deck referred
to as the beam and a flat bottom section referred to as the
pan. The male and female side seam interlock is formed on
the edges of the pan.
The welded method offers resistance welds in accordance
with UL 209. There is one row of resistance welds in each
low flute of the beam.
The new Smooth Series
™
rivet attachment is flush with the
exposed bottom surface, eliminating “bumps” and burn
marks and the need for touch-ups in the field. Smooth
Series rivets are available in galvanized and white finish,
complementing our factory applied Prime Shield
®
primer
gray and white finish cellular deck. The high quality rivet
attachments are uniformly repeated along the deck profile.
Figure 1.2.4: WELDED ATTACHMENT
(Pictured from topside)
Figure 1.2.5: SMOOTH SERIES™ RIVET ATTACHMENT
(Pictured from topside)
Note: Inquire for other
galvanized coating weights
TABLE OF CONTENTS
www.ascsd.com
8 V1.0 • Composite and Non-Composite Design Guide
1.2 Product Offer
Vent Tabs
All ASC Steel Deck composite decks including; BH, NH, 2WH,
and 3WxH deck, have upward protruding vent tabs which
are factory punched in the low flutes of the steel deck when
venting is specified. (See Figures 1.2.6, and 1.2.7) C0.9-
32 and C1.4-32 do not have a venting option. CP-32 roof
deck may be used as an alternate to C1.4-32 when venting
is required. The CP-32 has embossments in the side lap
that holds the side lap open creating a vent at each side.
Die Set Ends (Swage)
Die set ends allow for deck panels to be end lapped. This is
not a common practice for composite deck but is common
for roof decks. The die set swages the top flange and webs
of the steel deck which allows the top sheet of end lapped
deck to nest tightly over the bottom sheet. When deck is
not die set, the installer may have to hammer the deck to
get the ends to nest together tightly to ensure good quality
connections. The die set ends are standard for BH-36 and
NH-32 profiles. BH-36 is optionally available without die set
ends. 2WH-36, 3WxH-36, Deep Deck, and cellular profiles
are not end lapped and do not have die set ends. Figure
1.2.8 shows a die-set end on NH-32 deck.
Figure 1.2.7: 3WxH-36V WITH VENTING
(Pictured from topside)
Figure 1.2.8 N-32 WITH DIE-SET (Swage)
This product should not be used in floor assemblies where
spray on fire proofing is to be applied to the bottom surface
of the deck.
Cellular deck beam and pan may be manufactured out of the
same gage or out of different gages. The following shows
how to correctly specify the desired beam and pan gage
combination.
Specify Cellular Deck Gage “xx/yy”
• The first (xx) is the gage of the beam (top fluted section)
• The second number (yy) is the gage of the pan (the bottom
flat section with the side seam)
Venting
Some materials in building assemblies, including composite or
non composite steel deck, may require the deck to be vented.
Venting does not impact structural performance of steel deck
and has no bearing on fire ratings. Venting does not influence
the rate at which the concrete moisture content drops during
curing of the slab on the deck.
Some materials that are bonded by adhesives to the surface
of the concrete slab on the composite deck may be sensitive
to the moisture content of the concrete. Venting is sometimes
specified, with the intent of creating a route for moisture to
escape from the bottom of the concrete through the steel
deck vents. Research performed by the Expanded Shale Clay
and Slate Institute, however, demonstrated that venting has
no bearing on how quickly the moisture content of concrete
on steel deck decreases (concrete drying time)
2
.
Deck should not be specified as vented when it is not required
by another materials' performance specification. The drawback
of venting deck is when concrete is poured, the slurry drips
through the vent tabs creating debris on the surface below.
Cleaning up the slurry or protecting the surfaces underneath
with plastic sheets adds cost to the project without providing
any added value to the owner when venting is not required.
The requirement for venting the deck should be clearly
indicated in the specifications and be clearly stated in the
deck schedule on the structural drawings to avoid confusion.
Note: 2. Craig, Peter A. (2011) Lightweight Concrete Drying Study. Chicago, IL: Expanded
Shale Clay and Slate Institute
Figure 1.2.6: BH-36V WITH VENTING
(Pictured from underside)
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 9
www.ascsd.com
Figure 1.2.11: TOPSIDE HANDLING MARKS
DIE SET END
MALE SIDE SEAM
FEMALE SIDE SEAM
END LAP
2
nd
RUN
1
st
RUN OF DECK
Figure 1.2.9: DECK LAYOUT
Die set ends affect detailing and layout of the steel deck. Deck
is spread in the direction of the male leg of the side seam.
This allows the next sheet’s female side seam to drop over
the male side seam. The die set is on the left side relative to
the direction of spreading deck. The next adjacent run of deck
will be on the left side of the deck relative to the spreading
direction to nest over the dies set ends. (See figure 1.2.9)
Exposed Deck
ASC Steel Deck roof and floor deck products are designed
to be structural components for steel framed structures. As
part of the normal manufacturing, handling, and transport
procedures, it is common for the panel bundles to exhibit
some degree of incidental scratching and denting. The
surface defects are typically superficial and do not impact
the structural capacity of the deck. On projects where the
deck will be exposed to view after installation, it may be
desirable to minimize the occurrence of these marks. In
these cases, it is important for the designer specifying and
the customer or contractor ordering the deck to request that
the product be manufactured, handled, and transported for
"EXPOSED" installation. This will result in modified handling
and loading procedures designed to minimize (not eliminate)
typical scratching and denting. Figure 1.2.10 and 1.2.11
shows typical handling marks from forklifts or dunnage.
Product Approvals 1.3
ASC Steel Deck conducts extensive test and engineering
programs with independent testing labs to ensure
that our products comply with the stringent criteria of
today’s building codes. The structural performance of
our composite and non-composite steel deck products
have been verified and evaluated by reputable evaluation
agencies, such as the International Association of
Plumbing and Mechanics Officials Uniform Evaluation
Services (IAPMO-ES), Los Angeles City Research Reports
(LARR), and Underwriters Laboratory (UL).
IAPMO-ES
ASC Steel Deck's composite and non-composite
steel deck panels are independently evaluated for
conformance with the IBC by IAPMO-ES. IAPMO-
ES is accredited by the American Standards Institute
(ANSI) per ISO/IEC Guide 65 General Requirements for
Bodies Operating Product Certification Systems. LA
City Research Reports (LARR) for ASC composite and
non-composite steel decks are derived from IAPMO-ES
reports. The technical evaluation for conformance with
the IBC is made available to code officials, contractors,
specifiers, architects, engineers, and others. IAMPO-ES
reports provide evidence that ASC Steel Deck products
meet the most rigorous standards and are compliant
under current code requirements.
Underwriters Laboratories UL-Fire Ratings
ASC Steel Deck products which bare the UL approved
mark have been investigated for fire resistance.
Underwriters Laboratories is an independent, product
safety testing and certification organization. ASC Steel
Deck has been evaluated for fire resistance per UL 263
Fire Tests of Building Construction and Materials. See UL
directory for fire rated assemblies.
The Fire Ratings table (See figure 1.4.1) offers a quick
reference summary of design numbers, fire ratings, deck
type, SFRM Spray Applied Fire Resistive material listings
and more. The details of each design assembly are listed on
the UL Online Certification Directory www.ul.com.
Figure 1.2.10: UNDERSIDE HANDLING MARKS
TABLE OF CONTENTS
www.ascsd.com
10 V1.0 • Composite and Non-Composite Design Guide
1.4 Fire Ratings
Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE
UL Design
Number
Minimum Beam or Joist
Unrestrained
Assembly
Rating
8
Minimum Concrete
Reinforcing
Fire Proong
2
On
Restrained
Assembly
Rating
8
Concrete
CF 1
3
⁄8
Deck
3
Smooth Series
TM
Option
Note
UL Design
Number
Beam Deck
Thickness Type
BH-36
BHN-36
BHN-35
1
⁄4
BHF-36
NH-32
NHN-32
NHF-32
2WH-36
2WHF-36
3WxH-36
3WxHF-36
hr hr in pcf
D216
W8x15, 10J3, 12K1, 20LH
with a minimum of 13 lbs per foot weight
1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4
None
(ceiling
system
below)
none 1, 1
1
⁄2, 2, 3
varies
depending
on accustic
material,
see UL listing
"147-153 NW
107-113 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
3
D216
D303
W8x28 1, 1
1
⁄2, 2 6x6 10x10 SWG
Mineral
ber
board
Mineral
ber
board
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D303
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 4
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3 5
1
⁄4
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3
⁄4 or 1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
1 2
5
⁄8
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 3
1
⁄2 114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3 4
7
⁄16
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D502
W8x28, 20" Joist Girders at 20plf, 12K1, LH Series joists 1
1
⁄2, 2 6x6 W1.4xW1.4
none
(ceiling
system
below)
none 1
1
⁄2, 2 2
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
3
D502
D703
W8x20 1, 1
1
⁄2 6x6 W2.9xW2.9 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"142-148 NW
105 LW"
✓ ✓ ✓ ✓
N 3
D703
D708
W10x17 1
1
⁄2,3 6x6 W2.9xW2.9 SFRM SFRM 3 2
1
⁄2
"145-151 NW
109-115 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D708
D712
W8x24 1
1
⁄2, 2 6x6, 10x10 SWG SFRM SFRM 1, 1
1
⁄2, 2 2
1
⁄2
"147-153 NW
110 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D712
D722
W6x12 1, 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2 2
1
⁄2
"142-148 NW
112 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D722
D739
W8x28, W6x12,OWSJ, Cast in place concrete beams 1, 1
1
⁄2, 2, 3, 4 6x6 W2.9xW2.9, Synthetic bers SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 2
1
⁄2
"142-148 NW
102-120 LW
(110 LW with
joists)"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D739
D740
W10x15 1 6x6 10x10 SWG SFRM SFRM 2 2
1
⁄2 147-153 NW
✓ ✓ ✓ ✓
N
D740
D743
W8x20, W8x28, W8x15, Cast in place concrete beams 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
"147-153 NW
107-113 LW"
✓ ✓ ✓ ✓
N 3
D743
D750
W8x21 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2
"142-148 NW
105-111 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D750
D754
W8x28 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 3, 4 3
1
⁄4 115-121 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
N/A
D754
D755
W8x24, W8x28, 10H3, 12J6 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 2, 3 2
1
⁄2
"147-13 NW
109-115 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D755
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 11
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Fire Ratings 1.4
Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE
UL Design
Number
Minimum Beam or Joist
Unrestrained
Assembly
Rating
8
Minimum Concrete
Reinforcing
Fire Proong
2
On
Restrained
Assembly
Rating
8
Concrete
CF 1
3
⁄8
Deck
3
Smooth Series
TM
Option
Note
UL Design
Number
Beam Deck
Thickness Type
BH-36
BHN-36
BHN-35
1
⁄4
BHF-36
NH-32
NHN-32
NHF-32
2WH-36
2WHF-36
3WxH-36
3WxHF-36
hr hr in pcf
D216
W8x15, 10J3, 12K1, 20LH
with a minimum of 13 lbs per foot weight
1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4
None
(ceiling
system
below)
none 1, 1
1
⁄2, 2, 3
varies
depending
on accustic
material,
see UL listing
"147-153 NW
107-113 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
3
D216
D303
W8x28 1, 1
1
⁄2, 2 6x6 10x10 SWG
Mineral
ber
board
Mineral
ber
board
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D303
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 4
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3 5
1
⁄4
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3
⁄4 or 1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
1 2
5
⁄8
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 3
1
⁄2 114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3 4
7
⁄16
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D502
W8x28, 20" Joist Girders at 20plf, 12K1, LH Series joists 1
1
⁄2, 2 6x6 W1.4xW1.4
none
(ceiling
system
below)
none 1
1
⁄2, 2 2
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
3
D502
D703
W8x20 1, 1
1
⁄2 6x6 W2.9xW2.9 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"142-148 NW
105 LW"
✓ ✓ ✓ ✓
N 3
D703
D708
W10x17 1
1
⁄2,3 6x6 W2.9xW2.9 SFRM SFRM 3 2
1
⁄2
"145-151 NW
109-115 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D708
D712
W8x24 1
1
⁄2, 2 6x6, 10x10 SWG SFRM SFRM 1, 1
1
⁄2, 2 2
1
⁄2
"147-153 NW
110 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D712
D722
W6x12 1, 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2 2
1
⁄2
"142-148 NW
112 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D722
D739
W8x28, W6x12,OWSJ, Cast in place concrete beams 1, 1
1
⁄2, 2, 3, 4 6x6 W2.9xW2.9, Synthetic bers SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 2
1
⁄2
"142-148 NW
102-120 LW
(110 LW with
joists)"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D739
D740
W10x15 1 6x6 10x10 SWG SFRM SFRM 2 2
1
⁄2 147-153 NW
✓ ✓ ✓ ✓
N
D740
D743
W8x20, W8x28, W8x15, Cast in place concrete beams 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
"147-153 NW
107-113 LW"
✓ ✓ ✓ ✓
N 3
D743
D750
W8x21 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2
"142-148 NW
105-111 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D750
D754
W8x28 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 3, 4 3
1
⁄4 115-121 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
N/A
D754
D755
W8x24, W8x28, 10H3, 12J6 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 2, 3 2
1
⁄2
"147-13 NW
109-115 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D755
TABLE OF CONTENTS
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12 V1.0 • Composite and Non-Composite Design Guide
1.4 Fire Ratings
Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE
UL Design
Number
Minimum Beam or Joist
Unrestrained
Assembly
Rating
8
Minimum Concrete
Reinforcing
Fire Proong
2
On
Restrained
Assembly
Rating
8
Concrete
CF 1
3
⁄8
Deck
3
Smooth Series
TM
Option
Note
UL Design
Number
Beam Deck
Thickness Type
BH-36
BHN-36
BHN-35
1
⁄4
BHF-36
NH-32
NHN-32
NHF-32
2WH-36
2WHF-36
3WxH-36
3WxHF-36
hr hr in pcf
D759
W8x28, 12K5, 12" deep OWSJ at 7.1plf 1, 1
1
⁄2, 2, 3
6x6 W1.4xW1.4 with beams,
6x6 W2.9xW2.9 with joists, Fiber
reinforcement
SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"147-13 NW
109-115 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D759
D760
W8x28, OWSJ 1, 1
1
⁄2, 2, 3, 4 6x6 W1.4xW1.4 SFRM SFRM 2, 3, 4 2
1
⁄2
"144-150 NW
107-113 LW"
✓ ✓ ✓ ✓ ✓
N
D760
D764
W8x28, OWSJ 2 6x6, 6x6 SWG SFRM SFRM 2 2
1
⁄2 117 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D764
D767
W8x28, W6x12,OWSJ, Cast in place concrete beams 1, 1
1
⁄2, 2, 3, 4
6x6 W1.4xW1.4 with beams, 6x6
W2.9xW2.9 with OWSJ
SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 2
1
⁄2
"142-148 NW
102-120 LW
(110 LW with
joists)"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D767
D768
W10x17 1
1
⁄2, 3 6x6 W2.9xW2.9 SFRM SFRM 3 2
1
⁄2
"145-151 NW
109-115 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D768
D775
W8x21 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2
"142-148 NW
105-111 LW"
✓ ✓ ✓ ✓ ✓ ✓
N/A
D775
D779
W8x28, 8K1 1, 1
1
⁄2, 2, 3, 4 6x6 W1.4xW1.4, Synthetic bers SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 2
1
⁄2
"142-148 NW
102-120 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓
N/A
D779
D782
W8x28, 10" Deep OWSJ 1, 1
1
⁄2, 2, 3, 4 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 3
1
⁄4 115-121 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
N/A
D782
D788
W8x28, 10K1 1, 1
1
⁄2, 2, 3, 4 6x6 8x8 SWG SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 2
1
⁄2
"NW
LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D788
D794
W8x28, OWSJ 2 6x6 6x6 SWG SFRM SFRM 2 2
1
⁄2
"147-153 NW
117 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D794
D795
W8x28, OWSJ 1, 1
1
⁄2, 2, 3
6x6 W1.4xW1.4 with beams, 6x6
W2.9xW2.9 with OWSJ
SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"147-153 NW
109-115 LW"
✓ ✓ ✓ ✓ ✓
N
D795
D798
W8x28, OWSJ 1, 1
1
⁄2, 2, 3, 4
6x6 10X10 with beams, 6x6
W1.4xW1.4 with OWSJ
SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 2
1
⁄2
"142-148 NW
107-113 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓
N/A
D798
D799
W8x28, 10K1 1, 1
1
⁄2, 2, 3
6x6 W1.4xW1.4 with beams, 6x6
W2.9xW2.9 with OWSJ
SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"147-153 NW
109-115 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D799
D825
W8x17 1, 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2
"147-153 NW
105-111 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D825
D826
W8x20 0 6x6 W1.4xW1.4 SFRM SFRM 2 3
1
⁄4 108-114 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D826
D832
W8x24, W8x28 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"147-153 NW
109-115 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D832
D833
W10x25 2, 3 WWF Optional SFRM SFRM 2, 3 2
1
⁄2
"147-153 NW
109-115 LW"
✓ ✓ ✓ ✓
N 3
D833
D840
W8x28 0 6x6 10x10 SWG SFRM SFRM 2
