VICWEST

Hi-Bond Composite Floor Deck

Design Manual

January 1996.

File: FLOOR1.wpd
 TABLE OF CONTENTS
Page

1. Introduction 1

2. Design Responsibility 1

3. Design Basis 1

3.1 Construction Loads 1

3.2 Composite Loading 2
3.3 Deck Material 2
3.4 Concrete 2
3.5 Shear Bond 3

4. Floor Deck Design 3

4.1 Procedure 3
4.2 Nomenclature 4
4.2.1 Symbols Used 4
4.2.2 Moment of Inertia - Cracked Section 7
4.2.3 Moment of Inertia - Uncracked Section 7
4.2.4 Moment of Inertia for Design 8
4.2.5 Coefficients for Form Design 8
4.3 Example 9

5. Wire Mesh Reinforcement 17

6. Fire Resistance 18

7. Installation 20

7.1 Typical Details 20

7.2 Connections 24

8. Special Conditions 24

8.1 Openings 24
8.2 Cantilevers 25
8.3 Dynamic Loads 26
8.4 Parking Garages 26
8.5 Perimeter Angle 27

9. Cellular Floor 27
 9.1 Attachment 28
9.2 Standard Header Ducts 28
9.3 Trench Header Ducts 28

10. Shear Studs 28

10.1 Design 28
10.2 Installation 32

11. Shear Diaphragm 35

12. Sample Specification 35

13. References 39
1. INTRODUCTION

The intent of this manual is to present data to structural engineers on the design of composite floor
deck systems. Such systems use specially formed steel deck profiles for several purposes:

a- a low-cost method to obtain a working surface for various trades.

b- formwork for the concrete floor slab.

c- positive bending reinforcement for the cured concrete.

The floor deck systems can be used in conjunction with composite beam design. They are also
included in many fire rating assemblies listed by U.L.C. As well, the decks can often be electrified
by addition of flat plates to the underside.

Vicwest, created in 1986 with the merger of Vic Metal and Westeel, has been involved in design,
testing and installation of floor deck systems for over thirty years. During this time, many hundreds
of thousands of square metres of Hi-Bond steel floor have been successfully and economically
installed on all types of building construction, where light to intermediate uniform loadings are
involved.

2. DESIGN RESPONSIBILITY

This manual is prepared as a guide for structural engineers. Every precaution has been taken to
ensure that all information presented is factual and that numerical values are accurate. Vicwest
assumes no responsibility for any design liability or errors resulting from the use of this information.

3. DESIGN BASIS

3.1 Construction Loads:

In addition to the weight of the concrete and deck, the following loads are normally allowed for at
the time of concrete pouring:

a- Uniform construction load of 1.0 kPa or

b- Line load of 2.0 kN/m.

In order to keep construction loads to these limits, the following should be adhered to while placing
the concrete:

-1-
 a- Concrete should be poured from a low level in order to avoid any impacting on the
deck.

b- The concrete should be placed uniformly over the supporting structure with minimal
pile-up. It should be spread towards the centre of the span.

c- To minimize the possibility of the deck side-lap opening, weight should first be
applied to the top sheet on the lap.

d- If buggies are used for concrete placement, adequate planking should be used as
runways. Buggy movement should be restricted to these runways. The planks must
be stiff and broad enough to distribute the load without damaging the deck.

3.2 Composite Loading:

Design of the composite floor after curing of the concrete is similar to a one way slab with positive
reinforcement. The superimposed load on the slab is assumed to be uniform and static. In
accordance with N.B.C.C. 1995 clause 4.1.6.10, a concentrated load of 9 kN distributed over 750
mm by 750 mm is checked for. This load is taken as acting separately from the uniform loading. If
there is heavy loading of a concentrated and/or dynamic nature, the deck should be used as a concrete
form only. In some cases, it may be adequate to add extra reinforcement to the slab. Please refer to
section 8.3 for additional comments.

3.3 Deck Material:

Steel used for decking is normally a continuously hot-dipped zinc coated structural quality sheet,
delivered for fabrication in coils. It typically conforms to ASTM A653M, Grade 230 with a yield
strength of 230 MPa.

The sheet is available in several coatings for corrosion protection. These coatings would meet the
applicable requirements of ASTM A924M. In most applications, the deck is in an interior
environment where the atmosphere is mild with regard to corrosion. A ZF75 finish is suitable for this.
In some applications, the likelihood of corrosion is significantly higher. A heavier galvanizing finish
such as Z275 may be appropriate.

3.4 Concrete:

A minimum concrete strength of 20 MPa is recommended. Normally, regular weight concrete is used
although a lower density concrete may be specified. It should be noted that the lower density
concrete may be more susceptible to shrinkage cracking.

A properly placed wire mesh is used to control crack size. Please note that fibre reinforced concrete
is not recommended at this time.

-2-
3.5 Shear Bond:

Shear bond can be defined as the bond between the concrete and the deck allowing both materials
to work together by preventing relative movement between them. This bond has two sources:

a- a mechanical bond between the concrete and lugs or embossments formed into the
deck profile.

b- a chemical bond between the concrete and the deck finish.

The actual shear bond for a given condition can depend on numerous factors. They include span, slab
thickness, profile, embossment geometry, steel thickness, steel finish and concrete density.
Determination of the shear bond to cover a variety of these variables is done by testing. The testing
procedure is covered in CSSBI S2 "Criteria for the Testing of Composite Slabs." In brief, the method
involves physical line load tests of each profile, finish and concrete density that is expected to be used.
For each of these conditions, tests are run for typical minimum and maximum shear spans with
minimum and maximum slab thicknesses. Generally, tests are run for each steel material thickness
as well.

4. FLOOR DECK DESIGN

4.1 Procedure:

(A) Given:

1. Span
2. Required superimposed load on composite slab
3. Type of concrete
4. Type of Hi-Bond Steel Floor
5. Steel floor finish
6. Construction load

(B) Assume:

1. Slab thickness
2. Steel core nominal thickness

(C) Check Steel Floor as Form:

1. Check deflection
2. Determine the dead load and construction load moments
3. Check stress in steel floor

-3-
 4. Check web crippling of steel floor

If Step (C) is not satisfied, increase steel thickness and repeat Step (C).

(D) Check Capacity of the Composite Section:

1. Shear Bond
2. Bending strength of section
3. Deflection not to exceed L/360
4. Section to satisfy concentrated load criteria of N.B.C.C.

