Dubai Building Code (2021)

Dubai Building Code

Part E: Building envelope

E 28

Table E.13

Fire test requirements for solid metal panel in roofing

Applications

Exterior fire exposure to

roofing assemblies

Interior or under deck fire exposure to

roofing assemblies

Roofing in sprinklered buildings
Roofing in buildings protected with fire

suppression systems.

NFPA 256

with pass criteria Class B
or
ASTM E108

with pass criteria Class B
or
BS EN 13501-5

with pass criteria Class B

ROOF

(t4)

UL 790

with pass criteria Class B

Roofing in non-sprinklered buildings
Roofing in buildings without fire

suppression.

Roofing in buildings less than 6 m from an

adjacent building.

Roofing in malls, assembly, hospitals and

educational.

NFPA 276

with pass criteria Class 1
or
ASTM E108

with pass criteria Class A
or
BS EN 13501-5

with pass criteria Class B

ROOF

(t4)

UL 790

with pass criteria Class A
or

FM 4470 or FM 4471

with pass criteria “Pass”

FM 4450 with pass criteria Class I

UL 1256 with pass criteria "pass"

Structural metal panel roof systems shall be

tested with FM 4471
Roof systems with modified bitumen and

other types of membrane roof systems shall

be tested with FM 4470

E.10.6

Fire resistance rated glazing

assemblies

Fire resistance rated glazing assemblies shall conform

to Sections 5.3 and 5.4, Ch. 1 of UAE FLSC

[Ref. E.1]

E.10.7

Roof assemblies

Roof assemblies shall conform to the performance

requirements of Section 6, Ch. 1 of

UAE FLSC

[Ref. E.1]

. They shall have the fire resistance

periods specified in Section 6, Ch. 1 of

UAE FLSC

[Ref. E.1]

E.10.8

Roof and façade assemblies

Materials used both on the façade and the roofing shall

be fire tested in both configurations in accordance with

Sections 4 and 6, Ch. 1 of UAE FLSC

[Ref. E.1]

If the roof is not horizontal then it shall be fire tested

as a façade system in accordance with Section 4, Ch. 1

of UAE FLSC

[Ref. E.1]

Dubai Building Code

Part E: Building envelope

E 29

E.10.9

Signboards and billboards

Signboards and billboards on façades shall conform to Section 4, Ch. 1 of

UAE FLSC

[Ref. E.1]

When the cumulative surface area of signboards/billboards on a façade is greater

than 50 m

, or the signboard/billboard straddles more than one storey, then they

shall be fire tested as part of the façade system in accordance with Section 4, Ch. 1 of

UAE FLSC

[Ref. E.1]

E.10.10 Solar panels

Photovoltaic (PV) cells or panels installed on roofs or façades shall conform to

Section 2.2, Ch. 14 of UAE FLSC

[Ref. E.1]

. If PV panels are attached to or integrated

with the façade then they shall also be tested in accordance with Section 4, Ch. 1 of

UAE FLSC

[Ref. E.1]

In accordance with

B.10.2

, all outdoor mechanical equipment (including antennas,

rooftop equipment and refuse storage areas) should be concealed from public view by

solid walls, screens, fences, parapets, enclosing structures or landscaping.

E.11 Screening of building equipment

Dubai Building Code

Part E: Building envelope

E 30

E.12 Maintenance

E.12.1

General

A method of safely maintaining the building envelope shall be provided. Manually

operated systems (e.g. rope access) or power operated systems (e.g. cleaning cradles)

and building maintenance units (BMUs) shall conform to E.12.

E.12.2

Rope access

Rope access or abseiling systems shall have permanent dedicated fixed anchors.

E.12.3

Imposed loading

Loading of permanent building maintenance equipment attached to either roof or

façades shall be included as permanent fixture loading (see E.4.1.3).

E.12.4

Cable stabilization and anchors

Hanging lifelines and all untensioned cables of the working platform shall be

stabilized when vertical travel exceeds an initial 61 m, and at further intervals of

61 m or less. Hanging cables, other than suspended wire ropes, that are in constant

tension shall be stabilized when the vertical travel exceeds an initial 183 m distance,

and at further intervals of 183 m or less.
The building anchors and components of the intermittent stabilization system shall

be capable of sustaining without failure at least four times the maximum anticipated

load applied or transmitted to the anchors and components. The design wind load for

each anchor shall be not less than 1,334 N or the design wind load of the building,

whichever is higher.
If there are two anchors on one attachment point, the wind load may be shared.

