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D E S C R I P T I O N

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C O N T R O L N U M B E R

PROJECT

ENGINEER

CONSTRUCTION

AGENCY

DISCIPLINE

ENGINEER

V E R I F I C A T I O N

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T H I S I N D I C A T E S T H A T R E V

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O F T H I S D R A W I N G I S C O V E R E D

, F O R A L L

A P P R O V A L / C E R

T I F I C A T I O N R E Q U I R E M E N T S

,

B Y D R A W I N G C

O M P L E T I O N C E R T I F I C A T E

( D C C ) N O

.____

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OPERATIONS

CERTIFIED

R E V I S I O N C

E R T I F I C A T I O N

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STRUCTURAL MOVEMENTS REPORTKING ABDULLAH PETROLEUM STUDIES AND

RESEARCH CENTER – RESEARCH & OFFICE COMPLEX

RIYADH

T H I S D R A W I N G A N D T H E I N F O R M A T I O N C O N T A I N E D H E R E I N A R E T H E S O L E P R O P E R T Y O F S A U D I A R A M C O .

N O R E P R O D U C T I O N I N F U L L O R I N P A R T S H A L L B E O B T A I N E D F R O M T H I S D O C U M E N T W I T H O U T T H E W R I T T E N C O N S E N T O F I T S O W N E R .

EDSD/2616-0399.doc

Saudi Aramco 2616-ENG (03/99)

V 160741

SAUDI ARABIA

REV.NO. SHT.NO. DRAWING NO. INDEX PLANT NO. DWG.TYPE

SAUDI ARABIAN OIL COMPANY

STRUCTURAL MOVEMENTS REPORT

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DISCIPLINE

ENGINEER


E D S D

R E V I S I O

N C

E R T I F I C A T E

T H I S I N D I C A T E S T H A T R E V . N O .__________

O F T H I S D R A W I N G I S C O V E R E D , F O R A L L


T I F I C A T I O N R E Q U I R E M E N T S ,

B Y D R A W I N G C


( D C C ) N O .____

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OPERATIONS

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CONTENTS PAGE

Introduction ...................................................................................................................................................................... 3 Design assumptions ...................................................................................................................................................... 3 Using this report ........................................................................................................................................................... 4

Research Centre ................................................................................................................................................................ 4 Superstructure Lateral Movements ............................................................................................................................... 4 Floor Slabs at Courtyard Edge ...................................................................................................................................... 4 Floor Slabs at Building Perimeter ................................................................................................................................. 5 Roof Steelwork ............................................................................................................................................................. 5 Foundation Movements ................................................................................................................................................ 5

Library .............................................................................................................................................................................. 6 Superstructure Lateral Movements ............................................................................................................................... 6 Floor Slabs at Courtyard/Atrium Edge ......................................................................................................................... 6 Slab to External Terrace ............................................................................................................................................... 6 Floor Slabs at Building Perimeter ................................................................................................................................. 7 Roof Steelwork ............................................................................................................................................................. 7 Foundation Movements ................................................................................................................................................ 7

Conference Centre ............................................................................................................................................................ 8 Superstructure Lateral Movements ............................................................................................................................... 8 Floor Slabs at Courtyard Edge ...................................................................................................................................... 8 Floor Slabs at Building Perimeter ................................................................................................................................. 8 Roof Steelwork ............................................................................................................................................................. 9 Foundation Movements ................................................................................................................................................ 9

Musalla + IT Center ........................................................................................................................................................ 10 Superstructure Lateral Movements ............................................................................................................................. 10 Roof Steelwork ........................................................................................................................................................... 10 External Courtyard Frame Lateral Movements .......................................................................................................... 11 External Courtyard Roof Steelwork............................................................................................................................ 11 Foundation Movements .............................................................................................................................................. 11

Visitors Center, Gate Houses and Other Ancillary Buildings ............ ........... ......... ............ ......... ........... ......... ........... ..... 12 Superstructure Lateral Movements ............................................................................................................................. 12

Roof ............................................................................................................................................................................ 12

Car Park and Entrance Canopies .................................................................................................................................... 13 Superstructure Lateral Movements ............................................................................................................................. 13 Roof ............................................................................................................................................................................ 13

Movement Joints in Concrete Slabs................................................................................................................................ 14 Lateral Movements ..................................................................................................................................................... 14

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Introduction

The following is a summary of movement limits that have been applied in the design of the primary

structure. These should be considered when connecting any secondary elements to the primary

structure.

