floor deck catalog

Transcription

floor deck catalog

TABLE OF CONTENTS
FLOOR DECK CATALOG
COMPOSITE DECK
AND NON-COMPOSITE DECK
FOR FLOOR AND ROOF DECK APPLICATIONS
VERSION 1.0
TABLE OF CONTENTS
General Benefits
of Composite Steel Deck
ASC Steel Deck has a firm understanding of the benefits
composite steel deck provides in building construction.
The strength of composite steel deck slab, relative to its
light weight, makes it the clear building material of choice
when compared to the alternative cast-in-place concrete
approach. Composite steel deck serves a dual function
as it provides both concrete reinforcement and a concrete
form, while serving as a working platform through the
erection process. Moreover, projects designed with
a composite deck system simply go up faster. The
versatility, recyclable content, structural performance, and
ease of installation makes steel deck the ideal building
material for building owners, architects, and engineers.
Aesthetic Value of Steel Deck
ASC Steel Deck products offer the beauty of exposed steel as an added benefit to the structural performance required of
building designs. Our new Smooth Series™ cellular deck offers a blemish free beam-to-pan rivet attachment, providing a
clean surface ideal for an exposed steel design. When noise reduction is a necessity, ASC Steel Deck's Acustadek® panels
offer acoustical noise reduction capabilities with aesthetic features which complement its use on exposed applications.
Acustadek® is generally preferred in high noise areas such as airports, schools, gymnasiums, and concert halls.
Offering a Full Line of Steel Deck Products
ASC Steel Deck is the only steel deck manufacturer on the West Coast which offers a full line of light-gage structural and deep
deck products. From the standard 1½” to 3” roof and composite floor deck, to concrete form deck, to long spanning deep
deck profiles, ASC Steel Deck’s extensive product offer meets the needs of the most complex conditions and demands for
structural performance and design. Most of our floor and roof deck products are offered in a variety of perforated acoustical
options. For structural and acoustical performance information on these products, refer to the Acustadek® section of this
catalog and our Roof Deck Catalog.
TABLE OF CONTENTS
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
5.0 N PANELS
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
5.1
5.2
5.3
5.4
3WxH-36 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . 58
3WxHF-36 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . 59
3WxHF-36 Shoring Tables . . . . . . . . . . . . . . . . . . . . . . 60-61
3WxH-36 Composite Deck-Slab . . . . . . . . . . . . . . . . . . 62-81
3.1
3.2
3.3
3.4
2WH-36 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . . 82
2WHF-36 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . . 83
2WHF-36 Shoring Tables . . . . . . . . . . . . . . . . . . . . . . . 84-85
2WH-36 Composite Deck-Slab . . . . . . . . . . . . . . . . . . 86-107
4.0 B PANELS
BH-36 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . . . 108
BHF-36 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . . 109
BHF-36 Shoring Tables . . . . . . . . . . . . . . . . . . . . . . 110-112
BH-36 Composite Deck-Slab . . . . . . . . . . . . . . . . . . 113-122
7.0 D PANELS (FORM DECK)
7.1
7.2
7.3
7.4
7.5
7.6
4.5D-12 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . . 148
4.5D-12 Vertical Loads . . . . . . . . . . . . . . . . . . . . . . . . . . 149
4.5D-12 Shoring Tables . . . . . . . . . . . . . . . . . . . . . . 150-151
4.5DF-24 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . 152
4.5DF-24 Vertical Loads . . . . . . . . . . . . . . . . . . . . . . 153-155
4.5DF-24 Shoring Tables . . . . . . . . . . . . . . . . . . . . . 156-157
7.7 6D-12 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . . . . 158
7.8 6D-12 Vertical Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . 159
7.9 6D-12 Shoring Tables . . . . . . . . . . . . . . . . . . . . . . . . 160-161
7.10 6DF-24 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . . 162
7.11 6DF-24 Vertical Loads . . . . . . . . . . . . . . . . . . . . . . . 163-165
7.12 6DF-24 Shoring Tables . . . . . . . . . . . . . . . . . . . . . . . 166-167
7.13 7.5D-12 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . . 168
7.14 7.5D-12 Vertical Loads . . . . . . . . . . . . . . . . . . . . . . . . . . 169
7.15 7.5D-12 Shoring Tables . . . . . . . . . . . . . . . . . . . . . . 170-171
7.16 7.5DF-24 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . 172
7.17 7.5DF-24 Vertical Loads . . . . . . . . . . . . . . . . . . . . . . 173-175
7.18 7.5DF-24 Shoring Tables . . . . . . . . . . . . . . . . . . . . . 176-177
8.0 ACUSTADEK®
8.1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 178
8.2Performance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 179
D PANEL
4.1
4.2
4.3
4.4
6.4 C1.4-32 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . . 144
6.5 C1.4-32 Vertical Loads . . . . . . . . . . . . . . . . . . . . . . . . . . 145
6.6 C1.4-32 Shoring Tables . . . . . . . . . . . . . . . . . . . . . . 146-147
C PANELS
3.0 2W PANELS
6.1 C0.9-32 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . . 140
6.2 C0.9-32 Vertical Loads . . . . . . . . . . . . . . . . . . . . . . . . . . 141
6.3 C0.9-32 Shoring Tables . . . . . . . . . . . . . . . . . . . . . . 142-143
N PANELS
2.1
2.2
2.3
2.4
6.0 C PANELS (FORM DECK - CF7⁄8 and CF13⁄8)
B PANELS
2.0 3Wx PANELS
NH-32 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . . . 124
NHF-32 Panel Properties . . . . . . . . . . . . . . . . . . . . . . . . 125
NHF-32 Shoring Tables . . . . . . . . . . . . . . . . . . . . . . 126-127
NH-32 Composite Deck-Slab . . . . . . . . . . . . . . . . . . 128-138
2W PANELS
1.0 GENERAL INFORMATION
3W PANELS
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 our catalog online at www.ascsd.com.
GENERAL INFORMATION
Table of Contents
METRIC CONVERSION CHART . . . . . . . . . . . . . . . . . 180
ACUSTADEK®
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
www.ascsd.com
Composite and Non-Composite Deck Catalog • February 2016
1
TABLE OF CONTENTS
1.1 Panel Features and Benefits
3WxH-36 Hi Form®
3WxHF-36 Hi Form®
Composite deck
Composite deck
3 inch deep, 36 inch coverage,
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
Pan Perforated Acustadek® Option (Available with
Smooth Series™ rivet attachments or welded)
 Meets SDI 3x12 inch standard profile requirements
 Aesthetic flat pan underside
 Longer unshored spans than 2WH-36 and BH-36
 Meets industry standard 4.5” min. flute width
 Longer unshored spans than 2WH-36 and BH-36
 Compatible with all standard concrete anchors
 Meets industry standard 4.5” min. flute width
 Compatible with all standard concrete anchors
2WH-36 Hi Form®
2WHF-36 Hi Form®
Composite deck
Composite deck
2 inch nominal depth, 36 inch coverage
2 inch nominal depth, 36 inch coverage
®
No Acustadek Option
 Least steel weight per square foot floor deck
 Reduced composite slab depth compared to
3WxH-36 and NH-32
BH-36 Hi Form®
BHF-36 Hi Form®
Composite deck
Composite deck
1 ⁄2 inch depth, 36 inch coverage
11⁄2 inch depth, 36 inch coverage
No Acustadek® Option
1
 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
2
 Reduced composite slab depth compared to
3WxHF-36 and NHF-32
 Meets SDI 1.5WR standard profile requirements
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TABLE OF CONTENTS
NHF-32 Hi Form®
Composite deck
Composite deck
3 inch depth, 32 inch coverage
®
3W PANELS
NH-32 Hi Form®
 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
2W PANELS
No Acustadek Options
 Longest unshored spans
 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
7
⁄8 inch depth, 32 inch coverage
2 foot to 7 foot Span Range
No Acustadek® Options
No Acustadek® Options
 Good for short span conditions
 Good for intermediate span conditions
 For use when metal deck is used as a leave in place
form
 For use when metal deck is used as a leave in place
form
C PANELS
Non-composite deck
N PANELS
C1.4-32 (CF13⁄8)
B PANELS
C0.9-32 (CF7⁄8)
GENERAL INFORMATION
Panel Features and Benefits 1.1
D PANEL
ACUSTADEK®
www.ascsd.com
3
TABLE OF CONTENTS
1.1 Panel Features and Benefits
4.5D-12
4.5DF-24
Non-composite deck
Non-composite deck
1
®
No Acustadek Option
Pan Perforated Acustadek® Option
 Allows for longest unshored spans
 For use when metal deck is used as a leave in place form
 Allows for longer unshored span when metal deck is used
as a leave in place form
 Longer unshored span than non-cellular profile
6D-12
6DF-24
Non-composite deck
Non-composite deck
No Acustadek® Option
7.5D-12
7.5DF-24
Non-composite deck
Non-composite deck
1
®
No Acustadek Option
4
www.ascsd.com
TABLE OF CONTENTS
Economical Selection Guide based on Recommended Unshored Spans
Product
2
4
6
8
10
12
14
16
18
20
22
24
26
GENERAL INFORMATION
Panel Features and Benefits 1.1
28
3W PANELS
C0.9-32
C1.4-32
BH-36
2W PANELS
2WH-36
3WxH-36
NH-32
B PANELS
BHF-36
2WHF-36
3WxHF-36
NHF-32
N PANELS
4.5D-12
6D-12
7.5D-12
C PANELS
4.5DF-24
6DF-24
7.5DF-24
D PANEL
Box outlines the range of unshored spans from the recommended unshored span range
Gray cells are based on 1 hour and 2 hour fire ratings with 20 and 18 gauge decks
ACUSTADEK®
www.ascsd.com
5
TABLE OF CONTENTS
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 71⁄2”. 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
Profile
Noncellular
Cellular
Factory Cut Length
Minimum
Maximum
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”
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.
6
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 waterbased 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.
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TABLE OF CONTENTS
DG
Specify
Required
Gage(s) of
Deck
22
191
DG: DeltaGrip
standing seam
side lap interlock
182
162
Omit: Nonembossed
smooth deck
(Roof)
H: Embossed
HiForm
composite
deck (Floor)
20/203
20/183
18/203
18/183
18/163
16/20
Fr: Cellular (Smooth
Series™ Rivet
Attachment)
N: Nestable side lap,
(B and N Deck only)
S: Standing seam
screwable side lap
(2WHS-36 only)
2
D is only available in these gages
3
DF is only available in these gages
AT: Acustadek®
total perforation
for use with noncellularstandard
or DeltaGrip, DG,
profiles only
A: Acustadek®
pan perforation
for use with
cellular profile
modifier, F, only
Mo
di
fi
er
s
de
pa
in
t
Sp
ec
ial
Si
Si
To
p
Bo
tto
m
de
P
ain
t
Co
at
in
g(
s)
ic
ta
ll
Me
G60: Galvanized
G90: Galvanized
G60/G60: Galvanized
G90/G90: Galvanized
Note: Inquire for other
galvanized coating weights
None: No primer
Omit: None
Prime Shield®: Gray primer on
bare steel or GO1 galvanized
NS: No Swage,
B-36 only
Gray: Primer over galvanized
(Available for cellular deck)
Weldable Primer: (Only available
for cellular decks span underside
only)
White: Primer over galvanized
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.
V: Venting
(non-cellular only)
Not Applicable
Roof
Coverage
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
4.5D
12 inches
4.5DF
24 inches
6D
12 inches
6DF
24 inches
7.5D
12 inches
7.5DF
24 inches
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.
D PANEL
Figure 1.2.5: SMOOTH SERIES™ RIVET ATTACHMENT
(Pictured from topside)
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.
7
ACUSTADEK®
ASC Steel Deck may substitute ASTM A653 G01 galvanized steel deck for ASTM A1008.
Figure 1.2.4: WELDED ATTACHMENT
C PANELS
Prime Shield®
Prime Shield® is prime painted cold-rolled, ASTM 10081,
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.
www.ascsd.com
Omit: Bare NonGalvanized Steel
DECK PROFILE
AND COVERAGE LIST
Not Applicable
1
Gray / Gray
N PANELS
2W & 3Wx only on special order
er
AW: Acustadek®
web perforation
for use with noncellularstandard
or DeltaGrip, DG,
profiles only
Omit: Standard
profiles non-cellular
with standard
standing seam
side lap interlock
Non-Composite
1
G60/G60
Omit: Standard
profiles without
Acustadek®
perforations
See
Deck
Profiles and
Coverage
List
3
16/163
Mo
di
fi
ra
A
B PANELS
20/163
Op
tio
na
l
Co
ve
ne
l
36
F: Cellular (Welded)
142
16/18
_
2W PANELS
Omit: Standard
standing seam
side lap interlock
202
F
Pa
Hi
H
See
Deck
Profiles and
Coverage
List
211
ge
Mo
di
Co
fie
nfi
r
gu
ra
tio
n
Mo
di
e
ofi
l
B
3W PANELS
18/20
Fo
rm
Pr
ne
l
Pa
De
lta
Gr
ip
Ga
ge
(s
)
Mo
di
fi
er
fie
r
Figure 1.2.3: PRODUCT OFFER DESCRIPTION
GENERAL INFORMATION
Product Offer 1.2
TABLE OF CONTENTS
1.2 Product Offer
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 that 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.
Figure 1.2.7: 3WxH-36V WITH VENTING
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) C0.932 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.
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)
8
Figure 1.2.8 N-32 WITH DIE-SET (Swage)
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TABLE OF CONTENTS
MALE SIDE SEAM
2nd RUN
FEMALE SIDE SEAM
END LAP
Figure 1.2.9: DECK LAYOUT
ACUSTADEK®
Figure 1.2.11: TOPSIDE HANDLING MARKS
www.ascsd.com
D PANEL
Figure 1.2.10: UNDERSIDE HANDLING MARKS
C PANELS
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.
N PANELS
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.
B PANELS
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.
IAPMO-ES
ASC Steel Deck's composite and non-composite
steel deck panels are independently evaluated for
conformance with the IBC by IAPMO-ES. IAPMOES 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.
2W PANELS
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)
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).
3W PANELS
1st RUN OF DECK
DIE SET END
GENERAL INFORMATION
Product Approvals 1.3
9
TABLE OF CONTENTS
1.4 Fire Ratings
Figure 1.4.1: ASC STEEL DECK- UNDERWRITERS LABORATORIES (UL) FIRE RESISTANCE
UL Design
Number
Unrestrained
Assembly
Rating8
Minimum Beam or Joist
D216
W8x15, 10J3, 12K1, 20LH
with a minimum of 13 lbs per foot weight
1, 1-1/2, 2, 3
D303
W8x28
1, 1-1/2, 2
Minimum Concrete
Reinforcing
hr
Fire Proofing2
On
Beam Deck
6x6 W1.4xW1.4
None
(ceiling
system
below)
none
6x6 10x10 SWG
Mineral
fiber
board
Mineral
fiber
board
none
D502 W8x28, 20" Joist Girders at 20plf, 12K1, LH Series joists
1-1/2, 2
6x6 W1.4xW1.4
none
(ceiling
system
below)
D703
W8x20
1, 1-1/2
6x6 W2.9xW2.9
SFRM
SFRM
D708
W10x17
1-1/2,3
6x6 W2.9xW2.9
SFRM
SFRM
D712
W8x24
1-1/2, 2
6x6, 10x10 SWG
SFRM
SFRM
D722
W6x12
1, 1-1/2, 2
6x6 W1.4xW1.4
SFRM
SFRM
D739
W8x28, W6x12,OWSJ, Cast in place concrete beams
1, 1-1/2, 2, 3, 4
6x6 W2.9xW2.9, Synthetic fibers
SFRM
SFRM
D740
W10x15
1
6x6 10x10 SWG
SFRM
SFRM
D743
W8x20, W8x28, W8x15, Cast in place concrete beams
1, 1-1/2, 2, 3
6x6 W1.4xW1.4
SFRM
SFRM
D750
W8x21
1-1/2, 2
6x6 W1.4xW1.4
SFRM
SFRM
D754
W8x28
1-1/2, 2
6x6 W1.4xW1.4
SFRM
SFRM
D755
W8x24, W8x28, 10H3, 12J6
1, 1-1/2, 2, 3
6x6 W1.4xW1.4
SFRM
SFRM
10
www.ascsd.com
TABLE OF CONTENTS
✓ ✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
3 1/2
147-153 NW
4
147-153 NW
2
4 1/2
147-153 NW
3
5 1/4
147-153 NW
3/4 or 1
2 1/2
107-113 LW
1 1/2
3
107-113 LW
2
3 1/4
107-113 LW
2
3 1/4
107-116 LW
3
4 3/16
107-113 LW
1
2 5/8
107-120 LW
2
3 1/2
114-120 LW
3
4 7/16
114-120 LW
✓
✓
✓
✓
1-1/2, 2
2 1/2
147-153 NW
✓ ✓ ✓ ✓
1, 1-1/2, 2, 3
2 1/2
"142-148 NW
105 LW"
3
2 1/2
"145-151 NW
109-115 LW"
1, 1-1/2, 2
2 1/2
1, 1-1/2, 2
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
N
N
N
N
N
D303
N
N
N
N
N
N
3
D703
✓ ✓
N
3
D708
✓ ✓
✓ ✓
N
3
D712
✓ ✓ ✓
✓ ✓
✓ ✓
N
3
D722
✓ ✓ ✓
✓ ✓
✓ ✓
N
3
D739
✓ ✓ ✓
✓ ✓ ✓
✓ ✓
"147-153 NW
110 LW"
✓ ✓ ✓
2 1/2
"142-148 NW
112 LW"
1, 1-1/2, 2, 3, 4
2 1/2
"142-148 NW
102-120 LW
(110 LW with
joists)"
✓ ✓ ✓ ✓
2
2 1/2
147-153 NW
✓ ✓ ✓ ✓
1, 1-1/2, 2, 3
2
"147-153 NW
107-113 LW"
2
2 1/2
"142-148 NW
105-111 LW"
✓ ✓ ✓ ✓
3, 4
3 1/4
115-121 LW
2 1/2
"147-13 NW
109-115 LW"
D740
N
D743
✓ ✓
✓ ✓
N
✓ ✓ ✓
✓ ✓
✓ ✓
N
D750
✓ ✓ ✓
✓ ✓
✓
✓
N/A
D754
✓ ✓ ✓ ✓
✓ ✓ ✓
✓ ✓
✓ ✓
N
3
3
D755
11
ACUSTADEK®
✓ ✓
D PANEL
N
✓ ✓
www.ascsd.com
N
D502
✓ ✓
2, 3
D216
3
✓ ✓
✓ ✓ ✓ ✓
3
C PANELS
1
1 1/2
UL Design
Number
✓ ✓
N PANELS
✓ ✓ ✓
B PANELS
✓ ✓ ✓ ✓
Note
3WxHF-36
3WxH-36
2WHF-36
2WH-36
NHF-32
NHN-32
NH-32
BHF-36
BHN-351⁄4
"147-153 NW
107-113 LW"
BHN-36
1, 1-1/2, 2, 3
varies
depending
on accustic
material,
see UL listing
BH-36
pcf
CF 1-3/8
in
2W PANELS
hr
Deck3
3W PANELS
Concrete
Restrained
Assembly
Rating8
Thickness
Type
Smooth SeriesTM Option
GENERAL INFORMATION
Fire Ratings 1.4
TABLE OF CONTENTS
1.4 Fire Ratings
Fire Proofing2
On
UL Design
Number
Unrestrained
Assembly
Rating8
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
D760
W8x28, OWSJ
1, 1-1/2, 2, 3, 4
6x6 W1.4xW1.4
SFRM
SFRM
D764
W8x28, OWSJ
2
6x6, 6x6 SWG
SFRM
SFRM
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
D768
W10x17
1-1/2, 3
6x6 W2.9xW2.9
SFRM
SFRM
D775
W8x21
1-1/2, 2
6x6 W1.4xW1.4
SFRM
SFRM
D779
W8x28, 8K1
1, 1-1/2, 2, 3, 4
6x6 W1.4xW1.4, Synthetic fibers
SFRM
SFRM
D782
W8x28, 10" Deep OWSJ
1, 1-1/2, 2, 3, 4
6x6 W1.4xW1.4
SFRM
SFRM
D788
W8x28, 10K1
1, 1-1/2, 2, 3, 4
6x6 8x8 SWG
SFRM
SFRM
D794
W8x28, OWSJ
2
6x6 6x6 SWG
SFRM
SFRM
D795
W8x28, OWSJ
1, 1-1/2, 2, 3
W2.9xW2.9 with OWSJ
SFRM
SFRM
D798
W8x28, OWSJ
1, 1-1/2, 2, 3, 4
6x6 10X10 with beams, 6x6
W1.4xW1.4 with OWSJ
SFRM
SFRM
D799
W8x28, 10K1
1, 1-1/2, 2, 3
W2.9xW2.9 with OWSJ
SFRM
SFRM
D825
W8x17
1, 1-1/2, 2
6x6 W1.4xW1.4
SFRM
SFRM
D826
W8x20
0
6x6 W1.4xW1.4
SFRM
SFRM
D832
W8x24, W8x28
1, 1-1/2, 2, 3
6x6 W1.4xW1.4
SFRM
SFRM
D833
W10x25
2, 3
WWF Optional
SFRM
SFRM
D840
W8x28
0
6x6 10x10 SWG
SFRM
SFRM
D858
W10x25, Concrete beam
1, 1-1/2, 2, 3, 4
6x6 W1.4xW1.4
SFRM
SFRM
D859
W8x20
1, 1-1/2, 2, 3
6x6 W1.4xW1.4
SFRM
SFRM
12
Minimum Concrete
Reinforcing
hr
Beam Deck
www.ascsd.com
TABLE OF CONTENTS
"144-150 NW
107-113 LW"
✓ ✓ ✓
2
2 1/2
117 LW
✓ ✓ ✓ ✓
1, 1-1/2, 2, 3, 4
2 1/2
"142-148 NW
102-120 LW
(110 LW with
joists)"
3
2 1/2
2
Note
UL Design
Number
2 1/2
3WxHF-36
2, 3, 4
3WxH-36
✓ ✓ ✓ ✓
2WHF-36
"147-13 NW
109-115 LW"
2WH-36
2 1/2
NHF-32
1, 1-1/2, 2, 3
NHN-32
pcf
✓ ✓
N
D759
✓
✓
N
D760
✓ ✓ ✓
✓ ✓
✓ ✓
N
D764
✓ ✓ ✓ ✓
✓ ✓ ✓
✓ ✓
✓ ✓
N
3
D767
"145-151 NW
109-115 LW"
✓ ✓ ✓ ✓
✓ ✓ ✓
✓ ✓
✓ ✓
N
3
D768
2 1/2
"142-148 NW
105-111 LW"
✓ ✓ ✓
✓ ✓
1, 1-1/2, 2, 3, 4
2 1/2
"142-148 NW
102-120 LW"
✓ ✓ ✓
✓ ✓
1, 1-1/2, 2, 3, 4
3 1/4
115-121 LW
✓ ✓ ✓
1, 1-1/2, 2, 3, 4
2 1/2
"NW
LW"
✓ ✓ ✓ ✓ ✓
2
2 1/2
"147-153 NW
117 LW"
1, 1-1/2, 2, 3
2 1/2
1, 1-1/2, 2, 3, 4
D775
✓
✓
N/A
D779
✓ ✓
✓
✓
N/A
D782
✓ ✓ ✓
✓ ✓
✓ ✓
N
D788
✓ ✓ ✓
✓ ✓
✓ ✓
N
D794
"147-153 NW
109-115 LW"
✓
✓ ✓
✓ ✓
N
D795
2 1/2
"142-148 NW
107-113 LW"
✓ ✓ ✓
✓ ✓
✓
✓
N/A
D798
1, 1-1/2, 2, 3
2 1/2
"147-153 NW
109-115 LW"
✓ ✓ ✓ ✓
✓ ✓ ✓
✓ ✓
✓ ✓
N
D799
2
2 1/2
"147-153 NW
105-111 LW"
✓ ✓ ✓ ✓
✓ ✓ ✓
✓ ✓
✓ ✓
N
3
D825
2
3 1/4
108-114 LW
✓ ✓ ✓ ✓
✓ ✓ ✓
✓ ✓
✓ ✓
N
3
D826
1, 1-1/2, 2, 3
2 1/2
"147-153 NW
109-115 LW"
✓ ✓ ✓ ✓
✓ ✓ ✓
✓
✓
N
3
D832
2, 3
2 1/2
"147-153 NW
109-115 LW"
✓ ✓
✓ ✓
N
3
D833
3 1/4
107-113 LW
107-116 LW
3 1/2
107-120 LW
✓ ✓
✓ ✓
✓ ✓
N
3 1/4
✓ ✓
✓ ✓
✓ ✓
1, 1-1/2, 2, 3, 4
2 1/2
"147-153 NW
108-115 LW"
✓
✓
1, 1-1/2, 2, 3
2
"142-148 NW
108-115 LW"
✓ ✓
✓ ✓
2
✓ ✓ ✓ ✓
✓ ✓ ✓
✓ ✓ ✓
✓ ✓ ✓
D840
N
N
N/A
3
D858
N
3
D859
13
ACUSTADEK®
www.ascsd.com
✓ ✓ ✓ ✓
D PANEL
N/A
C PANELS
✓
N PANELS
✓ ✓
✓ ✓ ✓
B PANELS
in
2W PANELS
hr
NH-32
BHF-36
BHN-351⁄4
BHN-36
BH-36
CF 1-3/8
Deck3
3W PANELS
Concrete
Restrained
Assembly
Rating8
Thickness
Type
GENERAL INFORMATION
Fire Ratings 1.4
TABLE OF CONTENTS
1.4 Fire Ratings
Fire Proofing2
On
UL Design
Number
Unrestrained
Assembly
Rating8
D861
W8x15, W10x25
1-1/2, 2
6x6 W1.4xW1.4
SFRM
SFRM
D862
W8x21
1
6x6 W1.4xW1.4
SFRM
SFRM
D867
W8x18
1-1/2, 2
6x6 6x6 SWG
SFRM
SFRM
D871
1, 1-1/2, 2, 3
6x6 W1.4xW1.4
SFRM
SFRM
D875
W8x20
1, 1-1/2, 2, 3
6x6 W1.4xW1.4
SFRM
SFRM
D877
W8x17
1, 1-1/2, 2
6x6 W1.4xW1.4
SFRM
SFRM
D878
W8x20
0
6x6 W1.4xW1.4
SFRM
SFRM
D883
W8x24, W8x28
1, 1-1/2, 2, 3
6x6 W1.4xW1.4
SFRM
SFRM
D884
W10x25
2, 3
WWF Optional
SFRM
SFRM
D888
W8x28
0
6x6 10x10 SWG
SFRM
None
D891
1, 1-1/2, 2, 3, 4
6x6 W1.4xW1.4
SFRM
SFRM
D892
W8x15, W10x25
1-1/2, 2
6x6 W1.4xW1.4
SFRM
SFRM
D893
W8x21
1
6x6 W1.4xW1.4
SFRM
SFRM
D898
1, 1-1/2, 2, 3
6x6 W1.4xW1.4
SFRM
SFRM
D902
W12x14, W8x28, W8x24,
W6x21, 8K1, 12K5, OWSJ
1, 1-1/2, 2, 3
6x6 10x10 SWG,
Fiber reinforcement
SFRM
none
14
Minimum Concrete
Reinforcing
hr
Beam Deck
www.ascsd.com
TABLE OF CONTENTS
1, 1-1/2, 2, 3
Note
UL Design
Number
2 1/2
3WxHF-36
1, 1-1/2, 2, 3
3WxH-36
"144-150 NW
107-113 LW"
2WHF-36
-
2WH-36
3
NHF-32
99-105 LW
NHN-32
2 1/2
NH-32
2
BHF-36
"137-150 NW
107-115 LW"
BHN-351⁄4
2 1/2
BHN-36
2
BH-36
pcf
CF 1-3/8
in
N
D861
✓ ✓
✓
✓
N/A
D862
✓ ✓ ✓
✓ ✓
✓ ✓
N
D867
"147-153 NW
108-115 LW"
✓
✓ ✓
N
3
D871
2
"142-148 NW
108-115 LW"
✓
✓
N/A
3
D875
2
2 1/2
"147-153 NW
105-111 LW"
✓
✓
N/A
3
D877
2
3 1/4
108-114 LW
✓
✓
N/A
3
D878
1, 1-1/2, 2, 3
2 1/2
"147-153 NW
109-115 LW"
✓
✓
N/A
3
D883
2, 3
2 1/2
"147-153 NW
107-115 LW"
✓
N/A
3
D884
3 1/4
107-113 LW
3 1/4
107-116 LW
3 1/2
107-120 LW
1, 1-1/2, 2, 3, 4
2 1/2
2
✓ ✓ ✓ ✓
✓ ✓ ✓
✓
✓
✓
N/A
"147-153 NW
108-115 LW"
✓
✓
N/A
3
D891
2 1/2
"137-150 NW
107-115 LW"
✓
N/A
3
D892
2
2 1/2
109-115 LW
✓
✓
N/A
1, 1-1/2, 2, 3
2 1/2
"147-153 NW
108-115 LW"
✓
✓
N/A
1
3 1/2
147-153 NW
1-1/2
4
147-153 NW
2
4 1/2
147-153 NW
3
5 1/4
147-153 NW
1
2 1/2
107-113 LW
1-1/2
3
107-113 LW
2
3 1/4
107-113 LW
2
3 1/4
107-116 LW
3
4 3/16
107-113 LW
1
2 5/8
107-120 LW
2
3 1/2
114-120 LW
3
4 7/16
114-120 LW
✓ ✓ ✓ ✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
D893
3
D898
Y
Y
Y
Y
Y
Y
Y
D902
Y
Y
Y
ACUSTADEK®
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
D888
D PANEL
www.ascsd.com
✓ ✓
✓ ✓
✓ ✓
C PANELS
✓
✓
✓
2
✓ ✓ ✓
N PANELS
✓
B PANELS
✓
2W PANELS
hr
Deck3
3W PANELS
Concrete
Restrained
Assembly
Rating8
Thickness
Type
GENERAL INFORMATION
Fire Ratings 1.4
Y
Y
15
TABLE OF CONTENTS
1.4 Fire Ratings
UL Design
Number
Unrestrained
Assembly
Rating8
Minimum Concrete
Reinforcing
hr
Fire Proofing2
On
Beam Deck
D907
D914
W8x17, W8x28
0
6x6 W1.4xW1.4
SFRM
none
W8x28
0
6x6 W1.4xW1.4
SFRM
none
D916
W8x28, OWSJ
0
6x6 10x10 SWG
SFRM
none
D918
W8x20
0
6x6 W1.4xW1.4
SFRM
none
D919
W8x28
0
6x6 W1.4xW1.4
SFRM
none
D920
D922
W8x28
0
6x6 W1.4xW1.4
SFRM
none
W8x28, OWSJ
0
6x6 10x10 SWG
SFRM
none
16
www.ascsd.com
TABLE OF CONTENTS
5 1/4
147-153 NW
3/4 or 1
2 1/2
107-113 LW
1-1/2
3
107-113 LW
2
3 1/4
107-113 LW
2
3 1/4
107-116 LW
3
4 3/16
107-113 LW
1
2 5/8
107-120 LW
2
3 1/2
114-120 LW
3
4 7/16
114-120 LW
1
3 1/2
150-156 NW
1-1/2
4
150-156 NW
2
4 1/2
150-156 NW
3
5 1/4
150-156 NW
1
2 1/2
107-113 LW
2
3 1/4
107-113 LW
3
4 3/16
107-113 LW
2
3 1/2
107-120 LW
3
4 7/16
107-120 LW
1
3 1/2
147-153 NW
1-1/2
4
147-153 NW
2
4 1/2
147-153 NW
3
5 1/4
147-153 NW
1
2 1/2
107-113 LW
1-1/2
3
107-113 LW
2
3 1/4
107-116 LW
3
4 3/16
107-113 LW
2
3 1/2
114-120 LW
3
4 7/16
114-120 LW
2
3 1/4
110-120 LW
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
Refer to D916 for these values.
www.ascsd.com
Note
✓
✓
✓
✓
✓
✓
✓
✓
✓
UL Design
Number
3
3WxHF-36
147-153 NW
3WxH-36
4 1/2
2WHF-36
2
2WH-36
147-153 NW
NHF-32
4
NHN-32
1-1/2
NH-32
147-153 NW
BHF-36
3 1/2
BHN-351⁄4
1
BHN-36
110 LW
BH-36
2 1/2
CF 1-3/8
3/4, 1
✓
✓
✓
✓
✓
✓
✓
✓
✓
D907
D914
Y
Y
Y
Y
Y
Y
Y
Y
D916
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
D918
4, 5
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
D919
D920
D922
ACUSTADEK®
110 LW
D PANEL
3 1/4
C PANELS
2
N PANELS
pcf
B PANELS
in
2W PANELS
hr
Deck3
3W PANELS
Concrete
Restrained
Assembly
Rating8
Thickness
Type
GENERAL INFORMATION
Fire Ratings 1.4
Y
Y
Y
Y
Y
17
TABLE OF CONTENTS
1.4 Fire Ratings
UL Design
Number
Unrestrained
Assembly
Rating8
Fire Proofing2
On
D923
W8x28
0
6x6 10x10 SWG
SFRM
none
D924
W8x28
0
Synthetic fibers,
negative reinforcing steel
SFRM
none
D925
W8x28, W8x16, 8K1 OWSJ
0
6x6 10x10 SWG or negative bending
SFRM
reinforcement with synthetic fibers
none
D927
D929
D931
D949
W8x28, OWSJ
W8x28
W8x28
W8x28
0
0
0 or 1
0
6x6 10x10 SWG
6x6 10x10 SWG
6x6 10x10 SWG
6x6 10x10 SWG
D957
W12x14, W8x28, W8x24, W6x12, OWSJ
1, 1-1/2, 2, 3
6x6 10x10 SWG
18
Minimum Concrete
Reinforcing
hr
Beam Deck
SFRM
SFRM
SFRM
SFRM
none
none
none
none
none
www.ascsd.com
TABLE OF CONTENTS
147-153 NW
1
2 1/2
107-113 LW
107-113 LW
3 1/4
107-113 LW
2
3 1/4
107-116 LW
3
4 3/16
107-113 LW
1
2 5/8
107-120 LW
2
3 1/2
107-120 LW
3
4 7/16
107-120 LW
2
4 1/8
142-148 NW
2
4 3/8
142-148 NW
2
3 1/8
105-111 LW
3
5
142-148 NW
3
5 3/8
142-148 NW
3
4
105-111 LW
1-1/2
4
147-153 NW
2
4 1/2
147-153 NW
3
5 1/4
147-153 NW
1
2 1/2
107-113 LW
1-1/2
3
107-113 LW
2
3 1/4
107-113 LW
2
3 1/4
107-116 LW
3
4 3/16
107-113 LW
1
2 5/8
107-120 LW
2
3 1/2
114-120 LW
3
4 7/16
114-120 LW
www.ascsd.com
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
Note
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
Y
Y
Y
Y
Y
Y
D923
Y
Y
Y
Y
Y
Y
N/A
4
N/A
5
N/A
N/A
4
N/A
5
D924
N/A
D925
D927
D929
D931
D949
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
Y
Y
Y
Y
Y
Y
Y
D957
Y
Y
Y
ACUSTADEK®
147-153 NW
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
D PANEL
3 1/2
✓
✓
✓
✓
✓
✓
✓
C PANELS
1
✓
✓
✓
✓
✓
✓
✓
N PANELS
3
2
✓
✓
✓
✓
✓
✓
✓
B PANELS
1-1/2
✓
✓
✓
✓
✓
✓
✓
UL Design
Number
5 1/4
3WxHF-36
3
3WxH-36
147-153 NW
2WHF-36
4 1/2
2WH-36
2
NHF-32
147-153 NW
NHN-32
4
NH-32
1-1/2
BHF-36
147-153 NW
BHN-351⁄4
3 1/2
BHN-36
1
BH-36
pcf
CF 1-3/8
in
2W PANELS
hr
Deck3
3W PANELS
Concrete
Restrained
Assembly
Rating8
Thickness
Type
GENERAL INFORMATION
Fire Ratings 1.4
Y
Y
19
TABLE OF CONTENTS
1.4 Fire Ratings
UL Design
Number
Unrestrained
Assembly
Rating8
Fire Proofing2
On
D967
W8x28
0
6x6 W1.4xW1.4
D968
W8x28
0
6x6 W1.4xW1.4
none
D973
D974
D975
D976
D977
W8x28
0
Fiber - Ultra Fiber 500
none
W8x28
1-1/2
6x6 10x10 SWG
none
W8x28, W8x24, W6x12
1, 1-1/2, 2, 3
6x6 10x10 SWG
none
W8x28 OWSJ
1, 1-1/2, 2
6x6 8x8 SWG
none
W8x28, OWSJ
1, 1-1/2
6x6 8x8 SWG
none
D985
W8x28, 10K1
0
6x6 10x10 SWG
none
D988
W8x28, 10K1
1, 1-1/2, 2, 3
6x6 W1.4xW1.4
none
Minimum Concrete
Reinforcing
hr
Beam Deck
SFRM
none
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.
20
www.ascsd.com
TABLE OF CONTENTS
147-153 NW
3
5 1/4
147-153 NW
2 1/2
107-113 LW
3
107-113 LW
2
3 1/4
107-116 LW
3
4 3/16
107-113 LW
2
3 1/2
114-120 LW
3
4 7/16
114-120 LW
2
3 3/4
142-148 NW
3
4 1/2
114-120 NW
Note
Y
Y
Y
Y
Y
D968
Y
Y
Y
B PANELS
1
1-1/2
D967
N/A
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
Y
Y
6
✓
N/A
7
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
N/A
7
1, 1-1/2, 2
3 1/2
112.5-106.5 LW
N/A
7
1
3 1/2
147-153 NW
1-1/2
4
147-153 NW
2
4 1/2
147-153 NW
3
5 1/4
147-153 NW
3/4 or 1
2 1/2
107-113 LW
1-1/2
3
107-113 LW
2
3 1/4
107-113 LW
2
3 1/4
107-116 LW
3
4 3/16
107-113 LW
1
2 5/8
107-120 LW
2
3 1/2
114-120 LW
3
4 7/16
114-120 LW
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
N
N
N
N
N
N
N
D985
N
N
N
N
N
D988
D PANEL
111-117 NW
C PANELS
3 1/2
D973
D974
D975
D976
D977
N PANELS
N/A
1, 1-1/2, 2
UL Design
Number
4 1/2
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
3WxHF-36
2
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
3WxH-36
147-153 NW
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
2WHF-36
4
2WH-36
1-1/2
NHF-32
147-153 NW
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
NHN-32
3 1/2
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
NH-32
1
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
✓
BHF-36
110 LW
BHN-351⁄4
2 1/2
BHN-36
3/4, 1
BH-36
pcf
CF 1-3/8
in
2W PANELS
hr
Deck3
3W PANELS
Concrete
Restrained
Assembly
Rating8
Thickness
Type
GENERAL INFORMATION
Fire Ratings 1.4
ACUSTADEK®
www.ascsd.com
21
TABLE OF CONTENTS
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 coldformed 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 factoryapplied 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 nonmandatory 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.
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.
20 Gage BH-36 Steel Deck Panel
Yield ksi
Ie+
(in4/ft)
Ie(in4/ft)
Se+
(in3/ft)
Se(in3/ft)
Mn+
(Kip-in/ft)
33
37
40
50
55
80
0.193
0.187
0.187
0.177
0.177
0.173
0.237
0.233
0.233
0.227
0.227
0.223
0.235
0.233
0.232
0.228
0.227
0.218
0.251
0.247
0.244
0.236
0.233
0.230
4.65
5.17
5.56
6.83
7.34
7.84
Figure 1.5.1: EFFECTIVE SECTION PROPERTIES
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:
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
22
Id =
2Ie + I g
3
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TABLE OF CONTENTS
GENERAL INFORMATION
Steel Deck Section Properties 1.5
How to Read Section Properties Table
Gross Section Properties are
Identified by the Subscript, g
Base Metal Thickness
(without Coating)
Panel Gage
3W PANELS
Weight of
Panel Section
Per SQFT
Effective Section Properties
are Identified by the
Subscript, e
2W PANELS
B PANELS
N PANELS
Effective Net Area
of Section
Hybrid Moment of
Inertia for Uniform Load
Condition Only
C PANELS
Effective Section
Properties at
Service Load
Conditions
Positive and Negative
Effective Moment of Inertia
for Non-Uniform Load
Conditions
Figure 1.5.2: SAMPLE OF PANEL PROPERTIES TABLE
D PANEL
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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.
23
ACUSTADEK®
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
TABLE OF CONTENTS
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 this
catalog are for a uniformly distributed out-of-plane load
applied to the deck (See figure 1.6.1 and 1.6.2).
UNIFORM DISTRIBUTION LOAD
R, EN
D RE
ACT
IO
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.
N (p
R
REA, INTER
CTIO IOR
N (p
lf )
lf )
Figure 1.6.1: UNIFORM DISTRIBUTED OUT-OF-PLANE LOAD
The allowable Rn/Ω and factored ϕRn 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 this catalog.
Panels must be attached to supports with fastener
patterns not less than the minimum attachment patterns
shown for the deck panel.
UNIFORM LOAD (psf)
UNIFORM LOAD (psf)
R
UNIFORM LOAD (psf)
R
INTERIOR
BEARING
LENGTH
Figure 1.6.2: SUPPORT REACTIONS
24
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TABLE OF CONTENTS
GENERAL INFORMATION
Web Crippling 1.6
How to Read Web Crippling Table
3W PANELS
Support Condition: Deck Panel End on Supports
or Deck Panel Continuous Over Supports
ASD Design Basis
Panel
Gage
Bearing Length of Deck Panel Web
on Support
2W PANELS
LRFD Design
Basis
Gage
B PANELS
N PANELS
Deck Panel Geometry
C PANELS
Allowable Reaction of Deck Panel on Interior
Support with 2″ of bearing
Allowable Reaction of Deck Panel
on End Support with 1.5 Bearing
Figure 1.6.3: SAMPLE OF WEB CRIPPLING TABLE
D PANEL
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25
TABLE OF CONTENTS
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
26
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.
Wdc+wdd+wlc
ANSI/SDI C-2011
Eq 2.4.1
Wdc+wdd+Plc
ANSI/SDI C-2011
Eq. 2.4.2
Wdd+wcdl ≥ 50psf
ANSI/SDI C-2011
Eq. 2.4.2
Wdc= dead weight of concrete1
Wdd= dead weight of the steel deck
Wlc = uniform construction live load
(combined with fluid concrete) not less than 20psf
Wcdl= uniform construction live load
(combined with bare deck) not less than 50psf
Plc = 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
this catalog to aid in the design of deck exceeding
the scope of the maximum unshored span tables.
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TABLE OF CONTENTS
3W PANELS
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 this catalog.
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.
2W PANELS
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 this catalog, 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.
B PANELS
N PANELS
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
this catalog provide the basic properties for this calculation.
The cantilever should be designed in accordance with
ANSI/SDI C-2011 section 2.4.
C PANELS
D PANEL
Backspan(s)
GENERAL INFORMATION
Steel Deck as a Concrete Form 1.7
Cantilever
Figure 1.7.1: Cantilevers
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TABLE OF CONTENTS
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)
Tension Crack
Uniform Load
Tension Crack
Figure 1.8.1: Single Span
The maximum load carrying capacity of a composite deckslab 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 this catalog 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 outof-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
28
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.
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TABLE OF CONTENTS
Fct
Figure 1.8.2: Uncracked Section
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 this catalog 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.
Neutral Axis of
Deck-Slab at Yield
Fc
Fs
C PANELS
Neutral Axis
of Steel Deck
Figure 1.8.3: Cracked Section
29
ACUSTADEK®
Bending Capacity
The flexural capacity for composite steel deck-slab
systems is determined using methods similar to reinforced
concrete design. In this catalog, 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 this catalog. For conditions exceeding the scope of
the tables, the bending capacity should be calculated in
accordance with ANSI/SDI C-2011 pre-qualified sections
D PANEL
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Neutral Axis
of Steel Deck
N PANELS
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.
Fs
B PANELS
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.
Fc
2W PANELS
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.
Neutral Axis of
Deck-Slab at ≤ Fct
3W PANELS
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.
GENERAL INFORMATION
Composite Deck-Slab Design 1.8
TABLE OF CONTENTS
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 this catalog.
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 this
catalog 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.
Id =
Iu + Ic
2
The average moment of inertia for deflection (Id) is presented
in the tables in this catalog 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
30
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TABLE OF CONTENTS
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
this catalog. The tables include the maximum unshored
span and the maximum uniform load capacity of the noncomposite deck.
2W PANELS
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 catalog 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 11⁄2 inches.
3W PANELS
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 noncomposite 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.
GENERAL INFORMATION
Non-Composite Deck-Slab Design 1.9
B PANELS
N PANELS
C PANELS
D PANEL
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TABLE OF CONTENTS
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 midsized 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 this catalog, 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)
Steel Parallel Edge Form
Steel Perpendicular Edge Form
Styrofoam Blockout
Figure 1.10.1: DECKED-OVER OPENINGS
32
Cut-Out: an opening or penetration through the deckslab 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 CutOut 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.
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TABLE OF CONTENTS
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.
Distribute
1
⁄2 Tributary
Load
2W PANELS
Collect
Tributary
Load
Figure 1.10.2: DECK SUPPORT ANGLES
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.
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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
D PANEL
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.
Figure 1.10.3: REBAR DISTRIBUTION
C PANELS
Load Distribution
Angle, Channel
or tube Steel
(Above or below
the deck)
Distribution Rebar Design
in Accordance with ACI 318
N PANELS
Distribute
1
⁄2 Tributary
Load
Distribute
1
⁄2 Tributary
Load
B PANELS
Distribute
1
⁄2 Tributary
Load
Collect
Tributary
Load
3W PANELS
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 CutOut. 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.
GENERAL INFORMATION
Penetrations and Openings 1.10
33
TABLE OF CONTENTS
1.10 Penetrations and Openings
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)
Opening Frame Channels,
Angles or Small Wide Flanges
Figure 1.10.4: DBL H OPENING FRAME
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.
34
Figure 1.10.5: ROW OF SMALL HOLES
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Collect
Tributary
Load
Figure 1.10.7: SINGLE VS 2 PENETRATIONS
N PANELS
Distribution
1
⁄2 Tributary
Load
When Perpendicular
to Flute Treat as
Single Net Opening
Distribute
1
⁄2 Tributary
Load
B PANELS
Collect
Tributary
Load
2W PANELS
Distribute
1
⁄2 Tributary
Load
When Parallel to
Flute Treat as one
Small Opening
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)
3W PANELS
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)
GENERAL INFORMATION
Penetrations and Openings 1.10
Figure 1.10.6: OVERLAPPING HOLES
C PANELS
D PANEL
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35
TABLE OF CONTENTS
1.11Composite and Non-Composite
Diaphragm Shear
General
A composite steel deck-slab is an integral part of a building's horizontal diaphragm system. The composite deckslab 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 this catalog provide an easy to use design aid with
factored diaphragm shears for common attachment types.
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.
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 contribution. 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, perpendicular 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 figures 1.13.11 and 1.13.12
Spacing (in) =
Q fa  12in 


sa  ft 
Q ff  12in 
Spacing (in) =


s f  ft 
Qfa= Allowable fastener strength using the safety factor,
Ω = 3.25, for composite deck-slab diaphragm shear in accordance with ANSI/SDI C-2011, lbs
Qff = Factored fastener strength using the safety factor,
Φ = 0.5, for composite deck-slab diaphragm shear in accordance with ANSI/SDI C-2011, lbs
Sa = Allowable shear demand, lbs/ft
Sf = 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
36
S
≤S
idth
Panel Wasteners
of F
r
e
b
m
u
N
Figure 1.11.1: SKEW DIAPHRAGM
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 stiffness (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
Catalog 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 diaphragm
is limited by this shear transfer, or the capacity of the
reinforced concrete diaphragm above the deck. The
capacity 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 this catalog provide factored
diaphragm shear capacities for common reinforcing
schedules with ¾ inch diameter headed stud anchors.
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TABLE OF CONTENTS
GENERAL INFORMATION
3W PANELS
2W PANELS
B PANELS
N PANELS
C PANELS
D PANEL
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37
TABLE OF CONTENTS
1.12Composite Deck-Slab Tables
General
The composite deck-slab load tables are intended to provide
a designer with easy to use design aids for common composite deck-slab conditions. The tables provide uniform load in
both allowable and factored superimposed loads. Factored
diaphragm shears are provided for composite deck-slab systems 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 allowable and factored superimposed loads are provided. The
superimposed load tables assume that the minimum temperature 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 requirements 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 concentrated loads, deflection limits, or spans not included in the
superimposed load tables. The properties include both allowable 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
This catalog 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 manu-
38
factures 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 this catalog 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: Selfdrilling screws are the best choice for attaching composite
steel deck to cold-formed steel framing. Common examples
of this application include: cold-formed steel framed multistory 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 superimposed 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 contribution 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 diaphragm 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.
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TABLE OF CONTENTS
How to Read Tables
3W PANELS
3WxH-36 Composite Deck
5" Total Slab Depth
Normal Weight Concrete (145 pcf)
Concrete Volume 1.080yd3/100ft2
Theoretical concrete
volume does not
account for deflection
Gage
22
21
20
Single
10' - 1"
11' - 0"
11' - 9"
Vertical Load Span (in)
GA
cr
u
ASD & LRFD - Superimposed Load, W (psf)
8'-0"
443 8'-6"
389 9'-0"
343 9'-6"
304 10'-0"
271 10'-6"
243 11'-0"
218 11'-6"
197 12'-0"
178 12'-6"
162 13'-0"
147
Load, 315
W (psf)285 258 235
709 622 ASD
549 & LRFD
487 - Superimposed
434 389 349
282
246
216
190
169
150
134
119
107
96
86
451 394 345 304 270 240 214 191 171 154 138
LRFD - Diaphragm Shear, ϕSn (plf / ft) 36/4 Attachment Pattern
2679 2634 2594 2587 2554 2523 2496 2470 2447 2448 2427
/ ft) 2258
36/4 Attachment
LRFD
- Diaphragm
Shear,2292
ϕSn (plf
2352
2326
2303 2312
2274
2243 2229Pattern
2238 2226
2367 2304
2342 2282
2319 2292
2309 2273
2291 2256
2274 2240
2258 2226
2244 2213
2231 2223
2227 2211
2216
2328
2178
2163
2151
2150
2139
2129
2120
2112
2105
2106
2099
2311 2288 2267 2278 2259 2243 2228 2215 2202 2212 2201
2163
2150 2138 2137
2110 2102 2095 2096
2090
4
55.4 in2118
/ft
45.0 psf
Icr = 2127
Mno/Ω= 47.9 kip-in/ft
2149
2137
2125
2126
2116
2107
2100
2092
2086
2088
2082
4
4
85.4 in /ft
I = 115.4 in /ft
ϕM = 73.2 kip-in/ft
u
546
874
-
16
LRFD - Diaphragm Shear, ϕSn (plf / ft)
Arc Spot Weld 1/2" Effective Dia 2898 2840 2788 2786 2742 2702
PAF Base Steel ≥ .25"
2477 2443 2413 2431 2405 2381
PAF Base Steel ≥ 0.125"
2431 2400 2372 2393 2368 2346
#12 Screw Base Steel ≥ .0385" 2431 2400 2373 2393 2369 2346
All Gages
Spacing of
shear studs
when used
n
14'-6"
111 15'-0"
102
178 163
63
57
101
90
2374 2359
2194 2184
2187 2172
2178
2181
2082
2077
2171 2163
2074
2069
3.82 kip/ft
2066
2062
5.73 kip/ft
Attachment Pattern
2633 2602 2609
2339 2321 2339
2308 2291 2310
2308 2291 2310
2581
2322
2294
2294
2556
2307
2279
2280
ϕMno= 89.2 kip-in/ft
2533
2292
2266
2266
2511
2279
2253
2254
12 in o.c.
24 in o.c.
36 in o.c.
6x6 W1.4xW1.4
As = 0.028 in2/ft
3200
3200
3200
6x6 W2.9xW2.9
As = 0.058 in2/ft
5540
5540
5170
4x4 W4xW4
As = 0.120 in2/ft
7340
7340
5170
Cracked &
uncracked
moment of
inertia of
deck-slab
2491
2266
2242
2242
Factored
superimposed
load
Superimposed
load that
produces L/360
deflection
Factored
diaphragm shear
corresponding to
type of fastener
Allowable
factored vertical
shear of deck
slab
Allowable
factored
momentum of
deck slab
4x4 W6xW6
As = 0.180 in2/ft
10040
7750
5170
Factored
diaphragm
shear when
studs are
used on
collectors
Welded Wire
reinforcing
required to
develop shear
when studs are
used
Minimum area of
60ksi reinforcing
as an alternative
to WWF
D PANEL
Combined
moment of
inertia of
deck-slab
4550
4550
4550
6x6 W4.0xW4.0
As = 0.080 in2/ft
129
209
129
Vn/Ω = 3.82 kip/ft
ϕ Vn = 5.73 kip/ft
LRFD - Diaphragm Shear, ϕSn (plf / ft) for all vertical load spans, WWF Designation or Area of Steel per foot width
3/4" Welded Shear Studs
kip/ft
15'-0"
kip/ft
Allowable
superimposed
live load capacity
C PANELS
Weight of
deck-slab
36/4
2666
2359
2326
2326
Icr = 64.9 in4/ft
Iu = 120.7 in4/ft
Concrete + Deck = 45.7 psf
(Icr+Iu)/2 = 92.8 in4/ft
Attachment
type to
supports
14'-0"
122
195
70
112
2391
2204
2196
2190
2087
2181
2079
Vn/Ω =
ϕ2071
V =
Icr = 39.2 in4/ft
Vn/Ω = 3.30
9'-0" 9'-6"
12'-0" 12'-6"
13'-0" 13'-6" 14'-0" 14'-6"
4
Iu = 10'-0"
107.1 in10'-6"
/ft 11'-0" 11'-6" ϕM
= 48.4 kip-in/ft
ϕ Vn = 4.76
no
480 424 377 337 303 273 247 224 204 186 170 155 142
768 679 604 540 484 436 395 358 326 297 271 248 228
142
Vertical Load Span(I(in)
4
+I )/2 = 8'-0"
73.2 in8'-6"
/ft
cr u
ASD, W/Ω
LRFD, ϕW
L/360
no
13'-6"
134
214
78
124
2408
2214
2205
2200
2093
2190
2084
2076
Triple
14' - 4"
14' - 9"
15' - 7"
14'-6" 15'-0"
N PANELS
Attachment
pattern for
weld, PAFs of
screws
ASD, W/Ω
LRFD, ϕW
ASD,
W/Ω
L/360
LRFD, ϕW
18
L/360
Arc Spot Weld 1/2" Effective Dia
22 ArcPAF
SpotBase
WeldSteel
1/2" Effective
≥ 0.125"Dia
PAF
Base
Steel
#12 Screw Base Steel≥ ≥.25"
.0385"
PAF Base Steel
≥ 0.125"
Concrete
+ Deck =
#12 Screw Base Steel ≥
(I .0385"
+I )/2 =
8'-6"
Maximum Unshored Span (in)
Triple
Gage
Single
Double
11' - 4"
19
12' - 3"
13' - 10"
12' - 2"
18
12' - 7"
15' - 2"
12' - 11"
16
13' - 3"
16' - 7"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0"
B PANELS
No load shown
when greater
than allowable
superimposed
live load
Double
11' - 0"
11' - 9"
12' - 6"
8'-0"
Vertical load
span of deck
2W PANELS
Maximum
Clear Span
without
Shoring
GENERAL INFORMATION
Composite Deck-Slab Tables 1.12
Figure 1.12.1: SAMPLE OF COMPOSITE DECK TABLE
ACUSTADEK®
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39
TABLE OF CONTENTS
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.
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.
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.
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.
The pull-out and pull-over capacities for fasteners are in
accordance with Sections E4.4.1 and E4.4.2 of AISI S1002012. The pull-out for PAF’s should be obtained from the
manufacturer’s data for the selected fastener.
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.
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)
Figure 1.13.1: FASTENER SELECTION CHART
Fastener
Minimum
Maximum
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
3/4" ϕ Shear Stud
0
*Below 10 gage is not recommended due to the difficulty of producing a good quality weld.
40
1/8
1/4
3/8
1/2
5/8
**Correct drill point must be selected for the base material thickness.
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TABLE OF CONTENTS
End Lapped Deck Condition
2”
>emin
Butted Deck Condition
- 1/2”
+ unlimitted
>emin
3W PANELS
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)
GENERAL INFORMATION
Support Fastening 1.13
Butted Tight or Gap
>emin
>emin
2W PANELS
de
Figure 1.13.2: END LAP AND BUTTED DECK
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
C PANELS
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)
N PANELS
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.