If the capacity of the composite section is below the required superimposed load or if the
section does not satisfy the concentrated load criteria, increase steel thickness and/or slab
thickness and repeat (C) and (D).

4.2 Nomenclature:

4.2.1 Symbols Used

As Full area of steel (mm2/m)

a Depth of concrete compression block (mm)

b Unit width of composite slab = 1000 mm or effective width of concentrated

load

d Distance from extreme compression fibre to centroid of steel deck (mm)

dd Depth of steel deck profile (mm)

E Modulus of elasticity of steel (203,000 MPa)

fc' Concrete compressive strength (MPa)

Fy Minimum yield stress of steel (MPa)

h Overall thickness of composite slab (mm)

hc Thickness of concrete cover above top of steel deck (mm)

Ic Moment of inertia of composite section based on cracked section and

equivalent area of steel (mm4/m)

-4-
Id Average of Ic and Iu (mm4/m)

Ie Effective moment of inertia of steel deck (mm4/m)

If Full moment of inertia of steel deck (mm4/m)

Iu Moment of inertia of composite section based on uncracked section and

equivalent area of steel (mm4/m)

k1 - k4 Shear bond coefficients obtained from a multi-linear regression analysis of test data
from three or more deck thicknesses

L Span (mm)

L' Shear span = L/4 for uniformly loaded spans (mm)

MBC Factored moment due to Building Code concentrated load

Mc- Negative moment due to concentrated construction load (N-m)

Mc+ Positive moment due to concentrated construction load (N-m)

Md- Negative moment due to slab dead load (N-m)

Md+ Positive moment due to slab dead load (N-m)

Mru Factored moment resistance of under reinforced composite slab (N-m)

Mu- Negative moment due to UDL construction load (N-m)

Mu+ Positive moment due to UDL construction load (N-m)

n Modular ratio of steel to concrete

n = 9 for regular weight concrete
n = 12 for semi-light weight concrete

P Assumed construction line load across deck ribs = 2 kN/m

Pi Maximum factored reaction that can be resisted by the deck at an interior

support (kN/m)

Po Maximum factored reaction that can be resisted by the deck at an outside

(end) support (kN/m)

-5-
Ri Factored reaction applied to the deck at an interior support (kN/m)

Ro Factored reaction applied to the deck at an outside (end) support (kN/m)

Sm Effective section modulus of steel deck at midspan (top fibres in compression)

(mm3/m)

Ss Effective section modulus of steel deck at the support (top fibres in tension)
(mm3/m)

WL1 Maximum specified live load on composite slab based on shear bond criteria
(kPa)

WL2 Maximum specified live load on composite slab based on flexural resistance
(kPa)

WL3 Maximum specified live load on composite slab based on deflection (kPa)

w1 Uniform load due to concrete slab and steel deck (kPa)

w2 Assumed construction live load = 1.0 kPa

Vr Factored shear bond resistance (N/m)

αD Load factor for dead load = 1.25

αL Load factor for live load = 1.50

γp Ponding factor for deflection = 1.10

∆ Deflection due to wet concrete and ponding (mm)

ρ Ratio of steel to concrete

Φc Resistance factor for concrete = 0.60

Φs Resistance factor for steel = 0.90

Φv Resistance factor for shear bond = 0.70

-6-
 Figure 1 - Composite Section Geometry

4.2.2 Moment of Inertia - Cracked Section

The following is appropriate when the neutral axis of the composite section is above the top
of the steel deck. This can be expressed as ycc ≤ hc.

ycc = d{[2ρn + (ρn)2]1/2 - ρn}

where
d = h - yb
r = As/(bd)
n = modular ratio Es/Ec

If ycc > hc, use ycc = hc.

The cracked moment of inertia is:

b 3 2
Ic = y + As ycs + If
3n cc

where
ycs = d - ycc

4.2.3 Moment of Inertia - Uncracked Section

The distance to the neutral axis from the top of concrete is shown in the following equation:

-7-
 0.5b(hc)2 + nA sd + Wrdd(h - 0.5dd) b
cs
yuc =
b
bhc + nAs + Wrd d
cs

where
Cs = cell spacing
Wr = average rib width

b(hc)3 bhc Wrdd (dd)2

Iu = + (yuc-0.5hc)2+ +( h-yuc-0.5dd)2 b + If+ As(yus)2
12n n n 12 cs

The uncracked moment of inertia is:

where
yus = d-yuc

4.2.4 Moment of Inertia for Design

I c+ I u
Id =
2

4.2.5 Coefficients for Form Design

Conversion Span Conditions

Factors Single Double Triple
Deflection C1 1.0 0.42 0.53
UDL - M+D or M+C C2 1.0 0.768 0.808
UDL - M-D or M-C C3 0.0 1.0 0.936
Point - M+P C4 1.0 0.812 0.800
Point - M-P C5 0.0 0.376 0.400
Exterior Reaction C6 1.0 0.876 0.900
Interior Reaction C7 0.0 2.5 2.4

-8-
 4.3 Example

(A) Given:

Span - 3000 mm, 2 span condition

Required Superimposed Load on Composite Slab

- 4.8 kPa

Concrete - fc' = 20.7 MPa, n=9 (regular weight)

Profile - HB30V - Grade 230 steel

Finish - ZF075 (wiped coat)

Construction Load
- UDL = 1.0 kPa
Concentrated = 2 kN/m on 300 mm width

Based on the above, shear bond coefficients are as follows:

k1 = 9.665
k2 = 98.254
k3 = 0.0997
k4 = 0.0202

(B) Assume:

Slab thickness - 141 mm

Steel core nominal thickness - 0.91 mm

(C) Check Steel Floor as Form:

1. Check Deflection

5 w1L 4
∆ = C1 x γ
384 EIm p
5 2.38 x 30004 x 103
= 0.42 x x 1.10
384 203000 x 1124.1
= 5.1 mm

-9-
Allowable Deflection = L/180 ≤ 20
= 3000/180 ≤ 20
= 16.7 mm

∆ = 5.1 mm < 16.7 mm ∴ OK

2. Factored Dead Load and Construction Moments

2.1 Dead Load

M+D = C2 x 0.125 x αD x w1 x L2
= 0.768 x 0.125 x 1.25 x 2.38 x 30002/1000
= 2570 N-m

M-D = C3 x 0.125 x αD x w1 x L2
= 1.0 x 0.125 x 1.25 x 2.38 x 30002/1000

= 3347 N-m

2.2 Construction UDL

M+C = C2 x 0.125 x αL x w2 x L2
= 0.768 x 0.125 x 1.50 x 1.0 x 30002/1000
= 1296 N-m

M-C = C3 x 0.125 x αD x w1 x L2
= 1.0 x 0.125 x 1.50 x 1.0 x 30002/1000

= 1688 N-m

2.3 Concentrated Construction Load

M+P = C4 x 0.250 x αL x P x L
= 0.812 x 0.25 x 1.5 x 2 x 3000
= 1827 N-m

M-P = C5 x 0.250 x αL x P x L
= 0.376 x 0.25 x 1.5 x 2 x 3000
= 846 N-m

- 10 -
3. Check steel stress during concrete pour.