Design assumptions

The movements are based on the structural systems as defined in the Structural Report (VE-161172-

001).

The loading allowance for the roof system is:

Cladding System

SDLkN/m

2

GRC Cladding Panel 0.5

Substructure framing 0.35

Insulation +Water proofing 0.4

Metal Decking 0.25

Acoustic Insulation 0.9

Ceiling and Services 0.5

Total 2.9

The external wall cladding loading allowance is:

Cladding System

SDL kN/m2

GRC Cladding Panel 0.5

Substructure framing 0.35

Insulation +Water proofing 0.4

Metal Decking 0.25

Acoustic Insulation 0.9

Total 2.4

Overall building sway limits are based on Saudi Aramco building code SAES-M-100 and is defined as

follows:

Building Type Max. Lateral Drift

Buildings with metal panels, wall cladding and bare frames Height/100

Buildings with partition walls and/or sensitive Height/375

architectural elements attached to or in contact with the building frame

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Most buildings are limited to H/375 with the exception of the Musalla Courtyard and IT Center Courtyard

that are limited to H/100. The courtyards are long span cantilever structures with open sides so there is

no interface with a walling element that would experience the displacement.

Using this reportFor the allowances identified in the body of the report:

• Movements are in both directions unless noted otherwise and can be up to the figures identified.

• -ve is downwards only

• Horizontal movements are always in any direction

• Roof deflections are based on loads for GRC type surface roof finish.

Research Centre

Superstructure Lateral Movements

1.

Movement under wind, up to full height above ground.

Overall height = HHorizontal

+/-

H/375

2.Inter-storey drift. Storey height = h Horizontal

+/-

h/375

Floor Slabs at Courtyard Edge

3. Positional tolerance of slab edgeVertical and

Horizontal

+/-

15mm

4.Slab edge deflection due to super dead load and live

load (typical 8m span with 2m cantilever)

Vertical

Short Term/

Long Term

-15mm/

-30mm


load for 8m span without cantilever.

Vertical

Short Term

/Long Term

-10mm/

-20mm

6. Relative deflection between adjacent points on a slabdue to super dead load and live load

After installation of cladding

L / 480

7.Ground floor deflection Vertical

After installation of

cladding

- 30mm

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Floor Slabs at Building Perimeter


Horizontal

+/-

15mm


load (typical 8m span with 2m cantilever)

Vertical

Short Term

/Long Term

-15mm/

-30mm


load for 8m span without cantilever.

Vertical

Short Term

/Long Term

-10mm/

-20mm

11.Relative deflection between adjacent points on a slab

due to super dead load and live load


cladding

L / 480

12. Ground floor deflection Vertical


cladding

- 30mm

Roof Steelwork

13.

Construction tolerance on theoretical position (including

self weight deflection)

Vertical and

Horizontal

+30mm/

-80mm

14.

Construction tolerance on relative dimension between

adjacent locations in plan. L= distance between locationsHorizontal

+/-

L/1000

15.Deflection under super dead load (GRC cladding) Vertical and

Horizontal

-35mm

16.Deflection under wind Vertical

+25mm/

-35mm

17.

Deflection under live load (1.0kN/m²)

Not to be considered in combination with maximum wind

condition.

Vertical

Less

than

wind

18.Movement under temperature variation (+/-30°C) Horizontal

+/-

30mm

Foundation Movements

19.

Differential settlement between adjacent foundation

supports. L= distance between supports.

e.g for support at 8m centers

Vertical

L/500

-15mm

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Library


20.



+/-

H/375


+/-

h/375

Floor Slabs at Courtyard/Atrium Edge


Horizontal

+/-

15mm


load

Vertical

Short Term/

Long Term

-15mm/

-30mm




cladding

L / 480



cladding

- 30mm

Slab to External Terrace

26. Positional tolerance of slab level Vertical+/-

15mm




cladding

L / 480

28.First Floor slab deflection due to super dead load and

live load

Vertical

Short Term/

Long Term

-15mm/

-30mm

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( D C C ) N O .____

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Horizontal

+/-

15mm


load

Vertical

Short Term

/Long Term

-15mm/

-30mm




cladding

L / 480



cladding

- 30mm

Roof Steelwork

33.



