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8/20/2019 Girder-Slab System Design Guide v2.0.pdf
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THE GIRDER-SLAB® SYSTEM
The Combined Advantages of
Structural Steel & Flat Plate Concrete
2013
DESIGN
GUIDEV2.0
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Developed by Girder-Slab Technologies LLC, the Girder-Slab®
System is a steel and precast hybrid, the first to use precast slabs
with an integral steel girder to form a composite monolithic
structural slab assembly.
This innovative technology uses proven materials long available
within the construction industry. The Girder-Slab System is ideal
for mid to high-rise residential construction. This lightweight
assembly develops composite action enabling it to carry
significant loads.
A special steel beam is used as an interior girder supporting the
precast slab on its bottom flange. The web and top flange are
concealed within the plane of the slab. The flat structural slab
permits minimum and variable floor-to-floor heights.
The Girder-Slab System is fire rated for use in high-rise buildings
when constructed in accordance with Underwriters Laboratories
Inc. Floor-Ceiling Design (USA) UL K912 and (Canada) ULC J500.
The Girder-Slab System in combination with a structural steel
frame offers a complete steel and concrete superstructure.
Unlike cast-in-place concrete structures, the Girder-Slab Systemuses off site prefabricated components that are quickly erected on
site.
The Girder-Slab System consists of an interior girder (known as
an open-web dissymmetric beam or D-Beam®), and prestressed
hollow-core slabs, connected by cementitious grout.
Applications include floor and roof slabs, which are supported
by a steel frame that resists all gravity and lateral loads. WF
beams are typically used at spandrel, shaft and other conditions.
The system integrates easily with all other lateral resisting
systems such as concrete or masonry shear walls.
The Girder-Slab System and the open web D-Beam® technology
are the result of more than ten years of research and developme
In order to develop a rational analysis that would maximize the
use of this technology, extensive laboratory testing and analysi
was undertaken. This included both small-scale specimens and
full-scale assemblies in order to simulate actual bays. Eachassembly was load tested in excess of 100 psf, well above requ
residential live loads. The D-Beam Girder performed without fa
The DB-8 is used for 8” assemblies, while the DB-9 is used for
topped or 10” untopped assemblies. Depending on project spec
bay sizes of 20' x 28' are very efficient.
As a result of extensive testing it was determined that the
transformed section is as illustrated below:
D-BEAM
GIRDER
COLUMN
PRECAST SLAB
GROUTGIRDER SLAB
COMPOSITE STEEL AND PRECAST SYSTEM
®
Transformed Section
Neutral Axis
Slab
Grout
Steel
®
Full Size Test Assembly
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Girder-Slab® System Application
The Girder-Slab System in combination with a structural steel
frame offers a complete steel and concrete superstructure. It is
ideal for use in mid to high-rise residential structures such as
hotels, student housing, apartments and condominiums.
8” precast slabs generally span as long as 28'-0". Longer plank
spans are possible, and the system can also be used with 10”
precast slabs.
The Girder-Slab System is fire rated for use in all residential
buildings when constructed in accordance with Underwriters
Laboratories Inc. Floor-Ceiling Design (USA) UL K912 and
(Canada) ULC J500.
The Girder-Slab System greatly improves construction operatio
and the ability to meet critical deadlines.
Ironworkers erect both the structural
steel and precast hollow core slabs.
Hollow core slabs accommodate various architectural designs.
Perimeter spandrel beams are not required.
D-Beams
®
spanning the length of the buildingbetween one interior column line.
D-Beams
®
spanning the width of the buildingbetween multiple interior column lines.
Girder-Slab® System Technology
This unique design technology is the first ever to use precast
slabs with an integral steel girder to form a monolithic structural
slab assembly. The Girder-Slab System consists of an interior
girder (known as an open-web dissymmetric beam or D-Beam)
supporting precast prestressed hollow core slabs on its bottom
flange. With standard cement grout, the Girder-Slab System
develops composite action enabling it to support significant live
loads. Grouting is easily achieved after slabs are set in place.
The Girder-Slab System has advantages over cast-in-place
concrete superstructures. It is low cost, lightweight and
offers rapid construction and assembly.
