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(Plot 45-01, 45-02 & 30-10)

Structural Design Criteria

July 05,2007

QM

Issue/revision Issue 1 Revision 1 Revision 2 Revision 3

Remarks

Date July 05,2007 August 15, 2007 March 20, 2008

Prepared by Geovanni Odtojan Geovanni Odtojan Geovanni Odtojan

Signature

Checked by Bart Leclercq Bart Leclercq Bart Leclercq

Signature

Authorised by Stephen Taylor Stephen Taylor Stephen Taylor

Signature

Project number 37121363-F 37121363-F 37121363-F

File reference 37121363 37121363 37121363

WSP Middle East Ltd. http://www.wspgroup.ae P.O. Box 7497, Dubai United Arab Emirates Tel. No. +971 4 2833395 Fax. No. +971 4 2833396

Contents

Structural Design Criteria

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1 Structural Design Criteria

DESIGN LOADING CRITERIA Design Dead Loads

Dead loads are calculated from the known self-weight of the materials to be used for the construction of the building. Reinforced concrete weights will be calculated using a density of 24 kN/m3

Design Superimposed Dead Loads

Additional allowances are made for fixed finishes and services as follows: Fixed masonry partition walls

200mm thk. CMU wall (plastered) = 3.72 Kn/M2 100mm thk. CMU wall (plastered) = 2.75 Kn/M2 Blanket loads Typical Apartment floors

Floor finishes = 1.80 Kn/M2 Allow. for dry partition = 1.00 Kn/M2 Allow. For fixed partition walls = 2.50 Kn/M2 Ceiling + MEP Utilities = 0.50 Kn/M2

5.80 Kn/M2

Typical Office floors

Floor finishes = 1.10 Kn/M2 Structural topping (50mm) = 1.20 Kn/M2 Allow. For dry partition walls = 1.50 Kn/M2 Ceiling + MEP Utilities = 0.50 Kn/M2

4.30 Kn/M2

Lobby and corridors Structural topping (50mm) = 1.20 Kn/M2 Floor finishes = 1.20 Kn/M2 Ceiling + MEP Utilities = 0.50 Kn/M2

2.90 Kn/M2

Terraces and Balconies Structural topping (50mm) = 1.20 Kn/M2 Floor finishes = 1.20 Kn/M2 Waterproofing = 0.15 Kn/M2 Ceiling = 0.25 Kn/M2

2.80 Kn/M2

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Service areas Structural topping (50mm): = 1.20 Kn/M2 Floor finishes: = 0.65 Kn/M2 Ceiling + MEP Utilities: = 0.50 Kn/M2

2.35 Kn/M2

Storage areas at ramp level Structural topping (50mm) = 1.20 Kn/M2 Floor finishes = 0.65 Kn/M2 100mm light partition walls = 1.75 Kn/M2 Ceiling + MEP utilities = 0.50 Kn/M2

4.10 Kn/M2

Staircases Floor finishes: (50mm screed + rubberized coating) = 1.00 Kn/M2

1.00 Kn/M2

Gymnasium Structural topping (50mm): = 1.20 Kn/M2 Floor finishes: = 1.80 Kn/M2 Ceiling + MEP Utilities: = 0.50 Kn/M2

3.50 Kn/M2

Plant room/Machine room Structural topping (50mm): = 1.20 Kn/M2 Ceiling + MEP Utilities: = 0.50 Kn/M2

1.70 Kn/M2

Roof Landscape Landscape/Finishing: = 10.00 Kn/M2 Waterproofing: (membrane, felt, topping, etc.) = 1.70 Kn/M2 Ceiling + MEP Utilities: = 0.50 Kn/M2

12.20 Kn/M2 Parking and driveways Floor finishes: (50mm screed + rubberized coating) = 1.10 Kn/M2 MEP Utilities: = 0.25 Kn/M2