Figure 1.13.4: ARC SPOT WELD (weld to support)
B PANELS
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).
D PANEL
de
L
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ACUSTADEK®
Figure 1.13.3: ARC SEAM WELD (weld to support)
Figure 1.13.5: WELD WASHER
41
TABLE OF CONTENTS
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.
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
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
X-EDN-19 THQ12
X-EDK-22 THQ12
hnvs = 3/16” - 3/8”
Steel Deck Panel
Structural Steel Member
X-ENP-19 L15
hnvs = 5/16” - 3/8”
Steel Deck Panel
Pneutek Fasteners
SDK61075, SDK63075, K64062, K66075, K66056, K66062, K66075
Figure 1.13.7: HILTI X-ENP-19
Pneutek Fastener
X-HSN 24
Head in Contact
Steel Deck Panel
hnvs = 5 — 9 mm
Structural
Steel Member
Steel Deck Panel
Figure 1.13.6: PNEUTEK K64062
42
Figure 1.13.8: HILTI X-HSN 24
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2W PANELS
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.
3W PANELS
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.
GENERAL INFORMATION
B PANELS
N PANELS
Self-Drilling Screw
Steel Panel
Steel Support
C PANELS
Figure 1.13.10: #12-24R1-1/4 SCREW
Figure 1.13.9: HEADED STUD ANCHOR
D PANEL
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43
TABLE OF CONTENTS
Figure 1.13.11
Nominal Strength
WELDING CAPACITIES
Deck Panel
Arc Spot (puddle) Weld
(1/2 in effective diameter)
Gage
Arc Seam Weld
(3/8 in x 1 in effective
width & length)
Shear (lbs)
Tensile (lbs)
Shear (lbs)
BH, NH
22
20
18
16
2416
3364
5701
7263
2310
2755
3618
4463
3873
4688
6344
8065
2WH, 3WxH
22
21
20
19
18
16
2323
2886
3212
4486
5525
7172
2243
2541
2689
3200
3561
4408
3752
4293
4565
5531
6231
7948
BHF, NHF
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
8608
8836
8836
8836
8836
8836
8836
8836
8836
5290
6019
6862
6078
6853
7850
6935
7850
8875
9851
11521
13392
11660
13376
15298
13534
15298
17271
2WHF, 3WxHF
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
8509
8836
8836
8836
8836
8836
8836
8836
8836
5229
5960
6788
6026
6788
7782
6870
7782
8805
9717
11383
13250
11537
13250
15168
13408
15168
17138
Safety and Resistance Factors for Welds
for Conditions other than Diaphragm Shear
Shear
Tension
Ω
Φ
Ω
Φ
Arc Spot Weld
Arc Spot Weld
Arc Spot Weld
Arc Spot Weld
2.80
3.05
2.55
2.20
0.55
0.50
0.60
0.70
2.50
0.60
Arc Seam Weld
2.55
0.60
Calculated in Accordance with AISI S100-2012
44
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TABLE OF CONTENTS
Figure 1.13.12
Nominal Strength
MECHANICAL FASTENER CAPACITIES
Screws
unlimited
unlimited
0.375
0.375
0.250
unlimited
0.312
0.232
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
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
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
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
D PANEL
Deck
Gage
SDK61075
Max
SDK63075
0.155
K64062
K64075
0.232
K66062
K66075
0.312
X-EDNK22 THQ12
0.125
X-HSN 24
0.125
X-ENP-19 L15
0.125
C PANELS
2WHF, 3WxHF
0.250
N PANELS
BHF, NHF
0.0385
B PANELS
2WH, 3WxH
Min
2W PANELS
BH, NH
Pneutek
# 12, #14 Self Drill
Deck Profile
Nominal Shear Strength (lbs)
3W PANELS
Supporting Framing Steel
Thickness (in)
Hilti
GENERAL INFORMATION
Calculated in Accordance with the SDI DDM03
ACUSTADEK®
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45
TABLE OF CONTENTS
1.14 Side Seam Fastening
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).
STANDING SEAM (ALL)
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.
NESTABLE (B & N)
STANDING SEAM SCREWABLE SIDELAP (2W)
Figure 1.14.1: STANDING SEAM AND NESTABLE DIAGRAM
Figure 1.14.2: TRIPLE BUTTON PUNCH
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.
SAMPLE BUTTON PUNCH TOOL
46
Figure 1.14.3: BUTTON PUNCH SIDE LAPS
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TABLE OF CONTENTS
Figure 1.14.4: SIDE SEAM SELF-DRILLING SCREW
(Nestable Sidelap)
Figure 1.14.6: SIDE SEAM SELF-DRILLING SCREW
(Screwable Sidelap)
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 1.14.5: TOP SEAM WELD
Figure 1.14.7: DELTAGRIP PUNCH
2W PANELS
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.
3W PANELS
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.
GENERAL INFORMATION
Side Seam Fastening 1.14
B PANELS
N PANELS
C PANELS
D PANEL
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TABLE OF CONTENTS
1.15 Edge Form
Edge Form
Edge form is an integral part of a composite or noncomposite 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 coldformed 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
20
18
16
14
12
10
0.0290
0.0350
0.0470
0.0590
0.0700
0.1050
0.1350
Figure 1.15.1
≥3⁄4"
≥3⁄4"
MINIMUM FLAT WIDTH
MINIMUM STIFFENER WIDTH
1"
STRIP
FILLER PLATE (10" Max)
≥3⁄4"
ANGLE
ANGLE WITH STIFFENER
ZEE
F
F
≥F+3⁄4"
≥F+3⁄4"
HAT
CHANNEL
Figure 1.15.2
48
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TABLE OF CONTENTS
Figure 1.15.3: Pour stop gage selection table, based on overhang and slab depth. (as published in ANSI/SDI C-2011)
GENERAL INFORMATION
Edge Form1.15
Pour Stop Overhang
0"
1"
2"
3"
4"
5"
6"
7"
8"
9"
10"
11"
12"
4.00
4.25
4.50
4.75
5.00
5.25
5.50
5.75
6.00
6.25
6.50
6.75
7.00
7.25
7.50
7.75
8.00
8.25
8.50
8.75
9.00
9.25
9.50
9.75
10.00
10.25
10.50
10.75
11.00
11.25
11.50
11.75
12.00
20
20
20
20
20
20
20
20
18
18
18
18
18
16
16
16
14
14
14
14
14
12
12
12
12
12
12
12
12
12
10
10
10
20
20
20
20
20
18
18
18
18
18
16
16
16
16
14
14
14
14
12
12
12
12
12
12
12
12
12
10
10
10
10
10
10
20
20
20
18
18
18
18
16
16
16
16
14
14
14
14
14
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
20
18
18
18
18
16
16
16
16
14
14
14
14
14
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
18
18
18
16
16
16
16
14
14
14
14
14
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
18
16
16
16
16
14
14
14
14
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
10
16
16
16
14
14
14
14
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
14
14
14
14
14
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
12
12
12
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
10
12
12
12
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
3W PANELS
Slab
Depth
2W PANELS
B PANELS
1/
2”
N PANELS
1” Fillet Welds @ 12” O.C.
Slab
Depth
C PANELS
Pour
Stop
Edge Form Detail
1. Normal weight concrete (150 pcf).
2”
D PANEL
The above Selection Table is based on the following criteria:
Overhang
FD14 Edge Form detail
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.
ACUSTADEK®
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.
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49
TABLE OF CONTENTS
1.16 Accessories
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 DECK NEOPRENE AND METAL CLOSURES
B36 Large Neoprene
B36 Large Metal
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.
2WH NEOPRENE AND METAL CLOSURES
Figure 1.16.1
N32 DECK NEOPRENE AND METAL CLOSURES
2W Neoprene
N32 Large Neoprene
Figure 1.16.4
N32 Large Metal
3WxH NEOPRENE AND METAL CLOSURES
2W Metal
Figure 1.16.2
Weld Washers
14 gauge x 3⁄8” diameter hole for welded attachment of C1.432. Variable Gauge x 3⁄8” diameter hole for welded attachment 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
Raised Edge Weld Washer
on 22 gage or heavier steel decks.
3WxH Neoprene
3WxH Metal
Figure 1.16.5
1”
3/4” Weld Washer
Curved
14 Gage x 3⁄8” dia.
hole for welded
attachment of
C1.4-32 (CF13⁄8)
DEEP DECK NEOPRENE CLOSURES
14 gauge X 3/8” dia. hole for welded attachment of CF 7/8”.
RD39
Raised Edge Weld Washers
14 Gage x 3⁄8” dia.
hole for welded
attachment of
C0.9-32 (CF7⁄8)
4.5D Neoprene
Figure 1.16.3
50
6D Neoprene
7.5D Neoprene
Figure 1.16.6
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TABLE OF CONTENTS
2W PANELS
Minimum Welded Wire
or
Rebar when Specified
3W PANELS
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.
GENERAL INFORMATION
Typical Details 1.17
Cell Closure
Edge Form
eq
eq
B PANELS
Figure 1.17.1: TYPICAL PLACEMENT OF TEMPERATURE
& SHRINKAGE REINFORCEMENT
Edge Form
N PANELS
Figure 1.17.3: SINGLE PIECE EDGE FROM PERPENDICULAR
TO DECK ON WIDE FLANGE BEAM
Edge Form
C PANELS
Cell Closure
D PANEL
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
ACUSTADEK®
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51
TABLE OF CONTENTS
1.17 Typical Details
Field Cut Deck
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
Field Cut Deck
Cell Closure
Figure 1.17.6: DECK PARALLEL TO WIDE FLANGE BEAM CUT
TO ACCOMMODATE DECK MODULE
Filler Plates
Figure 1.17.9: DECK TRANSITION ON WIDE FLANGE BEAM
or
Figure 1.17.7: DECK PARALLEL TO WIDE FLANGE
BEAM WITH FILLER PLATES
52
Z Closure
Figure 1.17.10: DECK PERPENDICULAR TO
WIDE FLANGE BEAM
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TABLE OF CONTENTS
Edge Form
Hat or Channel
Section
GENERAL INFORMATION
Typical Details 1.17
3W PANELS
Figure 1.17.11: CONCRETE OR CMU WALL LEGER
DECK PERPENDICULAR
2W PANELS
Figure 1.17.14: SINGLE PIECE EDGE FROM PARALLEL TO
DECK ON OPEN WEB JOIST GIRDER
Edge Form
B PANELS
Cell Closure
N PANELS
Figure 1.17.15: TWO PIECE EDGE FORM WITH DECK
CANTILEVER ON WIDE FLANGE BEAM
C PANELS
Figure 1.17.12: CONCRETE OR CMU WALL LEGER
DECK PARALLEL
D PANEL
Figure 1.17.13: CONCRETE OR CMU WALL
WITH EMBED PERPENDICULAR
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ACUSTADEK®
HAT SECTION
ONLY REQUIRED
AT GIRDERS THAT
ARE AXIAL COLLECTORS
FOR DIAPHRAGM
Figure 1.17.16: DECK ON OPEN WEB STEEL
JOISTS AND OPEN WEB STEEL JOIST GIRDER
53
TABLE OF CONTENTS
1.17 Typical Details
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
Deck
Support
Angles
Deck Support
Required
When These Webs
are Unsupported
by Beams
Deck Support
Not Required
When These Webs
are Supported
by Beams
Deck
Support
Angles
Figure 1.17.17: COLUMN DETAIL NOT REQUIRING
DECK SUPPORT ANGLES
54
Figure 1.17.18: COLUMN DETAIL REQUIRING
DECK SUPPORT ANGLES
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TABLE OF CONTENTS
Composite Deck-Slab 1.18
Tables General Requirements
2W PANELS
B PANELS
ACUSTADEK®
55
D PANEL
C PANELS
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.
N PANELS
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neutral axis of gross or effective section
sg
Minimum section modulus for gross section
r
radius of gyration
Ae
Effective are for compression
se-
Negative effective section modulus
se+
Positive effective section modulus
Ie+
Positive effective moment of inertia
Ie-
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
Qn
Nominal shear capacity for one welded
headed shear studs anchor
Qn/Ω
ASD available shear capacity for one welded headed shear studs anchor
ϕQn
LRFD available shear capacity for one
welded headed shear studs anchor
3W PANELS
General Notes
1. The general notes apply to the entire catalog.
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,
c. For BH-36 and BHF-36 the embossment shape is
Type 1 with an embossment factor,
d. For NH-32 and NHF-32 the embossment shape is
Type 2 with an embossment factor,
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
As Area of reinforcing steel
Icr Cracked moment of inertia
Iu Un-cracked moment of inertia
(Icr+Iu)/2 Moment of inertia for determining
deflection under service load
L
Vertical load clear span
Mno/Ω ASD available flexural moment
Vn/Ω ASD available vertical shear
ϕMno LRFD available flexural moment
ϕVn LRFD available vertical shear
ϕSn 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
Ag Gross Area of steel deck
t
Design base steel thickness of steel deck
Fy
Yield strength of steel
Fu
Tensile strength of steel
Ig
Moment of inertia of gross section
yb
Distance form extreme bottom fiber to
GENERAL INFORMATION
TABLE OF CONTENTS
1.18 Composite Deck-Slab
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 overlap (2-inch standard less
56
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 selfdrilling 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.
>emin
Butted Tight or Gap
>emin
Figure 1.18.1: BUTTED DECK CONDITION
2” +- 1/2”
unlimitted
>emin
>emin
Figure 1.18.2: END LAPPED DECK CONDITION
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’
> 2000kip/inch
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TABLE OF CONTENTS
Composite Deck-Slab 1.18
ASD
Qn/R
LRFD
ϕQn
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
DECK TYPES
145 pcf Normal Weight Concrete and 110 pcf Light Weight Concrete
Figure 1.18.3
1
≥½˝
≥1½˝
≥½˝
Reinforcing Mesh
or Bar
Reinforcing Mesh
or Bar
Concrete
Thickness
Concrete
Thickness
Deck Height
≥1½˝
≥½˝
≥1½˝
≥½˝
≥1½˝
Shear
Steel
Stud
Deck
Shear
Steel
Stud
Deck
Deck Parallel to Beam
Reinforcing Mesh
or Bar
Reinforcing Mesh
or Bar
Deck Height
B PANELS
Concrete
Thickness
Concrete
Thickness
Deck
Height
Shear
Steel
Stud
Deck
Shear
Steel
Stud
Deck
Deck May Extend
as Shown
Deck May Extend
as Shown
Deck Height
N PANELS
Deck Perpendicular to Beam
Figure 1.18.4
ACUSTADEK®
D PANEL
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.
C PANELS
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Shear Capacity1
2W PANELS
Diaphragm shear with welded headed shear
stud anchors
1. Concrete shear reinforcing steel shall be provided
that meets the minimum specified reinforcing
area, (As), 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, selfdrilling 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
⁄4" Steel Headed Stud Anchors
3
3W PANELS
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
GENERAL INFORMATION
57
TABLE OF CONTENTS
2.1 3WxH-36
4½"
12"
3"
36/4
36"
4½"
3WxH-36 Profile
36/4 Attachment Pattern
2
0.060
1
1 3/16
3Wx Series Embossment
Panel Properties
Gage
Weight
22
21
20
19
18
16
w
psf
1.70
1.92
2.09
2.43
2.76
3.43
Compression
Gage
22
21
20
19
18
16
Area
Ae
in2/ft
0.309
0.362
0.414
0.532
0.651
0.887
Base Metal
Thickness Yield Strength
t
in
0.0290
0.0330
0.0359
0.0420
0.0478
0.0598
Fy
ksi
50
50
50
50
50
50
Tensile
Strength
Area
Fu
ksi
65
65
65
65
65
65
Ag
in2/ft
0.504
0.556
0.605
0.708
0.806
1.008
Effective Section Modulus at Fy
Bending
Distance to
Section
N.A. from
Section
Modulus
Bottom
Modulus
Se+
yb
Sein3/ft
in
in3/ft
0.392
1.33
0.404
0.452
1.36
0.465
0.510
1.39
0.524
0.636
1.43
0.654
0.761
1.46
0.781
0.984
1.49
0.982
Gage
22
21
20
19
18
16
58
Condition
1"
End
296
Interior
522
End
379
Interior
667
End
424
Interior
746
End
600
Interior
1054
End
743
Interior
1305
End
1143
Interior
2008
Web Crippling Constraints
Ig
in4/ft
0.770
0.850
0.927
1.083
1.233
1.540
yb
in
1.48
1.48
1.48
1.48
1.49
1.49
Sg
in3/ft
0.497
0.548
0.595
0.695
0.789
0.984
Radius of
Gyration
r
in
1.236
1.236
1.236
1.236
1.236
1.236
Effective Moment of Inertia for Deflection
Distance to
N.A. from
Bottom
yb
in
1.63
1.61
1.59
1.55
1.52
1.50
Reactions at Supports (plf) Based on Web Crippling
Allowable (Rn/Ω)
2"
4"
368
471
630
783
470
598
801
990
524
666
893
1101
737
930
1252
1532
908
1141
1542
1878
1383
1723
2350
2834
h=2.16"
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Moment of
Inertia
Ie+
in4/ft
0.727
0.823
0.910
1.083
1.233
1.540
Bearing Length of Webs
6"
550
900
697
1135
775
1261
1078
1747
1320
2136
1983
3206
1"
452
776
580
993
649
1110
918
1568
1137
1941
1749
2986
r=0.125"
Moment of
Inertia
Ie in4/ft
0.720
0.813
0.900
1.073
1.230
1.540
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
0.741
0.832
0.916
1.083
1.233
1.540
Factored (ΦRn)
2"
4"
564
721
937
1164
719
915
1191
1472
802
1020
1329
1638
1127
1423
1863
2280
1389
1746
2294
2794
2116
2636
3495
4216
θ=54.4º
Iin4/ft
0.737
0.826
0.909
1.077
1.231
1.540
6"
842
1338
1066
1688
1186
1876
1650
2599
2020
3178
3034
4768
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TABLE OF CONTENTS
4½"
12"
3"
36/4
4½"
36"
GENERAL INFORMATION
3WxHF-36 2.2
3WxHF-36 Profile
Gage
Gage
Area
Ag
in2/ft
1.054
1.193
1.344
1.253
1.392
1.543
1.45
1.593
1.744
Bending
Distance to
N.A. from
Bottom
yb
in
0.75
0.66
0.61
0.98
0.88
0.80
1.11
1.02
0.95
Section
Modulus
Sein3/ft
0.645
0.674
0.701
0.844
0.879
0.910
1.047
1.084
1.119
Distance to
N.A. from
Bottom
yb
in
1.42
1.23
1.04
1.49
1.34
1.19
1.53
1.40
1.28
Moment of
Inertia
Ie +
in4/ft
1.506
1.582
1.640
1.930
2.056
2.170
2.306
2.454
2.592
Moment of
Inertia
I ein4/ft
1.186
1.363
1.512
1.484
1.693
1.868
1.790
2.012
2.214
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
1.518
1.601
1.669
1.931
2.057
2.171
2.307
2.455
2.593
Iin4/ft
1.305
1.455
1.584
1.633
1.815
1.969
1.963
2.160
2.341
C PANELS
Section
Modulus
Se+
in3/ft
0.538
0.540
0.562
0.875
0.878
0.875
1.175
1.194
1.211
Radius of
Gyration
r
in
1.209
1.172
1.133
1.242
1.216
1.186
1.262
1.242
1.220
N PANELS
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Area
Ae
in2/ft
0.481
0.551
0.650
0.691
0.761
0.860
0.923
0.997
1.095
Tensile
Strength
Fu
ksi
65
65
65
65
65
65
65
65
65
B PANELS
Compression
Base Metal
t
Fy
in
ksi
0.035 / 0.036
50
0.035 / 0.047
50
0.035 / 0.059
50
0.047 / 0.036
50
0.047 / 0.047
50
0.047 / 0.059
50
0.059 / 0.036
50
0.059 / 0.047
50
0.059 / 0.059
50
2W PANELS
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Weight
w
psf
3.69
4.16
4.68
4.35
4.83
5.35
5.03
5.51
6.03
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Ig
yb
Sg
in4/ft
in
in3/ft
1.542
0.91
0.712
1.640
0.81
0.723
1.727
0.74
0.732
1.932
1.02
0.934
2.058
0.93
0.949
2.172
0.85
0.962
2.309
1.1
1.155
2.457
1.01
1.174
2.595
0.94
1.191
3W PANELS
Panel Properties
D PANEL
ACUSTADEK®
www.ascsd.com
59
TABLE OF CONTENTS
2.3 3WxHF-36 Cellular Composite Deck
Maximum Unshored Spans
3WxHF-36 Cellular Shoring Table
Total Slab Depth
(in)
5
6
6 1/2
1 Hour
Fire Rating
7 1/2
2 Hour
Fire Rating
Volume
cy/100sf
1.080
1.389
1.543
1.852
8 1/4
3 Hour
Fire Rating
2.083
Gage
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
145 pcf Normal Weight Concrete
Maximum Unshored Span
Slab and Deck
psf
Single
Double
45.9
12' - 2"
12' - 4"
46.4
12' - 3"
12' - 10"
46.9
12' - 3"
13' - 1"
46.6
13' - 10"
13' - 8"
47.0
14' - 1"
14' - 9"
47.6
14' - 2"
15' - 0"
47.2
14' - 6"
14' - 11"
47.7
14' - 9"
16' - 3"
48.2
14' - 10"
16' - 7"
58.0
11' - 2"
11' - 4"
58.5
11' - 3"
11' - 10"
59.0
11' - 2"
12' - 1"
58.7
13' - 2"
12' - 8"
59.1
13' - 4"
13' - 7"
59.7
13' - 5"
13' - 11"
59.3
13' - 9"
13' - 10"
59.8
13' - 11"
15' - 1"
60.3
14' - 1"
15' - 4"
64.0
10' - 9"
10' - 11"
64.5
10' - 9"
11' - 5"
65.0
10' - 9"
11' - 8"
64.7
12' - 10"
12' - 2"
65.2
13' - 0"
13' - 2"
65.7
13' - 2"
13' - 5"
65.4
13' - 5"
13' - 4"
65.8
13' - 8"
14' - 6"
66.4
13' - 9"
14' - 10"
76.1
10' - 0"
10' - 3"
76.6
10' - 1"
10' - 8"
77.1
10' - 1"
10' - 11"
76.8
12' - 4"
11' - 5"
77.3
12' - 6"
12' - 4"
77.8
12' - 8"
12' - 7"
77.5
12' - 11"
12' - 6"
77.9
13' - 1"
13' - 8"
78.4
13' - 3"
13' - 11"
85.2
9' - 7"
9' - 10"
85.7
9' - 7"
10' - 3"
86.2
9' - 7"
10' - 5"
85.8
12' - 0"
10' - 11"
86.3
12' - 1"
11' - 10"
86.8
12' - 2"
12' - 0"
86.5
12' - 7"
12' - 0"
87.0
12' - 9"
13' - 1"
87.5
12' - 11"
13' - 4"
Triple
13' - 0"
13' - 1"
13' - 0"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
12' - 0"
12' - 1"
12' - 0"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
11' - 7"
11' - 8"
11' - 7"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
10' - 10"
10' - 11"
10' - 11"
13' - 3"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
10' - 5"
10' - 5"
10' - 5"
12' - 8"
12' - 9"
12' - 10"
13' - 4"
13' - 4"
13' - 4"
Shaded area the span is governed by maximum deck panel length of 40 feet; 20 feet for double span, 13 feet 4 inches for triple span.
60
www.ascsd.com
TABLE OF CONTENTS
3WxHF-36 Cellular Composite Deck 2.3
Light Weight Concrete (110 pcf)
Volume
cy/100sf
5
1.080
1 Hour
Fire Rating
1.389
2 Hour
Fire Rating
1.466
3 Hour
Fire Rating
1.755
D PANEL
7 3/16
C PANELS
6 1/4
N PANELS
6
1.235
Triple
14' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
13' - 8"
13' - 9"
13' - 8"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
13' - 2"
13' - 3"
13' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
13' - 0"
13' - 1"
13' - 0"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
12' - 3"
12' - 4"
12' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
14' - 3"
B PANELS
5 1/2
ACUSTADEK®
Gage
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
110 pcf Light Weight Concrete
Slab and Deck
psf
Single
Double
35.7
13' - 6"
13' - 5"
36.2
13' - 7"
14' - 0"
36.7
13' - 6"
14' - 3"
36.4
14' - 9"
15' - 0"
36.8
15' - 0"
16' - 1"
37.4
15' - 1"
16' - 5"
37.0
15' - 6"
16' - 4"
37.5
15' - 8"
17' - 10"
38.0
15' - 10"
18' - 2"
40.3
12' - 11"
12' - 11"
40.8
13' - 0"
13' - 6"
41.3
12' - 11"
13' - 9"
40.9
14' - 4"
14' - 5"
41.4
14' - 7"
15' - 6"
41.9
14' - 8"
15' - 9"
41.6
15' - 0"
15' - 8"
42.1
15' - 3"
17' - 1"
42.6
15' - 5"
17' - 5"
44.9
12' - 5"
12' - 6"
45.4
12' - 6"
13' - 0"
45.9
12' - 5"
13' - 3"
45.5
14' - 0"
13' - 11"
46.0
14' - 2"
14' - 11"
46.5
14' - 4"
15' - 3"
46.2
14' - 8"
15' - 2"
46.7
14' - 10"
16' - 6"
47.2
15' - 0"
16' - 10"
47.2
12' - 2"
12' - 3"
47.6
12' - 3"
12' - 9"
48.2
12' - 2"
13' - 0"
47.8
13' - 10"
13' - 8"
48.3
14' - 0"
14' - 8"
48.8
14' - 2"
15' - 0"
48.5
14' - 6"
14' - 11"
49.0
14' - 8"
16' - 3"
49.5
14' - 10"
16' - 7"
55.8
11' - 5"
11' - 7"
56.2
11' - 6"
12' - 1"
56.8
11' - 5"
12' - 4"
56.4
13' - 4"
12' - 11"
56.9
13' - 6"
13' - 11"
57.4
13' - 8"
14' - 2"
57.1
13' - 11"
14' - 1"
57.6
14' - 2"
15' - 4"
58.1
14' - 4"
15' - 8"
2W PANELS
Total Slab Depth
(in)
3W PANELS
3WxHF-36 Cellular Shoring Table
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GENERAL INFORMATION
61
TABLE OF CONTENTS
2.4 3WxH-36 Composite Deck
5" Total Slab Depth
Gage
22
21
20
GA
22
Single
10' - 1"
11' - 0"
11' - 9"
Triple
Gage
11' - 4"
19
12' - 2"
18
12' - 11"
16
Double
11' - 0"
11' - 9"
12' - 6"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
282
451
-
246
394
-
#12 Screw Base Steel ≥ .0385"
9'-0"
2367 2342 2319 2309 2291 2274
2178 2163 2151 2150 2139 2129
2163 2150 2138 2137 2127 2118
2149 2137 2125 2126 2116 2107
ASD, W/Ω
LRFD, ϕW
L/360
21
20
70
112
-
63
101
-
57
90
-
Attachment Pattern
2244 2231 2227
2112 2105 2106
2102 2095 2096
2092 2086 2088
2216
2099
2090
2082
2205
2093
2084
2076
2196
2087
2079
2071
2187
2082
2074
2066
2178
2077
2069
2062
311
498
-
272 239 211 187 167 149 133 120
435 382 337 299 266 238 213 192
-
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
338
541
-
296
473
-
36/4
2306
2147
2135
2124
108
172
-
97
155
-
88
140
-
79
127
-
72
114
-
65
103
-
Attachment Pattern
2289 2274 2271
2138 2129 2132
2126 2118 2121
2116 2108 2111
2258
2124
2113
2104
2246
2117
2107
2098
2234
2110
2100
2092
2224
2104
2094
2086
2214
2098
2089
2081
Icr = 42.3 in4/ft
Iu = 108.6 in4/ft
9'-0"
Vn/Ω = 3.30 kip/ft
ϕ Vn = 4.76 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
2430 2401 2375 2365 2343 2324
2213 2196 2181 2182 2169 2158
2196 2180 2166 2168 2156 2145
2181 2166 2153 2155 2144 2134
Vn/Ω = 3.82 kip/ft
ϕ Vn = 5.66 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
260 230 204 182 163 147 132
416 368 327 292 261 234 211
-
2477 2445 2416 2407 2383 2361
2239 2220 2204 2206 2192 2179
2220 2203 2188 2190 2177 2165
2205 2189 2174 2177 2165 2153
(Icr+Iu)/2 = 77.5 in4/ft
62
78
124
-
8'-6"
36/4
2258
2120
2110
2100
86
138
-
8'-0"
(Icr+Iu)/2 = 75.4 in4/ft
Triple
14' - 4"
14' - 9"
15' - 7"
96
154
-
Icr = 39.2 in4/ft
Iu = 107.1 in4/ft
9'-0"
Double
13' - 10"
15' - 2"
16' - 7"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
216 190 169 150 134 119 107
345 304 270 240 214 191 171
-
(Icr+Iu)/2 = 73.2 in4/ft
Single
12' - 3"
12' - 7"
13' - 3"
36/4
2341
2168
2154
2143
119
190
-
107
172
-
97
155
-
88
141
-
80
128
-
72
116
-
Attachment Pattern
2323 2307 2304
2157 2147 2151
2144 2135 2139
2134 2125 2130
2289
2142
2131
2122
2276
2134
2124
2115
2263
2127
2117
2108
2252
2120
2110
2102
2241
2114
2104
2096
Icr = 45.1 in4/ft
Iu = 110.0 in4/ft
Vn/Ω = 3.82 kip/ft
ϕ Vn = 5.73 kip/ft
www.ascsd.com
TABLE OF CONTENTS
5" Total Slab Depth
ASD, W/Ω
LRFD, ϕW
L/360
8'-6"
394
630
-
345 304 270 240 215 192 173 156
552 487 431 384 343 308 277 250
-
9'-0"
2579 2540 2506 2497 2468 2442
2295 2273 2254 2258 2241 2226
2274 2253 2235 2241 2225 2210
2258 2238 2220 2227 2212 2198
18
97
154
-
88
141
-
Attachment Pattern
2397 2377 2376
2200 2188 2194
2185 2174 2181
2174 2163 2170
2358
2184
2171
2161
2342
2174
2161
2152
2327
2165
2153
2144
2313
2156
2145
2136
2300
2149
2137
2129
443
709
-
389 343 304 271 243 218 197 178
622 549 487 434 389 349 315 285
-
9'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
546
874
-
480
768
-
147
235
-
134
214
-
122
195
-
111
178
-
102
163
-
Attachment Pattern
2470 2447 2448
2243 2229 2238
2226 2213 2223
2215 2202 2212
2427
2226
2211
2201
2408
2214
2200
2190
2391
2204
2190
2181
2374
2194
2181
2171
2359
2184
2172
2163
9'-0"
Vn/Ω = 3.82 kip/ft
ϕ Vn = 5.73 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
424 377 337 303 273 247 224
679 604 540 484 436 395 358
36/4
2666
2359
2326
2326
186
297
-
170
271
-
155
248
-
142
228
142
129
209
129
Attachment Pattern
2633 2602 2609
2339 2321 2339
2308 2291 2310
2308 2291 2310
2581
2322
2294
2294
2556
2307
2279
2280
2533
2292
2266
2266
2511
2279
2253
2254
2491
2266
2242
2242
Icr = 64.9 in4/ft
Iu = 120.7 in4/ft
Vn/Ω = 3.82 kip/ft
ϕ Vn = 5.73 kip/ft
D PANEL
2898 2840 2788 2786 2742 2702
2477 2443 2413 2431 2405 2381
2431 2400 2372 2393 2368 2346
2431 2400 2373 2393 2369 2346
204
326
-
C PANELS
8'-0"
36/4
2496
2258
2240
2228
162
258
-
N PANELS
Vn/Ω = 3.82 kip/ft
ϕ Vn = 5.73 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
Icr = 55.4 in4/ft
Iu = 115.4 in4/ft
(Icr+Iu)/2 = 92.8 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
3200
3200
3200
6x6 W2.9xW2.9
As = 0.058 in2/ft
4550
4550
4550
6x6 W4.0xW4.0
As = 0.080 in2/ft
5540
5540
5170
4x4 W4xW4
As = 0.120 in2/ft
7340
7340
5170
4x4 W6xW6
As = 0.180 in2/ft
10040
7750
5170
ACUSTADEK®
All Gages
106
170
-
8'-6"
2352 2326 2303 2312 2292 2274
2328 2304 2282 2292 2273 2256
#12 Screw Base Steel ≥ .0385" 2311 2288 2267 2278 2259 2243
116
186
-
8'-0"
(Icr+Iu)/2 = 85.4 in4/ft
16
128
205
-
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
36/4
2418
2212
2197
2185
141
226
-
Icr = 50.6 in4/ft
Iu = 112.8 in4/ft
(Icr+Iu)/2 = 81.7 in4/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
2W PANELS
19
8'-0"
3W PANELS
GA
3WxH-36 Composite Deck 2.4
GENERAL INFORMATION
63
TABLE OF CONTENTS
6" Total Slab Depth
Gage
22
21
20
GA
22
Single
9' - 3"
10' - 1"
10' - 10"
Triple
Gage
10' - 5"
19
11' - 2"
18
11' - 10"
16
Double
10' - 1"
10' - 10"
11' - 6"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
380
607
-
331
530
-
9'-0"
3348 3323 3300 3290 3271 3254
3159 3144 3132 3131 3120 3110
3144 3130 3118 3118 3108 3099
3130 3117 3106 3107 3097 3088
ASD, W/Ω
LRFD, ϕW
L/360
21
20
96
153
-
86
138
-
78
125
-
Attachment Pattern
3225 3212 3208
3093 3086 3087
3083 3076 3077
3073 3067 3069
3197
3080
3071
3063
3186
3074
3065
3057
3177
3068
3060
3052
3168
3063
3055
3047
3159
3058
3050
3043
419
670
-
366 322 285 253 225 202 181 163
586 515 455 404 360 322 289 260
-
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
455
729
-
399
638
-
36/4
3286
3128
3116
3105
147
234
-
132
212
-
120
191
-
108
173
-
98
157
-
89
142
-
Attachment Pattern
3270 3255 3252
3119 3110 3112
3107 3099 3102
3097 3089 3092
3239
3105
3094
3085
3226
3097
3088
3079
3215
3091
3081
3073
3205
3085
3075
3067
3195
3079
3070
3062
Icr = 68.6 in4/ft
Iu = 184.7 in4/ft
9'-0"
Vn/Ω = 3.85 kip/ft
ϕ Vn = 5.57 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
3411 3382 3356 3346 3324 3304
3193 3177 3162 3162 3150 3138
3177 3161 3147 3148 3136 3126
3162 3147 3134 3136 3125 3114
Vn/Ω = 4.50 kip/ft
ϕ Vn = 6.47 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
351 311 276 247 221 199 179
561 497 442 395 353 318 286
-
3458 3426 3397 3387 3363 3342
3219 3201 3185 3186 3172 3160
3201 3184 3169 3171 3158 3146
3186 3170 3155 3158 3146 3134
(Icr+Iu)/2 = 130 in4/ft
64
106
170
-
8'-6"
36/4
3239
3101
3090
3080
118
188
-
8'-0"
(Icr+Iu)/2 = 127 in4/ft
Triple
13' - 3"
14' - 0"
14' - 9"
131
209
-
Icr = 63.6 in4/ft
Iu = 182.5 in4/ft
9'-0"
Double
12' - 9"
13' - 11"
15' - 7"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
291 257 228 203 181 162 145
466 411 364 324 289 259 232
-
(Icr+Iu)/2 = 123 in4/ft
Single
11' - 7"
11' - 11"
12' - 7"
36/4
3322
3148
3135
3124
162
258
-
146
234
-
132
212
-
120
192
-
109
175
-
99
159
-
Attachment Pattern
3304 3287 3285
3138 3128 3132
3125 3116 3120
3115 3106 3110
3270
3123
3112
3103
3257
3115
3104
3095
3244
3108
3097
3089
3233
3101
3091
3082
3222
3094
3085
3077
Icr = 73.2 in4/ft
Iu = 186.9 in4/ft
Vn/Ω = 4.90 kip/ft
ϕ Vn = 7.27 kip/ft
www.ascsd.com
TABLE OF CONTENTS
6" Total Slab Depth
ASD, W/Ω
LRFD, ϕW
L/360
8'-6"
531
849
-
465 410 364 324 290 261 235 212
744 656 582 519 464 417 376 339
-
9'-0"
3560 3521 3486 3478 3449 3423
3276 3254 3234 3239 3222 3207
3255 3234 3216 3221 3205 3191
3239 3219 3201 3208 3193 3179
18
Attachment Pattern
3378 3358 3357
3180 3169 3175
3166 3155 3162
3155 3144 3151
3339
3165
3152
3142
3323
3155
3142
3133
3308
3146
3134
3124
3294
3137
3126
3117
3281
3129
3118
3110
598
956
-
524 463 411 367 329 296 267 242
839 741 658 587 526 473 427 387
-
9'-0"
8'-0"
8'-6"
737 648
1179 1037
-
9'-0"
Vn/Ω = 4.90 kip/ft
ϕ Vn = 7.35 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
36/4
3476
3238
3221
3209
219
351
-
200
320
-
182
291
-
166
266
-
152
243
-
139
223
-
Attachment Pattern
3451 3428 3429
3223 3210 3219
3207 3194 3204
3195 3183 3193
3408
3207
3192
3182
3389
3195
3181
3171
3372
3185
3171
3161
3355
3175
3161
3152
3340
3165
3153
3144
Icr = 90.2 in4/ft
Iu = 195.2 in4/ft
Vn/Ω = 4.90 kip/ft
ϕ Vn = 7.35 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
573 510 456 410 369 334 304
917 816 730 656 591 535 486
36/4
3647
3340
3307
3307
276
442
-
252
404
-
231
369
-
212
338
-
194
311
-
179
286
-
Attachment Pattern
3613 3583 3589
3320 3302 3320
3288 3272 3290
3289 3272 3291
3562
3303
3275
3275
3537
3287
3260
3261
3514
3273
3247
3247
3492
3260
3234
3235
3472
3247
3223
3223
Icr = 105.8 in4/ft
Iu = 203.3 in4/ft
Vn/Ω = 4.90 kip/ft
ϕ Vn = 7.35 kip/ft
D PANEL
3879 3820 3768 3767 3723 3683
3458 3424 3394 3412 3386 3362
3412 3381 3353 3374 3349 3327
3412 3381 3354 3374 3350 3327
(Icr+Iu)/2 = 155 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
4190
4190
4190
6x6 W2.9xW2.9
As = 0.058 in2/ft
5540
5540
5170
6x6 W4.0xW4.0
As = 0.080 in2/ft
6530
6530
5170
4x4 W4xW4
As = 0.120 in2/ft
8330
7750
5170
4x4 W6xW6
As = 0.180 in2/ft
11030
7750
5170
ACUSTADEK®
All Gages
120
193
-
C PANELS
132
211
-
N PANELS
16
144
231
-
8'-6"
(Icr+Iu)/2 = 143 in4/ft
ASD, W/Ω
LRFD, ϕW
L/360
159
254
-
8'-0"
3333 3307 3284 3292 3273 3255
3309 3284 3263 3272 3254 3237
#12 Screw Base Steel ≥ .0385" 3292 3269 3248 3258 3240 3224
174
279
-
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
36/4
3399
3193
3178
3166
192
307
-
Icr = 82.3 in4/ft
Iu = 191.2 in4/ft
(Icr+Iu)/2 = 137 in4/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
2W PANELS
19
8'-0"
3W PANELS
GA
GENERAL INFORMATION
65
TABLE OF CONTENTS
6 1⁄2" Total Slab Depth
Gage
22
21
20
GA
22
1 Hour Fire Rating
Single
8' - 11"
9' - 8"
10' - 5"
Triple
Gage
10' - 1"
19
10' - 9"
18
11' - 5"
16
Double
9' - 9"
10' - 5"
11' - 1"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
432
691
-
377
603
-
9'-0"
3839 3813 3790 3781 3762 3745
3649 3635 3622 3621 3610 3600
3634 3621 3609 3609 3598 3589
3621 3608 3597 3597 3587 3579
ASD, W/Ω
LRFD, ϕW
L/360
21
20
110
175
-
99
158
-
89
143
-
Attachment Pattern
3715 3702 3698
3583 3576 3577
3573 3566 3568
3564 3557 3559
3687
3571
3561
3553
3677
3564
3556
3548
3667
3559
3550
3542
3658
3553
3545
3538
3649
3548
3541
3533
476
762
-
417 366 324 288 257 230 206 186
666 586 519 461 411 368 330 297
-
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
518
829
-
454
726
-
36/4
3777
3619
3606
3596
167
268
-
151
242
-
137
219
-
124
198
-
112
180
-
102
163
-
Attachment Pattern
3761 3746 3742
3609 3600 3603
3597 3589 3592
3587 3579 3583
3729
3595
3585
3576
3717
3588
3578
3569
3706
3581
3572
3563
3695
3575
3566
3558
3685
3569
3560
3552
Icr = 84.9 in4/ft
Iu = 233.8 in4/ft
9'-0"
Vn/Ω = 4.14 kip/ft
ϕ Vn = 6.01 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
3902 3872 3846 3836 3815 3795
3684 3667 3652 3653 3640 3629
3667 3651 3638 3639 3627 3616
3652 3638 3624 3626 3615 3605
Vn/Ω = 4.80 kip/ft
ϕ Vn = 6.91 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
400 354 315 281 252 227 204
639 566 504 450 403 362 327
-
3949 3916 3887 3878 3854 3832
3710 3691 3675 3677 3663 3650
3692 3674 3659 3662 3648 3636
3676 3660 3645 3649 3636 3625
(Icr+Iu)/2 = 163 in4/ft
66
121
194
-
8'-6"
36/4
3729
3592
3581
3571
134
215
-
8'-0"
(Icr+Iu)/2 = 159 in4/ft
Triple
12' - 9"
13' - 8"
14' - 5"
149
239
-
Icr = 78.7 in4/ft
Iu = 231.1 in4/ft
9'-0"
Double
12' - 4"
13' - 5"
15' - 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"
331 293 259 231 206 185 166
530 468 415 370 330 296 265
-
(Icr+Iu)/2 = 155 in4/ft
Single
11' - 3"
11' - 8"
12' - 3"
36/4
3812
3639
3626
3614
185
295
-
167
267
-
152
242
-
138
220
-
125
200
-
114
182
-
Attachment Pattern
3794 3778 3775
3628 3619 3622
3616 3607 3611
3605 3596 3601
3760
3614
3602
3593
3747
3606
3595
3586
3735
3598
3588
3579
3723
3591
3581
3573
3712
3585
3575
3567
Icr = 90.6 in4/ft
Iu = 236.4 in4/ft
Vn/Ω = 5.38 kip/ft
ϕ Vn = 7.71 kip/ft
www.ascsd.com
TABLE OF CONTENTS
2 Hour Fire Rating
ASD, W/Ω
LRFD, ϕW
L/360
8'-6"
604
966
-
530 467 415 369 331 297 268 242
847 748 663 591 529 475 429 387
-
9'-0"
4050 4011 3977 3968 3940 3913
3767 3744 3725 3730 3713 3697
3745 3725 3706 3712 3696 3681
3729 3709 3692 3698 3683 3669
18
Attachment Pattern
3868 3848 3847
3671 3659 3666
3656 3645 3652
3645 3634 3642
3829
3655
3642
3632
3813
3645
3633
3623
3798
3636
3624
3615
3784
3628
3616
3607
3771
3620
3609
3600
681
1089
-
598 528 469 419 375 338 305 276
956 845 750 670 600 540 488 442
-
9'-0"
8'-0"
8'-6"
9'-0"
Vn/Ω = 5.49 kip/ft
ϕ Vn = 8.23 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
36/4
3967
3729
3711
3699
251
401
-
228
365
-
208
333
-
190
305
-
174
279
-
160
256
-
Attachment Pattern
3942 3918 3919
3714 3700 3710
3697 3684 3694
3686 3673 3684
3899
3697
3682
3672
3880
3686
3672
3662
3862
3675
3661
3652
3846
3665
3652
3643
3830
3656
3643
3634
Icr = 111.7 in4/ft
Iu = 246.6 in4/ft
Vn/Ω = 5.49 kip/ft
ϕ Vn = 8.23 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
840 739 654 582 521 468 422 382 347
1345 1182 1046 931 833 748 675 611 555
36/4
4137
3831
3797
3798
316
505
-
288
462
-
264
422
-
242
387
-
222
356
-
205
328
-
Attachment Pattern
4104 4073 4080
3811 3793 3810
3779 3762 3781
3779 3762 3781
4053
3793
3765
3766
4028
3778
3751
3751
4004
3763
3737
3738
3983
3750
3725
3725
3962
3738
3713
3713
Icr = 131.2 in4/ft
Iu = 256.4 in4/ft
Vn/Ω = 5.49 kip/ft
ϕ Vn = 8.23 kip/ft
D PANEL
4369 4311 4259 4257 4213 4173
3948 3914 3884 3903 3876 3852
3902 3871 3844 3864 3840 3817
3903 3872 3844 3864 3840 3818
(Icr+Iu)/2 = 194 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
n/a
n/a
n/a
6x6 W2.9xW2.9
As = 0.058 in2/ft
6030
6030
5170
6x6 W4.0xW4.0
As = 0.080 in2/ft
7020
7020
5170
4x4 W4xW4
As = 0.120 in2/ft
8820
7750
5170
4x4 W6xW6
As = 0.180 in2/ft
11520
7750
5170
ACUSTADEK®
All Gages
138
221
-
C PANELS
151
242
-
N PANELS
16
165
265
-
8'-6"
(Icr+Iu)/2 = 179 in4/ft
ASD, W/Ω
LRFD, ϕW
L/360
181
290
-
8'-0"
3823 3797 3774 3783 3763 3745
3799 3775 3753 3763 3744 3727
#12 Screw Base Steel ≥ .0385" 3783 3759 3739 3749 3731 3714
199
319
-
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
36/4
3890
3684
3668
3656
219
351
-
Icr = 101.9 in4/ft
Iu = 241.7 in4/ft
(Icr+Iu)/2 = 172 in4/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
2W PANELS
19
8'-0"
3W PANELS
GA
GENERAL INFORMATION
67
TABLE OF CONTENTS
Gage
22
21
20
GA
22
2 Hour Fire Rating
Single
8' - 4"
9' - 0"
9' - 8"
Triple
Gage
9' - 5"
19
10' - 1"
18
10' - 8"
16
Double
9' - 1"
9' - 9"
10' - 4"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
540
864
-
472
756
-
9'-0"
4819 4794 4771 4762 4743 4726
4630 4616 4603 4602 4591 4581
4615 4602 4590 4590 4579 4570
4601 4589 4577 4578 4568 4560
ASD, W/Ω
LRFD, ϕW
L/360
21
20
139
222
-
126
201
-
114
182
-
Attachment Pattern
4696 4683 4679
4564 4557 4558
4554 4547 4549
4544 4538 4540
4668
4551
4542
4534
4658
4545
4537
4528
4648
4540
4531
4523
4639
4534
4526
4519
4630
4529
4521
4514
596
954
-
522 459 407 362 323 289 260 234
835 735 651 579 516 463 416 374
-
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
649
1038
-
568
910
-
36/4
4758
4599
4587
4576
211
338
-
191
306
-
173
277
-
157
251
-
143
228
-
130
207
-
Attachment Pattern
4741 4726 4723
4590 4581 4584
4578 4570 4573
4568 4560 4564
4710
4576
4566
4557
4698
4569
4559
4550
4686
4562
4552
4544
4676
4556
4547
4538
4666
4550
4541
4533
Icr = 123.6 in4/ft
Iu = 358.0 in4/ft
9'-0"
Vn/Ω = 4.76 kip/ft
ϕ Vn = 6.94 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
4883 4853 4827 4817 4795 4776
4665 4648 4633 4634 4621 4610
4648 4632 4618 4620 4608 4597
4633 4618 4605 4607 4596 4586
Vn/Ω = 5.42 kip/ft
ϕ Vn = 7.84 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
501 444 395 353 317 285 257
802 710 632 565 507 456 412
-
4929 4897 4868 4859 4835 4813
4691 4672 4656 4658 4644 4631
4673 4655 4640 4642 4629 4617
4657 4641 4626 4630 4617 4606
(Icr+Iu)/2 = 247 in4/ft
68
154
246
-
8'-6"
36/4
4710
4572
4562
4552
170
272
-
8'-0"
(Icr+Iu)/2 = 241 in4/ft
Triple
11' - 11"
13' - 0"
13' - 10"
188
301
-
Icr = 114.4 in4/ft
Iu = 354.1 in4/ft
9'-0"
Double
11' - 6"
12' - 7"
14' - 1"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
415 367 326 290 260 233 209
664 587 521 464 415 372 335
-
(Icr+Iu)/2 = 234 in4/ft
Single
10' - 8"
11' - 2"
11' - 9"
36/4
4793
4620
4606
4595
233
372
-
211
338
-
192
307
-
174
279
-
159
254
-
145
231
-
Attachment Pattern
4775 4759 4756
4609 4600 4603
4597 4587 4592
4586 4577 4582
4741
4594
4583
4574
4728
4586
4576
4567
4715
4579
4569
4560
4704
4572
4562
4554
4693
4566
4556
4548
Icr = 132.0 in4/ft
Iu = 361.6 in4/ft
Vn/Ω = 6.01 kip/ft
ϕ Vn = 8.64 kip/ft
www.ascsd.com
TABLE OF CONTENTS
2 Hour Fire Rating
ASD, W/Ω
LRFD, ϕW
L/360
8'-6"
9'-0"
5031 4992 4958 4949 4920 4894
4747 4725 4706 4711 4694 4678
4726 4706 4687 4693 4677 4662
4710 4690 4673 4679 4664 4650
18
8'-6"
9'-0"
8'-0"
8'-6"
9'-0"
Attachment Pattern
4849 4829 4828
4652 4640 4646
4637 4626 4633
4626 4615 4623
4810
4636
4623
4613
4794
4626
4614
4604
4779
4617
4605
4596
4765
4609
4597
4588
4752
4601
4590
4581
Vn/Ω = 6.73 kip/ft
ϕ Vn = 10.09 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
36/4
4948
4710
4692
4680
317
507
-
289
462
-
264
422
-
241
386
-
221
354
-
203
324
-
Attachment Pattern
4922 4899 4900
4695 4681 4690
4678 4665 4675
4667 4654 4665
4879
4678
4663
4653
4860
4667
4652
4643
4843
4656
4642
4633
4826
4646
4633
4624
4811
4637
4624
4615
Vn/Ω = 6.73 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
1057 930 823 733 656 590 532 482 438
1691 1488 1317 1173 1050 944 852 771 701
36/4
5118
4811
4778
4778
399
639
-
365
584
-
334
535
-
307
491
-
282
451
-
260
416
-
Attachment Pattern
5085 5054 5061
4792 4773 4791
4760 4743 4762
4760 4743 4762
5034
4774
4746
4746
5008
4759
4732
4732
4985
4744
4718
4718
4963
4731
4706
4706
4943
4718
4694
4694
Icr = 192.5 in4/ft
Iu = 390.2 in4/ft
Vn/Ω = 6.73 kip/ft
D PANEL
5350 5292 5240 5238 5194 5154
4929 4895 4865 4883 4857 4833
4883 4852 4824 4845 4820 4798
4884 4852 4825 4845 4821 4799
(Icr+Iu)/2 = 291 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
n/a
n/a
n/a
6x6 W2.9xW2.9
As = 0.058 in2/ft
7020
7020
5170
6x6 W4.0xW4.0
As = 0.080 in2/ft
8010
7750
5170
4x4 W4xW4
As = 0.120 in2/ft
9810
7750
5170
4x4 W6xW6
As = 0.180 in2/ft
12510
7750
5170
ACUSTADEK®
All Gages
175
280
-
C PANELS
191
306
-
N PANELS
16
209
335
-
Icr = 163.5 in4/ft
Iu = 376.2 in4/ft
(Icr+Iu)/2 = 270 in4/ft
ASD, W/Ω
LRFD, ϕW
L/360
229
367
-
855 751 664 590 527 473 426 385 349
1368 1201 1062 944 843 756 681 615 558
-
4804 4778 4755 4764 4744 4726
4780 4756 4734 4744 4725 4708
#12 Screw Base Steel ≥ .0385" 4764 4740 4719 4730 4712 4695
252
403
-
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
8'-0"
36/4
4871
4664
4649
4637
277
443
-
Icr = 148.9 in4/ft
Iu = 369.2 in4/ft
(Icr+Iu)/2 = 259 in4/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
757 664 586 521 464 416 374 337 305
1212 1063 938 833 743 666 598 540 488
-
2W PANELS
19
8'-0"
3W PANELS
GA
GENERAL INFORMATION
69
TABLE OF CONTENTS
Gage
22
21
20
GA
22
3 Hour Fire Rating
Single
7' - 11"
8' - 7"
9' - 3"
Triple
Gage
9' - 0"
19
9' - 8"
18
10' - 3"
16
Double
8' - 9"
9' - 4"
9' - 11"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
625
999
-
546
874
-
9'-0"
5555 5530 5507 5497 5478 5461
5366 5351 5338 5338 5327 5317
5351 5337 5325 5325 5315 5306
5337 5324 5313 5314 5304 5295
ASD, W/Ω
LRFD, ϕW
L/360
21
ASD, W/Ω
LRFD, ϕW
L/360
20
179
286
-
162
259
-
147
235
-
133
213
-
Attachment Pattern
5432 5419 5415
5300 5293 5294
5290 5283 5284
5280 5274 5275
5404
5287
5278
5270
5393
5281
5272
5264
5383
5275
5267
5259
5374
5270
5262
5254
5366
5265
5257
5250
8'-6"
690
1104
-
604 532 471 419 374 335 301 272
966 851 753 670 599 536 482 435
-
8'-0"
8'-6"
751 658
1201 1052
-
36/4
5493
5335
5323
5312
245
393
-
222
356
-
202
322
-
183
293
-
166
266
-
151
242
-
Attachment Pattern
5477 5462 5459
5326 5317 5319
5314 5306 5309
5304 5296 5299
5446
5312
5301
5292
5433
5304
5294
5286
5422
5298
5288
5280
5412
5291
5282
5274
5402
5286
5277
5269
Icr = 158.2 in4/ft
Iu = 476.7 in4/ft
9'-0"
Vn/Ω = 5.37 kip/ft
ϕ Vn = 7.86 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
5618 5589 5563 5553 5531 5511
5400 5384 5369 5369 5357 5345
5384 5368 5354 5355 5343 5333
5369 5354 5341 5343 5332 5321
Vn/Ω = 6.03 kip/ft
ϕ Vn = 8.76 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
580 514 458 409 367 331 299
928 823 733 655 588 529 478
-
5665 5633 5604 5594 5570 5549
5426 5408 5392 5393 5379 5367
5408 5391 5376 5378 5365 5353
5393 5376 5362 5365 5353 5341
(Icr+Iu)/2 = 325 in4/ft
70
36/4
5446
5308
5297
5287
198
316
-
8'-0"
(Icr+Iu)/2 = 317 in4/ft
Triple
11' - 5"
12' - 5"
13' - 5"
219
350
-
Icr = 146.3 in4/ft
Iu = 471.8 in4/ft
9'-0"
Double
11' - 0"
12' - 1"
13' - 6"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
480 425 377 336 301 270 243
769 680 604 538 481 432 389
-
(Icr+Iu)/2 = 309 in4/ft
Single
10' - 3"
10' - 9"
11' - 5"
36/4
5529
5355
5342
5331
270
433
-
245
392
-
223
357
-
203
325
-
185
296
-
169
270
-
Attachment Pattern
5511 5494 5492
5345 5335 5339
5332 5323 5327
5322 5313 5317
5477
5330
5319
5310
5464
5322
5311
5302
5451
5315
5304
5296
5439
5308
5298
5289
5429
5301
5292
5284
Icr = 169.0 in4/ft
Iu = 481.3 in4/ft
Vn/Ω = 6.62 kip/ft
ϕ Vn = 9.56 kip/ft
www.ascsd.com
TABLE OF CONTENTS
3 Hour Fire Rating
ASD, W/Ω
LRFD, ϕW
L/360
8'-6"
9'-0"
5767 5728 5693 5685 5656 5630
5483 5461 5441 5446 5429 5414
5462 5441 5423 5428 5412 5398
5446 5426 5408 5415 5399 5386
18
8'-6"
9'-0"
8'-0"
8'-6"
9'-0"
Attachment Pattern