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Designation Weight Avg. Area d Thickness t
w
Depth
Size a b Top Bar w x t
lb/ft in2 in in in in in x in
Web Included Web Parent Beam
DB 8 x 37
DB 8 x 38DB 8 x 39
DB 8 x 35
36.7
37.239.2
34.7
10.8
10.911.5
10.2
8
8
8
8
3/8
3/83/8
5/16
W 12 x 53
W 10 x 54 W 12 x 58
W 10 x 49
2
37/8
13/4
4
5
31/8
51/4
3 3 x 1
3 x 1
3 x 13 x 1
DB 8 x 40 39.8 11.7 8 5/16 W 10 x 49 3 31/2 3 x 11/2
DB 8 x 41 40.2 11.8 8 7/16 W 10 x 60 33/4 31/4 3 x 1
DB 8 x 42 41.8 12.3 8 3/8 W 12 x 53 1 51/2 3 x 11/2
DB 8 x 43 42.3 12.4 8 3/8 W 10 x 54 27/8 35/8 3 x 11/2
DB 8 x 45 44.3 13.0 8 3/8 W 12 x 58 3/4 53/4 3 x 11/2
DB 8 x 46 45.3 13.3 8 7/16 W 10 x 60 23/4 33/4 3 x 11/2
*
SHEAR MAY GOVERN
8” D-Beam® Dimensions & Sample Calculation
5
Loads
Noncomposite Dead Load (Slab + Grout + Beam) = 5 9.1 psf
Composite Dead Load (e.g. topping) = 0 psf
Partition Load = 15 psf Grout
Basic Floor Live Load = 40 psf
Consider Live Load Redution (IBC 2012) = Yes
Live Load Reduction = 27.8% Shear
Reduced Live Load = 28.9 psf
Moments
Noncomposite Dead Load Moment = 67.05 kip‐ft
Composite Dead Load Moment = 0.00 kip‐ft
Partition Load Moment = 17.01 kip‐ft
Live Load Moment = 32.77 kip‐ft
Total Moment
= 116.83 kip
‐ft (D
Shears
Noncomposite Dead Load Shear = 14.90 kips
Composite Dead Load Shear = 0.00 kips
Partition Load Shear = 3.78 kips
Live Load Shear = 7.28 kips
Total Shear = 25.96 kips
Deflections (negative values indicate downward deflection)
(optional) D‐Beam® Camber = 0.75 in
Noncomposite Dead Load Deflection = ‐1.03 in
Net Dead Load Deflection incl. Camber = ‐0.28 in Noncomp.
Composite Dead Load Deflection = 0.00 in Comp.
Partition Load Deflection = ‐0.11 in Partition
Live Load Deflection = ‐0.22 in (=L/1001)
Total (Net)
Deflection
due
to
all
loads
=
‐0.61 in (=L/357)
D‐Beam®
Standard D‐Beam® = DB 8x45
Parent Beam Yield Stress (Fy) = 50 ksi LL
Top Bar Yield Stress (Fy) = 50 ksi
Span Information
D‐Beam® Span = 18 ft D
Composite Section Effective Width = 5 ft
Precast Slab Span = 28 ft
Precast Slab both
Nominal Slab Thickness = 8 in.