1.35 Kn/M2 Roof Foam concrete (100mm ave.): = 0.80 Kn/M2 Waterproofing: (membrane, felt, topping, etc.) = 1.60 Kn/M2 Floor finishes: = 1.00 Kn/M2 Ceiling + MEP Utilities: = 0.50 Kn/M2

3.90 Kn/M2

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Minimum Design Live loads The following loads will be adopted in the design of the building: Typical apartment floors = 2.00 Kn/M2 Typical office floors = 2.50 Kn/M2 Lobby, corridors = 4.80 Kn/M2 Service areas = 2.00 Kn/M2 Plant room = 7.50 Kn/M2 Car parking and driveways = 3.50 Kn/M2 Gymnasium = 5.00 kn/M2

Storage areas = 5.00 kn/M2 Roof Landscape = 3.50 Kn/M2 Roof (accessible) = 2.00 Kn/M2 Roof (inaccessible) = 0.60 Kn/M2 Roof (with MEP equipments) = 7.50 Kn/M2 Landscape area = 3.50 Kn/M2 Lift Machine rooms = 12.00 Kn/M2 Loading/unloading dock = 12.00 Kn/M2 The building structure will be checked for the loadings applied from the proposed temporary cranes and hoists, with the capacity of the structure being adjusted where necessary.

Seismic Loads

The Structure will be designed to withstand lateral forces due to earthquake. Zone Category 2A parameter will be use in seismic analysis, in accordance with the local Municipality Building requirements and the Uniform Building Code requirements. Relevant design parameter as per the Uniform Building Code 1997are as follows: Seismic Zone, Z = 2A Importance factor, I = 1.00 Numerical coefficient, R = 5.5 Soil profile, S = Sc Seismic coefficient Ca = 0.18 Seismic coefficient Cv = 0.25

Wind Loads

Wind design criterion to be use will be ASCE 7-02, in accordance with the local Municipality Building requirements. Relevant design parameters as per ASCE 7-02 are as follows:

Design wind speed = 45.00 meter/sec

= 100.00 miles/hour Exposure type = C Importance factor = 1.00 Topography factor = 1.00

Gust factor = 0.85 Directional factor = 1.00 Building acceleration will be limited to 18milli-g for the residential occupancy for a 10 years wind return.

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Notional Loads The building will be designed to resist notional lateral loads applied at each floor simultaneously equal to 1.5% of the characteristic dead weight of the structure, as stipulated in BS 8110 Part1. This is an ultimate load and is applied in multiple directions.

Cladding Loads

Unitised curtain wall w/ stone 2.00 kN/m2 Unitised curtain wall w/ or w/o metal panel 1.25 kN/m2

Atrium glass wall 1.50 kN/m2

Glass roofs 1.50 kN/m2 Temporary Hoist and Crane Loads

The permanent structure will be designed to support the loads from the temporary cranes and hoists.

Lift Loads All lift shaft walls and lift motor room slabs will be designed for lift loadings provided by the lift consultant.

Façade Access Equipment Loads

The structures will be designed to support the window cleaning equipment loads to be provided by the façade consultant.

Plant Replacement Loads

All plant replacement in and around the building is to be undertaken in such a manner as not to exceed the imposed loadings indicated on the loading criteria.

Construction Loads To be provided by contractor

DESIGN LOAD COMBINATIONS

Concrete Design (ACI 318-02)