5585 5565 5563
5387 5376 5382
5373 5362 5369
5361 5351 5358
5546
5371
5359
5349
5530
5362
5349
5340
5515
5353
5341
5331
5501
5344
5333
5324
5488
5336
5325
5317
Vn/Ω = 7.69 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
36/4
5683
5445
5428
5416
368
589
-
336
537
-
307
491
-
281
449
-
258
412
-
237
378
-
Attachment Pattern
5658 5635 5636
5430 5417 5426
5414 5401 5411
5402 5390 5400
5615
5414
5399
5389
5596
5402
5388
5378
5578
5391
5378
5368
5562
5382
5368
5359
5547
5372
5359
5351
Vn/Ω = 7.95 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
1226 1079 956 851 762 685 619 561 510
1962 1726 1529 1362 1219 1096 990 897 815
36/4
5854
5547
5514
5514
465
743
-
425
680
-
389
623
-
358
572
-
329
526
-
303
485
-
Attachment Pattern
5820 5790 5796
5527 5509 5527
5495 5479 5497
5496 5479 5498
5769
5510
5482
5482
5744
5494
5467
5468
5721
5480
5454
5454
5699
5467
5441
5442
5679
5454
5430
5430
Icr = 247.7 in4/ft
Iu = 517.6 in4/ft
Vn/Ω = 7.95 kip/ft
D PANEL
6086 6027 5975 5974 5930 5890
5664 5631 5601 5619 5593 5569
5619 5588 5560 5581 5556 5534
5619 5588 5561 5581 5556 5534
(Icr+Iu)/2 = 383 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
n/a
n/a
n/a
6x6 W2.9xW2.9
As = 0.058 in2/ft
7760
7750
5170
6x6 W4.0xW4.0
As = 0.080 in2/ft
8750
7750
5170
4x4 W4xW4
As = 0.120 in2/ft
10550
7750
5170
4x4 W6xW6
As = 0.180 in2/ft
13250
7750
5170
ACUSTADEK®
All Gages
204
327
-
C PANELS
223
357
-
N PANELS
16
244
390
-
Icr = 210.0 in4/ft
Iu = 499.7 in4/ft
(Icr+Iu)/2 = 355 in4/ft
ASD, W/Ω
LRFD, ϕW
L/360
267
427
-
991 870 769 684 611 549 494 447 405
1585 1392 1231 1095 978 878 791 715 648
-
5540 5514 5491 5499 5480 5462
5516 5491 5470 5479 5460 5443
#12 Screw Base Steel ≥ .0385" 5499 5476 5455 5465 5447 5431
293
468
-
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
8'-0"
36/4
5606
5400
5385
5373
322
515
-
Icr = 190.9 in4/ft
Iu = 490.8 in4/ft
(Icr+Iu)/2 = 341 in4/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
876 769 679 603 538 482 434 392 355
1402 1231 1087 965 861 772 694 627 567
-
2W PANELS
19
8'-0"
3W PANELS
GA
GENERAL INFORMATION
71
TABLE OF CONTENTS
5" Total Slab Depth
Gage
22
21
20
GA
22
Single
11' - 2"
12' - 2"
12' - 7"
Triple
Gage
12' - 5"
19
13' - 4"
18
14' - 1"
16
Double
12' - 0"
12' - 10"
13' - 8"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
276
442
-
242
387
-
9'-0"
1711 1686 1663 1654 1635 1618
1522 1508 1495 1494 1483 1473
1507 1494 1482 1482 1471 1462
1493 1481 1469 1470 1460 1452
ASD, W/Ω
LRFD, ϕW
L/360
21
20
73
117
-
66
106
-
60
97
-
Attachment Pattern
1588 1575 1571
1456 1449 1450
1446 1439 1441
1436 1430 1432
1560
1443
1434
1426
1550
1437
1429
1420
1540
1432
1423
1415
1531
1426
1418
1411
1522
1421
1413
1406
304
486
-
266 235 208 185 166 149 134 121
426 375 333 296 265 238 214 193
-
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
329
527
-
289
462
-
36/4
1651
1493
1481
1470
109
175
-
99
159
-
90
144
-
82
131
-
75
119
-
68
109
-
Attachment Pattern
1635 1620 1616
1483 1475 1477
1472 1463 1466
1461 1454 1457
1603
1469
1459
1450
1591
1462
1452
1443
1580
1455
1446
1437
1569
1449
1440
1432
1559
1443
1434
1427
Icr = 57.4 in4/ft
Iu = 116.5 in4/ft
9'-0"
Vn/Ω = 2.83 kip/ft
ϕ Vn = 4.05 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
1776 1746 1720 1710 1689 1669
1558 1541 1527 1527 1514 1503
1541 1526 1512 1513 1501 1490
1527 1512 1499 1501 1489 1479
Vn/Ω = 2.86 kip/ft
ϕ Vn = 4.94 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
255 226 202 180 162 146 132
408 362 322 289 259 234 211
-
1824 1791 1762 1753 1729 1707
1585 1567 1550 1552 1538 1525
1567 1550 1534 1537 1524 1512
1552 1535 1521 1524 1511 1500
(Icr+Iu)/2 = 89.8 in4/ft
72
81
129
-
8'-6"
36/4
1602
1464
1454
1444
89
142
-
8'-0"
(Icr+Iu)/2 = 87 in4/ft
Triple
15' - 3"
15' - 9"
16' - 7"
98
157
-
Icr = 53.5 in4/ft
Iu = 114.4 in4/ft
9'-0"
Double
15' - 2"
16' - 7"
17' - 8"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
213 189 168 150 134 121 109
341 302 268 240 215 193 174
-
(Icr+Iu)/2 = 83.9 in4/ft
Single
13' - 1"
13' - 6"
14' - 2"
36/4
1688
1514
1501
1490
120
192
-
109
174
-
99
158
-
90
144
-
82
132
-
75
121
-
Attachment Pattern
1669 1653 1650
1503 1494 1497
1491 1482 1486
1480 1472 1476
1636
1489
1478
1468
1622
1481
1470
1461
1610
1473
1463
1454
1598
1466
1456
1448
1587
1460
1450
1442
Icr = 61.0 in4/ft
Iu = 118.5 in4/ft
Vn/Ω = 2.86 kip/ft
ϕ Vn = 5.73 kip/ft
www.ascsd.com
TABLE OF CONTENTS
5" Total Slab Depth
ASD, W/Ω
LRFD, ϕW
L/360
8'-6"
381
610
-
335 296 263 235 210 189 171 155
536 473 421 376 337 303 274 248
-
9'-0"
1927 1888 1854 1846 1817 1791
1644 1622 1602 1607 1590 1575
1623 1602 1583 1589 1573 1559
1606 1587 1569 1575 1560 1546
18
97
157
97
87
144
87
Attachment Pattern
1745 1725 1724
1548 1536 1543
1533 1522 1529
1522 1512 1519
1707
1532
1519
1509
1690
1522
1510
1500
1675
1513
1501
1492
1661
1505
1493
1484
1648
1497
1486
1477
427
683
-
375 332 295 264 237 214 193 175
601 531 472 422 379 342 309 280
-
9'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
523
837
-
460
736
-
141
233
141
126
213
126
113
195
113
101
179
101
92
164
92
Attachment Pattern
1821 1798 1798
1593 1579 1589
1576 1563 1573
1565 1552 1563
1778
1576
1562
1551
1759
1565
1551
1541
1741
1554
1540
1531
1725
1544
1531
1522
1709
1535
1522
1513
9'-0"
Vn/Ω = 2.86 kip/ft
ϕ Vn = 5.73 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
408 363 325 292 255 223 196
652 581 520 468 423 383 348
255 223 196
36/4
2020
1714
1680
1681
155
290
155
138
266
138
124
245
124
111
225
111
101
208
101
Attachment Pattern
1987 1957 1963
1694 1676 1693
1662 1645 1664
1662 1645 1664
1936
1676
1648
1649
1911
1661
1634
1634
1887
1647
1620
1621
1866
1633
1608
1608
1845
1621
1596
1596
Icr = 86.1 in4/ft
Iu = 133.7 in4/ft
Vn/Ω = 2.86 kip/ft
ϕ Vn = 5.73 kip/ft
D PANEL
2253 2194 2142 2141 2096 2056
1831 1797 1767 1786 1759 1735
1785 1754 1727 1747 1723 1700
1786 1755 1727 1748 1723 1701
174
318
174
C PANELS
8'-0"
36/4
1846
1608
1591
1579
158
255
158
N PANELS
Vn/Ω = 2.86 kip/ft
ϕ Vn = 5.73 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
Icr = 74.1 in4/ft
Iu = 126.2 in4/ft
(Icr+Iu)/2 = 110 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
2720
2720
2720
6x6 W2.9xW2.9
As = 0.058 in2/ft
4070
4070
4070
6x6 W4.0xW4.0
As = 0.080 in2/ft
5060
5060
5060
4x4 W4xW4
As = 0.120 in2/ft
6860
6860
5170
4x4 W6xW6
As = 0.180 in2/ft
9560
7750
5170
ACUSTADEK®
All Gages
107
171
-
8'-6"
1702 1676 1654 1662 1642 1624
1678 1654 1632 1642 1623 1606
#12 Screw Base Steel ≥ .0385" 1662 1638 1618 1628 1610 1593
117
187
-
8'-0"
(Icr+Iu)/2 = 100 in4/ft
16
128
205
-
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
36/4
1767
1561
1545
1534
141
225
-
Icr = 68.1 in4/ft
Iu = 122.6 in4/ft
(Icr+Iu)/2 = 95.3 in4/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
2W PANELS
19
8'-0"
3W PANELS
GA
GENERAL INFORMATION
73
TABLE OF CONTENTS
Gage
22
21
20
GA
22
1 Hour Fire Rating
Single
10' - 8"
11' - 8"
12' - 2"
Triple
Gage
11' - 11"
19
12' - 9"
18
13' - 7"
16
Double
11' - 7"
12' - 4"
13' - 1"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
323
517
-
283
453
-
9'-0"
2035 2010 1987 1978 1959 1942
1846 1832 1819 1818 1807 1797
1831 1818 1806 1806 1795 1786
1817 1805 1793 1794 1784 1776
ASD, W/Ω
LRFD, ϕW
L/360
21
20
86
138
-
78
125
-
71
114
-
Attachment Pattern
1912 1899 1895
1780 1773 1774
1770 1763 1765
1761 1754 1756
1884
1767
1758
1750
1874
1761
1753
1744
1864
1756
1747
1739
1855
1750
1742
1735
1846
1745
1737
1730
355
568
-
311 274 243 217 194 174 157 142
498 439 389 347 310 279 251 227
-
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
385
616
-
338
540
-
36/4
1975
1817
1805
1794
128
205
-
116
186
-
106
169
-
96
154
-
88
141
-
80
128
-
Attachment Pattern
1959 1944 1940
1807 1799 1801
1796 1787 1790
1785 1778 1781
1927
1793
1783
1774
1915
1786
1776
1767
1904
1779
1770
1761
1893
1773
1764
1756
1884
1767
1758
1751
Icr = 74.0 in4/ft
Iu = 153.1 in4/ft
9'-0"
Vn/Ω = 3.03 kip/ft
ϕ Vn = 4.34 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
2100 2070 2044 2035 2013 1993
1882 1865 1851 1851 1839 1827
1865 1850 1836 1837 1825 1814
1851 1836 1823 1825 1813 1803
Vn/Ω = 3.26 kip/ft
ϕ Vn = 5.24 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
298 264 236 211 190 171 155
477 423 377 338 304 274 248
-
2148 2115 2087 2077 2053 2031
1909 1891 1874 1876 1862 1849
1891 1874 1858 1861 1848 1836
1876 1859 1845 1848 1835 1824
(Icr+Iu)/2 = 117 in4/ft
74
95
152
-
8'-6"
36/4
1926
1788
1778
1768
104
167
-
8'-0"
(Icr+Iu)/2 = 114 in4/ft
Triple
14' - 10"
15' - 4"
16' - 2"
115
185
-
Icr = 68.9 in4/ft
Iu = 150.4 in4/ft
9'-0"
Double
14' - 7"
15' - 11"
17' - 2"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
249 221 196 175 157 141 128
399 353 314 281 252 226 204
-
(Icr+Iu)/2 = 110 in4/ft
Single
12' - 8"
13' - 1"
13' - 9"
36/4
2012
1838
1825
1814
140
225
-
128
204
-
116
186
-
106
170
-
97
155
-
89
142
-
Attachment Pattern
1994 1977 1974
1828 1818 1821
1815 1806 1810
1804 1796 1800
1960
1813
1802
1792
1946
1805
1794
1785
1934
1797
1787
1778
1922
1790
1780
1772
1911
1784
1774
1766
Icr = 78.6 in4/ft
Iu = 155.6 in4/ft
Vn/Ω = 3.26 kip/ft
ϕ Vn = 6.04 kip/ft
www.ascsd.com
TABLE OF CONTENTS
1 Hour Fire Rating
ASD, W/Ω
LRFD, ϕW
L/360
8'-6"
446
713
-
391 346 308 275 246 222 201 182
626 554 492 439 394 355 321 291
-
9'-0"
2251 2213 2178 2170 2141 2115
1968 1946 1926 1931 1914 1899
1947 1926 1907 1913 1897 1883
1930 1911 1893 1899 1884 1870
18
115
184
-
106
169
-
Attachment Pattern
2069 2049 2048
1872 1860 1867
1857 1846 1853
1846 1836 1843
2031
1856
1843
1833
2014
1846
1834
1824
1999
1837
1825
1816
1985
1829
1817
1808
1972
1821
1810
1801
499
799
-
439 388 345 309 277 250 226 206
702 621 553 494 444 400 362 329
-
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"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
611
978
-
538
861
-
171
273
-
156
250
-
143
229
-
131
210
-
119
193
119
Attachment Pattern
2145 2122 2122
1917 1903 1913
1900 1887 1897
1889 1876 1887
2102
1900
1886
1875
2083
1889
1875
1865
2065
1878
1864
1855
2049
1868
1855
1846
2033
1859
1846
1837
Icr = 95.5 in4/ft
Iu = 165.1 in4/ft
9'-0"
Vn/Ω = 3.26 kip/ft
ϕ Vn = 6.52 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
477 425 380 342 309 280 255
763 680 609 548 495 448 408
255
2577 2518 2466 2465 2420 2381
2155 2121 2091 2110 2083 2059
2109 2078 2051 2071 2047 2025
2110 2079 2051 2072 2047 2025
40.1 psf
Icr = 110.8 in4/ft
4
143 in /ft
Iu = 174.3 in4/ft
36/4
2344
2038
2004
2005
226
372
226
Attachment Pattern
2311 2281 2287
2018 2000 2017
1986 1969 1988
1986 1969 1988
Mno/Ω= 64.4
ϕMno= 98.5
144
264
144
131
244
131
2190
1957
1932
1932
Vn/Ω = 3.26
ϕ Vn = 6.52
2169
1945
1920
1921
kip/ft
kip/ft
D PANEL
8'-0"
36/4
2170
1932
1915
1903
187
299
-
C PANELS
Vn/Ω = 3.26 kip/ft
ϕ Vn = 6.52 kip/ft
N PANELS
200
340
200
179
312
179
161
287
161
2260
2001
1972
1973
kip-in/ft
kip-in/ft
2235
1985
1958
1958
2211
1971
1944
1945
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
3090
3090
3090
6x6 W2.9xW2.9
As = 0.058 in2/ft
4440
4440
4440
6x6 W4.0xW4.0
As = 0.080 in2/ft
5430
5430
5170
4x4 W4xW4
As = 0.120 in2/ft
7230
7230
5170
4x4 W6xW6
As = 0.180 in2/ft
9930
7750
5170
ACUSTADEK®
All Gages
126
201
-
8'-6"
2026 2000 1978 1986 1966 1948
2002 1978 1956 1966 1947 1930
#12 Screw Base Steel ≥ .0385" 1986 1962 1942 1952 1934 1917
Concrete + Deck =
(Icr+Iu)/2 =
137
220
-
8'-0"
(Icr+Iu)/2 = 130 in4/ft
16
151
241
-
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
36/4
2091
1885
1869
1858
165
264
-
Icr = 87.8 in4/ft
Iu = 160.6 in4/ft
(Icr+Iu)/2 = 124 in4/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
2W PANELS
19
8'-0"
3W PANELS
GA
GENERAL INFORMATION
75
TABLE OF CONTENTS
6" Total Slab Depth
Gage
22
21
20
GA
22
Single
10' - 3"
11' - 2"
11' - 11"
Triple
Gage
11' - 6"
19
12' - 4"
18
13' - 1"
16
Double
11' - 2"
11' - 11"
12' - 8"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
373
596
-
326
522
-
9'-0"
2360 2334 2311 2302 2283 2266
2170 2156 2143 2142 2131 2121
2155 2142 2130 2130 2119 2110
2142 2129 2118 2118 2108 2100
ASD, W/Ω
LRFD, ϕW
L/360
21
20
100
160
-
91
146
-
83
133
-
Attachment Pattern
2236 2223 2219
2104 2097 2098
2094 2087 2089
2085 2078 2080
2208
2092
2082
2074
2198
2085
2077
2068
2188
2080
2071
2063
2179
2074
2066
2059
2170
2069
2062
2054
409
655
-
359 317 281 250 224 201 181 164
574 507 449 401 359 322 290 262
-
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
444
710
-
390
623
-
36/4
2299
2141
2129
2118
149
238
-
135
216
-
123
196
-
112
179
-
102
163
-
93
149
-
Attachment Pattern
2283 2268 2264
2131 2123 2125
2120 2111 2114
2109 2102 2105
2251
2117
2107
2098
2239
2110
2100
2091
2228
2103
2094
2085
2217
2097
2088
2080
2208
2091
2082
2075
Icr = 93.4 in4/ft
Iu = 196.9 in4/ft
9'-0"
Vn/Ω = 3.23 kip/ft
ϕ Vn = 4.66 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
2424 2394 2368 2359 2337 2317
2206 2190 2175 2175 2163 2151
2189 2174 2160 2161 2149 2138
2175 2160 2147 2149 2137 2127
Vn/Ω = 3.68 kip/ft
ϕ Vn = 5.55 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
344 305 272 244 219 198 179
550 489 436 391 351 317 287
-
2472 2439 2411 2401 2377 2355
2233 2215 2198 2200 2186 2174
2215 2198 2182 2185 2172 2160
2200 2183 2169 2172 2159 2148
(Icr+Iu)/2 = 150 in4/ft
76
110
176
-
8'-6"
36/4
2250
2113
2102
2092
121
194
-
8'-0"
(Icr+Iu)/2 = 145 in4/ft
Triple
14' - 5"
14' - 11"
15' - 9"
134
214
-
Icr = 87.0 in4/ft
Iu = 193.6 in4/ft
9'-0"
Double
14' - 1"
15' - 4"
16' - 9"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
288 255 227 203 182 164 148
460 408 363 324 291 262 236
-
(Icr+Iu)/2 = 140 in4/ft
Single
12' - 4"
12' - 9"
13' - 5"
36/4
2336
2162
2149
2138
163
260
-
148
237
-
135
216
-
123
197
-
113
180
-
103
165
-
Attachment Pattern
2318 2301 2298
2152 2142 2146
2139 2130 2134
2128 2120 2124
2284
2137
2126
2116
2270
2129
2118
2109
2258
2121
2111
2102
2246
2115
2105
2096
2235
2108
2098
2090
Icr = 99.3 in4/ft
Iu = 199.9 in4/ft
Vn/Ω = 3.68 kip/ft
ϕ Vn = 6.35 kip/ft
www.ascsd.com
TABLE OF CONTENTS
6" Total Slab Depth
ASD, W/Ω
LRFD, ϕW
L/360
8'-6"
514
823
-
452 399 355 317 285 257 232 210
723 639 568 508 456 410 371 337
-
9'-0"
2575 2537 2502 2494 2465 2439
2292 2270 2250 2255 2238 2223
2271 2250 2231 2237 2221 2207
2255 2235 2217 2224 2208 2194
18
134
214
-
123
196
-
Attachment Pattern
2393 2374 2372
2196 2185 2191
2181 2170 2177
2170 2160 2167
2355
2180
2167
2157
2339
2171
2158
2148
2323
2161
2149
2140
2309
2153
2141
2132
2296
2145
2134
2125
577
923
-
507 449 399 357 321 289 262 238
811 718 639 571 513 463 419 381
-
9'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
706
1130
-
622
994
-
198
317
-
181
290
-
166
266
-
153
244
-
140
225
-
Attachment Pattern
2469 2446 2446
2241 2227 2237
2225 2212 2222
2213 2201 2211
2426
2224
2210
2200
2407
2213
2199
2189
2389
2202
2189
2179
2373
2192
2179
2170
2357
2183
2170
2161
9'-0"
Vn/Ω = 3.68 kip/ft
ϕ Vn = 7.35 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
551 491 440 396 358 324 295
881 785 704 633 572 519 472
36/4
2668
2362
2328
2329
247
394
-
226
362
-
204
333
204
184
307
184
166
283
166
Attachment Pattern
2635 2605 2611
2342 2324 2341
2310 2293 2312
2310 2294 2312
2584
2325
2296
2297
2559
2309
2282
2282
2535
2295
2268
2269
2514
2281
2256
2256
2493
2269
2244
2245
Icr = 140.1 in4/ft
Iu = 223.0 in4/ft
Vn/Ω = 3.68 kip/ft
ϕ Vn = 7.35 kip/ft
D PANEL
2901 2842 2790 2789 2745 2705
2479 2445 2415 2434 2407 2383
2433 2402 2375 2395 2371 2349
2434 2403 2375 2396 2371 2349
269
431
-
C PANELS
8'-0"
36/4
2494
2256
2239
2227
217
347
-
N PANELS
Vn/Ω = 3.68 kip/ft
ϕ Vn = 7.35 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
Icr = 120.7 in4/ft
Iu = 211.7 in4/ft
(Icr+Iu)/2 = 182 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
3460
3460
3460
6x6 W2.9xW2.9
As = 0.058 in2/ft
4810
4810
4810
6x6 W4.0xW4.0
As = 0.080 in2/ft
5800
5800
5170
4x4 W4xW4
As = 0.120 in2/ft
7600
7600
5170
4x4 W6xW6
As = 0.180 in2/ft
10300
7750
5170
ACUSTADEK®
All Gages
146
233
-
8'-6"
2350 2325 2302 2310 2290 2272
2326 2302 2280 2290 2271 2254
#12 Screw Base Steel ≥ .0385" 2310 2287 2266 2276 2258 2242
159
255
-
8'-0"
(Icr+Iu)/2 = 166 in4/ft
16
174
279
-
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
36/4
2415
2209
2194
2182
191
306
-
Icr = 110.9 in4/ft
Iu = 206.1 in4/ft
(Icr+Iu)/2 = 159 in4/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
2W PANELS
19
8'-0"
3W PANELS
GA
GENERAL INFORMATION
77
TABLE OF CONTENTS
Gage
22
21
20
GA
22
2 Hour Fire Rating
Single
10' - 1"
11' - 0"
11' - 9"
Triple
Gage
11' - 4"
19
12' - 1"
18
12' - 10"
16
Double
10' - 11"
11' - 9"
12' - 5"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
398
637
-
349
558
-
9'-0"
2522 2496 2473 2464 2445 2428
2332 2318 2305 2304 2293 2283
2317 2304 2292 2292 2281 2272
2304 2291 2280 2280 2270 2262
ASD, W/Ω
LRFD, ϕW
L/360
21
20
107
171
-
98
156
-
89
142
-
Attachment Pattern
2398 2385 2381
2266 2259 2260
2256 2249 2251
2247 2240 2242
2370
2254
2244
2236
2360
2247
2239
2231
2350
2242
2233
2225
2341
2236
2228
2221
2332
2231
2224
2216
438
700
-
384 339 300 268 240 215 194 176
614 542 481 428 384 345 311 281
-
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
475
759
-
416
666
-
36/4
2461
2303
2291
2280
159
255
-
145
231
-
132
210
-
120
192
-
109
175
-
100
160
-
Attachment Pattern
2445 2430 2427
2293 2285 2287
2282 2274 2276
2271 2264 2267
2413
2279
2269
2260
2401
2272
2262
2254
2390
2265
2256
2247
2379
2259
2250
2242
2370
2253
2245
2237
Icr = 104.2 in4/ft
Iu = 221.7 in4/ft
9'-0"
Vn/Ω = 3.34 kip/ft
ϕ Vn = 4.82 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
2586 2557 2530 2521 2499 2479
2368 2352 2337 2337 2325 2313
2351 2336 2322 2323 2311 2300
2337 2322 2309 2311 2299 2289
Vn/Ω = 3.89 kip/ft
ϕ Vn = 5.71 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
368 327 291 261 235 212 192
588 522 466 418 376 339 307
-
2634 2601 2573 2563 2539 2517
2395 2377 2360 2362 2348 2336
2377 2360 2344 2347 2334 2322
2362 2345 2331 2334 2321 2310
(Icr+Iu)/2 = 168 in4/ft
78
118
188
-
8'-6"
36/4
2412
2275
2264
2254
130
208
-
8'-0"
(Icr+Iu)/2 = 163 in4/ft
Triple
14' - 3"
14' - 9"
15' - 7"
143
229
-
Icr = 97.0 in4/ft
Iu = 218.1 in4/ft
9'-0"
Double
13' - 10"
15' - 1"
16' - 6"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
308 273 243 217 195 175 158
492 436 388 347 311 280 253
-
(Icr+Iu)/2 = 158 in4/ft
Single
12' - 2"
12' - 7"
13' - 3"
36/4
2498
2324
2311
2300
174
279
-
158
254
-
144
231
-
132
211
-
121
193
-
110
177
-
Attachment Pattern
2480 2463 2460
2314 2304 2308
2301 2292 2296
2290 2282 2286
2446
2299
2288
2278
2432
2291
2280
2271
2420
2283
2273
2264
2408
2277
2267
2258
2397
2270
2260
2252
Icr = 110.8 in4/ft
Iu = 225.1 in4/ft
Vn/Ω = 3.89 kip/ft
ϕ Vn = 6.51 kip/ft
www.ascsd.com
TABLE OF CONTENTS
2 Hour Fire Rating
ASD, W/Ω
LRFD, ϕW
L/360
8'-6"
550
880
-
483 427 380 339 305 275 248 225
773 684 608 543 488 439 397 360
-
9'-0"
2737 2699 2664 2656 2627 2601
2454 2432 2412 2417 2400 2385
2433 2412 2393 2399 2383 2369
2417 2397 2379 2386 2370 2356
18
Attachment Pattern
2555 2536 2534
2358 2347 2353
2344 2333 2339
2332 2322 2329
2517
2342
2329
2319
2501
2333
2320
2310
2485
2323
2311
2302
2471
2315
2303
2294
2458
2307
2296
2287
617
987
-
542 480 427 382 343 310 281 255
868 768 684 612 549 496 449 408
-
9'-0"
8'-0"
8'-6"
755 665
1209 1064
-
9'-0"
Vn/Ω = 3.89 kip/ft
ϕ Vn = 7.79 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
36/4
2656
2418
2401
2389
232
371
-
212
339
-
194
310
-
178
285
-
164
262
-
151
241
-
Attachment Pattern
2631 2608 2608
2403 2389 2399
2387 2374 2384
2375 2363 2373
2588
2386
2372
2362
2569
2375
2361
2351
2551
2364
2351
2341
2535
2354
2341
2332
2519
2345
2332
2323
Icr = 134.8 in4/ft
Iu = 238.1 in4/ft
Vn/Ω = 3.89 kip/ft
ϕ Vn = 7.79 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
589 525 471 424 383 347 316
943 841 753 678 613 556 506
36/4
2830
2524
2490
2491
289
462
-
264
423
-
242
388
-
223
357
-
205
329
-
186
303
186
Attachment Pattern
2797 2767 2773
2504 2486 2503
2472 2455 2474
2472 2456 2474
2746
2487
2458
2459
2721
2471
2444
2444
2697
2457
2430
2431
2676
2443
2418
2418
2655
2431
2406
2407
Icr = 156.5 in4/ft
Iu = 250.6 in4/ft
Vn/Ω = 3.89 kip/ft
ϕ Vn = 7.79 kip/ft
D PANEL
3063 3004 2952 2951 2907 2867
2641 2607 2577 2596 2569 2545
2595 2564 2537 2557 2533 2511
2596 2565 2537 2558 2533 2511
(Icr+Iu)/2 = 204 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
n/a
n/a
n/a
6x6 W2.9xW2.9
As = 0.058 in2/ft
4990
4990
4990
6x6 W4.0xW4.0
As = 0.080 in2/ft
5980
5980
5170
4x4 W4xW4
As = 0.120 in2/ft
7780
7750
5170
4x4 W6xW6
As = 0.180 in2/ft
10480
7750
5170
ACUSTADEK®
All Gages
132
211
-
C PANELS
143
229
-
N PANELS
16
156
250
-
8'-6"
(Icr+Iu)/2 = 186 in4/ft
ASD, W/Ω
LRFD, ϕW
L/360
171
273
-
8'-0"
2512 2487 2464 2472 2452 2434
2488 2464 2443 2452 2433 2416
#12 Screw Base Steel ≥ .0385" 2472 2449 2428 2438 2420 2404
187
299
-
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
36/4
2577
2371
2356
2344
205
328
-
Icr = 123.8 in4/ft
Iu = 231.9 in4/ft
(Icr+Iu)/2 = 178 in4/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
2W PANELS
19
8'-0"
3W PANELS
GA
GENERAL INFORMATION
79
TABLE OF CONTENTS
Gage
22
21
20
GA
22
3 Hour Fire Rating
Single
9' - 5"
10' - 3"
11' - 1"
Triple
Gage
10' - 8"
19
11' - 5"
18
12' - 1"
16
Double
10' - 4"
11' - 0"
11' - 9"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
498
797
-
437
699
-
9'-0"
3129 3104 3081 3071 3052 3035
2940 2925 2913 2912 2901 2891
2925 2911 2899 2899 2889 2880
2911 2898 2887 2888 2878 2869
ASD, W/Ω
LRFD, ϕW
L/360
21
20
135
217
-
124
198
-
113
180
-
Attachment Pattern
3006 2993 2989
2874 2867 2868
2864 2857 2858
2854 2848 2850
2978
2861
2852
2844
2967
2855
2846
2838
2958
2849
2841
2833
2949
2844
2836
2828
2940
2839
2831
2824
548
876
-
481 424 377 336 301 271 244 221
769 679 603 538 481 433 391 353
-
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
594
951
-
522
835
-
36/4
3069
2910
2898
2888
200
321
-
182
292
-
166
266
-
152
242
-
138
222
-
127
203
-
Attachment Pattern
3052 3037 3034
2901 2892 2895
2889 2881 2884
2879 2871 2875
3021
2887
2877
2868
3009
2880
2870
2861
2998
2873
2864
2855
2987
2867
2858
2849
2977
2861
2852
2844
Icr = 151.3 in4/ft
Iu = 334.2 in4/ft
9'-0"
Vn/Ω = 3.77 kip/ft
ϕ Vn = 5.46 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
3194 3164 3138 3128 3106 3087
2976 2959 2944 2945 2932 2921
2959 2943 2929 2931 2919 2908
2944 2930 2916 2918 2907 2897
Vn/Ω = 4.43 kip/ft
ϕ Vn = 6.35 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
461 410 366 328 295 267 241
737 655 585 525 472 426 386
-
3241 3209 3180 3171 3147 3125
3003 2984 2968 2970 2956 2943
2985 2967 2952 2954 2941 2929
2969 2953 2938 2942 2929 2918
(Icr+Iu)/2 = 250 in4/ft
80
149
238
-
8'-6"
36/4
3020
2882
2871
2861
164
262
-
8'-0"
(Icr+Iu)/2 = 243 in4/ft
Triple
13' - 6"
14' - 2"
14' - 11"
180
288
-
Icr = 140.7 in4/ft
Iu = 329.1 in4/ft
9'-0"
Double
13' - 1"
14' - 3"
15' - 10"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
385 341 304 272 244 220 199
616 546 487 436 391 352 318
-
(Icr+Iu)/2 = 235 in4/ft
Single
11' - 9"
12' - 1"
12' - 9"
36/4
3105
2932
2918
2907
219
351
-
200
320
-
182
292
-
167
267
-
153
244
-
140
224
-
Attachment Pattern
3087 3071 3068
2921 2912 2915
2909 2899 2904
2898 2889 2894
3053
2906
2895
2886
3040
2899
2888
2879
3027
2891
2881
2872
3016
2884
2874
2866
3005
2878
2868
2860
Icr = 161.0 in4/ft
Iu = 338.9 in4/ft
Vn/Ω = 4.75 kip/ft
ϕ Vn = 7.15 kip/ft
www.ascsd.com
TABLE OF CONTENTS
3 Hour Fire Rating
ASD, W/Ω
LRFD, ϕW
L/360
8'-6"
689
1103
-
606 536 477 426 383 345 312 284
969 858 763 682 613 552 500 454
-
9'-0"
3345 3306 3272 3263 3234 3208
3061 3039 3020 3025 3008 2992
3040 3020 3001 3007 2991 2976
3024 3004 2987 2993 2978 2964
18
8'-6"
9'-0"
8'-0"
8'-6"
9'-0"
Attachment Pattern
3163 3143 3142
2966 2954 2960
2951 2940 2947
2940 2929 2937
3124
2950
2937
2927
3108
2940
2928
2918
3093
2931
2919
2910
3079
2923
2911
2902
3066
2915
2904
2895
Vn/Ω = 4.75 kip/ft
ϕ Vn = 8.61 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
36/4
3264
3026
3008
2996
293
469
-
268
428
-
245
392
-
225
360
-
207
331
-
191
305
-
Attachment Pattern
3238 3215 3216
3011 2997 3006
2994 2981 2991
2983 2970 2981
3195
2994
2979
2969
3176
2982
2968
2959
3159
2972
2958
2949
3142
2962
2949
2940
3127
2953
2940
2931
Vn/Ω = 4.75 kip/ft
ϕ Vn = 9.49 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
950 837 742 662 593 534 483 438 399
1520 1339 1187 1059 949 854 773 701 639
36/4
3438
3131
3098
3098
365
583
-
334
534
-
307
491
-
282
451
-
260
416
-
240
385
-
Attachment Pattern
3405 3374 3381
3112 3093 3111
3080 3063 3082
3080 3063 3082
3354
3094
3066
3066
3328
3079
3052
3052
3305
3064
3038
3038
3283
3051
3026
3026
3263
3038
3014
3014
Icr = 228.6 in4/ft
Iu = 375.1 in4/ft
Vn/Ω = 4.75 kip/ft
ϕ Vn = 9.49 kip/ft
D PANEL
3670 3612 3560 3558 3514 3474
3249 3215 3185 3203 3177 3153
3203 3172 3144 3165 3140 3118
3204 3172 3145 3165 3141 3119
(Icr+Iu)/2 = 302 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
n/a
n/a
n/a
6x6 W2.9xW2.9
As = 0.058 in2/ft
5680
5680
5170
6x6 W4.0xW4.0
As = 0.080 in2/ft
6670
6670
5170
4x4 W4xW4
As = 0.120 in2/ft
8470
7750
5170
4x4 W6xW6
As = 0.180 in2/ft
11170
7750
5170
ACUSTADEK®
All Gages
167
267
-
C PANELS
181
290
-
N PANELS
16
197
316
-
Icr = 196.5 in4/ft
Iu = 357.4 in4/ft
(Icr+Iu)/2 = 277 in4/ft
ASD, W/Ω
LRFD, ϕW
L/360
215
345
-
774 681 603 537 481 432 390 353 321
1239 1090 965 859 769 692 624 566 514
-
3120 3094 3071 3080 3060 3042
3096 3072 3050 3060 3041 3024
#12 Screw Base Steel ≥ .0385" 3079 3056 3035 3046 3028 3011
236
377
-
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
8'-0"
36/4
3185
2978
2963
2951
258
413
-
Icr = 180.1 in4/ft
Iu = 348.7 in4/ft
(Icr+Iu)/2 = 264 in4/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
2W PANELS
19
8'-0"
3W PANELS
GA
GENERAL INFORMATION
81
TABLE OF CONTENTS
3.1 2WH-36
12"
12"
5"
5"
2-1/8"
2-1/8"
5"
5"
36"
36"
2WH-36 Profile
2WHS-36 Profile
36/4
2W Series Embossment
Panel Properties
Gage
Weight
22
21
20
19
18
16
w
psf
1.57
1.78
1.89
2.25
2.51
3.14
Compression
Gage
Area
22
21
20
19
18
16
Ae
in2/ft
0.315
0.383
0.419
0.551
0.650
0.882
Base Metal
t
in
0.029
0.033
0.035
0.042
0.047
0.059
Fy
ksi
50
50
50
50
50
50
Tensile
Strength
Area
Fu
ksi
65
65
65
65
65
65
Ag
in2/ft
0.448
0.509
0.540
0.647
0.722
0.903
Bending
Distance to
Section
N.A. from
Section
Modulus
Bottom
Modulus
Se+
yb
Sein3/ft
in
in3/ft
0.247
0.92
0.252
0.298
0.95
0.304
0.325
0.96
0.331
0.408
0.98
0.419
0.468
1.00
0.483
0.614
1.03
0.640
Gage
22
21
20
19
18
16
82
Condition
1"
End
316
Interior
528
End
403
Interior
675
End
450
Interior
755
End
633
Interior
1066
End
781
Interior
1319
End
1194
Interior
2027
Ig
in4/ft
0.353
0.403
0.427
0.510
0.567
0.703
yb
in
1.04
1.04
1.05
1.05
1.05
1.05
Sg
in3/ft
0.340
0.385
0.408
0.486
0.541
0.670
Radius of
Gyration
r
in
0.890
0.889
0.880
0.887
0.886
0.883
Distance to
N.A. from
Bottom
yb
in
1.18
1.15
1.14
1.11
1.10
1.07
Allowable (Rn/Ω)
2"
4"
393
503
638
792
499
636
810
1001
556
707
903
1114
777
980
1266
1549
954
1199
1559
1898
1445
1800
2373
2862
h=2.16"
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Moment of
Inertia
Moment of
Inertia
Ie+
in4/ft
0.330
0.387
0.417
0.523
0.567
0.703
I ein4/ft
0.327
0.383
0.410
0.517
0.563
0.703
6"
588
911
741
1148
822
1275
1137
1766
1387
2158
2072
3237
1"
483
786
616
1004
688
1123
968
1585
1195
1961
1827
3015
r=0.125"
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
0.338
0.392
0.420
0.519
0.567
0.703
Factored (ΦRn)
2"
4"
602
770
948
1178
764
973
1205
1489
851
1081
1344
1657
1188
1500
1883
2304
1460
1835
2318
2823
2211
2754
3530
4257
θ=64º
Iin4/ft
0.336
0.390
0.416
0.514
0.564
0.703
6"
899
1355
1133
1708
1258
1897
1739
2627
2122
3211
3170
4815
www.ascsd.com
TABLE OF CONTENTS
12"
5"
2-1/8"
36/4
5"
GENERAL INFORMATION
2WHF-36 3.2
36"
2WHF-36 Profile
Gage
Gage
Area
Ag
in2/ft
1.008
1.147
1.299
1.193
1.332
1.484
1.381
1.520
1.671
Bending
Distance to
N.A. from
Bottom
yb
in
0.56
0.50
0.46
0.69
0.63
0.58
0.77
0.71
0.66
Section
Modulus
Sein3/ft
0.457
0.476
0.492
0.598
0.621
0.644
0.740
0.766
0.792
Distance to
N.A. from
Bottom
yb
in
1.00
0.87
0.73
1.07
0.96
0.83
1.10
1.01
0.91
Moment of
Inertia
Ie +
in4/ft
0.732
0.776
0.816
0.966
1.030
1.088
1.156
1.232
1.303
Moment of
Inertia
I ein4/ft
0.603
0.690
0.771
0.754
0.854
0.954
0.905
1.017
1.132
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
0.745
0.791
0.832
0.967
1.030
1.089
1.157
1.233
1.304
Iin4/ft
0.659
0.733
0.802
0.825
0.913
1.000
0.989
1.089
1.190
C PANELS
Section
Modulus
Se+
in3/ft
0.391
0.401
0.406
0.596
0.605
0.614
0.779
0.792
0.803
Radius of
Gyration
r
in
0.874
0.845
0.815
0.901
0.880
0.857
0.916
0.901
0.884
N PANELS
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Area
Ae
in2/ft
0.510
0.591
0.692
0.722
0.803
0.904
0.939
1.020
1.121
Tensile
Strength
Fu
ksi
65
65
65
65
65
65
65
65
65
B PANELS
Compression
Base Metal
t
Fy
in
ksi
0.035 / 0.036
50
0.035 / 0.047
50
0.035 / 0.059
50
0.047 / 0.036
50
0.047 / 0.047
50
0.047 / 0.059
50
0.059 / 0.036
50
0.059 / 0.047
50
0.059 / 0.059
50
2W PANELS
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Weight
w
psf
3.49
3.96
4.48
4.11
4.58
5.10
4.74
5.21
5.73
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Ig
yb
Sg
in4/ft
in
in3/ft
0.770
0.65
0.496
0.820
0.58
0.504
0.864
0.53
0.510
0.968
0.73
0.653
1.032
0.66
0.663
1.090
0.61
0.672
1.159
0.79
0.809
1.235
0.73
0.822
1.306
0.68
0.833
3W PANELS
Panel Properties
D PANEL
ACUSTADEK®
www.ascsd.com
83
TABLE OF CONTENTS
3.3 2WHF-36 Cellular Composite Deck
2WHF-36 Cellular Shoring Table
Total Slab Depth
(in)
Volume
cy/100sf
4
0.907
5
1.215
5 1/2
1 Hour
Fire Rating
1.370
6 1/2
2 Hour
Fire Rating
1.678
7 1/4
3 Hour
Fire Rating
1.910
Gage
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Slab and Deck
psf
Single
Double
39.1
9' - 9"
10' - 10"
39.6
9' - 10"
11' - 8"
40.1
9' - 10"
11' - 11"
39.8
12' - 1"
11' - 10"
40.3
12' - 3"
13' - 4"
40.8
12' - 4"
13' - 7"
40.4
12' - 9"
12' - 10"
40.9
12' - 11"
14' - 5"
41.4
13' - 1"
15' - 1"
51.2
8' - 10"
9' - 11"
51.7
8' - 11"
10' - 8"
52.2
8' - 11"
10' - 11"
51.9
11' - 4"
10' - 10"
52.3
11' - 5"
12' - 3"
52.9
11' - 6"
12' - 6"
52.5
12' - 0"
11' - 9"
53.0
12' - 2"
13' - 2"
53.5
12' - 3"
13' - 10"
57.2
8' - 6"
9' - 6"
57.7
8' - 6"
10' - 4"
58.2
8' - 7"
10' - 6"
57.9
10' - 11"
10' - 5"
58.4
11' - 0"
11' - 9"
58.9
11' - 0"
12' - 0"
58.6
11' - 8"
11' - 4"
59.0
11' - 10"
12' - 8"
59.6
12' - 0"
13' - 3"
69.3
7' - 11"
8' - 11"
69.8
7' - 11"
9' - 7"
70.3
8' - 0"
9' - 9"
70.0
10' - 2"
9' - 9"
70.5
10' - 2"
11' - 0"
71.0
10' - 3"
11' - 2"
70.7
11' - 2"
10' - 7"
71.1
11' - 4"
11' - 10"
71.7
11' - 6"
12' - 5"
78.4
7' - 6"
8' - 6"
78.9
7' - 7"
9' - 2"
79.4
7' - 8"
9' - 4"
79.0
9' - 8"
9' - 4"
79.5
9' - 9"
10' - 6"
80.0
9' - 9"
10' - 8"
79.7
10' - 9"
10' - 1"
80.2
10' - 11"
11' - 4"
80.7
11' - 1"
11' - 10"
Triple
10' - 11"
10' - 11"
10' - 11"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
9' - 11"
10' - 0"
10' - 0"
12' - 3"
12' - 4"
12' - 4"
13' - 4"
13' - 4"
13' - 4"
9' - 7"
9' - 7"
9' - 8"
11' - 10"
11' - 10"
11' - 11"
13' - 0"
13' - 3"
13' - 4"
8' - 11"
9' - 0"
9' - 0"
11' - 0"
11' - 1"
11' - 1"
12' - 6"
12' - 8"
12' - 10"
8' - 6"
8' - 7"
8' - 7"
10' - 6"
10' - 7"
10' - 7"
12' - 1"
12' - 4"
12' - 5"
84
www.ascsd.com
TABLE OF CONTENTS
2WHF-36 Cellular Composite Deck 3.3
Volume
cy/100sf
4
0.907
1 Hour
Fire Rating
1.215
2 Hour
Fire Rating
1.292
3 Hour
Fire Rating
1.582
D PANEL
6 3/16
C PANELS
5 1/4
N PANELS
5
1.061
Triple
11' - 10"
11' - 11"
11' - 11"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
11' - 4"
11' - 5"
11' - 5"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
10' - 11"
11' - 0"
11' - 0"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
10' - 9"
10' - 9"
10' - 10"
13' - 2"
13' - 3"
13' - 3"
13' - 4"
13' - 4"
13' - 4"
10' - 1"
10' - 1"
10' - 2"
12' - 5"
12' - 5"
12' - 6"
13' - 4"
13' - 4"
13' - 4"
B PANELS
4 1/2
ACUSTADEK®
Gage
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Slab and Deck
psf
Single
Double
30.6
10' - 9"
11' - 10"
31.0
10' - 10"
12' - 9"
31.5
10' - 10"
13' - 0"
31.2
12' - 11"
12' - 11"
31.7
13' - 0"
14' - 6"
32.2
13' - 2"
14' - 10"
31.9
13' - 7"
14' - 0"
32.4
13' - 9"
15' - 8"
32.9
13' - 10"
16' - 5"
35.1
10' - 3"
11' - 4"
35.6
10' - 3"
12' - 2"
36.1
10' - 4"
12' - 5"
35.8
12' - 6"
12' - 4"
36.3
12' - 8"
13' - 11"
36.8
12' - 9"
14' - 2"
36.5
13' - 2"
13' - 5"
36.9
13' - 4"
15' - 0"
37.5
13' - 5"
15' - 8"
39.7
9' - 9"
10' - 10"
40.2
9' - 10"
11' - 9"
40.7
9' - 11"
11' - 11"
40.4
12' - 1"
11' - 11"
40.9
12' - 3"
13' - 5"
41.4
12' - 5"
13' - 8"
41.0
12' - 9"
12' - 10"
41.5
12' - 11"
14' - 5"
42.0
13' - 1"
15' - 1"
42.0
9' - 7"
10' - 8"
42.5
9' - 8"
11' - 6"
43.0
9' - 8"
11' - 9"
42.7
12' - 0"
11' - 8"
43.1
12' - 1"
13' - 2"
43.7
12' - 3"
13' - 5"
43.3
12' - 7"
12' - 8"
43.8
12' - 9"
14' - 2"
44.3
12' - 11"
14' - 10"
50.6
8' - 11"
10' - 0"
51.1
9' - 0"
10' - 10"
51.6
9' - 0"
11' - 0"
51.3
11' - 5"
11' - 0"
51.7
11' - 7"
12' - 4"
52.3
11' - 8"
12' - 7"
51.9
12' - 1"
11' - 10"
52.4
12' - 3"
13' - 4"
52.9
12' - 4"
13' - 11"
2W PANELS
Total Slab Depth
(in)
3W PANELS
2WHF-36 Cellular Shoring Table
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GENERAL INFORMATION
85
TABLE OF CONTENTS
3.3 2WH-36 Composite Deck
4" Total Slab Depth
Gage
22
21
20
GA
22
Single
7' - 11"
9' - 0"
9' - 6"
Triple
Gage
9' - 5"
19
10' - 4"
18
10' - 10"
16
Double
8' - 9"
9' - 11"
10' - 6"
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
395
632
-
332
532
-
7'-0"
ASD, W/Ω
LRFD, ϕW
L/360
21
36/4
2190
2024
2012
2000
7'-6"
8'-0"
8'-6"
98
157
-
87
140
-
78
125
-
70
111
-
62
100
-
Attachment Pattern
2180 2162 2145
2024 2013 2004
2012 2002 1992
2000 1991 1982
2130
1995
1984
1974
2116
1987
1977
1967
2103
1979
1970
1961
2100
1981
1971
1963
2089
1974
1965
1957
445
713
-
375 320 275 238 208 182 161 142
601 512 440 381 333 292 257 228
-
2441 2413 2369 2332 2299 2270
2157 2150 2125 2104 2085 2069
2135 2130 2106 2087 2069 2054
2115 2112 2090 2071 2055 2040
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
470
752
-
396
634
-
9'-0"
36/4
2244
2054
2040
2027
7'-6"
8'-0"
8'-6"
9'-0"
127
203
-
113
181
-
101
161
-
90
145
-
81
130
-
73
117
-
Attachment Pattern
2235 2214 2194
2055 2043 2032
2041 2030 2019
2029 2018 2008
2177
2021
2009
1999
2161
2012
2001
1991
2146
2003
1992
1983
2143
2006
1996
1986
2130
1998
1988
1979
36/4
2272
2070
2054
2041
Vn/Ω = 3.02 kip/ft
ϕ Vn = 4.52 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
338 291 252 220 193 171 151
540 465 403 352 309 273 242
-
2481 2452 2406 2366 2331 2300
2178 2172 2146 2123 2103 2085
2155 2150 2126 2104 2086 2069
2135 2132 2109 2088 2071 2055
Vn/Ω = 3.02 kip/ft
ϕ Vn = 4.52 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 25.4 in4/ft
Iu = 59.4 in4/ft
7'-0"
Triple
12' - 2"
12' - 8"
13' - 4"
110
176
-
Icr = 23.1 in4/ft
Iu = 58.3 in4/ft
7'-0"
Double
11' - 9"
12' - 7"
14' - 2"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
6'-6"
(Icr+Iu)/2 = 43.2 in4/ft
86
9'-0"
6'-0"
8'-6"
2362 2335 2298 2265 2237 2212
2115 2107 2086 2067 2051 2037
2095 2089 2069 2052 2037 2023
2077 2072 2054 2037 2023 2011
(Icr+Iu)/2 = 42.4 in4/ft
20
8'-0"
283 243 210 183 160 141 124
452 388 336 292 256 225 199
-
(Icr+Iu)/2 = 40.7 in4/ft
7'-6"
Single
10' - 4"
10' - 8"
11' - 4"
134
215
-
120
192
-
107
172
-
96
154
-
87
139
-
78
125
-
Attachment Pattern
2263 2240 2219
2071 2058 2046
2057 2044 2033
2044 2032 2021
2201
2035
2022
2012
2183
2025
2013
2003
2168
2016
2004
1994
2165
2019
2008
1999
2151
2011
2000
1991
Icr = 26.4 in4/ft
Iu = 59.9 in4/ft
Vn/Ω = 3.02 kip/ft
ϕ Vn = 4.52 kip/ft
www.ascsd.com
TABLE OF CONTENTS
2WH-36 Composite Deck 3.3
4" Total Slab Depth
ASD, W/Ω
LRFD, ϕW
L/360
6'-6"
555
888
-
469 400 345 300 262 231 204 182
750 640 552 480 420 370 327 291
-
7'-0"
18
130
209
-
118
188
-
106
170
-
96
154
-
Attachment Pattern
2365 2337 2311
2131 2114 2099
2113 2098 2083
2100 2085 2071
2288
2086
2070
2059
2266
2073
2059
2048
2247
2062
2048
2037
2246
2068
2055
2045
2229
2058
2045
2035
6'-6"
613
980
-
518 443 382 332 291 256 227 202
828 708 611 531 466 410 364 324
-
7'-0"
7'-6"
8'-0"
8'-6"
6'-0"
6'-6"
746 631
1193 1010
-
9'-0"
36/4
2448
2168
2147
2133
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
181
289
-
162
260
-
146
234
-
129
211
129
114
191
114
102
173
102
Attachment Pattern
2441 2409 2380
2176 2157 2140
2157 2139 2122
2143 2126 2110
2353
2124
2107
2095
2329
2109
2093
2082
2306
2096
2081
2070
2307
2105
2091
2080
2287
2093
2079
2069
209
358
209
182
322
182
159
291
159
140
264
140
124
239
124
110
218
110
Attachment Pattern
2636 2594 2555
2294 2268 2245
2257 2234 2212
2256 2233 2211
2520
2224
2192
2192
2488
2205
2175
2174
2458
2187
2158
2157
2464
2204
2177
2176
2438
2188
2161
2161
Icr = 37.8 in4/ft
Iu = 65.9 in4/ft
Vn/Ω = 3.02 kip/ft
ϕ Vn = 4.52 kip/ft
D PANEL
36/4
2637
2276
2237
2236
Vn/Ω = 3.02 kip/ft
ϕ Vn = 4.52 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
540 467 407 357 315 280 242
864 747 651 571 505 448 400
242
2996 2967 2882 2809 2744 2688
2453 2466 2417 2375 2337 2305
2396 2413 2368 2329 2294 2264
2394 2412 2366 2327 2293 2263
Vn/Ω = 3.02 kip/ft
ϕ Vn = 4.52 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 32.5 in4/ft
Iu = 63.0 in4/ft
(Icr+Iu)/2 = 51.8 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
3080
3080
3080
6x6 W2.9xW2.9
As = 0.058 in2/ft
4430
4430
4430
6x6 W4.0xW4.0
As = 0.080 in2/ft
5420
5420
5170
4x4 W4xW4
As = 0.120 in2/ft
7220
7220
5170
4x4 W6xW6
As = 0.180 in2/ft
9920
7750
5170
ACUSTADEK®
All Gages
145
232
-
C PANELS
162
259
-
N PANELS
ASD, W/Ω
LRFD, ϕW
L/360
36/4
2373
2126
2108
2093
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
6'-0"
2311 2312 2275 2243 2215 2190
2280 2284 2249 2218 2192 2168
#12 Screw Base Steel ≥ .0385" 2259 2264 2230 2201 2176 2153
9'-0"
Icr = 30.1 in4/ft
Iu = 61.8 in4/ft
(Icr+Iu)/2 = 47.7 in4/ft
16
8'-6"
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
8'-0"
2625 2594 2537 2488 2445 2407
2255 2252 2220 2191 2167 2145
2227 2227 2196 2169 2146 2126
2206 2207 2178 2152 2130 2111
(Icr+Iu)/2 = 45.9 in4/ft
7'-6"
2W PANELS
19
6'-0"
3W PANELS
GA
GENERAL INFORMATION
87
TABLE OF CONTENTS
41⁄2" Total Slab Depth
Gage
22
21
20
GA
22
Single
7' - 7"
8' - 7"
9' - 0"
Triple
Gage
8' - 11"
19
9' - 11"
18
10' - 4"
16
Double
8' - 4"
9' - 6"
10' - 0"
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
477
763
-
401
642
-
7'-0"
ASD, W/Ω
LRFD, ϕW
L/360
21
36/4
2680
2515
2502
2490
7'-6"
8'-0"
8'-6"
119
191
-
106
170
-
95
152
-
85
136
-
76
122
-
Attachment Pattern
2671 2652 2635
2514 2504 2494
2502 2492 2483
2491 2481 2473
2620
2485
2475
2465
2606
2477
2467
2458
2594
2470
2460
2451
2590
2471
2462
2453
2579
2465
2456
2447
538
861
-
454 387 333 288 252 221 195 173
726 619 532 462 403 354 312 277
-
2932 2903 2860 2822 2789 2760
2647 2640 2616 2594 2576 2559
2625 2620 2597 2577 2559 2544
2606 2602 2580 2562 2545 2530
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
568
908
-
479
766
-
9'-0"
36/4
2735
2545
2530
2517
7'-6"
8'-0"
8'-6"
9'-0"
154
246
-
137
220
-
123
197
-
110
176
-
99
158
-
89
142
-
Attachment Pattern
2725 2704 2685
2546 2533 2522
2532 2520 2509
2520 2508 2498
2667
2512
2500
2489
2651
2502
2491
2481
2636
2494
2483
2473
2633
2496
2486
2477
2620
2489
2479
2470
36/4
2763
2560
2545
2532
Vn/Ω = 3.51 kip/ft
ϕ Vn = 5.26 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
408 352 305 267 234 207 184
654 563 488 426 375 331 294
-
2972 2942 2896 2856 2821 2790
2668 2662 2636 2613 2593 2576
2645 2641 2616 2595 2576 2560
2625 2623 2599 2579 2561 2546
Vn/Ω = 3.51 kip/ft
ϕ Vn = 5.04 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 34.7 in4/ft
Iu = 83.7 in4/ft
7'-0"
Triple
11' - 7"
12' - 3"
12' - 10"
134
214
-
Icr = 31.5 in4/ft
Iu = 82.3 in4/ft
7'-0"
Double
11' - 2"
12' - 0"
13' - 8"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
6'-6"
(Icr+Iu)/2 = 60.3 in4/ft
88
9'-0"
6'-0"
8'-6"
2853 2826 2788 2756 2727 2702
2605 2597 2576 2558 2542 2527
2586 2579 2559 2542 2527 2514
2568 2563 2544 2528 2514 2501
(Icr+Iu)/2 = 59.2 in4/ft
20
8'-0"
342 293 254 221 194 171 151
547 470 406 354 310 273 242
-
(Icr+Iu)/2 = 56.9 in4/ft
7'-6"
Single
9' - 11"
10' - 2"
10' - 11"
163
262
-
146
234
-
131
209
-
118
188
-
106
169
-
95
152
-
Attachment Pattern
2754 2731 2710
2562 2548 2536
2547 2535 2523
2535 2523 2512
2691
2525
2513
2502
2674
2515
2503
2493
2658
2506
2495
2485
2655
2510
2498
2489
2641
2501
2491
2482
Icr = 36.2 in4/ft
Iu = 84.4 in4/ft
Vn/Ω = 3.51 kip/ft
ϕ Vn = 5.26 kip/ft
www.ascsd.com
TABLE OF CONTENTS
ASD, W/Ω
LRFD, ϕW
L/360
6'-6"
671
1074
-
567 485 418 363 318 280 248 221
908 775 669 581 509 448 397 353
-
7'-0"
ASD, W/Ω
LRFD, ϕW
L/360
6'-0"
6'-6"
177
283
-
159
254
-
143
229
-
129
207
-
117
187
-
Attachment Pattern
2855 2827 2801
2621 2605 2590
2604 2588 2574
2591 2575 2562
2778
2576
2561
2549
2757
2563
2549
2538
2737
2552
2538
2528
2736
2558
2545
2535
2719
2548
2535
2525
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
6'-0"
6'-6"
36/4
2938
2658
2638
2623
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
220
352
-
197
316
-
178
285
-
161
257
-
145
233
-
132
211
-
Attachment Pattern
2932 2899 2870
2667 2647 2630
2647 2629 2612
2633 2616 2600
2843
2614
2598
2586
2819
2600
2584
2573
2797
2587
2571
2561
2797
2596
2581
2571
2778
2584
2570
2560
Icr = 44.5 in4/ft
Iu = 88.5 in4/ft
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
273
436
-
245
393
-
222
355
222
195
321
195
173
292
173
153
266
153
Attachment Pattern
3127 3084 3045
2784 2758 2735
2748 2724 2702
2747 2723 2702
3010
2714
2683
2682
2978
2695
2665
2664
2949
2677
2649
2648
2955
2694
2667
2666
2929
2678
2652
2651
Icr = 51.8 in4/ft
Iu = 92.4 in4/ft
(Icr+Iu)/2 = 72.1 in4/ft
Vn/Ω = 3.51 kip/ft
ϕ Vn = 5.26 kip/ft
D PANEL
36/4
3128
2766
2728
2727
Vn/Ω = 3.51 kip/ft
ϕ Vn = 5.26 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
904 765 655 567 494 434 383 341 304
1447 1225 1049 907 790 694 613 545 487
3486 3457 3372 3299 3235 3178
2944 2956 2907 2865 2828 2795
2886 2903 2858 2819 2785 2755
2885 2902 2857 2818 2784 2754
Vn/Ω = 3.51 kip/ft
ϕ Vn = 5.26 kip/ft
C PANELS
197
315
-
N PANELS
ASD, W/Ω
LRFD, ϕW
L/360
36/4
2863
2616
2598
2584
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
742 627 536 463 403 353 311 276 246
1187 1003 858 740 644 565 498 442 393
-
2802 2803 2765 2733 2705 2680
2771 2774 2739 2709 2682 2659
#12 Screw Base Steel ≥ .0385" 2749 2754 2721 2692 2666 2643
9'-0"
Icr = 41.2 in4/ft
Iu = 86.9 in4/ft
(Icr+Iu)/2 = 66.5 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
3570
3570
3570
6x6 W2.9xW2.9
As = 0.058 in2/ft
4920
4920
4920
6x6 W4.0xW4.0
As = 0.080 in2/ft
5910
5910
5170
4x4 W4xW4
As = 0.120 in2/ft
7710
7710
5170
4x4 W6xW6
As = 0.180 in2/ft
10410
7750
5170
ACUSTADEK®
All Gages
8'-6"
B PANELS
16
8'-0"
2745 2742 2710 2682 2657 2636
2717 2717 2686 2660 2637 2616
#12 Screw Base Steel ≥ .0385" 2696 2697 2668 2643 2621 2601