Maximum permitted stress = ΦsFy = 0.9(230) = 207 MPa

3.1 Dead Load + UDL

M+ D+M+ U
f+ =
Sm
2570+1296
=
27.20
= 142 MPa < 207 MPa ∴ OK

M-D+M-U
f- =
Ss
3347+1688
=
27.03
= 186 MPa < 207 MPa ∴ OK

3.2 Dead Load + Concentrated Load

M+ D+M+ P
f+ =
Sm
2570+1827
=
27.20
= 162 MPa < 207 MPa ∴ OK

M-D+M-P
f- =
Ss
3347+846
=
27.03
= 155 MPa < 207 MPa OK

4. Check Factored Web Crippling

4.1 Exterior Support

Ro
{
= max. C6 x 0.5(αD W1 + a L W2)L
C6 x 0.5(α D W1)L + a LP/2

- 11 -
 = max.
{ 0.876 x 0.5 (1.25x2.38 + 1.5x1.0)3000/1000
0.876 x 0.5 (1.25x2.38)3000/1000 + 1.5x2.0/2

= max.
{ 5.9
5.4

= 5.9 kN < 9.8 kN ∴ OK

4.2 Interior Support

Ri = max.
{ C7 x 0.5(αD W1 + αL W2)L
C7 x 0.5(αD W1)L + αLP

= max.
{ 2.5 x 0.5 (1.25x2.38 + 1.5x1.0)3000/1000
2.5 x 0.5 (1.25x2.38)3000/1000 + 1.5x2.0

= max.
{ 16.8
14.2

= 14.2 kN < 19.5 kN ∴ OK

(D) Check Capacity of the Composite Section

1. Shear

Vr = Φvbd(k1t/L' + k2/L' + k3t + k4)

where

Φv = 0.70
L' = shear span = L/4 = 750 mm

Vr = 0.70x1000x99.33(9.665x0.91/750 + 98.254/750 + 0.0997x0.91 +0.0202)

Vr = 17637 N/m

- 12 -
 2V r2x17637
WL1 = =
La L 3000x1.5
= 7.8 kPa

2. Flexural Resistance
Check compression depth ratio:

c As F y
=
d 0.85 fc' b d b1
1204.8 x 230
=
0.85 x 20.7 x 1000 x 99.33 x 0.85
c
= 0.1865
d

c = 609(h-dd
)
d b
(609+Fy)d
609(141-76)
=
(609+230)99.33
c c
= 0.475 >
d b
d

∴ slab is under-reinforced.

ΦsA sFy
a =
.85φ cf c b
0.9(1204.8)(230)
=
.85(0.6)(20.7)(1000)
a = 3.62 mm

Mru = Φ sAsFy(d- a/2)

= 0.9(1204.8)(230)(99.33- 23.62/2)
= 21.83 x 106 N-mm

- 13 -
 1 Mru
WL2 = - αDw1
αL 0.125 L 2
1 21.83 x 106
= - 1.25 x 2.38
1.5 0.125 x 30002
= 10.95 kPa

3. Deflection

d = h - yb
= 141 - 41.67
= 99.33 mm

r = As/(bd)
= 1204.8/(1000 x 99.33)
= 0.0121
ycc = d{[2ρn + (ρn)2]1/2 - ρn}
= 99.33{[2x0.0121x9 + (0.0121x9)2]1/2 - 0.0121x9}
= 36.78 mm ≤ h c ∴ OK

ycs = d - ycc
= 99.33 - 36.78
= 62.55 mm

b 3 2
Ic = ycc + A s ycs + If
3n
1000
= 36.783 + 1204.8(62.55)2 + 1232.0x10 3
3x9
= 7789 x 103 mm 4/m

Cw = 406.4 mm

Wr = 181.6 mm

- 14 -
 b
0.5b(hc)2 + nAsd + Wrdd(h - .
05dd)
cs
yuc =
b
bhc + nAs + Wrdd
cs
1000
0.5x1000(65)2 + 9(1204.8)(99.33) +(181.6)(76)(141-0.5(76))
406.4
=
1000
1000(65) + 9(1204.8) + 181.6(76)
406.4
= 60.90 mm

b(hc)3 bhc Wrdd (dd)2 b

Iu = + (yuc-0.5hc)2+
+(h-yuc-0.5dd)2 +I +A (y )2
12n n n 12 cs f s us
1000(65)3 1000(65)
= = [60.9 - 0.5(65)]2 +
12 x 9 9
181.6(76) 762 1000
+(141-60.9-0.5(76)2 +
9 12 406.4
1232x10 3 + 1204.8x38.432

= 19884 x 103 mm 4/m

Ic + I u
Id =
2
7789x10 3 + 19884x10 3
=
2
= 13836 x 103 mm 4/m

384 E I d
WL3 =
5 L 3 x 360
384 x 203000 x 13836 x 103
=
5(3000)3 x 360
= 22.19 kPa

- 15 -
4. Concentrated Load
Reference - National Building Code of Canada - 1995, clause 4.1.6.10
Concentrated load on floor slab = 9.0 kN on 750 mm by 750 mm area.

h = 141 mm
yb = 41.67 mm
d = h - yb = 99.33 mm
b = 750 + 2(99.33) = 949 mm
L = 3000 mm
a = (L-b)/2 = 1026 mm
wBC = 9000/(b2) x 1000 = 9.99 N/mm

Moment:

MBC = 0.125(1.5 wBC (b)(4a+b) + 1.25 w1L2)

= 0.125(1.5(9.99)(949)(4x1026+949) + 1.25(2.38)(30002))
= 12.33x106 N-mm < Mru = 21.83x106 ∴ OK

Shear Bond:

Based on concentrated load only:

Check shear bond based on line load at midspan:

Vr = F v1000 d(k1t/L' + k2/L' + k3t + k4)

where

Fv = 0.70

- 16 -
 L' = shear span = L/2 = 1500 mm

Vr = 0.70x1000x99.33(9.665x0.91/1500 + 98.254/1500 + 0.0997x0.91 +0.0202)

Vr = 12675 N/m

R = wBC x b/2 x a L = 9.99 x 949/2 x 1.5 = 7110 N/m

R < Vr = 12675 N/m ∴ OK

Composite slab is satisfactory for concentrated load.