Precast Slab Weight = 56 psf
Grout 0 in
Unit Weight of Grout = 140 lb/ft3
Compressive Strength of Grout = 4000 psi
D-Beam® Calculator Reference Tool Version 2.0Example Problem: 8 Inch D-Beam with 8 Inch Hollow Core
Available at
www.Girder-Slab.com
Design Checks - Composite
Design Checks - Noncomposite
D‐Beam® Top Fiber Stress OK
f top DB = 29.3 ksi
0.60Fy = 30.0 ksi
D‐Beam® Bottom Fiber Stress OK
f bot DB = 19.8 ksi
0.60Fy = 30.0 ksi
LL Deflection Allowable LL = L/ 360 OK
LL = ‐0.22 in
L/360 = ‐0.60 in
D
‐Beam®
Top
Fiber
Stress
‐Check
1 OK
f top DB = 35.9 ksi
0.90Fy = 45.0 ksi
D‐Beam® Top Fiber Stress ‐ Check 2 OK
f top DB = 15.5 ksi
0.60Fy = 30.0 ksi
D‐Beam® Bottom Fiber Stress ‐ Check 1 OK
f bot DB = 32.0 ksi
0.90Fy = 45.0 ksi
D‐Beam® Bottom Fiber Stress ‐ Check 2 OK
f bot DB = 28.7 ksi
0.66Fy = 33.0 ksi
Precast Slab Top Fiber Stress OK
f top slab = 1121 psi
0.45f'c,slab = 2250 psi
Grout Top Fiber Stress OK
f top grout = 1003 psi
0.45f'c,grout = 1800 psi
Shear Stress in the Web OK
f v,web = 12.0 ksi
0.40Fy = 20.0 ksi
Design Checks ‐ Composite
*
*
*
*
*
Design Checks - Composite
Design Checks - Noncomposite
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The composite cross sections above must be transformed into a single material (steel) for analysis based on the ratio of elastic moduli for each mater
To accomplish this, each subarea made of a material other than steel is replaced with a steel area of identical thickness but modified width.
For the material properties given:
7.2 inches of concrete slab = 1 inch of steel
8 inches of grout = 1 inch of steel
Note: Graphical representation only.
The online D-Beam Calculator Reference Tool v2.0 is intended for use
only with assemblies identical to S1 and S3 in Girder-Slab Design Guide v2.0.
D-Beam® ProfileC top slab
C top D-Beam
I g
C bot D-Beam
in
in
in
4
in
I cr in4
I eff in4
S bot D-Beam in3
S top slab in3
S top D-Beam in3
Load Resisted byEach Cross Secon
3.22
---
4.78
131---
---
40.7
---
27.4
NoncompositeDead Load
5.20
3.43
2.80
357254
306
48.8
74.0
90.6
CompositeDead Load, Paron Load,
Live Load
Noncomposite(D-Beam® Alone)
Full Composite
Noncomposite Section
Neutral Axis
Steel
Full Composite Gross SectionNeutral Axis
Slab
Grout
Steel
Full Composite Cracked SectionNeutral Axis
Slab
Grout
Steel
Section Properties From Sample Calculati
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Designation Weight Avg. Area d Thickness t
w
Depth
Size a b Top Bar w x t
lb/ft in2 in in in in in x in
Web Included Web Parent Beam
DB 9 x 45
DB 9 x 46DB 9 x 48
DB 9 x 41
44.2
45.8
47.2
40.7
13.0
13.513.9
12.0
93/4
95/8
913/16
95/8
7/16
3/87/16
3/8
W 14 x 68
W 14 x 61 W 14 x 74
W 14 x 61
31/2
23/8
31/2
33/8
51/4
53/4
55/16
51/4 3 x 1
3 x 1
3 x 11/2
3 x 1
DB 9 x 49 49.3 14.5 93/4 7/16 W 14 x 68 21/2 53/4 3 x 11/2
52.3 15.4 913/16 7/16 W 14 x 74 21/2 513/16 3 x 11/2
Standard Wide Flange Two Equal Castellated Tees Two D-Beam® Girders
Flat Bar
DB 9 x 52
Loads
Noncomposite Dead Load (Slab + Grout + Beam) = 5 9.6 psf
Composite Dead Load (e.g. topping) = 25 psf
Partition Load = 15 psf Grout
Basic Floor Live Load = 40 psf
Consider Live Load Redution (IBC 2012) = Yes
Live Load Reduction = 27.8% Shear
Reduced Live Load = 28.9 psf
Moments
Noncomposite Dead Load Moment = 67.53 kip‐ft
Composite Dead Load Moment = 28.35 kip‐ft
Partition Load Moment = 17.01 kip‐ft
Live Load Moment = 32.77 kip‐ft
Total Moment
= 145.66 kip
‐ft (D
Shears
Noncomposite Dead Load Shear = 15.01 kips
Composite Dead Load Shear = 6.30 kips
Partition Load Shear = 3.78 kips
Live Load Shear = 7.28 kips
Total Shear = 32.37 kips
Deflections (negative values indicate downward deflection)
(optional) D‐Beam® Camber = 0.50 in
Noncomposite Dead Load Deflection = ‐0.61 in
Net Dead Load Deflection incl. Camber = ‐0.11 in Noncomp.