3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D840
3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3
1
⁄2 107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D858
W10x25, Concrete beam 1, 1
1
⁄2, 2, 3, 4 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 2
1
⁄2
"147-153 NW
108-115 LW"
✓ ✓
N/A 3
D858
D859
W8x20 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
"142-148 NW
108-115 LW"
✓ ✓ ✓ ✓
N 3
D859
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 13
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Fire Ratings 1.4
Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE
UL Design
Number
Minimum Beam or Joist
Unrestrained
Assembly
Rating
8
Minimum Concrete
Reinforcing
Fire Proong
2
On
Restrained
Assembly
Rating
8
Concrete
CF 1
3
⁄8
Deck
3
Smooth Series
TM
Option
Note
UL Design
Number
Beam Deck
Thickness Type
BH-36
BHN-36
BHN-35
1
⁄4
BHF-36
NH-32
NHN-32
NHF-32
2WH-36
2WHF-36
3WxH-36
3WxHF-36
hr hr in pcf
D759
W8x28, 12K5, 12" deep OWSJ at 7.1plf 1, 1
1
⁄2, 2, 3
6x6 W1.4xW1.4 with beams,
6x6 W2.9xW2.9 with joists, Fiber
reinforcement
SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"147-13 NW
109-115 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D759
D760
W8x28, OWSJ 1, 1
1
⁄2, 2, 3, 4 6x6 W1.4xW1.4 SFRM SFRM 2, 3, 4 2
1
⁄2
"144-150 NW
107-113 LW"
✓ ✓ ✓ ✓ ✓
N
D760
D764
W8x28, OWSJ 2 6x6, 6x6 SWG SFRM SFRM 2 2
1
⁄2 117 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D764
D767
W8x28, W6x12,OWSJ, Cast in place concrete beams 1, 1
1
⁄2, 2, 3, 4
6x6 W1.4xW1.4 with beams, 6x6
W2.9xW2.9 with OWSJ
SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 2
1
⁄2
"142-148 NW
102-120 LW
(110 LW with
joists)"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D767
D768
W10x17 1
1
⁄2, 3 6x6 W2.9xW2.9 SFRM SFRM 3 2
1
⁄2
"145-151 NW
109-115 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D768
D775
W8x21 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2
"142-148 NW
105-111 LW"
✓ ✓ ✓ ✓ ✓ ✓
N/A
D775
D779
W8x28, 8K1 1, 1
1
⁄2, 2, 3, 4 6x6 W1.4xW1.4, Synthetic bers SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 2
1
⁄2
"142-148 NW
102-120 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓
N/A
D779
D782
W8x28, 10" Deep OWSJ 1, 1
1
⁄2, 2, 3, 4 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 3
1
⁄4 115-121 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
N/A
D782
D788
W8x28, 10K1 1, 1
1
⁄2, 2, 3, 4 6x6 8x8 SWG SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 2
1
⁄2
"NW
LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D788
D794
W8x28, OWSJ 2 6x6 6x6 SWG SFRM SFRM 2 2
1
⁄2
"147-153 NW
117 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D794
D795
W8x28, OWSJ 1, 1
1
⁄2, 2, 3
6x6 W1.4xW1.4 with beams, 6x6
W2.9xW2.9 with OWSJ
SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"147-153 NW
109-115 LW"
✓ ✓ ✓ ✓ ✓
N
D795
D798
W8x28, OWSJ 1, 1
1
⁄2, 2, 3, 4
6x6 10X10 with beams, 6x6
W1.4xW1.4 with OWSJ
SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 2
1
⁄2
"142-148 NW
107-113 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓
N/A
D798
D799
W8x28, 10K1 1, 1
1
⁄2, 2, 3
6x6 W1.4xW1.4 with beams, 6x6
W2.9xW2.9 with OWSJ
SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"147-153 NW
109-115 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D799
D825
W8x17 1, 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2
"147-153 NW
105-111 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D825
D826
W8x20 0 6x6 W1.4xW1.4 SFRM SFRM 2 3
1
⁄4 108-114 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D826
D832
W8x24, W8x28 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"147-153 NW
109-115 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N 3
D832
D833
W10x25 2, 3 WWF Optional SFRM SFRM 2, 3 2
1
⁄2
"147-153 NW
109-115 LW"
✓ ✓ ✓ ✓
N 3
D833
D840
W8x28 0 6x6 10x10 SWG SFRM SFRM 2
3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D840
3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3
1
⁄2 107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D858
W10x25, Concrete beam 1, 1
1
⁄2, 2, 3, 4 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 2
1
⁄2
"147-153 NW
108-115 LW"
✓ ✓
N/A 3
D858
D859
W8x20 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
"142-148 NW
108-115 LW"
✓ ✓ ✓ ✓
N 3
D859
TABLE OF CONTENTS
www.ascsd.com
14 V1.0 • Composite and Non-Composite Design Guide
1.4 Fire Ratings
Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE
UL Design
Number
Minimum Beam or Joist
Unrestrained
Assembly
Rating
8
Minimum Concrete
Reinforcing
Fire Proong
2
On
Restrained
Assembly
Rating
8
Concrete
CF 1
3
⁄8
Deck
3
Smooth Series
TM
Option
Note
UL Design
Number
Beam Deck
Thickness Type
BH-36
BHN-36
BHN-35
1
⁄4
BHF-36
NH-32
NHN-32
NHF-32
2WH-36
2WHF-36
3WxH-36
3WxHF-36
hr hr in pcf
D861
W8x15, W10x25 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2
"137-150 NW
107-115 LW"
✓ ✓
N
D861
D862
W8x21 1 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2 99-105 LW
✓ ✓ ✓ ✓
N/A
D862
D867
W8x18 1
1
⁄2, 2 6x6 6x6 SWG SFRM SFRM 3 -
"144-150 NW
107-113 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D867
D871
W8x21, Concrete beam 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"147-153 NW
108-115 LW"
✓ ✓ ✓
N 3
D871
D875
W8x20 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
"142-148 NW
108-115 LW"
✓ ✓
N/A 3
D875
D877
W8x17 1, 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2
"147-153 NW
105-111 LW"
✓ ✓
N/A 3
D877
D878
W8x20 0 6x6 W1.4xW1.4 SFRM SFRM 2 3
1
⁄4 108-114 LW
✓ ✓ ✓ ✓ ✓
N/A 3
D878
D883
W8x24, W8x28 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"147-153 NW
109-115 LW"
✓ ✓
N/A 3
D883
D884
W10x25 2, 3 WWF Optional SFRM SFRM 2, 3 2
1
⁄2
"147-153 NW
107-115 LW"
✓
N/A 3
D884
D888
W8x28 0 6x6 10x10 SWG SFRM None 2
3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
N/A
D888
3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓
3
1
⁄2 107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
D891
W10x25, Concrete beam 1, 1
1
⁄2, 2, 3, 4 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 2
1
⁄2
"147-153 NW
108-115 LW"
✓ ✓
N/A 3
D891
D892
W8x15, W10x25 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2
"137-150 NW
107-115 LW"
✓
N/A 3
D892
D893
W8x21 1 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2 109-115 LW
✓ ✓
N/A
D893
D898
W8x21, Concrete beam 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"147-153 NW
108-115 LW"
✓ ✓
N/A 3
D898
D902
W12x14, W8x28, W8x24,
W6x21, 8K1, 12K5, OWSJ
1, 1
1
⁄2, 2, 3
6x6 10x10 SWG,
Fiber reinforcement
SFRM none
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D902
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 4
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 5
1
⁄4
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
5
⁄8
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄2 114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
7
⁄16
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
TABLE OF CONTENTS
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Fire Ratings 1.4
Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE
UL Design
Number
Minimum Beam or Joist
Unrestrained
Assembly
Rating
8
Minimum Concrete
Reinforcing
Fire Proong
2
On
Restrained
Assembly
Rating
8
Concrete
CF 1
3
⁄8
Deck
3
Smooth Series
TM
Option
Note
UL Design
Number
Beam Deck
Thickness Type
BH-36
BHN-36
BHN-35
1
⁄4
BHF-36
NH-32
NHN-32
NHF-32
2WH-36
2WHF-36
3WxH-36
3WxHF-36
hr hr in pcf
D861
W8x15, W10x25 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2
"137-150 NW
107-115 LW"
✓ ✓
N
D861
D862
W8x21 1 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2 99-105 LW
✓ ✓ ✓ ✓
N/A
D862
D867
W8x18 1
1
⁄2, 2 6x6 6x6 SWG SFRM SFRM 3 -
"144-150 NW
107-113 LW"
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D867
D871
W8x21, Concrete beam 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"147-153 NW
108-115 LW"
✓ ✓ ✓
N 3
D871
D875
W8x20 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
"142-148 NW
108-115 LW"
✓ ✓
N/A 3
D875
D877
W8x17 1, 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2
"147-153 NW
105-111 LW"
✓ ✓
N/A 3
D877
D878
W8x20 0 6x6 W1.4xW1.4 SFRM SFRM 2 3
1
⁄4 108-114 LW
✓ ✓ ✓ ✓ ✓
N/A 3
D878
D883
W8x24, W8x28 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"147-153 NW
109-115 LW"
✓ ✓
N/A 3
D883
D884
W10x25 2, 3 WWF Optional SFRM SFRM 2, 3 2
1
⁄2
"147-153 NW
107-115 LW"
✓
N/A 3
D884
D888
W8x28 0 6x6 10x10 SWG SFRM None 2
3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
N/A
D888
3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓
3
1
⁄2 107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
D891
W10x25, Concrete beam 1, 1
1
⁄2, 2, 3, 4 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3, 4 2
1
⁄2
"147-153 NW
108-115 LW"
✓ ✓
N/A 3
D891
D892
W8x15, W10x25 1
1
⁄2, 2 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2
"137-150 NW
107-115 LW"
✓
N/A 3
D892
D893
W8x21 1 6x6 W1.4xW1.4 SFRM SFRM 2 2
1
⁄2 109-115 LW
✓ ✓
N/A
D893
D898
W8x21, Concrete beam 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 SFRM SFRM 1, 1
1
⁄2, 2, 3 2
1
⁄2
"147-153 NW
108-115 LW"
✓ ✓
N/A 3
D898
D902
W12x14, W8x28, W8x24,
W6x21, 8K1, 12K5, OWSJ
1, 1
1
⁄2, 2, 3
6x6 10x10 SWG,
Fiber reinforcement
SFRM none
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D902
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 4
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 5
1
⁄4
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
5
⁄8
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄2 114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
7
⁄16
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
TABLE OF CONTENTS
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16 V1.0 • Composite and Non-Composite Design Guide
1.4 Fire Ratings
Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE
UL Design
Number
Minimum Beam or Joist
Unrestrained
Assembly
Rating
8
Minimum Concrete
Reinforcing
Fire Proong
2
On
Restrained
Assembly
Rating
8
Concrete
CF 1
3
⁄8
Deck
3
Smooth Series
TM
Option
Note
UL Design
Number
Beam Deck
Thickness Type
BH-36
BHN-36
BHN-35
1
⁄4
BHF-36
NH-32
NHN-32
NHF-32
2WH-36
2WHF-36
3WxH-36
3WxHF-36
hr hr in pcf
D907
W8x17, W8x28 0 6x6 W1.4xW1.4 SFRM none 2 3
1
⁄4 110 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D907
D914
W8x28 0 6x6 W1.4xW1.4 SFRM none
3
⁄4, 1 2
1
⁄2 110 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D914
D916
W8x28, OWSJ 0 6x6 10x10 SWG SFRM none
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D916
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 4
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 5
1
⁄4
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3
⁄4 or 1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
5
⁄8
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄2 114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
7
⁄16
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D918
W8x20 0 6x6 W1.4xW1.4 SFRM none
1 3
1
⁄2
150-156 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
4, 5
D918
1
1
⁄2 4 150-156 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 4
1
⁄2 150-156 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 5
1
⁄4
150-156 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄2
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
7
⁄16
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D919
W8x28 0 6x6 W1.4xW1.4 SFRM none
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D919
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 4
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 5
1
⁄4
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄2
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
7
⁄16
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D920
W8x28 0 6x6 W1.4xW1.4 SFRM none 2 3
1
⁄4 110-120 LW
✓ ✓ ✓ ✓
Y
D920
D922
W8x28, OWSJ 0 6x6 10x10 SWG SFRM none Refer to D916 for these values.
D922
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Fire Ratings 1.4
Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE
UL Design
Number
Minimum Beam or Joist
Unrestrained
Assembly
Rating
8
Minimum Concrete
Reinforcing
Fire Proong
2
On
Restrained
Assembly
Rating
8
Concrete
CF 1
3
⁄8
Deck
3
Smooth Series
TM
Option
Note
UL Design
Number
Beam Deck
Thickness Type
BH-36
BHN-36
BHN-35
1
⁄4
BHF-36
NH-32
NHN-32
NHF-32
2WH-36
2WHF-36
3WxH-36
3WxHF-36
hr hr in pcf
D907
W8x17, W8x28 0 6x6 W1.4xW1.4 SFRM none 2 3
1
⁄4 110 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D907
D914
W8x28 0 6x6 W1.4xW1.4 SFRM none
3
⁄4, 1 2
1
⁄2 110 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D914
D916
W8x28, OWSJ 0 6x6 10x10 SWG SFRM none
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D916
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 4
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 5
1
⁄4
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3
⁄4 or 1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
5
⁄8
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄2 114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
7
⁄16
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D918
W8x20 0 6x6 W1.4xW1.4 SFRM none
1 3
1
⁄2
150-156 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
4, 5
D918
1
1
⁄2 4 150-156 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 4
1
⁄2 150-156 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 5
1
⁄4
150-156 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄2
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
7
⁄16
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D919
W8x28 0 6x6 W1.4xW1.4 SFRM none
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D919
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 4
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 5
1
⁄4
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄2
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
7
⁄16
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D920
W8x28 0 6x6 W1.4xW1.4 SFRM none 2 3
1
⁄4 110-120 LW
✓ ✓ ✓ ✓
Y
D920
D922
W8x28, OWSJ 0 6x6 10x10 SWG SFRM none Refer to D916 for these values.
D922
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18 V1.0 • Composite and Non-Composite Design Guide
1.4 Fire Ratings
Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE
UL Design
Number
Minimum Beam or Joist
Unrestrained
Assembly
Rating
8
Minimum Concrete
Reinforcing
Fire Proong
2
On
Restrained
Assembly
Rating
8
Concrete
CF 1
3
⁄8
Deck
3
Smooth Series
TM
Option
Note
UL Design
Number
Beam Deck
Thickness Type
BH-36
BHN-36
BHN-35
1
⁄4
BHF-36
NH-32
NHN-32
NHF-32
2WH-36
2WHF-36
3WxH-36
3WxHF-36
hr hr in pcf
D923
W8x28 0 6x6 10x10 SWG SFRM none
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D923
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 4
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 5
1
⁄4
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
5
⁄8
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄2 107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
7
⁄16
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D924
W8x28 0
Synthetic bers,
negative reinforcing steel
SFRM none
2 4
1
⁄8
142-148 NW
✓ ✓ ✓ ✓ ✓
N/A 4
D924
2 4
3
⁄8
142-148 NW
✓ ✓ ✓ ✓ ✓
N/A 5
2 3
1
⁄8
105-111 LW
✓ ✓ ✓ ✓ ✓
N/A
3 5 142-148 NW
✓ ✓ ✓ ✓ ✓
N/A 4
3 5
3
⁄8 142-148 NW
✓ ✓ ✓ ✓ ✓
N/A 5
3 4
105-111 LW
✓ ✓ ✓ ✓ ✓
N/A
D925
W8x28, W8x16, 8K1 OWSJ 0
6x6 10x10 SWG or negative bending
reinforcement with synthetic bers
SFRM none Refer to D902 for these values.
D925
D927
W8x28, OWSJ 0 6x6 10x10 SWG SFRM none Refer to D916 for these values.
D927
D929
W8x28 0 6x6 10x10 SWG SFRM none Refer to D916 for these values.
D929
D931
W8x28 0 or 1 6x6 10x10 SWG SFRM none Refer to D902 for these values.
D931
D949
W8x28 0 6x6 10x10 SWG SFRM none Refer to D916 for these values.
D949
D957
W12x14, W8x28, W8x24, W6x12, OWSJ 1, 1
1
⁄2, 2, 3 6x6 10x10 SWG none
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D957
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 4
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 5
1
⁄4
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓
Y
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
5
⁄8
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄2 114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
7
⁄16
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 19
www.ascsd.com
Fire Ratings 1.4
Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE
UL Design
Number
Minimum Beam or Joist
Unrestrained
Assembly
Rating
8
Minimum Concrete
Reinforcing
Fire Proong
2
On
Restrained
Assembly
Rating
8
Concrete
CF 1
3
⁄8
Deck
3
Smooth Series
TM
Option
Note
UL Design
Number
Beam Deck
Thickness Type
BH-36
BHN-36
BHN-35
1
⁄4
BHF-36
NH-32
NHN-32
NHF-32
2WH-36
2WHF-36
3WxH-36
3WxHF-36
hr hr in pcf
D923
W8x28 0 6x6 10x10 SWG SFRM none
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D923
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 4
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 5
1
⁄4
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
5
⁄8
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄2 107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
7
⁄16
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D924
W8x28 0
Synthetic bers,
negative reinforcing steel
SFRM none
2 4
1
⁄8
142-148 NW
✓ ✓ ✓ ✓ ✓
N/A 4
D924
2 4
3
⁄8
142-148 NW
✓ ✓ ✓ ✓ ✓
N/A 5
2 3
1
⁄8
105-111 LW
✓ ✓ ✓ ✓ ✓
N/A
3 5 142-148 NW
✓ ✓ ✓ ✓ ✓
N/A 4
3 5
3
⁄8 142-148 NW
✓ ✓ ✓ ✓ ✓
N/A 5
3 4
105-111 LW
✓ ✓ ✓ ✓ ✓
N/A
D925
W8x28, W8x16, 8K1 OWSJ 0
6x6 10x10 SWG or negative bending
reinforcement with synthetic bers
SFRM none Refer to D902 for these values.
D925
D927
W8x28, OWSJ 0 6x6 10x10 SWG SFRM none Refer to D916 for these values.