The building anchors and stabilizer ties shall be capable of sustaining anticipated

horizontal and vertical loads from winds which might act on the platform and wire

ropes if the platform is stranded on a building face. If the building anchors have

different spacing to that of the suspension wire rope, or if the building requires

different suspension spacings on one platform, one building anchor and stabilizer tie

shall be capable of sustaining the wind loads.
Building anchors that extend beyond the face of the building shall be free of sharp

edges or points. Where cables, suspension wire ropes and lifelines might be in contact

with the building face, external building anchors shall not interfere with their handling

or operation.
Tie-down anchors fasteners, and affected structures shall be resistant to corrosion.

E.12.5

Power circuit and operation

The equipment power circuit of power-operated systems shall be an independent

electrical circuit. It shall remain separate from all other equipment within or on the

building (other than power circuits for hand tools that will be used in conjunction

with the equipment).
The equipment power circuit may be connected to an emergency power system, if

the building has one. The power circuit shall be provided with a disconnect switch

that can be locked in the “OFF” and “ON” positions. The switch shall be located in

the primary operating area of the equipment in a convenient position to allow the

operators of the equipment access to the switch. The disconnect switch for the

power circuit shall be locked in the “ON” position when the equipment is in use.
An effective two-way voice communication system shall be provided between the

equipment operators and persons stationed within the building being serviced. The

communications facility shall be operable and shall always be manned by persons

stationed within the building whenever the equipment is being used.

Dubai Building Code

Part E: Building envelope

E 31

E.12.6

Protection from impact on building envelope

Hard or sharp components of the maintenance equipment shall be covered with soft

protection to prevent the building envelope from being impacted.
The energy impact that the maintenance equipment or operator might exert on

the building envelope shall be calculated. The building envelope shall be capable of

withstanding applied or transferred impacts that might occur during maintenance

without sustaining damage that is not repairable and without deterioration of its

performance.

NOTE: CWCT TN 96

[Ref. E.13]

gives guidance to assess cradle and suspended

access equipment loads.

E.12.7

Health and safety

E.12.7.1 Rope access

Rope access systems shall follow safety guidelines such as IRATA

[Ref. E.14]

A back-up fall arrest system shall be provided.
Back-up fall arrest system may be achieved by using two ropes: a working line and a

safety line.

E.12.7.2 Power-operated systems

Means shall be provided to traverse all carriages and their suspended equipment to

a safe area for maintenance and storage. The working platform shall, as part of its

normal operation, be capable of being lowered to a safe surface for access and egress

of the personnel. The working platform shall be provided with a safe means of access

and egress to the lower safe surface.
The following non-exhaustive list of safety features shall be included before

installation of building maintenance unit/glass cleaning cradle:
a)  provisions in case of power failure;
b)  overload safety device;
c)  wire rope equalizer limit switch;
d)  emergency stop;
e)  secondary brake with over-speed protection (mechanical);
f)  slack rope device;
g)  lanyard restraint trip assembly;
h)  rotational slew limits;
i)  factor of safety for wire rope;
j)  cradle details (i.e. anti-collision bar, handrail/mid rail height, etc.);
k)  horizontal traversing wheel locking device; and
l)  working environment (i.e. weather conditions such as temperature, humidity, wind

speed, etc.).

Dubai Building Code

Part F: Structure

F 3

F.2

Definitions

F.2.1

Terms

Floor height:

Distance between adjacent floor levels measured from the top of the

floor to the top of the floor above.

Geotechnical laboratory:

Physical or legal entity in charge of carrying out

geotechnical soil investigations and licensed to practice investigation activities in

Dubai in accordance with the applicable legislation.

Geotechnical Specialist Contractor:

Physical or legal person in charge of carrying

out specialist geotechnical works and design, and licensed to practice geotechnical

construction and design activities in Dubai in accordance with the applicable

legislation.

Ground level:

Average level of the ground surface or sidewalk at the centre of all

exterior walls of a building.