5. WIRE MESH REINFORCEMENT

A composite floor deck is essentially a one-way reinforced slab designed to support light to
intermediate floor loadings. These would normally include office, school classroom and apartment
floor loads. For these applications, no additional reinforcing steel other than a wire mesh is required.
The purpose of the wire mesh is to control cracks that may occur due to shrinkage and temperature.
For maximum effectiveness, the mesh should typically be placed relatively close to the top surface
of the concrete while conforming to code requirements. This is particularly true over steel supports
where negative moments may occur. Placement of the mesh 25 mm below the top surface of the
concrete would be suitable in many cases.

Recommended Minimum Mesh Steel Area:

Amesh = 60 F1 F2 F3 F4 F5 F6 F7 (mm2/m) where

Factor Consideration Conditions Value

F1 Cover thickness hc ≤ 80 mm 1.0

80 < hc ≤ 150 mm .05hc-3

F2 Concrete density Normal density 1.0

Semi-low density 1.25

F3 Water content, Normal, good 1.0

Concrete quality High, minimum 1.5
control/curing

F4 Shoring Deck unshored 1.0

Deck shored 2.0

- 17 -
 F5 Type of Live Load Static 1.0
Passenger cars 2.0

F6 Live load duration < 40% long term 1.0

> 40% long term 1.25

F7 Span/Depth ratio ≤ 25 1.0

of deck slab > 25 but < 32 1.5

Supplied Steel Mesh Area:

Metric Designation Old Designation Steel Area

(mm2/m)

152x152 MW9.1/MW9.1 6x6 - 10/10 60

152x152 MW13.3/MW13.3 6x6 - 8/8 87.5

152x152 MW18.7/MW18.7 6x6 - 6/6 123

152x152 MW25.8/MW25.8 6x6 - 4/4 170

102x102 MW9.1/MW9.1 4x4 - 10/10 89.2

102x102 MW13.3/MW13.3 4x4 - 8/8 130

102x102 MW18.7/MW18.7 4x4 - 6/6 183

102x102 MW25.8/MW25.8 4x4 - 4/4 253

6. FIRE RESISTANCE

Many tests have been conducted to establish fire resistance ratings of Vicwest Hi-Bond floor systems
for various types of construction and building code requirements. Following are profiles listed with
various U.L.C. design numbers:

HB938: For Design Nos. D704, D722, D810, D811, D813, D824, D826, D828,
D831, D832, F205, F700, F701, F804, F805, F816, F817, F818, F902, F904,
F906

HB938 Inverted: For Design Nos. D704, D811, D832, F801, F802, F803, F804, F816, F817,

- 18 -
 F818, F904, F906

HB30V: For Design Nos. F813, F817, F818, F903, F904, F906

HB308: For Design Nos. D706, D709, D712, D715, D722, D814, D816, D819,
D822, D826, D827, D831, D842, D848, D849, F701, F817, F818, F902,
F904

HB308 Inverted: For Design Nos. F817, F818, F820

HB306: For Design Nos. D706, D709, D712, D842, D814, D816, D822, D826,
D827, D831, D848, D849, F205, F817, F818, F902, F904

Please refer to Underwriters' Laboratories of Canada, List of Equipment and Materials, Volume III,
(latest editions) under Index of Manufacturers, for details of our various designs.

- 19 -
7. INSTALLATION

7.1 Typical Details:

Please refer to the following figures for an assortment of details.

Typical deck perimeter and joint details.

- 20 -
Typical opening details.

- 21 -
Deck at column.

- 22-
Cellular floor details
- 23 -
7.2 Connections

Attachment to the structure is normally done with arc spot welds. The connection is made by welding
through the sheet to the structural steel below with a spiral motion to produce a circular weld.
Cellulosic electrodes are commonly used in practice. Typical welds have a visible diameter of 16 to
20 mm and are normally spaced at 300 mm c/c maximum. When shear studs are welded through the
deck, a shear stud connection can normally replace an arc spot weld in that location.

In order to ensure proper welding of the deck, the installation company should be certified by the
Canadian Welding Bureau and have in place approved procedures. The individual welder shall have
demonstrated competence in following these procedures.

Deck side laps are typically clinched at 600 mm on centre. This provides some capability of load
transfer between the deck sheets. Where clinching is not possible (as in the case of inverted deck),
a sheet metal screw or weld plate is normally subsituted.

8. SPECIAL CONDITIONS

8.1 Openings

Openings in Hi-Bond Composite Floor Slabs can be classified in three broad categories:

1- Those less than 150 mm wide, measured at right angles to the steel floor span.

2- Those from 150 mm to 750 mm wide.

3- Those greater than 750 mm wide.

Case 1 requires no special treatment.

Case 2 requires the use of reinforcing bars

embedded in the concrete placed around the
periphery of the opening, as shown in the
attached sketch. The size of bar is determined
by computing the cross sectional area of the
steel floor removed and by providing bars of
equal cross sectional area, parallel to the steel
floor divided equally on both sides of the
opening. Comparable steel is also placed at
900 to the steel floor span, again divided
equally.

In addition to the reinforcing bars, it is recommended that 10M re-bars (referred to in sketch as

- 24 -
designer option) be placed at 450 to the axis of the opening to prevent cracks in the concrete from
radiating from the corners of the opening.

Case 3, greater width openings, can sometimes be handled as in Case 2 but requires a more rigorous
design analysis. Generally, it is more practical to provide structural framing.

8.2 Cantilevers

At the perimeter of the floor, a periodic requirement is for the slab and deck to extend beyond the
flange of the perimeter beam or girder. This can be divided into two cases:

a- Deck ribs parallel to deck support.

As the deck has

virtually no strength
to cantilever in this
direction, the
designer must either
work within the limits
of a perimeter angle
(see section 8.5) or
use stubs welded onto
the perimeter beam
that allow the deck to
extend.

b- Deck ribs perpendicular to deck support.