D927
D929
W8x28 0 6x6 10x10 SWG SFRM none Refer to D916 for these values.
D929
D931
W8x28 0 or 1 6x6 10x10 SWG SFRM none Refer to D902 for these values.
D931
D949
W8x28 0 6x6 10x10 SWG SFRM none Refer to D916 for these values.
D949
D957
W12x14, W8x28, W8x24, W6x12, OWSJ 1, 1
1
⁄2, 2, 3 6x6 10x10 SWG none
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D957
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 4
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 5
1
⁄4
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓
Y
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
5
⁄8
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄2 114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
7
⁄16
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
TABLE OF CONTENTS
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20 V1.0 • Composite and Non-Composite Design Guide
1.4 Fire Ratings
Table Notes:
1. This table summarizes ASC Steel Deck's UL fire listings. Refer to the UL website for the most accurate and up-to-date listings.
2. SFRM = Spray-Applied Fire Resistive Material.
3. ASC Steel Deck may be used as blend deck with other manufacturers electrified cellular deck or trench.
4. Carbonate Aggregate.
5. Siliceous Aggregate.
6. BK Holding Corp. Ultra Fiber 500
®
7. Syntheon Inc. Elemix
®
XE and Grey XE concrete additive.
8. For restrained fire ratings see UL listng for additional requirements.
Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE
UL Design
Number
Minimum Beam or Joist
Unrestrained
Assembly
Rating
8
Minimum Concrete
Reinforcing
Fire Proong
2
On
Restrained
Assembly
Rating
8
Concrete
CF 1
3
⁄8
Deck
3
Smooth Series
TM
Option
Note
UL Design
Number
Beam Deck
Thickness Type
BH-36
BHN-36
BHN-35
1
⁄4
BHF-36
NH-32
NHN-32
NHF-32
2WH-36
2WHF-36
3WxH-36
3WxHF-36
hr hr in pcf
D967
W8x28 0 6x6 W1.4xW1.4 SFRM none
3
⁄4, 1 2
1
⁄2 110 LW
✓ ✓ ✓ ✓ ✓
N/A
D967
D968
W8x28 0 6x6 W1.4xW1.4 none
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D968
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 4
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 5
1
⁄4
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
1
⁄2 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄2
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
7
⁄16
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D973
W8x28 0 Fiber - Ultra Fiber 500 none 2 3
3
⁄4 142-148 NW
✓
N/A 6
D973
D974
W8x28 1
1
⁄2 6x6 10x10 SWG none 3 4
1
⁄2 114-120 NW
✓
N/A 7
D974
D975
W8x28, W8x24, W6x12 1, 1
1
⁄2, 2, 3 6x6 10x10 SWG none Refer to D957 for these values.
D975
D976
W8x28 OWSJ 1, 1
1
⁄2, 2 6x6 8x8 SWG none 1, 1
1
⁄2, 2 3
1
⁄2 111-117 NW
✓
N/A 7
D976
D977
W8x28, OWSJ 1, 1
1
⁄2 6x6 8x8 SWG none 1, 1
1
⁄2, 2 3
1
⁄2 112.5-106.5 LW
✓ ✓
N/A 7
D977
D985
W8x28, 10K1 0 6x6 10x10 SWG none
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D985
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 4
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3 5
1
⁄44
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3
⁄4 or 1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓
N
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
1 2
5
⁄8
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 3
1
⁄2 114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3 4
7
⁄16
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D988
W8x28, 10K1 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 none Refer to D902 for these values.
D988
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 21
www.ascsd.com
Fire Ratings 1.4
Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE
UL Design
Number
Minimum Beam or Joist
Unrestrained
Assembly
Rating
8
Minimum Concrete
Reinforcing
Fire Proong
2
On
Restrained
Assembly
Rating
8
Concrete
CF 1
3
⁄8
Deck
3
Smooth Series
TM
Option
Note
UL Design
Number
Beam Deck
Thickness Type
BH-36
BHN-36
BHN-35
1
⁄4
BHF-36
NH-32
NHN-32
NHF-32
2WH-36
2WHF-36
3WxH-36
3WxHF-36
hr hr in pcf
D967
W8x28 0 6x6 W1.4xW1.4 SFRM none
3
⁄4, 1 2
1
⁄2 110 LW
✓ ✓ ✓ ✓ ✓
N/A
D967
D968
W8x28 0 6x6 W1.4xW1.4 none
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D968
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 4
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 5
1
⁄4
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1 2
1
⁄2 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
2 3
1
⁄2
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
3 4
7
⁄16
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
Y
D973
W8x28 0 Fiber - Ultra Fiber 500 none 2 3
3
⁄4 142-148 NW
✓
N/A 6
D973
D974
W8x28 1
1
⁄2 6x6 10x10 SWG none 3 4
1
⁄2 114-120 NW
✓
N/A 7
D974
D975
W8x28, W8x24, W6x12 1, 1
1
⁄2, 2, 3 6x6 10x10 SWG none Refer to D957 for these values.
D975
D976
W8x28 OWSJ 1, 1
1
⁄2, 2 6x6 8x8 SWG none 1, 1
1
⁄2, 2 3
1
⁄2 111-117 NW
✓
N/A 7
D976
D977
W8x28, OWSJ 1, 1
1
⁄2 6x6 8x8 SWG none 1, 1
1
⁄2, 2 3
1
⁄2 112.5-106.5 LW
✓ ✓
N/A 7
D977
D985
W8x28, 10K1 0 6x6 10x10 SWG none
1 3
1
⁄2
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D985
1
1
⁄2 4 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 4
1
⁄2 147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3 5
1
⁄44
147-153 NW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3
⁄4 or 1 2
1
⁄2
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
1
1
⁄2 3 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 3
1
⁄4 107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 3
1
⁄4 107-116 LW
✓ ✓ ✓ ✓ ✓
N
3 4
3
⁄16
107-113 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
1 2
5
⁄8
107-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
2 3
1
⁄2 114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
3 4
7
⁄16
114-120 LW
✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓
N
D988
W8x28, 10K1 1, 1
1
⁄2, 2, 3 6x6 W1.4xW1.4 none Refer to D902 for these values.
D988
TABLE OF CONTENTS
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22 V1.0 • Composite and Non-Composite Design Guide
of the compression elements decreases as the localized
plate-like buckling increases. The bending capacity of the
deck increases with the increase in the grade of steel even
though the effective section properties are decreasing.
The increasing strength of the steel outpaces the decrease
in effective section properties leading to higher bending
capacities. Steel deck cannot be compared based strictly
on effective section properties without considering the
grade of the steel because of the effect on the effective
section properties by the grade of steel. Figure 1.5.1
demonstrates this for BH-36 steel deck.
Figure 1.5.1: EFFECTIVE SECTION PROPERTIES
20 Gage BH-36 Steel Deck Panel
Yield ksi
I
e
+
(in
4
/ft)
I
e
-
(in
4
/ft)
S
e
+
(in
3
/ft)
S
e
-
(in
3
/ft)
M
n
+
(Kip-in/ft)
33 0.193 0.237 0.235 0.251 4.65
37 0.187 0.233 0.233 0.247 5.17
40 0.187 0.233 0.232 0.244 5.56
50 0.177 0.227 0.228 0.236 6.83
55 0.177 0.227 0.227 0.233 7.34
80 0.173 0.223 0.218 0.230 7.84
Many steel deck panels are not symmetric. In most cases,
the top and bottom flange widths are not equivalent. The
bending stress and location of the neutral axis is therefore
different for positive and negative bending, resulting in
different positive and negative section properties.
Gross Section Properties
The gross section properties of the steel deck are based
on the entire cross section of the panel. Determination
of gross section properties assumes that there is
compression buckling of the compression flanges or
web elements of the steel deck, therefore there are no
ineffective elements. The gross section properties are
used in combination with effective section properties to
determine the deflection of the steel deck under uniform
out-of-plane loads and for checking axial compression
and bending.
Service Load Section Properties
The service load moment of inertia is used to determine
the deflection of the steel deck for out-of-plane loads.
The calculated moments of inertia are determined at
a working stress level of 0.6Fy. Following accepted
practice, the hybrid moment of inertia is based on the
sum of two times the effective moment of inertia, and
the gross moment of inertia divided by three, as follows:
1.5 Steel Deck Section Properties
Section Properties
All of ASC Steel Deck's section properties are calculated
in accordance with the American Iron and Steel Institute
Specification for the Design of Cold-Formed Steel
Structural Members, AISI S100-2012, Section B. Section
properties can be used to develop the bending capacity
of the steel deck for out-of-plane loads, which are
typically defined by gravity for composite decks carrying
construction and fluid concrete loads.
The section properties for steel floor deck, like other cold-
formed steel members such as Cee, Zee, hat-shaped
purlins, studs, and track are based on post-buckling
strength. Post-buckling strength is based on the concept
that compression flanges and portions of webs will exhibit
some local buckling prior to the load capacity of the
member being reached. To account for this, the widths of
the flat compression elements of the steel deck are reduced
for the purpose of determining the section properties,
excluding the portion that can no longer effectively carry
compression loads. This reduction of the gross section
properties results in the effective section properties.
Steel Thickness
The thickness of steel floor deck is typically specified
by a gage designation. The design of steel deck is
dependent on the specified design base steel thickness
in accordance with AISI S100-2012. The base steel
thickness should not be confused with the total coated
thickness, which is the combined thickness of the base
steel, the optional galvanizing thickness, and any factory-
applied paint system thickness.
The minimum acceptable base steel thickness to be
supplied shall not be less than 95% of the design
base steel thickness. This is specified in Section A2.4
Delivered Minimum Thickness of AISI S100-2012.
Some standards reference non-mandatory tables that list the
thickness of sheet steel by gage designation. These include
the AISC Manual of Steel Construction in the Miscellaneous
Information section of the appendix and AWS D1.3 in the
Annex. Both references indicate that the values are non-
mandatory and are for reference only. The nominal total
coated thicknesses listed for each gage in these sources
should not be used to determine if the cold-formed steel
structural member, including steel deck, meets the minimum
thickness requirement for the specified gage.
Effective Section Properties
Effective section properties for a steel deck panel are
used to check for the maximum bending and axial load
capacities.
The effective properties are determined at the full yield
stress of the steel. As the grade of steel increases, the
effective section properties decrease. The effective width
3
2
ge
d
II
I
+
=
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 23
www.ascsd.com
Steel Deck Section Properties 1.5
How to Read Section Properties Table
Panel Gage
Weight of
Panel Section
Per SQFT
Base Metal Thickness
(without Coating)
Gross Section Properties are
Identied by the Subscript, g
Effective Section Properties
are Identied by the
Subscript, e
Hybrid Moment of
Inertia for Uniform Load
Condition Only
Positive and Negative
Effective Moment of Inertia
for Non-Uniform Load
Conditions
Effective Section
Properties at
Service Load
Conditions
Effective Net Area
of Section
Figure 1.5.2: SAMPLE OF PANEL PROPERTIES TABLE
This deflection equation for uniformly distributed loads
takes into account that throughout the length of the
span, portions of the steel deck will have low bending
stress and others will have high bending stress. The
areas with low bending stress exhibit behavior based on
gross section properties because the stress is below the
onset of localized compression buckling. The portions
with high bending stress that are at or above the onset
of localized compression buckling exhibit progressively
lower effective section properties as the bending stress
goes up. Using the weighted average of the gross and
effective section properties is an effective method to
address deflections in which section properties change
depending on the bending stress.
TABLE OF CONTENTS
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24 V1.0 • Composite and Non-Composite Design Guide
1.6 Web Crippling
Steel Deck Reactions at Supports
Steel deck reactions at supports are governed by the
web crippling capacity of the steel deck webs on the
supporting member. This is calculated in accordance with
Section C3.4 of AISI S100-2012 for multi-web steel decks.
Reactions Due to Uniform Loads
The end and interior reactions listed in the tables in the
IAPMO ER-329 report are for a uniformly distributed out-
of-plane load applied to the deck (See figure 1.6.1 and
1.6.2).
R, END REACTION (plf)
R, INTERIOR
REACTION (plf)
UNIFORM DISTRIBUTION LOAD
Figure 1.6.1: UNIFORM DISTRIBUTED OUT-OF-PLANE LOAD
The allowable R
n
/Ω and factored ϕR
n
reactions presented
in the tables are in pounds per linear foot running axially
along the support for a given deck-bearing length on the
support (the support member width that the deck bears
on). This is based on the web crippling capacity multiplied
by the number of webs per foot. Figure 1.6.3 shows how
to read the reaction tables in the IAPMO ER-329 report.
Panels must be attached to supports with fastener
patterns not less than the minimum attachment patterns
shown for the deck panel.
UNIFORM LOAD (psf)
INTERIOR
BEARING
LENGTH
UNIFORM LOAD (psf)
UNIFORM LOAD (psf)
R R
Figure 1.6.2: SUPPORT REACTIONS
Point or Line Load Reactions
For load conditions that exceed the uniform reaction
capacity tables, including point loads and line loads on
the steel deck panel, the maximum reaction capacity
should be based on the web crippling capacity for the
steel deck. For reactions exceeding the published values,
or for conditions other than a uniformly distributed load,
the maximum reaction capacity shall be determined by
the designer in accordance with section C3.4 of the North
American Specifications for the Design of Cold-Formed
Steel Structural Members for multi-web steel panels and
the geometric constants presented in the web crippling
tables for the deck panel.
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 25
www.ascsd.com
Web Crippling 1.6
How to Read Web Crippling Table
Panel
Gage
Support Condition: Deck Panel End on Supports
or Deck Panel Continuous Over Supports
ASD Design Basis
Bearing Length of Deck Panel Web
on Support
LRFD Design
Basis
Deck Panel Geometry
Allowable Reaction of Deck Panel on Interior
Support with 2″ of bearing
Allowable Reaction of Deck Panel
on End Support with 1.5 Bearing
Gage
Figure 1.6.3: SAMPLE OF WEB CRIPPLING TABLE
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26 V1.0 • Composite and Non-Composite Design Guide
1.7 Steel Deck as a Concrete Form
Introduction
The design of deck as a form for concrete is based on ANSI/
SDI C-2011 for composite deck and ANSI/SDI NC-2010
for non-composite deck. The deck acts as a permanent
form for the concrete. In addition to providing formwork
for the concrete, the deck provides the tension reinforcing
for composite deck-slab systems. The deck also provides
a safety floor for erection and a working platform for
construction trades. It is critical that the deck be designed to
carry these loads to meet the expected performance.
Maximum Unshored Span Tables
The maximum unshored spans for single and uniform double
or triple deck span conditions are included in the load
tables for the deck in this catalog. This provides an easy
to use design aid to help select the appropriate deck type
and gage for a particular span. The maximum unshored
spans are determined in accordance with ANSI/SDI C-2011.
This design standard provides the minimum recommended
loads the deck is required to support including the weight
of the deck, concrete, and 20 psf uniform construction live
load or 150 plf concentrated construction live load. These
maximum unshored spans may not be appropriate for heavy
construction live loads from concrete buggies, drive on deck
laser screeds, or ride on power trowels. Maximum unshored
spans for loading conditions and span conditions that
exceed the load table should be determined by the designer
of record for the project or the engineer responsible for the
erection of the structure.
In addition to considering the loading used to develop
the maximum unshored span in the tables, the definition
of span and maximum reactions at supports need to be
considered. It is appropriate to consider the span as clear
span between supports when the supports have relatively
ridged flanges as compared to the deflection of the deck.
On supports without ridged flanges such as cold-formed
Cees, Zees, open web steel joists, and thin ledger angles,
center-to-center span is more appropriate.
The maximum spans may be governed by the maximum
reaction capacity of the composite deck at supports. ASC
Steel Deck does not specify a minimum bearing length
of deck on a support, however, allowable and factored
reaction tables are presented for each deck type. This
provides the maximum reaction for the deck based on the
bearing length of the deck on a support. This is limited by
the web crippling capacity of the deck. The deck span may
be limited by the maximum reactions for heavily loaded or
long spanning deck. (See figure 1.6.2)
Design Loads for Steel Deck as a Form
Steel deck as a form should be designed to resist the
anticipated construction loads applied to the steel deck.
The design should meet the minimum design loads
specified in ANSI/SDI C-2011 Standard for Composite
Steel Floor Deck-Slabs. This standard provides the
minimum recommended loads and load combinations
for steel deck as a form. This includes the dead weight
of concrete, and 20 psf uniform construction live load or
150 lbs concentrate load per foot width of deck. Heavy
equipment loads from concrete buggies, drive on deck
laser screeds, and ride-on power trowels exceed the
minimum design loads. It is critical that the maximum
unshored spans be checked by the designer of record or
the engineer responsible for the erection for the structure
for heavy equipment loads on deck used as a form.
ANSI/SDI C-2011 basic ASD combinations include the
following used to develop the tables in this report.
W
dc
+w
dd
+w
lc
ANSI/SDI C-2011 Eq 2.4.1
W
dc
+w
dd
+P
lc
ANSI/SDI C-2011 Eq. 2.4.2
W
dd
+w
cdl
≥ 50psf ANSI/SDI C-2011 Eq. 2.4.2
W
dc
= dead weight of concrete
1
W
dd
= dead weight of the steel deck
W
lc
= uniform construction live load
(combined with fluid concrete) not less than 20psf
W
cdl
= uniform construction live load
(combined with bare deck) not less than 50psf
P
lc
= concentrated construction live load per unit width
of deck section; 150lbs on a one foot width
Loading Note:
1. For form decks (non-composite), additional concrete dead
load is required for single spans in accordance with ANSI/
SDI NC-2010
Design of Steel Deck as a Form
The design of deck as a form is a straight forward engineering
exercise. The deck is no more than a cold–formed steel
beam spanning between the support framing. The provision
of AISI S100 should be used to determine the strength of the
deck. The bending moment, web shear, and reactions are
determined using engineering mechanics for slender beams.