Composite Dead Load Deflection = ‐0.14 in Comp.
Partition Load Deflection = ‐0.09 in Partition
Live Load Deflection = ‐0.17 in (=L/1294)
Total (Net)
Deflection
due
to
all
loads
=
‐0.50 in (=L/428)
7
D-Beam® Calculator Reference Tool Version 2.0Example Problem: 9 Inch D-Beam with 8 Inch Hollow Core Plus a 2 Inch Concrete Topping
Available at
www.Girder-Slab.com
Design Checks - Composite
D‐Beam®
Standard D‐Beam® = DB 9x52
Parent Beam Yield Stress (Fy) = 50 ksi LL
Top Bar Yield Stress (Fy) = 50 ksi
Span Information
D‐Beam® Span = 18 ft D
Composite Section Effective Width = 5 ft
Precast Slab Span = 28 ft
Precast Slab both
Nominal Slab Thickness = 8 in.
Precast Slab Weight = 56 psf
Grout 0 in
Unit Weight of Grout = 140 lb/ft3
Compressive Strength of Grout = 4000 psi
Design Checks - Noncomposite
Design Checks - Composite
D‐Beam® Top Fiber Stress OK
f top DB = 23.1 ksi
0.60Fy = 30.0 ksi
D‐Beam® Bottom Fiber Stress OK
f bot DB = 12.5 ksi
0.60Fy = 30.0 ksi
LL Deflection Allowable LL = L/ 360 OK
LL = ‐0.17 in
L/360 = ‐0.60 in
D
‐Beam®
Top
Fiber
Stress
‐Check
1 OK
f top DB = 35.6 ksi
0.90Fy = 45.0 ksi
D‐Beam® Top Fiber Stress ‐ Check 2 OK
f top DB = 23.3 ksi
0.60Fy = 30.0 ksi
D‐Beam® Bottom Fiber Stress ‐ Check 1 OK
f bot DB = 26.5 ksi
0.90Fy = 45.0 ksi
D‐Beam® Bottom Fiber Stress ‐ Check 2 OK
f bot DB = 26.2 ksi
0.66Fy = 33.0 ksi
Precast Slab Top Fiber Stress OK
f top slab = 1359 psi
0.45f'c,slab = 2250 psi
Grout Top Fiber Stress OK
f top grout = 1215 psi
0.45f'c,grout = 1800 psi
Shear Stress in the Web OK
f v,web = 12.7 ksi
0.40Fy = 20.0 ksi
Design Checks ‐ Composite
9” D-Beam® Dimensions & Sample Calculation
Design Checks - Composite
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The composite cross sections above must be transformed into a single material (steel) for analysis based on the ratio of elastic moduli for each mater
To accomplish this, each subarea made of a material other than steel is replaced with a steel area of identical thickness but modified width.
For the material properties given:
7.2 inches of concrete slab = 1 inch of steel
8 inches of grout = 1 inch of steel
Note: Graphical representation only.
The online D-Beam Calculator Reference Tool v2.0 is intended for use
only with assemblies identical to S1 and S3 in Girder-Slab Design Guide v2.0.
D-Beam® Profilein
in
in
4
in
in4
in4
in3
in3
in3
Load Resisted byEach Cross Secon
3.44
---
6.37
224---
---
65.1
---
35.1
NoncompositeDead Load
5.20
3.61
4.61
443347
395
66.6
95.9
75.1
CompositeDead Load, Paron Load,
Live Load
Noncomposite(D-Beam® Alone)
Full Composite
C bot D-Beam
C top slab
C top D-Beam
I g
I cr
I eff
S bot D-Beam
S top slab
S top D-Beam
Noncomposite Section
Neutral Axis
Steel
Full Composite Gross SectionNeutral Axis
Slab
Grout
Steel
Full Composite Cracked SectionNeutral Axis
Slab
Grout
Steel
Section Properties From Sample Calculati
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GIRDER SLAB
COMPOSITE STEEL AND PRECAST SYSTEM
®
American Institute of Steel Construction
Special Achievement Award
“For the development and production of the Girder-Slab® Systemand its positive impact on the steel construction industry.”