Vertical and

Horizontal

+30mm/

-80mm

34.



+/-

L/1000


Horizontal

-35mm


+25mm/

-35mm

37.



condition.

Vertical

Less

than

wind


+/-

30mm


39.



e.g for support at 10m centers

Vertical

L/500

-20mm

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Conference Centre


40.



+/-

H/375


+/-

h/375

Floor Slabs at Courtyard Edge


Horizontal

+/-

15mm


load

Vertical

Short Term/

Long Term

-15mm/

-30mm




cladding

L / 480



cladding

- 30mm



Horizontal

+/-

15mm


load

Vertical

Short Term

/Long Term

-15mm/

-30mm




cladding

L / 480



cladding

- 30mm

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Roof Steelwork

50.



Vertical and

Horizontal

+30mm/

-80mm

51.



+/-

L/1000


Horizontal

-35mm


+25mm/

-35mm

54.



condition.

Vertical

Less

than

wind


+/-

30mm


56.



e.g :

for support at 10m centers

for supports at 14m centres

Vertical

L/500

-20mm

-28mm

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Musalla + IT Center


57.



+/-

H/375

Roof Steelwork

58.



Vertical and

Horizontal

+30mm/

-80mm

59.Construction tolerance on relative dimension between


+/-

L/1000


Horizontal

-35mm


+25mm/

-35mm

62.



condition.

Vertical

Less

than

wind

63.Movement under temperature variation (+/-30°C) Horizontal +/-

30mm

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( D C C ) N O .____

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OPERATIONS

CERTIFIED

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External Courtyard Frame Lateral Movements

64.


Overall height = H, Cantilever Length = L

Horizontal at

column locations +/- H/100

65.


Overall height = H, Cantilever Length = L

Horizontal at

cantilever tip

+/- (H/100

+ L/360)

External Courtyard Roof Steelwork

66.



Vertical and

Horizontal

+30mm/

-100mm

67.Construction tolerance on relative dimension betweenadjacent locations in plan. L= distance between locations

Horizontal +/-L/1000


Horizontal

-40mm


+50mm/

-35mm

70.



condition.

Vertical

Less

than

wind

71.

Exposed to temperature variation during construction

and in service. In service temperature range to be

allowed: -5°C to 60°C

Horizontal +/-70mm


72.



e.g :

for support at 8m centers

Vertical

L/500

-15mm

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B Y D R A W I N G C


( D C C ) N O .____

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OPERATIONS

CERTIFIED

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Visitors Center, Gate Houses and Other Ancillary Buildings


73.



+/-

H/375

Roof

74.



Vertical and

Horizontal

+25mm/

-20mm

75.


adjacent locations in plan. L= distance between locations

Horizontal+/-

L/1000


Horizontal

-20mm


+/-

15mm

78.



condition.

Vertical

Less

than

wind

79.Movement under temperature variation (30°C) Horizontal

+/-

20mm

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B Y D R A W I N G C


( D C C ) N O .____

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OPERATIONS

CERTIFIED

R E V I S I O N C


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Car Park and Entrance Canopies


80.



+/-

H/375

Roof

81.


self weight deflection)Vertical

+25mm/

-40mm

82.


adjacent locations in plan. L= distance between locations

Horizontal+/-

L/1000

83.Movement under temperature variation (50°C) Horizontal

+/-

20mm

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DISCIPLINE

ENGINEER


E D S D

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B Y D R A W I N G C


( D C C ) N O .____

_________________

OPERATIONS

CERTIFIED

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KAG

LT

MS

S A U

K A G

L T

M S

B I - 2 5 -

0 0 0 1 3 -

0 0 0 2



RIYADH



EDSD/2616-0399.doc


V 160741

SAUDI ARABIA



Movement Joints in Concrete Slabs

Lateral Movements

The predicted lateral movements at the movement joints due to shrinkage and thermal effects areillustrated in the following sketch.

The sketch illustrates the predicted movements at an indicative cross section through a movement joint(MJ).

The purpose of this sketch is to inform the architectural design of the movement joint.

The figures are in mm and are accurate to ±20%.

The figures are calculated on the basis that the materials and workmanship fully comply with thespecifications

1) T = 0 - Day after slab (B) is cast

2) T = 6 months – Possible date for installation of joint filler

3) In service - coldest day + maximum shrinkage

4) In service – hottest day

v 160741001 p

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