(Icr+Iu)/2 = 64.1 in4/ft
18
7'-6"
2W PANELS
19
6'-0"
3W PANELS
GA
GENERAL INFORMATION
89
TABLE OF CONTENTS
5" Total Slab Depth
Gage
22
21
20
GA
22
Single
7' - 3"
8' - 2"
8' - 8"
Triple
Gage
8' - 7"
19
9' - 6"
18
9' - 10"
16
Double
8' - 1"
9' - 2"
9' - 7"
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
563
900
-
474
759
-
7'-0"
ASD, W/Ω
LRFD, ϕW
L/360
21
36/4
3170
3005
2992
2980
7'-6"
8'-0"
8'-6"
142
226
-
126
202
-
113
181
-
101
162
-
91
145
-
Attachment Pattern
3161 3143 3126
3005 2994 2984
2993 2982 2973
2981 2972 2963
3111
2976
2965
2955
3097
2968
2958
2948
3084
2960
2951
2942
3080
2962
2952
2944
3069
2955
2946
2938
635
1017
-
536 457 393 341 298 262 231 205
858 731 629 546 477 419 370 328
-
3422 3393 3350 3313 3280 3251
3137 3131 3106 3085 3066 3050
3116 3110 3087 3067 3050 3034
3096 3093 3071 3052 3035 3021
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
671
1073
-
566
906
-
9'-0"
36/4
3225
3035
3021
3008
7'-6"
8'-0"
8'-6"
9'-0"
183
292
-
163
261
-
146
234
-
131
210
-
118
189
-
106
170
-
Attachment Pattern
3216 3194 3175
3036 3024 3012
3022 3010 3000
3010 2999 2989
3157
3002
2990
2980
3141
2993
2981
2971
3127
2984
2973
2964
3124
2987
2976
2967
3111
2979
2969
2960
36/4
3253
3051
3035
3022
Vn/Ω = 4.03 kip/ft
ϕ Vn = 6.04 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
483 416 361 316 278 245 218
773 666 578 505 444 392 348
-
3462 3433 3387 3347 3311 3281
3159 3153 3126 3104 3084 3066
3136 3131 3107 3085 3066 3050
3116 3113 3090 3069 3052 3036
Vn/Ω = 3.78 kip/ft
ϕ Vn = 5.43 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 45.8 in4/ft
Iu = 114.1 in4/ft
7'-0"
Triple
11' - 1"
11' - 10"
12' - 6"
159
254
-
Icr = 41.6 in4/ft
Iu = 112.3 in4/ft
7'-0"
Double
10' - 9"
11' - 6"
13' - 2"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
6'-6"
(Icr+Iu)/2 = 81.439 in4/ft
90
9'-0"
6'-0"
8'-6"
3343 3316 3279 3246 3218 3193
3095 3088 3066 3048 3032 3018
3076 3070 3050 3033 3018 3004
3058 3053 3034 3018 3004 2992
(Icr+Iu)/2 = 79.985 in4/ft
20
8'-0"
404 347 300 262 230 202 179
646 555 481 419 367 324 286
-
(Icr+Iu)/2 = 76.942 in4/ft
7'-6"
Single
9' - 6"
9' - 9"
10' - 6"
194
310
-
174
278
-
156
249
-
140
224
-
126
202
-
114
182
-
Attachment Pattern
3244 3221 3200
3052 3039 3027
3038 3025 3014
3025 3013 3002
3181
3016
3003
2992
3164
3006
2994
2983
3148
2997
2985
2975
3146
3000
2989
2979
3132
2992
2981
2972
Icr = 47.8 in4/ft
Iu = 115.0 in4/ft
Vn/Ω = 4.03 kip/ft
ϕ Vn = 6.04 kip/ft
www.ascsd.com
TABLE OF CONTENTS
5" Total Slab Depth
ASD, W/Ω
LRFD, ϕW
L/360
6'-6"
7'-0"
18
6'-0"
6'-6"
7'-0"
189
302
-
171
273
-
154
247
-
140
224
-
Attachment Pattern
3346 3318 3292
3112 3095 3080
3094 3079 3064
3081 3066 3052
3269
3066
3051
3040
3247
3054
3039
3028
3228
3042
3029
3018
3227
3049
3036
3025
3209
3038
3026
3016
7'-6"
8'-0"
8'-6"
9'-0"
6'-0"
6'-6"
36/4
3429
3149
3128
3114
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
261
418
-
235
376
-
212
339
-
191
306
-
173
277
-
157
252
-
Attachment Pattern
3422 3390 3360
3157 3138 3120
3138 3119 3103
3124 3106 3091
3334
3105
3088
3076
3309
3090
3074
3063
3287
3077
3062
3051
3288
3086
3071
3061
3268
3074
3060
3050
324
519
-
292
468
-
264
423
-
239
383
-
218
348
-
198
317
-
Attachment Pattern
3617 3574 3536
3274 3249 3226
3238 3214 3193
3237 3214 3192
3501
3205
3173
3173
3468
3185
3155
3155
3439
3168
3139
3138
3445
3185
3157
3157
3419
3169
3142
3142
Icr = 68.9 in4/ft
Iu = 125.4 in4/ft
Vn/Ω = 4.03 kip/ft
ϕ Vn = 6.04 kip/ft
D PANEL
36/4
3618
3257
3218
3217
Vn/Ω = 4.03 kip/ft
ϕ Vn = 6.04 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
1072 908 778 672 586 515 455 405 362
1715 1453 1244 1076 938 824 729 648 579
3977 3948 3863 3789 3725 3669
3434 3447 3398 3355 3318 3286
3377 3394 3349 3309 3275 3245
3375 3392 3347 3308 3274 3244
Vn/Ω = 4.03 kip/ft
ϕ Vn = 6.04 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 59.0 in4/ft
Iu = 120.4 in4/ft
(Icr+Iu)/2 = 97.114 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
4070
4070
4070
6x6 W2.9xW2.9
As = 0.058 in2/ft
5420
5420
5170
6x6 W4.0xW4.0
As = 0.080 in2/ft
6410
6410
5170
4x4 W4xW4
As = 0.120 in2/ft
8210
7750
5170
4x4 W6xW6
As = 0.180 in2/ft
10910
7750
5170
ACUSTADEK®
All Gages
210
336
-
C PANELS
36/4
3354
3107
3088
3074
234
375
-
N PANELS
ASD, W/Ω
LRFD, ϕW
L/360
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
878 742 635 548 477 419 369 328 292
1404 1188 1016 877 764 670 591 524 467
-
3292 3293 3256 3224 3196 3171
3261 3265 3230 3199 3173 3149
#12 Screw Base Steel ≥ .0385" 3240 3245 3211 3182 3156 3134
9'-0"
Icr = 54.6 in4/ft
Iu = 118.2 in4/ft
(Icr+Iu)/2 =89.703in4/ft
16
8'-6"
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
8'-0"
3606 3575 3518 3469 3426 3388
3235 3233 3200 3172 3148 3126
3208 3207 3177 3150 3127 3107
3187 3188 3159 3133 3111 3092
(Icr+Iu)/2 =86.414in4/ft
7'-6"
794 671 574 495 430 377 332 294 262
1271 1074 918 792 689 603 531 471 419
-
2W PANELS
19
6'-0"
3W PANELS
GA
GENERAL INFORMATION
91
TABLE OF CONTENTS
Gage
22
21
20
GA
22
1 Hour Fire Rating
Single
7' - 0"
7' - 10"
8' - 3"
Triple
Gage
8' - 3"
19
9' - 1"
18
9' - 6"
16
Double
7' - 9"
8' - 10"
9' - 2"
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
652
1043
-
549
879
-
7'-0"
ASD, W/Ω
LRFD, ϕW
L/360
21
ASD, W/Ω
LRFD, ϕW
L/360
20
9'-0"
36/4
3661
3496
3483
3471
7'-6"
8'-0"
8'-6"
165
264
-
147
236
-
132
211
-
118
189
-
106
170
-
Attachment Pattern
3652 3633 3616
3495 3484 3475
3483 3473 3464
3472 3462 3454
3601
3466
3456
3446
3587
3458
3448
3439
3575
3451
3441
3432
3571
3452
3443
3434
3560
3445
3437
3428
6'-6"
736
1178
-
621 530 456 396 346 304 269 238
994 848 730 634 554 487 430 382
-
3913 3884 3841 3803 3770 3741
3628 3621 3597 3575 3557 3540
3606 3601 3578 3558 3540 3525
3587 3583 3561 3542 3526 3511
6'-0"
6'-6"
777 656
1244 1050
-
9'-0"
36/4
3716
3526
3511
3498
7'-6"
8'-0"
8'-6"
9'-0"
212
340
-
190
304
-
170
272
-
153
245
-
138
220
-
124
199
-
Attachment Pattern
3706 3685 3666
3526 3514 3503
3513 3501 3490
3500 3489 3479
3648
3493
3481
3470
3632
3483
3472
3462
3617
3475
3464
3454
3614
3477
3467
3458
3601
3470
3460
3451
36/4
3743
3541
3526
3513
Vn/Ω = 4.57 kip/ft
ϕ Vn = 6.55 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
560 483 419 367 322 285 253
896 772 671 586 516 456 405
-
3953 3923 3877 3837 3802 3771
3649 3643 3617 3594 3574 2557
3626 3622 3597 3576 3557 3540
3606 3603 3580 3560 3542 3526
Vn/Ω = 4.06 kip/ft
ϕ Vn = 5.84 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 58.8 in4/ft
Iu = 151.4 in4/ft
7'-0"
Triple
10' - 8"
11' - 5"
12' - 2"
185
296
-
Icr = 53.4 in4/ft
Iu = 149.0 in4/ft
7'-0"
Double
10' - 4"
11' - 0"
12' - 8"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
6'-0"
(Icr+Iu)/2 = 107 in4/ft
92
8'-6"
3834 3807 3769 3737 3708 3683
3586 3578 3557 3539 3522 3508
3567 3560 3540 3523 3508 3495
3549 3544 3525 3509 3495 3482
(Icr+Iu)/2 = 105.12 in4/ft
8'-0"
468 402 349 304 267 235 208
749 644 558 486 427 376 333
-
(Icr+Iu)/2 = 101.21 in4/ft
7'-6"
Single
9' - 2"
9' - 5"
10' - 1"
226
361
-
202
323
-
181
290
-
163
261
-
147
235
-
133
213
-
Attachment Pattern
3734 3711 3691
3543 3529 3517
3528 3515 3504
3516 3504 3493
3672
3506
3494
3483
3655
3496
3484
3474
3639
3487
3476
3466
3636
3490
3479
3470
3622
3482
3472
3462
Icr = 61.4 in4/ft
Iu = 152.6 in4/ft
Vn/Ω = 4.57 kip/ft
ϕ Vn = 6.86 kip/ft
www.ascsd.com
TABLE OF CONTENTS
1 Hour Fire Rating
ASD, W/Ω
LRFD, ϕW
L/360
6'-6"
7'-0"
18
6'-0"
6'-6"
7'-0"
220
353
-
199
318
-
180
288
-
163
261
-
Attachment Pattern
3836 3808 3782
3602 3586 3570
3585 3569 3555
3571 3556 3543
3759
3557
3542
3530
3738
3544
3530
3519
3718
3533
3519
3508
3717
3539
3526
3516
3700
3529
3516
3506
7'-6"
8'-0"
8'-6"
9'-0"
6'-0"
6'-6"
36/4
3919
3639
3619
3604
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
304
487
-
274
438
-
247
395
-
223
357
-
202
324
-
184
294
-
Attachment Pattern
3913 3880 3851
3647 3628 3611
3628 3610 3593
3614 3597 3581
3824
3595
3578
3567
3800
3581
3565
3553
3778
3568
3552
3541
3778
3577
3562
3552
3758
3565
3550
3541
378
606
-
341
546
-
308
494
-
280
448
-
255
407
-
232
371
-
Attachment Pattern
4108 4065 4026
3765 3739 3716
3729 3705 3683
3728 3704 3682
3991
3695
3664
3663
3959
3676
3646
3645
3929
3658
3629
3629
3936
3675
3648
3647
3910
3659
3633
3632
Icr = 88.9 in4/ft
Iu = 165.7 in4/ft
Vn/Ω = 4.57 kip/ft
ϕ Vn = 6.86 kip/ft
D PANEL
36/4
4109
3747
3709
3708
Vn/Ω = 4.57 kip/ft
ϕ Vn = 6.86 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
1247 1056 905 783 683 600 531 472 422
1995 1690 1448 1252 1092 960 849 755 675
4467 4438 4353 4280 4216 4159
3925 3937 3888 3846 3809 3776
3867 3884 3839 3800 3766 3736
3866 3883 3838 3799 3765 3735
Vn/Ω = 4.57 kip/ft
ϕ Vn = 6.86 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 76.0 in4/ft
Iu = 159.3 in4/ft
(Icr+Iu)/2 =127.28in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
n/a
n/a
n/a
6x6 W2.9xW2.9
As = 0.058 in2/ft
5910
5910
5170
6x6 W4.0xW4.0
As = 0.080 in2/ft
6900
6900
5170
4x4 W4xW4
As = 0.120 in2/ft
8700
7750
5170
4x4 W6xW6
As = 0.180 in2/ft
11400
7750
5170
ACUSTADEK®
All Gages
245
392
-
C PANELS
36/4
3844
3597
3579
3565
273
436
-
N PANELS
ASD, W/Ω
LRFD, ϕW
L/360
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
1019 862 738 637 555 487 430 381 340
1631 1380 1180 1019 888 779 687 610 544
-
3782 3783 3746 3714 3686 3661
3752 3755 3720 3690 3663 3640
#12 Screw Base Steel ≥ .0385" 3730 3735 3702 3672 3647 3624
9'-0"
Icr = 70.3 in4/ft
Iu = 156.6 in4/ft
(Icr+Iu)/2 = 117.68 in4/ft
16
8'-6"
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
8'-0"
4097 4065 4009 3959 3916 3878
3726 3723 3691 3663 3638 3616
3698 3698 3667 3641 3617 3597
3677 3678 3649 3624 3602 3582
(Icr+Iu)/2 = 113.42 in4/ft
7'-6"
921 779 666 575 500 438 386 342 305
1474 1246 1065 919 800 701 618 548 488
-
2W PANELS
19
6'-0"
3W PANELS
GA
GENERAL INFORMATION
93
TABLE OF CONTENTS
Gage
22
21
20
GA
2 Hour Fire Rating
Single
6' - 6"
7' - 4"
7' - 8"
ASD, W/Ω
LRFD, ϕW
L/360
22
Triple
Gage
7' - 8"
19
8' - 6"
18
8' - 10"
16
Double
7' - 4"
8' - 2"
8' - 6"
6'-0"
6'-6"
836 705
1337 1127
-
7'-0"
ASD, W/Ω
LRFD, ϕW
L/360
21
ASD, W/Ω
LRFD, ϕW
L/360
20
6'-0"
6'-6"
9'-0"
36/4
4642
4477
4464
4452
7'-6"
8'-0"
8'-6"
9'-0"
4893 4865 4821 4784 4751 4722
4609 4602 4577 4556 4538 4521
4587 4582 4559 4539 4521 4506
4568 4564 4542 4523 4507 4492
6'-0"
6'-6"
36/4
4696
4507
4492
4479
213
341
-
191
305
-
171
274
-
154
246
-
138
221
-
Attachment Pattern
4632 4614 4597
4476 4465 4456
4464 4454 4445
4452 4443 4434
4582
4447
4436
4427
4568
4439
4429
4419
4555
4432
4422
4413
4552
4433
4424
4415
4541
4426
4417
4409
7'-6"
8'-0"
8'-6"
9'-0"
275
439
-
246
393
-
220
353
-
198
317
-
179
286
-
161
258
-
Attachment Pattern
4687 4666 4646
4507 4495 4484
4494 4482 4471
4481 4470 4460
4629
4473
4462
4451
4613
4464
4453
4443
4598
4456
4445
4435
4595
4458
4448
4438
4582
4450
4440
4432
36/4
4724
4522
4507
4493
Vn/Ω = 5.16 kip/ft
ϕ Vn = 7.42 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
999 843 720 621 540 472 416 368 327
1598 1349 1152 993 863 755 665 589 523
4934 4904 4858 4818 4783 4752
4630 4624 4598 4575 4555 4538
4607 4603 4578 4557 4538 4521
4587 4584 4561 4541 4523 4507
Vn/Ω = 4.64 kip/ft
ϕ Vn = 6.71 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 90.6 in4/ft
Iu = 249.5 in4/ft
7'-0"
Triple
9' - 11"
10' - 8"
11' - 7"
239
382
-
Icr = 82.0 in4/ft
Iu = 245.9 in4/ft
7'-0"
Double
9' - 7"
10' - 3"
11' - 10"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
945 798 681 587 509 446 392 347 308
1512 1277 1090 939 815 713 627 555 493
-
(Icr+Iu)/2 = 173 in4/ft
94
8'-6"
4814 4787 4750 4718 4689 4664
4567 4559 4538 4519 4503 4489
4547 4541 4521 4504 4489 4476
4529 4524 4506 4490 4475 4463
(Icr+Iu)/2 = 170 in4/ft
8'-0"
601 517 448 391 343 303 269
961 827 717 626 549 485 430
-
(Icr+Iu)/2 = 164 in4/ft
7'-6"
Single
8' - 7"
8' - 10"
9' - 6"
292
467
-
262
418
-
235
376
-
212
339
-
191
306
-
173
277
-
Attachment Pattern
4715 4692 4672
4524 4510 4498
4509 4496 4485
4496 4484 4474
4653
4487
4475
4464
4636
4477
4465
4455
4620
4468
4456
4447
4617
4471
4460
4451
4603
4463
4452
4443
Icr = 94.7 in4/ft
Iu = 251.2 in4/ft
Vn/Ω = 5.45 kip/ft
ϕ Vn = 7.81 kip/ft
www.ascsd.com
TABLE OF CONTENTS
2 Hour Fire Rating
ASD, W/Ω
LRFD, ϕW
L/360
6'-6"
7'-0"
18
6'-0"
6'-6"
7'-0"
286
457
-
258
413
-
234
374
-
212
340
-
Attachment Pattern
4817 4789 4763
4583 4566 4551
4566 4550 4536
4552 4537 4523
4740
4538
4523
4511
4719
4525
4511
4500
4699
4514
4500
4489
4698
4520
4507
4497
4681
4510
4497
4487
7'-6"
8'-0"
8'-6"
9'-0"
6'-0"
6'-6"
36/4
4900
4620
4600
4585
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
394
631
-
355
568
-
320
512
-
290
464
-
263
421
-
239
383
-
Attachment Pattern
4893 4861 4832
4628 4609 4592
4609 4591 4574
4595 4578 4562
4805
4576
4559
4547
4781
4562
4546
4534
4758
4548
4533
4522
4759
4558
4543
4532
4739
4546
4531
4521
491
786
-
443
709
-
401
642
-
364
583
-
332
530
-
303
484
-
Attachment Pattern
5088 5046 5007
4746 4720 4697
4710 4686 4664
4709 4685 4663
4972
4676
4645
4644
4940
4657
4627
4626
4910
4639
4610
4610
4917
4656
4629
4628
4890
4640
4613
4613
Icr = 138.2 in4/ft
Iu = 271.2 in4/ft
Vn/Ω = 5.74 kip/ft
ϕ Vn = 8.61 kip/ft
D PANEL
36/4
5090
4728
4690
4689
Vn/Ω = 5.74 kip/ft
ϕ Vn = 8.61 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
1611 1365 1170 1013 884 777 687 612 547
2578 2185 1872 1620 1414 1243 1100 979 875
5448 5419 5334 5261 5197 5140
4905 4918 4869 4827 4790 4757
4848 4865 4820 4781 4747 4716
4847 4864 4819 4780 4745 4715
Vn/Ω = 5.74 kip/ft
ϕ Vn = 8.61 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 117.7 in4/ft
Iu = 261.5 in4/ft
(Icr+Iu)/2 = 205 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
n/a
n/a
n/a
6x6 W2.9xW2.9
As = 0.058 in2/ft
6890
6890
5170
6x6 W4.0xW4.0
As = 0.080 in2/ft
7880
7750
5170
4x4 W4xW4
As = 0.120 in2/ft
9680
7750
5170
4x4 W6xW6
As = 0.180 in2/ft
12380
7750
5170
ACUSTADEK®
All Gages
317
507
-
C PANELS
36/4
4825
4578
4560
4546
353
565
-
N PANELS
ASD, W/Ω
LRFD, ϕW
L/360
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
1313 1111 951 822 716 629 555 493 440
2101 1778 1522 1315 1146 1006 888 789 704
-
4763 4764 4727 4695 4667 4642
4733 4736 4701 4671 4644 4620
#12 Screw Base Steel ≥ .0385" 4711 4716 4682 4653 4628 4605
9'-0"
Icr = 108.6 in4/ft
Iu = 257.3 in4/ft
(Icr+Iu)/2 = 190 in4/ft
16
8'-6"
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
8'-0"
5077 5046 4989 4940 4897 4859
4707 4704 4672 4644 4619 4597
4679 4679 4648 4622 4598 4578
4658 4659 4630 4605 4582 4563
(Icr+Iu)/2 = 183 in4/ft
7'-6"
1186 1003 858 740 645 565 499 442 394
1897 1604 1372 1185 1031 904 798 708 631
-
2W PANELS
19
6'-0"
3W PANELS
GA
GENERAL INFORMATION
95
TABLE OF CONTENTS
Gage
22
21
20
GA
3 Hour Fire Rating
Single
6' - 3"
7' - 0"
7' - 4"
ASD, W/Ω
LRFD, ϕW
L/360
22
Triple
Gage
7' - 3"
19
8' - 1"
18
8' - 5"
16
Double
7' - 0"
7' - 10"
8' - 2"
6'-0"
6'-6"
7'-0"
ASD, W/Ω
LRFD, ϕW
L/360
21
ASD, W/Ω
LRFD, ϕW
L/360
20
6'-0"
6'-6"
9'-0"
36/4
5377
5212
5199
5187
7'-6"
8'-0"
8'-6"
9'-0"
5629 5600 5557 5520 5487 5458
5344 5338 5313 5292 5273 5257
5322 5317 5294 5274 5257 5241
5303 5300 5278 5259 5242 5228
6'-0"
6'-6"
36/4
5432
5242
5228
5215
251
401
-
224
359
-
201
322
-
181
290
-
163
261
-
Attachment Pattern
5368 5350 5333
5212 5201 5191
5199 5189 5180
5188 5179 5170
5318
5183
5172
5162
5304
5175
5164
5155
5291
5167
5158
5149
5287
5169
5159
5151
5276
5162
5153
5145
7'-6"
8'-0"
8'-6"
9'-0"
323
516
-
289
462
-
259
415
-
233
374
-
211
337
-
190
305
-
Attachment Pattern
5423 5401 5382
5243 5231 5219
5229 5217 5207
5217 5206 5196
5364
5209
5197
5187
5348
5200
5188
5178
5334
5191
5180
5171
5330
5194
5183
5174
5318
5186
5176
5167
36/4
5460
5258
5242
5229
Vn/Ω = 5.63 kip/ft
ϕ Vn = 8.13 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
1169 988 844 728 632 554 488 432 384
1871 1580 1350 1164 1012 886 780 691 615
5669 5640 5594 5553 5518 5487
5366 5360 5333 5311 5291 5273
5343 5338 5314 5292 5273 5257
5323 5320 5297 5276 5259 5243
Vn/Ω = 5.11 kip/ft
ϕ Vn = 7.42 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 119.4 in4/ft
Iu = 346.6 in4/ft
7'-0"
Triple
9' - 5"
10' - 2"
11' - 3"
281
449
-
Icr = 108.0 in4/ft
Iu = 342.0 in4/ft
7'-0"
Double
9' - 2"
9' - 10"
11' - 3"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
1106 934 797 687 597 522 460 407 361
1770 1494 1276 1100 955 836 736 651 578
-
(Icr+Iu)/2 = 237 in4/ft
96
8'-6"
5550 5523 5486 5453 5425 5400
5302 5294 5273 5255 5239 5225
5283 5277 5257 5240 5225 5211
5265 5260 5241 5225 5211 5199
(Icr+Iu)/2 = 233 in4/ft
8'-0"
978 824 703 605 525 458 403 356 315
1564 1319 1125 968 840 733 644 569 504
-
(Icr+Iu)/2 = 225 in4/ft
7'-6"
Single
8' - 3"
8' - 6"
9' - 2"
343
549
-
307
492
-
276
442
-
249
399
-
225
360
-
204
326
-
Attachment Pattern
5451 5428 5407
5259 5246 5234
5245 5232 5221
5232 5220 5209
5388
5223
5210
5199
5371
5213
5201
5190
5355
5204
5192
5182
5353
5207
5196
5186
5339
5199
5188
5179
Icr = 124.9 in4/ft
Iu = 348.9 in4/ft
Vn/Ω = 5.92 kip/ft
ϕ Vn = 8.52 kip/ft
www.ascsd.com
TABLE OF CONTENTS
3 Hour Fire Rating
ASD, W/Ω
LRFD, ϕW
L/360
6'-6"
7'-0"
18
6'-0"
6'-6"
7'-0"
336
538
-
304
487
-
276
441
-
251
401
-
Attachment Pattern
5553 5524 5499
5319 5302 5287
5301 5286 5271
5288 5273 5259
5475
5273
5258
5247
5454
5261
5246
5235
5435
5249
5236
5225
5434
5256
5242
5232
5416
5245
5233
5223
7'-6"
8'-0"
8'-6"
9'-0"
6'-0"
6'-6"
36/4
5636
5356
5335
5321
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
464
742
-
418
668
-
377
603
-
342
547
-
310
497
-
283
452
-
Attachment Pattern
5629 5597 5567
5364 5345 5327
5345 5326 5310
5331 5313 5298
5541
5312
5295
5283
5516
5297
5281
5270
5494
5284
5269
5258
5495
5293
5278
5268
5475
5281
5267
5257
579
926
-
522
836
-
473
757
-
430
687
-
391
626
-
357
572
-
Attachment Pattern
5824 5781 5743
5481 5456 5433
5445 5421 5400
5444 5420 5399
5707
5412
5380
5379
5675
5392
5362
5362
5646
5375
5346
5345
5652
5392
5364
5364
5626
5376
5349
5348
Icr = 183.6 in4/ft
Iu = 375.1 in4/ft
Vn/Ω = 6.68 kip/ft
D PANEL
36/4
5825
5463
5425
5424
Vn/Ω = 6.68 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
1894 1605 1376 1191 1040 914 809 720 644
3030 2568 2201 1905 1663 1463 1295 1152 1031
6184 6154 6070 5996 5932 5876
5641 5654 5605 5562 5525 5493
5584 5601 5556 5516 5482 5452
5582 5599 5554 5515 5481 5451
Vn/Ω = 6.68 kip/ft
ϕ Vn = 9.59 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 155.9 in4/ft
Iu = 362.3 in4/ft
(Icr+Iu)/2 = 279 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
n/a
n/a
n/a
6x6 W2.9xW2.9
As = 0.058 in2/ft
7630
7630
5170
6x6 W4.0xW4.0
As = 0.080 in2/ft
8620
7750
5170
4x4 W4xW4
As = 0.120 in2/ft
10420
7750
5170
4x4 W6xW6
As = 0.180 in2/ft
13120
7750
5170
ACUSTADEK®
All Gages
373
597
-
C PANELS
36/4
5561
5314
5295
5281
415
664
-
N PANELS
ASD, W/Ω
LRFD, ϕW
L/360
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
1540 1304 1116 965 841 739 652 580 517
2465 2086 1786 1544 1346 1182 1044 927 828
-
5499 5500 5463 5431 5403 5378
5468 5472 5437 5406 5380 5356
#12 Screw Base Steel ≥ .0385" 5447 5452 5418 5389 5363 5341
9'-0"
Icr = 143.6 in4/ft
Iu = 356.9 in4/ft
(Icr+Iu)/2 = 259 in4/ft
16
8'-6"
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
8'-0"
5813 5782 5725 5676 5633 5595
5442 5440 5407 5379 5355 5333
5415 5414 5384 5357 5334 5314
5394 5395 5366 5340 5318 5299
(Icr+Iu)/2 = 250 in4/ft
7'-6"
1390 1176 1006 869 756 663 586 520 463
2223 1881 1609 1390 1210 1062 937 831 741
-
2W PANELS
19
6'-0"
3W PANELS
GA
GENERAL INFORMATION
97
TABLE OF CONTENTS
4" Total Slab Depth
Gage
22
21
20
GA
22
Single
8' - 8"
9' - 10"
10' - 5"
Triple
Gage
10' - 4"
19
11' - 4"
18
11' - 9"
16
Double
9' - 4"
10' - 9"
11' - 5"
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
383
612
-
323
517
-
7'-0"
ASD, W/Ω
LRFD, ϕW
L/360
21
36/4
1575
1410
1397
1385
7'-6"
8'-0"
8'-6"
99
158
-
89
142
-
80
127
-
72
115
-
65
103
-
Attachment Pattern
1566 1548 1531
1410 1399 1389
1397 1387 1378
1386 1377 1368
1516
1380
1370
1360
1502
1372
1362
1353
1489
1365
1355
1347
1485
1366
1357
1349
1474
1360
1351
1343
430
688
-
363 310 267 232 203 179 159 141
581 496 428 372 325 287 254 226
-
1828 1800 1756 1719 1686 1657
1544 1537 1512 1491 1472 1456
1522 1517 1494 1474 1456 1441
1502 1499 1477 1458 1442 1427
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
453
724
-
382
612
-
9'-0"
36/4
1631
1442
1427
1414
7'-6"
8'-0"
8'-6"
9'-0"
126
201
-
113
180
-
100
162
100
88
146
88
78
132
78
69
119
69
Attachment Pattern
1622 1601 1581
1442 1430 1419
1428 1417 1406
1416 1405 1395
1564
1408
1396
1386
1548
1399
1388
1378
1533
1390
1380
1370
1530
1393
1383
1373
1517
1385
1375
1366
36/4
1660
1458
1442
1429
Vn/Ω = 2.26 kip/ft
ϕ Vn = 4.52 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
327 282 245 215 189 168 149
523 451 392 344 303 268 239
-
1869 1840 1793 1753 1718 1687
1566 1560 1533 1511 1491 1473
1542 1538 1513 1492 1473 1457
1523 1520 1496 1476 1458 1443
Vn/Ω = 2.26 kip/ft
ϕ Vn = 4.10 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 34.1 in4/ft
Iu = 64.0 in4/ft
7'-0"
Triple
13' - 3"
13' - 6"
14' - 2"
111
177
-
Icr = 31.2 in4/ft
Iu = 62.4 in4/ft
7'-0"
Double
12' - 9"
13' - 8"
15' - 1"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
6'-6"
(Icr+Iu)/2 = 50.1 in4/ft
98
9'-0"
6'-0"
8'-6"
1748 1721 1684 1651 1623 1598
1500 1492 1471 1453 1437 1423
1481 1475 1455 1438 1422 1409
1463 1458 1439 1423 1409 1396
20
8'-0"
275 237 206 180 158 140 124
441 379 329 288 253 224 198
-
(Icr+Iu)/2 = 46.8 in4/ft
7'-6"
Single
11' - 4"
11' - 7"
12' - 1"
133
213
-
116
191
116
102
172
102
90
155
90
79
140
79
70
127
70
Attachment Pattern
1651 1628 1607
1459 1446 1434
1444 1432 1420
1432 1420 1409
1588
1423
1410
1399
1571
1413
1401
1390
1555
1404
1392
1382
1553
1407
1396
1386
1539
1399
1388
1379
Icr = 35.5 in4/ft
Iu = 64.7 in4/ft
Vn/Ω = 2.26 kip/ft
ϕ Vn = 4.52 kip/ft
www.ascsd.com
TABLE OF CONTENTS
4" Total Slab Depth
ASD, W/Ω
LRFD, ϕW
L/360
6'-6"
532
851
-
450 385 333 290 254 224 193 166
720 616 532 463 407 359 318 284
193 166
7'-0"
18
143
254
143
125
229
125
109
206
109
96
187
96
85
169
85
75
154
75
Attachment Pattern
1755 1727 1701
1521 1504 1489
1504 1488 1473
1490 1475 1461
1678
1476
1461
1449
1656
1463
1449
1438
1637
1452
1438
1427
1636
1458
1445
1435
1619
1448
1435
1425
6'-6"
585
936
-
495 424 367 320 281 237 202 173
793 679 587 511 449 397 352 314
237 202 173
7'-0"
7'-6"
8'-0"
8'-6"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
708
1133
-
600
960
-
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
150
282
150
130
254
130
114
229
114
100
208
100
89
189
89
79
172
79
Attachment Pattern
1833 1801 1771
1568 1549 1531
1548 1530 1514
1535 1517 1501
1745
1516
1499
1487
1720
1501
1485
1474
1698
1488
1473
1462
1699
1497
1482
1472
1679
1485
1471
1461
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
514 445 370 308 260 221 189
822 712 621 546 483 430 385
370 308 260 221 189
36/4
2033
1671
1633
1632
164
346
164
142
312
142
124
282
124
110
256
110
97
233
97
86
213
86
Attachment Pattern
2032 1989 1951
1689 1664 1641
1653 1629 1608
1652 1628 1607
1915
1619
1588
1587
1883
1600
1570
1570
1854
1583
1554
1553
1860
1600
1572
1572
1834
1584
1557
1556
Icr = 49.5 in4/ft
Iu = 73.0 in4/ft
Vn/Ω = 2.26 kip/ft
ϕ Vn = 4.52 kip/ft
D PANEL
2392 2362 2278 2204 2140 2083
1849 1862 1813 1770 1733 1700
1792 1809 1763 1724 1690 1660
1790 1807 1762 1723 1689 1659
Vn/Ω = 2.26 kip/ft
ϕ Vn = 4.52 kip/ft
C PANELS
6'-0"
36/4
1840
1560
1539
1525
Vn/Ω = 2.26 kip/ft
ϕ Vn = 4.52 kip/ft
N PANELS
9'-0"
Icr = 43.0 in4/ft
Iu = 69.0 in4/ft
(Icr+Iu)/2 = 61.3 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
2620
2620
2620
6x6 W2.9xW2.9
As = 0.058 in2/ft
3970
3970
3970
6x6 W4.0xW4.0
As = 0.080 in2/ft
4960
4960
4960
4x4 W4xW4
As = 0.120 in2/ft
6760
6760
5170
4x4 W6xW6
As = 0.180 in2/ft
9460
7750
5170
ACUSTADEK®
All Gages
36/4
1763
1516
1498
1483
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
6'-0"
1703 1704 1667 1635 1607 1582
1672 1675 1640 1610 1583 1560
#12 Screw Base Steel ≥ .0385" 1651 1656 1622 1593 1567 1545
9'-0"
Icr = 40.1 in4/ft
Iu = 67.3 in4/ft
16
8'-6"
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
8'-0"
2015 1984 1927 1878 1835 1797
1645 1642 1610 1582 1557 1535
1617 1617 1586 1559 1536 1516
1596 1597 1568 1543 1520 1501
(Icr+Iu)/2 = 53.7 in4/ft
7'-6"
2W PANELS
19
6'-0"
3W PANELS
GA
GENERAL INFORMATION
99
TABLE OF CONTENTS
1 Hour Fire Rating
Gage
22
21
20
GA
22
Single
8' - 4"
9' - 5"
9' - 11"
Triple
Gage
9' - 10"
19
10' - 10"
18
11' - 3"
16
Double
9' - 0"
10' - 4"
10' - 11"
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
463
741
-
391
625
-
7'-0"
ASD, W/Ω
LRFD, ϕW
L/360
21
36/4
1899
1734
1721
1709
Icr = 42.7 in4/ft
Iu = 87.7 in4/ft
7'-0"
7'-6"
8'-0"
8'-6"
120
192
-
108
173
-
97
155
-
88
140
-
79
127
-
Attachment Pattern
1890 1872 1855
1734 1723 1713
1721 1711 1702
1710 1701 1692
1840
1705
1694
1684
1826
1697
1686
1677
1813
1689
1680
1671
1809
1691
1681
1673
1798
1684
1675
1667
520
833
-
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
548
877
-
463
741
-
36/4
1955
1766
1751
1738
Icr = 46.8 in4/ft
Iu = 89.8 in4/ft
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
Icr = 48.6 in4/ft
Iu = 90.7 in4/ft
36/4
1984
1782
1766
1753
Vn/Ω = 2.63 kip/ft
ϕ Vn = 4.38 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
153
245
-
137
220
-
123
198
-
111
178
-
101
161
-
91
146
-
Attachment Pattern
1946 1925 1905
1766 1754 1743
1752 1741 1730
1740 1729 1719
1888
1732
1720
1710
1872
1723
1712
1702
1857
1715
1704
1694
1854
1717
1707
1697
1841
1709
1699
1690
Vn/Ω = 2.63 kip/ft
ϕ Vn = 5.09 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
396 342 297 260 230 204 181
634 547 476 417 367 326 290
-
2193 2164 2118 2077 2042 2011
1890 1884 1857 1835 1815 1797
1867 1862 1838 1816 1797 1781
1847 1844 1821 1800 1783 1767
Triple
12' - 8"
13' - 1"
13' - 9"
134
215
-
440 376 324 282 247 217 193 171
703 601 518 451 395 348 308 274
-
2152 2124 2080 2043 2010 1981
1868 1861 1836 1815 1797 1780
1846 1841 1818 1798 1780 1765
1826 1823 1801 1782 1766 1751
9'-0"
Double
12' - 3"
13' - 1"
14' - 7"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
6'-6"
(Icr+Iu)/2 = 69.7 in4/ft
100
9'-0"
6'-0"
8'-6"
2072 2045 2008 1975 1947 1922
1824 1816 1795 1777 1761 1747
1805 1799 1779 1762 1746 1733
1787 1782 1763 1747 1733 1721
(Icr+Iu)/2 = 68.3 in4/ft
20
8'-0"
333 287 250 218 192 170 151
534 460 399 349 307 272 241
-
(Icr+Iu)/2 = 65.2 in4/ft
7'-6"
Single
10' - 10"
11' - 2"
11' - 9"
162
259
-
145
233
-
131
210
-
118
189
-
107
171
-
97
155
-
Attachment Pattern
1975 1952 1931
1783 1770 1758
1769 1756 1745
1756 1744 1733
1912
1747
1734
1723
1895
1737
1725
1714
1879
1728
1716
1706
1877
1731
1720
1710
1863
1723
1712
1703
Vn/Ω = 2.63 kip/ft
ϕ Vn = 5.26 kip/ft
www.ascsd.com
TABLE OF CONTENTS
1 Hour Fire Rating
ASD, W/Ω
LRFD, ϕW
L/360
6'-6"
645
1031
-
545 467 403 351 308 272 242 216
873 747 645 562 494 436 387 345
-
7'-0"
18
173
278
173
151
251
151
133
227
133
118
206
118
105
188
105
Attachment Pattern
2079 2051 2025
1845 1828 1813
1828 1812 1798
1814 1799 1785
2002
1800
1785
1773
1980
1787
1773
1762
1961
1776
1762
1751
1960
1782
1769
1759
1943
1772
1759
1749
6'-6"
710
1135
-
601 515 445 388 341 301 268 239
961 823 712 621 545 482 428 383
-
7'-0"
7'-6"
8'-0"
8'-6"
6'-0"
9'-0"
36/4
2164
1884
1863
1849
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
208
343
208
181
309
181
158
279
158
139
253
139
123
230
123
109
210
109
Attachment Pattern
2157 2125 2095
1892 1873 1855
1872 1854 1838
1859 1841 1826
2069
1840
1823
1811
2044
1825
1809
1798
2022
1812
1797
1786
2023
1821
1806
1796
2003
1809
1795
1785
197
380
197
172
344
172
152
313
152
134
285
134
119
260
119
Attachment Pattern
2356 2313 2275
2013 1988 1965
1977 1953 1932
1976 1952 1931
2239
1944
1912
1911
2207
1924
1894
1894
2178
1907
1878
1877
2184
1924
1896
1896
2158
1908
1881
1880
Icr = 68.0 in4/ft
Iu = 101.8 in4/ft
Vn/Ω = 2.63 kip/ft
ϕ Vn = 5.26 kip/ft
D PANEL
227
421
227
C PANELS
36/4
2357
1995
1957
1956
Vn/Ω = 2.63 kip/ft
ϕ Vn = 5.26 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
859 728 624 541 472 415 360 306 262
1375 1165 999 865 755 664 588 523 468
360 306 262
2173 2186 2137 2094 2057 2025
2116 2133 2087 2048 2014 1984
#12 Screw Base Steel ≥ .0385" 2114 2131 2086 2047 2013 1983
Vn/Ω = 2.63 kip/ft
ϕ Vn = 5.26 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 59.0 in4/ft
Iu = 96.5 in4/ft
(Icr+Iu)/2 = 84.9 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
2990
2990
2990
6x6 W2.9xW2.9
As = 0.058 in2/ft
4340
4340
4340
6x6 W4.0xW4.0
As = 0.080 in2/ft
5330
5330
5170
4x4 W4xW4
As = 0.120 in2/ft
7130
7130
5170
4x4 W6xW6
As = 0.180 in2/ft
9830
7750
5170
ACUSTADEK®
All Gages
193
309
-
N PANELS
ASD, W/Ω
LRFD, ϕW
L/360
36/4
2087
1840
1822
1807
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
6'-0"
2027 2028 1991 1959 1931 1906
1996 2000 1964 1934 1908 1884
#12 Screw Base Steel ≥ .0385" 1975 1980 1946 1917 1891 1869
9'-0"
Icr = 55.0 in4/ft
Iu = 94.2 in4/ft
(Icr+Iu)/2 = 77.8 in4/ft
16
8'-6"
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
8'-0"
2339 2308 2251 2202 2159 2121
1969 1966 1934 1906 1881 1859
1941 1941 1910 1884 1860 1840
1920 1921 1892 1867 1844 1825
(Icr+Iu)/2 = 74.6 in4/ft
7'-6"
2W PANELS
19
6'-0"
3W PANELS
GA
GENERAL INFORMATION
101
TABLE OF CONTENTS
5" Total Slab Depth
Gage
22
21
20
GA
22
Single
8' - 0"
9' - 0"
9' - 6"
Triple
Gage
9' - 5"
19
10' - 5"
18
10' - 10"
16
Double
8' - 9"
10' - 0"
10' - 6"
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
548
876
-
462
740
-
7'-0"
ASD, W/Ω
LRFD, ϕW
L/360
21
36/4
2223
2058
2045
2033
Icr = 56.6 in4/ft
Iu = 119.3 in4/ft
7'-0"
7'-6"
8'-0"
8'-6"
143
229
-
128
206
-
116
185
-
104
167
-
94
151
-
Attachment Pattern
2214 2196 2179
2058 2047 2037
2045 2035 2026
2034 2025 2016
2164
2029
2018
2008
2150
2021
2011
2001
2137
2013
2004
1995
2133
2015
2005
1997
2122
2008
1999
1991
616
985
-
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
649
1038
-
549
878
-
36/4
2279
2090
2075
2062
Icr = 62.0 in4/ft
Iu = 122.0 in4/ft
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
Icr = 64.5 in4/ft
Iu = 123.2 in4/ft
36/4
2308
2106
2090
2077
Vn/Ω = 3.02 kip/ft
ϕ Vn = 4.67 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
182
291
-
163
261
-
147
235
-
133
212
-
120
192
-
109
174
-
Attachment Pattern
2270 2249 2229
2090 2078 2067
2077 2065 2054
2064 2053 2043
2212
2056
2045
2034
2196
2047
2036
2026
2181
2039
2028
2018
2178
2041
2031
2021
2165
2034
2023
2015
Vn/Ω = 3.02 kip/ft
ϕ Vn = 5.38 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
469 405 353 309 273 242 215
751 648 564 494 436 387 345
-
2517 2488 2442 2402 2366 2336
2214 2208 2181 2159 2139 2121
2191 2186 2162 2140 2121 2105
2171 2168 2145 2124 2107 2091
Triple
12' - 2"
12' - 8"
13' - 4"
160
256
-
521 445 384 334 293 258 229 204
833 712 614 534 468 413 366 326
-
2476 2448 2404 2367 2334 2305
2192 2185 2160 2139 2121 2104
2170 2165 2142 2122 2104 2089
2151 2147 2125 2106 2090 2075
9'-0"
Double
11' - 9"
12' - 7"
14' - 2"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
6'-6"
(Icr+Iu)/2 = 93.9 in4/ft
102
9'-0"
6'-0"
8'-6"
2396 2369 2332 2299 2271 2246
2148 2141 2119 2101 2085 2071
2129 2123 2103 2086 2071 2057
2111 2106 2087 2071 2057 2045
20
8'-0"
395 340 296 259 228 201 179
632 544 473 414 364 322 286
-
(Icr+Iu)/2 = 87.9 in4/ft
7'-6"
Single
10' - 5"
10' - 8"
11' - 5"
193
308
-
173
277
-
156
249
-
141
225
-
128
204
-
116
185
-
Attachment Pattern
2299 2276 2255
2107 2094 2082
2093 2080 2069
2080 2068 2057
2236
2071
2058
2047
2219
2061
2049
2038
2203
2052
2040
2030
2201
2055
2044
2034
2187
2047
2036
2027
Vn/Ω = 3.02 kip/ft
ϕ Vn = 5.77 kip/ft
www.ascsd.com
TABLE OF CONTENTS
5" Total Slab Depth
ASD, W/Ω
LRFD, ϕW
L/360
6'-6"
7'-0"
18
6'-0"
6'-6"
7'-0"
187
299
-
169
271
-
154
246
-
140
224
-
Attachment Pattern
2403 2375 2349
2169 2152 2137
2152 2136 2122
2138 2123 2110
2326
2124
2109
2097
2305
2111
2097
2086
2285
2100
2086
2075
2284
2106
2093
2083
2267
2096
2083
2073
7'-6"
8'-0"
8'-6"
9'-0"
6'-0"
36/4
2488
2208
2187
2173
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
255
409
-
230
368
-
208
333
-
187
302
187
165
275
165
147
250
147
Attachment Pattern
2481 2449 2419
2216 2197 2179
2197 2178 2162
2183 2165 2150
2393
2164
2147
2135
2368
2149
2133
2122
2346
2136
2121
2110
2347
2145
2130
2120
2327
2133
2119
2109
304
502
304
265
453
265
232
411
232
204
373
204
180
340
180
160
311
160
Attachment Pattern
2680 2637 2599
2337 2312 2289
2301 2277 2256
2300 2277 2255
2564
2268
2236
2235
2531
2248
2218
2218
2502
2231
2202
2201
2508
2248
2220
2220
2482
2232
2205
2204
Icr = 90.5 in4/ft
Iu = 137.6 in4/ft
Vn/Ω = 3.02 kip/ft
ϕ Vn = 6.04 kip/ft
D PANEL
36/4
2681
2319
2281
2280
Vn/Ω = 3.02 kip/ft
ϕ Vn = 6.04 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
1007 866 743 643 562 494 438 390 349
1634 1386 1188 1029 899 791 700 624 558
3040 3010 2926 2852 2788 2732
2497 2510 2461 2418 2381 2349
2440 2457 2412 2372 2338 2308
2438 2455 2410 2371 2337 2307
Vn/Ω = 3.02 kip/ft
ϕ Vn = 6.04 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 78.5 in4/ft
Iu = 130.7 in4/ft
(Icr+Iu)/2 = 114 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
3360
3360
3360
6x6 W2.9xW2.9
As = 0.058 in2/ft
4710
4710
4710
6x6 W4.0xW4.0
As = 0.080 in2/ft
5700
5700
5170
4x4 W4xW4
As = 0.120 in2/ft
7500
7500
5170
4x4 W6xW6
As = 0.180 in2/ft
10200
7750
5170
ACUSTADEK®
All Gages
207
331
-
C PANELS
36/4
2411
2164
2146
2132
230
368
-
N PANELS
ASD, W/Ω
LRFD, ϕW
L/360
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
842 713 611 528 461 405 358 318 285
1347 1141 977 845 737 648 573 509 455
-
2351 2352 2315 2283 2255 2230
2320 2324 2289 2258 2232 2208
#12 Screw Base Steel ≥ .0385" 2299 2304 2270 2241 2215 2193
9'-0"
Icr = 73.0 in4/ft
Iu = 127.7 in4/ft
(Icr+Iu)/2 = 105 in4/ft
16
8'-6"
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
8'-0"
2663 2632 2575 2526 2483 2445
2293 2290 2258 2230 2205 2183
2265 2265 2234 2208 2184 2164
2244 2245 2216 2191 2168 2149
(Icr+Iu)/2 = 100 in4/ft
7'-6"
764 647 554 479 417 366 324 288 257
1223 1035 886 766 668 586 518 460 411
-
2W PANELS
19
6'-0"
3W PANELS
GA
GENERAL INFORMATION
103
TABLE OF CONTENTS
Gage
22
21
20
GA
22
2 Hour Fire Rating
Single
7' - 10"
8' - 10"
9' - 4"
Triple
Gage
9' - 3"
19
10' - 3"
18
10' - 8"
16
Double
8' - 7"
9' - 10"
10' - 4"
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
591
946
-
499
799
-
7'-0"
ASD, W/Ω
LRFD, ϕW
L/360
21
36/4
2385
2220
2207
2195
Icr = 64.4 in4/ft
Iu = 137.7 in4/ft
7'-0"
7'-6"
8'-0"
8'-6"
155
248
-
139
223
-
125
201
-
113
181
-
102
164
-
Attachment Pattern
2376 2358 2341
2220 2209 2199
2207 2197 2188
2196 2187 2178
2326
2191
2180
2170
2312
2183
2173
2163
2299
2175
2166
2157
2295
2177
2167
2159
2284
2170
2161
2153
665
1064
-
6'-0"
6'-6"
ASD, W/Ω
LRFD, ϕW
L/360
701
1122
-
593
949
-
36/4
2441
2252
2237
2224
Icr = 70.6 in4/ft
Iu = 140.7 in4/ft
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
Icr = 73.5 in4/ft
Iu = 142.2 in4/ft
36/4
2470
2268
2252
2239
Vn/Ω = 3.22 kip/ft
ϕ Vn = 4.82 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
197
315
-
177
283
-
159
255
-
144
230
-
130
208
-
118
189
-
Attachment Pattern
2432 2411 2391
2252 2240 2229
2239 2227 2216
2226 2215 2205
2374
2218
2207
2196
2358
2209
2198
2188
2343
2201
2190
2180
2340
2203
2193
2183
2327
2196
2185
2177
Vn/Ω = 3.22 kip/ft
ϕ Vn = 5.53 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
507 438 381 334 295 261 233
811 700 610 535 472 418 373
-
2679 2650 2604 2564 2528 2498
2376 2370 2343 2321 2301 2283
2353 2348 2324 2302 2283 2267
2333 2330 2307 2286 2269 2253
Triple
11' - 11"
12' - 6"
13' - 2"
173
277
-
562 481 415 361 316 279 247 220
900 769 664 578 506 446 396 352
-
2638 2610 2566 2529 2496 2467
2354 2347 2322 2301 2283 2266
2332 2327 2304 2284 2266 2251
2313 2309 2287 2268 2252 2237
9'-0"
Double
11' - 7"
12' - 5"
14' - 0"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
6'-6"
(Icr+Iu)/2 = 108 in4/ft
104
9'-0"
6'-0"
8'-6"
2558 2531 2494 2461 2433 2408
2310 2303 2281 2263 2247 2233
2291 2285 2265 2248 2233 2219
2273 2268 2249 2233 2219 2207
(Icr+Iu)/2 = 106 in4/ft
20
8'-0"
426 368 319 280 246 218 194
682 588 511 447 394 348 310
-
(Icr+Iu)/2 = 101 in4/ft
7'-6"
Single
10' - 3"
10' - 6"
11' - 3"
209
334
-
187
300
-
169
270
-
153
244
-
138
221
-
126
201
-
Attachment Pattern
2461 2438 2417
2269 2256 2244
2255 2242 2231
2242 2230 2219
2398
2233
2220
2209
2381
2223
2211
2200
2365
2214
2202
2192
2363
2217
2206
2196
2349
2209
2198
2189
Vn/Ω = 3.22 kip/ft
ϕ Vn = 5.92 kip/ft
www.ascsd.com
TABLE OF CONTENTS
2 Hour Fire Rating
ASD, W/Ω
LRFD, ϕW
L/360
6'-6"
7'-0"
18
6'-0"
6'-6"
7'-0"
203
324
-
184
294
-
167
267
-
152
243
-
Attachment Pattern
2565 2537 2511
2331 2314 2299
2314 2298 2284
2300 2285 2272
2488
2286
2271
2259
2467
2273
2259
2248
2447
2262
2248
2237
2446
2268
2255
2245
2429
2258
2245
2235
7'-6"
8'-0"
8'-6"
9'-0"
6'-0"
36/4
2650
2370
2349
2335
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
277
443
-
249
399
-
225
361
-
205
327
-
186
298
-
169
272
169
Attachment Pattern
2643 2611 2581
2378 2359 2341
2359 2340 2324
2345 2327 2312
2555
2326
2309
2297
2530
2311
2295
2284
2508
2298
2283
2272
2509
2307
2292
2282
2489
2295
2281
2271
340
544
-
304
491
304
266
445
266
234
405
234
207
369
207
184
338
184
Attachment Pattern
2842 2799 2761
2499 2474 2451
2463 2439 2418
2462 2439 2417
2726
2430
2398
2397
2693
2410
2380
2380
2664
2393
2364
2363
2670
2410
2382
2382
2644
2394
2367
2366
Icr = 103.3 in4/ft
Iu = 158.4 in4/ft
Vn/Ω = 3.22 kip/ft
ϕ Vn = 6.44 kip/ft
D PANEL
36/4
2843
2482
2443
2442
Vn/Ω = 3.22 kip/ft
ϕ Vn = 6.44 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
1074 937 804 696 608 535 474 422 378
1769 1500 1286 1114 973 856 758 676 605
3202 3173 3088 3014 2950 2894
2659 2672 2623 2580 2543 2511
2602 2619 2574 2534 2500 2470
2600 2617 2572 2533 2499 2469
Vn/Ω = 3.22 kip/ft
ϕ Vn = 6.44 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 89.5 in4/ft
Iu = 150.6 in4/ft
(Icr+Iu)/2 = 131 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
3550
3550
3550
6x6 W2.9xW2.9
As = 0.058 in2/ft
4900
4900
4900
6x6 W4.0xW4.0
As = 0.080 in2/ft
5890
5890
5170
4x4 W4xW4
As = 0.120 in2/ft
7690
7690
5170
4x4 W6xW6
As = 0.180 in2/ft
10390
7750
5170
ACUSTADEK®
All Gages
224
359
-
C PANELS
36/4
2573
2326
2308
2294
249
399
-
N PANELS
ASD, W/Ω
LRFD, ϕW
L/360
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
910 771 661 572 499 438 388 345 308
1457 1234 1057 915 798 701 620 552 493
-
2513 2514 2477 2445 2417 2392
2482 2486 2451 2420 2394 2370
#12 Screw Base Steel ≥ .0385" 2461 2466 2432 2403 2377 2355
9'-0"
Icr = 83.2 in4/ft
Iu = 147.2 in4/ft
(Icr+Iu)/2 = 120 in4/ft
16
8'-6"
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
8'-0"
2825 2794 2737 2688 2645 2607
2455 2452 2420 2392 2367 2345
2427 2427 2396 2370 2346 2326
2406 2407 2378 2353 2331 2311
(Icr+Iu)/2 = 115 in4/ft
7'-6"
826 699 599 518 451 396 350 311 278
1321 1119 958 828 722 634 560 498 445
-
2W PANELS
19
6'-0"
3W PANELS
GA
GENERAL INFORMATION
105
TABLE OF CONTENTS
Gage
22
21
20
GA
3 Hour Fire Rating
Single
7' - 4"
8' - 3"
8' - 9"
ASD, W/Ω
LRFD, ϕW
L/360
22
Triple
Gage
8' - 8"
19
9' - 7"
18
10' - 0"
16
Double
8' - 2"
9' - 3"
9' - 8"
6'-0"
6'-6"
760 642
1216 1028
-
7'-0"
ASD, W/Ω
LRFD, ϕW
L/360
21
ASD, W/Ω
LRFD, ϕW
L/360
20
6'-0"
6'-6"
9'-0"
36/4
2993
2828
2815
2803
Icr = 99.2 in4/ft
Iu = 224.0 in4/ft
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
3246 3217 3174 3137 3104 3075
2961 2955 2930 2909 2890 2874
2939 2934 2911 2891 2874 2858
2920 2917 2895 2876 2859 2845
6'-0"
6'-6"
36/4
3049
2859
2845
2832
Icr = 108.8 in4/ft
Iu = 228.5 in4/ft
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
Icr = 113.4 in4/ft
Iu = 230.7 in4/ft
36/4
3078
2875
2860
2847
Triple
11' - 2"
11' - 11"
12' - 7"
224
358
-
201
321
-
180
289
-
163
260
-
147
235
-
133
213
-
Attachment Pattern
2984 2965 2949
2827 2817 2807
2815 2805 2796
2804 2794 2786
2933
2798
2788
2778
2919
2790
2780
2771
2907
2783
2773
2764
2903
2784
2775
2766
2892
2778
2769
2760
Vn/Ω = 3.78 kip/ft
ϕ Vn = 5.42 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
255
408
-
229
367
-
207
330
-
187
299
-
169
271
-
154
246
-
Attachment Pattern
3040 3018 2999
2860 2848 2836
2846 2834 2824
2834 2823 2813
2981
2826
2814
2804
2965
2817
2805
2795
2951
2808
2797
2788
2947
2811
2800
2791
2935
2803
2793
2784
Vn/Ω = 4.02 kip/ft
ϕ Vn = 6.13 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
903 764 654 565 492 432 381 338 302
1445 1223 1046 904 787 691 610 541 483
3287 3257 3211 3171 3136 3105
2983 2977 2951 2928 2908 2891
2960 2956 2931 2910 2891 2875
2940 2938 2914 2894 2876 2861
Double
10' - 10"
11' - 7"
13' - 4"
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
856 724 619 535 466 408 360 320 285
1370 1159 991 856 745 653 576 511 456
-
(Icr+Iu)/2 = 172 in4/ft
106
8'-6"
3166 3139 3101 3069 3040 3015
2918 2910 2889 2871 2855 2840
2899 2892 2872 2855 2840 2827
2881 2876 2857 2841 2827 2814
(Icr+Iu)/2 = 169 in4/ft
8'-0"
549 473 412 361 318 281 250
878 758 659 577 508 450 401
-
(Icr+Iu)/2 = 162 in4/ft
7'-6"
Single
9' - 7"
9' - 11"
10' - 7"
270
432
-
243
389
-
219
351
-
198
317
-
180
288
-
164
262
-
Attachment Pattern
3069 3046 3025
2877 2864 2851
2862 2850 2838
2850 2838 2827
3006
2840
2828
2817
2989
2830
2818
2808
2973
2821
2810
2800
2970
2825
2814
2804
2956
2816
2806
2797
Vn/Ω = 4.02 kip/ft
ϕ Vn = 6.52 kip/ft
www.ascsd.com
TABLE OF CONTENTS
3 Hour Fire Rating
ASD, W/Ω
LRFD, ϕW
L/360
6'-6"
7'-0"
18
6'-0"
6'-6"
7'-0"
263
422
-
239
382
-
217
348
-
198
317
-
Attachment Pattern
3173 3144 3119
2939 2922 2907
2921 2905 2891
2908 2893 2879
3095
2893
2878
2867
3074
2881
2866
2855
3055
2869
2856
2845
3054
2876
2862
2852
3036
2865
2853
2843
7'-6"
8'-0"
8'-6"
9'-0"
6'-0"
36/4
3257
2977
2957
2943
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
359
575
-
324
519
-
293
470
-
266
426
-
243
388
-
222
355
-
Attachment Pattern
3251 3218 3189
2986 2966 2949
2966 2948 2932
2953 2935 2919
3162
2933
2917
2905
3138
2919
2903
2892
3116
2906
2890
2880
3116
2915
2900
2890
3097
2903
2889
2879
443
709
-
400
641
-
363
581
-
330
529
-
302
483
-
276
442
-
Attachment Pattern
3450 3407 3368
3107 3081 3058
3071 3047 3025
3070 3046 3025
3333
3037
3006
3005
3301
3018
2988
2987
3272
3000
2972
2971
3278
3018
2990
2989
3252
3001
2975
2974
Icr = 161.0 in4/ft
Iu = 255.5 in4/ft
Vn/Ω = 4.02 kip/ft
ϕ Vn = 8.04 kip/ft
D PANEL
36/4
3451
3089
3051
3050
Vn/Ω = 4.02 kip/ft
ϕ Vn = 8.04 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
1341 1217 1044 905 790 696 617 550 492
2295 1947 1670 1447 1265 1113 987 879 788
3809 3780 3695 3622 3558 3501
3267 3279 3230 3188 3151 3118
3209 3226 3181 3142 3108 3078
3208 3225 3180 3141 3107 3077
Vn/Ω = 4.02 kip/ft
ϕ Vn = 7.59 kip/ft
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
Icr = 138.9 in4/ft
Iu = 243.6 in4/ft
(Icr+Iu)/2 = 208 in4/ft
12 in o.c.