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Photo Courtesy of Supreme Ste
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1. The open web Dissymmetric Beam shall be fabricated from
(ASTM A992/A572 Grade 50) standard steel wide flange
sections with flat bar at top-flange and shall meet AISC
standards (except for depth, tolerance ± 1/8"), unpainted
unless specified. The open web Dissymmetric Beam can be
specified to include camber. Cambering can be built in
during assembly of the girder.
2. If the structural engineer of record determines that shoring
of the pre-composite assembly is needed, leave in place until
grout attains required strength.
3. Precast prestressed concrete hollow core slab units (min.
5,000 PSI) shall be in 4 or 8 foot widths and shall meet PCI
standards and tolerances, 2" min. bearing unless specified
otherwise.
4. Reinforcing steel (ASTM A615 Grade 60) shall be placed
through the Dissymmetric Beam web openings and into
slab cores.
5. Cementitious grout (min. 4,000 PSI) shall be placed
monolithically around and through the Dissymmetric Beam
web openings and into slab cores. When concrete topping is
used, attain specified strength of grout prior to placement.
6. The Girder-Slab System shall be constructed in accordance
with Underwriters Laboratories Inc., Floor-Ceiling Assembly
Design No. K912 in order to meet fire classification
standards and ratings set forth by BOCA and ICC codes.
7. The Girder-Slab System and D-Beam Girders shall be
provided by steel fabricators authorized by Girder-Slab
Technologies LLC of NJ in conformance with its
Design-Guide & Distribution requirements.
Steel Fabricator/Distributor contact information:
1-888-478-1100 or www.girder-slab.com.
8. The supplier of the Girder-Slab System shall provide
to the Project Owner (or its representative) a Girder-Slab
Compliance Certificate for each project upon completion
of system assembly and construction.
9. Comply with all applicable provisions of the following
standards and codes:
• Girder-Slab Technologies LLC Design-Guide
• American Institute of Steel
Construction (AISC)
• American Welding Society (AWS)
• Precast Concrete Institute (PCI)
• American Concrete Institute (ACI)
• American Society of Testing and
Materials (ASTM) • Underwriters Laboratories Inc. (UL)
- Fire Resistance
Directory UL K912 ULC J500
• Building Officials and Code Administrators
International Inc. (BOCA) - National Building Code
• International Code Council Inc. (ICC) - Internationa
Building Code
• Other applicable codes and standards
11
Specifying the Girder-Slab® System Technology
The Girder-Slab System Design Guide v2.0 and technology is available for use by industry professionals.
Application and use of this information requires design by a registered professional structural engineer.
Structural Engineers are asked to add the following Girder-Slab®
System Specification Guide to the General Notes section of their
construction documents. The Specification Guide and the following Typical System Structural and Architectural Details are avail
in both CAD and PDF formats on the Design Team Resources page of the Girder-Slab website. www.girder-slab.com
The Girder-Slab® System and D-Beam® Girder are available from your customary steel fabricators. Fabrication, construction, and
assembly shall be in conformance with the Girder-Slab® System Design Guide v2.0 specifications and details.
Girder-Slab® System Specification Guide
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S1 S2
CAD DETAILS ARE AVAILABLE ONLINE
S4
TYPICAL SECTION @ REINFORCED CORE TYPICAL SECTION @ NON-REINFORCED CORE
TYPICAL SECTION: REINFORCED CORE
WITH 2” CONCRETE TOPPING
TYPICAL SECTION: 8” GIRDER-SLAB SYSTE
ALTERNATE SLAB BEARING
TYPICAL SECTION: 8” GIRDER-SLAB SYSTEM
BEARING ON WF SPANDREL
TYPICAL SECTION: 8” GIRDER-SLAB SYSTEM
WITHOUT WF SPANDREL BEAM
GROUT TO ATTAIN
4000 PSI PRIOR
TO TOPPING
OPEN TOP
FLANGE @ 24”o/c
FOR INSPECTION
PRECAST SLAB
12”
MIN.