For small
extensions, a
suitable screed angle
may be suitable.
For larger
cantilevers, the deck
should be
considered as a
form only and
suitable negative
reinforcement
should be added to
the slab.

- 25 -
8.3 Dynamic Concentrated Loads:

Hi-Bond Composite Steel Floors are intended primarily for relatively uniform, office type loading.
Significant concentrated loads, possibly with a dynamic nature (such as moving wheel loads), can be
assessed in several ways:

1- Moderate concentrated loads can be checked using a procedure similar to that used for the
NBCC concentrated load. An impact factor should be applied to allow for the dynamic
loading. Please note that wire mesh area should be increased to better control cracking.
Punching shear should be assessed.

2- A more rigorous analysis can be performed based on a concentrated load being distributed
along several ribs. Transverse reinforcing across the ribs would be required. Negative
moment reinforcing may be required over the structural supports to provide continuity.
Again, impact and punching shear should be considered.

3- The deck can be used as a form only. The slab would be reinforced with re-bars as required.

8.4 Parking Garages:

The following are recommendations for the use of Hi-Bond Composite Steel Floor for parking
garages:

8.4.1 Type of Garage

Open garage for passenger car parking only.

8.4.2 Design Loads

a- Uniformly distributed load 2.4 kPa

b- Concentrated load 11 kN spread over an area of 750 mm by 750 mm.

8.4.3 Concrete

a- Minimum 90 mm cover above deck.

b- No chloride additive in concrete is to be used.

8.4.4 Reinforcing Steel

152x152 MW18.7xMW18.7 (6x6-6/6) with double layer over support and for a quarter span
on each side.

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 8.4.5 Corrosion Considerations

a- Use Z275 (G90) galvanizing for protection of steel deck.

b- The structural slab shall be protected by a waterproofing membrane to stop water
seeping through the topping.
c- A 50 mm concrete topping shall be provided to protect the waterproofing membrane
from wearing. It should be sloped to drain off water and to eliminate any ponding.
d- All run-off shall be controlled and drained. Special attention shall be paid to the
detailing of the edges of the slab and expansion joints to avoid water in contact steel.
e- Use a double layer of reinforcing mesh at supports to minimize cracking of the
concrete slab.

8.5 Perimeter Angle

A guideline for steel core thickness requirements in millimetres of the perimeter angle is shown below:

Slab Overhang (mm)

Thickness
(mm) 0 25 50 75

101 0.91 0.91 1.22 1.22

111 0.91 0.91 1.22 1.52
126 0.91 1.22 1.22 1.52
141 1.22 1.22 1.52 1.52
151 1.22 1.52 1.52 1.91
166 1.52 1.52 1.91 1.91

The angle should bear a minimum of 50 mm on the structural support and welded at 300 mm on
centre.

9. Cellular Floor

Vicwest floor deck profiles can be ordered in a cellular version (with an 'F' suffix) to allow its use as
electrical raceways. Cellular profiles in assorted configurations have been approved by CSA and are
listed by ULC. For CSA approval, the deck and flat plate must have a minimum thickness of 1.22
mm.

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9.1 Attachment

To fabricate cellular deck, flat sheets are shop rivetted onto the bottom of standard deck with
specialized self-piercing fasteners. These fasteners are designed to protrude minimally beyond the
bottom of the deck. Attachment of the deck to the structural supports is done with arc spot welds
consistent with standard deck.

9.2 Standard Header Ducts

Standard header ducts are generally

about 38 mm deep and 75 to 150 mm
wide, constructed of 1.91 mm steel. The
volume and location of the concrete
interrupted by a single standard header
duct is such that the load carrying
capacity of the Hi-Bond slab is rarely
affected. The header duct is located
near the neutral axis of the Hi-Bond slab
and the header duct itself is stronger
than the concrete it replaces. Please
refer to the figure.

9.3 Trench Header Ducts

Trench header ducts are generally about 65 mm deep and vary from 225 to 1000 mm wide. They
replace all of the concrete above the Hi-Bond steel floor and, therefore, require individual attention.
The location of the trench header ducts in Hi-Bond floor slabs is important. Because they eliminate
all of the concrete above the Hi-Bond steel floor, some means other than the Hi-Bond steel floor and
concrete slab working together must be utilized in analysing the load carrying capacity of the floor
system where trench header ducts occur. In general, the deck span should be reduced in this area.
A simple strength check can be done by checking the non-composite capacity of the deck to carry all
required uniform loads for the finished floor.

10. Shear Studs

10.1 Design

Hi-Bond slab systems can act compositely with supporting steel beams using only standard headed
stud shear connectors. In the case of deck ribs perpendicular to the beam, the deck rib geometry can
have a significant effect on the capacity of the shear connector. S16.1-M94 provides guidelines for
calculating the strength of the shear connectors for one or two studs in a rib. S16.1 considers a
pyramidal (four sided) pullout area centred on a stud. For a pair of studs, the pull-out area has a
ridge extending from stud to stud. For the HB30V profile, a three stud per rib condition was

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considered with the third stud situated on the opposite side of the rib i.e. closer to the centre of the
beam. As the code does not give guidelines on this case, the pyramidal area was assumed to be equal
to a two stud condition plus the pyramidal area of the third stud on the half of the cone away from
the other two studs. Based on this, some typical values for shear connectors are provided in the
following tables for the case of interior beams. The first table covers 76 mm nominal depth deck.
The second table covers 38 mm nominal depth deck.