ANSI/SDI C-2011, Appendix 1, shows loading configurations
that are typically used for steel deck as a form. These do
not address unequal spans and unique loading conditions.
The maximum moment, web shear, and reactions are then
checked against the strength of the deck to determine the
appropriate deck type and gage for a project.
The bending strength of a cold-formed steel deck should
be determined in accordance with AISI S100
. Allowable
stress design is commonly used for determining the
bending capacity of the steel deck. Combined bending
and web shear is often ignored because the web shear
stress is relatively small compared to the bending stress.
The section properties for steel deck are provided in
the IAPMO ER-329 report to aid in the design of deck
exceeding the scope of the maximum unshored span tables.
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Steel Deck as a Concrete Form 1.7
The reactions of the steel deck at supports should be
checked to ensure that the webs of the steel deck do not
buckle. The allowable web crippling of the deck may be
taken directly from the web crippling tables in the IAPMO
ER-329 report. For conditions exceeding the scope of
the tables, the web crippling will need to be determined in
accordance with AISI S100
. To help the designer, the flat
width of the web (h), bend radius (r), and angle relative to
the support (ϴ) are included in the tables.
It is important that deck used as a form does not over
deflect. ANSI/SDI C-2011 limits deflection to L/180, but
not to exceed ¾ inch. The deflection check is based on
the weight of the deck and concrete using equations of
engineering mechanics. Skip loading and constitution
live loads are not considered because these loads are
not present after the concrete is finished and during the
curing time. For the maximum unshored span tables
presented in the IAPMO ER-329 report, ASC Steel Deck
allows for an additional 3 psf for normal weight concrete
and 2 psf for lightweight concrete to account for added
concrete due to deflection. ANSI/SDI C-2011, Appendix
1, has equations for deflection for common conditions.
The actual deck deflection may vary from the predicted
deflection, however, the predicted limits have proven to
be reliable for the design of deck as a form.
Cantilevers
Cantilevering deck is an acceptable common solution to
extending the composite deck-slab past a support and
generally involves the use of a two piece pour stop as
shown in figure 1.7.1. Cantilevers need to be designed by
the engineer of record or the engineer responsible for the
erection of the structure. The section properties included
in the IAPMO ER-329 report provide the basic properties
for this calculation. The cantilever should be designed in
accordance with ANSI/SDI C-2011 section 2.4.
Backspan(s) Cantilever
Figure 1.7.1: Cantilevers
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28 V1.0 • Composite and Non-Composite Design Guide
1.8 Composite Deck-Slab Design
General Design Principles
The design of composite steel deck-slab systems reflect the
basic engineering concepts used to design reinforced concrete
beams. The concrete acts as the compression material, and
the steel deck bonded to the bottom of the concrete acts as
the tension steel. In this manner, the composite deck-slab
behaves like a simple reinforced concrete beam in which the
deck is the rebar.
A composite deck-slab is most commonly designed as a
simple span beam. The deck only provides positive bending
reinforcement. The minimum temperature and shrinkage
reinforcing is not adequate to develop negative bending
over supports. With out any significant negative bending
reinforcement over supports, the concrete is assumed to
crack and the deck yield in negative bending, creating a
condition in which the composite deck-slab is treated as a
simple beam. (See figure 1.8.1)
only warranted in conditions in which ASD is unfavorable.
An example would be a case in which a large portion of the
superimposed load is dead load. In these situations, a great
portion of the load would use a 1.2 load factor for dead
load, and a smaller portion of the load would use a 1.6 load
factor for live load. In these cases, an LRFD approach will
prove to be more efficient if the maximum superimposed
load carrying capacity is governing the design. LRFD is a
good choice for composite deck-slab systems supporting
heavy loads such as equipment pads and heavy planting
beds for green roof systems or patio decks.
Loading
Composite deck-slab systems are a very efficient way to
support many design loads. The loads should be static or
semi-static in nature. These are typical of dead loads and
typical commercial building live loads. Live loads that are
cyclic or vibratory in nature, however, may break down the
bond between the deck and slab over time. These loads
should not be applied to composite deck-slab systems
without supplemental reinforcing. Loads to watch out for:
Vibratory or Cyclic Loads: Machinery that vibrates or
applies a repetitive cyclic load should be avoided. This
type of equipment may break down the bond between
the concrete and deck due to vibration or high and
localized bending and shear.
Forklift Loads: Forklifts tend to create very high
localized wheel loads that apply significant localized
bending and shear to the composite deck-slab system
and should be avoided.
Hard Wheeled Loads: Heavily loaded hard wheeled
carts may apply high localized bending and shear
below the wheels that may approach the design
capacity of the composite deck-slab system and
should be avoided.
These types of cyclic or vibratory loads may be applied to
composite deck-slab systems if supplemental reinforcing
designed to carry the load is added to the concrete section.
In this case, the deck is considered a stay in place form,
similar to a form deck.
Parking Structures: Composite deck-slab systems
have been used successfully for parking structures for
many years. The combination of the relative light weight
of automobiles with pneumatic tires that distribute the
load and suspension, greatly reduce the effects of
dynamic cyclic loading on the composite deck-slab
system. For open parking structures, it is recommended
that the slab be sealed to reduce possible corrosion
of the steel deck from water penetrating cracks in
the slab. Supplemental reinforcing in the slab is
recommended in exposed conditions in which the deck
could corrode over time.
The maximum load carrying capacity of a composite deck-
slab system should be limited to the bending capacity,
vertical shear, and maximum acceptable deflection. ANSI/
SDI C-2011 provides the design methods for composite steel
deck-slab systems. The tables in the IAPMO ER-329 report
provide an easy to use design aid following these methods.
Superimposed Load Capacity
The superimposed load that the composite deck-slab
system carries are those loads that are in addition to the
concrete and deck self-weight. These loads consist of out-
of-plane dead and live loads. Most composite deck-slab
systems are designed using Allowable Stress Design (ASD).
This is a convenient method because either calculations or
load tables can be developed based on service loads. ASD
design does not take into account the different load factors
for dead and live loads of 1.2 and 1.6 respectively. Most ASD
superimposed load calculations and load tables assume
that the entire superimposed load is a live load using a load
factor of approximately 1.6, which heavily favors live loads
and is therefore conservative for dead loads. ASD is best
suited for applications for which the majority of the load is
live load, which is typical for most commercial building floor
applications.
Load and Resistance Factor Design (LRFD) is a more
efficient method of design for superimposed loads that are
primarily dead load. This method is more involved and is
Figure 1.8.1: Single Span
Uniform Load
Tension Crack Tension Crack
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Composite Deck-Slab Design 1.8
Concrete
Composite steel deck utilizes structural concrete fill poured
over the top of the steel deck. The design of the concrete
should be in accordance with ACI 318 with a minimum
compressive strength of 3000psi. ASC Steel Deck's load
tables are based on either 145 pcf normal weight concrete
or 110 pcf lightweight concrete. Composite deck systems
can be designed with lower or higher density light weight
concrete, but it is important that the effect on fire rating be
considered if applicable to the project.
Temperature and Shrinkage Reinforcing
Reinforcing should be provided in the concrete to
prevent temperature and shrinkage cracking. This can be
accomplished with welded wire fabric, reinforcing steel,
or fibers. The minimum steel reinforcing should not be
less than 0.00075 times the area of the concrete, but
not less than 6x6 Wl.4xWl.4 welded wire fabric. Steel
fibers may be used when the concrete is designed in
accordance with ASTM C1116 type I with steel fibers per
ASTM A820 type I, II or V, provided at the manufactures
recommended dosage, but not less than 25lbs/cy.
Macro synthetic fibers may be used when the concrete
is designed in accordance with ASTM C 1116 type III,
with fibers in accordance with ASTM D7508 provided
at the manufacturers recommended dosage, but not
less than 4lbs/cy. Other types of fibers that effectively
resist temperature and shrinkage cracking may be used
at the fiber manufactures recommended dosage. This is
appropriate because any increase in concrete strength
that may result from temperature and shrinkage control
using fibers is not considered when developing the load
carrying capacity of the composite deck-slab.
Composite Deck-Slab Section Properties
The development of section properties for composite
deck-slab assemblies follows the engineering mechanics
used to develop section properties for reinforced concrete
design. The convention in design of composite deck-slab
systems is to use the transformed section to convert
the area of steel into an equivalent area of concrete.
The transformed section properties are then used to
determine the nominal bending moment and predicted
deflections for the composite deck-slab section.
UnCracked Section
The uncracked section for composite steel deck-slab
systems is analogues to reinforced concrete design.
The uncracked section properties are determined at low
bending stress, in which the concrete is still effective
in tension. This is the condition in which the concrete
in tension, has not cracked, and still contributes to the
section properties. (See figure 1.8.2) The uncracked
moment of inertia is presented in the composite deck
tables in this report for common slab conditions.
For conditions exceeding the scope of the table, the
uncracked moment of inertia should be calculated in
accordance with ANSD/SDI C-2011 Appendix 4.
Cracked Section
The cracked section for composite deck-slab systems
is determined using methods similar to reinforced
concrete design. For composite deck-slab systems, this is
determined at a compressive yield stress in the concrete in
which the flexural stress is still assumed to be linear elastic
and the concrete in tension is cracked and is no longer
contributing to the section properties. (See figure 1.8.3) The
cracked moment of inertia is presented in the composite
deck tables in the IAPMO ER-329 report for common slab
conditions. For conditions exceeding the scope of the
tables, the cracked moment of inertia should be calculated
in accordance with ANSI/SDI C-2011 Appendix 4.
Bending Capacity
The flexural capacity for composite steel deck-slab systems
is determined using methods similar to reinforced concrete
design. In the IAPMO ER-329 report, the nominal bending
capacity for deck-slab systems that are not anchored to the
structure with headed shear stud anchors are developed
using the ANSI/SDI C-2011 prequalified method. This is
referred to as the yield method in which the nominal bending
moment is limited to the point at which the steel deck begins
to yield. This is determined using the cracked moment of
inertia and the yield strength of the steel deck. The factored
and allowable bending moments for common composite
steel deck-slab systems are listed in the tables in the
IAPMO ER-329 report. For conditions exceeding the scope
of the tables, the bending capacity should be calculated in
accordance with ANSI/SDI C-2011 pre-qualified sections
F
c
Neutral Axis of
Deck-Slab at Yield
Neutral Axis
of Steel Deck
F
s
Figure 1.8.3: Cracked Section
Neutral Axis of
Deck-Slab at ≤ F
ct
Neutral Axis
of Steel Deck
F
c
F
s
F
ct
Figure 1.8.2: Uncracked Section
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30 V1.0 • Composite and Non-Composite Design Guide
1.8 Composite Deck-Slab Design
method. The embossment factor (K) for this method is
presented in General Note 7 of section 1.18, Composite
Deck-Slab Table General Requirements along with the
embossment geometry.
Vertical Shear
The vertical shear capacity for a composite deck-slab system
is the combination of the shear contribution of the concrete
and the steel deck. The factored and allowable vertical shears
are presented in the tables in the IAPMO ER-329 report.
For conditions that exceed the tables, the shear should be
determined in accordance with ANSI/SDI C-2011.
Deflection
The deflection of a composite deck-slab system should
be checked to ensure serviceability of the system for
its intended use. The superimposed load tables in the
IAPMO ER-329 report have been limited to strength or
L/360 deflection limit. L/360 was chosen because it is
the typical live load deflection limit for floor systems.
Deflection was checked using the average of the cracked
and uncracked section properties.
2
uc
d
II
I
+
=
The average moment of inertia for deflection (I
d
) is
presented in the tables for common conditions. This can
be used to check the deflection for both lower and higher
deflection limits.
Concentrated Load
Concentrated point loads and line loads should be
checked using the composite deck properties including
the maximum bending moment, vertical shear, and
moment of inertia for the deflection check. ANSI/
SDI C-2011 section 9 provides a general solution for
concentrated loads on steel deck, including the design
of load distribution reinforcing in the slab.
n
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Non-Composite Deck-Slab Design 1.9
General
Non-composite steel deck design assumes that the steel deck
and concrete do not interact to develop composite sections
for bending. The design of non-composite deck should be
done in accordance with ANSI/SDI NC-2010 Standard for
Non-Composite Steel Floor Deck. The most common non-
composite deck design is to use the deck as a permanent
form and to design the reinforced concrete in accordance
with ACI 318. Another less common option is to design the
deck to carry all the design loads, including the weight of the
unreinforced concrete. For this option, the design of the deck
should follow the provisions of AISI S100 Specification for the
Design of Cold-Formed Steel Structural Members.
Deck as a Form
The design of deck as a form shall be in accordance with ANSI/
SDI NC-2010. Section 1.7 of this design guide discusses the
design of deck as a form.
Concrete Slab Design
The design of a concrete slab above a non-composite deck
should be in accordance with ACI 318. This includes bending
capacity, vertical shear, and diaphragm shear. It is acceptable
to ignore the contribution of the concrete in the flutes of the
deck when designing the concrete section. For this method
of design, the minimum thickness of concrete above the steel
deck is 1
1
⁄2 inches.
Temperature and Shrinkage Reinforcement
The minimum reinforcing for temperature and shrinkage
control should be in accordance with ACI 318.
Non-Composite Deck Load Tables
Non-composite deck uniform load tables are provided
in the IAPMO ER-329 report. The tables include the
maximum unshored span and the maximum uniform load
capacity of the non-composite deck.
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32 V1.0 • Composite and Non-Composite Design Guide
1.10 Penetrations and Openings
General
Openings and penetrations in composite deck-slab floor and
roof structures are a normal part of every building. These
can range from small pipe and conduit penetrations, to mid-
sized openings for mechanical ductwork, to large openings
for stair wells or elevator shafts. Small penetrations less
than 12 inches across may not require much, if any,
structural design consideration unless several are grouped
closely together. Mid-sized openings up to 2 to 3 feet
across most likely require design consideration to address
the appropriate distribution of load around the opening for
both deck as a form and the composite deck-slab system.
Large openings are generally designed with support framing
around the openings which is part of the overall framing for
the composite deck-slab floor or roof system. It is difficult to
have a “rule-of-thumb” for unscheduled openings because
of the wide variety of building conditions. The information
in this section should provide guidance toward addressing
a wide range of penetrations and openings in the composite
steel deck-slab system.
Deck-Over or Cut-Out?
The one major consideration which determines the complexity
of designing penetrations or openings in the steel deck is
whether to Deck-Over or Cut-Out the deck. This impacts how
the penetration affects the deck as a form and what type of
deck stiffeners or opening frames should be considered. For
purposes of the design guide, when Decked-Over or Cut-Out
are italicized they shall have the following definitions.
Decked-Over: an opening or penetration through the
deck-slab system in which the deck is placed, the
penetration or opening is blocked out with formwork,
Styrofoam, or edge form flashings without cutting the
deck, the concrete is poured and allowed to adequately
cure, then the deck is cut out when the opening is
needed. (See figure 1.10.1)
Cut-Out: an opening or penetration through the deck-
slab system in which the deck is placed, the penetration
or opening cut out, deck stiffeners or support frames
are installed (if required), the opening is flashed with
edge form or sleeving cans, then concrete is poured
and allowed to cure.
Penetrations or openings that are Decked-Over have several
key advantages, including simplifying the design of the deck
as a form and providing fall-protection safety for mid-size and
large openings. When the Decked-Over approach is used,
the steel deck bending capacity and vertical shear capacity
is not reduced from an opening being cut in the deck. In
the Decked-Over case, no additional design effort needs
to be considered because unshored spans do not change
as the bending capacity and vertical shear capacity have
not been reduced. Another advantage for mid-sized and
larger openings is that the deck provides the fall protection,
eliminating the need to plank over or put up handrails around
the openings in accordance with OSHA regulations. The
primary disadvantage of Decked-Over openings is that they
cannot be cut out and utilized until after the concrete slab
has been poured and had adequate time to cure.
Penetrations or openings that are Cut-Out have the advantage
of being immediately available for use. The disadvantage
of Cut-Out openings is that the opening in the deck is cut
out, therefore compromising the bending capacity and the
vertical shear of the deck in the area of the opening. For small
openings in most common conditions, the amount the deck
is compromised is insignificant and can typically be ignored.
For mid-size openings, the amount the deck is compromised
is significant and will most likely require stiffening or a
structural support frame. Another disadvantage is that Cut-
Out openings also require fall protection planking or hand rails
to prevent injuries in accordance with OSHA regulations.
Small Size Penetrations
Small size penetrations of 12 inches or less often do not
require any structural design or detailing. These penetrations
are typically for pipes, conduits, or small ductwork. It is up to
the designer of record to determine whether specific design
and detailing is required for small size penetrations. The
following are common examples of methods to stiffen the
deck around small openings and penetrations which may be
considered by the designer.
Decked-Over small penetrations is the recommended method
because the designer does not need to consider whether
the penetration will affect the capacity of the deck as a form,
because the deck is not cut out. The only issue which may
need to be considered is load distribution around the opening.
If required, this can be accomplished by placing rebar to
distribute the loads around the opening. For most common
floor applications, this is not necessary for openings less than
12 inches unless several are grouped together.
Steel Parallel Edge Form
Steel Perpendicular Edge Form
Styrofoam Blockout
Figure 1.10.1: DECKED-OVER OPENINGS
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Cut-Out small penetrations may require the stiffening of the
deck. Most small openings less than 6 inches which do not
cut through more than 1 web of the deck does not require
any reinforcing. Small Cut-Out penetrations less than 24
inches can be reinforced with stiffening angles, tube steel,
or channels attached to the deck. (See figure 1.10.2) These
details rely on the adjacent deck's reserve capacity to support
the load distributed to those flutes due to the penetration Cut-
Out. These distribution angles are an effective way to control
localized deck deflection around the penetration Cut-Out.