DB8
8 ”
#4 X 2’-0”
@ 24” o/c MAX
2” MIN.
BRG. TYP.
PRECAST SLAB
8 ”
2” MIN.
BRG. TYP.
DB8
DB9 SIMILAR
12”
MIN.
8 ”
4 ”
M I N .
#4 X 24”
DB8 2” MIN.
BRG.
NOTE:
DB9 TOP FLANGE WILL
BE ABOVE THE SLAB.
C.I.P. CONCRETE TOPPING
8 ”
2 ”
12”
MIN.
#4 X 2’-0”
@ 24” o/c MAX
2” MIN.
BRG. TYP.
DB9
PRECAST
SLAB
(DETAILS S4, S5, S6, S7, S8, S9, S10 & S14 ARE SIMILAR FOR DB9)
SLAB NOT SHOWN
FOR CLARITY
PRECAST SLAB
BOTTOM OF DB
WF
ENG. NOTE:
REVIEW UNBRACED
LENGTH OF BEAM
ENG. NOTE:
CHECK WEB FOR
SHEAR REINF.
8 ”
8 ”
SPECIAL PRECAST /SLAB (TYP.) WELDED
TO DB8
DB8 WELD PLATES + ANCHORS
ASECTIONREFER TO DETAILS
S1 OR S2 FOR
INFORMATION NOT SHOWN
A
ENG. NOTE:
TO BE USED WHEN
NO SPANDREL BEAM
AND SLAB DIAPHRAGM
SPAN > 30’-0”.
BOTTOM OFDB8
SPECIAL PLANK ACTING
AS DIAPHRAGM CHORD
S5 S6
S3
Typical System Structural Deta
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S7 S8
S9 S10
S11 S12
TYPICAL SECTION: 8” PRECAST SLAB
UPSET LONGITUDINAL SPANDREL BEAM
TYPICAL SECTION: 8” PRECAST SLAB
END BEARING ON WF SPANDREL BEAM
TYPICAL SECTION: 8” PRECAST SLAB
END BEARING ON WF INTERIOR BEAM
TYPICAL SECTION: 8” PRECAST SLAB
AT ELEVATOR DOOR SILL
TYPICAL SECTION: 8” PRECAST SLAB
LONGITUDINAL BEARING ON WF SPANDREL BEAM
PRECAST SLAB SUPPORT DETAIL
WELD PLATE+ ANCHORS
WF
NOTE:
STABILIZE BEAMS AND
SLABS UNTIL ALL GROUTING
AND WELDING IS COMPLETE.
WELD PLATE + ANCHOR
STIFFENER PLATE
GROUT SOLID
8 ”
1/2”
8 ”
PRECAST SLAB REBAR
WELD PLATE + ANCHOR
NOTE:
STABILIZE BEAMS AND
SLABS UNTIL ALL GROUTING
AND WELDING IS COMPLETE.
GROUT SOLID
CONT. ANGLE
REBAR
WELD PLATE
WF
WALL CONSTR.
PRECAST SLABFILL CORE @
ANCHOR PLATES
8
”
WELD PLATE + ANCHORS
WF
8” PRECAST
PLANK HSS
3/8” THICK WELD PLATE
+ ANCHORS
L4X3X3/8 (LLH)
Typical System Structural Details
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A1
A3
REVIEW WEBSITE FAQ. CAD DETAILS ARE AVAILABLE.
CHECK WEBSITE CASE STUDIES FOR PROJECT SPECIFIC DESIGN EXAMPLES
15
DB8
D-BEAM®PRECAST CONCRETE
SLAB
GROUT
METAL STUD PARTITION
GYPSUM BOARD &
OPTIONAL
8 ”
TYPICAL SECTION: GIRDER-SLAB SYSTEM
WITH RATED DRYWALL SOFFIT ENCLOSURE
®
(1) LAYER
GYPSUM
BOARD
(REFER TO
U.L. K912)
THE PARTITION AND RATED PROTECTION DETAILS ARE PROVIDED FOR ILLUSTRATION PURPOSES
ONLY AND NOT INTENDED FOR ACTUAL USE. GIRDER-SLAB TECHNOLOGIES, LLC IS NOT
RESPONSIBLE FOR DESIGN, MEANS, OR METHODS ASSOCIATED WITH THIS DETAIL.
