7950_W1A (FF)-W1B (SF)_Slab Loading Test -Structural Report - Rev_1

I.C.G.M. Ltd.

Building: Strategic Military Facilities (Z-105-27)

7950-AIR HQ - W1A (FF)-W1B (SF) Job Ref.:

7950 Rev.:

0

Part of Structure:

SLAB Sheet

Calc. by: ST

Date: 19/04/2014

Checked by: ST

Date: 19/04/2014

App. by: RR

Date 19/04/2014

Ref. Calculations Output

19/04/2014 0 For information ST ST RR

DATE REVISION DESCRIPTION CALC. BY CHECKED BY APPD. BY

AL UDEID AIR BASE

PROJECT PK 27 - CONTRACT Z-105-27

“STRATEGIC MILITARY FACILITIES”

7950 – AIR HQ – SLAB LOADING TEST W1A (First Floor) – W1B (Second Floor)

STRUCTURAL DESIGN CALCULATIONS

REFERENCE CALCULATIONS OUTPUT

7950_Slab Loading Test / 13

Contents 1 GENERAL .................................................................................................................................................................................... 3

1.1 Scope ................................................................................................................................................................................. 3

2 SIGN UNITS ................................................................................................................................................................................ 3

3 MATERIALS ................................................................................................................................................................................. 3

3.1 Concrete............................................................................................................................................................................. 3

3.2 Reinforcing steel ................................................................................................................................................................ 3

3.3 Concrete cover ................................................................................................................................................................... 3

4 WING 1A: FIRST FLOOR SLAB ..................................................................................................................................................... 4

4.1 Slab Geometry and considerations on Loads..................................................................................................................... 4

4.2 Load Assignments at the Site ............................................................................................................................................. 7

4.3 Theoretical Deflections ..................................................................................................................................................... 8

5 WING 1B: SECOND FLOOR SLAB .............................................................................................................................................. 10

5.1 Slab Geometry and considerations on Loads................................................................................................................... 10

5.2 Load Assignments at the Site ........................................................................................................................................... 12

5.3 Theoretical Deflections ................................................................................................................................................... 13



1 GENERAL

1.1 Scope

This document outlines the deflections evaluation for the loading test in First floor Slab of

Wing-1A and Second floor Slab of Wing-1B, in which some cracks have been repaired.

The floor slab has been analyzed in the computer software SAFE.

The maximum deflection estimated by the Model has to be compared with the actual

deflection at the site. At the site it is necessary that the load conditions are caused by the

application and positioning of concrete cubes (or other type of loads) in order to reach the

loading level for each slab, generating the maximum deflection.

2 SIGN UNITS

Unless specified otherwise, the international (SI) system of metric units shall be used; for

the deflections it has been used the mm.

3 MATERIALS

3.1 Concrete

cement type: OPC (Ordinary Portland Cement);

cement content: minimum 370 kg/m3 ;

compressive cubic strength: C35 (characteristic value at 28 days)

W/C ratio: ≤ 0.50;

Slump: S4: 160 mm - 210 mm;

Aggregate max 25 mm;

3.2 Reinforcing steel

Reinforcing steel bars shall be uncoated high yield deformed bars of complies with ASTM

A615 Grade 60. No welding, including tack-welding, will be permitted.

Minimum strength: 420 N/mm²

3.3 Concrete cover

Above ground: for slab and beams: 30 mm; for columns and walls: 40 mm.

Blinding concrete shall not be considered as cover.



4 WING 1A: FIRST FLOOR SLAB

4.1 Slab Geometry and considerations on Loads

The slab loading test is realized to verify that the deflections in the repaired slab are less

or almost the same of the theoretical deflections that the slab would have without any

crack.

Figure 1 - W1A First Floor: cracks position.

The critical deflections can depend not only on the cracks position but also on the

maximum span and on the usage of rooms. Where the slab is dedicated to store/filing

room or Mechanical/ Electrical room the live load is more than the load considered in

offices.

For this reason to evaluate the more significant displacements, it has been considered the

slab loaded where there are cracks (between grid lines 23-24), where the span is

maximum (between grid lines 18-19) and along the strip between 21-22 (Mechanical/store

rooms with significant cracks).



Figure 2 - Slab Geometry: W1A First Floor.

The actual and final Area loads are shown by the following figures 2 and 3. They include

the partitions and wall as super dead.

Area Load

a) Super Dead load = 3.30 kN/m2

3.75 kN/m2

5.10 kN/m2

b) Live load, based upon the usage of rooms:

i) Office area = 2.5 kN/m2

ii) Mechanical/ Electrical room = 5.0 kN/m2

iii) Store/Filing room =5.0 kN/m2

iv) Utilities =0.75 kN/m2



Figure 3 - Surface Load – Super Imposed Dead (kN/m²).