24 in o.c.
36 in o.c.
www.ascsd.com
6x6 W1.4xW1.4
As = 0.028 in2/ft
n/a
n/a
n/a
6x6 W2.9xW2.9
As = 0.058 in2/ft
5590
5590
5170
6x6 W4.0xW4.0
As = 0.080 in2/ft
6580
6580
5170
4x4 W4xW4
As = 0.120 in2/ft
8380
7750
5170
4x4 W6xW6
As = 0.180 in2/ft
11080
7750
5170
ACUSTADEK®
All Gages
291
466
-
C PANELS
36/4
3181
2934
2915
2901
323
517
-
N PANELS
ASD, W/Ω
LRFD, ϕW
L/360
9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0"
1177 998 855 740 646 568 503 447 400
1884 1596 1368 1184 1034 909 804 716 640
-
3121 3122 3084 3052 3024 2999
3090 3093 3058 3028 3001 2978
#12 Screw Base Steel ≥ .0385" 3068 3073 3040 3011 2985 2963
9'-0"
Icr = 128.9 in4/ft
Iu = 238.4 in4/ft
(Icr+Iu)/2 = 191 in4/ft
16
8'-6"
B PANELS
ASD, W/Ω
LRFD, ϕW
L/360
8'-0"
3433 3402 3345 3296 3253 3215
3062 3060 3027 2999 2975 2953
3035 3034 3004 2977 2954 2933
3014 3015 2986 2960 2938 2919
(Icr+Iu)/2 = 184 in4/ft
7'-6"
1066 903 774 669 584 513 453 403 360
1706 1445 1238 1071 934 821 726 645 576
-
2W PANELS
19
6'-0"
3W PANELS
GA
GENERAL INFORMATION
107
TABLE OF CONTENTS
4.1 BH-36
2-3/8”
3-5/8”
6”
1-3/4”
1-1/2”
2-3/8”
3-5/8”
6”
1-1/2”
1-3/4”
1-3/4”
36”
36”
BH-36 Profile
BHN-36 Profile
B Series Embossment
Panel Properties
Gage
Weight
22
20
18
16
w
psf
1.75
2.09
2.76
3.43
Compression
Gage
Area
22
20
18
16
Ae
in2/ft
0.179
0.235
0.351
0.330
Base Metal
t
in
0.0299
0.0359
0.0478
0.0598
Tensile
Strength
Area
Fu
ksi
65
65
65
65
Ag
in2/ft
0.514
0.615
0.814
1.012
Fy
ksi
50
50
50
50
Bending
Distance to
Section
N.A. from
Section
Modulus
Bottom
Modulus
Se+
yb
Sein3/ft
in
in3/ft
0.175
0.74
0.187
0.228
0.77
0.236
0.311
0.84
0.329
0.392
0.89
0.404
Gage
22
20
18
16
108
Condition
1"
End
772
Interior
1229
End
1081
Interior
1737
End
1834
Interior
2984
End
2771
Interior
4555
960
1482
1336
2078
2239
3525
3351
5329
1223
1832
1690
2551
2802
4276
4158
6405
h=1.32"
Ig
in4/ft
0.200
0.240
0.313
0.383
yb
in
0.94
0.94
0.95
0.95
Sg
in3/ft
0.213
0.253
0.330
0.404
Radius of
Gyration
r
in
0.625
0.623
0.619
0.615
Distance to
N.A. from
Bottom
yb
in
0.98
0.96
0.94
0.95
Allowable (Rn/Ω)
2"
4"
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Moment of
Inertia
Moment of
Inertia
Ie+
in4/ft
0.157
0.197
0.287
0.377
I ein4/ft
0.197
0.237
0.313
0.383
6"
1"
1223
1832
1690
2551
2802
4276
4158
6405
1180
1828
1655
2584
2805
4439
4240
6776
r=0.125"
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
0.171
0.211
0.296
0.379
Factored (ΦRn)
2"
4"
1469
2204
2045
3091
3425
5243
5127
7927
1871
2726
2586
3794
4287
6361
6361
9527
Iin4/ft
0.198
0.238
0.313
0.383
6"
1871
2726
2586
3794
4287
6361
6361
9527
θ=78.3º
www.ascsd.com
TABLE OF CONTENTS
2-3/8”
3-5/8”
6”
1-1/2”
36/7
GENERAL INFORMATION
BHF-36 4.2
1-3/4”
36”
BHF-36 Profile
Gage
Gage
Area
Ag
in2/ft
1.040
1.179
1.330
1.231
1.370
1.521
1.423
1.562
1.713
Bending
Distance to
N.A. from
Bottom
yb
in
0.43
0.39
0.35
0.53
0.48
0.44
0.61
0.56
0.52
Section
Modulus
Sein3/ft
0.438
0.452
0.465
0.569
0.587
0.604
0.698
0.719
0.739
Distance to
N.A. from
Bottom
yb
in
0.73
0.66
0.58
0.77
0.71
0.65
0.81
0.75
0.70
Moment of
Inertia
Ie +
in4/ft
0.354
0.381
0.404
0.489
0.529
0.566
0.619
0.673
0.724
Moment of
Inertia
I ein4/ft
0.389
0.445
0.505
0.486
0.547
0.617
0.582
0.646
0.723
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
0.389
0.420
0.448
0.514
0.558
0.598
0.633
0.689
0.742
Iin4/ft
0.413
0.463
0.515
0.512
0.569
0.631
0.609
0.671
0.741
C PANELS
Section
Modulus
Se+
in3/ft
0.272
0.278
0.284
0.409
0.419
0.427
0.564
0.577
0.588
Radius of
Gyration
r
in
0.665
0.651
0.634
0.677
0.670
0.659
0.682
0.679
0.674
N PANELS
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Area
Ae
in2/ft
0.643
0.744
0.861
0.876
0.977
1.094
1.105
1.206
1.323
Tensile
Strength
Fu
ksi
65
65
65
65
65
65
65
65
65
B PANELS
Compression
Base Metal
t
Fy
in
ksi
0.0359 / 0.036
50
0.0359 / 0.047
50
0.0359 / 0.059
50
0.0478 / 0.036
50
0.0478 / 0.047
50
0.0478 / 0.059
50
0.0598 / 0.036
50
0.0598 / 0.047
50
0.0598 / 0.059
50
2W PANELS
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Weight
w
psf
3.69
4.16
4.68
4.35
4.83
5.35
5.03
5.51
6.03
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Ig
yb
Sg
in4/ft
in
in3/ft
0.460
0.58
0.462
0.499
0.52
0.471
0.535
0.48
0.479
0.564
0.65
0.601
0.614
0.59
0.613
0.661
0.55
0.624
0.661
0.70
0.736
0.721
0.65
0.752
0.777
0.60
0.767
3W PANELS
Panel Properties
D PANEL
ACUSTADEK®
www.ascsd.com
109
TABLE OF CONTENTS
4.3 BHF-36 Cellular Composite Deck
BHF-36 Cellular Shoring Table
Total Slab Depth
(in)
Volume
cy/100sf
3 1/2
0.776
4 1/2
1.085
5
1 Hour
Fire Rating
1.239
6
2 Hour
Fire Rating
1.548
6 3/4
3 Hour
Fire Rating
1.780
Gage
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Slab and Deck
psf
Single
Double
34.0
8' - 5"
10' - 9"
34.5
8' - 7"
10' - 11"
35.0
8' - 8"
11' - 0"
34.7
10' - 5"
12' - 5"
35.2
10' - 8"
13' - 3"
35.7
10' - 11"
13' - 5"
35.4
11' - 1"
13' - 3"
35.8
11' - 4"
13' - 11"
36.3
11' - 6"
14' - 1"
46.1
7' - 7"
9' - 9"
46.6
7' - 9"
9' - 11"
47.1
7' - 10"
10' - 0"
46.8
9' - 6"
11' - 3"
47.2
9' - 9"
12' - 1"
47.8
9' - 11"
12' - 2"
47.4
10' - 1"
12' - 0"
47.9
10' - 5"
13' - 0"
48.4
10' - 7"
13' - 2"
52.1
7' - 3"
9' - 5"
52.6
7' - 5"
9' - 6"
53.1
7' - 6"
9' - 7"
52.8
9' - 1"
10' - 10"
53.3
9' - 4"
11' - 7"
53.8
9' - 7"
11' - 8"
53.5
9' - 9"
11' - 6"
54.0
10' - 0"
12' - 8"
54.5
10' - 3"
12' - 10"
64.2
6' - 9"
8' - 9"
64.7
6' - 10"
8' - 10"
65.2
6' - 11"
8' - 11"
64.9
8' - 7"
10' - 0"
65.4
8' - 9"
10' - 9"
65.9
8' - 10"
10' - 10"
65.6
9' - 2"
10' - 9"
66.0
9' - 5"
11' - 11"
66.6
9' - 7"
12' - 2"
73.3
6' - 5"
8' - 4"
73.8
6' - 6"
8' - 5"
74.3
6' - 8"
8' - 6"
73.9
8' - 2"
9' - 7"
74.4
8' - 4"
10' - 3"
74.9
8' - 5"
10' - 4"
74.6
8' - 9"
10' - 3"
75.1
9' - 0"
11' - 5"
75.6
9' - 3"
11' - 9"
Triple
9' - 9"
9' - 10"
10' - 0"
11' - 11"
12' - 0"
12' - 2"
12' - 11"
13' - 1"
13' - 3"
8' - 10"
9' - 0"
9' - 1"
10' - 10"
10' - 11"
11' - 0"
12' - 1"
12' - 3"
12' - 4"
8' - 6"
8' - 7"
8' - 8"
10' - 4"
10' - 6"
10' - 7"
11' - 9"
11' - 11"
12' - 0"
7' - 11"
8' - 0"
8' - 1"
9' - 8"
9' - 9"
9' - 10"
11' - 1"
11' - 4"
11' - 6"
7' - 6"
7' - 7"
7' - 8"
9' - 2"
9' - 3"
9' - 4"
10' - 8"
10' - 10"
10' - 11"
110
www.ascsd.com
TABLE OF CONTENTS
BHF-36 Cellular Composite Deck 4.3
Volume
cy/100sf
3 1/2
0.776
1 Hour
Fire Rating
1.085
2 Hour
Fire Rating
1.162
3 Hour
Fire Rating
1.452
D PANEL
5 11/16
C PANELS
4 3/4
N PANELS
4 1/2
0.931
Triple
10' - 7"
10' - 9"
10' - 10"
12' - 11"
13' - 1"
13' - 2"
13' - 4"
13' - 4"
13' - 4"
10' - 1"
10' - 3"
10' - 4"
12' - 4"
12' - 6"
12' - 7"
13' - 3"
13' - 4"
13' - 4"
9' - 8"
9' - 10"
9' - 11"
11' - 10"
11' - 11"
12' - 1"
12' - 10"
13' - 0"
13' - 2"
9' - 6"
9' - 7"
9' - 8"
11' - 7"
11' - 8"
11' - 10"
12' - 8"
12' - 10"
13' - 0"
8' - 11"
9' - 0"
9' - 1"
10' - 10"
10' - 11"
11' - 1"
12' - 1"
12' - 3"
12' - 5"
B PANELS
4
ACUSTADEK®
Gage
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Slab and Deck
psf
Single
Double
26.7
9' - 3"
11' - 9"
27.2
9' - 4"
11' - 10"
27.7
9' - 6"
11' - 11"
27.3
11' - 3"
13' - 6"
27.8
11' - 6"
14' - 4"
28.3
11' - 8"
14' - 5"
28.0
11' - 10"
14' - 5"
28.5
12' - 1"
14' - 9"
29.0
12' - 3"
14' - 11"
31.3
8' - 9"
11' - 2"
31.7
8' - 11"
11' - 4"
32.3
9' - 0"
11' - 5"
31.9
10' - 9"
12' - 10"
32.4
11' - 0"
13' - 9"
32.9
11' - 3"
13' - 11"
32.6
11' - 5"
13' - 9"
33.1
11' - 8"
14' - 3"
33.6
11' - 10"
14' - 5"
35.9
8' - 4"
10' - 8"
36.3
8' - 6"
10' - 10"
36.8
8' - 7"
10' - 11"
36.5
10' - 4"
12' - 3"
37.0
10' - 7"
13' - 2"
37.5
10' - 10"
13' - 4"
37.2
11' - 0"
13' - 2"
37.7
11' - 3"
13' - 10"
38.2
11' - 6"
14' - 0"
38.1
8' - 2"
10' - 6"
38.6
8' - 4"
10' - 7"
39.1
8' - 5"
10' - 8"
38.8
10' - 2"
12' - 1"
39.3
10' - 5"
12' - 11"
39.8
10' - 7"
13' - 0"
39.5
10' - 10"
12' - 10"
39.9
11' - 1"
13' - 8"
40.5
11' - 4"
13' - 10"
46.7
7' - 7"
9' - 10"
47.2
7' - 9"
9' - 11"
47.7
7' - 10"
10' - 0"
47.4
9' - 6"
11' - 3"
47.9
9' - 9"
12' - 1"
48.4
10' - 0"
12' - 2"
48.1
10' - 2"
12' - 1"
48.5
10' - 5"
13' - 0"
49.1
10' - 8"
13' - 2"
2W PANELS
Total Slab Depth
(in)
3W PANELS
BHF-36 Cellular Shoring Table
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GENERAL INFORMATION
111
TABLE OF CONTENTS
4.4 BH-36 Composite Deck
Gage
22
20
GA
22
Single
6' - 7"
7' - 10"
5'-0"
5'-6"
ASD, W/Ω
LRFD, ϕW
L/360
523
837
-
428
685
-
2634
2318
2294
2271
32.1
26.57
2570
2283
2261
2241
psf
in4/ft
5'-0"
5'-6"
Concrete + Deck =
(Icr+Iu)/2 =
Single
8' - 11"
9' - 8"
Double
10' - 7"
11' - 11"
6'-0"
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
9'-6"
356
569
-
300
480
-
255
408
-
219
351
-
190
303
-
165
264
-
145
232
-
127
204
-
2517
2254
2234
2215
2489
2246
2227
2210
Icr =
Iu =
2449 2414
2223 2204
2206 2188
2190 2173
17.4 in4/ft
35.7 in4/ft
2384
2187
2172
2158
2358
2172
2158
2144
2334
2159
2145
2133
Mno/Ω=
ϕMno=
Triple
11' - 2"
11' - 9"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
113
180
-
2324 2305
2158 2147
2145 2135
2133 2123
21.5 kip-in/ft
32.8 kip-in/ft
100
160
-
89
142
-
2287
2137
2125
2114
2271
2127
2116
2106
Vn/Ω =
ϕ Vn =
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
760
638 532 450 385 332 286 238 201 171 146 126
110
ASD, W/Ω
1141 1021 852 720 615 531 462 404 356 316 281 251 225
LRFD, ϕW
L/360
286 238 201 171 146 126
110
3091 2984 2895 2861 2794 2735 2684 2639 2598 2591 2558 2527 2499
2563 2504 2455 2456 2417 2384 2354 2328 2305 2314 2294 2276 2259
2525 2469 2423 2426 2390 2358 2330 2306 2284 2293 2275 2257 2242
#12 Screw Base Steel ≥ .0385" 2498 2445 2401 2406 2370 2340 2314 2290 2269 2279 2261 2245 2230
Icr = 23.6 in4/ft
Vn/Ω =
4
(Icr+Iu)/2 = 31.31 in /ft
Iu = 39.0 in4/ft
ϕ Vn =
5'-0"
5'-0"
5'-6"
5'-6"
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
760 691 634 542 464 377
311
259 218 186 159 137 120
ASD, W/Ω
1141 1037 951 868 742 641 559 490 433 385 343 307 276
LRFD, ϕW
L/360
464 377
311
259 218 186 159 137 120
3419 3281 3166 3135 3047 2971 2904 2845 2793 2791 2747 2707 2670
2740 2664 2600 2613 2562 2518 2480 2446 2416 2434 2407 2383 2361
2666 2597 2539 2556 2509 2469 2434 2402 2375 2395 2370 2348 2328
#12 Screw Base Steel ≥ .0385" 2679 2609 2551 2568 2522 2481 2446 2415 2387 2407 2383 2360 2340
Icr = 27.0 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 34.04 in4/ft
Iu = 41.0 in4/ft
ϕ Vn =
79
127
-
71
113
-
2256 2243
2119 2111
2108 2101
2098 2092
1.90 kip/ft
2.85 kip/ft
11'-6" 12'-0"
87
154
87
77
139
77
2326 2309
2158 2149
2146 2136
2135 2126
1.90 kip/ft
2.85 kip/ft
11'-6" 12'-0"
96
203
96
85
183
85
2474 2450
2244 2231
2228 2215
2216 2203
1.90 kip/ft
2.85 kip/ft
11'-6" 12'-0"
105
250
105
92
226
92
2637 2606
2342 2323
2309 2293
2322 2305
1.90 kip/ft
2.85 kip/ft
All Gages
16
Gage
18
16
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
615
504 420 354 302 260 225 197 173 153 132
114
100
ASD, W/Ω
984
806 671 566 483 416 361 315 277 244 217 193 172
LRFD, ϕW
L/360
132
114
100
2783 2705 2640 2609 2560 2518 2481 2448 2419 2410 2385 2364 2344
2398 2355 2319 2313 2285 2261 2240 2222 2206 2207 2193 2180 2169
2369 2328 2295 2290 2264 2242 2222 2205 2189 2192 2178 2166 2156
#12 Screw Base Steel ≥ .0385" 2344 2306 2274 2271 2247 2225 2207 2190 2176 2179 2166 2155 2144
Icr = 19.8 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 28.33 in4/ft
Iu = 36.9 in4/ft
ϕ Vn =
18
Triple
7' - 10"
9' - 4"
20
Double
6' - 11"
8' - 6"
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
6 in o.c.
3200
4550
5540
7340
10040
12 in o.c.
3200
4550
5540
7340
10040
18 in o.c.
3200
4550
5540
7340
8790
112
www.ascsd.com
TABLE OF CONTENTS
BH-36 Composite Deck 4.4
4" Total Slab Depth
Gage
22
20
22
5'-6"
ASD, W/Ω
LRFD, ϕW
L/360
663
1060
-
543
868
-
3124
2809
2784
2762
38.2
39.42
3061
2774
2752
2731
psf
in4/ft
5'-0"
5'-6"
Concrete + Deck =
(Icr+Iu)/2 =
Double
10' - 1"
11' - 4"
6'-0"
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
9'-6"
451
722
-
380
609
-
324
518
-
279
446
-
241
386
-
211
337
-
185
295
-
163
261
-
3008
2745
2724
2705
2979
2736
2717
2700
Icr =
Iu =
2939 2905
2714 2695
2696 2678
2680 2663
25.4 in4/ft
53.4 in4/ft
2875
2678
2662
2648
2848
2663
2648
2635
2825
2649
2636
2623
Mno/Ω=
ϕMno=
Triple
10' - 8"
11' - 4"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
144
231
-
2815 2795
2649 2637
2636 2625
2624 2614
27.1 kip-in/ft
41.5 kip-in/ft
128
205
-
114
183
-
2777
2627
2615
2605
2761
2618
2607
2596
Vn/Ω =
ϕ Vn =
5'-0"
11'-6" 12'-0"
124
198
-
112
179
-
2816 2799
2649 2639
2636 2627
2625 2617
2.26 kip/ft
3.40 kip/ft
11'-6" 12'-0"
143
262
143
126
237
126
2964 2941
2735 2721
2718 2705
2706 2694
2.26 kip/ft
3.40 kip/ft
11'-6" 12'-0"
155
323
155
136
292
136
3127 3097
2832 2814
2800 2783
2812 2795
2.26 kip/ft
3.40 kip/ft
www.ascsd.com
113
ACUSTADEK®
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
6 in o.c.
3700
5050
6040
7840
10540
12 in o.c.
3700
5050
6040
7840
10540
18 in o.c.
3700
5050
6040
7840
8790
D PANEL
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
906 823 755 695 595 514 448 384 323 275 236 204 177
ASD, W/Ω
1358 1235 1132 1045 952 823 717 630 557 495 442 396 357
LRFD, ϕW
L/360
384 323 275 236 204 177
3910 3772 3657 3626 3538 3461 3395 3336 3283 3282 3237 3197 3161
3230 3154 3091 3103 3053 3009 2970 2936 2906 2924 2898 2874 2852
3157 3087 3029 3046 3000 2959 2924 2893 2865 2885 2861 2839 2818
#12 Screw Base Steel ≥ .0385" 3169 3100 3042 3059 3012 2972 2936 2905 2877 2898 2873 2851 2830
Icr = 39.8 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 50.4 in4/ft
Iu = 61.1 in4/ft
ϕ Vn =
2747 2733
2609 2602
2599 2591
2589 2582
2.26 kip/ft
3.40 kip/ft
C PANELS
5'-6"
91
146
-
N PANELS
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
906
814 680 575 491 424 369 324 286 253 217 187 163
ASD, W/Ω
1358 1235 1087 919 786 679 591 518 457 405 361 323 290
LRFD, ϕW
L/360
253 217 187 163
3581 3474 3385 3352 3284 3226 3174 3129 3089 3082 3048 3017 2990
3053 2995 2945 2946 2907 2874 2845 2819 2796 2804 2784 2766 2750
3015 2960 2913 2916 2880 2848 2821 2796 2774 2784 2765 2748 2732
#12 Screw Base Steel ≥ .0385" 2988 2935 2891 2896 2861 2831 2804 2780 2760 2770 2752 2735 2720
Icr = 34.6 in4/ft
Vn/Ω =
4
(Icr+Iu)/2 = 46.4 in /ft
Iu = 58.2 in4/ft
ϕ Vn =
5'-0"
5'-6"
102
163
-
B PANELS
All Gages
Single
8' - 6"
9' - 2"
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
780
640 533 450 384 331 287 251 221 195 173 155 138
ASD, W/Ω
1248 1024 853 720 614 529 459 402 353 312 277 247 221
LRFD, ϕW
L/360
3273 3195 3130 3099 3050 3008 2971 2939 2910 2900 2876 2854 2834
2888 2845 2810 2803 2776 2752 2731 2712 2696 2698 2684 2671 2659
2859 2819 2785 2781 2755 2732 2713 2695 2680 2682 2669 2657 2646
#12 Screw Base Steel ≥ .0385" 2834 2796 2765 2762 2737 2716 2697 2681 2666 2669 2657 2645 2635
Icr = 28.8 in4/ft
Vn/Ω =
Iu = 55.2 in4/ft
ϕ Vn =
16
Gage
18
16
2W PANELS
5'-0"
18
Triple
7' - 5"
8' - 10"
20
Double
6' - 8"
8' - 2"
3W PANELS
GA
Single
6' - 3"
7' - 6"
GENERAL INFORMATION
TABLE OF CONTENTS
Gage
22
20
GA
22
Single
6' - 0"
7' - 2"
5'-0"
5'-6"
ASD, W/Ω
LRFD, ϕW
L/360
809
1294
-
663
1060
-
3615
3299
3275
3252
44.2
55.87
3551
3264
3242
3221
psf
in4/ft
5'-0"
5'-6"
Concrete + Deck =
(Icr+Iu)/2 =
Single
8' - 2"
8' - 9"
Double
9' - 8"
10' - 10"
6'-0"
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
9'-6"
552
883
-
465
744
-
396
634
-
341
546
-
296
473
-
258
413
-
227
363
-
200
320
-
3498
3235
3215
3196
3469
3227
3208
3191
Icr =
Iu =
3430 3395
3204 3185
3187 3169
3171 3154
35.2 in4/ft
76.6 in4/ft
3365
3168
3153
3139
3339
3153
3139
3125
3315
3140
3126
3114
Mno/Ω=
ϕMno=
Triple
10' - 2"
10' - 11"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
177
284
-
3305 3286
3139 3128
3126 3115
3114 3104
33.0 kip-in/ft
50.5 kip-in/ft
158
252
-
141
225
-
3268
3118
3106
3095
3252
3108
3097
3087
Vn/Ω =
ϕ Vn =
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
1060 963 835 707 605 522 455 399 352 313 279 250 225
ASD, W/Ω
1590 1445 1325 1131 968 836 728 639 564 501 446 400 360
LRFD, ϕW
L/360
4071 3964 3875 3842 3775 3716 3665 3620 3579 3572 3538 3508 3480
3544 3485 3436 3436 3398 3364 3335 3309 3286 3295 3275 3257 3240
3505 3450 3404 3407 3370 3339 3311 3287 3265 3274 3255 3238 3223
#12 Screw Base Steel ≥ .0385" 3479 3426 3382 3386 3351 3321 3294 3271 3250 3260 3242 3226 3211
Icr = 48.2 in4/ft
Vn/Ω =
4
(Icr+Iu)/2 = 65.67 in /ft
Iu = 83.1 in4/ft
ϕ Vn =
5'-0"
5'-0"
5'-6"
5'-6"
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
1060 963 883 815 734 635 554 487 430 383 334 288 251
ASD, W/Ω
1590 1445 1325 1223 1136 1016 886 779 689 613 547 491 443
LRFD, ϕW
L/360
334 288 251
4400 4262 4147 4116 4028 3952 3885 3826 3774 3772 3728 3688 3651
3721 3645 3581 3594 3543 3499 3461 3427 3397 3415 3388 3364 3342
3647 3578 3520 3537 3490 3450 3414 3383 3356 3376 3351 3329 3309
#12 Screw Base Steel ≥ .0385" 3660 3590 3532 3549 3503 3462 3427 3396 3368 3388 3363 3341 3321
Icr = 55.6 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 71.36 in4/ft
Iu = 87.1 in4/ft
ϕ Vn =
126
202
-
113
181
-
3237 3223
3100 3092
3089 3082
3079 3072
2.65 kip/ft
3.97 kip/ft
11'-6" 12'-0"
153
245
-
138
221
-
3306 3290
3139 3130
3126 3117
3116 3107
2.65 kip/ft
3.97 kip/ft
11'-6" 12'-0"
202
324
202
178
293
178
3455 3431
3225 3211
3208 3195
3197 3184
2.65 kip/ft
3.97 kip/ft
11'-6" 12'-0"
219
400
219
193
363
193
3618 3587
3322 3304
3290 3273
3302 3285
2.65 kip/ft
3.97 kip/ft
All Gages
16
Gage
18
16
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
954
783 652 551 470 405 352 308 271 240 213 190 171
ASD, W/Ω
1527 1252 1044 881 753 649 564 493 434 384 342 305 273
LRFD, ϕW
L/360
3763 3686 3621 3590 3541 3499 3462 3429 3400 3390 3366 3344 3325
3379 3336 3300 3294 3266 3242 3221 3203 3186 3188 3174 3161 3150
3349 3309 3276 3271 3245 3223 3203 3186 3170 3173 3159 3147 3136
#12 Screw Base Steel ≥ .0385" 3325 3287 3255 3252 3228 3206 3188 3171 3156 3160 3147 3136 3125
Icr = 40.0 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 59.46 in4/ft
Iu = 78.9 in4/ft
ϕ Vn =
18
Triple
7' - 1"
8' - 5"
20
Double
6' - 6"
7' - 10"
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
6 in o.c.
4190
5540
6530
8330
11030
12 in o.c.
4190
5540
6530
8330
11030
18 in o.c.
4190
5540
6530
8330
8790
114
www.ascsd.com
TABLE OF CONTENTS
5" Total Slab Depth
1 Hour Fire Rating
Gage
22
20
22
5'-6"
ASD, W/Ω
LRFD, ϕW
L/360
960
1536
-
787
1259
-
4105
3790
3765
3743
50.3
76.31
4042
3755
3732
3712
psf
in4/ft
5'-0"
5'-6"
Concrete + Deck =
(Icr+Iu)/2 =
Double
9' - 3"
10' - 5"
6'-0"
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
9'-6"
655
1048
-
553
884
-
471
754
-
406
649
-
352
563
-
308
492
-
270
432
-
239
382
-
3988
3725
3705
3686
3960
3717
3698
3681
Icr =
Iu =
3920
3695
3677
3661
46.8
105.8
3886
3675
3659
3644
in4/ft
in4/ft
3856
3658
3643
3629
3829
3643
3629
3616
3805
3630
3616
3604
Mno/Ω=
ϕMno=
Triple
9' - 9"
10' - 6"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
212
339
-
3796 3776
3629 3618
3617 3606
3605 3595
39.1 kip-in/ft
59.9 kip-in/ft
189
302
-
168
270
-
3758
3608
3596
3586
3742
3599
3588
3577
Vn/Ω =
ϕ Vn =
5'-0"
11'-6" 12'-0"
184
294
-
166
265
-
3797 3780
3630 3620
3617 3608
3606 3597
3.06 kip/ft
4.59 kip/ft
11'-6" 12'-0"
244
390
-
221
353
-
3945 3922
3716 3702
3699 3686
3687 3675
3.06 kip/ft
4.59 kip/ft
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
411
658
-
369
591
-
333
533
-
4218
3879
3842
3854
kip-in/ft
kip-in/ft
4178
3855
3819
3832
4142
3833
3799
3811
Vn/Ω =
ϕ Vn =
299
482
299
263
438
263
4108 4078
3813 3795
3781 3764
3793 3776
3.06 kip/ft
4.59 kip/ft
www.ascsd.com
115
ACUSTADEK®
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
6 in o.c.
n/a
6030
7020
8820
11520
12 in o.c.
n/a
6030
7020
8820
11520
18 in o.c.
n/a
6030
7020
8790
8790
D PANEL
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6"
1223 1112 1019 941 874 761 664 584 517 460
ASD, W/Ω
1835 1668 1529 1411 1311 1218 1063 934 827 735
LRFD, ϕW
L/360
4890 4753 4638 4607 4519 4442 4376 4317 4264 4263
4211 4135 4072 4084 4033 3989 3951 3917 3887 3905
4137 4068 4010 4027 3981 3940 3905 3874 3846 3866
#12 Screw Base Steel ≥ .0385" 4150 4081 4023 4040 3993 3953 3917 3886 3858 3879
Icr = 74.7 in4/ft
Mno/Ω= 70.6
(Icr+Iu)/2 = 97.25 in4/ft
Iu = 119.8 in4/ft
ϕMno= 108.0
3727 3714
3590 3582
3580 3572
3570 3563
3.06 kip/ft
4.59 kip/ft
C PANELS
5'-6"
136
217
-
N PANELS
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
1223 1112 998 844 723 625 544 478 422 375 334 300 270
ASD, W/Ω
1835 1668 1529 1351 1156 999 871 764 675 600 535 480 432
LRFD, ϕW
L/360
4562 4455 4366 4333 4265 4206 4155 4110 4070 4063 4029 3998 3970
4034 3975 3926 3927 3888 3855 3826 3800 3777 3785 3765 3747 3731
3996 3940 3894 3897 3861 3829 3801 3777 3755 3765 3746 3729 3713
#12 Screw Base Steel ≥ .0385" 3969 3916 3872 3877 3842 3811 3785 3761 3741 3751 3732 3716 3701
Icr = 64.6 in4/ft
Vn/Ω =
4
(Icr+Iu)/2 = 89.54 in /ft
Iu = 114.5 in4/ft
ϕ Vn =
5'-0"
5'-6"
151
241
-
B PANELS
All Gages
Single
7' - 10"
8' - 5"
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
1134 931 776 656 560 483 420 368 324 287 255 228 204
ASD, W/Ω
1815 1489 1242 1049 896 773 672 588 518 459 408 365 327
LRFD, ϕW
L/360
4254 4176 4111 4080 4031 3989 3952 3920 3891 3881 3857 3835 3815
3869 3826 3791 3784 3757 3733 3712 3693 3677 3678 3664 3652 3640
3840 3800 3766 3762 3736 3713 3693 3676 3661 3663 3650 3638 3627
#12 Screw Base Steel ≥ .0385" 3815 3777 3746 3743 3718 3697 3678 3662 3647 3650 3637 3626 3616
Icr = 53.4 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 81.12 in4/ft
Iu = 108.9 in4/ft
ϕ Vn =
16
Gage
18
16
2W PANELS
5'-0"
18
Triple
6' - 10"
8' - 1"
20
Double
6' - 3"
7' - 7"
3W PANELS
GA
Single
5' - 9"
6' - 10"
GENERAL INFORMATION
TABLE OF CONTENTS
6" Total Slab Depth
2 Hour Fire Rating
Gage
22
20
GA
22
Single
5' - 4"
6' - 4"
5'-0"
5'-6"
ASD, W/Ω
LRFD, ϕW
L/360
1273
2036
-
1044
1670
-
5086
4771
4746
4724
62.4
130.7
5022
4736
4713
4693
psf
in4/ft
5'-0"
5'-6"
Concrete + Deck =
(Icr+Iu)/2 =
Single
7' - 4"
7' - 11"
Double
8' - 8"
9' - 8"
6'-0"
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
9'-6"
869
1391
-
734
1174
-
626
1002
-
540
863
-
469
750
-
410
656
-
360
577
-
319
510
-
4969
4706
4686
4667
4941
4698
4679
4662
Icr =
Iu =
4901
4676
4658
4642
75.7
185.8
4867
4656
4640
4625
in4/ft
in4/ft
4836
4639
4624
4610
4810
4624
4610
4597
4786
4611
4597
4585
Mno/Ω=
ϕMno=
Triple
9' - 0"
9' - 10"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
283
453
-
4776 4757
4610 4599
4597 4587
4586 4576
51.7 kip-in/ft
79.2 kip-in/ft
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6"
1577 1434 1315 1130 968 837 730 641 567 504
ASD, W/Ω
2366 2151 1972 1808 1548 1339 1167 1025 907 806
LRFD, ϕW
L/360
5543 5436 5347 5314 5246 5187 5136 5091 5051 5043
5015 4956 4907 4908 4869 4836 4806 4781 4758 4766
4977 4921 4875 4878 4842 4810 4782 4758 4736 4746
#12 Screw Base Steel ≥ .0385" 4950 4897 4853 4858 4823 4792 4766 4742 4721 4732
Icr = 105.7 in4/ft
Mno/Ω= 78.0
4
(Icr+Iu)/2 = 152.7 in /ft
Iu = 199.7 in4/ft
ϕMno= 119.4
252
404
-
226
361
-
4739
4589
4577
4566
4723
4580
4568
4558
Vn/Ω =
ϕ Vn =
5'-0"
5'-0"
5'-6"
5'-6"
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6"
1577 1434 1315 1213 1127 1023 894 786 696 620
ASD, W/Ω
2366 2151 1972 1820 1690 1577 1430 1258 1114 992
LRFD, ϕW
L/360
5871 5734 5619 5587 5499 5423 5356 5298 5245 5244
5192 5116 5053 5065 5014 4970 4932 4898 4868 4886
5118 5049 4991 5008 4962 4921 4886 4855 4827 4847
#12 Screw Base Steel ≥ .0385" 5131 5061 5004 5021 4974 4933 4898 4867 4839 4859
Icr = 122.9 in4/ft
Mno/Ω= 94.5
(Icr+Iu)/2 = 165.6 in4/ft
Iu = 208.3 in4/ft
ϕMno= 144.7
203
324
-
182
292
-
4708 4695
4571 4563
4560 4553
4551 4544
3.94 kip/ft
5.92 kip/ft
11'-6" 12'-0"
247
395
-
223
356
-
4778 4761
4610 4601
4598 4589
4587 4578
3.94 kip/ft
5.92 kip/ft
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
450
720
-
404
646
-
364
582
-
5010
4746
4727
4713
kip-in/ft
kip-in/ft
4979
4728
4710
4697
4951
4711
4694
4682
Vn/Ω =
ϕ Vn =
329
526
-
298
477
-
4926 4903
4696 4683
4680 4667
4668 4656
3.94 kip/ft
5.92 kip/ft
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
555
888
-
499
798
-
450
720
-
5199
4859
4823
4835
kip-in/ft
kip-in/ft
5159
4835
4800
4812
5122
4814
4780
4792
Vn/Ω =
ϕ Vn =
408
652
-
371
593
-
5089 5058
4794 4775
4762 4745
4774 4757
3.94 kip/ft
5.92 kip/ft
All Gages
16
Gage
18
16
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
1507 1237 1032 872 746 644 560 491 433 383 341 305 274
ASD, W/Ω
2366 1979 1651 1396 1193 1030 896 785 692 613 546 489 438
LRFD, ϕW
L/360
5235 5157 5092 5061 5012 4970 4933 4900 4871 4862 4838 4816 4796
4850 4807 4771 4765 4737 4714 4693 4674 4658 4659 4645 4633 4621
4821 4781 4747 4743 4717 4694 4674 4657 4641 4644 4631 4619 4608
#12 Screw Base Steel ≥ .0385" 4796 4758 4726 4724 4699 4678 4659 4642 4628 4631 4618 4607 4597
Icr = 86.6 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 138.6 in4/ft
Iu = 190.6 in4/ft
ϕ Vn =
18
Triple
6' - 4"
7' - 6"
20
Double
5' - 11"
7' - 1"
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
6 in o.c.
n/a
7020
8010
9810
12510
12 in o.c.
n/a
7020
8010
9810
12510
18 in o.c.
n/a
7020
8010
8790
8790
116
www.ascsd.com
TABLE OF CONTENTS
3 Hour Fire Rating
Gage
22
20
22
5'-6"
ASD, W/Ω
LRFD, ϕW
L/360
1513
2420
-
1241
1986
-
5822
5506
5482
5459
71.4
184.9
5758
5471
5449
5428
psf
in4/ft
5'-0"
5'-6"
Concrete + Deck =
(Icr+Iu)/2 =
Double
8' - 3"
9' - 2"
6'-0"
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
9'-6"
1034
1655
-
873
1397
-
746
1193
-
643
1028
-
558
893
-
488
781
-
430
688
-
380
609
-
5705
5442
5422
5403
5676
5434
5415
5397
Icr =
Iu =
5637
5411
5394
5378
102.5
267.4
5602
5392
5376
5361
in4/ft
in4/ft
5572
5375
5360
5345
5546
5360
5346
5332
5522
5347
5333
5320
Mno/Ω=
ϕMno=
5'-0"
270
432
-
5475
5324
5313
5302
5459
5315
5304
5294
Vn/Ω =
ϕ Vn =
243
388
-
218
349
-
5444 5430
5307 5299
5296 5289
5286 5279
4.67 kip/ft
7.00 kip/ft
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
408
653
-
365
584
-
328
525
-
5573
5381
5366
5354
kip-in/ft
kip-in/ft
5551
5368
5354
5343
5532
5357
5343
5332
Vn/Ω =
ϕ Vn =
295
473
-
267
427
-
5513 5497
5346 5336
5333 5324
5323 5314
4.67 kip/ft
7.00 kip/ft
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
539
863
-
484
774
-
436
698
-
5745
5482
5462
5449
kip-in/ft
kip-in/ft
5715
5464
5445
5433
5687
5447
5430
5418
Vn/Ω =
ϕ Vn =
394
631
-
358
572
-
5661 5638
5432 5418
5415 5402
5404 5391
4.67 kip/ft
7.00 kip/ft
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
666
1066
-
599
958
-
541
865
-
5935
5595
5558
5570
kip-in/ft
kip-in/ft
5895
5571
5536
5548
5858
5549
5516
5528
Vn/Ω =
ϕ Vn =
490
784
-
446
713
-
5825 5794
5529 5511
5497 5480
5509 5492
4.67 kip/ft
7.00 kip/ft
www.ascsd.com
117
ACUSTADEK®
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
6 in o.c.
n/a
7760
8750
10550
13250
12 in o.c.
n/a
7760
8750
10550
13180
18 in o.c.
n/a
7760
8750
8790
8790
D PANEL
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6"
1867 1697 1556 1436 1334 1227 1071 943 835 744
ASD, W/Ω
2801 2546 2334 2154 2000 1867 1714 1508 1336 1190
LRFD, ϕW
L/360
6607 6469 6354 6323 6235 6159 6092 6033 5981 5979
5928 5852 5788 5801 5750 5706 5668 5634 5603 5622
5854 5785 5727 5744 5697 5657 5621 5590 5562 5583
#12 Screw Base Steel ≥ .0385" 5866 5797 5739 5756 5710 5669 5634 5602 5575 5595
Icr = 168.1 in4/ft
Mno/Ω= 113.1
(Icr+Iu)/2 = 232.9 in4/ft
Iu = 297.7 in4/ft
ϕMno= 173.0
302
483
-
C PANELS
5'-6"
338
541
-
N PANELS
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6"
1867 1697 1556 1350 1157 1001 873 767 678 603
ASD, W/Ω
2801 2546 2334 2154 1851 1601 1397 1227 1085 965
LRFD, ϕW
L/360
6278 6171 6082 6049 5982 5923 5872 5826 5786 5779
5751 5692 5643 5643 5605 5571 5542 5516 5493 5501
5712 5657 5611 5614 5577 5546 5518 5494 5472 5481
#12 Screw Base Steel ≥ .0385" 5686 5633 5589 5593 5558 5528 5501 5478 5457 5467
Icr = 144.0 in4/ft
Mno/Ω= 93.1
4
(Icr+Iu)/2 = 215.1 in /ft
Iu = 286.1 in4/ft
ϕMno= 142.4
5'-0"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
5512 5492
5346 5335
5333 5322
5321 5311
61.4 kip-in/ft
94.0 kip-in/ft
5'-6"
Triple
8' - 7"
9' - 5"
B PANELS
All Gages
Single
7' - 0"
7' - 7"
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6"
1794 1473 1229 1039 889 767 668 585 516 458
ASD, W/Ω
2801 2357 1967 1663 1422 1228 1068 937 826 733
LRFD, ϕW
L/360
5970 5893 5828 5797 5748 5706 5669 5636 5607 5597
5586 5543 5507 5501 5473 5449 5428 5410 5393 5395
5556 5516 5483 5478 5452 5430 5410 5393 5377 5380
#12 Screw Base Steel ≥ .0385" 5532 5494 5462 5459 5435 5413 5395 5378 5363 5367
Icr = 117.5 in4/ft
Mno/Ω= 72.4
(Icr+Iu)/2 = 195.7 in4/ft
Iu = 273.9 in4/ft
ϕMno= 110.8
16
Gage
18
16
2W PANELS
5'-0"
18
Triple
6' - 0"
7' - 1"
20
Double
5' - 8"
6' - 10"
3W PANELS
GA
Single
5' - 1"
6' - 1"
GENERAL INFORMATION
TABLE OF CONTENTS
Gage
22
20
GA
22
Single
7' - 1"
8' - 7"
5'-0"
5'-6"
ASD, W/Ω
LRFD, ϕW
L/360
497
796
-
408
653
-
1978
1663
1638
1616
24.8
30.97
1915
1628
1606
1585
psf
in4/ft
5'-0"
5'-6"
Concrete + Deck =
(Icr+Iu)/2 =
Single
9' - 9"
10' - 6"
Double
11' - 4"
12' - 11"
6'-0"
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
9'-6"
340
544
-
287
459
-
245
391
-
211
337
-
183
293
-
156
256
156
131
225
131
112
199
112
1862
1599
1578
1559
1833
1590
1571
1554
Icr =
Iu =
1793 1759
1568 1549
1550 1532
1534 1517
23.1 in4/ft
38.8 in4/ft
1729
1532
1516
1502
1702
1517
1502
1489
1679
1503
1490
1477
Mno/Ω=
ϕMno=
Triple
12' - 0"
12' - 7"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
96
177
96
1669 1649
1503 1491
1490 1479
1478 1468
20.2 kip-in/ft
31.0 kip-in/ft
83
157
83
72
141
72
1631
1481
1469
1459
1615
1472
1461
1450
Vn/Ω =
ϕ Vn =
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
99
86
570
518 475 416 333 271 223 186 157 133
114
ASD, W/Ω
1141 957 799 676 579 500 436 383 338 300 268 240 216
LRFD, ϕW
L/360
416 333 271 223 186 157 133
114
99
86
2441 2334 2245 2212 2144 2086 2034 1989 1949 1942 1908 1877 1849
1913 1854 1805 1806 1767 1734 1705 1679 1656 1664 1644 1626 1610
1875 1819 1773 1776 1740 1708 1681 1656 1634 1644 1625 1608 1592
#12 Screw Base Steel ≥ .0385" 1848 1795 1751 1756 1721 1690 1664 1640 1620 1630 1612 1595 1580
Icr = 30.6 in4/ft
Vn/Ω =
Iu = 43.3 in4/ft
(Icr+Iu)/2 = 36.95 in4/ft
ϕ Vn =
5'-0"
5'-0"
5'-6"
5'-6"
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
570 518 475 439 363 295 243 203 171 145 125 108
94
ASD, W/Ω
1141 1037 951 808 692 599 523 459 406 361 323 290 261
LRFD, ϕW
L/360
363 295 243 203 171 145 125 108
94
2774 2636 2521 2490 2402 2325 2259 2200 2147 2146 2101 2061 2025
2094 2018 1955 1967 1916 1873 1834 1800 1770 1788 1762 1738 1716
2020 1951 1893 1910 1864 1823 1788 1757 1729 1749 1725 1703 1682
#12 Screw Base Steel ≥ .0385" 2029 1960 1902 1919 1872 1832 1796 1765 1737 1758 1733 1711 1690
Icr = 34.6 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 40.33 in4/ft
Iu = 46.0 in4/ft
ϕ Vn =
63
126
63
55
114
55
1601 1587
1463 1456
1453 1445
1443 1436
1.43 kip/ft
2.85 kip/ft
11'-6" 12'-0"
67
151
67
59
137
59
1672 1655
1505 1495
1492 1483
1481 1473
1.43 kip/ft
2.85 kip/ft
11'-6" 12'-0"
75
195
75
66
177
66
1824 1801
1595 1581
1578 1565
1566 1554
1.43 kip/ft
2.85 kip/ft
11'-6" 12'-0"
82
236
82
72
215
72
1991 1961
1696 1678
1664 1647
1672 1655
1.43 kip/ft
2.85 kip/ft
All Gages
16
Gage
18
16
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
570
477 398 336 287 243 200 167 141 120 103
89
77
ASD, W/Ω
930
763 637 538 460 397 345 302 266 236 210 188 168
LRFD, ϕW
L/360
243 200 167 141 120 103
89
77
2129 2051 1986 1955 1906 1864 1827 1795 1766 1756 1732 1710 1690
1744 1701 1666 1659 1632 1608 1587 1568 1552 1554 1540 1527 1515
1715 1675 1641 1637 1611 1588 1569 1551 1536 1538 1525 1513 1502
#12 Screw Base Steel ≥ .0385" 1690 1652 1621 1618 1593 1572 1553 1537 1522 1525 1513 1501 1491
Icr = 26.0 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 33.23 in4/ft
Iu = 40.5 in4/ft
ϕ Vn =
18
Triple
8' - 6"
10' - 2"
20
Double
7' - 2"
9' - 0"
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
6 in o.c.
2720
4070
5060
6860
9560
12 in o.c.
2720
4070
5060
6860
9560
18 in o.c.
2720
4070
5060
6860
8790
118
www.ascsd.com
TABLE OF CONTENTS
4" Total Slab Depth
1 Hour Fire Rating
Gage
22
20
22
5'-6"
ASD, W/Ω
LRFD, ϕW
L/360
633
1013
-
519
831
-
2303
1987
1962
1940
29.4
45.86
2239
1952
1930
1909
psf
in4/ft
5'-0"
5'-6"
Concrete + Deck =
(Icr+Iu)/2 =
Double
10' - 11"
12' - 4"
6'-0"
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
9'-6"
433
692
-
365
585
-
312
499
-
269
430
-
234
374
-
205
327
-
180
288
-
159
255
-
2186
1923
1902
1883
2157
1914
1896
1878
Icr =
Iu =
2117 2083
1892 1873
1874 1856
1858 1841
33.8 in4/ft
57.9 in4/ft
2053
1856
1840
1826
2026
1841
1826
1813
2003
1827
1814
1801
Mno/Ω=
ϕMno=
Triple
11' - 7"
12' - 1"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
142
227
142
1993 1973
1827 1815
1814 1803
1802 1792
25.7 kip-in/ft
39.3 kip-in/ft
122
202
122
106
181
106
1955
1805
1793
1783
1939
1796
1785
1774
Vn/Ω =
ϕ Vn =
5'-0"
11'-6" 12'-0"
100
195
100
88
176
88
1996 1979
1829 1819
1816 1807
1805 1797
1.70 kip/ft
3.40 kip/ft
11'-6" 12'-0"
111
252
111
98
229
98
2148 2125
1919 1905
1902 1889
1890 1878
1.70 kip/ft
3.40 kip/ft
11'-6" 12'-0"
121
307
121
107
279
107
2315 2285
2020 2002
1988 1971
1996 1979
1.70 kip/ft
3.40 kip/ft
www.ascsd.com
119
ACUSTADEK®
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
6 in o.c.