TYPICAL SECTION: GIRDER-SLAB SYSTEM
WITH RATED DRYWALL SOFFIT ENCLOSURE
®
THE PARTITION AND RATED PROTECTION DETAILS ARE PROVIDED FOR ILLUSTRATION PURPOSES
ONLY AND NOT INTENDED FOR ACTUAL USE. GIRDER-SLAB TECHNOLOGIES, LLC IS NOT
RESPONSIBLE FOR DESIGN, MEANS, OR METHODS ASSOCIATED WITH THIS DETAIL.
METAL STUD PARTITION
GYPSUM BOARD &
OPTIONAL
OPTIONAL
CROWN
MOLDING
8 ”
GROUT
SPRAY
FIREPROOFING(REFER TO
U.L. K912)
PRECAST CONCRETE
SLABDB8D-BEAM®
TYPICAL SECTION: GIRDER-SLAB SYSTEM
WITH DRYWALL SOFFIT / PARTITION ENCLOSURE
®
(OPTIONAL DRYWALL PARTITION)
DETAILS ARE SIMILAR FOR DB9 WITH 2” CONCRETE TOPPING
THE PARTITION AND RATED PROTECTION DETAILS ARE PROVIDED FOR ILLUSTRATION PURPOSES
ONLY AND NOT INTENDED FOR ACTUAL USE. GIRDER-SLAB TECHNOLOGIES, LLC IS NOT
RESPONSIBLE FOR DESIGN, MEANS, OR METHODS ASSOCIATED WITH THIS DETAIL.
(OPTIONAL DRYWALL PARTITION)
DETAILS ARE SIMILAR FOR DB9 WITH 2” CONCRETE TOPPING
(OPTIONAL DRYWALL PARTITION)
DETAILS ARE SIMILAR FOR DB9 WITH 2” CONCRETE TOPPING
DB8D-BEAM®
PRECAST CONCRETESLAB
GROUT 8 ”
PIPING &MECHANICAL CHASE
11 1/4”
MIN.
PRECAST CONCRETE
SLABDB8
D-BEAM®
GROUT 8 ”
STRUCTURAL,
PIPING, &
MECHANICAL CHASE
11 1/4”
MIN.
TYPICAL SECTION: GIRDER-SLAB SYSTEM
WITH DRYWALL CHASE PARTITION ENCLOSUR
®
(OPTIONAL DRYWALL PARTITION)
DETAILS ARE SIMILAR FOR DB9 WITH 2” CONCRETE TOPPING
THE PARTITION AND RATED PROTECTION DETAILS ARE PROVIDED FOR ILLUSTRATION PURPOSES
ONLY AND NOT INTENDED FOR ACTUAL USE. GIRDER-SLAB TECHNOLOGIES, LLC IS NOT
RESPONSIBLE FOR DESIGN, MEANS, OR METHODS ASSOCIATED WITH THIS DETAIL.
Typical System Architectural Details
A2
A4
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1. Steel Beam — Composite dissymmetric steel beamfabricated from structural steel members in accordance
with the Specification for the Design, Fabrication and Erec-
tion of Structural Steel for Buildings, published by the
American Institute of Steel Construction. The steel beam,
with an open web, has a 34.7 lb./ft. min. weight. The beam
consists of the bottom flange and partial web of a min.
W10(x)49 with a bar welded to the web that serves as
the top flange. Top bar min. dimensions of 1"x3", a min.
overall beam depth of 8" and a min. average cross-sectionare of 10.2 in2.
2. Concrete Topping — (Optional for unrestrainedrating) — 3,000 PSI compressive strength, 150 (+ or -)
3 PCF unit weight. Normal weight concrete. Min. 1-1/8"
thickness required for 3 hr. Restrained Assembly Rating.
3. Precast Concrete Units* — Carbonate, siliceousor lightweight aggregate. Min. 8" thick by 4' or 8' wide
units with cross section similar to that shown for Design
No. J952. Openings may be provided through the units for
piping, ducts or similar services and should be suitably
enclosed with constructions having at least equal
resistance, acceptable to authorities having jurisdiction.