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 Profile wd/hd Shear Stud(s) Pullout Factored Shear Resistance (kN) of Stud(s)
Cone qr(rib)
Diameter Length No. of Area Regular Weight Semi-Light Weight
in. (mm) in. Studs Ap Concrete Concrete
(mm) per x103 wc = 2300 kg/m3 wc = 2000 kg/m3
Rib mm2
20 25 30 20 25 30
n MPa MPa MPa MPa MPa MPa
HB30V 2.38 3/4" 4.5" 1 50.0 62.7 70.1 76.7 53.3 59.6 65.2
(114) 2 67.3 84.3 94.3 103.3 71.7 80.1 87.8
(813 mm (19)
cover) 3 80.4 100.7 112.6 123.3 85.6 95.7 104.8
5.0" 1 61.1 74.0 85.5 93.6 65.0 72.7 79.6
(127) 2 80.2 100.4 112.3 123.0 85.4 95.5 104.6
3 95.6 119.8 133.9 146.7 101.8 113.8 124.7
5.5" 1 72.7 74.0 87.5 94.3 66.6 78.8 90.3
(140) 2 94.0 117.8 131.6 144.2 100.1 111.9 122.6
3 113.6 142.2 159.0 174.2 120.9 135.2 148.0
HB308 0.80 3/4" 4.5" 1 21.0 26.3 29.4 32.2 22.4 25.0 27.4
(114) 2 29.2 36.6 40.9 44.8 31.1 34.8 38.1
HB306 (19)
5.0" 1 27.4 34.3 38.4 42.1 29.2 32.6 35.7
(127) 2 38.4 48.1 53.7 58.9 40.9 45.7 50.0
5.5" 1 35.7 44.7 50.0 54.7 38.0 42.5 46.5
(140) 2 49.4 61.8 69.1 75.7 52.5 58.7 64.3
HB308- 1.89 3/4" 4.5" 1 46.3 58.0 64.8 71 49.3 55.1 60.4
(114) 2 61.9 77.5 86.6 94.9 65.8 73.6 80.6
INV (19)
5.0" 1 51.9 65.0 72.6 79.6 55.2 61.7 67.6
(127) 2 67.6 84.7 94.7 103.7 72.0 80.5 88.2
5.5" 1 57.5 72.0 80.5 88.2 61.2 68.5 75.0
(140) 2 73.5 92.0 102.8 112.7 78.2 87.4 95.8
Solid Slab - 3/4" (19) - 1 - 74.0 87.5 94.3 66.6 78.8 90.3

Table Notes:
1- qr(rib) = factored shear resistance (kN) per rib connection (i.e. total of 1, 2 or 3 studs as noted)
= least of a) 0.5nFscAsc(fc'Ec)0.5 , b) 415nF scAsc and c) CF scrApüfc'
where n = number of studs per rib
Asc = stud cross sectional area
Ap = pullout cone area
r= 1.0 for regular weight and 0.85 for semi-light weight concrete
C= 0.35 for nominal 76 mm deck
Fsc = 0.8
Ec = wc1.5 0.043üfc'

2- Stud length listed is length after installation. The length of the stud before welding should be a minimum of
10 mm longer when machine welding through deck.

3- Double studs are transversely spaced a minimum of 4 stud diameters.

4- Studs are placed off centre in ribs of 76 mm HB30V deck.

5- wd = average width of deck rib.

hd = height of deck.

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 Profile wd/hd Shear Stud(s) Pullout Factored Shear Resistance (kN) of Stud(s)
Cone qr(rib)
Diameter Length No. of Area Regular Weight Semi-Light Weight
in. (mm) in. Studs Ap Concrete Concrete
(mm) per x103 wc = 2300 kg/m3 wc = 2000 kg/m3
Rib mm2
20 25 30 20 25 30
n MPa MPa MPa MPa MPa MPa
HB938 1.52 3/4" 3.0" 1 14.6 31.9 35.7 39.1 27.1 30.4 33.2
(76) 2 23.2 50.7 56.7 62.1 43.1 48.2 52.8
(19)
3.5" 1 21.3 46.4 51.9 56.8 39.5 44.1 48.3
(89) 2 32.6 71.1 79.5 87.1 60.5 67.6 74.1
4.0" 1 29.7 64.9 72.5 79.5 55.2 61.7 67.5
(102) 2 43.8 95.6 106.9 117.1 81.3 90.8 99.5
HB938- 2.65 3/4" 3.0" 1 21.0 45.8 51.3 56.2 39.0 43.6 47.7
(76) 2 31.8 69.5 77.7 85.1 59.1 66.0 72.3
INV (19)
3.5" 1 25.7 56.0 62.7 68.6 47.6 53.3 58.3
(89) 2 37.2 81.2 90.8 99.4 69.0 77.1 84.5
4.0" 1 33.9 73.9 82.6 90.5 62.8 70.2 76.9
(102) 2 47.9 104.6 117.0 128.1 88.9 99.4 108.9
HB38 1.49 3/4" 3.0" 1 14.5 31.7 35.4 38.8 26.9 30.1 33.0
(76) 2 23.1 50.5 56.4 61.8 42.9 47.9 52.5
(19)
3.5" 1 21.1 46.0 51.4 56.4 39.1 43.7 47.9
(89) 2 32.3 70.5 78.8 86.3 59.9 67.0 73.4
4.0" 1 29.4 64.1 71.6 78.5 54.5 60.9 66.7
(102) 2 43.3 94.5 105.7 115.8 80.4 89.8 98.4
HB38-INV 2.63 3/4" 3.0" 1 21.3 46.6 52.0 57.0 39.6 44.2 48.5
(76) 2 32.3 70.5 78.8 86.3 59.9 67.0 73.4
(19)
3.5" 1 26.0 56.8 63.5 69.6 48.3 54.0 59.1
(89) 2 37.7 82.2 91.9 100.7 69.9 78.1 85.6
4.0" 1 33.9 74.0 82.7 90.6 62.9 70.3 77.0
(102) 2 47.8 104.4 116.7 127.9 88.8 99.2 108.7
Solid Slab - 3/4" (19) - 1 - 74.0 87.5 94.3 66.6 78.8 90.3
Table Notes:
1- qr(rib) = factored shear resistance (kN) per rib connection (i.e. total of 1 or 2 studs as noted)
= least of a) 0.5nFscAsc(fc'Ec)0.5 , b) 415nF scAsc and c) CF scrApüfc'
where n = number of studs per rib
Asc = stud cross sectional area
Ap = pullout cone area
ρ = 1.0 for regular weight and 0.85 for semi-light weight concrete
C= 0.61 for nominal 38 mm deck
Fsc = 0.8
Ec = wc1.5 0.043üfc'
2- Stud length listed is length after installation. The length of the stud before welding should be a minimum of
10 mm longer when machine welding through deck.
3- Double studs are transversely spaced a minimum of 4 stud diameters.
4- Studs are placed on centre in ribs of 38 mm deck.
5- wd = average width of deck rib.
hd = height of deck.

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It is important to note that in the case of deck running perpendicular to a supporting beam, unless
sufficiently long studs are used, more shear studs will be required as compared to a solid slab with
no deck. Consider the following example of an interior beam:

Given:
Length of beam - 8500 mm
Profile - HB30V, 813 mm coverage
Concrete - Regular weight, fc' = 20 MPa
Studs - 3/4" diameter (19 mm), 4.5" long after installation
Shear req’d for studs - 360 kN (for half beam)

It may be noted that a solid slab (i.e. without deck) would require 5 studs per half or 10 studs per
beam. This is based of a factored shear resistance of 74.0 kN per stud.