3090
4440
5430
7230
9930
12 in o.c.
3090
4440
5430
7230
9930
18 in o.c.
3090
4440
5430
7230
8790
D PANEL
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
679 617 566 522 485 437 360 300 253 215 184 159 138
ASD, W/Ω
1358 1235 1132 1040 892 772 674 593 525 467 418 376 339
LRFD, ϕW
L/360
437 360 300 253 215 184 159 138
3098 2960 2845 2814 2726 2649 2583 2524 2471 2470 2425 2385 2349
2418 2342 2279 2291 2241 2197 2158 2124 2094 2112 2086 2062 2040
2345 2275 2217 2234 2188 2147 2112 2081 2053 2073 2049 2027 2006
#12 Screw Base Steel ≥ .0385" 2353 2284 2226 2243 2196 2156 2120 2089 2061 2082 2057 2035 2015
Icr = 51.0 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 59.64 in4/ft
Iu = 68.2 in4/ft
ϕ Vn =
1925 1911
1787 1780
1777 1769
1767 1760
1.70 kip/ft
3.40 kip/ft
C PANELS
5'-6"
82
147
82
N PANELS
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
679
617 566 522 465 400 330 275 232 197 169 146 127
ASD, W/Ω
1358 1227 1025 868 743 643 561 492 435 387 346 310 279
LRFD, ϕW
L/360
400 330 275 232 197 169 146 127
2765 2658 2569 2536 2468 2410 2358 2313 2273 2266 2232 2201 2174
2237 2179 2129 2130 2091 2058 2029 2003 1980 1988 1968 1950 1934
2199 2144 2097 2100 2064 2032 2005 1980 1958 1968 1949 1932 1916
#12 Screw Base Steel ≥ .0385" 2172 2119 2075 2080 2045 2015 1988 1965 1944 1954 1936 1919 1904
Icr = 45.0 in4/ft
Vn/Ω =
4
(Icr+Iu)/2 = 54.67 in /ft
Iu = 64.4 in4/ft
ϕ Vn =
5'-0"
5'-6"
93
163
93
B PANELS
All Gages
Single
9' - 3"
10' - 0"
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
679
608 508 429 367 317 276 242 208 177 152 131
114
ASD, W/Ω
1186 974 812 687 587 507 441 387 341 303 270 241 217
LRFD, ϕW
L/360
208 177 152 131
114
2453 2375 2310 2279 2231 2188 2151 2119 2090 2080 2056 2034 2014
2068 2025 1990 1983 1956 1932 1911 1892 1876 1878 1864 1851 1839
2039 1999 1965 1961 1935 1912 1893 1875 1860 1862 1849 1837 1826
#12 Screw Base Steel ≥ .0385" 2014 1976 1945 1942 1917 1896 1877 1861 1846 1849 1837 1825 1815
Icr = 38.1 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 49.16 in4/ft
Iu = 60.3 in4/ft
ϕ Vn =
16
Gage
18
16
2W PANELS
5'-0"
18
Triple
8' - 1"
9' - 8"
20
Double
7' - 0"
8' - 8"
3W PANELS
GA
Single
6' - 10"
8' - 2"
GENERAL INFORMATION
TABLE OF CONTENTS
Gage
22
20
GA
22
Single
6' - 6"
7' - 10"
5'-0"
5'-6"
ASD, W/Ω
LRFD, ϕW
L/360
776
1242
-
637
1019
-
2627
2311
2287
2264
34.0
64.87
2563
2276
2254
2233
psf
in4/ft
5'-0"
5'-6"
Concrete + Deck =
(Icr+Iu)/2 =
Single
8' - 11"
9' - 7"
Double
10' - 6"
11' - 10"
6'-0"
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
9'-6"
531
850
-
449
718
-
383
614
-
331
529
-
288
460
-
252
403
-
222
355
-
197
314
-
2510
2247
2226
2207
2481
2238
2220
2202
Icr =
Iu =
2441 2407
2216 2197
2199 2180
2182 2165
47.1 in4/ft
82.6 in4/ft
2377
2180
2164
2150
2350
2165
2150
2137
2327
2151
2138
2125
Mno/Ω=
ϕMno=
Triple
11' - 1"
11' - 9"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
175
280
-
2317 2297
2151 2139
2138 2127
2126 2116
31.4 kip-in/ft
48.1 kip-in/ft
156
250
-
140
224
-
2279
2129
2118
2107
2263
2120
2109
2099
Vn/Ω =
ϕ Vn =
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
568 497 434 381 328 279 239 206 179
795
723 662
611
ASD, W/Ω
1590 1445 1267 1073 919 796 694 610 540 480 429 385 347
LRFD, ϕW
L/360
328 279 239 206 179
3089 2982 2893 2860 2792 2734 2682 2637 2597 2590 2556 2525 2498
2561 2503 2453 2454 2415 2382 2353 2327 2304 2312 2292 2274 2258
2523 2468 2421 2425 2388 2356 2329 2304 2283 2292 2273 2256 2240
#12 Screw Base Steel ≥ .0385" 2496 2443 2399 2404 2369 2339 2312 2289 2268 2278 2260 2243 2228
Icr = 63.0 in4/ft
Vn/Ω =
4
(Icr+Iu)/2 = 77.32 in /ft
Iu = 91.6 in4/ft
ϕ Vn =
5'-0"
5'-0"
5'-6"
5'-6"
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
795 723 662
611
568 530 497 424 357 304 261 225 196
ASD, W/Ω
1590 1445 1325 1223 1107 959 837 737 653 581 521 468 423
LRFD, ϕW
L/360
424 357 304 261 225 196
3422 3284 3169 3138 3050 2974 2907 2848 2796 2794 2749 2709 2673
2742 2666 2603 2615 2565 2521 2482 2448 2418 2436 2410 2386 2364
2669 2599 2541 2559 2512 2471 2436 2405 2377 2397 2373 2351 2330
#12 Screw Base Steel ≥ .0385" 2677 2608 2550 2567 2520 2480 2444 2413 2385 2406 2381 2359 2339
Icr = 71.7 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 84.35 in4/ft
Iu = 97.0 in4/ft
ϕ Vn =
126
202
-
114
182
-
2249 2235
2111 2104
2101 2093
2091 2084
1.99 kip/ft
3.97 kip/ft
11'-6" 12'-0"
141
242
141
124
219
124
2320 2304
2153 2143
2140 2131
2129 2121
1.99 kip/ft
3.97 kip/ft
11'-6" 12'-0"
157
314
157
138
285
138
2472 2449
2243 2229
2226 2213
2215 2202
1.99 kip/ft
3.97 kip/ft
11'-6" 12'-0"
171
383
171
151
348
151
2639 2609
2344 2326
2312 2295
2320 2303
1.99 kip/ft
3.97 kip/ft
All Gages
16
Gage
18
16
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
795
723 624 528 452 390 340 298 263 234 208 185 161
ASD, W/Ω
1457 1197 999 845 723 625 544 477 421 374 333 298 268
LRFD, ϕW
L/360
185 161
2777 2699 2634 2603 2555 2512 2475 2443 2414 2404 2380 2358 2338
2392 2350 2314 2307 2280 2256 2235 2217 2200 2202 2188 2175 2163
2363 2323 2289 2285 2259 2236 2217 2199 2184 2186 2173 2161 2150
#12 Screw Base Steel ≥ .0385" 2338 2300 2269 2266 2241 2220 2201 2185 2170 2173 2161 2149 2139
Icr = 53.1 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 69.5 in4/ft
Iu = 85.9 in4/ft
ϕ Vn =
18
Triple
7' - 9"
9' - 3"
20
Double
6' - 10"
8' - 5"
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
6 in o.c.
3460
4810
5800
7600
10300
12 in o.c.
3460
4810
5800
7600
10300
18 in o.c.
3460
4810
5800
7600
8790
120
www.ascsd.com
TABLE OF CONTENTS
2 Hour Fire Rating
Gage
22
20
22
5'-6"
ASD, W/Ω
LRFD, ϕW
L/360
850
1360
-
698
1116
-
2789
2473
2449
2426
36.3
76.06
2725
2438
2416
2395
psf
in4/ft
5'-0"
5'-6"
Concrete + Deck =
(Icr+Iu)/2 =
Double
10' - 4"
11' - 7"
6'-0"
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
9'-6"
582
931
-
492
787
-
420
672
-
363
580
-
315
505
-
276
442
-
243
390
-
216
345
-
2672
2409
2388
2369
2643
2400
2382
2364
Icr =
Iu =
2603 2569
2378 2359
2361 2342
2344 2327
54.7 in4/ft
97.4 in4/ft
2539
2342
2326
2312
2512
2327
2312
2299
2489
2313
2300
2287
Mno/Ω=
ϕMno=
Triple
10' - 11"
11' - 7"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
192
307
-
2479 2459
2313 2301
2300 2289
2288 2278
34.4 kip-in/ft
52.6 kip-in/ft
172
275
-
154
246
-
2442
2291
2280
2269
2425
2282
2271
2261
Vn/Ω =
ϕ Vn =
5'-0"
11'-6" 12'-0"
165
266
165
146
241
146
2482 2466
2315 2305
2302 2293
2291 2283
2.14 kip/ft
4.28 kip/ft
11'-6" 12'-0"
184
346
184
162
314
162
2634 2611
2405 2391
2388 2375
2377 2364
2.14 kip/ft
4.28 kip/ft
11'-6" 12'-0"
201
423
201
177
385
177
2801 2771
2506 2488
2474 2457
2482 2465
2.14 kip/ft
4.28 kip/ft
www.ascsd.com
121
ACUSTADEK®
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
6 in o.c.
n/a
4990
5980
7780
10480
12 in o.c.
n/a
4990
5980
7780
10480
18 in o.c.
n/a
4990
5980
7780
8790
D PANEL
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
855 778 713 658
611
570 535 497 419 356 305 264 230
ASD, W/Ω
1711 1555 1426 1316 1219 1056 922 812 719 641 574 516 466
LRFD, ϕW
L/360
497 419 356 305 264 230
3584 3446 3331 3300 3212 3136 3069 3010 2958 2956 2911 2871 2835
2904 2828 2765 2777 2727 2683 2644 2610 2580 2598 2572 2548 2526
2831 2761 2703 2721 2674 2633 2598 2567 2539 2560 2535 2513 2492
#12 Screw Base Steel ≥ .0385" 2839 2770 2712 2729 2682 2642 2606 2575 2547 2568 2543 2521 2501
Icr = 83.7 in4/ft
Vn/Ω =
4
(Icr+Iu)/2 = 98.88 in /ft
Iu = 114.0 in4/ft
ϕ Vn =
2411 2397
2273 2266
2263 2255
2253 2246
2.14 kip/ft
4.28 kip/ft
C PANELS
5'-6"
125
200
-
N PANELS
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
547 477 419 371 327 280 242 210
855
778 713 658
611
ASD, W/Ω
1711 1555 1392 1179 1011 875 763 671 594 528 472 424 383
LRFD, ϕW
L/360
327 280 242 210
3251 3144 3055 3022 2954 2896 2844 2799 2759 2752 2718 2687 2660
2724 2665 2615 2616 2577 2544 2515 2489 2466 2474 2454 2436 2420
2685 2630 2583 2587 2550 2518 2491 2466 2445 2454 2435 2418 2402
#12 Screw Base Steel ≥ .0385" 2658 2605 2561 2566 2531 2501 2474 2451 2430 2440 2422 2405 2390
Icr = 73.4 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 90.62 in4/ft
Iu = 107.8 in4/ft
ϕ Vn =
5'-0"
5'-6"
139
222
-
B PANELS
All Gages
Single
8' - 8"
9' - 5"
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
855
778 685 579 496 428 373 327 289 257 229 205 184
ASD, W/Ω
1597 1312 1095 927 793 685 597 524 462
411
366 328 295
LRFD, ϕW
L/360
2939 2861 2796 2765 2717 2674 2637 2605 2576 2566 2542 2520 2500
2554 2512 2476 2469 2442 2418 2397 2379 2362 2364 2350 2337 2325
2525 2485 2451 2447 2421 2398 2379 2361 2346 2348 2335 2323 2312
#12 Screw Base Steel ≥ .0385" 2500 2463 2431 2428 2403 2382 2363 2347 2332 2335 2323 2311 2301
Icr = 61.7 in4/ft
Vn/Ω =
4
(Icr+Iu)/2 = 81.45 in /ft
Iu = 101.2 in4/ft
ϕ Vn =
16
Gage
18
16
2W PANELS
5'-0"
18
Triple
7' - 7"
9' - 1"
20
Double
6' - 9"
8' - 4"
3W PANELS
GA
Single
6' - 5"
7' - 8"
GENERAL INFORMATION
TABLE OF CONTENTS
3 Hour Fire Rating
Gage
22
20
GA
22
Single
6' - 0"
7' - 2"
5'-0"
5'-6"
ASD, W/Ω
LRFD, ϕW
L/360
1097
1817
-
933
1492
-
3396
3081
3056
3034
44.9
128.9
3332
3046
3023
3003
psf
in4/ft
5'-0"
5'-6"
Concrete + Deck =
(Icr+Iu)/2 =
Single
8' - 2"
8' - 10"
Double
9' - 8"
10' - 10"
6'-0"
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
9'-6"
778
1245
-
658
1053
-
563
901
-
486
778
-
423
677
-
371
594
-
327
524
-
290
464
-
3279
3016
2996
2977
3251
3008
2989
2972
Icr =
Iu =
3211
2986
2968
2952
89.2
168.7
3177
2966
2950
2935
in4/ft
in4/ft
3146
2949
2934
2920
3120
2934
2920
2907
3096
2921
2907
2895
Mno/Ω=
ϕMno=
Triple
10' - 2"
10' - 11"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
259
414
-
3086 3067
2920 2909
2907 2897
2896 2886
45.9 kip-in/ft
70.2 kip-in/ft
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6"
1097 997 914 844 784 731 646 568 503 448
ASD, W/Ω
2194 1995 1829 1594 1367 1184 1034 909 805 717
LRFD, ϕW
L/360
3859 3752 3663 3630 3562 3503 3452 3407 3367 3359
3331 3272 3223 3224 3185 3152 3122 3096 3074 3082
3293 3237 3191 3194 3158 3126 3098 3074 3052 3062
#12 Screw Base Steel ≥ .0385" 3266 3213 3169 3174 3139 3108 3082 3058 3037 3048
Icr = 121.2 in4/ft
Mno/Ω= 68.3
4
(Icr+Iu)/2 = 153.4 in /ft
Iu = 185.6 in4/ft
ϕMno= 104.5
231
370
-
208
333
-
3049
2899
2887
2876
3033
2890
2878
2868
Vn/Ω =
ϕ Vn =
5'-0"
5'-0"
5'-6"
5'-6"
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6"
1097 997 914 844 784 731 686 645 610 546
ASD, W/Ω
2194 1995 1829 1688 1567 1436 1255 1105 980 874
LRFD, ϕW
L/360
4191 4053 3939 3907 3819 3743 3676 3617 3565 3563
3512 3436 3373 3385 3334 3290 3252 3218 3188 3206
3438 3369 3311 3328 3281 3241 3206 3174 3147 3167
#12 Screw Base Steel ≥ .0385" 3447 3377 3320 3337 3290 3249 3214 3183 3155 3175
Icr = 138.9 in4/ft
Mno/Ω= 82.2
(Icr+Iu)/2 = 167.4 in4/ft
Iu = 195.8 in4/ft
ϕMno= 125.8
187
300
-
169
271
-
3018 3005
2881 2873
2870 2863
2861 2854
2.74 kip/ft
5.49 kip/ft
11'-6" 12'-0"
225
361
-
204
327
-
3090 3073
2922 2913
2910 2901
2899 2890
2.74 kip/ft
5.49 kip/ft
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
401
642
-
361
577
-
326
521
-
3326
3062
3043
3029
kip-in/ft
kip-in/ft
3295
3044
3026
3013
3267
3027
3010
2998
Vn/Ω =
ϕ Vn =
295
472
-
268
429
-
3242 3219
3012 2999
2996 2983
2984 2972
2.74 kip/ft
5.49 kip/ft
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
489
783
-
441
705
-
388
637
388
3519
3179
3143
3151
kip-in/ft
kip-in/ft
3479
3155
3120
3128
3442
3134
3100
3108
Vn/Ω =
ϕ Vn =
340
578
340
299
527
299
3409 3378
3114 3095
3082 3065
3090 3073
2.74 kip/ft
5.49 kip/ft
All Gages
16
Gage
18
16
6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0"
1097 997 914 778 666 576 502 441 389 346 309 277 249
ASD, W/Ω
2140 1759 1469 1244 1065 921 803 705 623 554 494 443 399
LRFD, ϕW
L/360
3547 3469 3404 3373 3324 3282 3245 3212 3183 3174 3150 3128 3108
3162 3119 3083 3077 3049 3026 3005 2986 2970 2971 2957 2945 2933
3133 3093 3059 3055 3029 3006 2986 2969 2953 2956 2943 2931 2920
#12 Screw Base Steel ≥ .0385" 3108 3070 3038 3036 3011 2990 2971 2954 2940 2943 2930 2919 2909
Icr = 101.1 in4/ft
Vn/Ω =
(Icr+Iu)/2 = 137.9 in4/ft
Iu = 174.7 in4/ft
ϕ Vn =
18
Triple
7' - 1"
8' - 5"
20
Double
6' - 6"
7' - 10"
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
6 in o.c.
n/a
5680
6670
8470
11170
12 in o.c.
n/a
5680
6670
8470
11170
18 in o.c.
n/a
5680
6670
8470
8790
122
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TABLE OF CONTENTS
GENERAL INFORMATION
3W PANELS
2W PANELS
B PANELS
N PANELS
C PANELS
D PANEL
ACUSTADEK®
www.ascsd.com
123
TABLE OF CONTENTS
5.1 NH-32
3-7/8”
4-1/8”
8”
3-7/8”
4-1/8”
8”
3”
3”
2-1/8”
2-1/8”
32”
32”
NHN-32 Profile
NH-32 Profile
36/5
N Series Embossment
Panel Properties
Gage
Weight
22
20
18
16
w
psf
1.97
2.35
3.10
3.86
Compression
Gage
Area
22
20
18
16
Ae
in2/ft
0.272
0.372
0.604
0.871
Base Metal
t
in
0.0299
0.0359
0.0478
0.0598
Fy
ksi
50
50
50
50
Tensile
Strength
Area
Fu
ksi
65
65
65
65
Ag
in2/ft
0.569
0.681
0.902
1.123
Bending
Distance to
Section
N.A. from
Section
Modulus
Bottom
Modulus
Se+
yb
Sein3/ft
in
in3/ft
0.349
1.37
0.402
0.446
1.41
0.505
0.661
1.48
0.715
0.879
1.54
0.927
Gage
22
20
18
16
124
Condition
1"
End
500
Interior
876
End
709
Interior
1240
End
1221
Interior
2133
End
1864
Interior
3260
Ig
in4/ft
0.814
0.968
1.275
1.575
yb
in
1.68
1.68
1.69
1.69
Sg
in3/ft
0.483
0.576
0.755
0.931
Radius of
Gyration
r
in
1.195
1.193
1.189
1.185
Distance to
N.A. from
Bottom
yb
in
1.78
1.76
1.72
1.70
Allowable (Rn/Ω)
1.5"
2"
566
622
973
1056
799
876
1371
1482
1367
1490
2343
2519
2076
2254
3560
3814
h=3.06"
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Moment of
Inertia
Moment of
Inertia
Ie+
in4/ft
0.626
0.788
1.121
1.474
I ein4/ft
0.758
0.934
1.275
1.575
3"
716
1194
1004
1669
1697
2816
2554
4239
1"
764
1303
1084
1844
1868
3173
2852
4849
r=0.125"
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
0.689
0.848
1.173
1.508
Factored (ΦRn)
1.5"
2"
866
952
1448
1570
1223
1340
2040
2205
2092
2280
3485
3748
3176
3449
5296
5673
θ=70.7º
Iin4/ft
0.776
0.945
1.275
1.575
3"
1095
1776
1536
2482
2597
4189
3907
6305
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TABLE OF CONTENTS
3-7/8”
4-1/8”
8”
3”
36/5
2-1/8”
32”
Panel Properties
Gage
Area
Ag
in2/ft
1.114
1.254
1.406
1.330
1.470
1.622
1.547
1.687
1.839
Bending
Distance to
N.A. from
Bottom
yb
in
0.76
0.66
0.62
0.99
0.90
0.81
1.13
1.04
0.96
Section
Modulus
Sein3/ft
0.808
0.838
0.863
1.057
1.093
1.123
1.306
1.346
1.380
Distance to
N.A. from
Bottom
yb
in
1.39
1.24
1.11
1.45
1.33
1.22
1.49
1.39
1.30
Moment of
Inertia
Ie +
in4/ft
1.381
1.480
1.515
1.835
1.972
2.107
2.316
2.495
2.661
Moment of
Inertia
I ein4/ft
1.454
1.623
1.816
1.839
2.019
2.234
2.218
2.405
2.636
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
1.501
1.612
1.676
1.938
2.087
2.230
2.385
2.572
2.746
Iin4/ft
1.549
1.708
1.877
1.940
2.118
2.314
2.319
2.512
2.729
C PANELS
Section
Modulus
Se+
in3/ft
0.488
0.490
0.522
0.798
0.816
0.810
1.073
1.098
1.119
Radius of
Gyration
r
in
1.250
1.223
1.192
1.269
1.255
1.235
1.277
1.271
1.259
N PANELS
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Area
Ae
in2/ft
0.547
0.622
0.729
0.784
0.859
0.966
1.057
1.132
1.238
Tensile
Strength
Fu
ksi
65
65
65
65
65
65
65
65
65
B PANELS
Compression
Base Metal
t
Fy
in
ksi
0.0359 / 0.036
50
0.0359 / 0.047
50
0.0359 / 0.059
50
0.0478 / 0.036
50
0.0478 / 0.047
50
0.0478 / 0.059
50
0.0598 / 0.036
50
0.0598 / 0.047
50
0.0598 / 0.059
50
2W PANELS
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Weight
w
psf
3.96
4.44
4.96
4.71
5.19
5.71
5.47
5.95
6.47
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Ig
yb
Sg
in4/ft
in
in3/ft
1.740
1.07
0.867
1.877
0.96
0.884
1.999
0.87
0.899
2.143
1.19
1.129
2.316
1.09
1.153
2.474
1.00
1.173
2.522
1.27
1.385
2.725
1.18
1.415
2.914
1.10
1.442
3W PANELS
NHF-32 Profile
Gage
GENERAL INFORMATION
NHF-32 5.2
D PANEL
ACUSTADEK®
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125
TABLE OF CONTENTS
5.3 NHF-36 Cellular Composite Deck
NHF-36 Cellular Shoring Table
Total Slab Depth
(in)
Volume
cy/100sf
5
0.979
6
1.288
6 1/2
1 Hour
Fire Rating
1.442
7 1/2
2 Hour
Fire Rating
1.751
8 1/4
3 Hour
Fire Rating
1.982
Gage
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Slab and Deck
psf
Single
Double
42.0
12' - 5"
14' - 8"
42.4
13' - 0"
15' - 2"
42.9
12' - 10"
15' - 1"
42.6
14' - 4"
16' - 7"
43.1
14' - 7"
17' - 7"
43.6
14' - 9"
18' - 0"
43.3
15' - 1"
18' - 0"
43.8
15' - 4"
18' - 4"
44.3
15' - 6"
18' - 9"
54.0
11' - 4"
13' - 5"
54.5
11' - 10"
13' - 11"
55.0
11' - 9"
13' - 10"
54.7
13' - 6"
15' - 3"
55.2
13' - 9"
16' - 4"
55.7
13' - 11"
16' - 7"
55.4
14' - 2"
16' - 9"
55.8
14' - 5"
17' - 4"
56.4
14' - 8"
17' - 8"
60.1
10' - 10"
12' - 11"
60.6
11' - 4"
13' - 5"
61.1
11' - 3"
13' - 4"
60.7
13' - 2"
14' - 8"
61.2
13' - 5"
15' - 9"
61.7
13' - 7"
16' - 0"
61.4
13' - 10"
16' - 2"
61.9
14' - 1"
16' - 11"
62.4
14' - 4"
17' - 3"
72.2
10' - 1"
12' - 1"
72.6
10' - 7"
12' - 7"
73.2
10' - 6"
12' - 6"
72.8
12' - 8"
13' - 9"
73.3
12' - 10"
14' - 9"
73.8
13' - 0"
15' - 0"
73.5
13' - 3"
15' - 1"
74.0
13' - 6"
16' - 2"
74.5
13' - 8"
16' - 6"
81.2
9' - 7"
11' - 7"
81.7
10' - 1"
12' - 0"
82.2
10' - 0"
11' - 11"
81.9
12' - 3"
13' - 2"
82.4
12' - 4"
14' - 1"
82.9
12' - 5"
14' - 4"
82.6
12' - 11"
14' - 5"
83.0
13' - 2"
15' - 6"
83.5
13' - 4"
15' - 10"
Triple
13' - 3"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
12' - 2"
12' - 8"
12' - 6"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
11' - 9"
12' - 2"
12' - 1"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
10' - 11"
11' - 4"
11' - 3"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
10' - 6"
10' - 10"
10' - 10"
12' - 11"
13' - 0"
13' - 1"
13' - 4"
13' - 4"
13' - 4"
126
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TABLE OF CONTENTS
NHF-36 Cellular Composite Deck 5.3
Volume
cy/100sf
5
0.979
1 Hour
Fire Rating
1.288
2 Hour
Fire Rating
1.365
3 Hour
Fire Rating
1.654
D PANEL
7 3/16
C PANELS
6 1/4
N PANELS
6
1.133
Triple
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 2"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
12' - 4"
12' - 10"
12' - 9"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
13' - 4"
B PANELS
5 1/2
ACUSTADEK®
Gage
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Slab and Deck
psf
Single
Double
32.7
13' - 9"
15' - 11"
33.2
14' - 5"
16' - 7"
33.7
14' - 3"
16' - 5"
33.4
15' - 4"
18' - 1"
33.8
15' - 6"
18' - 9"
34.4
15' - 9"
19' - 2"
34.0
16' - 0"
19' - 2"
34.5
16' - 3"
19' - 6"
35.0
16' - 6"
19' - 11"
37.3
13' - 1"
15' - 4"
37.8
13' - 8"
15' - 11"
38.3
13' - 7"
15' - 9"
37.9
14' - 10"
17' - 5"
38.4
15' - 1"
18' - 3"
38.9
15' - 3"
18' - 7"
38.6
15' - 7"
18' - 7"
39.1
15' - 10"
19' - 0"
39.6
16' - 0"
19' - 4"
41.9
12' - 7"
14' - 9"
42.3
13' - 1"
15' - 4"
42.9
13' - 0"
15' - 2"
42.5
14' - 5"
16' - 9"
43.0
14' - 8"
17' - 9"
43.5
14' - 10"
18' - 2"
43.2
15' - 2"
18' - 1"
43.7
15' - 5"
18' - 6"
44.2
15' - 7"
18' - 10"
44.2
12' - 4"
14' - 6"
44.6
12' - 10"
15' - 0"
45.2
12' - 9"
14' - 11"
44.8
14' - 3"
16' - 6"
45.3
14' - 6"
17' - 6"
45.8
14' - 8"
17' - 11"
45.5
14' - 11"
17' - 11"
46.0
15' - 2"
18' - 3"
46.5
15' - 5"
18' - 7"
52.8
11' - 6"
13' - 8"
53.2
12' - 0"
14' - 2"
53.7
11' - 11"
14' - 1"
53.4
13' - 8"
15' - 6"
53.9
13' - 11"
16' - 7"
54.4
14' - 1"
16' - 10"
54.1
14' - 4"
17' - 0"
54.6
14' - 7"
17' - 6"
55.1
14' - 9"
17' - 11"
2W PANELS
Total Slab Depth
(in)
3W PANELS
NHF-36 Cellular Shoring Table
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GENERAL INFORMATION
127
TABLE OF CONTENTS
5.3 NH-32 Composite Deck
5" Total Slab Depth
Gage
22
20
GA
22
Single
9' - 8"
11' - 3"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
277
443
-
242
387
-
2436
2214
2197
2181
40.3
65.45
2406
2197
2181
2166
psf
in4/ft
8'-0"
8'-6"
Concrete + Deck =
(Icr+Iu)/2 =
Single
12' - 8"
13' - 6"
9'-0"
9'-6"
212
340
-
188
300
-
166
266
-
148
237
-
132
211
-
118
189
-
106
170
-
2380
2183
2167
2153
2368
2181
2166
2153
Icr =
Iu =
2346 2326
2168 2157
2155 2144
2142 2132
38.1 in4/ft
92.8 in4/ft
2308
2147
2134
2123
2292
2138
2126
2115
2277
2129
2118
2107
Mno/Ω=
ϕMno=
Double
14' - 11"
16' - 9"
96
153
-
8'-0"
2272 2259
2130 2122
2119 2112
2109 2102
30.8 kip-in/ft
47.2 kip-in/ft
8'-6"
8'-6"
86
138
-
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
518 456 403 358 320 288 259 235 213 194
ASD, W/Ω
829 729 645 573 513 460 415 375 340 310
LRFD, ϕW
L/360
3009 2944 2886 2880 2831 2787 2747 2710 2676 2680
2532 2495 2462 2478 2449 2423 2399 2378 2358 2374
2480 2446 2416 2434 2407 2383 2362 2342 2323 2341
#12 Screw Base Steel ≥ .0385" 2492 2458 2428 2446 2420 2396 2374 2354 2336 2353
Icr = 61.6 in4/ft
Mno/Ω= 55.2
(Icr+Iu)/2 = 83.94 in4/ft
Iu = 106.3 in4/ft
ϕMno= 84.5
78
124
-
70
112
-
2247
2115
2105
2096
2235
2109
2099
2090
Vn/Ω =
ϕ Vn =
63
101
-
57
91
-
2225 2215
2103 2097
2093 2088
2084 2079
3.12 kip/ft
4.67 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
106
169
-
96
153
-
87
139
-
2330
2163
2151
2140
kip-in/ft
kip-in/ft
2315
2154
2142
2132
2301
2146
2135
2125
Vn/Ω =
ϕ Vn =
79
126
-
72
115
-
2288 2276
2139 2132
2127 2121
2118 2111
3.12 kip/ft
4.67 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
142
227
-
129
207
-
118
189
-
2482
2253
2237
2225
kip-in/ft
kip-in/ft
2461
2241
2225
2214
2441
2229
2214
2203
Vn/Ω =
ϕ Vn =
108
172
-
99
158
-
2423 2406
2218 2208
2203 2194
2193 2184
3.12 kip/ft
4.67 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
177
283
-
160
258
160
143
237
143
2650
2356
2324
2336
kip-in/ft
kip-in/ft
2622
2339
2308
2321
2597
2324
2294
2306
Vn/Ω =
ϕ Vn =
129
217
129
116
200
116
2573 2550
2309 2296
2280 2268
2293 2280
3.12 kip/ft
4.67 kip/ft
All Gages
8'-0"
Triple
15' - 2"
15' - 11"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
425
373 329 292 261 234 210 190 172 156
ASD, W/Ω
680
597 527 468 417 374 336 303 275 249
LRFD, ϕW
L/360
2767 2717 2673 2662 2624 2590 2560 2532 2506 2504
2396 2368 2343 2349 2327 2308 2290 2274 2259 2267
2369 2343 2319 2326 2306 2287 2270 2255 2241 2250
#12 Screw Base Steel ≥ .0385" 2351 2325 2302 2311 2291 2273 2257 2242 2228 2238
Icr = 52.9 in4/ft
Mno/Ω= 45.8
(Icr+Iu)/2 = 77.02 in4/ft
Iu = 101.1 in4/ft
ϕMno= 70.1
16
Gage
18
16
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
329
288 253 224 200 178 160 143 129
117
ASD, W/Ω
526
461 406 359 319 285 255 229 207 187
LRFD, ϕW
L/360
2543 2507 2474 2462 2435 2411 2389 2369 2350 2346
2272 2252 2234 2234 2219 2205 2192 2181 2170 2173
2252 2233 2216 2217 2202 2189 2177 2166 2156 2159
#12 Screw Base Steel ≥ .0385" 2235 2216 2200 2202 2188 2176 2165 2154 2145 2148
Icr = 43.5 in4/ft
Mno/Ω= 36.1
4
(Icr+Iu)/2 = 69.59 in /ft
Iu = 95.7 in4/ft
ϕMno= 55.2
18
Triple
11' - 5"
13' - 0"
20
Double
10' - 10"
12' - 7"
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
8 in o.c.
3200
4550
5540
7340
10040
16 in o.c.
3200
4550
5540
7340
9890
24 in o.c.
3200
4550
5540
6590
6590
128
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TABLE OF CONTENTS
NH-32 Composite Deck 5.3
Gage
22
20
22
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
328
525
-
287
459
-
2853
2666
2652
2638
46.3
86.16
2828
2652
2638
2626
psf
in4/ft
8'-0"
8'-6"
Concrete + Deck =
(Icr+Iu)/2 =
9'-0"
9'-6"
252
403
-
223
356
-
198
316
-
176
282
-
157
252
-
141
226
-
127
203
-
2805
2639
2626
2614
2797
2639
2627
2616
Icr =
Iu =
2778
2628
2617
2606
49.7
122.6
2761
2619
2607
2597
in4/ft
in4/ft
2746
2610
2599
2589
2732
2602
2591
2582
2719
2594
2584
2575
Mno/Ω=
ϕMno=
Double
14' - 3"
16' - 1"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
114
182
-
8'-0"
8'-6"
84
134
-
2694
2583
2574
2566
2684
2577
2569
2561
Vn/Ω =
ϕ Vn =
76
121
-
69
110
-
2675 2667
2572 2567
2564 2559
2557 2552
3.58 kip/ft
5.37 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
126
202
-
114
183
-
104
166
-
2766
2626
2615
2606
kip-in/ft
kip-in/ft
2753
2618
2608
2599
2741
2611
2601
2592
Vn/Ω =
ϕ Vn =
94
151
-
86
138
-
2730 2719
2604 2598
2595 2589
2586 2581
3.58 kip/ft
5.37 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
169
271
-
154
247
-
141
225
-
2899
2707
2693
2683
kip-in/ft
kip-in/ft
2881
2696
2682
2673
2864
2685
2672
2663
Vn/Ω =
ϕ Vn =
129
206
-
118
189
-
2848 2833
2676 2667
2663 2655
2654 2646
3.58 kip/ft
5.37 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
193
308
-
177
283
-
3049
2801
2774
2786
kip-in/ft
kip-in/ft
3024
2786
2760
2772
3002
2772
2747
2759
Vn/Ω =
ϕ Vn =
162
260
-
149
239
-
2981 2961
2759 2747
2735 2723
2747 2735
3.58 kip/ft
5.37 kip/ft
www.ascsd.com
129
ACUSTADEK®
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
8 in o.c.
3700
5050
6040
7840
10540
16 in o.c.
3700
5050
6040
7840
9890
24 in o.c.
3700
5050
6040
6590
6590
D PANEL
211
337
-
C PANELS
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
616 541 479 426 381 342 309 279 254 231
ASD, W/Ω
985 866 766 682 610 548 494 447 406 369
LRFD, ϕW
L/360
3351 3294 3244 3245 3202 3164 3129 3097 3067 3075
2948 2916 2887 2906 2880 2857 2836 2817 2799 2817
2905 2875 2848 2869 2845 2824 2804 2786 2770 2789
#12 Screw Base Steel ≥ .0385" 2917 2887 2860 2881 2858 2836 2816 2799 2782 2801
Icr = 80.4 in4/ft
Mno/Ω= 65.5
(Icr+Iu)/2 = 110.05 in4/ft
Iu = 139.7 in4/ft
ϕMno= 100.2
93
148
-
N PANELS
8'-6"
103
164
-
2715 2704
2596 2589
2587 2580
2578 2572
36.4 kip-in/ft
55.8 kip-in/ft
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
505
443 391 348 310 278 250 226 205 186
ASD, W/Ω
808
709 626 556 496 445 400 362 327 297
LRFD, ϕW
L/360
3139 3096 3058 3052 3020 2991 2964 2940 2918 2919
2827 2802 2780 2789 2770 2753 2737 2722 2709 2719
2804 2781 2760 2770 2752 2735 2720 2707 2694 2704
#12 Screw Base Steel ≥ .0385" 2788 2766 2746 2757 2739 2723 2709 2696 2684 2694
Icr = 69.1 in4/ft
Mno/Ω= 54.3
(Icr+Iu)/2 = 101.13 in4/ft
Iu = 133.2 in4/ft
ϕMno= 83.0
8'-0"
Triple
14' - 9"
15' - 5"
B PANELS
All Gages
Single
12' - 4"
13' - 1"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
390
342 301 267 237 212 190 171 154 139
ASD, W/Ω
624
547 482 427 379 339 304 273 246 223
LRFD, ϕW
L/360
2945 2914 2887 2878 2855 2834 2815 2798 2782 2780
2717 2700 2684 2686 2673 2661 2650 2639 2630 2634
2700 2683 2669 2672 2659 2647 2637 2627 2619 2623
#12 Screw Base Steel ≥ .0385" 2685 2670 2656 2659 2647 2636 2626 2617 2609 2614
Icr = 56.7 in4/ft
Mno/Ω= 42.7
4
(Icr+Iu)/2 = 91.51 in /ft
Iu = 126.3 in4/ft
ϕMno= 65.3
16
Gage
18
16
2W PANELS
8'-0"
18
Triple
10' - 10"
12' - 5"
20
Double
10' - 4"
12' - 0"
3W PANELS
GA
Single
9' - 3"
10' - 8"
GENERAL INFORMATION
TABLE OF CONTENTS
6" Total Slab Depth
Gage
22
20
GA
22
Single
8' - 10"
10' - 3"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
383
613
-
335
536
-
All Gages
130
Single
11' - 11"
12' - 8"
9'-0"
9'-6"
294
471
-
260
416
-
231
370
-
206
329
-
184
295
-
165
264
-
148
238
-
3361
3164
3148
3134
3348
3162
3147
3134
Icr =
Iu =
3327
3149
3135
3123
63.3
158.6
3307
3138
3125
3113
in4/ft
in4/ft
3289
3128
3115
3104
3273
3118
3106
3095
3258
3110
3098
3088
Mno/Ω=
ϕMno=
Double
13' - 8"
15' - 6"
8'-0"
8'-0"
134
214
-
8'-6"
8'-6"
8'-6"
121
193
-
3253 3240
3111 3103
3100 3092
3089 3083
42.4 kip-in/ft
64.9 kip-in/ft
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
590
518 458 407 363 326 293 265 240 218
ASD, W/Ω
945
830 733 651 582 521 469 424 384 349
LRFD, ϕW
L/360
3748 3698 3653 3642 3605 3571 3541 3513 3487 3485
3377 3349 3324 3330 3308 3289 3271 3254 3240 3248
3350 3323 3300 3307 3287 3268 3251 3236 3222 3230
#12 Screw Base Steel ≥ .0385" 3331 3306 3283 3291 3272 3254 3237 3223 3209 3218
Icr = 88.3 in4/ft
Mno/Ω= 63.3
(Icr+Iu)/2 = 130.01 in4/ft
Iu = 171.7 in4/ft
ϕMno= 96.9
8'-0"
Triple
14' - 1"
15' - 0"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
456
399 352 312 277 248 222 200 181 163
ASD, W/Ω
729
639 563 499 444 397 356 320 289 261
LRFD, ϕW
L/360
3524 3488 3455 3443 3416 3392 3370 3350 3331 3327
3253 3233 3215 3215 3200 3186 3173 3161 3151 3154
3233 3214 3197 3198 3183 3170 3158 3147 3137 3140
#12 Screw Base Steel ≥ .0385" 3215 3197 3181 3183 3169 3157 3145 3135 3126 3129
Icr = 72.4 in4/ft
Mno/Ω= 49.7
4
(Icr+Iu)/2 = 117.76 in /ft
Iu = 163.2 in4/ft
ϕMno= 76.1
16
Gage
18
16
3417 3387
3195 3178
3178 3162
#12 Screw Base Steel ≥ .0385" 3162 3147
(Icr+Iu)/2 = 110.95 in4/ft
18
Triple
10' - 4"
11' - 11"
20
Double
9' - 11"
11' - 6"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
721 634 561 499 447 401 362 328 298 271
ASD, W/Ω
1153 1014 898 799 715 642 579 525 476 434
LRFD, ϕW
L/360
3990 3925 3867 3861 3812 3768 3728 3691 3657 3661
3513 3476 3443 3459 3430 3404 3380 3359 3339 3355
3461 3427 3397 3415 3388 3364 3342 3322 3304 3322
#12 Screw Base Steel ≥ .0385" 3473 3439 3409 3427 3400 3376 3355 3335 3316 3334
Icr = 102.7 in4/ft
Mno/Ω= 76.5
(Icr+Iu)/2 = 141.35 in4/ft
Iu = 180.0 in4/ft
ϕMno= 117.0
109
174
-
99
158
-
3227
3096
3086
3076
3216
3089
3080
3071
Vn/Ω =
ϕ Vn =
89
143
-
81
129
-
3206 3196
3083 3078
3074 3069
3065 3060
4.07 kip/ft
6.10 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
148
237
-
134
215
-
122
195
-
3311
3144
3131
3121
kip-in/ft
kip-in/ft
3296
3135
3123
3113
3282
3127
3115
3105
Vn/Ω =
ϕ Vn =
111
178
-
101
162
-
3269 3257
3120 3112
3108 3102
3099 3092
4.07 kip/ft
6.10 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
199
318
-
181
290
-
166
265
-
3462
3234
3218
3206
kip-in/ft
kip-in/ft
3441
3222
3206
3195
3422
3210
3195
3184
Vn/Ω =
ϕ Vn =
152
243
-
139
223
-
3404 3387
3199 3189
3184 3175
3174 3165
4.07 kip/ft
6.10 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
248
396
-
227
363
-
208
333
-
3631
3337
3305
3317
kip-in/ft
kip-in/ft
3603
3320
3289
3301
3577
3304
3275
3287
Vn/Ω =
ϕ Vn =
191
306
-
176
281
-
3554 3531
3290 3276
3261 3249
3273 3261
4.07 kip/ft
6.10 kip/ft
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
8 in o.c.
4190
5540
6530
8330
11030
16 in o.c.
4190
5540
6530
8330
9890
24 in o.c.
4190
5540
6530
6590
6590
www.ascsd.com
TABLE OF CONTENTS
1 Hour Fire Rating
Gage
22
20
22
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
441
705
-
385
616
-
9'-0"
9'-6"
339
542
-
300
479
-
266
426
-
237
380
-
212
340
-
191
305
-
171
274
-
3851
3654
3639
3625
3839
3652
3638
3624
Icr =
Iu =
3817
3640
3626
3613
79.0
201.5
3797
3628
3615
3603
in4/ft
in4/ft
3780
3618
3606
3594
3763
3609
3597
3586
3748
3600
3589
3578
Mno/Ω=
ϕMno=
Double
13' - 2"
14' - 11"
8'-0"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
155
247
-
3743 3730
3601 3593
3590 3583
3580 3573
48.6 kip-in/ft
74.4 kip-in/ft
8'-6"
3718
3586
3576
3567
3707
3580
3570
3561
Vn/Ω =
ϕ Vn =
104
166
-
94
150
-
3696 3686
3574 3568
3564 3559
3556 3550
4.58 kip/ft
6.74 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
171
274
-
156
249
-
142
226
-
3801
3634
3622
3611
kip-in/ft
kip-in/ft
3786
3626
3614
3603
3772
3618
3606
3596
Vn/Ω =
ϕ Vn =
129
206
-
118
188
-
3759 3747
3610 3603
3599 3592
3589 3583
4.58 kip/ft
6.88 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
230
368
-
210
336
-
192
307
-
3953
3725
3708
3696
kip-in/ft
kip-in/ft
3932
3712
3696
3685
3912
3700
3685
3674
Vn/Ω =
ϕ Vn =
176
282
-
162
259
-
3894 3877
3690 3679
3675 3665
3664 3655
4.58 kip/ft
6.88 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
287
459
-
263
420
-
241
386
-
4121
3827
3795
3807
kip-in/ft
kip-in/ft
4094
3810
3780
3792
4068
3795
3765
3777
Vn/Ω =
ϕ Vn =
222
355
-
204
327
-
4044 4022
3780 3767
3752 3739
3764 3751
4.58 kip/ft
6.88 kip/ft
www.ascsd.com
131
ACUSTADEK®
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
8 in o.c.
n/a
6030
7020
8820
11520
16 in o.c.
n/a
6030
7020
8820
9890
24 in o.c.
n/a
6030
6590
6590
6590
D PANEL
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
832 732 648 577 516 464 419 379 345 314
ASD, W/Ω
1331 1171 1037 923 826 742 670 607 551 502
LRFD, ϕW
L/360
4481 4416 4358 4351 4302 4258 4218 4181 4148 4151
4003 3966 3933 3949 3920 3894 3871 3849 3829 3845
3951 3917 3887 3905 3879 3855 3833 3813 3795 3812
#12 Screw Base Steel ≥ .0385" 3963 3930 3899 3917 3891 3867 3845 3825 3807 3824
Icr = 128.7 in4/ft
Mno/Ω= 88.1
(Icr+Iu)/2 = 178.27 in4/ft
Iu = 227.8 in4/ft
ϕMno= 134.7
114
183
-
C PANELS
8'-6"
126
202
-
N PANELS
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
681
598 528 470 420 376 339 306 278 252
ASD, W/Ω
1089 956 845 751 671 602 542 490 444 404
LRFD, ϕW
L/360
4239 4188 4144 4133 4095 4062 4031 4003 3977 3976
3868 3839 3814 3820 3799 3779 3761 3745 3730 3738
3841 3814 3790 3798 3777 3758 3742 3726 3712 3721
#12 Screw Base Steel ≥ .0385" 3822 3796 3773 3782 3762 3744 3728 3713 3699 3709
Icr = 110.5 in4/ft
Mno/Ω= 72.8
4
(Icr+Iu)/2 = 164.08 in /ft
Iu = 217.7 in4/ft
ϕMno= 111.4
8'-0"
140
223
-
B PANELS
8'-0"
8'-6"
Triple
13' - 7"
14' - 8"
2W PANELS
All Gages
Single
11' - 8"
12' - 4"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
524
460 405 359 320 286 257 231 209 189
ASD, W/Ω
839
735 648 575 512 458
411
370 334 302
LRFD, ϕW
L/360
4014 3978 3946 3933 3906 3882 3860 3840 3822 3817
3744 3723 3705 3705 3690 3676 3663 3652 3641 3644
3723 3704 3687 3688 3674 3660 3648 3638 3628 3631
#12 Screw Base Steel ≥ .0385" 3706 3688 3672 3673 3660 3647 3636 3626 3616 3620
Icr = 90.4 in4/ft
Mno/Ω= 57.1
(Icr+Iu)/2 = 148.75 in4/ft
Iu = 207.1 in4/ft
ϕMno= 87.3
16
Gage
18
16
3907 3878
3685 3669
3668 3652
#12 Screw Base Steel ≥ .0385" 3652 3638
(Icr+Iu)/2 = 140.24 in4/ft
18
Triple
9' - 11"
11' - 6"
20
Double
9' - 7"
11' - 1"
3W PANELS
GA
Single
8' - 6"
9' - 10"
GENERAL INFORMATION
TABLE OF CONTENTS
2 Hour Fire Rating
Gage
22
20
GA
22
Single
7' - 11"
9' - 2"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
561
898
-
491
786
-
Single
11' - 1"
11' - 10"
9'-0"
9'-6"
432
692
-
382
612
-
340
544
-
304
486
-
272
435
-
244
391
-
220
352
-
4832
4635
4619
4605
4820
4633
4618
4605
Icr =
Iu =
4798
4621
4607
4594
116.8
311.1
4778
4609
4596
4584
in4/ft
in4/ft
4760
4599
4587
4575
4744
4590
4578
4567
4729
4581
4570
4559
Mno/Ω=
ϕMno=
Double
12' - 3"
13' - 11"
8'-0"
8'-0"
199
318
-
8'-6"
8'-6"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
1067 939 832 741 663 597 539 488 444 405
ASD, W/Ω
1708 1503 1331 1186 1062 955 862 781
711
648
LRFD, ϕW
L/360
5462 5396 5339 5332 5283 5239 5199 5162 5129 5132
4984 4947 4914 4930 4901 4875 4851 4830 4810 4826
4932 4898 4868 4886 4860 4836 4814 4794 4775 4793
#12 Screw Base Steel ≥ .0385" 4944 4910 4880 4898 4872 4848 4826 4806 4788 4805
Icr = 192.0 in4/ft
Mno/Ω= 112.6
(Icr+Iu)/2 = 270.62 in4/ft
Iu = 349.2 in4/ft
ϕMno= 172.3
163
260
-
148
236
-
4699
4567
4557
4548
4688
4561
4551
4542
Vn/Ω =
ϕ Vn =
134
214
-
122
195
-
4677 4667
4555 4549
4545 4540
4536 4531
5.28 kip/ft
7.58 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
220
353
-
200
321
-
183
292
-
4782
4615
4603
4592
kip-in/ft
kip-in/ft
4767
4607
4594
4584
4753
4598
4587
4577
Vn/Ω =
ϕ Vn =
167
267
-
152
244
-
4740 4728
4591 4584
4580 4573
4570 4564
5.70 kip/ft
8.55 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
296
474
-
271
434
-
248
397
-
4934
4705
4689
4677
kip-in/ft
kip-in/ft
4913
4693
4677
4666
4893
4681
4666
4655
Vn/Ω =
ϕ Vn =
228
364
-
209
335
-
4875 4858
4670 4660
4656 4646
4645 4636
5.70 kip/ft
8.55 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
370
593
-
340
543
-
312
499
-
5102
4808
4776
4788
kip-in/ft
kip-in/ft
5074
4791
4761
4773
5049
4776
4746
4758
Vn/Ω =
ϕ Vn =
287
459
-
265
424
-
5025 5002
4761 4748
4733 4720
4745 4732
5.70 kip/ft
8.55 kip/ft
All Gages
8'-6"
180
287
-
4724 4711
4582 4574
4571 4564
4561 4554
61.6 kip-in/ft
94.3 kip-in/ft
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
871
765 677 602 538 483 435 394 357 325
ASD, W/Ω
1394 1225 1083 963 861 773 697 630 572 520
LRFD, ϕW
L/360
5219 5169 5125 5114 5076 5043 5012 4984 4958 4956
4848 4820 4795 4801 4780 4760 4742 4726 4711 4719
4821 4795 4771 4779 4758 4739 4722 4707 4693 4702
#12 Screw Base Steel ≥ .0385" 4803 4777 4754 4763 4743 4725 4709 4694 4680 4690
Icr = 164.3 in4/ft
Mno/Ω= 92.8
4
(Icr+Iu)/2 = 249.42 in /ft
Iu = 334.5 in4/ft
ϕMno= 142.0
8'-0"
Triple
12' - 8"
14' - 0"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
669
587 517 459 409 366 329 296 268 243
ASD, W/Ω
1070 938 828 734 654 586 526 474 428 388
LRFD, ϕW
L/360
4995 4959 4927 4914 4887 4863 4841 4821 4803 4798
4725 4704 4686 4686 4671 4657 4644 4633 4622 4625
4704 4685 4668 4669 4654 4641 4629 4618 4608 4612
#12 Screw Base Steel ≥ .0385" 4687 4669 4652 4654 4641 4628 4617 4606 4597 4601
Icr = 133.9 in4/ft
Mno/Ω= 72.5
(Icr+Iu)/2 = 226.56 in4/ft
Iu = 319.2 in4/ft
ϕMno= 110.9
16
Gage
18
16
4888 4858
4666 4650
4649 4633
#12 Screw Base Steel ≥ .0385" 4633 4618
(Icr+Iu)/2 = 213.93 in4/ft
18
Triple
9' - 3"
10' - 8"
20
Double
8' - 11"
10' - 4"
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
8 in o.c.
n/a
7020
8010
9810
12510
16 in o.c.
n/a
7020
8010
9810
9890
24 in o.c.
n/a
6590
6590
6590
6590
132
www.ascsd.com
TABLE OF CONTENTS
3 Hour Fire Rating
Gage
22
20
22
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
655
1048
-
574
918
-
Double
11' - 9"
13' - 4"
8'-0"
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"
505
808
-
447
716
-
398
637
-
355
568
-
318
509
-
286
458
-
258
413
-
233
373
-
211
338
-
191
306
-
174
278
-
5568
5370
5355
5341
5555
5369
5354
5341
Icr =
Iu =
5534
5356
5342
5330
150.7
417.2
5514
5345
5332
5320
in4/ft
in4/ft
5496
5335
5322
5311
5480
5325
5313
5302
5465
5317
5305
5295
Mno/Ω=
ϕMno=
5460
5318
5307
5296
71.8
109.8
5447
5310
5299
5290
kip-in/ft
kip-in/ft
5434
5303
5293
5283
5423
5296
5287
5277
Vn/Ω =
ϕ Vn =
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
259
414
-
236
377
-
215
344
-
5517
5351
5338
5328
kip-in/ft
kip-in/ft
5503
5342
5330
5320
5489
5334
5322
5312
Vn/Ω =
ϕ Vn =
196
314
-
180
287
-
5476 5464
5327 5319
5315 5308
5306 5299
6.61 kip/ft
9.91 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
349
558
-
319
510
-
292
468
-
5669
5441
5424
5413
kip-in/ft
kip-in/ft
5648
5429
5413
5401
5629
5417
5401
5391
Vn/Ω =
ϕ Vn =
269
430
-
247
395
-
5611 5594
5406 5396
5391 5382
5381 5372
6.61 kip/ft
9.91 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
436
698
-
400
640
-
368
588
-
5838
5544
5512
5524
kip-in/ft
kip-in/ft
5810
5527
5496
5508
5784
5511
5482
5494
Vn/Ω =
ϕ Vn =
339
542
-
312
500
-
5760 5738
5497 5483
5468 5456
5480 5468
6.61 kip/ft
9.91 kip/ft
www.ascsd.com
133
ACUSTADEK®
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
8 in o.c.
n/a
7760
8750
10550
13250
16 in o.c.
n/a
7760
8750
9890
9890
24 in o.c.
n/a
6590
6590
6590
6590
D PANEL
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
1252 1102 977 870 779 701 634 574 523 477
ASD, W/Ω
2004 1764 1563 1392 1247 1122 1014 919 836 763
LRFD, ϕW
L/360
6197 6132 6074 6068 6019 5975 5934 5898 5864 5868
5720 5683 5650 5665 5637 5611 5587 5566 5546 5562
5668 5634 5604 5622 5595 5571 5549 5529 5511 5529
#12 Screw Base Steel ≥ .0385" 5680 5646 5616 5634 5607 5583 5562 5542 5523 5541
Icr = 249.6 in4/ft
Mno/Ω= 131.9
(Icr+Iu)/2 = 357.70 in4/ft
Iu = 465.8 in4/ft
ϕMno= 201.7
5413 5403
5290 5285
5281 5275
5272 5267
5.73 kip/ft
8.26 kip/ft
C PANELS
8'-6"
144
230
-
N PANELS
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
463 420 382
1020 897 794 706 631 567
511
ASD, W/Ω
1633 1435 1270 1130 1010 907 818 740 672 612
LRFD, ϕW
L/360
5955 5905 5860 5849 5812 5778 5748 5719 5694 5692
5584 5556 5531 5537 5515 5496 5478 5461 5446 5455
5557 5530 5507 5514 5494 5475 5458 5443 5428 5437
#12 Screw Base Steel ≥ .0385" 5538 5513 5490 5498 5479 5461 5444 5430 5416 5425
Icr = 213.1 in4/ft
Mno/Ω= 108.5
4
(Icr+Iu)/2 = 330.07 in /ft
Iu = 447.0 in4/ft
ϕMno= 166.0
8'-0"
8'-6"
158
253
-
B PANELS
8'-0"
8'-6"
Triple
12' - 2"
13' - 8"
2W PANELS
All Gages
Single
10' - 8"
11' - 6"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
782
686 605 537 479 429 385 347 314 285
ASD, W/Ω
1251 1097 968 859 766 686 617 556 503 456
LRFD, ϕW
L/360
5731 5694 5662 5650 5623 5599 5577 5557 5538 5534
5460 5440 5422 5422 5407 5393 5380 5368 5358 5360
5440 5421 5404 5405 5390 5377 5365 5354 5344 5347
#12 Screw Base Steel ≥ .0385" 5422 5404 5388 5390 5376 5364 5352 5342 5333 5336
Icr = 173.1 in4/ft
Mno/Ω= 84.5
(Icr+Iu)/2 = 300.31 in4/ft
Iu = 427.5 in4/ft
ϕMno= 129.3
16
Gage
18
16
5624 5594
5402 5385
5385 5369
#12 Screw Base Steel ≥ .0385" 5369 5354
(Icr+Iu)/2 = 283.94 in4/ft
18
Triple
8' - 10"
10' - 2"
20
Double
8' - 7"
9' - 11"
3W PANELS
GA
Single
7' - 7"
8' - 9"
GENERAL INFORMATION
TABLE OF CONTENTS
5" Total Slab Depth
Gage
22
20
GA
22
Single
10' - 8"
12' - 5"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
269
430
-
236
377
-
1780
1558
1541
1525
31.0
76.03
1751
1542
1526
1511
psf
in4/ft
8'-0"
8'-6"
Concrete + Deck =
(Icr+Iu)/2 =
Single
13' - 7"
14' - 4"
9'-0"
9'-6"
208
332
-
184
294
-
164
262
-
146
234
-
131
210
-
118
189
-
107
171
-
1724
1527
1512
1498
1712
1525
1511
1497
Icr =
Iu =
1690
1513
1499
1486
51.6
100.4
1671
1502
1488
1476
in4/ft
in4/ft
1653
1491
1479
1467
1636
1482
1470
1459
1621
1473
1462
1451
Mno/Ω=
ϕMno=
Double
16' - 3"
17' - 11"
96
154
-
8'-0"
1616 1603
1474 1467
1463 1456
1453 1446
29.3 kip-in/ft
44.9 kip-in/ft
8'-6"
8'-6"
87
140
-
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
491 432 383 341 306 268 233 204 179 159
ASD, W/Ω
786 692 613 546 489 440 397 360 327 299
LRFD, ϕW
L/360
268 233 204 179 159
2364 2299 2241 2234 2185 2141 2101 2064 2031 2034
1886 1849 1816 1832 1803 1777 1754 1732 1712 1728
1834 1800 1770 1788 1762 1738 1716 1696 1678 1695
#12 Screw Base Steel ≥ .0385" 1843 1809 1778 1797 1770 1746 1724 1704 1686 1703
Icr = 81.3 in4/ft
Mno/Ω= 51.8
(Icr+Iu)/2 = 100.33 in4/ft
Iu = 119.4 in4/ft
ϕMno= 79.3
79
127
-
72
115
-
1591
1460
1449
1440
1580
1453
1443
1434
Vn/Ω =
ϕ Vn =
66
105
-
60
96
-
1569 1560
1447 1441
1437 1432
1429 1424
2.34 kip/ft
4.67 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
105
169
-
96
154
-
88
140
-
1676
1510
1497
1486
kip-in/ft
kip-in/ft
1661
1501
1489
1478
1647
1493
1481
1471
Vn/Ω =
ϕ Vn =
80
128
-
73
117
-
1634 1622
1485 1478
1474 1467
1464 1458
2.34 kip/ft
4.67 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
128
222
128
115
203
115
103
186
103
1832
1604
1587
1576
kip-in/ft
kip-in/ft
1811
1591
1575
1564
1791
1580
1564
1553
Vn/Ω =
ϕ Vn =
93
171
93
84
157
84
1773 1756
1569 1559
1554 1544
1543 1534
2.34 kip/ft
4.67 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
141
273
141
126
250
126
113
230
113
2004
1710
1678
1687
kip-in/ft
kip-in/ft
1977
1694
1663
1671
1951
1678
1648
1656
Vn/Ω =
ϕ Vn =
102
212
102
92
195
92
1927 1905
1663 1650
1635 1622
1643 1630
2.34 kip/ft
4.67 kip/ft
All Gages
8'-0"
Triple
16' - 3"
17' - 0"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
406
357 316 281 251 225 203 184 163 144
ASD, W/Ω
649
571 505 449 402 361 325 294 267 243
LRFD, ϕW
L/360
163 144
2118 2068 2023 2012 1975 1941 1910 1882 1856 1855
1747 1718 1693 1700 1678 1658 1640 1624 1609 1617
1720 1693 1669 1677 1656 1638 1621 1605 1591 1600
#12 Screw Base Steel ≥ .0385" 1701 1675 1653 1661 1641 1623 1607 1592 1579 1588
Icr = 70.5 in4/ft
Mno/Ω= 43.2
4
(Icr+Iu)/2 = 91.29 in /ft
Iu = 112.1 in4/ft
ϕMno= 66.0
16
Gage
18
16
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
317
278 246 218 195 174 157 141 128
116
ASD, W/Ω
508
445 393 349
311
279 251 226 205 186
LRFD, ϕW
L/360
1889 1853 1821 1808 1782 1757 1735 1715 1697 1692
1619 1599 1580 1581 1565 1551 1539 1527 1516 1519
1598 1579 1562 1563 1549 1536 1524 1513 1503 1506
#12 Screw Base Steel ≥ .0385" 1581 1563 1547 1549 1535 1522 1511 1501 1491 1495
Icr = 58.5 in4/ft
Mno/Ω= 34.2
(Icr+Iu)/2 = 81.52 in4/ft
Iu = 104.5 in4/ft
ϕMno= 52.3
18
Triple
12' - 7"
14' - 2"
20
Double
11' - 9"
13' - 9"
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
8 in o.c.