SERVICEABILITY LIMIT STATE

1.0 DL + 1.0 SDL 1.0 DL + 1.0 SDL + 1.0LL 1.0 DL + 1.0 SDL + (RSC/1.4) 0.9 DL + 0.9 SDL + (RSC/1.4)

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1.0 DL + 1.0 SDL + 0.75LL + 0.75 (RSC/1.4) 1.0 DL + 1.0 SDL + 1.0 WLENV 1.0 DL + 1.0 SDL + 0.75 LL + 0.75 WLENV 0.9 DL + 0.9 SDL + HL 1.0 DL + 1.0 SDL + 1.0 WLENV + 1.0 HL 1.0 DL + 1.0 SDL + (RSC/1.4) + 1.0 HL 0.9 DL + 0.9 SDL + (RSC/1.4) + 1.0 HL 1.0 DL + 1.0 SDL + 0.75LL +0.75 (RSC/1.4) + 1.0 HL ULTIMATE LIMIT STATE 1.4 DL + 1.4 SDL + 1.6LL 1.29 DL + 1.29 SDL + 0.50 LL + RSC 0.99 DL + 0.99 SDL + RSC 0.81 DL + 0.81 SDL + RSC 1.4 DL + 1.4 SDL + 1.4 WLENV 1.0 DL + 1.0 SDL + 1.4 WLENV 1.2 DL + 1.2 SDL + 1.2 WLENV 1.29 DL + 1.29 SDL + 0.50 LL + RSC + HL 0.99 DL + 0.99 SDL + RSC+ HL 0.81 DL + 0.81 SDL + RSC+ HL 1.4 DL + 1.4 SDL + 1.4 WLENV + HL 1.0 DL + 1.0 SDL + 1.4 WLENV + 1.4HL 1.2 DL + 1.2 SDL + 1.2 WLENV + 1.2HL 1.0 DL + 1.0 SDL + 1.4 HL

STRUCTURAL MATERIAL STRESSES

Concrete ( fc )

Normal weight concrete having density of 2400kg/m3 with 28 day cylinder compressive strength as follows:

Blinding concrete = 15 MPa

Slabs on grade and grade beams = 24 MPa Raft foundation = 42 MPa

Columns and Shear walls = 51 MPa Suspended slab and beams = 42 Mpa Transfer beams/slabs = 51 Mpa

Note: In accordance with the local Municipality regulations, the concrete strength to be used in structural design must always be based on 28 day cube strength as per the BS code or 28 day cylinder strength as per the ACI code.

Concrete Reinforcement ( fy )

Reinforcement type 'T': grade 460, deformed type 2 conforming to BS4449. Reinforcement type 'R': grade 250, conforming to BS4449. Welded Wire Fabric reinforcement conforming to BS4483.

Reinforcing Bar yield strength to be used for the design of the building:

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Main Reinforcement = 460 Mpa Ties and stirrups = 460 Mpa

OTHER DESIGN CRITERIA Deflection, general

The floor framing system will be designed to limit both instantaneous and long term deflection in accordance with the chapter 9 of the ACI code 1999.

A maximum limit on total deflection of 25mm for all apartment slabs and beams will be adopted.

Horizontal Sway The movement criteria to be use for the design of the core walls are defined as follows:

- Overall lateral displacement of the building due to wind load <H/500

where H = height of the building - Overall lateral displacement of the building due to seismic load <H/200

where H = height of the building - Lateral displacement of any one storey (to be accommodated by the

perimeter cladding) < h/400 where h = storey height The design wind load used in conjunction with these design criteria is the 1 in 50 year design wind speed.

Foundation Movement

Details of foundation movements will be provided in the Movement and Tolerances Specification.

Basement waterproofing grade Basement waterproofing will be designed to suit the following intended use as defined by BS8102 table 1.

Car Parks Grade 2 Mechanical plant rooms Grade 2 Electrical plant rooms and supplies storage rooms Grade 3* * May require drained cavity lining walls.

Vibration Limits

The floor structures will be designed in accordance with the SCI publication 'Design Guide on the Vibration of Floors'. The design criteria to be adopted for the design of floor beams up to 12m span on all occupied (non-plant) floors are as follows:

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Individual beam natural frequency: 4.0 Hz minimum System frequency: 3.5 Hz minimum

For members longer than 12m span, Individual beam natural frequency: 3.5 Hz minimum System frequency: 3.0 Hz minimum Considering that floor is a structure of low natural frequency (less than 7Hz), the design guideline also recommends that floor vibration should be assessed on the basis of its response to an appropriate near-resonant component of a regular walking force. The criterion adopted for the design of floor beams on all occupied (non-plant) floors is as follows:

Hotel floors: Response Factor R < 8 Other floors: Response Factor R < 6

Exposure Conditions In accordance with BS8110-1 table 3.2, the following exposure conditions are adopted for the design of the substructure:

Foundation generally Severe Retaining Walls Severe Vehicle ramp Severe Basement Moderate

Durability of the Structure The structure will be designed to a life span of 60 years. Some structural elements, such as those with concrete wearing surfaces and corrosion protection will require periodic inspection and maintenance. Steelwork members that are inaccessible and cannot be easily maintained, will be designed for the loss of steel section over the 100 year life of the building.

The substructure perimeter retaining walls will be checked for design life in accordance with BS 8500-1: 2002, and satisfy this standard for the most onerous structural performance level, being a structure of long service life (more than 100 years).

Fire Resistance Periods The following BS 476 fire resistance periods will be adopted in the design of the building:

Superstructure 2 hours Substructure 2 hours Substructure slabs over the oil store 4 hours Loading bay slab 2 hours Ground floor slab over loading bay 2 hours

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Grout

Grout around anchor bolts and under base plates is to be a non-shrink or expansive grout.

Structural Steelwork

Grade S355 (in accordance with BS EN 10 025) or ASTM A572 Grade 50 (Substitution with Grade S275 for rolled steel shapes will result in increased material tonnage.)

Design Standards Statutory Codes of Practice

BS 5628: Code of practice for use of masonry Part 1: 1992 Structural use of un-reinforced masonry.

or ACI-530-99: Building Code Requirements and Specifications for Masonry Structures and Related Commentaries.

BS 5950: Structural use of steelwork in building

Part 1: 2000 Code of practice for the design of simple and continuous construction of hot rolled sections. Part 2: 1992 Specification for materials, fabrication and erection of hot rolled sections. Part 3: Section 3.1: 1990 Code of practice for the design of simple and continuous composite beams. Part 4: 1994 Code of practice for the design of composite slabs with profiled steel sheeting. Part 8: 1990 Code of practice for fire resistant design.

or AISC-3rd ed.: LRFD Manual of Steel Construction

• LRFD Specification for Structural Steel Buildings • LRFD Specification for Steel Hollow Structural Sections • LRFD Specification for Single Angle Members • LRFD Specification for Structural Joints using ASTM A325

or A490 Bolts • Code of Standard Practice for Steel Buildings and Bridges

BS 6399: Loading for buildings

Part 1: 1996 Code of practice for dead and imposed loads Part 2: 1997 Code of practice for wind loads Part 3: 1988 Code of practice for imposed roof loads

UBC-97: Structural Design Requirements, Division IV-Earthquake Design BS 8004: 1986 Code of practice for foundations. BS 8007: 1987 Code of practice for the design of concrete structures for

retaining aqueous liquids or

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ACI-318-99: Building Code Requirements for Structural Concrete and Commentary

BS 8110: Structural use of concrete

Part 1: 1997 Code of practice for design and construction Part 2: 1985 Code of practice for special circumstances Part 3: 1985 Design charts for singly reinforced beams, doubly reinforced beams, and rectangular columns

Design References Other publications used include: CIRIA: Design of Shear Wall in Building: CIRIA Report 102, 1984 CIRIA: Design for Movement in Buildings, CIRIA Technical Report 107,

1981. CIRIA: Paint spec 174. BCSA: Joints in Simple Construction, 1993 SCI: Design guide on the vibration of floors, P076, 1989 British Land Shell and Core Specification

Computer Programs

List of computer program to be used in the analysis and design of the building.

WSPME developed calculation spreadsheets RCC-2000 calculation spreadsheets PCA Column Version 3.0 STAAD PRO Version 2006 ETABS V9.1.1 Non-linear SAFE Version 8.1.0

PROKON V.18

Appendices, Figures & Tables