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A 31/01/2013 Issued for approval Pezzoni Brambilla Di Poi

REV. DATE DESCRIPTION DSGN CHKD APPD

SUB-CONTRACTORS DOCUMENT NUMBER: 0280725

A Issued for approval

REV. DATE DESCRIPTION DSGN CHKD APPD

PROJECT :

TWO(2) x 500 MW MONG DUONG 1 THERMAL POWER PLANT

EMPLOYER :

CONSULTANT :

CONTRACTOR : SUB-CONTRACTOR :

DESIGNED BY DATE TITLE :

ROOF SLAB -CALCULATION REPORTCHECKED BY DATE

APPROVED BY DATE PROJECT NUMBER DOCUMENT NUMBER REV.

ADB/MD1-TPIP/EPC150911 MD1-0-V-360-07-00725 A

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CONTENTS

1.0 INTRODUCTION ........................................................................................... 3

1.1

Description ..................................................................................................... 3

1.2 References .................................................................................................... 4

1.3 Basic design standards .................................................................................. 4

1.4 Materials ........................................................................................................ 4

2.0 LOAD ANALYSIS .......................................................................................... 4

3.0 CHECK OF CORRUGATED SHEET DURING CONSTRUCTION ................ 5

3.1 Two simple supports beam (case A) .............................................................. 5

3.2 Three simple supports beam with asymmetric load (case B) ......................... 6

3.3 Conclusion ..................................................................................................... 7

3.4 Check of stress .............................................................................................. 8

3.5 Check of deflection ........................................................................................ 8

4.0 CHECK OF CONCRETE SLAB .................................................................... 8

4.1 Check of stress Positive bending moment .................................................. 9

4.2 Check of stress Negative bending moment .............................................. 10

4.3 Check of stress Shear................................................................................ 11

ATTACHMENTS:

ATTACHMENT 1: STEEL DECK DATA SHEET

ATTACHMENT 2: BENDING MOMENT FOR ASYMMETRIC LOAD

ATTACHMENT 3: BENDING MOMENT FOR SYMMETRIC LOAD

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1.0 INTRODUCTION

1.1 Description

The steel liners support platform consists of a two level steel frame supported by the

concrete shell. The design of the mentioned frame is described in a separate report (pleaserefer to MD1-0-V-360-52-00120).

The upper level of the frame at el. +213.500 m (T.O.S.) is supporting a roof slab, which

consists of a reinforced concrete slab protected by an acid resistant coating and tiles.

The present report is relevant to the design of the concrete slab, which is considered as a

simple load for the design of the lower steel structure, since not connected.

The concrete slab will be cast using steel forms as follow:

corrugated steel sheets 1.0 mm thick in the areas between the main beams of the

steel structure and the concrete shell

flat steel plates 5.0 mm thick in the areas around the steel liners

The arrangement of the roof slab is shown in fig. 1:

Fig. 1 Roof slab arrangement

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The present reports includes the following:

design of corrugated sheets during construction

design of concrete slab on corrugated sheets

No calculation is provided for the concrete slab around the liners due to the very limited

span length. The reinforcement in this area will consist of an upper and lower steel square

mesh D10 at 240 mm centers.

1.2 References

Dwg. MD1-0-V-360-01-00001 Chimneys General Layout

Dwg. MD1-0-V-360-52-00120 Roof slab General Arrangement and Details

1.3 Basic design standards

The design of the roof slab has been carried out according to the ACI 318-08 Building

Code Requirements for Reinforced Concrete standard.

1.4 Materials

For the construction of the reinforced concrete slab the following materials will be used.

1.4.1 Reinforcement

Class (beams) ASTM A615M Gr. 420

Specified minimum yield stress Fy= 420 N/mm2

Modulus of elasticity E = 200000 N/mm2

1.4.2 Concrete

Cylindrical compression strenght fc= 28 N/mm2

Compressive stress limit = 0.45 fc= 12.6 N/mm2Shear stress limit = 1.2 = 6.35 N/mm2Modulus ratio n = 8

1.4.3 Corrugated steel sheet

Class of structural steel ASTM A659 Gr. 80 or equivalent

Specified minimum yield stress Fy= 550 N/mm2

2.0 LOAD ANALYSIS

Concrete D1= 4.1 kN/m2

Corrugated sheet D2= 0.1 kN/m2

Tile flooring D3= 0.6 kN/m2

Live load L = 1.0 kN/m2

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Combining factored loads

Load combination 1 (COMB 1) 1.2 DEAD + 1.6 L

3.0 CHECK OF CORRUGATED SHEET DURING CONSTRUCTION

The corrugated sheets are supported by the secondary steel structure of the roof. The

cross section is shown in fig. 2.

Fig. 2 Corrugated sheet cross section

The total load during the construction phase is equal to:

1.2 D + 1.6 L = 1.2 (D1+ D2) + 1.6 L = 1.2 (4.1 + 0.1) + 1.6 x 1.0 = 6.64 kN/m2

The live load is representing the load due to the personnel working and equipment required

for the concreting activities.

A unit width of slab (1 m) is considered in the following calculations.