2720
4070
5060
6860
9560
16 in o.c.
2720
4070
5060
6860
9560
24 in o.c.
2720
4070
5060
6590
6590
134
www.ascsd.com
TABLE OF CONTENTS
3 Hour Fire Rating
Gage
22
20
22
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
319
510
-
280
447
-
2104
1882
1865
1849
35.6
99.79
2075
1866
1850
1835
psf
in4/ft
8'-0"
8'-6"
Concrete + Deck =
(Icr+Iu)/2 =
9'-0"
9'-6"
246
394
-
218
350
-
195
311
-
174
278
-
156
250
-
141
225
-
127
203
-
2048
1851
1836
1822
2036
1849
1835
1821
Icr =
Iu =
2014
1837
1823
1810
67.3
132.2
1995
1826
1812
1800
in4/ft
in4/ft
1977
1815
1803
1791
1960
1806
1794
1783
1945
1798
1786
1775
Mno/Ω=
ϕMno=
Double
15' - 7"
17' - 4"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
115
184
-
8'-0"
8'-6"
86
138
-
1915
1784
1773
1764
1904
1777
1767
1758
Vn/Ω =
ϕ Vn =
79
126
-
72
115
-
1893 1884
1771 1765
1762 1756
1753 1748
2.68 kip/ft
5.31 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
126
201
-
115
184
-
105
168
-
2000
1834
1821
1810
kip-in/ft
kip-in/ft
1985
1825
1813
1802
1971
1817
1805
1795
Vn/Ω =
ϕ Vn =
96
153
-
88
140
-
1958 1946
1809 1802
1798 1791
1788 1782
2.68 kip/ft
5.37 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
165
265
-
150
242
150
134
222
134
2156
1928
1911
1900
kip-in/ft
kip-in/ft
2135
1915
1899
1888
2116
1904
1888
1877
Vn/Ω =
ϕ Vn =
121
204
121
109
188
109
2097 2080
1893 1883
1878 1868
1867 1858
2.68 kip/ft
5.37 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
164
299
164
147
274
147
2328
2034
2002
2011
kip-in/ft
kip-in/ft
2301
2018
1987
1995
2275
2002
1972
1981
Vn/Ω =
ϕ Vn =
133
253
133
120
233
120
2251 2229
1988 1974
1959 1946
1967 1954
2.68 kip/ft
5.37 kip/ft
www.ascsd.com
135
ACUSTADEK®
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
8 in o.c.
3090
4440
5430
7230
9930
16 in o.c.
3090
4440
5430
7230
9890
24 in o.c.
3090
4440
5430
6590
6590
D PANEL
184
326
184
C PANELS
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
583 514 455 406 363 327 295 266 234 207
ASD, W/Ω
933 822 728 649 581 523 472 428 390 356
LRFD, ϕW
L/360
266 234 207
2688 2623 2565 2558 2509 2465 2425 2388 2355 2358
2210 2173 2140 2156 2127 2101 2078 2056 2036 2053
2158 2124 2094 2112 2086 2062 2040 2020 2002 2019
#12 Screw Base Steel ≥ .0385" 2167 2133 2102 2121 2094 2070 2048 2028 2010 2027
Icr = 105.8 in4/ft
Mno/Ω= 61.4
(Icr+Iu)/2 = 130.91 in4/ft
Iu = 156.1 in4/ft
ϕMno= 93.9
95
152
-
N PANELS
8'-6"
104
167
-
1940 1927
1798 1791
1787 1780
1777 1770
34.7 kip-in/ft
53.1 kip-in/ft
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
482
424 375 334 299 268 242 219 199 181
ASD, W/Ω
771
678 600 534 478 429 387 350 318 290
LRFD, ϕW
L/360
2442 2392 2347 2336 2299 2265 2234 2206 2180 2179
2071 2042 2017 2024 2002 1982 1964 1948 1933 1941
2044 2017 1993 2001 1980 1962 1945 1929 1915 1924
#12 Screw Base Steel ≥ .0385" 2025 1999 1977 1985 1965 1947 1931 1916 1903 1912
Icr = 91.8 in4/ft
Mno/Ω= 51.2
4
(Icr+Iu)/2 = 119.40 in /ft
Iu = 147.0 in4/ft
ϕMno= 78.3
8'-0"
Triple
15' - 9"
16' - 6"
B PANELS
All Gages
Single
13' - 2"
13' - 11"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
376
330 292 259 231 207 186 168 152 138
ASD, W/Ω
602
529 467 415 370 332 298 269 244 221
LRFD, ϕW
L/360
2213 2177 2145 2132 2106 2081 2059 2039 2021 2016
1943 1923 1904 1905 1889 1875 1863 1851 1841 1843
1922 1903 1886 1887 1873 1860 1848 1837 1827 1830
#12 Screw Base Steel ≥ .0385" 1905 1887 1871 1873 1859 1846 1835 1825 1815 1819
Icr = 76.3 in4/ft
Mno/Ω= 40.5
(Icr+Iu)/2 = 106.87 in4/ft
Iu = 137.4 in4/ft
ϕMno= 62.0
16
Gage
18
16
2W PANELS
8'-0"
18
Triple
12' - 0"
13' - 8"
20
Double
11' - 4"
13' - 2"
3W PANELS
GA
Single
10' - 2"
11' - 10"
GENERAL INFORMATION
TABLE OF CONTENTS
6" Total Slab Depth
Gage
22
20
GA
22
Single
9' - 9"
11' - 4"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
373
596
-
327
523
-
Single
12' - 9"
13' - 7"
9'-0"
9'-6"
288
461
-
256
409
-
228
364
-
204
326
-
183
293
-
165
264
-
149
238
-
2372
2175
2160
2146
2360
2173
2159
2145
Icr =
Iu =
2338
2161
2147
2134
85.9
170.6
2319
2150
2137
2124
in4/ft
in4/ft
2301
2139
2127
2115
2284
2130
2118
2107
2270
2122
2110
2100
Mno/Ω=
ϕMno=
Double
15' - 0"
16' - 10"
8'-0"
8'-0"
135
216
-
8'-6"
8'-6"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
684 602 534 476 426 384 347 315 286 261
ASD, W/Ω
1094 963 854 761 682 614 555 503 458 418
LRFD, ϕW
L/360
3012 2947 2889 2882 2834 2789 2749 2712 2679 2682
2534 2497 2464 2480 2451 2425 2402 2380 2360 2377
2482 2448 2418 2436 2410 2386 2364 2344 2326 2343
#12 Screw Base Steel ≥ .0385" 2491 2457 2427 2445 2418 2394 2372 2352 2334 2351
Icr = 135.1 in4/ft
Mno/Ω= 71.8
(Icr+Iu)/2 = 167.71 in4/ft
Iu = 200.3 in4/ft
ϕMno= 109.9
111
178
-
101
162
-
2239
2108
2097
2088
2228
2101
2091
2082
Vn/Ω =
ϕ Vn =
92
148
-
84
135
-
2217 2208
2095 2089
2086 2080
2077 2072
3.05 kip/ft
5.59 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
148
236
-
135
216
-
123
197
-
2324
2158
2145
2134
kip-in/ft
kip-in/ft
2309
2149
2137
2126
2295
2141
2129
2119
Vn/Ω =
ϕ Vn =
113
181
-
103
166
-
2282 2270
2133 2126
2122 2115
2112 2106
3.05 kip/ft
6.10 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
194
311
-
178
285
-
163
261
-
2480
2252
2235
2224
kip-in/ft
kip-in/ft
2459
2239
2223
2212
2440
2228
2212
2201
Vn/Ω =
ϕ Vn =
150
240
-
138
221
-
2421 2405
2217 2207
2202 2192
2192 2182
3.05 kip/ft
6.10 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
236
383
236
211
351
211
189
323
189
2652
2358
2327
2335
kip-in/ft
kip-in/ft
2625
2342
2311
2319
2599
2326
2296
2305
Vn/Ω =
ϕ Vn =
170
298
170
154
275
154
2575 2553
2312 2298
2283 2270
2291 2278
3.05 kip/ft
6.10 kip/ft
All Gages
8'-6"
122
196
-
2264 2251
2122 2115
2111 2104
2101 2094
40.4 kip-in/ft
61.9 kip-in/ft
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
564
496 439 391 350 315 284 257 234 213
ASD, W/Ω
903
794 703 626 560 503 454
411
374 341
LRFD, ϕW
L/360
2766 2716 2671 2660 2623 2589 2558 2530 2504 2503
2395 2366 2341 2348 2326 2306 2288 2272 2257 2265
2368 2341 2317 2325 2304 2286 2269 2253 2239 2248
#12 Screw Base Steel ≥ .0385" 2349 2323 2301 2309 2289 2271 2255 2240 2227 2236
Icr = 117.3 in4/ft
Mno/Ω= 59.8
(Icr+Iu)/2 = 153.15 in4/ft
Iu = 189.0 in4/ft
ϕMno= 91.4
8'-0"
Triple
15' - 3"
16' - 1"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
440
386 341 303 271 243 219 197 179 162
ASD, W/Ω
704
618 546 485 433 388 350 316 286 260
LRFD, ϕW
L/360
2537 2501 2469 2456 2430 2405 2383 2363 2345 2340
2267 2247 2229 2229 2213 2199 2187 2175 2165 2167
2246 2227 2210 2211 2197 2184 2172 2161 2151 2154
#12 Screw Base Steel ≥ .0385" 2229 2211 2195 2197 2183 2170 2159 2149 2139 2143
Icr = 97.5 in4/ft
Mno/Ω= 47.3
(Icr+Iu)/2 = 137.24 in4/ft
Iu = 177.0 in4/ft
ϕMno= 72.3
16
Gage
18
16
2428 2399
2206 2190
2189 2174
#12 Screw Base Steel ≥ .0385" 2173 2159
(Icr+Iu)/2 = 128.25 in4/ft
18
Triple
11' - 6"
13' - 1"
20
Double
10' - 11"
12' - 8"
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
8 in o.c.
3460
4810
5800
7600
10300
16 in o.c.
3460
4810
5800
7600
9890
24 in o.c.
3460
4810
5800
6590
6590
136
www.ascsd.com
TABLE OF CONTENTS
2 Hour Fire Rating
Gage
22
20
22
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
401
641
-
351
562
-
9'-0"
9'-6"
310
496
-
275
440
-
245
392
-
219
351
-
197
315
-
177
284
-
160
257
-
2534
2337
2322
2308
2522
2335
2321
2307
Icr =
Iu =
2500
2323
2309
2296
96.3
192.4
2481
2312
2299
2286
in4/ft
in4/ft
2463
2301
2289
2277
2447
2292
2280
2269
2432
2284
2272
2262
Mno/Ω=
ϕMno=
Double
14' - 9"
16' - 8"
8'-0"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
145
233
-
2426 2413
2284 2277
2273 2266
2263 2256
43.4 kip-in/ft
66.4 kip-in/ft
8'-6"
2401
2270
2259
2250
2390
2263
2253
2244
Vn/Ω =
ϕ Vn =
100
160
-
91
146
-
2380 2370
2257 2251
2248 2242
2239 2234
3.24 kip/ft
5.73 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
159
255
-
145
233
-
133
213
-
2486
2320
2307
2296
kip-in/ft
kip-in/ft
2471
2311
2299
2289
2457
2303
2291
2281
Vn/Ω =
ϕ Vn =
122
195
-
112
179
-
2445 2432
2295 2288
2284 2277
2274 2268
3.24 kip/ft
6.48 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
210
336
-
192
307
-
176
282
-
2642
2414
2397
2386
kip-in/ft
kip-in/ft
2621
2401
2385
2374
2602
2390
2374
2363
Vn/Ω =
ϕ Vn =
162
259
-
149
239
-
2583 2567
2379 2369
2364 2354
2354 2344
3.24 kip/ft
6.48 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
258
413
-
237
379
237
212
349
212
2814
2520
2489
2497
kip-in/ft
kip-in/ft
2787
2504
2473
2481
2761
2488
2458
2467
Vn/Ω =
ϕ Vn =
191
322
191
173
297
173
2737 2715
2474 2460
2445 2432
2453 2440
3.24 kip/ft
6.48 kip/ft
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137
ACUSTADEK®
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
8 in o.c.
n/a
4990
5980
7780
10480
16 in o.c.
n/a
4990
5980
7780
9890
24 in o.c.
n/a
4990
5980
6590
6590
D PANEL
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
736 648 575 512 459 413 374 339 309 282
ASD, W/Ω
1178 1037 920 820 735 661 598 543 494 451
LRFD, ϕW
L/360
3174 3109 3051 3044 2996 2951 2911 2875 2841 2844
2696 2659 2626 2642 2613 2587 2564 2542 2522 2539
2644 2610 2580 2598 2572 2548 2526 2506 2488 2505
#12 Screw Base Steel ≥ .0385" 2653 2619 2589 2607 2580 2556 2534 2514 2496 2514
Icr = 151.7 in4/ft
Mno/Ω= 77.3
(Icr+Iu)/2 = 188.57 in4/ft
Iu = 225.5 in4/ft
ϕMno= 118.2
109
175
-
C PANELS
8'-6"
120
192
-
N PANELS
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
607
534 473 421 377 339 306 277 252 229
ASD, W/Ω
972
855 757 674 603 542 489 443 403 367
LRFD, ϕW
L/360
2928 2878 2833 2822 2785 2751 2720 2692 2666 2665
2557 2529 2503 2510 2488 2468 2450 2434 2419 2427
2530 2503 2479 2487 2466 2448 2431 2415 2401 2410
#12 Screw Base Steel ≥ .0385" 2511 2485 2463 2471 2451 2433 2417 2402 2389 2398
Icr = 131.7 in4/ft
Mno/Ω= 64.3
(Icr+Iu)/2 = 172.28 in4/ft
Iu = 212.9 in4/ft
ϕMno= 98.3
8'-0"
132
211
-
B PANELS
8'-0"
8'-6"
Triple
15' - 1"
15' - 10"
2W PANELS
All Gages
Single
12' - 7"
13' - 4"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
473
416 367 326 291 261 235 213 193 175
ASD, W/Ω
758
665 588 522 466 418 376 340 308 280
LRFD, ϕW
L/360
2700 2663 2631 2618 2592 2567 2545 2525 2507 2502
2429 2409 2391 2391 2375 2361 2349 2337 2327 2329
2408 2389 2372 2373 2359 2346 2334 2323 2313 2316
#12 Screw Base Steel ≥ .0385" 2391 2373 2357 2359 2345 2332 2321 2311 2301 2305
Icr = 109.3 in4/ft
Mno/Ω= 50.8
(Icr+Iu)/2 = 154.45 in4/ft
Iu = 199.6 in4/ft
ϕMno= 77.7
16
Gage
18
16
2590 2561
2369 2352
2351 2336
#12 Screw Base Steel ≥ .0385" 2335 2321
(Icr+Iu)/2 = 144.38 in4/ft
18
Triple
11' - 3"
12' - 11"
20
Double
10' - 9"
12' - 6"
3W PANELS
GA
Single
9' - 7"
11' - 2"
GENERAL INFORMATION
TABLE OF CONTENTS
3 Hour Fire Rating
Gage
22
20
GA
22
Single
9' - 0"
10' - 5"
8'-0"
8'-6"
ASD, W/Ω
LRFD, ϕW
L/360
511
817
-
448
717
-
Single
12' - 1"
12' - 10"
9'-0"
9'-6"
395
633
-
351
562
-
313
501
-
280
449
-
252
403
-
227
364
-
206
329
-
3142
2945
2929
2915
3130
2943
2928
2915
Icr =
Iu =
3108
2931
2917
2904
142.0
292.2
3088
2919
2906
2894
in4/ft
in4/ft
3070
2909
2897
2885
3054
2900
2888
2877
3039
2891
2880
2869
Mno/Ω=
ϕMno=
Double
13' - 10"
15' - 8"
8'-0"
8'-0"
187
298
-
8'-6"
8'-6"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
946 833 739 659 591 532 481 437 398 364
ASD, W/Ω
1513 1333 1182 1054 945 852 770 699 637 582
LRFD, ϕW
L/360
3782 3716 3659 3652 3603 3559 3519 3482 3448 3452
3304 3267 3234 3250 3221 3195 3171 3150 3130 3146
3252 3218 3188 3206 3179 3155 3134 3114 3095 3113
#12 Screw Base Steel ≥ .0385" 3260 3226 3196 3214 3188 3164 3142 3122 3104 3121
Icr = 225.3 in4/ft
Mno/Ω= 98.9
(Icr+Iu)/2 = 282.61 in4/ft
Iu = 339.9 in4/ft
ϕMno= 151.3
154
247
-
141
226
-
3009
2877
2867
2858
2998
2871
2861
2852
Vn/Ω =
ϕ Vn =
129
206
-
118
189
-
2987 2977
2865 2859
2855 2850
2846 2841
4.00 kip/ft
6.30 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
205
328
-
187
300
-
171
274
-
3094
2927
2915
2904
kip-in/ft
kip-in/ft
3079
2919
2906
2896
3065
2910
2899
2889
Vn/Ω =
ϕ Vn =
157
251
-
144
231
-
3052 3040
2903 2896
2892 2885
2882 2876
4.00 kip/ft
8.01 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
270
433
-
248
397
-
228
364
-
3250
3021
3005
2993
kip-in/ft
kip-in/ft
3229
3009
2993
2982
3209
2997
2982
2971
Vn/Ω =
ϕ Vn =
210
335
-
193
309
-
3191 3174
2986 2976
2971 2962
2961 2952
4.00 kip/ft
8.01 kip/ft
13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
333
533
-
306
490
-
282
451
-
3422
3128
3096
3104
kip-in/ft
kip-in/ft
3394
3111
3081
3089
3369
3096
3066
3074
Vn/Ω =
ϕ Vn =
260
416
-
241
385
-
3345 3322
3081 3068
3053 3040
3061 3048
4.00 kip/ft
8.01 kip/ft
All Gages
8'-6"
170
271
-
3034 3021
2892 2884
2881 2874
2871 2864
55.1 kip-in/ft
84.3 kip-in/ft
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
778
685 607 540 484 435 393 356 324 296
ASD, W/Ω
1245 1096 971 865 774 697 629 570 519 473
LRFD, ϕW
L/360
3535 3485 3441 3430 3392 3359 3328 3300 3274 3272
3164 3136 3111 3117 3096 3076 3058 3042 3027 3035
3137 3111 3087 3094 3074 3055 3038 3023 3009 3018
#12 Screw Base Steel ≥ .0385" 3119 3093 3070 3079 3059 3041 3025 3010 2996 3006
Icr = 195.2 in4/ft
Mno/Ω= 82.1
4
(Icr+Iu)/2 = 258.46 in /ft
Iu = 321.7 in4/ft
ϕMno= 125.6
8'-0"
Triple
14' - 4"
15' - 2"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0"
9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6"
604
531 470 417 373 335 302 273 247 225
ASD, W/Ω
967
850 751 668 597 536 482 436 396 360
LRFD, ϕW
L/360
3307 3271 3239 3226 3199 3175 3153 3133 3115 3110
3037 3016 2998 2998 2983 2969 2956 2945 2934 2937
3016 2997 2980 2981 2966 2953 2941 2930 2920 2924
#12 Screw Base Steel ≥ .0385" 2999 2981 2964 2966 2953 2940 2929 2918 2909 2913
Icr = 161.4 in4/ft
Mno/Ω= 64.6
(Icr+Iu)/2 = 232 in4/ft
Iu = 302.6 in4/ft
ϕMno= 98.8
16
Gage
18
16
3198 3168
2976 2960
2959 2943
#12 Screw Base Steel ≥ .0385" 2943 2928
(Icr+Iu)/2 = 217.11 in4/ft
18
Triple
10' - 6"
12' - 1"
20
Double
10' - 1"
11' - 9"
6x6 W1.4xW1.4
6x6 W2.9xW2.9
6x6 W4.0xW4.0
4x4 W4xW4
4x4 W6xW6
As = 0.028 in2/ft
As = 0.058 in2/ft
As = 0.080 in2/ft
As = 0.120 in2/ft
As = 0.180 in2/ft
8 in o.c.
n/a
5680
6670
8470
11170
16 in o.c.
n/a
5680
6670
8470
9890
24 in o.c.
n/a
5680
6590
6590
6590
138
www.ascsd.com
TABLE OF CONTENTS
GENERAL INFORMATION
3W PANELS
2W PANELS
B PANELS
N PANELS
C PANELS
D PANEL
ACUSTADEK®
www.ascsd.com
139
TABLE OF CONTENTS
6.1 C0.9-32
7/8”
2-11/16”
32”
Panel Properties
Gage
26
24
22
20
Weight
w
psf
1.1
1.4
1.7
2.0
Compression
Gage
26
24
22
20
Area
Ae
in2/ft
0.285
0.390
0.482
0.574
Base Metal
t
Fy
in
ksi
0.0195
80
0.0254
80
0.0314
80
0.0374
80
Tensile
Strength
Fu
ksi
82
82
82
82
Area
Ag
in2/ft
0.299
0.390
0.482
0.574
Bending
Section
Modulus
Se+
in3/ft
0.061
0.080
0.098
0.116
Distance to
N.A. from
Bottom
yb
in
0.45
0.45
0.46
0.45
Section
Modulus
Sein3/ft
0.060
0.080
0.098
0.116
26
End
Interior
1"
377
473
Allowable (Rn/Ω)
1.5"
2"
431
460
532
562
24
End
Interior
699
950
795
1060
22
End
Interior
1117
1585
20
End
Interior
1627
2370
Condition
140
Radius of
Gyration
r
in
0.306
0.306
0.305
0.305
Distance to
N.A. from
Bottom
yb
in
0.46
0.45
0.46
0.45
Gage
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Ig
yb
Sg
in4/ft
in
in3/ft
0.028
0.44
0.062
0.036
0.44
0.080
0.045
0.46
0.098
0.053
0.46
0.116
Moment of
Inertia
Ie+
in4/ft
0.028
0.036
0.045
0.053
Moment of
Inertia
I ein4/ft
0.028
0.036
0.045
0.053
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
0.028
0.036
0.045
0.053
Iin4/ft
0.028
0.036
0.045
0.053
3"
460
562
1"
577
724
Factored (ΦRn)
1.5"
2"
660
703
814
860
3"
703
860
844
1117
844
1117
1069
1453
1216
1622
1292
1710
1292
1710
1264
1760
1341
1850
1341
1850
1710
2425
1935
2692
2052
2831
2052
2831
1833
2619
1940
2749
1940
2749
2489
3626
2804
4007
2968
4206
2968
4206
h=0.6"
r=0.63"
θ=48.8º
www.ascsd.com
TABLE OF CONTENTS
C0.9-32 6.2
Inward Allowable (fb/Ω) and Factored (Φfb) Distributed Load (lbs/ft2)
Gage
Span
Limit
Condition
SS
Φ fb
L/360
L/240
fb / Ω
26
DS
Φ fb
L/360
fb / Ω
TS
Φ fb
L/360
L/240
fb / Ω
SS
L/360
L/240
fb / Ω
24
DS
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
20
DS
Φ fb
L/360
L/240
TS
Φ fb
L/360
L/240
www.ascsd.com
141
ACUSTADEK®
fb / Ω
6' - 0"
41
65
6
9
40
63
14
21
50
79
13
19
53
84
7
11
53
84
18
27
67
106
16
24
65
104
9
14
65
104
22
33
82
129
20
30
77
122
11
16
77
122
26
38
96
153
23
35
D PANEL
SS
5' - 6"
49
77
7
11
47
75
18
27
59
94
16
24
63
101
10
14
63
101
23
35
79
126
21
32
78
123
12
18
78
123
28
43
97
154
26
39
92
146
14
21
92
146
33
50
115
182
30
46
C PANELS
22
5' - 0"
59
93
10
15
57
91
24
36
71
113
22
33
77
122
13
19
77
122
31
46
96
152
28
42
94
149
16
24
94
149
38
57
118
186
35
52
111
176
18
28
111
176
44
66
139
220
41
61
N PANELS
TS
Panel Span (Support Spacing)
3' - 6"
4' - 0"
4' - 6"
120
92
73
190
146
115
29
19
13
43
29
20
116
89
70
185
141
112
69
46
32
104
69
49
146
111
88
231
177
140
63
42
30
95
64
45
156
120
95
248
190
150
37
25
17
56
37
26
156
120
95
248
190
150
89
60
42
134
90
63
196
150
118
310
238
188
82
55
39
123
82
58
192
147
116
304
233
184
46
31
22
69
46
32
192
147
116
304
233
184
110
74
52
166
111
78
240
184
145
381
291
230
101
68
48
152
102
71
227
174
137
360
275
218
54
36
25
80
54
38
227
174
137
360
275
218
129
86
61
193
130
91
283
217
171
450
344
272
118
79
56
177
119
83
B PANELS
Φ fb
3' - 0"
163
259
46
68
158
251
110
198
314
100
151
213
338
59
88
213
338
142
213
266
422
130
195
261
414
73
109
261
414
175
326
518
161
241
309
490
85
127
309
490
205
307
386
612
188
281
2W PANELS
L/240
2' - 6"
235
373
79
118
228
362
189
285
453
174
260
307
487
102
153
307
487
245
383
608
225
337
376
597
126
189
376
597
303
470
746
278
417
445
705
147
220
445
705
354
556
882
324
486
3W PANELS
fb / Ω
2' - 0"
367
582
154
230
357
566
446
707
339
479
760
199
298
479
760
479
599
950
439
588
932
246
369
588
932
735
1165
543
695
1102
287
430
695
1102
691
868
1377
633
-
GENERAL INFORMATION
TABLE OF CONTENTS
6.3 C0.9-32
C0.9-32 Shoring Table
Total Slab Depth
(in)
Volume
cy/100sf
2.5
0.637
3
3.5
4
4.5
5
5.5
6
6.5
142
Gage
26
24
22
20
Slab and Deck
psf
Single
Double
26.0
3' - 9"
4' - 4"
26.3
4' - 7"
5' - 5"
26.6
5' - 1"
6' - 3"
26.9
5' - 4"
7' - 0"
Triple
4' - 6"
5' - 6"
6' - 4"
6' - 7"
0.791
26
24
22
20
32.0
32.3
32.7
33.0
3' - 7"
4' - 4"
4' - 10"
5' - 0"
4' - 2"
5' - 2"
5' - 11"
6' - 8"
4' - 3"
5' - 2"
5' - 11"
6' - 3"
0.945
26
24
22
20
38.1
38.4
38.7
39.0
3' - 5"
4' - 2"
4' - 7"
4' - 9"
4' - 0"
4' - 11"
5' - 8"
6' - 4"
4' - 1"
5' - 0"
5' - 8"
5' - 11"
1.100
26
24
22
20
44.1
44.4
44.7
45.1
3' - 4"
4' - 0"
4' - 4"
4' - 7"
3' - 10"
4' - 8"
5' - 5"
6' - 0"
3' - 11"
4' - 9"
5' - 5"
5' - 8"
1.254
26
24
22
20
50.2
50.5
50.8
51.1
3' - 2"
3' - 10"
4' - 2"
4' - 5"
3' - 8"
4' - 6"
5' - 2"
5' - 9"
3' - 10"
4' - 7"
5' - 2"
5' - 5"
1.408
26
24
22
20
56.2
56.5
56.8
57.1
3' - 1"
3' - 9"
4' - 0"
4' - 3"
3' - 7"
4' - 4"
5' - 0"
5' - 7"
3' - 8"
4' - 5"
5' - 0"
5' - 3"
1.563
26
24
22
20
62.2
62.6
62.9
63.2
3' - 0"
3' - 7"
3' - 11"
4' - 1"
3' - 6"
4' - 3"
4' - 10"
5' - 5"
3' - 7"
4' - 3"
4' - 10"
5' - 1"
1.717
26
24
22
20
68.3
68.6
68.9
69.2
2' - 11"
3' - 6"
3' - 10"
4' - 0"
3' - 4"
4' - 1"
4' - 8"
5' - 3"
3' - 6"
4' - 2"
4' - 8"
4' - 11"
1.871
26
24
22
20
74.3
74.6
74.9
75.3
2' - 10"
3' - 5"
3' - 8"
3' - 11"
3' - 3"
4' - 0"
4' - 7"
5' - 1"
3' - 5"
4' - 1"
4' - 7"
4' - 10"
www.ascsd.com
TABLE OF CONTENTS
C0.9-32 6.3
3W PANELS
Volume
cy/100sf
2.5
0.637
3
4
5.5
6.5
4' - 5"
5' - 6"
6' - 5"
7' - 2"
4' - 7"
5' - 7"
6' - 6"
6' - 10"
0.945
26
24
22
20
29.1
29.5
29.8
30.1
3' - 8"
4' - 6"
5' - 0"
5' - 3"
4' - 3"
5' - 4"
6' - 1"
6' - 10"
4' - 5"
5' - 4"
6' - 2"
6' - 6"
1.100
26
24
22
20
33.7
34.0
34.3
34.7
3' - 7"
4' - 4"
4' - 9"
5' - 0"
4' - 1"
5' - 1"
5' - 11"
6' - 7"
4' - 3"
5' - 2"
5' - 11"
6' - 2"
1.254
26
24
22
20
38.3
38.6
38.9
39.2
3' - 5"
4' - 2"
4' - 7"
4' - 10"
4' - 0"
4' - 11"
5' - 8"
6' - 4"
4' - 2"
5' - 0"
5' - 8"
5' - 11"
1.408
26
24
22
20
42.9
43.2
43.5
43.8
3' - 4"
4' - 1"
4' - 5"
4' - 8"
3' - 10"
4' - 9"
5' - 6"
6' - 1"
4' - 0"
4' - 10"
5' - 6"
5' - 9"
1.563
26
24
22
20
47.5
47.8
48.1
48.4
3' - 3"
3' - 11"
4' - 3"
4' - 6"
3' - 9"
4' - 8"
5' - 4"
5' - 11"
3' - 11"
4' - 8"
5' - 3"
5' - 7"
1.717
26
24
22
20
52.1
52.4
52.7
53.0
3' - 2"
3' - 10"
4' - 2"
4' - 4"
3' - 8"
4' - 6"
5' - 2"
5' - 9"
3' - 10"
4' - 7"
5' - 2"
5' - 5"
1.871
26
24
22
20
56.6
57.0
57.3
57.6
3' - 1"
3' - 8"
4' - 1"
4' - 3"
3' - 6"
4' - 4"
5' - 0"
5' - 7"
3' - 8"
4' - 5"
5' - 1"
5' - 8"
ACUSTADEK®
www.ascsd.com
3' - 10"
4' - 8"
5' - 3"
5' - 6"
D PANEL
6
24.6
24.9
25.2
25.5
C PANELS
5
0.791
26
24
22
20
N PANELS
4.5
Triple
4' - 9"
5' - 10"
6' - 10"
7' - 3"
B PANELS
3.5
Gage
26
24
22
20
Slab and Deck
psf
Single
Double
20.0
4' - 0"
4' - 7"
20.3
4' - 10"
5' - 10"
20.6
5' - 7"
6' - 9"
20.9
5' - 10"
7' - 7"
2W PANELS
Total Slab Depth
(in)
GENERAL INFORMATION
143
TABLE OF CONTENTS
6.4 C1.4-32
4-9/16”
1-3/8”
15/16”
32”
RD16
CP-32
Panel Properties
Gage
26
24
22
20
18
Weight
w
psf
1.1
1.4
1.7
2.0
2.6
Compression
Gage
26
24
22
20
18
Area
Ae
in2/ft
0.172
0.265
0.367
0.473
0.722
Base Metal
t
Fy
in
ksi
0.0195
80
0.0254
80
0.0314
80
0.0374
80
0.0480
40
Tensile
Strength
Fu
ksi
82
82
82
82
55
Area
Ag
in2/ft
0.302
0.393
0.485
0.576
0.737
Bending
Section
Modulus
Se+
in3/ft
0.101
0.139
0.175
0.206
0.261
Distance to
N.A. from
Bottom
yb
in
0.65
0.67
0.68
0.68
0.68
Section
Modulus
Sein3/ft
0.106
0.141
0.174
0.206
0.261
26
End
Interior
1"
315
559
Allowable (Rn/Ω)
2"
4"
399
517
686
865
24
End
Interior
533
936
668
1136
22
End
Interior
807
1410
20
End
Interior
18
End
Interior
Condition
Distance to
N.A. from
Bottom
yb
in
0.69
0.68
0.67
0.68
0.68
Moment of
Inertia
Ie+
in4/ft
0.078
0.103
0.128
0.150
0.191
Moment of
Inertia
I ein4/ft
0.078
0.103
0.128
0.150
0.191
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
0.079
0.103
0.128
0.150
0.191
Iin4/ft
0.078
0.103
0.128
0.150
0.191
6"
522
873
1"
482
855
Factored (ΦRn)
2"
4"
610
791
1049
1324
6"
798
1335
858
1419
959
1568
815
1432
1021
1738
1313
2171
1467
2399
1003
1696
1280
2101
1439
2333
1235
2158
1535
2595
1958
3214
2201
3569
1134
1974
1399
2357
1773
2898
1988
3209
1735
3021
2140
3606
2713
4434
3042
4909
1223
2124
1493
2508
1875
3052
2094
3364
1871
3250
2284
3838
2868
4669
3204
5147
144
Radius of
Gyration
r
in
0.512
0.511
0.511
0.510
0.509
Gage
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Ig
yb
Sg
in4/ft
in
in3/ft
0.079
0.67
0.118
0.103
0.67
0.153
0.128
0.67
0.188
0.150
0.68
0.222
0.191
0.68
0.280
h=1.82"
r=0.125"
θ=45º
www.ascsd.com
TABLE OF CONTENTS
C1.4-32 6.5
Gage
Span
SS
DS
TS
SS
DS
TS
SS
DS
TS
20
DS
TS
18
DS
TS
5' - 6"
80
126
21
31
84
134
50
75
105
167
46
68
110
175
27
40
111
177
65
98
139
221
60
89
138
219
33
50
138
219
81
121
172
274
74
111
163
259
39
59
163
259
95
142
204
324
87
130
138
219
50
75
138
219
121
172
274
111
166
6' - 0"
67
106
16
24
71
112
38
57
88
140
35
53
92
147
21
31
94
149
50
75
117
186
46
69
116
184
26
39
116
184
62
93
145
230
57
85
137
218
30
46
137
218
73
110
172
272
67
100
116
184
39
58
116
184
93
145
230
85
128
145
ACUSTADEK®
www.ascsd.com
5' - 0"
96
153
27
41
102
162
66
99
127
202
61
91
133
211
36
54
135
214
87
130
169
268
79
119
167
265
45
67
167
265
107
161
209
331
98
148
198
314
52
79
198
314
126
189
247
392
116
174
167
265
67
100
167
265
161
209
331
148
-
D PANEL
SS
3' - 6"
4' - 0"
4' - 6"
197
151
119
312
239
189
80
54
38
120
81
57
208
159
126
330
253
200
193
129
91
260
199
157
412
316
249
177
118
83
178
125
272
208
164
431
330
261
105
70
49
157
105
74
275
211
167
437
334
264
252
169
119
344
263
208
546
418
330
231
155
109
232
163
341
261
206
542
415
328
130
87
61
195
131
92
341
261
206
540
414
327
313
210
147
426
326
258
676
517
409
287
192
135
288
202
403
309
244
640
490
387
153
102
72
229
154
108
403
309
244
640
490
387
368
247
173
504
386
305
800
612
484
337
226
159
339
238
341
261
206
541
414
327
195
131
92
292
196
138
341
261
206
541
414
327
426
326
258
676
517
409
288
202
-
C PANELS
SS
3' - 0"
268
425
127
191
283
449
354
561
281
370
587
166
249
375
595
468
743
367
465
737
206
310
464
736
580
920
455
549
871
243
364
549
871
686
1089
536
464
736
310
464
736
580
920
-
N PANELS
22
2' - 6"
386
612
220
330
408
647
509
808
485
533
845
287
431
540
856
675
1070
634
669
1061
357
535
668
1059
835
1324
787
791
1254
420
629
791
1254
988
1568
926
668
1059
535
668
1059
835
1324
-
B PANELS
24
fb / Ω
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
2' - 0"
603
957
430
637
1010
796
1263
832
1320
561
843
1338
1054
1672
1045
1658
697
1045
1043
1655
1304
2069
1235
1960
819
1229
1235
1960
1544
2450
1043
1655
1043
1655
1304
2069
-
2W PANELS
26
Limit
Condition
3W PANELS
GENERAL INFORMATION
TABLE OF CONTENTS
6.6 C1.4-32
Total Slab Depth
(in)
Volume
cy/100sf
3
0.714
3.5
4
4.5
5
5.5
6
6.5
146
Gage
26
24
22
20
18
Slab and Deck
psf
Single
Double
29.0
5' - 3"
6' - 5"
29.3
6' - 6"
7' - 10"
29.6
7' - 0"
8' - 11"
29.9
7' - 4"
9' - 8"
30.5
7' - 8"
8' - 10"
Triple
6' - 3"
7' - 10"
8' - 8"
9' - 1"
9' - 1"
0.868
26
24
22
20
18
35.1
35.4
35.7
36.0
36.5
5' - 0"
6' - 2"
6' - 7"
6' - 11"
7' - 3"
6' - 1"
7' - 5"
8' - 5"
9' - 2"
8' - 4"
6' - 0"
7' - 5"
8' - 2"
8' - 7"
8' - 6"
1.022
26
24
22
20
18
41.1
41.4
41.7
42.0
42.6
4' - 10"
5' - 10"
6' - 4"
6' - 8"
6' - 10"
5' - 10"
7' - 0"
8' - 0"
8' - 9"
8' - 0"
5' - 8"
7' - 1"
7' - 9"
8' - 2"
8' - 1"
1.177
26
24
22
20
18
47.1
47.4
47.8
48.1
48.6
4' - 7"
5' - 8"
6' - 0"
6' - 4"
6' - 7"
5' - 7"
6' - 9"
7' - 8"
8' - 4"
7' - 8"
5' - 6"
6' - 9"
7' - 5"
7' - 10"
7' - 9"
1.331
26
24
22
20
18
53.2
53.5
53.8
54.1
54.7
4' - 5"
5' - 5"
5' - 10"
6' - 2"
6' - 4"
5' - 5"
6' - 5"
7' - 4"
8' - 0"
7' - 4"
5' - 3"
6' - 6"
7' - 2"
7' - 7"
7' - 5"
1.485
26
24
22
20
18
59.2
59.5
59.8
60.2
60.7
4' - 3"
5' - 3"
5' - 7"
5' - 11"
6' - 1"
5' - 2"
6' - 3"
7' - 1"
7' - 8"
7' - 1"
5' - 1"
6' - 3"
6' - 11"
7' - 4"
7' - 2"
1.640
26
24
22
20
18
65.3
65.6
65.9
66.2
66.8
4' - 2"
5' - 1"
5' - 5"
5' - 9"
5' - 11"
5' - 0"
6' - 0"
6' - 10"
7' - 5"
6' - 10"
4' - 11"
6' - 0"
6' - 9"
7' - 1"
6' - 11"
1.794
26
24
22
20
18
71.3
71.6
71.9
72.2
72.8
4' - 0"
4' - 11"
5' - 4"
5' - 7"
5' - 8"
4' - 11"
5' - 10"
6' - 8"
7' - 2"
6' - 7"
4' - 9"
5' - 10"
6' - 7"
6' - 11"
6' - 8"
www.ascsd.com
TABLE OF CONTENTS
C1.4-32 6.6
Volume
cy/100sf
3
0.714
3.5
5
www.ascsd.com
6' - 8"
8' - 1"
9' - 2"
10' - 0"
9' - 1"
6' - 6"
8' - 1"
8' - 11"
9' - 5"
9' - 4"
1.022
26
24
22
20
18
31.4
31.7
32.1
32.4
32.9
5' - 2"
6' - 5"
6' - 11"
7' - 3"
7' - 6"
6' - 4"
7' - 9"
8' - 9"
9' - 6"
8' - 9"
6' - 3"
7' - 9"
8' - 6"
9' - 0"
8' - 11"
1.177
26
24
22
20
18
36.0
36.3
36.6
37.0
37.5
5' - 0"
6' - 2"
6' - 7"
7' - 0"
7' - 3"
6' - 1"
7' - 5"
8' - 5"
9' - 2"
8' - 4"
6' - 0"
7' - 5"
8' - 2"
8' - 7"
8' - 6"
1.331
26
24
22
20
18
40.6
40.9
41.2
41.5
42.1
4' - 10"
5' - 11"
6' - 4"
6' - 8"
6' - 11"
5' - 11"
7' - 1"
8' - 1"
8' - 10"
8' - 1"
5' - 9"
7' - 2"
7' - 10"
8' - 3"
8' - 2"
1.485
26
24
22
20
18
45.2
45.5
45.8
46.1
46.7
4' - 8"
5' - 9"
6' - 2"
6' - 6"
6' - 8"
5' - 9"
6' - 10"
7' - 10"
8' - 6"
7' - 10"
5' - 7"
6' - 11"
7' - 7"
8' - 0"
7' - 11"
1.640
26
24
22
20
18
49.8
50.1
50.4
50.7
51.3
4' - 7"
5' - 7"
6' - 0"
6' - 4"
6' - 6"
5' - 6"
6' - 8"
7' - 7"
8' - 3"
7' - 7"
5' - 5"
6' - 8"
7' - 5"
7' - 9"
7' - 8"
1.794
26
24
22
20
18
54.4
54.7
55.0
55.3
55.8
4' - 5"
5' - 5"
5' - 10"
6' - 1"
6' - 4"
5' - 5"
6' - 5"
7' - 4"
8' - 0"
7' - 4"
5' - 3"
6' - 6"
7' - 2"
7' - 7"
7' - 5"
ACUSTADEK®
6.5
5' - 5"
6' - 9"
7' - 3"
7' - 7"
7' - 11"
D PANEL
6
26.9
27.2
27.5
27.8
28.3
C PANELS
5.5
0.868
26
24
22
20
18
N PANELS
4.5
Triple
6' - 10"
8' - 7"
9' - 5"
9' - 11"
9' - 11"
B PANELS
4
Gage
26
24
22
20
18
Slab and Deck
psf
Single
Double
22.3
5' - 8"
7' - 0"
22.6
7' - 2"
8' - 6"
22.9
7' - 8"
9' - 8"
23.2
8' - 1"
10' - 6"
23.8
8' - 4"
9' - 7"
2W PANELS
Total Slab Depth
(in)
3W PANELS
GENERAL INFORMATION
147
TABLE OF CONTENTS
7.1 4.5D-12
9”
4-1/2”
12”
2 Welds
Panel Properties
Gage
20
18
16
14
Weight
w
psf
2.88
3.84
4.80
6.09
Compression
Gage
20
18
16
14
Area
Ae
in2/ft
0.513
0.801
1.147
1.599
Base Metal
t
Fy
in
ksi
0.0359
33
0.0478
33
0.0598
33
0.075
33
Tensile
Strength
Fu
ksi
45
45
45
45
Area
Ag
in2/ft
0.848
1.132
1.432
1.785
Bending
Section
Modulus
Se+
in3/ft
0.927
1.335
1.723
2.166
Distance to
N.A. from
Bottom
yb
in
2.20
2.37
2.51
2.63
Section
Modulus
Sein3/ft
1.045
1.398
1.755
2.166
20
End
Interior
1"
222
226
Allowable (Rn/Ω)
2"
4"
294
396
264
318
18
End
Interior
444
444
584
513
16
End
Interior
736
737
14
End
Interior
1227
1241
Condition
148
Radius of
Gyration
r
in
1.805
1.799
1.793
1.786
Distance to
N.A. from
Bottom
yb
in
2.63
2.62
2.62
2.63
Gage
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Ig
yb
Sg
in4/ft
in
in3/ft
2.763
2.62
1.056
3.665
2.62
1.398
4.605
2.62
1.755
5.691
2.63
2.166
Moment of
Inertia
Ie+
in4/ft
2.134
3.159
4.330
5.691
Moment of
Inertia
I ein4/ft
2.743
3.665
4.605
5.691
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
2.344
3.328
4.422
5.691
Iin4/ft
2.750
3.665
4.605
5.691
8"
520
384
1"
333
346
Factored (ΦRn)
2"
4"
441
594
404
487
8"
780
588
781
611
1060
749
666
680
876
786
1172
935
1590
1146
960
843
1278
994
1727
1206
1104
1127
1440
1290
1917
1520
2590
1846
1590
1407
2102
1641
2827
1972
1841
1899
2384
2153
3153
2511
4240
3017
h=4.2"
r=0.125"
θ=90º
www.ascsd.com
TABLE OF CONTENTS
4.5D-12 7.2
Gage
Span
Limit
Condition
SS
Φ fb
L/360
L/240
fb / Ω
20
DS
Φ fb
L/360
fb / Ω
TS
Φ fb
L/360
L/240
fb / Ω
SS
L/360
L/240
fb / Ω
18
DS
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
fb / Ω
L/360
L/240
fb / Ω
14
DS
Φ fb
L/360
L/240
TS
Φ fb
L/360
L/240
www.ascsd.com
54
86
25
37
158
250
112
161
255
-
116
184
70
106
118
187
-
89
141
47
71
90
143
-
70
111
33
50
198
314
144
198
314
-
146
231
91
136
146
231
-
111
177
61
91
111
177
-
88
140
43
64
22
36
7
10
20
31
5
8
29
46
9
13
25
40
7
11
36
58
11
17
32
50
9
14
Exceeds
Maximum
Product Length
44
70
18
27
36
58
14
20
31
48
11
16
26
41
8
12
Exceeds
Maximum
Product Length
57
90
24
36
47
74
18
27
39
63
14
21
34
53
11
16
Exceeds
Maximum
Product Length
71
113
31
47
59
94
23
35
50
79
18
27
42
67
14
21
Exceeds
Maximum
Product Length
ACUSTADEK®
fb / Ω
69
109
36
53
72
114
-
30' - 0"
14
22
4
6
D PANEL
SS
Φ fb
90
142
53
79
94
149
-
28' - 0"
16
25
5
7
C PANELS
16
122
194
84
128
203
-
26' - 0"
18
29
6
9
N PANELS
TS
16' - 0"
48
76
25
38
54
85
-
B PANELS
Φ fb
14' - 0"
62
99
37
56
70
111
-
2W PANELS
L/240
18' - 0" 20' - 0" 22' - 0" 24' - 0"
38
31
25
21
60
48
40
34
18
13
10
7
26
19
14
11
12' - 0"
85
134
59
96
152
-
3W PANELS
fb / Ω
10' - 0"
122
194
102
138
218
172
273
176
279
145
184
292
230
365
227
360
193
231
367
289
459
285
453
249
285
453
357
566
-
GENERAL INFORMATION
149
TABLE OF CONTENTS
7.3 4.5D-12
4.5D-12 Shoring Table
Total Slab Depth
(in)
Volume
cy/100sf
6
0.810
6 1/2
0.965
7
1.119
7 1/2
1.273
8
1.427
8 1/2
1.582
9
1.736
9 1/2
1.890
10
2.045
Gage
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
Slab and Deck
psf
Single
Double
34.6
14' - 6"
15' - 6"
35.6
17' - 1"
16' - 0"
36.5
18' - 3"
16' - 0"
37.8
19' - 3"
16' - 0"
40.6
13' - 8"
14' - 8"
41.6
16' - 6"
16' - 0"
42.6
17' - 7"
16' - 0"
43.8
18' - 7"
16' - 0"
46.7
12' - 11"
14' - 1"
47.6
15' - 9"
16' - 0"
48.6
17' - 1"
16' - 0"
49.9
18' - 1"
16' - 0"
52.7
12' - 4"
13' - 6"
53.7
15' - 2"
15' - 6"
54.6
16' - 7"
16' - 0"
55.9
17' - 7"
16' - 0"
58.8
11' - 10"
13' - 0"
59.7
14' - 6"
14' - 11"
60.7
16' - 2"
16' - 0"
62.0
17' - 2"
16' - 0"
64.8
11' - 5"
12' - 6"
65.8
13' - 11"
14' - 5"
66.7
15' - 10"
16' - 0"
68.0
16' - 9"
16' - 0"
70.8
11' - 0"
12' - 1"
71.8
13' - 5"
13' - 11"
72.8
15' - 5"
15' - 6"
74.1
16' - 5"
16' - 0"
76.9
10' - 8"
11' - 9"
77.9
13' - 0"
13' - 6"
78.8
14' - 11"
15' - 1"
80.1
16' - 1"
16' - 0"
82.9
10' - 4"
11' - 5"
83.9
12' - 7"
13' - 2"
84.9
14' - 5"
14' - 8"
86.1
15' - 10"
16' - 0"
Triple
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
150
www.ascsd.com
TABLE OF CONTENTS
4.5D-12 7.3
6 1/2
0.965
7
1.119
7 1/2
1.273
8
1.427
8 1/2
1.582
9
1.736
9 1/2
1.890
10
2.045
C PANELS
0.810
Triple
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
N PANELS
6
Gage
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
Slab and Deck
psf
Single
Double
26.9
15' - 7"
16' - 0"
27.9
18' - 2"
16' - 0"
28.9
19' - 5"
16' - 0"
30.1
20' - 5"
16' - 0"
31.5
15' - 1"
16' - 0"
32.5
17' - 7"
16' - 0"
33.4
18' - 9"
16' - 0"
34.7
19' - 9"
16' - 0"
36.1
14' - 5"
15' - 5"
37.1
17' - 0"
16' - 0"
38.0
18' - 2"
16' - 0"
39.3
19' - 2"
16' - 0"
40.7
13' - 9"
14' - 10"
41.7
16' - 7"
16' - 0"
42.6
17' - 8"
16' - 0"
43.9
18' - 8"
16' - 0"
45.3
13' - 2"
14' - 4"
46.2
16' - 1"
16' - 0"
47.2
17' - 3"
16' - 0"
48.5
18' - 3"
16' - 0"
49.9
12' - 9"
13' - 10"
50.8
15' - 6"
15' - 11"
51.8
16' - 10"
16' - 0"
53.1
17' - 10"
16' - 0"
54.4
12' - 3"
13' - 5"
55.4
15' - 1"
15' - 5"
56.4
16' - 6"
16' - 0"
57.6
17' - 6"
16' - 0"
59.0
11' - 11"
13' - 0"
60.0
14' - 7"
15' - 0"
60.9
16' - 3"
16' - 0"
62.2
17' - 2"
16' - 0"
63.6
11' - 7"
12' - 8"
64.6
14' - 2"
14' - 7"
65.5
15' - 11"
16' - 0"
66.8
16' - 11"
16' - 0"
B PANELS
Volume
cy/100sf
2W PANELS
Total Slab Depth
(in)
3W PANELS
GENERAL INFORMATION
D PANEL
ACUSTADEK®
www.ascsd.com
151
TABLE OF CONTENTS
7.4 4.5DF-24
4-1/2”
24”
RD31
4-1/2” Deep Deck Cellular
Panel Properties
Gage
Weight
w
psf
4.53
5.02
5.55
5.49
5.98
6.51
6.45
6.94
7.47
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Compression
Gage
Area
Ae
in2/ft
0.957
1.101
1.249
1.244
1.401
1.548
1.499
1.659
1.820
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Base Metal
t
Fy
in
ksi
.0359/.036
33
.0359/.047
33
.0359/.059
33
.0478/.036
33
.0478/.047
33
.0478/.059
33
.0598/.036
33
.0598/.047
33
.0598/.059
33
Tensile
Strength
Fu
ksi
45
45
45
45
45
45
45
45
45
Area
Ag
in2/ft
1.193
1.353
1.514
1.439
1.599
1.760
1.685
1.845
2.005
Bending
Section
Modulus
Se+
in3/ft
1.008
1.026
1.038
1.526
1.555
1.576
2.110
2.152
2.184
Distance to
N.A. from
Bottom
yb
in
1.53
1.31
1.15
1.86
1.67
1.52
2.11
1.93
1.78
Section
Modulus
Sein3/ft
1.559
1.581
1.742
1.445
1.835
2.269
1.720
2.110
2.563
Condition
Distance to
N.A. from
Bottom
yb
in
3.05
2.72
2.42
3.12
2.87
2.62
3.14
2.94
2.74
Moment of
Inertia
Ie+
in4/ft
3.649
3.839
3.978
4.987
5.435
5.800
6.264
6.858
7.357
Moment of
Inertia
I ein4/ft
3.629
4.299
4.920
4.509
5.266
6.001
5.400
6.213
7.030
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
4.008
4.290
4.506
5.252
5.747
6.152
6.427
7.052
7.579
Iin4/ft
3.995
4.597
5.135
4.933
5.634
6.286
5.851
6.622
7.361
8"
520
384
1"
333
346
Factored (ΦRn)
2"
4"
441
594
404
487
8"
780
588
20
End
Interior
1"
222
226
18
End
Interior
444
444
584
513
781
611
1060
749
666
680
876
786
1172
935
1590
1146
16
End
Interior
736
737
960
843
1278
994
1727
1206
1104
1127
1440
1290
1917
1520
2590
1846
14
End
Interior
1227
1241
1590
1407
2102
1641
2827
1972
1841
1899
2384
2153
3153
2511
4240
3017
152
Allowable (Rn/Ω)
2"
4"
294
396
264
318
Radius of
Gyration
r
in
1.991
1.959
1.917
2.004
1.996
1.974
2.002
2.008
2.000
Beam
Gage
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Ig
yb
Sg
in4/ft
in
in3/ft
4.727
1.85
2.559
5.193
1.64
3.161
5.564
1.48
3.753
5.781
2.05
2.817
6.369
1.86
3.424
6.856
1.70
4.022
6.753
2.20
3.070
7.440
2.02
3.680
8.024
1.87
4.282
h=4.2"
r=0.125"
θ=90º
www.ascsd.com
TABLE OF CONTENTS
4.5DF-24 7.5
Gage
Span
Limit
Condition
fb / Ω
SS
Φ fb
L/360
fb / Ω
20/20
DS
Φ fb
L/360
L/240
fb / Ω
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
DS
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
SS
Φ fb
L/360
L/240
fb / Ω
20/16
DS
Φ fb
L/360
fb / Ω
TS
Φ fb
L/360
L/240
28' - 0"
30' - 0"
133
211
92
146
68
108
52
82
41
65
33
53
27
44
23
37
20
31
17
27
15
23
-
-
64
-
43
-
30
-
22
33
16
25
13
19
10
15
8
12
6
10
205
326
143
226
105
166
80
127
63
101
51
81
-
-
-
-
-
-
135
214
94
149
69
109
53
84
42
66
34
54
28
44
23
37
20
32
17
27
15
24
-
-
68
-
46
-
32
-
23
-
18
26
14
20
11
16
9
13
7
10
208
330
145
229
106
169
81
129
64
102
52
83
-
-
-
-
-
-
137
217
95
151
70
111
53
85
42
67
34
54
28
45
24
38
20
32
17
28
15
24
-
-
-
48
-
34
-
25
-
18
28
14
21
11
17
9
13
7
11
229
364
159
253
117
186
90
142
71
112
57
91
-
-
-
-
-
-
Exceeds
Maximum
Product Length
208
329
-
Exceeds
Maximum
Product Length
211
335
-
214
339
Exceeds
Maximum
Product Length
D PANEL
L/240
26' - 0"
C PANELS
fb / Ω
16' - 0"
N PANELS
20/18
Φ fb
14' - 0"
B PANELS
TS
Φ fb
12' - 0"
2W PANELS
L/240
18' - 0" 20' - 0" 22' - 0" 24' - 0"
10' - 0"
3W PANELS
GENERAL INFORMATION
-
ACUSTADEK®
www.ascsd.com
153
TABLE OF CONTENTS
7.5 4.5DF-24
Gage
Span
Limit
Condition
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
18/20
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