Figure 4 - Surface Load – Live (kN/m²).

3.75kN/m2

0.75 kN/m2

3.3 kN/m2

5.1 kN/m2

2.5 kN/m2

5.0 kN/m2



4.2 Load Assignments at the Site

To simulate the real loading condition and obtain the maximum deflection, it is enough to

load the slab between the grid lines:

- 18-19: Total load to be applied (uniformly distributed on the slab strip)

3.3+2.5 = 5.8 kN/m2

= 591 kg/m2

(between E-H)


3.3+5.0 = 8.3 kN/m2

= 846 kg/m2 (between J-M)

3.3+2.5 = 5.8 kN/m2

= 591 kg/m2

(between H-J)


3.3+5.0 = 8.3 kN/m2

= 846 kg/m2 (between E-H)

Figure 5 – Total Loads to be applied at the site (kN/m²).

5.8 kN/m2

8.3 kN/m2

8.3 kN/m2

5.8 kN/m2



4.3 Theoretical Deflections

With the loads configuration described by the previous chapter, we obtained the

deflection values shown by the following tables. These values has to be compared with the

real displacements obtained at the site.

The check points are in the middle of the slab spans and they are the points in which the

deflection can be significant, being the slab simply supported.

Figure 6 – Deflections by the Model (mm).

Figure 7 – Check points on the slab.

A1

A4

A3

A2

B

D

X

Y

A

X

Y

C



Axes Check Point

Coordinates (x ,y) (m)

Theoretical Deflection (mm)

Loading between Grid Lines 18-19, E-H

A 4.1, 9.0 4.485

A1 0.5, 9.0 2.654

A2 4.1, 12.0 3.599

A3 7.7, 9.0 1.552

A4 4.1, 6.0 3.415

Loading between Grid Lines 21-22, H-J

B 23.2, 14.0 2.139

Loading between Grid Lines 21-22, J-M

C 23.2, 19.0 4.775

Loading between Grid Lines 23-24, E-H

D 35.2, 9.0 5.520



5 WING 1B: SECOND FLOOR SLAB

5.1 Slab Geometry and considerations on Loads

In this case, being the slab divided into equal spans (squre 6.0m by 6.0m or 6.0m by 4.0m),

the critical deflections depend only on the usage of rooms and on the position of the

cracks.

Figure 8 - W1B Second Floor: cracks position.

For this reason to evaluate the more significant displacements, it has been considered the

slab loaded along the strip 11-12, 13-14 and 16-17 (Mechanical/store rooms).

Figure 9 - Slab Geometry: W1B Second Floor.



The actual and final Area loads are shown by the following figures 2 and 3. They include

the partitions and wall, as super dead.

Area Load:

a) Super Dead load = 3.30 kN/m2

b) Live load, based upon the usage of rooms:

i) Office area = 2.5 kN/m2

ii) Mechanical/ Electrical room = 5.0 kN/m2

iii) Store/Filing room =5.0 kN/m2

iv) Utilities =0.75 kN/m2

Figure 10 - Surface Load – Super Imposed Dead (kN/m²).

Figure 11 - Surface Load – Live (kN/m²).

3.3 kN/m2

2.5 kN/m2

5.0 kN/m2



5.2 Load Assignments at the Site

To simulate the real loading condition and obtain the maximum deflection, it is enough to

load the slab between the grid lines:


3.3+2.5 = 5.8 kN/m2

= 591 kg/m2

(between H-J)


3.3+2.5 = 5.8 kN/m2

= 591 kg/m2

(between J-M)


3.3+5.0 = 8.3 kN/m2

= 846 kg/m2 (between J-M)

Figure 12 – Total Loads to be applied at the site (kN/m²).

5.8 kN/m2

5.8 kN/m2

8.3kN/m2



5.3 Theoretical Deflections

With the loads configuration described by the previous chapter, we obtained the

deflection values shown by the following tables. These values has to be compared with the

real displacements obtained at the site.

The check points are in the middle of the slab spans and they are the points in which the

deflection can be significant, being the slab simply supported.

Figure 13 – Deflections by the Model (mm).

Figure 14 – Check points on the slab.

Axes Control Point

Coordinates (x ,y) (m)

Theoretical Deflection (mm)

Loading between Grid Lines 11- 12 A 21, 8 2.530

Loading between Grid Lines 13- 14 B 33, 13 4.657

Loading between Grid Lines 16- 17 C 51, 13 4.255

B

A

C

X

Y

7950_W1A (FF)-W1B (SF)_Slab Loading Test -Structural Report - Rev_1

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