Girder-Slab System Design Guide v2.0.pdf

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


2/201

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


3/20

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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5/20


6/20

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


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

*

*

*

*

*




7/20

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


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



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


f bot DB = 26.5 ksi

0.90Fy = 45.0 ksi


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



9/20

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


10/20

GIRDER SLAB


®

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.”


11/20

Photo Courtesy of Supreme Ste


12/20

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


13/20

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


14/2013

S7 S8

S9 S10

S11 S12

TYPICAL SECTION: 8” PRECAST SLAB

UPSET LONGITUDINAL SPANDREL BEAM


END BEARING ON WF SPANDREL BEAM


END BEARING ON WF INTERIOR BEAM


AT ELEVATOR DOOR SILL


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


15/20


16/20

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.


WITH RATED DRYWALL SOFFIT ENCLOSURE

®




METAL STUD PARTITION

GYPSUM BOARD &

OPTIONAL

OPTIONAL

CROWN

MOLDING

8 ”

GROUT

SPRAY

FIREPROOFING(REFER TO

U.L. K912)

PRECAST CONCRETE

SLABDB8D-BEAM®


WITH DRYWALL SOFFIT / PARTITION ENCLOSURE

®

(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.


WITH DRYWALL CHASE PARTITION ENCLOSUR

®






Typical System Architectural Details

A2

A4


17/20

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.


18/20

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


19/20

Homewood Suites by Hilton - Philadelphia, PA

Aqua on the Ocean - Long Beach, NY

North Quad University of Michigan - Ann Arbor, MI


20/20

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


GIRDER SLAB ®


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

Documents

Girder-Slab System Design Guide v2.0.pdf