18/18
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
18/16
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
154
18' - 0" 20' - 0" 22' - 0" 24' - 0"
10' - 0"
12' - 0"
14' - 0"
16' - 0"
26' - 0"
28' - 0"
30' - 0"
201
319
140
221
103
163
79
125
62
98
50
80
42
66
35
55
30
47
26
41
22
35
-
133
-
84
-
56
-
39
59
29
43
22
32
17
25
13
20
10
16
9
13
190
302
132
210
97
154
74
118
59
93
48
75
-
-
-
-
-
-
205
325
142
226
104
166
80
127
63
100
51
81
42
67
36
56
30
48
26
41
23
36
-
-
92
-
61
-
43
-
31
47
24
35
18
27
14
21
11
17
9
14
242
384
168
266
123
196
94
150
75
118
60
96
-
-
-
-
-
-
208
329
144
229
106
168
81
129
64
102
52
82
43
68
36
57
31
49
26
42
23
37
-
-
98
-
66
-
46
-
34
50
25
38
19
29
15
23
12
18
10
15
299
474
208
329
152
242
117
185
92
146
75
119
-
-
-
-
-
-
Exceeds
Maximum
Product Length
238
377
-
Exceeds
Maximum
Product Length
302
479
-
324
515
Exceeds
Maximum
Product Length
-
www.ascsd.com
TABLE OF CONTENTS
4.5DF-24 7.5
Gage
Span
Limit
Condition
fb / Ω
SS
Φ fb
L/360
16/20
DS
Φ fb
L/360
L/240
fb / Ω
TS
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
DS
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
SS
Φ fb
L/360
L/240
fb / Ω
16/16
DS
Φ fb
L/360
fb / Ω
TS
Φ fb
L/360
L/240
28' - 0"
30' - 0"
278
441
193
306
142
225
109
172
86
136
69
110
57
91
48
77
41
65
35
56
31
49
-
163
-
102
-
69
103
48
72
35
53
26
40
20
30
16
24
13
19
10
16
227
360
157
250
116
183
89
140
70
111
57
90
-
-
-
-
-
-
284
450
197
312
145
230
111
176
88
139
71
112
59
93
49
78
42
67
36
57
32
50
-
178
-
112
-
75
-
53
79
39
58
29
43
22
33
18
26
14
21
11
17
278
441
193
306
142
225
109
172
86
136
70
110
-
-
-
-
-
-
288
456
200
317
147
233
112
178
89
141
72
114
59
94
50
79
43
68
37
58
32
51
-
192
-
121
-
81
-
57
85
41
62
31
47
24
36
19
28
15
23
12
18
338
536
234
372
172
273
132
209
104
165
84
134
-
-
-
-
-
-
Exceeds
Maximum
Product Length
283
449
-
Exceeds
Maximum
Product Length
348
551
-
422
669
Exceeds
Maximum
Product Length
D PANEL
L/240
26' - 0"
C PANELS
fb / Ω
16' - 0"
N PANELS
16/18
Φ fb
14' - 0"
B PANELS
Φ fb
12' - 0"
2W PANELS
L/240
fb / Ω
18' - 0" 20' - 0" 22' - 0" 24' - 0"
10' - 0"
3W PANELS
GENERAL INFORMATION
-
ACUSTADEK®
www.ascsd.com
155
TABLE OF CONTENTS
7.6 4.5DF-24
4.5DF-24 Shoring Table
Total Slab Depth
(in)
Volume
cy/100sf
6
0.821
7
1.130
8
1.438
9
1.747
10
2.056
Gage
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Slab and Deck
psf
Single
Double
36.6
14' - 11"
17' - 1"
37.2
15' - 0"
17' - 1"
37.8
15' - 0"
17' - 1"
37.5
18' - 3"
17' - 9"
38.1
18' - 4"
19' - 11"
38.8
18' - 4"
20' - 0"
38.5
19' - 9"
19' - 2"
39.1
20' - 2"
20' - 0"
39.7
20' - 5"
20' - 0"
48.7
13' - 5"
15' - 6"
49.2
13' - 6"
15' - 7"
49.9
13' - 6"
15' - 8"
49.6
16' - 8"
16' - 2"
50.2
16' - 9"
18' - 2"
50.8
16' - 9"
19' - 2"
50.6
18' - 6"
17' - 7"
51.2
18' - 11"
19' - 4"
51.8
19' - 3"
20' - 0"
60.7
12' - 3"
14' - 4"
61.3
12' - 4"
14' - 5"
62.0
12' - 5"
14' - 6"
61.7
15' - 5"
15' - 0"
62.3
15' - 6"
16' - 10"
62.9
15' - 7"
17' - 9"
62.7
17' - 7"
16' - 3"
63.2
18' - 0"
17' - 11"
63.9
18' - 2"
19' - 9"
72.8
11' - 5"
13' - 5"
73.4
11' - 6"
13' - 6"
74.1
11' - 6"
13' - 7"
73.8
14' - 4"
14' - 0"
74.4
14' - 5"
15' - 9"
75.0
14' - 6"
16' - 7"
74.7
16' - 10"
15' - 3"
75.3
17' - 0"
16' - 10"
76.0
17' - 1"
18' - 6"
84.9
10' - 8"
12' - 8"
85.5
10' - 9"
12' - 9"
86.1
10' - 10"
12' - 9"
85.9
13' - 5"
13' - 3"
86.5
13' - 7"
14' - 10"
87.1
13' - 7"
15' - 8"
86.8
15' - 11"
14' - 4"
87.4
16' - 0"
15' - 10"
88.1
16' - 1"
17' - 5"
Triple
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
156
www.ascsd.com
TABLE OF CONTENTS
4.5DF-24 7.6
1.130
8
1.438
9
1.747
10
2.056
D PANEL
7
C PANELS
0.821
Triple
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
N PANELS
6
ACUSTADEK®
Gage
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Slab and Deck
psf
Single
Double
28.8
16' - 2"
18' - 5"
29.4
16' - 3"
18' - 6"
30.0
16' - 3"
18' - 6"
29.8
19' - 8"
19' - 2"
30.4
19' - 9"
20' - 0"
31.0
19' - 10"
20' - 0"
30.8
21' - 0"
20' - 0"
31.3
21' - 4"
20' - 0"
31.9
21' - 8"
20' - 0"
38.0
14' - 10"
17' - 0"
38.6
14' - 11"
17' - 1"
39.2
14' - 11"
17' - 1"
39.0
18' - 2"
17' - 8"
39.5
18' - 3"
19' - 10"
40.1
18' - 3"
20' - 0"
39.9
19' - 9"
19' - 2"
40.5
20' - 1"
20' - 0"
41.1
20' - 5"
20' - 0"
47.2
13' - 8"
15' - 10"
47.7
13' - 9"
15' - 11"
48.4
13' - 9"
15' - 11"
48.1
16' - 11"
16' - 6"
48.7
17' - 0"
18' - 6"
49.3
17' - 1"
19' - 6"
49.1
18' - 9"
17' - 10"
49.7
19' - 2"
19' - 8"
50.3
19' - 5"
20' - 0"
56.3
12' - 9"
14' - 10"
56.9
12' - 10"
14' - 11"
57.5
12' - 10"
15' - 0"
57.3
15' - 11"
15' - 6"
57.9
16' - 0"
17' - 5"
58.5
16' - 1"
18' - 4"
58.3
18' - 0"
16' - 10"
58.8
18' - 5"
18' - 7"
59.4
18' - 8"
20' - 0"
65.5
12' - 0"
14' - 1"
66.1
12' - 1"
14' - 2"
66.7
12' - 1"
14' - 2"
66.5
15' - 1"
14' - 8"
67.0
15' - 2"
16' - 6"
67.6
15' - 3"
17' - 4"
67.4
17' - 5"
15' - 11"
68.0
17' - 9"
17' - 7"
68.6
17' - 10"
19' - 4"
B PANELS
Volume
cy/100sf
2W PANELS
Total Slab Depth
(in)
3W PANELS
www.ascsd.com
GENERAL INFORMATION
157
TABLE OF CONTENTS
7.7 6D-12
9”
6”
12”
2 Welds
Panel Properties
Gage
20
18
16
14
Weight
w
psf
3.25
4.33
5.41
6.86
Compression
Gage
20
18
16
14
Area
Ae
in2/ft
0.516
0.810
1.143
1.638
Base Metal
t
Fy
in
ksi
0.0359
33
0.0478
33
0.0598
33
0.075
33
Tensile
Strength
Fu
ksi
45
45
45
45
Area
Ag
in2/ft
0.953
1.273
1.591
2.010
Bending
Section
Modulus
Se+
in3/ft
1.369
1.981
2.529
3.242
Distance to
N.A. from
Bottom
yb
in
2.93
3.12
3.28
3.44
Section
Modulus
Sein3/ft
1.453
2.085
2.590
3.244
20
End
Interior
1"
194
197
Allowable (Rn/Ω)
2"
4"
256
414
230
314
18
End
Interior
400
400
525
462
16
End
Interior
674
675
14
End
Interior
1141
1154
Condition
158
Radius of
Gyration
r
in
2.379
2.372
2.366
2.358
Distance to
N.A. from
Bottom
yb
in
3.55
3.44
3.44
3.44
Gage
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Ig
yb
Sg
in4/ft
in
in3/ft
5.393
3.43
1.572
7.165
3.44
2.085
8.906
3.44
2.590
11.173
3.44
3.244
Moment of
Inertia
Ie+
in4/ft
4.211
6.180
8.304
11.144
Moment of
Inertia
I ein4/ft
5.154
7.165
8.906
11.173
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
4.605
6.508
8.505
11.154
Iin4/ft
5.234
7.165
8.906
11.173
8"
453
335
1"
290
301
Factored (ΦRn)
2"
4"
385
620
352
480
8"
680
512
839
617
954
674
600
612
788
707
1259
944
1431
1031
880
772
1394
1016
1582
1105
1011
1033
1319
1182
2091
1554
2373
1691
1478
1308
2319
1692
2628
1833
1711
1766
2216
2001
3479
2589
3941
2805
h=5.7"
r=0.125"
θ=90º
www.ascsd.com
TABLE OF CONTENTS
6D-12 7.8
Gage
Span
Limit
Condition
SS
Φ fb
L/360
L/240
fb / Ω
20
DS
Φ fb
L/360
fb / Ω
TS
Φ fb
L/360
L/240
fb / Ω
SS
L/360
L/240
fb / Ω
18
DS
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
fb / Ω
L/360
L/240
fb / Ω
14
DS
Φ fb
L/360
L/240
TS
Φ fb
L/360
L/240
www.ascsd.com
81
128
49
73
231
367
215
237
376
-
170
270
135
174
276
-
130
206
91
133
211
-
103
163
64
96
297
470
282
297
471
-
218
346
178
218
346
-
167
265
119
167
265
-
132
209
84
125
33
53
13
19
29
46
11
16
42
67
17
25
37
59
14
21
54
86
22
33
47
75
18
27
Exceeds
Maximum
Product Length
65
104
36
53
54
86
27
40
45
72
21
31
39
61
16
24
Exceeds
Maximum
Product Length
83
132
46
70
69
109
35
52
58
92
27
40
49
78
21
32
Exceeds
Maximum
Product Length
107
169
61
91
88
140
46
69
74
118
35
53
63
100
28
42
Exceeds
Maximum
Product Length
ACUSTADEK®
fb / Ω
102
162
69
107
170
-
30' - 0"
20
32
7
11
D PANEL
SS
Φ fb
133
211
104
140
222
-
28' - 0"
23
37
9
14
C PANELS
16
181
288
165
191
303
-
26' - 0"
27
42
11
17
N PANELS
TS
16' - 0"
70
112
49
75
119
-
B PANELS
Φ fb
14' - 0"
92
146
73
98
155
-
2W PANELS
L/240
18' - 0" 20' - 0" 22' - 0" 24' - 0"
56
45
37
31
88
72
59
50
35
25
19
15
52
38
28
22
12' - 0"
125
199
116
133
211
-
3W PANELS
fb / Ω
10' - 0"
180
286
191
304
239
379
261
414
275
436
343
545
333
529
341
541
426
677
427
677
427
678
534
848
-
GENERAL INFORMATION
159
TABLE OF CONTENTS
7.9 6D-12
6D-12 Shoring Table
Total Slab Depth
(in)
Volume
cy/100sf
7 1/2
0.926
8
1.080
8 1/2
1.235
9
1.389
9 1/2
1.543
10
1.698
10 1/2
1.852
11
2.006
11 1/2
2.160
Gage
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
Slab and Deck
psf
Single
Double
39.5
17' - 0"
16' - 0"
40.6
19' - 7"
16' - 0"
41.7
20' - 10"
16' - 0"
43.1
22' - 1"
16' - 0"
45.5
16' - 3"
16' - 0"
46.6
18' - 11"
16' - 0"
47.7
20' - 2"
16' - 0"
49.2
21' - 5"
16' - 0"
51.6
15' - 7"
16' - 0"
52.7
18' - 5"
16' - 0"
53.7
19' - 7"
16' - 0"
55.2
20' - 10"
16' - 0"
57.6
14' - 11"
15' - 5"
58.7
17' - 10"
16' - 0"
59.8
19' - 1"
16' - 0"
61.2
20' - 4"
16' - 0"
63.7
14' - 4"
14' - 10"
64.7
17' - 3"
16' - 0"
65.8
18' - 8"
16' - 0"
67.3
19' - 11"
16' - 0"
69.7
13' - 10"
14' - 4"
70.8
16' - 8"
16' - 0"
71.9
18' - 3"
16' - 0"
73.3
19' - 6"
16' - 0"
75.7
13' - 4"
13' - 11"
76.8
16' - 2"
16' - 0"
77.9
17' - 11"
16' - 0"
79.4
19' - 1"
16' - 0"
81.8
12' - 11"
13' - 6"
82.9
15' - 8"
16' - 0"
84.0
17' - 7"
16' - 0"
85.4
18' - 9"
16' - 0"
87.8
12' - 6"
13' - 2"
88.9
15' - 3"
15' - 8"
90.0
17' - 2"
16' - 0"
91.4
18' - 6"
16' - 0"
Triple
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
160
www.ascsd.com
TABLE OF CONTENTS
6D-12 7.9
8
1.080
8 1/2
1.235
9
1.389
9 1/2
1.543
10
1.698
10 1/2
1.852
11
2.006
11 1/2
2.160
C PANELS
0.926
Triple
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
N PANELS
7 1/2
D PANEL
Volume
cy/100sf
Single
Double
30.7
18' - 6"
16' - 0"
31.8
20' - 10"
16' - 0"
32.9
22' - 2"
16' - 0"
34.4
23' - 5"
16' - 0"
35.3
17' - 9"
16' - 0"
36.4
20' - 3"
16' - 0"
37.5
21' - 6"
16' - 0"
38.9
22' - 9"
16' - 0"
39.9
17' - 1"
16' - 0"
41.0
19' - 8"
16' - 0"
42.1
20' - 11"
16' - 0"
43.5
22' - 2"
16' - 0"
44.5
16' - 6"
16' - 0"
45.6
19' - 2"
16' - 0"
46.7
20' - 4"
16' - 0"
48.1
21' - 8"
16' - 0"
49.1
15' - 11"
16' - 0"
50.2
18' - 9"
16' - 0"
51.2
19' - 11"
16' - 0"
52.7
21' - 2"
16' - 0"
53.7
15' - 5"
15' - 11"
54.7
18' - 4"
16' - 0"
55.8
19' - 6"
16' - 0"
57.3
20' - 9"
16' - 0"
58.2
15' - 0"
15' - 5"
59.3
17' - 11"
16' - 0"
60.4
19' - 2"
16' - 0"
61.9
20' - 4"
16' - 0"
62.8
14' - 6"
15' - 0"
63.9
17' - 5"
16' - 0"
65.0
18' - 10"
16' - 0"
66.4
20' - 0"
16' - 0"
67.4
14' - 1"
14' - 8"
68.5
17' - 0"
16' - 0"
69.6
18' - 6"
16' - 0"
71.0
19' - 8"
16' - 0"
B PANELS
Gage
Slab and Deck
psf
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
2W PANELS
Total Slab Depth
(in)
3W PANELS
6D-12 Shoring Table
GENERAL INFORMATION
ACUSTADEK®
www.ascsd.com
161
TABLE OF CONTENTS
7.10 6DF-24
6”
24”
Panel Properties
Gage
Weight
w
psf
4.89
5.38
5.92
5.98
6.46
7.00
7.06
7.55
8.08
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Compression
Gage
Area
Ae
in2/ft
1.007
1.146
1.291
1.361
1.498
1.640
1.676
1.836
1.997
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Base Metal
t
Fy
in
ksi
.0359/.036
33
.0359/.047
33
.0359/.059
33
.0478/.036
33
.0478/.047
33
.0478/.059
33
.0598/.036
33
.0598/.047
33
.0598/.059
33
Tensile
Strength
Fu
ksi
45
45
45
45
45
45
45
45
45
Area
Ag
in2/ft
1.298
1.458
1.619
1.580
1.740
1.901
1.862
2.022
2.182
Bending
Section
Modulus
Se+
in3/ft
1.476
1.508
1.532
2.198
2.250
2.288
3.004
3.077
3.132
Distance to
N.A. from
Bottom
yb
in
2.07
1.84
1.65
2.48
2.24
2.05
2.78
2.56
2.38
Section
Modulus
Sein3/ft
1.709
2.208
2.357
2.094
2.593
3.133
3.546
3.005
3.575
20
End
Interior
1"
194
197
Allowable (Rn/Ω)
2"
4"
256
414
230
314
18
End
Interior
400
400
525
462
16
End
Interior
674
675
14
End
Interior
1141
1154
Condition
162
Radius of
Gyration
r
in
2.596
2.567
2.523
2.602
2.601
2.582
2.593
2.608
2.605
Distance to
N.A. from
Bottom
yb
in
3.92
3.56
3.22
4.00
3.73
3.46
4.01
3.81
3.60
Beam
Gage
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Ig
yb
Sg
in4/ft
in
in3/ft
8.747
2.49
0.788
9.611
2.23
4.304
10.308
2.03
5.090
10.701
2.75
3.896
11.772
2.51
4.696
12.668
2.31
5.488
12.517
2.93
4.278
13.750
2.71
5.080
14.809
0.58
1.249
Moment of
Inertia
Ie+
in4/ft
6.676
7.232
7.671
9.065
9.882
10.556
11.405
12.462
13.361
Moment of
Inertia
I ein4/ft
6.693
7.856
8.948
8.371
9.671
10.951
10.069
11.457
12.870
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
7.366
8.025
8.550
9.611
10.512
11.260
11.776
12.891
13.844
Iin4/ft
7.378
8.441
9.401
9.148
10.371
11.524
10.885
12.221
13.516
8"
453
335
1"
290
301
Factored (ΦRn)
2"
4"
385
620
352
480
8"
680
512
839
617
954
674
600
612
788
707
1259
944
1431
1031
880
772
1394
1016
1582
1105
1011
1033
1319
1182
2091
1554
2373
1691
1478
1308
2319
1692
2628
1833
1711
1766
2216
2001
3479
2589
3941
2805
h=5.7"
r=0.125"
θ=90º
www.ascsd.com
TABLE OF CONTENTS
3W PANELS
Gage
Span
Limit
Condition
fb / Ω
L/360
L/240
fb / Ω
20/20
DS
Φ fb
L/360
L/240
fb / Ω
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
20/18
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
20/16
DS
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
26' - 0"
28' - 0"
30' - 0"
194
309
135
214
99
157
76
121
60
95
49
77
40
64
34
54
29
46
25
39
22
34
-
-
-
-
55
-
40
-
30
-
23
-
18
27
15
22
12
18
225
357
156
248
115
182
88
140
70
110
56
89
-
-
-
-
-
-
199
315
138
219
101
161
78
123
61
97
50
79
41
65
34
55
29
47
25
40
22
35
-
-
-
-
60
-
44
-
33
-
25
-
20
-
16
24
13
19
291
462
202
320
148
235
114
180
90
142
73
115
-
-
-
-
-
-
202
320
140
222
103
163
79
125
62
99
50
80
42
66
35
56
30
47
26
41
22
36
-
-
-
-
-
47
-
35
-
27
-
21
-
17
26
14
21
310
493
216
342
158
251
121
192
96
152
78
123
-
-
-
-
-
-
Exceeds
Maximum
Product Length
281
447
-
Exceeds
Maximum
Product Length
310
493
-
315
500
Exceeds
Maximum
Product Length
D PANEL
Φ fb
16' - 0"
C PANELS
L/240
14' - 0"
N PANELS
fb / Ω
12' - 0"
B PANELS
TS
Φ fb
10' - 0"
2W PANELS
SS
Φ fb
18' - 0" 20' - 0" 22' - 0" 24' - 0"
GENERAL INFORMATION
6DF-24 7.11
ACUSTADEK®
www.ascsd.com
163
TABLE OF CONTENTS
7.11 6DF-24
Gage
Span
Limit
Condition
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
18/20
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
18/18
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
18/16
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
164
16' - 0" 18' - 0" 20' - 0" 22' - 0" 24' - 0"
10' - 0"
12' - 0"
14' - 0"
26' - 0"
28' - 0"
30' - 0"
290
459
201
319
148
234
113
179
89
142
72
115
60
95
50
80
43
68
37
59
32
51
-
-
-
103
-
72
-
53
-
39
59
30
46
24
36
19
29
16
23
276
438
192
304
141
223
108
171
85
135
69
109
-
-
-
-
-
-
296
470
206
327
151
240
116
184
91
145
74
118
61
97
51
82
44
70
38
60
33
52
-
-
-
112
-
79
-
57
-
43
-
33
50
26
39
21
31
17
26
342
542
237
376
174
276
133
212
105
167
85
135
-
-
-
-
-
-
301
478
209
332
154
244
118
187
93
148
75
120
62
99
52
83
45
71
38
61
33
53
-
-
-
-
84
-
62
-
46
-
36
-
28
42
22
34
18
27
413
655
287
455
211
334
161
256
127
202
103
164
-
-
-
-
-
-
Exceeds
Maximum
Product Length
345
547
-
Exceeds
Maximum
Product Length
427
677
-
471
747
Exceeds
Maximum
Product Length
-
www.ascsd.com
TABLE OF CONTENTS
3W PANELS
Gage
Span
Limit
Condition
fb / Ω
SS
L/360
L/240
fb / Ω
16/20
DS
Φ fb
L/360
L/240
fb / Ω
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
16/18
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
SS
Φ fb
L/360
L/240
fb / Ω
16/16
DS
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
28' - 0"
30' - 0"
155
245
122
194
99
157
82
130
69
109
59
93
50
80
44
70
-
-
188
-
126
-
88
-
64
96
48
72
37
56
29
44
23
35
19
29
467
741
324
515
238
378
182
289
144
229
117
185
-
-
-
-
-
-
405
643
281
447
207
328
158
251
125
198
101
161
84
133
70
112
60
95
52
82
45
71
-
-
205
-
138
-
97
-
70
-
53
79
41
61
32
48
26
38
21
31
396
628
275
436
202
320
155
245
122
194
99
157
-
-
-
-
-
-
413
655
287
455
211
334
161
256
127
202
103
164
85
135
72
114
61
97
53
83
46
73
-
-
-
148
-
104
-
76
-
57
85
44
66
34
52
28
41
22
34
471
747
327
519
240
381
184
292
145
231
118
187
-
-
-
-
-
-
Exceeds
Maximum
Product Length
584
926
-
Exceeds
Maximum
Product Length
495
785
-
589
934
Exceeds
Maximum
Product Length
D PANEL
Φ fb
26' - 0"
202
320
C PANELS
L/240
fb / Ω
14' - 0"
275
436
N PANELS
fb / Ω
12' - 0"
396
628
B PANELS
TS
Φ fb
10' - 0"
2W PANELS
Φ fb
16' - 0" 18' - 0" 20' - 0" 22' - 0" 24' - 0"
GENERAL INFORMATION
6DF-24 7.11
ACUSTADEK®
www.ascsd.com
165
TABLE OF CONTENTS
7.12 6DF-24
6DF-24 Shoring Table
Total Slab Depth
(in)
Volume
cy/100sf
7 1/2
0.937
8 1/2
1.246
9 1/2
1.554
10 1/2
1.863
11 1/2
2.171
Gage
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Slab and Deck
psf
Single
Double
41.5
17' - 4"
18' - 8"
42.1
17' - 6"
19' - 11"
42.7
17' - 6"
20' - 0"
42.6
21' - 0"
20' - 0"
43.1
21' - 2"
20' - 0"
43.8
21' - 3"
20' - 0"
43.6
22' - 2"
20' - 0"
44.2
22' - 7"
20' - 0"
44.9
23' - 1"
20' - 0"
53.6
15' - 11"
17' - 2"
54.1
16' - 1"
18' - 4"
54.8
16' - 1"
18' - 5"
54.6
19' - 4"
18' - 10"
55.2
19' - 6"
20' - 0"
55.9
19' - 7"
20' - 0"
55.7
20' - 11"
20' - 0"
56.3
21' - 4"
20' - 0"
57.0
21' - 10"
20' - 0"
65.6
14' - 9"
15' - 11"
66.2
14' - 11"
17' - 0"
66.9
15' - 0"
17' - 1"
66.7
18' - 0"
17' - 6"
67.3
18' - 1"
19' - 5"
68.0
18' - 2"
20' - 0"
67.8
19' - 11"
20' - 0"
68.4
20' - 4"
20' - 0"
69.0
20' - 10"
20' - 0"
77.7
13' - 9"
14' - 11"
78.3
13' - 11"
16' - 0"
79.0
14' - 0"
16' - 1"
78.8
16' - 10"
16' - 6"
79.4
17' - 0"
18' - 3"
80.0
17' - 1"
19' - 6"
79.9
19' - 2"
20' - 0"
80.5
19' - 7"
19' - 7"
81.1
19' - 11"
20' - 0"
89.8
12' - 11"
14' - 2"
90.4
13' - 1"
15' - 1"
91.0
13' - 2"
15' - 2"
90.9
15' - 11"
15' - 7"
91.5
16' - 1"
17' - 3"
92.1
16' - 2"
18' - 6"
92.0
18' - 7"
20' - 0"
92.6
18' - 9"
18' - 6"
93.2
18' - 10"
20' - 0"
Triple
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
166
www.ascsd.com
TABLE OF CONTENTS
1.246
9 1/2
1.554
10 1/2
1.863
11 1/2
2.171
D PANEL
8 1/2
C PANELS
0.937
Triple
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
N PANELS
7 1/2
ACUSTADEK®
Gage
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Slab and Deck
psf
Single
Double
32.6
18' - 10"
20' - 0"
33.2
19' - 0"
20' - 0"
33.8
19' - 0"
20' - 0"
33.7
22' - 4"
20' - 0"
34.3
22' - 9"
20' - 0"
34.9
23' - 0"
20' - 0"
34.8
23' - 6"
20' - 0"
35.4
23' - 11"
20' - 0"
36.0
24' - 6"
20' - 0"
41.8
17' - 5"
18' - 9"
42.4
17' - 7"
20' - 0"
43.0
17' - 7"
20' - 0"
42.9
21' - 1"
20' - 0"
43.5
21' - 3"
20' - 0"
44.1
21' - 4"
20' - 0"
44.0
22' - 3"
20' - 0"
44.5
22' - 8"
20' - 0"
45.2
23' - 2"
20' - 0"
51.0
16' - 4"
17' - 7"
51.5
16' - 5"
18' - 9"
52.2
16' - 6"
18' - 10"
52.1
19' - 9"
19' - 4"
52.6
19' - 11"
20' - 0"
53.2
20' - 0"
20' - 0"
53.1
21' - 3"
20' - 0"
53.7
21' - 8"
20' - 0"
54.3
22' - 2"
20' - 0"
60.1
15' - 5"
16' - 7"
60.7
15' - 6"
17' - 8"
61.3
15' - 7"
17' - 9"
61.2
18' - 8"
18' - 2"
61.8
18' - 10"
20' - 0"
62.4
18' - 11"
20' - 0"
62.3
20' - 5"
20' - 0"
62.9
20' - 10"
20' - 0"
63.5
21' - 4"
20' - 0"
69.3
14' - 7"
15' - 8"
69.9
14' - 8"
16' - 9"
70.5
14' - 9"
16' - 10"
70.4
17' - 8"
17' - 3"
71.0
17' - 10"
19' - 2"
71.6
17' - 11"
20' - 0"
71.5
19' - 9"
20' - 0"
72.0
20' - 2"
20' - 0"
72.7
20' - 8"
20' - 0"
B PANELS
Volume
cy/100sf
2W PANELS
Total Slab Depth
(in)
3W PANELS
6DF-24 Shoring Table
www.ascsd.com
GENERAL INFORMATION
6DF-24 7.12
167
TABLE OF CONTENTS
7.13 7.5D-12
9”
7-1/2”
12”
2 Welds
Panel Properties
Gage
Weight
w
psf
3.60
4.80
6.00
7.60
20
18
16
14
Compression
Gage
Area
Ae
in2/ft
0.519
0.816
1.154
1.661
20
18
16
14
Base Metal
t
Fy
in
ksi
0.0359
33
0.0478
33
0.0598
33
0.075
33
Tensile
Strength
Fu
ksi
45
45
45
45
Area
Ag
in2/ft
1.058
1.414
1.768
2.235
Bending
Section
Modulus
Se+
in3/ft
1.718
2.702
3.454
4.440
Distance to
N.A. from
Bottom
yb
in
3.50
3.87
4.05
4.23
Section
Modulus
Sein3/ft
1.791
2.548
3.316
4.360
20
End
Interior
1"
169
171
Allowable (Rn/Ω)
2"
4"
223
360
200
273
18
End
Interior
361
361
474
417
16
End
Interior
620
621
14
End
Interior
1065
1077
Condition
168
Radius of
Gyration
r
in
2.931
2.924
2.917
2.908
Distance to
N.A. from
Bottom
yb
in
4.60
4.47
4.38
4.29
Beam
Gage
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Ig
yb
Sg
in4/ft
in
in3/ft
9.088
4.23
2.148
12.089
4.24
2.853
15.040
4.24
3.547
18.900
4.25
4.451
Moment of
Inertia
Ie+
in4/ft
6.863
10.457
14.003
18.778
Moment of
Inertia
I ein4/ft
8.231
11.389
14.524
18.700
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
7.605
11.001
14.349
18.819
Iin4/ft
8.517
11.622
14.696
18.767
8"
395
292
1"
253
262
Factored (ΦRn)
2"
4"
335
540
307
418
8"
592
446
757
557
861
608
541
552
711
638
1136
852
1291
931
809
710
1282
934
1455
1016
930
950
1213
1087
1923
1430
2182
1555
1380
1221
2166
1580
2453
1711
1598
1648
2069
1868
3248
2417
3680
2619
h=7.2"
r=0.125"
θ=90º
www.ascsd.com
TABLE OF CONTENTS
7.5D-12 7.14
Gage
Span
Limit
Condition
SS
Φ fb
L/360
L/240
fb / Ω
20
DS
Φ fb
L/360
fb / Ω
TS
Φ fb
L/360
L/240
fb / Ω
SS
L/360
L/240
fb / Ω
18
DS
Φ fb
L/360
L/240
fb / Ω
Φ fb
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
fb / Ω
L/360
L/240
fb / Ω
14
DS
Φ fb
L/360
L/240
TS
Φ fb
L/360
L/240
www.ascsd.com
110
174
82
-
316
501
303
481
-
232
368
229
223
354
-
178
282
153
171
271
-
140
223
108
-
406
644
399
633
-
298
473
293
465
-
228
362
201
224
356
-
181
286
141
-
45
72
22
33
40
63
18
27
58
92
29
43
51
80
23
35
75
118
37
56
65
103
30
46
Exceeds
Maximum
Product Length
89
141
60
-
74
117
45
68
62
98
35
52
53
84
27
41
Exceeds
Maximum
Product Length
114
180
78
-
94
149
59
88
79
125
45
68
67
107
36
54
Exceeds
Maximum
Product Length
146
232
103
-
121
192
77
116
102
161
59
89
87
137
47
70
Exceeds
Maximum
Product Length
ACUSTADEK®
fb / Ω
139
221
117
131
208
-
30' - 0"
25
40
12
18
D PANEL
SS
Φ fb
182
288
175
171
272
-
28' - 0"
29
46
15
23
C PANELS
16
247
392
233
370
-
26' - 0"
33
53
19
28
N PANELS
TS
16' - 0"
88
140
81
92
146
-
B PANELS
Φ fb
14' - 0"
115
183
120
191
-
2W PANELS
L/240
18' - 0" 20' - 0" 22' - 0" 24' - 0"
70
57
47
39
111
90
74
62
57
42
31
24
36
12' - 0"
157
249
164
260
-
3W PANELS
fb / Ω
10' - 0"
226
359
236
374
295
468
356
565
336
532
420
666
455
722
437
693
546
866
585
928
574
911
718
1139
-
GENERAL INFORMATION
169
TABLE OF CONTENTS
7.15 7.5D-12
Total Slab Depth
(in)
Volume
cy/100sf
9
1.042
9 1/2
1.196
10
1.350
10 1/2
1.505
11
1.659
11 1/2
1.813
12
1.968
12 1/2
2.122
13
2.276
Gage
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
Slab and Deck
psf
Single
Double
44.4
18' - 4"
16' - 0"
45.6
21' - 9"
16' - 0"
46.8
23' - 1"
16' - 0"
48.4
24' - 6"
16' - 0"
50.4
17' - 7"
16' - 0"
51.6
21' - 1"
16' - 0"
52.8
22' - 5"
16' - 0"
54.4
23' - 10"
16' - 0"
56.5
16' - 11"
16' - 0"
57.7
20' - 7"
16' - 0"
58.9
21' - 10"
16' - 0"
60.5
23' - 3"
16' - 0"
62.5
16' - 3"
16' - 0"
63.7
20' - 1"
16' - 0"
64.9
21' - 4"
16' - 0"
66.5
22' - 9"
16' - 0"
68.5
15' - 9"
16' - 0"
69.7
19' - 7"
16' - 0"
70.9
20' - 11"
16' - 0"
72.5
22' - 3"
16' - 0"
74.6
15' - 3"
15' - 7"
75.8
19' - 0"
16' - 0"
77.0
20' - 6"
16' - 0"
78.6
21' - 10"
16' - 0"
80.6
14' - 9"
15' - 1"
81.8
18' - 5"
16' - 0"
83.0
20' - 2"
16' - 0"
84.6
21' - 5"
16' - 0"
86.7
14' - 4"
14' - 8"
87.9
17' - 11"
16' - 0"
89.1
19' - 10"
16' - 0"
90.7
21' - 1"
16' - 0"
92.7
13' - 11"
14' - 3"
93.9
17' - 5"
16' - 0"
95.1
19' - 6"
16' - 0"
96.7
20' - 9"
16' - 0"
Triple
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
170
www.ascsd.com
TABLE OF CONTENTS
7.5D-12 7.15
9 1/2
1.196
10
1.350
10 1/2
1.505
11
1.659
11 1/2
1.813
12
1.968
12 1/2
2.122
13
2.276
C PANELS
1.042
Triple
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
N PANELS
9
D PANEL
Gage
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
20
18
16
14
Slab and Deck
psf
Single
Double
34.5
20' - 0"
16' - 0"
35.7
23' - 2"
16' - 0"
36.9
24' - 7"
16' - 0"
38.5
26' - 0"
16' - 0"
39.1
19' - 3"
16' - 0"
40.3
22' - 6"
16' - 0"
41.5
23' - 10"
16' - 0"
43.1
25' - 4"
16' - 0"
43.7
18' - 7"
16' - 0"
44.9
21' - 11"
16' - 0"
46.1
23' - 3"
16' - 0"
47.7
24' - 9"
16' - 0"
48.3
17' - 11"
16' - 0"
49.5
21' - 5"
16' - 0"
50.7
22' - 9"
16' - 0"
52.3
24' - 2"
16' - 0"
52.9
17' - 5"
16' - 0"
54.1
21' - 0"
16' - 0"
55.3
22' - 3"
16' - 0"
56.9
23' - 8"
16' - 0"
57.5
16' - 11"
16' - 0"
58.7
20' - 7"
16' - 0"
59.9
21' - 10"
16' - 0"
61.5
23' - 3"
16' - 0"
62.0
16' - 5"
16' - 0"
63.2
20' - 2"
16' - 0"
64.4
21' - 6"
16' - 0"
66.0
22' - 10"
16' - 0"
66.6
16' - 0"
16' - 0"
67.8
19' - 10"
16' - 0"
69.0
21' - 1"
16' - 0"
70.6
22' - 6"
16' - 0"
71.2
15' - 7"
15' - 11"
72.4
19' - 5"
16' - 0"
73.6
20' - 10"
16' - 0"
75.2
22' - 2"
16' - 0"
B PANELS
Volume
cy/100sf
2W PANELS
Total Slab Depth
(in)
3W PANELS
GENERAL INFORMATION
ACUSTADEK®
www.ascsd.com
171
TABLE OF CONTENTS
7.16 7.5DF-24
7-1/2”
24”
RD33
7-1/2” Deep Deck Cellular
Panel Properties
Gage
Weight
w
psf
5.24
5.73
6.27
6.44
6.93
7.47
7.64
8.13
8.67
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Compression
Gage
Area
Ae
in2/ft
1.056
1.191
1.332
1.456
1.589
1.728
1.853
1.998
2.136
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Base Metal
t
Fy
in
ksi
.0359/.036
33
.0359/.047
33
.0359/.059
33
.0478/.036
33
.0478/.047
33
.0478/.059
33
.0598/.036
33
.0598/.047
33
.0598/.059
33
Tensile
Strength
Fu
ksi
45
45
45
45
45
45
45
45
45
Area
Ag
in2/ft
1.403
1.563
1.724
1.721
1.881
2.042
2.039
2.199
2.359
Bending
Section
Modulus
Se+
in3/ft
1.821
2.048
2.087
2.936
3.017
3.078
3.977
4.087
4.172
Distance to
N.A. from
Bottom
yb
in
2.61
2.40
2.17
3.16
2.88
2.65
3.51
3.25
3.03
Section
Modulus
Sein3/ft
2.252
2.890
3.119
2.824
3.429
4.077
3.396
4.000
4.687
Condition
Distance to
N.A. from
Bottom
yb
in
4.84
4.40
4.03
4.85
4.58
4.30
4.87
4.66
4.44
Moment of
Inertia
Ie+
in4/ft
10.687
11.874
12.639
14.741
16.088
17.215
18.505
20.203
21.667
Moment of
Inertia
I ein4/ft
10.905
12.701
14.417
13.702
15.694
17.683
16.533
18.647
20.823
Uniform Load Only
Id = (2Ie+Ig)/3
I+
in4/ft
11.859
13.117
14.010
15.624
17.092
18.326
19.128
20.909
22.448
Iin4/ft
12.005
13.669
15.195
14.932
16.829
18.638
17.813
19.872
21.886
8"
395
292
1"
253
262
Factored (ΦRn)
2"
4"
335
540
307
418
8"
592
446
20
End
Interior
1"
169
171
18
End
Interior
361
361
474
417
757
557
861
608
541
552
711
638
1136
852
1291
931
16
End
Interior
620
621
809
710
1282
934
1455
1016
930
950
1213
1087
1923
1430
2182
1555
14
End
Interior
1065
1077
1380
1221
2166
1580
2453
1711
1598
1648
2069
1868
3248
2417
3680
2619
172
Allowable (Rn/Ω)
2"
4"
223
360
200
273
Radius of
Gyration
r
in
3.182
3.159
3.117
3.179
3.186
3.172
3.660
3.186
3.190
Beam
Gage
Distance to
Moment of
N.A. from
Section
Inertia
Bottom
Modulus
Ig
yb
Sg
in4/ft
in
in3/ft
14.204
3.16
4.502
15.605
2.84
5.486
16.751
2.59
6.460
17.391
3.45
5.040
19.100
3.17
6.027
20.549
2.93
7.007
20.374
3.66
5.573
22.320
3.40
6.562
24.010
3.18
7.544
h=7.2"
r=0.125"
θ=90º
www.ascsd.com
TABLE OF CONTENTS
7.5DF-24 7.17
Gage
Span
Limit
Condition
fb / Ω
SS
Φ fb
L/360
fb / Ω
20/20
DS
Φ fb
L/360
L/240
fb / Ω
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
DS
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
SS
Φ fb
L/360
L/240
fb / Ω
20/16
DS
Φ fb
L/360
fb / Ω
TS
Φ fb
L/360
28' - 0"
30' - 0"
240
381
167
264
122
194
94
149
74
117
60
95
50
79
42
66
35
56
31
49
27
42
-
-
-
-
-
-
49
-
37
-
29
-
24
-
19
-
297
471
206
327
151
240
116
184
92
145
74
118
-
-
-
-
-
-
270
428
187
297
138
218
105
167
83
132
67
107
56
88
47
74
40
63
34
55
30
48
-
-
-
-
-
-
54
-
41
-
33
-
26
-
21
-
381
604
264
419
194
308
149
236
118
186
95
151
-
-
-
-
-
-
275
436
191
303
140
223
107
170
85
135
69
109
57
90
48
76
41
65
35
56
31
48
-
-
-
-
-
-
-
44
-
35
-
28
-
23
-
411
652
285
453
210
333
161
255
127
201
103
163
-
-
-
-
-
-
Exceeds
Maximum
Product Length
371
588
-
Exceeds
Maximum
Product Length
422
669
-
430
682
Exceeds
Maximum
Product Length
D PANEL
L/240
26' - 0"
C PANELS
fb / Ω
16' - 0"
N PANELS
20/18
Φ fb
14' - 0"
B PANELS
TS
Φ fb
12' - 0"
2W PANELS
L/240
18' - 0" 20' - 0" 22' - 0" 24' - 0"
10' - 0"
3W PANELS
GENERAL INFORMATION
-
ACUSTADEK®
www.ascsd.com
173
TABLE OF CONTENTS
7.17 7.5DF-24
Gage
Span
Limit
Condition
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
18/20
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
18/18
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
fb / Ω
18/16
DS
Φ fb
L/360
L/240
fb / Ω
TS
174
Φ fb
L/360
16' - 0" 18' - 0" 20' - 0" 22' - 0" 24' - 0"
10' - 0"
12' - 0"
14' - 0"
26' - 0"
28' - 0"
30' - 0"
387
614
269
426
197
313
151
240
119
189
97
153
80
127
67
107
57
91
49
78
43
68
-
-
-
-
117
-
85
-
64
-
49
-
39
-
31
47
25
38
372
590
258
410
190
301
145
231
115
182
93
148
-
-
-
-
-
-
397
631
276
438
203
322
155
246
123
195
99
158
82
130
69
109
59
93
51
80
44
70
-
-
-
-
-
93
-
70
-
54
-
43
-
34
-
28
41
452
717
314
498
230
366
176
280
139
221
113
179
-
-
-
-
-
-
406
643
282
447
207
328
158
251
125
199
101
161
84
133
70
112
60
95
52
82
45
71
-
-
-
-
-
100
-
75
-
58
-
46
-
36
-
30
44
537
852
373
592
274
435
210
333
166
263
134
213
-
-
-
-
-
-
Exceeds
Maximum
Product Length
465
738
-
Exceeds
Maximum
Product Length
565
896
-
634
1005
Exceeds
Maximum
Product Length
-
www.ascsd.com
TABLE OF CONTENTS
7.5DF-24 7.17
3W PANELS
Gage
Span
Limit
Condition
fb / Ω
SS
L/360
L/240
fb / Ω
16/20
DS
Φ fb
L/360
L/240
fb / Ω
L/360
L/240
fb / Ω
SS
Φ fb
L/360
L/240
16/18
DS
Φ fb
L/360
L/240
fb / Ω
TS
Φ fb
L/360
SS
Φ fb
L/360
L/240
fb / Ω
16/16
DS
L/360
L/240
fb / Ω
TS
Φ fb
L/360
28' - 0"
30' - 0"
205
325
162
257
131
208
108
172
91
144
77
123
67
106
58
92
-
-
-
204
-
143
-
104
-
79
-
60
91
48
71
38
57
31
46
447
710
311
493
228
362
175
277
138
219
112
177
-
-
-
-
-
-
538
854
374
593
275
436
210
334
166
264
135
214
111
176
93
148
80
126
69
109
60
95
-
-
-
-
157
-
114
-
86
-
66
-
52
78
42
62
34
51
527
836
366
581
269
426
206
327
163
258
132
209
-
-
-
-
-
-
550
872
382
606
280
445
215
341
170
269
137
218
114
180
95
151
81
129
70
111
61
97
-
-
-
-
168
-
123
-
92
-
71
-
56
-
45
67
36
55
617
979
429
680
315
500
241
383
191
302
154
245
-
-
-
-
-
-
Exceeds
Maximum
Product Length
559
887
-
Exceeds
Maximum
Product Length
659
1045
-
772
1224
Exceeds
Maximum
Product Length
D PANEL
Φ fb
26' - 0"
267
424
C PANELS
L/240
fb / Ω
14' - 0"
364
577
N PANELS
fb / Ω
12' - 0"
524
831
B PANELS
TS
Φ fb
10' - 0"
2W PANELS
Φ fb
16' - 0" 18' - 0" 20' - 0" 22' - 0" 24' - 0"
GENERAL INFORMATION
ACUSTADEK®
www.ascsd.com
175
TABLE OF CONTENTS
7.18 7.5DF-24
Total Slab Depth
(in)
Volume
cy/100sf
9
1.053
10
1.361
11
1.670
12
1.979
13
2.287
Gage
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Slab and Deck
psf
Single
Double
46.3
18' - 7"
20' - 0"
46.9
19' - 8"
20' - 0"
47.6
19' - 9"
20' - 0"
47.6
23' - 5"
20' - 0"
48.1
23' - 8"
20' - 0"
48.8
23' - 9"
20' - 0"
48.8
24' - 7"
20' - 0"
49.3
25' - 1"
20' - 0"
50.0
25' - 5"
20' - 0"
58.4
17' - 2"
19' - 1"
59.0
18' - 2"
20' - 0"
59.7
18' - 3"
20' - 0"
59.6
21' - 8"
20' - 0"
60.2
21' - 10"
20' - 0"
60.9
22' - 0"
20' - 0"
60.8
23' - 4"
20' - 0"
61.4
23' - 9"
20' - 0"
62.1
24' - 2"
20' - 0"
70.5
16' - 0"
17' - 10"
71.1
16' - 11"
19' - 4"
71.7
17' - 0"
19' - 5"
71.7
20' - 2"
19' - 10"
72.3
20' - 5"
20' - 0"
72.9
20' - 7"
20' - 0"
72.9
22' - 4"
20' - 0"
73.5
22' - 9"
20' - 0"
74.1
23' - 2"
20' - 0"
82.6
15' - 1"
16' - 9"
83.2
15' - 11"
18' - 2"
83.8
16' - 1"
18' - 4"
83.8
19' - 0"
18' - 8"
84.4
19' - 3"
20' - 0"
85.0
19' - 4"
20' - 0"
85.0
21' - 6"
20' - 0"
85.6
21' - 11"
20' - 0"
86.2
22' - 4"
20' - 0"
94.7
14' - 3"
15' - 11"
95.3
15' - 1"
17' - 3"
95.9
15' - 2"
17' - 4"
95.9
18' - 0"
17' - 8"
96.5
18' - 3"
19' - 5"
96.5
18' - 3"
19' - 5"
97.1
20' - 10"
19' - 4"
97.7
21' - 1"
20' - 0"
98.3
21' - 3"
20' - 0"
Triple
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
176
www.ascsd.com
TABLE OF CONTENTS
7.5DF-24 7.18
1.361
11
1.670
12
1.979
13
2.287
D PANEL
10
C PANELS
1.053
Triple
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
10' - 8"
N PANELS
9
ACUSTADEK®
Gage
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
20/20
20/18
20/16
18/20
18/18
18/16
16/20
16/18
16/16
Slab and Deck
psf
Single
Double
36.4
20' - 4"
20' - 0"
37.0
21' - 5"
20' - 0"
37.6
21' - 7"
20' - 0"
37.6
25' - 0"
20' - 0"
38.2
25' - 5"
20' - 0"
38.8
25' - 9"
20' - 0"
38.8
26' - 1"
20' - 0"
39.4
26' - 7"
20' - 0"
40.0
26' - 11"
20' - 0"
45.6
18' - 10"
20' - 0"
46.2
19' - 11"
20' - 0"
46.8
20' - 0"
20' - 0"
46.8
23' - 8"
20' - 0"
47.4
23' - 11"
20' - 0"
48.0
24' - 1"
20' - 0"
48.0
24' - 9"
20' - 0"
48.6
25' - 3"
20' - 0"
49.2
25' - 8"
20' - 0"
54.8
17' - 8"
19' - 8"
55.3
18' - 8"
20' - 0"
55.9
18' - 9"
20' - 0"
56.0
22' - 3"
20' - 0"
56.5
22' - 6"
20' - 0"
57.1
22' - 8"
20' - 0"
57.2
23' - 9"
20' - 0"
57.7
24' - 3"
20' - 0"
58.3
24' - 7"
20' - 0"
63.9
16' - 9"
18' - 7"
64.5
17' - 8"
20' - 0"
65.1
17' - 9"
20' - 0"
65.1
21' - 1"
20' - 0"
65.7
21' - 3"
20' - 0"
66.3
21' - 5"
20' - 0"
66.3
22' - 11"
20' - 0"
66.9
23' - 5"
20' - 0"
67.5
23' - 9"
20' - 0"
73.1
15' - 11"
17' - 8"
73.7
16' - 10"
19' - 2"
74.3
16' - 11"
19' - 3"
74.3
20' - 0"
19' - 8"
74.9
20' - 3"
20' - 0"
75.5
20' - 5"
20' - 0"
75.5
22' - 2"
20' - 0"
76.1
22' - 8"
20' - 0"
76.7
23' - 0"
20' - 0"
B PANELS
Volume
cy/100sf
2W PANELS
Total Slab Depth
(in)
3W PANELS
www.ascsd.com
GENERAL INFORMATION
177
TABLE OF CONTENTS
8.1 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.
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.
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.
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.
178
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 selfdrilling 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.
www.ascsd.com
TABLE OF CONTENTS
Sound Absorption Data
Absorption Coefficient1
Acustadek® Profile
(Perforation Type)
1000 Hz 2000 Hz 4000 Hz
Noise Reduction
Coefficient1
125 Hz
250 Hz
500 Hz
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
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
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
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
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
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
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
3W PANELS
Batt
2
GENERAL INFORMATION
Acustadek® 8.2
BHF-36A
5″
2W PANELS
NHF-32A
B PANELS
2WHF-36A
3WxHF-36A
N PANELS
4.5DF-24A
C PANELS
6DF-24A
D PANEL
7.5DF-24A
www.ascsd.com
ACUSTADEK®
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.
179
TABLE OF CONTENTS
Metric Conversion Chart
Metric Conversions
Spans, length & thickness
Multiply
By
To Obtain
Inches
25.4
Millimeters
Feet
304.8
Millimeters
Inches
0.0254
Metres
Feet
0.3048
Metres
psf
0.0479
kPa
psi
6.8948
kPa
Square feet
0.0929
Square Metre
Square
9.2903
Square Metre
Diaphragm Shear
plf
0.0146
KN/m
Section Properties
in3/ft
53,763
mm3/m
in /ft
1,365,588
mm4/m
in3/ft
53.763
cm3/m
in4/ft
136.559
cm4/m
Pounds
0.00445
kN
psf
4.8824
kg/m2
pcf
16.018
kg/m3
Vertical Load & Superimposed Load
Area
4
Weight
Volume
180
www.ascsd.com
TABLE OF CONTENTS
Evolution of Company
ASC Steel Deck has provided structural steel roof and
floor deck throughout the Western United States since the
1970s. Over this time, ASC Steel Deck has undergone a few
ownership changes and operated under different business
names (ASC Pacific, BHP Steel Building Products, and IMSA
Building Products). Since 2002, however, we have operated
under the name ASC Steel Deck, a division of ASC Profiles
LLC. While the name of the company has changed over
the years, the continuous dedication to product innovation,
high quality steel deck products, and customer service has
positioned ASC Steel Deck as a leader in the industry.
Industry Innovator
With an outward focus on the steel deck industry, ASC Steel Deck has led the way and established itself as a leader
having accomplished many industry-firsts. ASC Steel Deck was the first West Coast manufacturer to incorporate
diaphragm Shear and superimposed load tables based on ANSI/SDI C-2011 Standard for Composite Steel Floor DeckSlabs. This standard has been adopted for inclusion in the 2015 IBC.
ASC Steel Deck has also led the way in providing innovative products which reduce installation costs, while offering some
of the highest diaphragm shear values in the market. For example:
• 36/7/4 Attachment Pattern - reduces attachment requirements for 11⁄2" roof deck by up to 30%.
• N-32® Roof Deck - A 3" deep roof deck profile providing a 10% improvement in steel utilization and up to 20% reduction
in installation costs as compared to the industry standard N-24 panel.
Whether through product re-engineering or new product development, ASC Steel Deck strives for constant improvement
through innovation.
TABLE OF CONTENTS
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
©2016 ASC Profiles LLC All trademarks are the property of their respective owners. All rights reserved. Version 1.0 0216 Pub February 2016 (DL021)

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