No. of ribs available in deck = 8500/813

= 10 or 5 per half

Factored shear resistance - 62.7 kN for 1 stud in rib

- 84.3 kN for 2 studs in rib

Try 3 ribs with 2 studs per rib and 2 ribs with 1 stud per rib:
(3x 84.3) + (2 x 62.7) = 378 kN > 360 kN ∴ OK

8 studs per half or 16 studs per beam are required.

If the length of stud is increased to 5.0" long after installation.

Factored shear resistance - 74.0 for 1 stud in rib

-100.4 for 2 studs in rib

Try 5 ribs with 1 stud per rib:

(5 x 74.0) = 370 kN > 360 kN ∴ OK

5 studs per half or 10 studs per beam are required. This is the same quantity as for a solid slab.

10.2 Installation

Two methods are typically used for installation of headed studs i.e. shear connectors:

Machine welding - Typically used for installing large quantities of studs on a

project. Stud manufacturer’s equipment is generally used.

Hand welding - Typically used for installing small quantities of studs using a

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 qualified welder to make a fillet weld around the base.

10.2.1 Machine Welding

The following points should be considered to ensure smooth installation procedures:

a- The ordered stud should be a minimum of 10 mm (3/8") longer than the required installed
length to allow for burnoff when installing through deck. Studs intended for machine welding
are manufactured with a flux ball at the bottom of the stud.

b- All structural surfaces intended to receive studs shall be unpainted and free of heavy rust,
millscale and dirt.

c- Moisture typically interferes with proper welding. To this end, welding should not be done
when the surface is wet or exposed to falling rain or snow. Ferrules and studs must be kept
dry. Moisture may also appear between the installed deck and the supporting flange as part
of morning dew or frost. To minimize this, studs should preferably be installed on the same
day that the deck is laid or after all surfaces are dry.

d- The deck must be in tight contact with the supporting steel. Air gaps between the elements
interfere with welding.

e- Where possible, studs shall be welded through a maximum of one thickness of material.
Welding through a double thickness provides another location for a possible air gap and
moisture trap. Generally, minimizing screed laps and end laps of the deck will reduce the
need to weld through a double thickness of material.

f- The supporting flange shall be thick enough to allow welding of the stud. Based on
requirements in CSA S16.1-94, the flange should be at least 8 mm (0.3") for a 19 mm
diameter stud.

g- If multiple studs are required in a rib, the supporting flange shall be wide enough to allow
appropriate spacing. Consider two studs placed in one rib. Using a minimum preferred edge
distance of 35 mm from the centre of stud and a minimum spacing of four stud diameters
between the pair of studs, minimum flange width for a pair of 19 mm diameter studs is
4(19) + 2(35) = 146 mm.

h- Appropriate quality control procedures should be followed. These typically include:

- Test first two studs on every member type by bending them 30 degrees from vertical.
- Test at least one stud per 100 by bending them 15 degrees from vertical.
- After welding, ferrules shall be broken off to allow visual inspection of the
connection. A clean weld flash fillet should appear around the stud. If there is any
doubt about the quality of the connection, the stud may be bent 15 degrees from

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 vertical.

i- All bending of studs shall preferably be done with a suitable pipe. Bending studs with a
hammer is not recommended as this results in severe impact loads which are not
representative of loadings that the stud will see in service. All tested studs shall be left in the
bent condition.

j- Studs can be installed through galvanized deck. Please note that the galvanizing can interfere
with the welding and can result in a somewhat higher number of failed studs. For most
interior applications, wiped coat deck will give satisfactory service and result in easier
installation of shear studs.

k- Once equipment has been properly set up, failure rate should be under two percent.

10.2.2 Hand Welding

The following points should be considered to ensure smooth installation procedures:

a- The ordered stud should be the same length as the required installed length with a flat bottom.

b- All structural surfaces intended to receive studs shall be unpainted and free of heavy rust,
millscale and dirt.

c- Moisture typically interferes with proper welding. To this end, welding should not be done
when the surface is wet or exposed to falling rain or snow. Studs must be kept dry. Moisture
may also appear between the installed deck and the supporting flange as part of morning dew
or frost. To minimize this, studs should preferably be installed on the same day that the deck
is laid or after all surfaces are dry.

d- The deck must be in tight contact with the supporting steel. Air gaps between the elements
interfere with welding.

e- Approved welding procedures should be utilized by qualified persons. Typical welding

procedures make use of 4 mm E48018 electrodes to make an 8 mm fillet weld around the
base through a maximum of one thickness of deck material.

f- The supporting flange shall be thick enough to allow welding of the stud. Based on
requirements in CSA S16.1-94, the flange should be at least 8 mm (0.3") for a 19 mm
diameter stud.

g- If multiple studs are required in a rib, the supporting flange shall be wide enough to allow
appropriate spacing. Consider two studs placed in one rib. Using a minimum preferred edge
distance of 35 mm from the centre of stud and a minimum spacing of four stud diameters

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 between the pair of studs, minimum flange width for a pair of 19 mm diameter studs is
4(19) + 2(35) = 146 mm.

h- Appropriate quality control procedures should be followed. These typically include:

- Test first two studs on every member type by bending them 30 degrees from vertical.
- For studs welded directly to the beam flange, test at least ten studs per 100 by
bending them 15 degrees from vertical.
- For studs welded through one thickness of deck, test at least twenty studs per 100 by
bending them 15 degrees from vertical.
- After welding, the stud shall be visually inspected. A clean weld fillet should appear
around the stud. If there is any doubt about the quality of the connection, the stud
may be bent 15 degrees from vertical and away from any missing fillet.

j- All bending of studs shall preferably be done with a suitable pipe. Bending studs with a
hammer is not recommended as this results in severe impact loads which are not
representative of loadings that the stud will see in service. All tested studs shall be left in the
bent condition.

11. Shear Diaphragm

For shear diaphragm design, please refer to Vicwest’s Steel Deck - Shear Diaphragm Design
Manual.