They do not, however, address possible overstress or over
deflection of the adjacent flutes of the deck now carrying the
load. Historically this type of detail has been demonstrated to
be an effective solution for small penetrations.
Mid-Size Openings
Mid-sized openings typically require some structural design
and detailing consideration. These openings are typically for
ductwork or other mechanical shafts. Mid-sized openings
range from 1 foot to approximately 4 feet and cut through
multiple webs of the composite steel deck. The following
are common examples of how the design professional may
address mid-size penetrations in their designs.
Decked-Over mid-sized openings require less structural design
and detailing than Cut-Out. If the opening is Decked-Over,
the deck as a form is not compromised therefore no stiffening
angles or support frames are required. The design should
consider the effect of load transfer around mid-size openings
for the composite steel deck-slab design. The superimposed
load and dead load of the deck-slab needs to be distributed
around the opening. This can be accomplished by using
Penetrations and Openings 1.10
rebar to distribute to the deck-slab adjacent to the openings.
(See figure 1.10.3) Reinforced concrete design to distribute
these loads perpendicular to the deck span should be done
in accordance with ACI 318.
Cut-Out mid-sized openings require structural design and
detailing of the deck as a form and the composite deck
steel deck-slab. Cut-Out openings compromise the deck
bending and shear capacity. For openings less than 2 feet,
stiffener angles may be an acceptable solution similar to
those used for small penetrations. The designer of record
should verify the size of the stiffener and that the adjacent
deck can support the concrete and construction loads.
For all mid-sized openings, deck support frames may be
a good option to support the deck for the concrete and
construction loads. The designer of record should design
and detail these frames around the mid-sized openings to
transfer the loads back to the primary framing members
supporting the composite steel deck. (See figure 1.10.4)
Steel angles or channels are common framing materials for
mid-sized openings.
Distribute
1
⁄2 Tributary
Load
Collect
Tributary
Load
Distribute
1
⁄2 Tributary
Load
Load Distribution
Angle, Channel
or tube Steel
(Above or below
the deck)
Figure 1.10.2: DECK SUPPORT ANGLES
Distribute
1
⁄2 Tributary
Load
Collect
Tributary
Load
Distribute
1
⁄2 Tributary
Load
Distribution Rebar Design
in Accordance with ACI 318
Figure 1.10.3: REBAR DISTRIBUTION
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34 V1.0 • Composite and Non-Composite Design Guide
1.10 Penetrations and Openings
Large Openings
Large openings for stair wells, elevator shafts, or large
mechanical shafts are typically supported by framing which
is part of the primary building framing system supporting
the composite steel deck-slab system. Decked-Over large
openings are often not practical due to the large size of the
opening. Most large openings do not fall into the Cut-Out
category because the deck will be detailed around the opening
with pour stops similar to edge of slab conditions.
Figure 1.10.5: ROW OF SMALL HOLES
Figure 1.10.4: DBL H OPENING FRAME
Opening Frame Channels,
Angles or Small Wide Flanges
Consideration for Groups of Openings
When small sized Cut-Out penetrations are grouped
together, the effect of the grouping may need to be treated
as a mid-sized or large sized opening. Groups of small
penetrations running along the edge of a support beam can
compromise a large portion of the vertical shear capacity of
both the deck as a form and the composite steel deck-slab
system. (See figure 1.10.5)
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Penetrations and Openings 1.10
Distribute
1
⁄2 Tributary
Load
Collect
Tributary
Load
Collect
Tributary
Load
Distribute
1
⁄2 Tributary
Load
Distribution
1
⁄2 Tributary
Load
Figure 1.10.6: OVERLAPPING HOLES
When Perpendicular
to Flute Treat as
Single Net Opening
When Parallel to
Flute Treat as one
Small Opening
Figure 1.10.7: SINGLE VS 2 PENETRATIONS
The effect of several small openings with stiffeners in
proximity to each other may affect the overall capacity of
the deck as a form or capacity of the composite deck-slab
system. This may be an issue when the stiffening angles or
penetrations overlap in a given span. The designer should
consider the overlapping distribution of the load on the
deck between openings to ensure the bending capacity of
the deck is not exceeded (See figure 1.10.6)
The effect of two small holes in the same flute(s) of the
deck panel may need no more consideration than a single
penetration. The load from the flutes with the penetrations
is distributed to the adjacent webs and is similar in
magnitude to a single penetration. (See figure 1.10.7)
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36 V1.0 • Composite and Non-Composite Design Guide
1.11 Composite and Non-Composite
Diaphragm Shear
General
A composite steel deck-slab is an integral part of a build-
ing's horizontal diaphragm system. The composite deck-
slab acts as a shear resistant membrane supported by the
steel framing supporting the diaphragm and providing the
perimeter cords and collectors. The composite deck-slab
tables in the IAPMO ER-329 report provide an easy to use
design aid with factored diaphragm shears for common
attachment types.
Shear Design of Diaphragms without Welded
Shear Studs
The diaphragm shear design of composite deck-slab
systems may be performed in accordance with the SDI
Diaphragm Design Manual. This method is used for deck
which is not attached with headed shear stud anchors.
Common attachment methods include arc spot welds,
power actuated fasteners, and self-drilling screws. The
side laps of the steel deck should be connected together to
prevent concrete leakage and provide some shear contri-
bution. The minimum side lap connection should be button
punches at 36 inches on center.
Diaphragm Boundary Fasteners to Supports
The diaphragm boundary connections to supports, per-
pendicular to the deck, should be the specified attachment
pattern in the composite tables for the given deck gage,
concrete type, and slab thickness.
Diaphragm boundary fastener spacing, parallel with the ribs
of the deck, shall not exceed the spacing determined by:
dividing the fastener shear strength by the required shear
demand. Connector shear strengths are presented in fig-
ures 1.13.11 and 1.13.12
12
()
fa
a
Q
in
Spacing in
s ft

=


12
()
ff
f
Q
in
Spacing in
s ft

=


Q
fa
= Allowable fastener strength using the safety factor,
Ω = 3.25, for composite deck-slab diaphragm
shear in accordance with ANSI/SDI C-2011, lbs
Q
ff
= Factored fastener strength using the safety factor,
Φ = 0.5, for composite deck-slab diaphragm shear
in accordance with ANSI/SDI C-2011, lbs
S
a
= Allowable shear demand, lbs/ft
S
f
= Factored shear demand, lbs/ft
Skew Cut Diaphragm
At skew cut conditions, the minimum number of fasteners is
determined based on the location of the fasteners in the ribs
per the perpendicular attachment schedule. The average
spacing of the fasteners per sheet shall not be greater than
the spacing of the parallel boundary fasteners. Fasteners
may need to be doubled up in some flutes to achieve this.
Figure 1.11.1: SKEW DIAPHRAGM
S
Panel Width
Number of Fastener
s
≤ S
Diaphragm Deflection
Composite deck-slab diaphragms are very stiff with a
flexibility factor, f<0.5micro inches/lbs (Shear stiffness,
G’ > 2000 kip/inch). The specific predicted shear stiff-
ness (G’) for a given composite deck-slab condition can
be determined in accordance with the methods in ANSI/
SDI C-2011. Due to the very stiff nature of these systems,
checking the shear deflection of the diaphragm is often not
necessary. There may be occasions, however, to check
diaphragm shear deflections for diaphragms with large
length to depth ratios. For these conditions, the methods
and equations of engineering mechanics presented for
diaphragm deflections in the ASC Steel Deck Roof Deck
Design Guide may be used.
Diaphragm Shear With Headed Shear Stud Anchors
Diaphragms requiring diaphragm shears that exceed the limits
of the arc spot welds, power actuated fasteners, or self-drilling
screws may be developed using headed shear stud anchors
and supplemental shear reinforcing in the concrete slab above
the deck. This design is based on the transfer of shear from
the collector into the reinforced concrete slab above the deck
using headed shear stud anchors. The capacity of the dia-
phragm is limited by this shear transfer, or the capacity of the
reinforced concrete diaphragm above the deck. The capac-
ity of the headed shear stud anchors should be determined
in accordance with AISC 360 requirements for composite
beam design. The in-plane shear capacity for the reinforced
concrete diaphragm above the deck should be determined in
accordance with ACI 318 requirements for reinforced concrete
design. The composite deck-slab tables in the IAPMO ER-329
report provide factored diaphragm shear capacities for com-
mon reinforcing schedules with ¾ inch diameter headed stud
anchors.
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 37
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TABLE OF CONTENTS
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38 V1.0 • Composite and Non-Composite Design Guide
1.12 Composite Deck-Slab Tables
General
The composite deck-slab load tables are intended to provide
a designer with easy to use design aids for common compos-
ite deck-slab conditions. The tables provide uniform load in
both allowable and factored superimposed loads. Factored
diaphragm shears are provided for composite deck-slab sys-
tems for lateral design. Diaphragms may be attached with
a variety of attachments to supports including traditional arc
spot welds, power actuated fasteners (PAF), and self-drilling
screws. Factored shear tables for diaphragms with steel
reinforcing and headed shear stud anchors are provided for
high shear diaphragms. All of these tables are supported with
complete composite deck-slab properties including bending
moment, vertical shear, and section properties to aid in the
design of conditions exceeding the scope of the tables.
Superimposed Uniform Load Tables
Uniform superimposed load is the load which the composite
deck-slab can carry in addition to its self-weight. Both allow-
able and factored superimposed loads are provided. The
superimposed load tables assume that the minimum tempera-
ture and shrinkage reinforcement is not adequate to develop
negative bending resistance at supports, therefore all spans
are treated as simple spans.
Most floor systems are designed using allowable stress design
(ASD). The allowable superimposed load tables present the
maximum uniform load based on the allowable bending
strength, allowable vertical shear, and a deflection limit of
L/360. ASD assumes that the superimposed load is primarily
live load and is conservative for dead loads.
Load and Resistance Factor Design (LRFD) is recommended
for conditions in which the majority of the superimposed load
is dead load, and the maximum superimposed load is the
limiting design criteria. The factored superimposed loads in
the tables do not include a deflection check. The designer will
have to check the service load deflection to ensure that the
deflection meets the projects deflection serviceability require-
ments when using an LRFD approach.
Composite Deck-Slab Properties
For conditions exceeding the scope of the uniform load tables,
composite deck-slab properties are provided in the tables.
The properties can be utilized as part of the solution for con-
centrated loads, deflection limits, or spans not included in the
superimposed load tables. The properties include both allow-
able and factored moments, and vertical shear for determining
the capacity of the composite deck-slab system. Cracked,
uncracked, and the average of cracked and uncracked
moment of inertia are provided to assist in determining the
deflection of the deck-slab system.
Factored Diaphragm Shear
The IAPMO ER-329 report presents composite steel deck-
slab diaphragm shears using a load and resistance factor
basis. The diaphragm shears presented are factored shears.
Composite steel deck-slab systems have traditionally been
designed using allowable stress design (ASD), in part because
manufactures have presented allowable shears. These shears
were based on research and engineering studies dating back
to before LRFD was commonly used for steel design. The
factored shears presented in the IAPMO ER-329 report work
seamlessly with the design of the lateral force resting system
for steel and concrete buildings designed using the LRFD
approach. The designer does not have to convert the lateral
forces to ASD when selecting a factored diaphragm from the
shear tables.
Factored shears are provided for a variety of fastener types
to supports. This range of fasteners reflects a full range of
building types that composite deck-slab systems are used in.
Wide Flange Multi-Story Steel Construction: Arc spot
welds are the traditional method for attaching composite
deck to structural steel support members. This method
provides good shear performance and is applicable to
a wide variety of support steel, from heavy wide flange
beams to light weight open web steel joists. Welded steel
headed stud anchors are commonly used for composite
beam design. They are also a good choice to transfer large
diaphragm forces into the composite deck-slab system.
This system is ideal for high shear diaphragms on wide
flange beams and requires the use of welded wire fabric or
reinforcing bars in the slab.
Open Web Steel Joist Mezzanine and Floor Systems:
Composite steel deck-slab systems can be attached with
arc spot welds, however, power actuated fasteners (PAF)
are an ideal cost effective method of attachment to light
structural angles used for open web steel joist framing.
PAF selection is dependent on the support steel thickness.
(See figure 1.13.12)
Cold-Formed Steel Mezzanine and Floor Systems:
Self-drilling screws are the best choice for attaching com-
posite steel deck to cold-formed steel framing. Common
examples of this application include: cold-formed steel
framed multi-story mini-storage buildings, mezzanines,
and conventional cold-formed steel stud, and joist framed
buildings.
Composite Deck-Slab with Cellular Deck
Cellular composite deck panels can be conservatively
designed using the non-cellular deck-slab tables. The super-
imposed loads, vertical shear, and moment of inertia can be
conservatively used for the design, based on the gage of the
beam section of the cellular profile. This ignores the contribu-
tion of the steel used for the bottom pan of the cellular deck.
Maximum unshored spans for cellular deck-slab system are
listed with the cellular deck section properties.
Allowable Stress Design
Historically, most composite steel deck-slab systems dia-
phragm shear tables have been presented using an allowable
stress design basis. To compare composite steel deck-slabs
designed using ASD basis, it is recommended that the ASD
shear demand be converted back to an LRFD basis. This can
be accomplished by dividing the required allowable shear by
0.7 ASD seismic factor, for seismic controlled designs, or 0.6
ASD wind factor for wind controlled designs.
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 39
www.ascsd.com
GA Vertical Load Span (in) 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
22
ASD & LRFD - Superimposed Load, W (psf)
ASD, W/Ω
282 246 216 190 169 150 134 119 107 96 86 78 70 63 57
LRFD, ϕW
451 394 345 304 270 240 214 191 171 154 138 124 112 101 90
L/360 - - - - - - - - - - - - - - -
LRFD - Diaphragm Shear, ϕS
n
(plf / ft) 36/4 Attachment Pattern
Arc Spot Weld
1
⁄2" Effective Dia 2367 2342 2319 2309 2291 2274 2258 2244 2231 2227 2216 2205 2196 2187 2178
PAF Base Steel ≥ .25" 2178 2163 2151 2150 2139 2129 2120 2112 2105 2106 2099 2093 2087 2082 2077
PAF Base Steel ≥ 0.125" 2163 2150 2138 2137 2127 2118 2110 2102 2095 2096 2090 2084 2079 2074 2069
#12 Screw Base Steel ≥ .0385" 2149 2137 2125 2126 2116 2107 2100 2092 2086 2088 2082 2076 2071 2066 2062
Concrete + Deck = 44.0 psf I
cr
= 39.2 in
4
/ft
M
no
/Ω=
31.6 kip-in/ft
V
n
/Ω =
3.30 kip/ft
(I
cr
+I
u
)/2 = 73.2 in
4
/ft I
u
= 107.1 in
4
/ft
ϕM
no
=
48.4 kip-in/ft
ϕ V
n
=
4.76 kip/ft
Maximum Unshored Span (in)
Gage Single Double Triple Gage Single Double Triple
22 10' - 1" 11' - 0" 11' - 4" 19 12' - 3" 13' - 10" 14' - 4"
21 11' - 0" 11' - 9" 12' - 2" 18 12' - 7" 15' - 2" 14' - 9"
20 11' - 9" 12' - 6" 12' - 11"
16 13' - 3" 16' - 7" 15' - 7"
18
Vertical Load Span (in) 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
ASD & LRFD - Superimposed Load, W (psf)
ASD, W/Ω
443 389 343 304 271 243 218 197 178 162 147 134 122 111 102
LRFD, ϕW
709 622 549 487 434 389 349 315 285 258 235 214 195 178 163
L/360 - - - - - - - - - - - - - - -
LRFD - Diaphragm Shear, ϕS
n
(plf / ft) 36/4 Attachment Pattern
Arc Spot Weld 1/2" Effective Dia 2679 2634 2594 2587 2554 2523 2496 2470 2447 2448 2427 2408 2391 2374 2359
PAF Base Steel ≥ .25" 2352 2326 2303 2312 2292 2274 2258 2243 2229 2238 2226 2214 2204 2194 2184
PAF Base Steel ≥ 0.125" 2328 2304 2282 2292 2273 2256 2240 2226 2213 2223 2211 2200 2190 2181 2172
#12 Screw Base Steel ≥ .0385" 2311 2288 2267 2278 2259 2243 2228 2215 2202 2212 2201 2190 2181 2171 2163
Concrete + Deck = 45.0 psf I
cr
= 55.4 in
4
/ft
M
no
/Ω=
47.9 kip-in/ft
V
n
/Ω =
3.82 kip/ft
(I
cr
+I
u
)/2 = 85.4 in
4
/ft I
u
= 115.4 in
4
/ft
ϕM
no
=
73.2 kip-in/ft
ϕ V
n
=
5.73 kip/ft
16
Vertical Load Span (in) 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
ASD & LRFD - Superimposed Load, W (psf)
ASD, W/Ω
546 480 424 377 337 303 273 247 224 204 186 170 155 142 129
LRFD, ϕW
874 768 679 604 540 484 436 395 358 326 297 271 248 228 209
L/360 - - - - - - - - - - - - - 142 129
LRFD - Diaphragm Shear, ϕS
n
(plf / ft) 36/4 Attachment Pattern
Arc Spot Weld
1
⁄2" Effective Dia 2898 2840 2788 2786 2742 2702 2666 2633 2602 2609 2581 2556 2533 2511 2491
PAF Base Steel ≥ .25" 2477 2443 2413 2431 2405 2381 2359 2339 2321 2339 2322 2307 2292 2279 2266
PAF Base Steel ≥ 0.125" 2431 2400 2372 2393 2368 2346 2326 2308 2291 2310 2294 2279 2266 2253 2242
#12 Screw Base Steel ≥ .0385" 2431 2400 2373 2393 2369 2346 2326 2308 2291 2310 2294 2280 2266 2254 2242
Concrete + Deck = 45.7 psf I
cr
= 64.9 in
4
/ft
M
no
/Ω=
58.3 kip-in/ft
V
n
/Ω =
3.82 kip/ft
(I
cr
+I
u
)/2 = 92.8 in
4
/ft I
u
= 120.7 in
4
/ft
ϕM
no
=
89.2 kip-in/ft
ϕ V
n
=
5.73 kip/ft
All Gages
LRFD - Diaphragm Shear, ϕS
n
(plf / ft) for all vertical load spans, WWF Designation or Area of Steel per foot width
3
⁄4" Welded Shear Studs
6x6 W1.4xW1.4 6x6 W2.9xW2.9 6x6 W4.0xW4.0 4x4 W4xW4 4x4 W6xW6
A
s
= 0.028 in
2
/ft A
s
= 0.058 in
2
/ft A
s
= 0.080 in
2
/ft A
s
= 0.120 in
2
/ft A
s
= 0.180 in
2
/ft
12 in o.c. 3200 4550 5540 7340 10040
24 in o.c. 3200 4550 5540 7340 7750
36 in o.c. 3200 4550 5170 5170 5170
Composite Deck-Slab Tables 1.12
How to Read Tables
3WxH-36 Composite Deck
5" Total Slab Depth
Normal Weight Concrete (145 pcf)
Concrete Volume 1.080yd
3
/100ft
2
Maximum
Clear Span
without
Shoring
No load shown
when greater
than allowable
superimposed
live load
Vertical load
span of deck
Theoretical concrete
volume does not
account for deection
Attachment
pattern for
weld, PAFs of
screws
Allowable
superimposed
live load capacity
Attachment
type to
supports
Factored
superimposed
load
Superimposed
load that
produces L/360
deection
Spacing of
shear studs
when used
Factored
diaphragm shear
corresponding to
type of fastener
Allowable
factored vertical
shear of deck
slab
Allowable
factored
momentum of
deck slab
Welded Wire
reinforcing
required to
develop shear
when studs are
used
Minimum area of
60ksi reinforcing
as an alternative
to WWF
Weight of
deck-slab
Combined
moment of
inertia of
deck-slab
Cracked &
uncracked
moment of
inertia of
deck-slab
Factored
diaphragm
shear when
studs are
used on
collectors
Figure 1.12.1: SAMPLE OF COMPOSITE DECK TABLE
TABLE OF CONTENTS
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40 V1.0 • Composite and Non-Composite Design Guide
Base Metal Thickness
Fastener Minimum Maximum
3
⁄4" ϕ Shear Stud
0.400" min when
not over web
unlimited
Arc Spot Weld* 0.135" unlimited
12-14 Self Drilling Screw** 0.0385" 0.210"
12-24 Self Drilling Screw** 0.125"* 0.500"
Hilti X-HSN-24 High Shear Nail
1
⁄8"
3
⁄8"
Hilti ENP19 L15 High Shear Nail
1
⁄4" unlimited
Pneutek SDK61075 Fastener 0.113" 0.155"
Pneutex SDK63075 Fastener 0.155" 0.250"
Pneutek K64062 and K64075 Fastener 0.187" 0.312"
Pneutek K66062 and K66075 Fastener 0.312" unlimited
1.13 Support Fastening
Support Fastening
A variety of fastening systems may be used to connect steel
deck to the supporting steel members. The type of fastening
system used depends on the required diaphragm shear
capacity, uplift capacity, and the thickness of the supporting
steel members. These fastening systems include arc spot
welds, arc seam welds, headed stud anchors, self-drilling
screws, and power-actuated fasteners (PAF). The strength of
each fastener type is mathematically derived from specified
standards and testing.