The uniformly distributed load is then:

p = 6.64 kN/m2x 1.0 m = 6.64 kN/m

Three load cases are considered for the check:

Case A: two simple supports beam (par. 3.1)

Case B: three simple supports beam with asymmetric load (par. 3.2.1)

Case B2: three simple supports beam with symmetric load (par. 3.2.2)

3.1 Two simple supports beam (case A)

Fig. 3 Corrugated sheet cross section

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The max. positive bending moment is equal to:

M

8 6.641.775

8 2.62 N

3.2 Three simple supports beam with asymmetric load (case B)

Two load distribution are considered for this case, depending on whether the load is

symmetric or not.

3.2.1 Load case B1: asymmetric load

Fig. 4 Load case B1 load scheme and bending moment distribution

The maximum bending moments are calculated throughout a straight-line interpolation of

the values contained in the Attachment 2 Bending moment for asymmetric load.

1775

1725 0.972Negative bending moment at node 1:M M 0.06336.641.775 1.32 NSupport reaction at node 2:

0.4376.641.775 5.150 NThe bending moment in SPAN II is given by (x = distance from node 2):

M

2

The location of the maximum value of bending moment is calculated by setting the first

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derivative (shear force) equal to zero:

0

5.150

6.64 0.775

M M M0.775 5.150 0.775 6.640.7752 1.997 N3.2.2 Load case B2: symmetric load

Fig. 5 Load case B2 load scheme and bending moment distribution

The maximum bending moments are calculated throughout a straight-line interpolation of

the values contained in the Attachment 3 Bending moment for symmetric load.

1775 1725 0.972Negative bending moment at node 1:

M M 0.121 6.64 1.775 2.531 NMax bending moment in span I

M 0.066 6.64 1.775 1.381 NMax bending moment in span II

M M 0.072 6.64 1.775 1.506 N3.3 Conclusion

Considering all three cases, the maximum bending moments are:

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M M 2.531 NM M 2.620 N

3.4 Check of stress

The section modulus and material properties can be found in Attachment 1 Steel deck data

sheet, for the 1.0 mm thickness case.

22206 M2.6201022206 118.0 N/ 550.0 /

3.5 Check of deflection

5.2 N/ (distributed load in operating conditions)J 526562.5 5384 EJ 5384 5.21775200000526562.5 6.38 The deflection is lower than the common practice recommended value of 1/200 of the span

(which is equal to 8.88 mm).

4.0 CHECK OF CONCRETE SLAB

The typical cross section of the slab cast on the corrugated sheets has shown in Fig. 6.

Fig. 6 - Roof slab cross section

The design of the roof slab cast on corrugated sheets has ben carried out considering a T-

Shaped beam having a width of 240 mm as shown in fig. 7.

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Fig. 7 - T-beam cross section

The total load during the operation phase is equal to:

1.2 D D D 1.6 L 1.2 4.1 0.1 0.6 1.6 1.0 7.36 N/The uniformly distributed load is then:

7.36N 0.240 1.77 N/The beam, considering the same above load cases, is subject to the following maximum

bending moments:

Maximum positive bending moment:

M

8 1.771.775

8 0.70 NMaximum negative bending moment:

M 0.121 1.77 1.775 0.67 N4.1 Check of stress Positive bending moment

The check of the stress due to the positive bending moment has been carried out

considering the T-shaped beam shown in the previous figure.

The contribution of the corrugated steel sheet is not considered for the check. It is alsoassumed that the neutral axis lean within the upper part of the slab (y < 99 mm).

240 120 150 25 125 25

A 78.5

A 78.5

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A AA A 1125 78.5 25 78.578.578.5 1125 0.60

A A 78.5 78.5150120 0.0087

1 1 2 8 0.0087 125 1 1 20.608 0.0087 28.46 99

J 3 A A

120 28.463 8 78.5 125 28.46 8 78.5 28.46 25 6.78 10M J 0.70 10 28.466.7810 2.93 N 12.6 N/ M J 8 0.70 1012528.466.7810 79.74 N/ 165.0 /

4.2 Check of stress Negative bending moment

The check of the stress due to the negative bending moment has been carried out

considering the following simplifications (conservative approach):

The D10 square mesh is not taken into account

A beam rectangular section having a width equal to 120 mm has been used for the

calculation

120 150 25 125 25 A AA A 1125 78.5 25 78.578.578.5 1125 0.60A A 78.5 78.5150120 0.0087

1 1 2 8 0.0087 125 1 1 20.608 0.0087 28.46

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J 3 A A

120 28.46

3 8 78.5 125 28.46 8 78.5 28.46 25 6.78 10M J 0.67 10 28.466.7810 2.81 N 12.6 N/ M J 8 0.67 10 125 28.466.7810 76.32 N 165.0

4.3 Check of stress Shear

The maximum shear stress is located at the supports and is equal to: 2 1.771.7752 1.571 N 0.9 0.9 150 25 112 120 1.5711000120112 0.117 N/ 6.35 /

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ATTACHMENT 1: STEEL DECK DATA SHEET

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ATTACHMENT 2: BENDING MOMENT FOR ASYMMETRIC LOAD

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ATTACHMENT 3: BENDING MOMENT FOR SYMMETRIC LOAD