12. Sample Specification

Division 5 - Metals
Section [05312] - Steel Floor Deck

Part 1 - General

1.1 Related Work

.1 Structural Steel Section [05120]
.2 Steel Joists Section [05210]
.3 Concrete Section [03300]

1.2 Standards
.1 Design floor deck in accordance with the current version of:
.1 CSA-S136 “Cold Formed Steel Structural Members”
.2 CAN/CSA-S16.1 “Limit States Design of Steel Structures”
.3 CSA W47.1 “Certification of Companies for Fusion Welding of Steel
Structures”
.4 CSA W59 “Welded Steel Construction (Metal Arc Welding)”
.5 Canadian Sheet Steel Building Institute Standard S3 “Criteria for the Design

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 of Composite Slabs”
.6 Canadian Sheet Steel Building Institute Standard 12M “Standard for
Composite Steel Deck”
.7 Canadian Sheet Steel Building Institute Standard S2 “Criteria for the Testing
of Composite Slabs”
.8 National Building Code of Canada

1.3 Design Criteria

.1 Design deck using Limit States Design
.2 Deflection of the finished floor system is not to exceed 1/360th of the span for the
specified live loading.
.3 Design floor deck and connections to carry dead and live load as indicated.
.4 Where possible, span deck over three or more supports.
.5 Design composite deck to safely support the applicable loads before curing of the
concrete. Deflection due to wet slab weight is not to exceed 1/180th of the span or
20 mm. Loads are as follows:
.1 weight of finished slab
.2 construction load of 1.0 kPa or 2.0 kN/m
.6 Design metal edge and closure trips to resist construction loads and contain concrete
during pouring operations.
.7 Deck manufacturer shall supply, upon request, shear bond coefficients based on
procedures shown in CSSBI S2.

1.4 Submittals
.1 Submit shop drawings in accordance with Section [01300].
.2 Indicate arrangement of Steel Deck, including:
.1 Location, type and nominal thickness of deck;
.2 Design loads and slab thicknesses;
.3 Welding details;
.4 Closure plates, flashing locations and attachment;
.5 Sufficient details to facilitate installation;
.6 Size, layout and attachment procedure for shear stud connectors;
.3 Each shop drawing shall be stamped by a Professional Engineer.
.4 Produce original shop drawings. Do not use structural drawings for shop drawings.

1.5 Handling and Protection

.1 Protect steel deck during fabrication, transportation, site storage and installation in
accordance with CSSBI Standards.

Part 2 - Products

2.1 Materials

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 .1 Steel deck:
.1 Fabricated from ASTM A653M structural quality Grade 230 galvanized
steel, with zinc coating of {ZF075 wiped coat} {Z275 galvanized}, as
designated by ASTM A653M. Minimum nominal steel core thickness to be
0.76 mm (0.030 inches). {Use cellular deck where shown on drawings.}
.2 Composite floor deck to be manufactured with integral lugs on the webs of
the section to achieve proper composite action.
.3 Provide sections with interlocking side joints.
.2 Accessories: Cover plates, cell closures, edge strips and flashing to be same
material and finish as steel deck. Minimum nominal core thickness 1.22 mm (0.048
inches).
.3 Flat plate for cellular deck: Same material as steel deck with minimum nominal
steel core thickness of 1.22 mm (0.048 inches).
.4 Shear stud connectors: Fabricated from solid fluxed, cold-finished, low carbon
steel to ASTM A108, grades 1010 to 1020 with minimum ultimate tensile strength of
415 MPA (60 ksi).
.5 Acceptable products:
.1 Non-composite: Vicwest profile [FD ]
.2 Composite: Vicwest Hi-Bond [HB ]

Part 3 - Installation

3.1 General
.1 Examination: Examine work of other trades over which floor deck will be applied,
for conformity to drawings. Report all discrepancies to consultant before beginning
work on the floor system.
.2 Certification: Installation crew must be certified under CSA W47.1 for fusion
welding of steel decks.
.3 Protection: Protect steel deck during construction in accordance with CSSBI
standards.

3.2 Installation
.1 Steel deck
.1 Install steel deck in accordance with CSA S136 and CSSBI 10M
.2 Install deck free of dirt, scale, foreign matter, dents or deformation.
.3 Place deck in final position before securing to supporting members, ensuring
adequate bearing and end laps.
.4 Ensure minimum deck bearing at supports equal to depth of deck.
.5 Clinch side laps at 600 mm (24 inch) centres to produce a positive
connection.
.6 Fasten with fusion welds, size and spacing as shown on drawings or nominal
19 mm (3/4 inch) diameter welds at 300 mm (12 inches) on centre. Ensure
welds are well within bearing width of supporting members.

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 .7 For cellular deck, butt ends to a maximum 3 mm (0.12 inches). Install cover
plates over gaps greater than this.
.2 Closures
.1 Install closures in accordance with details indicated, to ensure effective
closure against weather, thermal and acoustic effects.
.2 For details not indicated, follow manufacturer’s recommendations.
.3 Openings:
.1 Framed openings are to be cut at time of deck installation.
.2 For reinforcement and cutting of unframed openings, refer to Section
[03300]

{.4 Shear Studs

.1 Tolerances: Studs may vary 25 mm (1 inch) maximum from the location

shown along the support. Studs may vary 6 mm (0.25 inches) maximum from
the flute location shown on the drawing details. The minimum distance from
the stud base to the edge of a flange shall be one stud diameter plus 3 mm
with a preferred minimum of 35 mm.

.2 Welding: Welding shall not be attempted when surfaces are wet or

exposed to falling rain or snow. Studs shall be installed as soon as possible
after deck is laid.

.3 Quality Control: The first two studs welded for each member type shall
be bent 30 degrees from vertical toward the nearest end of the member
without failure. Machine welded studs shall have at least 1 in a hundred
studs bent 15 degrees from vertical toward the nearest end of the member.
Hand welded studs shall have 10 studs similarly tested. All bending of studs
shall be done with a suitable pipe. All studs shall be left in the bent
condition. }

3.3 Cleaning
.1 Leave deck clean and well prepared for subsequent trades.

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13. References

Westeel-Rosco Limited “Hi-Bond Steel Floor Systems Design Manual”, April 1977

CAN/CSA-S16.1 “Limit States Design of Steel Structures”, December 1994.

Canadian Institute of Steel Construction “Handbook of Steel Construction”, Fifth edition, October
1991.

Canadian Sheet Steel Building Institute “Standard for Composite Steel Deck”, CSSBI 12M-84,
December 1988.

Canadian Sheet Steel Building Institute “Criteria for the Testing of Composite Slabs”, CSSBI S2-88,
November 1988.

Canadian Sheet Steel Building Institute “Criteria for the Design of Composite Slabs”, CSSBI S3-88,
November 1988.

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