The shear strength for arc spot and arc seam welds is derived
from the equations in Section E2.6 of AISI S100-2012. The
strength for self-drilling screws and PAF is determined in
accordance with the Steel Deck Institute Diaphragm Design
Manual DDM03. The strengths for these fasteners are listed
in the Weld and Shear Capacities Table (See figure 1.13.11
and Figure 1.13.12). The shear strength of steel headed
stud anchors is determined in accordance with ASIC 360
Specification for Structural Steel Buildings.
The pull-out and pull-over capacities for fasteners are in
accordance with Sections E4.4.1 and E4.4.2 of AISI S100-
2012. The pull-out for PAF’s should be obtained from the
manufacturer’s data for the selected fastener.
Fastener Selection
To ensure quality fastening to supports, the fastener
(weld, screw, or PAF) must be compatible with the
thickness of the steel support member. (See figure 1.13.1)
*Below 10 gage is not recommended due to the difficulty of producing a good quality weld. **Correct drill point must be selected for the base material thickness.
Base Metal Thickness
0
1
⁄8"
1
⁄4"
3
⁄8"
1
⁄2"
5
⁄8"
Figure 1.13.1: FASTENER SELECTION CHART
Arc spot and arc seam welds do not have a mandatory
minimum support member thickness. Experience has
shown that a support thickness as thin as 10 gage is
reasonable. Welders with light gage welding experience
can weld steel deck to thinner gage supports.
Steel headed stud anchors are subject to a minimum
support member thickness in accordance with AISC 360.
This requires that the headed stud anchor be a minimum
of 2.5 times the thickness of the supporting beam flange
unless the headed studs anchor is placed directly over
the web. For ¾" diameter stud, the minimum flange
thickness when the stud is not directly over the web is
0.3 inches.
Self-drilling screws are suitable for use with supporting
members from 0.0385 inches to ½", depending on
thread pitch and drill point configuration. The fastener
manufacturer should be consulted to determine which
screw is appropriate.
Power Actuated Fasteners (PAF) are selected based
on a range of support thickness for a given fastener.
Follow the PAF manufacturer’s support thickness
recommendations. The fastener selection chart (See
figure 1.13.1) provides a quick and easy guide to help
select the appropriate fastening system for the support
member thickness.
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 41
www.ascsd.com
Support Fastening 1.13
Minimum Fastener Edge Distance
The minimum edge distance for fasteners used with ASC Steel
Deck profiles has been verified through full-scale diaphragm
shear testing. The minimum edge distance for self-drilling
screws and PAFs is ½". The minimum edge distance for arc
spot and arc seam welds is ¾". Edge distance is measured
from the center of the fastener or the center of the radius of an
arc spot or seam weld. (See figure 1.13.2)
Butted Tight or Gap
>e
min
>e
min
>e
min
>e
min
2”
- 1/2”
+ unlimitted
Butted Deck ConditionEnd Lapped Deck Condition
Figure 1.13.2: END LAP AND BUTTED DECK
Arc Spot and Arc Seam Welds
Traditionally, arc spot welds and arc seam welds are used to
attach steel deck to supports. (See figures 1.13.3 and 1.13.4)
Arc welds have high shear capacity, resulting in diaphragms
with higher shear capacities than screws or power actuated
fasteners (PAF).
Welded connections have some drawbacks compared to
screws and PAF. Welds require skilled labor and have
a relatively slow production rate. Additionally, welding
cannot be performed in the rain or if standing water is
present on the deck. Welding often results in burn marks
visible from the underside of the deck and supporting
members, which may be objectionable for some exposed
deck conditions. Jobsite safety is of great concern as
welding also creates a fire risk.
Welds used for composite deck-slab or non-composite
deck-slab applications do not require touch up painting.
Specifications should not require the weld to receive
touch-up paint for decks with concrete fill.
Arc spot and seam welds for ASC Steel Deck products
are specified based on the effective diameter or length
and width. This is approximately the diameter or width
and length of a weld at the interface between the deck
and supporting member. The effective weld size is less
than the visible weld size and is verified through the
development of weld qualifications and procedures.
See AISI S100-2012 Section E2 for more information
regarding weld design. Weld inspection, procedures, and
qualifications should be in accordance with AWS D1.3
Arc spot welds connecting deck less than 0.028 inches
thick require weld washers in accordance with AWS
D1.3. Weld washers are not recommended for thicker
decks. (See figure 1.13.5)
L
d
e
Figure 1.13.3: ARC SEAM WELD (weld to support)
d
e
Figure 1.13.4: ARC SPOT WELD (weld to support)
Figure 1.13.5: WELD WASHER
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42 V1.0 • Composite and Non-Composite Design Guide
1.13 Support Fastening
Pneutek Fastener
Steel Deck Panel
Structural
Steel Member
Head in Contact
Figure 1.13.6: PNEUTEK K64062
Figure 1.13.8: HILTI X-HSN 24
Figure 1.13.7: HILTI X-ENP-19
X-EDN-19 THQ12
X-EDK-22 THQ12
Steel Deck Panel
Structural Steel Member
h
nvs
=
3/16” - 3/8”
X-ENP-19 L15
Steel Deck Panel
Structural Steel Member
h
nvs
=
5/16” - 3/8”
Power-Actuated Fasteners, PAF
Power-actuated fasteners (PAF) are an excellent fastening
system. Commonly referred to as high shear nails or pins,
they can be used to achieve mid to high range diaphragm
shear capacities, depending on the fastener selected and
the support thickness. The benefits of using PAFs is that they
can be installed without skilled qualified welders, are efficient
to install, do not pose a jobsite fire risk, and do not leave any
burn marks associated with welding. This makes PAFs an
attractive option for architecturally exposed steel deck.
A drawback of PAF systems is that it may be difficult
for the design engineer to select the fastener size
when designing with open-web steel joists because
the thickness of the top chord may be unknown.
Good practice would be to design the diaphragm with
the minimum expected substrate steel thickness, and
indicate a range of acceptable fasteners based on
the thickness of the supporting steel member. The
inspection process on the jobsite should be tasked with
ensuring that the correct fastener is used based on the
substrate thickness.
Pneutek
Pneutek’s PAF system uses a pneumatic actuated tool.
This system does not use a powder charge to drive
the fastener. Contact Pneutek for fastener installation
instructions and for additional technical support relating
to their fastening systems. (See figure 1.13.6)
www.pneutek.com 800-431-8665
Pneutek Fasteners
SDK61075, SDK63075, K64062, K66075, K66056, K66062, K66075
Hilti, Inc.
Hilti, Inc.’s PAF system includes powder fired tools to install
their high shear nails (HSN) and ENP fasteners. The operator
of the powder-fired tools must have OSHA compliant
safety training. Contact Hilti, Inc. for fastener installation
instructions and for additional technical support relating
to their fastening systems. (See figure 1.13.7 and 1.13.8)
www.us.hilti.com 800-879-8000
Hilti Inc. Fasteners
X-ENP-19 L15, X-HSN 24
X-HSN 24
Steel Deck Panel
Structural Steel Member
h
nvs
= 5 — 9 mm
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 43
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Support Fastening 1.13
Self-Drilling Screw
Steel Panel
Steel Support
Figure 1.13.10: #12-24R1-1/4 SCREW
Self-Drilling Screws
Self-drilling screws are an excellent option for attaching
deck to thin-gage metal supporting members. (See figure
1.13.10) Although diaphragms which are attached with
screws tend to have a lower shear capacity than other
support fastening systems, screws install quickly with
lower skilled labor and do not leave any burn marks on
the deck or supporting members. This makes them an
attractive option for architecturally exposed steel deck.
Self drilling screws may not be practical on heavier
structural steel support members because it can be time
consuming to drill through the steel deck panel into the
supporting member. When installed, the driven screw
penetrates both the steel deck panel and the supporting
member; as a result, the screw points are visible from the
underside of the supporting structure.
Headed Stud Anchor
The headed shear stud anchor is a traditional method of
attaching metal deck to supporting steel beams. (See
figure 1.13.9) Shear studs are commonly used to develop
composite steel beams. Headed shear stud anchors are an
excellent way of transferring diaphragm shear forces from
a collector beam into the composite deck-slab system.
Shear studs replace an arc spot weld, PAF, or screws on a
one to one basis.
Figure 1.13.9: HEADED STUD ANCHOR
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44 V1.0 • Composite and Non-Composite Design Guide
Nominal Strength WELDING CAPACITIES
Deck Panel Gage
Arc Spot (puddle) Weld
(
1
⁄2 in effective diameter)
Arc Seam Weld
(
3
⁄8 in x 1 in effective
width & length)
Shear (lbs)
Tensile (lbs)
Shear (lbs)
BH, NH
22 2416 2310 3873
20 3364 2755 4688
18 5701 3618 6344
16 7263 4463 8065
2WH, 3WxH
22 2323 2243 3752
21 2886 2541 4293
20 3212 2689 4565
19 4486 3200 5531
18 5525 3561 6231
16 7172 4408 7948
BHF, NHF
20/20 8608 5290 9851
20/18 8836 6019 11521
20/16 8836 6862 13392
18/20 8836 6078 11660
18/18 8836 6853 13376
18/16 8836 7850 15298
16/20 8836 6935 13534
16/18 8836 7850 15298
16/16 8836 8875 17271
2WHF, 3WxHF
20/20 8509 5229 9717
20/18 8836 5960 11383
20/16 8836 6788 13250
18/20 8836 6026 11537
18/18 8836 6788 13250
18/16 8836 7782 15168
16/20 8836 6870 13408
16/18 8836 7782 15168
16/16 8836 8805 17138
Safety and Resistance Factors for Welds
for Conditions other than Diaphragm Shear
Shear Tension
Ω Φ Ω Φ
Arc Spot Weld 2.80 0.55 2.50 0.60
Arc Spot Weld 3.05 0.50
Arc Spot Weld 2.55 0.60
Arc Spot Weld 2.20 0.70
Arc Seam Weld 2.55 0.60
Calculated in Accordance with AISI S100-2012
1.13 Support Fastening
Figure 1.13.11
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 45
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Support Fastening 1.13
Nominal Strength MECHANICAL FASTENER CAPACITIES
Nominal Shear Strength (lbs)
Screws Hilti Pneutek
Supporting Framing Steel
Thickness (in)
Min 0.0385 0.250 0.125 0.125 0.125 0.312 0.232 0.155
Max unlimited unlimited 0.375 0.375 0.250 unlimited 0.312 0.232
Deck Prole
Deck
Gage
# 12, #14 Self Drill
X-ENP-19 L15
X-HSN 24
X-EDNK22 THQ12
K66062
K66075
K64062
K64075
SDK63075
SDK61075
BH, NH
22 1402 1624 1508 1508 1841 1735 1728 1546
20 1683 1938 1800 1800 2258 2216 1977 1833
18 2241 2549 2367 2367 3132 3009 2417 2378
16 2803 3149 2924 2924 4076 3686 2812 2896
2WH, 3WxH
22 1359 1577 1464 1464 1780 1655 1689 1502
21 1547 1787 1659 1659 2055 1993 1860 1695
20 1641 1891 1756 1756 2195 2149 1941 1790
19 1969 2253 2092 2092 2698 2642 2210 2116
18 2203 2508 2329 2329 3071 2960 2389 2342
16 2766 3109 2887 2887 4011 3644 2787 2862
BHF, NHF
20/20 3370 3737 3470 3470 5092 4294 3176 3386
20/18 3886 4258 3953 3953 6071 4800 3485 3804
20/16 4448 4810 4466 4466 7201 5314 3801 4229
18/20 3928 4300 3992 3992 6154 4840 3509 3837
18/18 4444 4806 4462 4462 7191 5310 3799 4225
18/16 5006 5342 4960 4960 8383 5793 4099 4619
16/20 4491 4851 4504 4504 7288 5351 3824 4259
16/18 5006 5342 4960 4960 8383 5793 4099 4619
16/16 5569 5862 5444 5444 9639 6251 4385 4982
2WHF, 3WxHF
20/20 3328 3694 3430 3430 5014 4250 3150 3350
20/18 3844 4215 3914 3914 5989 4760 3460 3770
20/16 4406 4769 4429 4429 7114 5277 3778 4198
18/20 3891 4262 3958 3958 6081 4804 3487 3807
18/18 4406 4769 4429 4429 7114 5277 3778 4198
18/16 4969 5307 4928 4928 8302 5762 4079 4594
16/20 4453 4815 4471 4471 7211 5318 3804 4232
16/18 4969 5307 4928 4928 8302 5762 4079 4594
16/16 5531 5828 5412 5412 9553 6221 4367 4958
Calculated in Accordance with the SDI DDM03
Figure 1.13.12
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46 V1.0 • Composite and Non-Composite Design Guide
1.14 Side Seam Fastening
Figure 1.14.3: BUTTON PUNCH SIDE LAPSSAMPLE BUTTON PUNCH TOOL
Traditional Button Punch
The traditional button punch attachment is used to connect
standing seam side seams by creating a single dimpled
clinch connection. (See figure 1.14.3) The quality of a button
punch which has been installed with a hand-operated tool
is dependent on the operator and the depth of the particular
punching tool. A “good” button punch should not become
disengaged when a person modestly jumps on the adjacent
sheet of deck.
Side Seam Attachment
The side seam attachment for composite floor deck has a
small influence on diaphragm shear capacity, but is critical
for holding the seam together during the concrete pour.
The side seam attachment creates a positive connection,
limiting differential movement between the sheets of deck
under out-of-plane loads during concrete placement. The
common side seam attachment systems are the Triple
Button Punch
™
, traditional button punch, top seam weld,
and DeltaGrip
®
system for standing seam interlock side
seams. Self-drilling screws are used for nestable side
seams. The two common types of side seams are the
standing seam interlock and the nestable side seam (See
figure 1.14.1).