Units have a min. 1-1/2" bearing on the bottom flange
of Item 1.
4. Grout — Sand-cement grout (3,500 PSI min.compressive strength). Min. average thickness of 9/16"
above top bar. Hollow cores in precast concrete units
grouted 6" min. from beam web.
5. Runner Channel — Fabricated from 25 MSG galv.steel, min. 1/2" deep, with 1" legs, fastened to steel beam
with XZF powder actuated pins spaced 12" OC.
6. Gypsum Board* — 1/2" or 5/8" thick gypsum board fastened to runner channels with 1" long, 0.150"
diameter steel screws spaced 16" OC.
7. Corner Bead — Fabricated from min. 28 MSG galv.steel to form an angle with 1-1/4" legs. Legs perforated
with 1/4" diameter holes approximately 1" OC. Attached
to runner channel through gypsum board with 1" long,
0.150" diameter steel screws spaced 16" OC.
8. Joint Compound — (Not shown) 1/32" thick on bottom and sides of wallboard from corner beads and
feathered out. Paper tape embedded in joint compound
over joints with edges of compound feathered out.
9. Spray-Applied Fire Resistive Material* — As an alternate to Item 5 through 8, the bottom flange
of the steel beam may be protected with a spray applied
fire resistive material. Applied in one coat to a final
untamped thickness of 3/8" to steel surfaces which are
free of dirt, oil or scale. Min. average untamped density
of 13 PCF with min. ind. untamped density of 11 PCF for
Types II and D-C/F. Min. average and min. ind. untamped
densities of 22 and 19 PCF, respectively, for Type HP. for
Type I, min. average density of 15 PCF with min. ind.
value of 12 PCF.ISOLATEK INTERNATIONAL — Type D-C/F, HP, I or II,
Type EBS or Type X Adhesive/Sealer optional.
*Bearing the UL Classification Mark.
Summarized from UL #K912. Please refer to the
current online Certifications Directory.
Fire Resistance InformationFire Resistance Rating — ANSI/UL 263
Design No. K912
April 19, 2001
Restrained Assembly Ratings — 3 Hr.
Unrestrained Assembly Ratings — 2 Hr.
Unrestrained Beam Ratings — 2 Hr.
For Applications in Canada, see ULC J500.
Check current UL Directory for modifications or updates.
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Precast Hollow Core Slab OpeningsPrepared in the Factory
D-Beam Bottom Flange with Fire ResistiveMaterial
D-Beams in Fabrication
Connection Fit-Up
Views of Tree Connection, Seated Connection& Temporary Tie Beam
17
Precast Hollow Core SlabsAvailable in 4’ and 8’ Widths
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Homewood Suites by Hilton - Philadelphia, PA
Aqua on the Ocean - Long Beach, NY
North Quad University of Michigan - Ann Arbor, MI
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A Revolutionary Steel-Based Framing System
That Offers Low Floor-To-Floor Height
And Unobstructed Ceilings.
856.424.7880 Tel • 856.424.6880 Fax • 888.478.1100 Toll Free • www.girder-slab.com
COPYRIGHT 2002-2013 GIRDER-SLAB TECHNOLOGIES, LLC
GIRDER - SLAB TECHNOLOGIES, LLC
COMPOSITE STEEL AND PRECAST SYSTEM
GIRDER SLAB ®
COMPOSITE STEEL AND PRECAST SYSTEM
For more examples of completed and under construction projects consult the web site at www girder slab com
330 Cooper Street
Rutgers UniversityCamden, NJ
“Structural engineers often are judged by the“pounds per square foot” of steel on the project.Averaging 1.5 psf for basic floor framing onthis project is extremely low, as is 7.4 psf overall.But even with such good structural efficiency,structural steel would not even have beenconsidered were it not for the low floor-to-floor
heights achievable with the Girder-Slab System.”“Structural Steel: Flat Plate Construction”Modern Steel Construction February 2012
Janis Vacca, P.E., andClifford Schwinger, P.E.The Harman Group
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