Figure 1.14.1: STANDING SEAM AND NESTABLE DIAGRAM
STANDING SEAM (ALL) NESTABLE (B & N)
STANDING SEAM SCREWABLE SIDELAP (2W)
Figure 1.14.2: TRIPLE BUTTON PUNCH
Triple Button Punch
The Triple Button Punch™ is the latest innovation in
reliable side seam connections for standing seam side
laps for composite steel deck. (See figure 1.14.2) For
architecturally exposed deck, the Triple Button Punch
system is the best option because there are no penetrating
holes that can leak concrete, and no unsightly burn
marks typically associated with welded connections. This
connection is installed using ASC Steel Deck's DeltaGrip
tool with the triple button punch die set. The triple button
punch is more effective than a traditional button punch
because the three dimpled connections are tightly seated
using the DeltaGrip pneumatic tool. The DelatGrip tool
produces consistent, repeatable punches that are not
subject to operator fatigue or punch depth settings that
cause quality problems with traditional hand operated
button punch tools.
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Side Seam Fastening 1.14
Figure 1.14.6: SIDE SEAM SELF-DRILLING SCREW
(Screwable Sidelap
)
Figure 1.14.5: TOP SEAM WELD
Figure 1.14.4: SIDE SEAM SELF-DRILLING SCREW
(Nestable Sidelap
)
Self-Drilling Screws
Self-drilling screws are used to attach standing seam
screwable sidelap steel deck. (See figure 1.14.4) Screws
can be easily installed with low-skill labor using screw guns
that are readily available. Screws do not leave burn marks
associated with welding, but the screw points do protrude
through the underside of the steel deck. As a result, screws
may not be acceptable for some architecturally exposed
steel deck.
Screwable Sidelap
Self-drilling screws are used to attach standing seam
screwable sidelap composite deck. (See figure 1.14.6) The
screws can be easily installed with low-skill labor using
screw guns that are readily available. The screws do not
leave burn marks associated with welding, but the screw
points do protrude through the underside of the steel
deck. As a result, screws may not be acceptable for some
architecturally exposed steel deck.
Top Seam Weld
Top seam welds are the least desirable method to connect
standing seam composite deck together. (See figure
1.14.5) The top seam welds are slow to install, require
skilled welders, and contribute very little to the strength of
the composite deck system. Top seam welds connect the
standing seam deck side seams by welding the three layers
of steel deck together. This is done after the hem is crimped
using a hand or pneumatically operated crimping tool. Top
seam welding is a slow process requiring skilled welders,
leading to increased installation cost. The welding creates
burn marks on the underside of the deck and occasional
burn-through holes. Top seam welds are not recommended
for architecturally exposed steel deck. Weld inspection,
procedures, and qualifications should be in accordance
with AWS D1.3.
DeltaGrip
®
The DeltaGrip system was developed in 2003 to reduce
the installed costs of high shear roof deck diaphragms
by eliminating the costly top seam weld. The DeltaGrip
connection has also been proven to be an effective side
seam connection for composite steel deck, keeping the
deck from separating during concrete placement. This
revolutionary clinching system punches three triangular
tabs though the standing seam interlock side seam.
This interlock creates the equivalent strength of a time
consuming top seam weld with the rapid action of
a pneumatically powered DeltaGrip tool. High-quality
DeltaGrip connections can be installed with low-skill
labor compared to the skilled welders required to make
top seam welds.
Figure 1.14.7: DELTAGRIP PUNCH
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48 V1.0 • Composite and Non-Composite Design Guide
1.15 Edge Form
Edge Form
Edge form is an integral part of a composite or non-
composite deck installation. The edge form provides
containment of the concrete at the perimeter of the
composite deck-slab system and around openings. Edge
form also provides a screed at the edge to help maintain
slab thickness. Edge forms may be manufactured from
bent plate, cold-formed sheet steel, and hot roll steel
angles or channels. ASC Steel Deck manufactures cold-
formed sheet steel flashings used for edge forms and
other flashing conditions. Section 1.17 shows typical
installation conditions for common flashing types.
Edge Form Flashings
Galvanized steel edge form flashings are custom
manufactured by ASC Steel Deck to meet project
requirements. The flashings are formed from ASTM
A653 SS Grade 33 minimum galvanized steel sheets.
Flashings are available in most common structural shapes
in 7 gages. (See figures 1.15.1 and 1.15.2) The standard
length flashing is 10'-0", shorter lengths available upon
request. The minimum width of any stiffener or flat cross
section is ¾". For Hat and Channel shapes, the web width
must be at least ¾" wider than the flange width.
Design of Edge Form
Edge forms may be rationally designed to support
concrete and construction loads using the methods in
the SDI Floor Deck Design Manual based on engineering
mechanics and confirmatory testing. The SDI edge form
table provided in figure 1.15.3 provides an easy to use
design aid without the need to detailed calculations for
common edge form conditions.
FLASHING THICKNESS BY GAGE
Gage Base Steel Thickness
22 0.0290
20 0.0350
18 0.0470
16 0.0590
14 0.0700
12 0.1050
10 0.1350
ZEE
STRIP
F
≥F+
3
⁄4"
HAT
F
≥F+
3
⁄4"
CHANNEL
MINIMUM FLAT WIDTH MINIMUM STIFFENER WIDTH
≥
3
⁄4"
≥
3
⁄4"
ANGLE
ANGLE WITH STIFFENER
≥
3
⁄4"
FILLER PLATE (10" Max)
1"
Figure 1.15.2
Figure 1.15.1
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Edge Form1.15
Pour Stop Overhang
Slab
Depth 0" 1" 2" 3" 4" 5" 6" 7" 8" 9" 10" 11" 12"
4.00 20 20 20
20
18
18
16 14 12 12 12 10 10
4.25 20 20 20
18
18
16
16 14 12 12 12 10 10
4.50 20 20
20
18
18
16
16
14 12 12
12
10 10
4.75 20 20
18
18
16
16
14
14 12 12
10
10 10
5.00 20
20
18
18
16
16
14
14
12 12 10 10
5.25 20
18
18
16
16
14
14
12
12 12 10 10
5.50 20 18
18
16
16
14
14
12 12 12 10 10
5.75 20
18
16
16
14
14
12
12 12
12
10 10
6.00 18
18 16
16
14
14
12 12 12
10
10 10
6.25 18
18
16
14
14
12
12 12 12 10 10
6.50 18
16
16
14 14 12 12 12
12
10 10
6.75 18 16
14
14
14
12 12 12
10
10 10
7.00 18
16 14 14
12
12 12
12
10 10 10
7.25 16
16
14
14
12 12 12
10
10 10
7.50 16
14
14
12
12 12
12
10 10 10
7.75 16
14
14
12 12 12
10
10 10 10
8.00 14
14
12
12 12
12
10 10 10
8.25 14
14
12 12 12
10
10 10 10
8.50 14
12
12 12 12 10 10 10
8.75 14 12 12 12
12
10 10 10
9.00 14
12 12 12
10
10 10
9.25 12
12 12
12
10 10 10
9.50 12 12 12
10
10 10
9.75 12 12
12
10 10 10
10.00 12 12
10
10 10 10
10.25 12 12 10 10 10
10.50 12
12
10 10 10
10.75 12
10
10 10
11.00 12 10 10 10
11.25 12
10 10
11.50 10
10 10
11.75 10 10
12.00 10 10
The above Selection Table is based on the following criteria:
1. Normal weight concrete (150 pcf).
2. Horizontal and vertical Deflection is limited to
1
⁄4" maximum for concrete dead load.
3. Design stress is limited to 20 ksi for concrete dead load temporarily increased by one-third for the construction live load of 20 psf.
4. Pour Stop Selection Table does not consider the effect of the performance, deflection, or rotation of the pour stop support which may
include both the supporting composite deck and/or the frame.
5. Vertical leg return lip is recommended for all types (gages).
6. This selection is not meant to replace the judgement of experienced Structural Engineers and shall be considered as a reference only.
7. SDI reserves the right to change any information in this section without notice.
1” Fillet Welds @ 12” O.C.
2”
FD14 Edge Form detail
Overhang
Pour
Stop
Slab
Depth
1/2”
Edge Form Detail
Figure 1.15.3: Pour stop gage selection table, based on overhang and slab depth. (as published in ANSI/SDI C-2011)
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50 V1.0 • Composite and Non-Composite Design Guide
Raised Edge Weld Washer
3/4”
1”
RD39 Raised Edge Weld Washers
14 Gage x
3
⁄8" dia.
hole for welded
attachment of
C1.4-32 (CF1
3
⁄8)
1.16 Accessories
2W Neoprene
2W Metal
3WxH Neoprene
3WxH Metal
4.5D Neoprene 6D Neoprene 7.5D Neoprene
ASC Steel Deck offers a variety of accessories to complement
our steel deck offer. These include flashings, sump pans,
weld washers, profile cut top (small void) and bottom (large
void) neoprene foam, and galvanized steel closures.
When accessories are called for in the specifications,
the location must be clearly shown on the structural and
architectural drawings. Specifications which call for the
use of profile cut closures where walls meet the metal deck
may lead to unnecessary construction costs if they are only
needed at exterior walls or specific interior locations.
B36 Large Neoprene
B36 Large Metal
B36 DECK NEOPRENE AND METAL CLOSURES
N32 Large Neoprene
N32 Large Metal
N32 DECK NEOPRENE AND METAL CLOSURES
2WH NEOPRENE AND METAL CLOSURES
3WxH NEOPRENE AND METAL CLOSURES
DEEP DECK NEOPRENE CLOSURES
Profile Cut Neoprene Closures
Neoprene closures may be used on the top and bottom
of the steel deck to reduce vapor, moisture, and air from
infiltrating into the building roof or floor assembly. These
are die-cut from black closed cell neoprene foam. The
foam is manufactured in accordance with ASTM D-1056
and passes the FM-VSS No. 302, UL 94HBF, and UL 94
HF1 flammability tests.
Profile Cut Metal Closures
Metal closures may be used to control animal nesting
within the building structure. Metal closures may be used
in combination with neoprene closures. Metal closures
with calking can also be used to reduce noise infiltration
as part of an acoustically engineered system. The metal
closures are stamped out of minimum 22 gage galvanized
sheet steel.
Figure 1.16.6
Figure 1.16.5
Figure 1.16.4
Figure 1.16.2
Figure 1.16.1
Figure 1.16.3
14 gauge X 3/8” dia. hole for welded attachment of CF 7/8”.
Curved Weld Washer
14 Gage x
3
⁄8" dia.
hole for welded
attachment of
C0.9-32 (CF
7
⁄8)
Weld Washers
14 gauge x
3
⁄8" diameter hole for welded attachment of C1.4-
32. Variable Gauge x
3
⁄8" diameter hole for welded attach-
ment of C0.9-32. Weld washers are for use with 26 and 24
gage C1.4-32 and C0.9-32 only. Do not use weld washers
on 22 gage or heavier steel decks.
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Details
Composite deck-slab systems are not complete without
edge form and flashings to contain the concrete during
the pour. These common details are an important
part of the system. Edge forms provide both concrete
containment and establish one point of depth control for
the concrete.
Typical Details 1.17
Figure 1.17.2: SINGLE PIECE EDGE FROM PARALLEL
TO DECK ON WIDE FLANGE BEAM
Figure 1.17.4: TWO PIECE EDGE FORM WITH
DECK CANTILEVER ON WIDE FLANGE BEAM
Figure 1.17.3: SINGLE PIECE EDGE FROM PERPENDICULAR
TO DECK ON WIDE FLANGE BEAM
Cell Closure
Minimum Welded Wire
or
Rebar when Specied
Edge Form
Edge Form Edge Form
Cell Closure
Figure 1.17.1: TYPICAL PLACEMENT OF TEMPERATURE
& SHRINKAGE REINFORCEMENT
eq
eq
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52 V1.0 • Composite and Non-Composite Design Guide
or
Figure 1.17.5: DECK PARALLEL TO WIDE FLANGE BEAM Figure 1.17.8: DECK PARALLEL TO WIDE FLANGE BEAM CUT
WITH ZEE FLASHING TO ACCOMMODATE DECK MODULE
Figure 1.17.6: DECK PARALLEL TO WIDE FLANGE BEAM CUT
TO ACCOMMODATE DECK MODULE
Figure 1.17.7: DECK PARALLEL TO WIDE FLANGE
BEAM WITH FILLER PLATES
Figure 1.17.9: DECK TRANSITION ON WIDE FLANGE BEAM
Figure 1.17.10: DECK PERPENDICULAR TO
WIDE FLANGE BEAM
1.17 Typical Details
Field Cut Deck
Field Cut Deck
Filler Plates
Z Closure
Cell Closure
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Typical Details 1.17
HAT SECTION
ONLY REQUIRED
AT GIRDERS THAT
ARE AXIAL COLLECTORS
FOR DIAPHRAGM
Figure 1.17.14: SINGLE PIECE EDGE FROM PARALLEL TO
DECK ON OPEN WEB JOIST GIRDER
Figure 1.17.16: DECK ON OPEN WEB STEEL
JOISTS AND OPEN WEB STEEL JOIST GIRDER
Figure 1.17.15: TWO PIECE EDGE FORM WITH DECK
CANTILEVER ON WIDE FLANGE BEAM
Figure 1.17.11: CONCRETE OR CMU WALL LEGER
DECK PERPENDICULAR
Figure 1.17.12: CONCRETE OR CMU WALL LEGER
DECK PARALLEL
Figure 1.17.13: CONCRETE OR CMU WALL
WITH EMBED PERPENDICULAR
Hat or Channel
Section
Cell Closure
Edge Form
Edge Form
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54 V1.0 • Composite and Non-Composite Design Guide
Column Flashings
Columns may require deck support angles depending on
web support. Smaller columns often do not require deck
support angles because there are no unsupported webs
as shown in Figure 1.17.17. Large columns will create a
condition in which one or more webs are unsupported, as
shown in Figure 1.17.18. When the webs are unsupported,
deck support angles are required to limit localized
deflections during concrete placement. The Detail in
Figure 1.17.18 is a common example of how deck may
be supported when required. Using the thinnest support
angles practical, when installed as shown, makes fitting
and attaching the deck easier.
DECK NOT SHOWN
FOR CLARITY
DECK NOT SHOWN
FOR CLARITY
Figure 1.17.17: COLUMN DETAIL NOT REQUIRING
DECK SUPPORT ANGLES
Figure 1.17.18: COLUMN DETAIL REQUIRING
DECK SUPPORT ANGLES
Deck Support
Not Required
When These Webs
are Supported
by Beams
Deck Support
Required
When These Webs
are Unsupported
by Beams
1.17 Typical Details
Deck
Support
Angles
Deck
Support
Angles
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General Notes
1. The general notes apply to the entire design guide and
IAPMO ER-329 report.
2. Composite steel deck is manufactured from galvanized
steel conforming to ASTM A653 SS grade 50 or bare
steel conforming to ASTM A1008 SS grade 50.
3. The concrete slabs depth in the tables is measured for
the bottom of deck to the top of concrete.
4. The vertical load span is the clear span between
supporting members.
5. Superimposed load is the load which can be applied to
the composite deck in addition to the weight of the steel
deck and concrete.
6. No uniform service load, based on an L/360 deflection
limit, is shown when the load is greater than the
allowable superimposed load.
7. For composite steel deck assemblies which exceed the
scope of the table, the performance may be determined
in accordance with ANSI/SDI C-2011.
a. For 2WH-36 and 2WHF-36 the embossment
shape is Type 1 with an embossment factor,
K = 1.0, reference Eq. A2-8 in ANSI/SDI C-2011
b. For 3WxH-36 and 3WxHF-36 the embossment
shape is Type 2 with an embossment factor,
K = 1.0, reference Eq. A2-8 in ANSI/SDI C-2011
c. For BH-36 and BHF-36 the embossment shape is
Type 1 with an embossment factor,
K = 1.0, reference Eq. A2-8 in ANSI/SDI C-2011
d. For NH-32 and NHF-32 the embossment shape is
Type 2 with an embossment factor,
K = 1.0, reference Eq. A2-8 in ANSI/SDI C-2011
8. Load tables are based on non-cellular version of
profile. The addition of the pan (bottom plate) of
cellular deck increases steel area and inherently
increases the performance of the composite deck
assembly. Using non-cellular design values in tables
is therefore conservative.
9. Definition of symbols for composite deck
A
s
Area of reinforcing steel
I
cr
Cracked moment of inertia
I
u
Un-cracked moment of inertia
(I
cr
+I
u
)/2 Moment of inertia for determining
deflection under service load
L Vertical load clear span
M
no
/Ω ASD available flexural moment
V
n
/Ω ASD available vertical shear
ϕM
no
LRFD available flexural moment
ϕV
n
LRFD available vertical shear
ϕS
n
LRFD available diaphragm shear
PAF Power actuated fastener
W/Ω ASD available superimposed load capacity
ϕW LRFD available superimposed load
capacity
10. Definition of symbols for panel properties
A
g
Gross Area of steel deck
t Design base steel thickness of steel deck
F
y
Yield strength of steel
F
u
Tensile strength of steel
I
g
Moment of inertia of gross section
y
b
Distance form extreme bottom fiber to
neutral axis of gross or effective section
s
g
Minimum section modulus for gross
section
r radius of gyration
A
e
Effective are for compression
s
e
- Negative effective section modulus
s
e
+ Positive effective section modulus
I
e
+ Positive effective moment of inertia
I
e
- Negative effective moment of inertia
I+ Positive effective moment of inertia
for determining deflection
I- Negative effective moment of inertia
for determining deflection
11. Definition of symbols for reactions
h Flat width of web
R/Ω ASD available reaction capacity
at support based on web crippling
ϕR LRFD available reaction capacity at
support based on web crippling
r bend radius of web/flange transition
θ angle relative to the support of the web
12. Definition for headed shear stud anchors
Q
n
Nominal shear capacity for one welded
headed shear studs anchor
Q
n
/Ω ASD available shear capacity for one
welded headed shear studs anchor
ϕQ
n
LRFD available shear capacity for one
welded headed shear studs anchor
Deck as a form
1. Shoring spans are based on the load combinations
and bending strength requirements of ANSI/SDI
C-2011, which include the weight of the deck. The
loading includes the weight of the deck, concrete
and 20psf uniform construction load, or 150 lbs/
ft line load at mid span. In addition to the loads in
accordance with ANSI/SDI C-2011, 3psf is added
for normal weight concrete, and 2 psf is added for
light weight concrete to account for pounding due
to deck deflection between supporting members.
2. The theoretical deflection is limited to L/180, but
not to exceed
3
⁄4 inch for the weight of concrete and
steel deck only.
3. Reactions at supports shall not be exceeded. The
shoring span may be limited by the reactions at
supports in some conditions. For support reactions
exceeding the reaction tables, the reactions shall
be based on the web crippling of the steel deck
using the flat width (h), angle to support (θ) and
bend radius (r) presented in the reactions tables in
accordance with the provisions of AISI S100-2012.
4. Conditions exceeding the scope of the tables,
such as cantilever spans, may be determined in
accordance with ANSI/SDI C-2011 and submitted
to the building official for approval.
Composite Deck-Slab 1.18
Tables General Requirements
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56 V1.0 • Composite and Non-Composite Design Guide
overlap (2 inch standard less ½ inch
tolerance) is required. Overlaps greater
than 2
1
⁄2 inches do not affect diaphragm
performance, but is more difficult to
install.
ii. The minimum edge distance for self-
drilling screws and power driven
fasteners (pins/nails) is ½ inch.
5. The minimum edge distance for welds is ¾ inch
measured from the center of the arc spot weld and
the center of the end radius of the arc seam weld.
Side seam attachment between deck panels
1. The minimum side seam attachment is a button
punch at 36 inches on center.
2. Triple Button Punches, DeltaGrip side seam
connections, arc top seam welds, or self-drilling
screws may be substituted on a one to one basis for
button punches.
3. The minimum edge distance for side lap screws is 1.5
times the nominal diameter of the screw.
Diaphragm shear attached with arc spot welds,
power actuated fasteners, or self-drilling
screws.
1. For composite steel deck assemblies which exceed
the scope of the tables, the diaphragm shear
performance may be determined in accordance with
the SDI DDM03 referenced in ANSI/SDI C-2011.
2. Diaphragms with concrete fill have a flexibility factor, f
< 0.5 micro inches per lb equal to a shear stiffness, G’
Concrete and minimum reinforcing
1. The minimum 28-day compressive strength for
structural concrete shall be 3,000 psi (20.68 MPa).
The appropriate concrete density (normal weight or
structural lightweight) is indicated in the tables.
2. Minimum reinforcing may be provided by reinforcing
steel, welded wire fabric, or fibers in accordance with
of the following:
a. Minimum steel reinforcing shall be equal to
0.00075 times the area of the concrete above
the steel deck, but not less than 6 x 6 W1.4
x W1.4 welded wire fabric with a 60,000psi
minimum tensile strength complying with ASTM
A1064.
b. Concrete fibers in accordance with ANSI/SDI
C-2011 section 13.a.1 or 13.a.2.
Attachment of composite steel deck to supports
1. To develop the shear capacity in the tables, the deck
shall be attached to the supports with the specified
fastener pattern.
2. Spacing of welds or fasteners running parallel with the
deck shall not exceed 36 inches on center.
3. Power actuated fasteners shall be installed per
manufacture's instructions.
4. Welds and fasteners to the supports shall be as
follows:
a. Welds:
i. Welds shall be have a minimum of 60ksi
filler metal. For shielded metal arc
welding, a minimum E60xx electrode
should be used.
ii. Arc spot welds shall have a minimum ½
inch effective diameter and not less than
a
5
⁄8 inch visible diameter.
iii. Arc seam welds shall have a minimum
3
⁄8
inch x 1 inch effective size, and may be
substituted for ½ inch effective diameter
arc spot welds.
b. Power actuated fasteners (PAF) in support steel
≥ .25 inch thick shall be:
i. Hilti X-ENP19
ii. Pneutek K64
iii. Pneutek K66
c. Power actuated fasteners (PAF) in support steel
≥ 0.109 inch thick shall be:
i. Hilti X-HSN 24
ii. Pneutek K63
iii. Pneutek K61
d. Self-drilling screws in support steel ≥ .034 inch
thick shall be:
i. #12 Self Drilling-Screw in accordance
with SAE J78.
e. Minimum Edge Distance
i. Steel deck may be butted at supports
or end lapped. The standard end lap
is a 2 inch overlap with a tolerance
of +/-
1
⁄2 inch. The minimum 1
1
⁄2 inch
1.18 Composite Deck-Slab
Tables General Requirements
>e
min
>e
min
2”
- 1/2”
+ unlimitted
Figure 1.18.1: BUTTED DECK CONDITION
Figure 1.18.2: END LAPPED DECK CONDITION
Butted Tight or Gap
>e
min
>e
min
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 57
www.ascsd.com
Composite Deck-Slab 1.18
Tables General Requirements
> 2000kip/inch.
3. Spacing of welds or fasteners transferring shear
between the composite steel deck and supporting
structures shall be based on the shear demand and
the weld or fastener shear resistance.
fastener spacing (ft) = weld or fastener capacity
(lbs) / shear demand (lbs/ft)
4. Resistance and safety factors for diaphragm shear,
ϕ = 0.5
Diaphragm shear with welded headed shear
stud anchors
1. Concrete shear reinforcing steel shall be provided
that meets the minimum specified reinforcing
area, (A
s
), in the table based on suggested welded
wire reinforcing size. Reinforcing shall have
minimum yield strength of 60,000psi and meet the
requirements of ACI 318 for standard reinforcing
bars or WRI standard welded wire reinforcement.
2. To achieve tabulated diaphragm shears, the welded
stud shear connectors are only required at locations
in which diaphragm shear is being transferred
between the composite deck slab and supporting
members. Intermediate support members may
be attached with welds, screws or PAF’s (power
actuated fasteners).
3. Intermediate ribs of the steel deck not attached with
welded stud shear connectors shall be fastened to
the supporting member with arc spot welds, self-
drilling screws, or power actuated fasteners.
4. The welded stud shear connector strength assumes
the weak position in the deck flute. Reference AISC
360-10 Commentary and Figure C-I8.1.
5. Tabular values for shear strength of concrete
diaphragm above deck is in accordance with ACI
318-14 based on a resistance factor ϕ = 0.75.
Refer to ACI 318 for additional requirements to be
considered in seismic design.
6. Welded stud shear connectors shall extend 1½" above
the top of the steel deck and shall have a minimum
of ½" concrete cover above the top of the installed
connector. Reference AISC 360-10 Section I3.2c.
7. The supporting member flange shall not be less
than 0.3 inches thick unless the welded stud shear
connector is welded over the web of the supporting
member. Reference AISC 360-10 Section I8.1.
8. The maximum center-to-center spacing of welded
stud shear connectors shall not exceed 8 times the
depth of concrete above the deck or 36" per AISC
360-10 Section I8.2d.
9. Concrete reinforcement details shall be in
accordance with ACI318.
10. For local shear transfer in the field of the
diaphragm, ¾ inch diameter welded stud shear
connectors shall be determined in accordance with
AISC 360. The following shear capacities are for
2 inches of concrete cover above the steel deck
and may be used conservatively for all thicknesses
greater than 2 inches.
11. See figure 1.18.4 for typical details.
12. For diaphragm shear of composite steel deck
assemblies attached with welded shear studs which
exceed the scope of the tables, the diaphragm shear
may be determined in accordance with the provision
of ACI 318 and AISC 360 as follows.
a. The diaphragm shear shall be the lesser of the
capacity of the reinforced concrete and the
capacity of the welded shear studs to transfer
the shear from the supporting member to the
reinforced concrete section.
b. Reinforced concrete shear shall be determined
in accordance with the requirements of ACI 318
using the concrete thickness above the steel
deck.
c. The welded shear stud strength shall be
determined in accordance with AISC 360.
3
⁄4" Steel Headed Stud Anchors
DECK TYPES
Shear Capacity
1
ASD
Q
n
/R
LRFD
ϕQ
n
2WH-36, 2WHF-36, & 2WHF-36A,
3WxH-36, 3WxHF-36, & 3WxHF-36A
10.3 kips 15.5 kips
BH-36, BHF-36, & BHF-36A
NH-32, NHF-32, & NHF-32A
8.8 kips 13.2 kips
1
145 pcf Normal Weight Concrete and 110 pcf Light Weight Concrete
Figure 1.18.3
Concrete
Thickness
Deck Height
Reinforcing Mesh
or Bar
Shear
Stud
Steel
Deck
≥½˝
≥1½˝
Deck May Extend
as Shown
Concrete
Thickness
Deck Height
Reinforcing Mesh
or Bar
Shear
Stud
Steel
Deck
≥½˝
≥1½˝
Concrete
Thickness
Deck Height
Reinforcing Mesh
or Bar
Shear
Stud
Steel
Deck
≥½˝
≥1½˝
Deck May Extend
as Shown
Concrete
Thickness
Deck Height
Reinforcing Mesh
or Bar
Shear
Stud
Steel
Deck
≥½˝
≥1½˝
Deck Perpendicular to Beam
Deck Parallel to Beam
Figure 1.18.4
TABLE OF CONTENTS
www.ascsd.com
58 V1.0 • Composite and Non-Composite Design Guide
2.1 Acustadek
®
Acustadek
®
Acustadek provides the extraordinary beauty of exposed
steel, while providing the same noise reduction performance
of common Mineral Fiber, Fiberglass, and Bio Acoustic ceiling
tile systems. It is an excellent option for reducing noise inside
buildings, increasing the comfort for the occupants. Acustadek
is a dual-purpose panel which helps lower costs by providing an
interior finish while contributing to the structural performance of
the building. This is accomplished by perforating the structural
steel deck and adding fiberglass batt acoustic media in the
webs or in the cells of cellular deck, turning the profile into
Acustadek. Our new Smooth Series™ rivets offer a clean
attachment solution for the Acustadek cellular deck system.
Cellular Acustadek
®
Cellular Acustadek has 0.157" diameter holes spaced
0.433" inches on center in the sections of the pan below
the top flutes of the steel deck. Fiberglass batts are factory
inserted in the cells of the deck before shipping to the
project locations. Any roof system utilizing structural or
insulating concrete fill, rigid insulation board, or other roof
substrate material suitable for installation on a steel roof
deck may be applied to the cellular Acustadek.
Fiberglass Batts
Fiberglass batts are used to absorb sound in the Acustadek
assemblies. ASC Steel Deck supplies the fiberglass batts
which are cut to size for the specified profile. The standard
batts are unfaced. Optional batts encapsulated with 0.75 mil
clear pvc plastic can be specified.
Acoustical Performance
All Acustadeks have been tested for the sound absorption
characteristics of the assemblies. This is commonly
presented as a Noise Reduction Coefficient (NRC). The NRC
is the average of the 250, 500, 1000, and 2000 hertz sound
absorption coefficients. Acustadeks have between a 0.6
and 1.0 NRC, which can meet LEED v4 EQ Credit Acoustic
Performance Option 2.
Acustadek should be a portion of a holistic approach to
reducing the noise level in a building. Simply specifying an
NRC rating for a single material may not get the level of sound
control you require. In general, steel deck tend to have better
sound absorption coefficients in the higher audible range. Other
materials such as fabric wall treatments and carpet tend to
have better sound absorption coefficients in the lower audible
frequency ranges. The use of Acustadek in combination with
other materials may create the best overall quiet environment.
An experienced acoustic designer is key to developing the best
overall performance using ASC Steel Deck Acustadek products.
The sound absorption coefficient varies across the spectrum
of audible sound. In buildings with equipment which creates
a specific frequency, the sound absorption coefficient for that
frequency range should determine the type of deck rather than
the overall NRC rating.
The NRC should not be confused with the Sound Transmission
Coefficient (STC). STCs measure the blocking of sound
through an assembly as it relates to the decibel drop in the
intensity of the sound. Acustadek may not be a good choice if
a high STC is required. As an example, consider a room with
noisy equipment. The Acustadek may be a good solution to
reduce the noise level in the room for the occupants, but may
not be a good material to block the noise from escaping the
room. The holes in the perforated Acustadek may in fact let
more sound escape the room than a conventional deck.
Detailing and Installation of Acustadek
®
Acustadek provides an exposed finish in the building. Steel
deck is a structural element in the building and is subject to
incidental dents in the handling and steel erection process.
To minimize the potential damage use 20 gage or heavier. 22
gage may be an economical option when minor dents can be
tolerated; dark paint finishes or high roof structures can mask
these types of minor blemishes.
Acustadek can be specified with a galvanized finish
or factory prime painted over galvanized steel. Most
Acustadeks will receive finish paint to meet the aesthetic
requirements of the building. The galvanized steel can be
field painted following the paint manufacturer’s preparation
and application recommendations. As an option, factory-
applied primer can be specified, which may reduce the
surface preparation of the deck.
Attaching the Acustadek to the structure and connection of the
side laps of the deck can impact the appearance of the installed
product. Side lap top seam welds will leave burn marks on
the galvanized finish and an occasional burn through should
be expected. This may be unsightly if the galvanized finish is
intended to be left exposed. The burns can be easily cleaned
up prior to prime painting the deck after installation. A better
solution, however, is to use the DeltaGrip
®
side lap connection.
This mechanical interlock connection provides high strength
similar to a weld without any thermal damage to the deck or
galvanized coating, and is not visible from the underside of
the deck. Arc spot and arc seam welds may also leave visible
burn marks on the deck near the support or on the underside
of the supporting steel. A good alternative to welding the deck
to supports is to attach the deck with self-drilling screws or
power-actuated fasteners (PAF), such as the high shear nails
manufactured by Hilti, Inc. or fasteners manufactured by
Pneutek Inc. which are intended for decking applications.
Structural Performance of Acustadek
®
The Acustadek perforations have a small impact on the
structural performance of the deck profiles. Section properties
are reduced from the non-Acustadek version of the profiles
leading to reduced vertical load capacity. The reactions at
supports are unaffected by the perforations in the Acustadek.
TABLE OF CONTENTS
Composite and Non-Composite Design Guide • V1.0 59
www.ascsd.com
Acustadek
®
2.2
Sound Absorption Data
Acustadek
®
Profile
(Perforation Type) Batt
2
Absorption Coefficient
1
Noise Reduction
Coefficient
1
125 Hz 250 Hz 500 Hz 1000 Hz 2000 Hz 4000 Hz
BHF-36A
Unfaced
0.20 0.45 0.77 1.09 0.84 0.56 0.80
Encapsulated
0.16 0.37 0.70 1.01 0.64 0.49 0.70
NHF-32A
Unfaced
0.44 0.57 1.08 1.00 0.82 0.63 0.85
Encapsulated
0.49 0.63 1.17 0.93 0.72 0.48 0.85
2WHF-36A
Unfaced
0.43 0.49 0.80 0.86 0.67 0.56 0.70
Encapsulated
0.38 0.42 0.79 0.79 0.48 0.41 0.60
3WxHF-36A
Unfaced
0.58 0.53 0.98 0.85 0.66 0.52 0.75
Encapsulated
0.60 0.79 0.66 0.50 0.46 0.46 0.60
4.5DF-24A
Unfaced
0.40 0.75 0.83 0.68 0.70 0.54 0.75
Encapsulated
0.58 0.91 0.93 0.68 0.59 0.46 0.80
6DF-24A
Unfaced
0.40 0.89 0.85 0.72 0.70 0.53 0.80
Encapsulated
0.53 0.88 0.82 0.70 0.63 0.52 0.75
7.5DF-24A
Unfaced
0.78 0.99 0.86 0.79 0.72 0.52 0.85
Encapsulated
0.84 0.93 0.79 0.75 0.65 0.93 0.80
Table Notes:
1. Noise reduction coefficient testing was conducted in accordance with ASTM C423 and ASTM E795.
2. Unfaced or encapsulated fiberglass batts wrapped with clear plastic film.
5″
TABLE OF CONTENTS
www.ascsd.com
60 V1.0 • Composite and Non-Composite Design Guide
Metric Conversions
Multiply By To Obtain
Spans, length & thickness Inches 25.4 Millimeters
Feet 304.8 Millimeters
Inches 0.0254 Metres
Feet 0.3048 Metres
Vertical Load & Superimposed Load psf 0.0479 kPa
psi 6.8948 kPa
Area Square feet 0.0929 Square Metre
Square 9.2903 Square Metre
Diaphragm Shear plf 0.0146 KN/m
Section Properties in
3
/ft 53,763 mm
3
/m
in
4
/ft 1,365,588 mm
4
/m
in
3
/ft 53.763 cm
3
/m
in
4
/ft 136.559 cm
4
/m
Weight Pounds 0.00445 kN
psf 4.8824 kg/m
2
Volume pcf 16.018 kg/m
3
Metric Conversion Chart
TABLE OF CONTENTS
All information stated in the catalog is correct at time of printing and subject to change without notice, check our website for the latest version.
©2018 ASC Profiles LLC All trademarks are the property of their respective owners. All rights reserved. Version 1.0 0218 Pub 0218 50 (DL021x)
Manufacturing Facilities
ASC Steel Deck • Sacramento, CA
2110 Enterprise Boulevard
West Sacramento, CA 95691
916-372-6851
800-726-2727
ASC Steel Deck • Fontana, CA
10905 Beech Avenue
Fontana, CA 92337
Visit us at:
www.ascsd.com
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