Serviceability:

Condition beyond which a structure or member becomes unfit for

service and is judged to be no longer useful for its intended use.

Strand:

High strength steel wires wound around a central wire, typically a seven-wire

strand, which can be used as a prestressing reinforcement in tendons.

Tendon:

Complete assembly consisting of anchorages, prestressing reinforcement,

and sheathing with coating for unbonded applications or ducts filled with grout for

bonded applications.

Dubai Building Code

Part F: Structure

F 4

F.2.2

Acronyms and abbreviations

ACI

American Concrete Institute

AISC

American Institute of Steel Construction

ASCE

American Society of Civil Engineers

ASTM

ASTM International

ATC

Applied Technology Council

AWS

American Welding Society

British Standard

BS EN

British Standard European Norm

Ch.

chapter

CHS

circular hollow section

CIRIA

Construction Industry Research and Information

Association

CRSI

Concrete Reinforcing Steel Institute

cementitious materials

CPT

cone penetration test

CRR

cyclic resistance ratio

CSR

cyclic stress ratio

DBC

Dubai Building Code

DCD

Dubai Civil Defence

Dubai Municipality

DMD

Dubai Municipality datum

DSCB

Dubai sustainable concrete baseline

EIAC

Emirates International Accreditation Centre

factor of safety

ground level floor

GGBS

ground granulated blast-furnace slag

GIFR

geotechnical investigation factual report

GIR

geotechnical interpretative report

HSS

hollow structural section

IBC

International Building Code

ICE

Institution of Civil Engineers

ISO

International Organization for Standardization

LCA

lifecycle assessment

MEP

mechanical, electrical and plumbing

MRI

mean recurrence interval

NOC

no objection certificate

OPC

ordinary Portland cement (CEM I as defined in

BS 8500-1:2015)

MPa

megapascal

PCI

Precast/prestressed Concrete Institute

PGA

peak ground acceleration

PGD

peak ground displacement

PGV

peak ground velocity

psi

pound per square inch

post-tensioned

PTI

Post-tensioning Institute

PTP

preliminary test pile

RHS

rectangular hollow section

SCI

Steel Construction Institute

SHS

square hollow section

SPT

standard penetration test

SPERWall

specification for piling and embedded retaining

walls

TMS

The Masonry Society

UAE FLSC

United Arab Emirates Fire and Life Safety Code

of Practice

UFC

Unified Facilities Criteria

UK NA

UK National Annex to Eurocode

w/c

water/cement ratio

WAI

weighted average impact

Dubai Building Code

Part F: Structure

F 5

gross cross-sectional area of concrete elements

area of steel in concrete

building width

average building width normal to the wind

direction over the top height of the building

width of the column face through which the

reinforcement passes

deflection amplification factor

modulus of elasticity of concrete

modulus of elasticity of soil

stiffness

short period site coefficient at 0.2 s period

PGA

site coefficient for peak ground acceleration

compressive cubic strength of concrete at 28

days

compressive cylindrical strength of concrete at

28 days

yield strength

total height of building

floor to floor height measured from the top of

the floor to the top of the floor above.

thickness of concrete slab

hydrostatic pressure

thickness of concrete wall

importance factor

coefficient of soil pressure at rest

wind directionality factor

F.2.3

Notation

horizontal modulus of sub-grade reactions

vertical spring constants

piles stiffness

span of slab

MCE

risk-targeted maximum considered earthquake

MCE

maximum considered earthquake geometric

mean

constant of horizontal sub-grade reaction

PGA

MCE

peak ground acceleration adjusted for site

effects (F

PGA

)

MCE

, 5% damped spectral responses

acceleration parameter at a period of 1s

design, 5% damped, spectral response

acceleration parameter at a period of 1 s

design, 5% damped, spectral response

acceleration parameter at a short period

MCE

, 5% damped, spectral response

acceleration parameter at a period of 1 s

adjusted for site class effect

MCE

, 5% damped, spectral response

acceleration parameter at a short period

adjusted for site class effect

MCE

, 5% damped spectral responses

acceleration parameter at short period

S LS

life safety, 5% damped spectral responses

acceleration parameter at short period

1 LS

life safety, 5% damped spectral responses

acceleration parameter at a period of 1 s

adjusted damping parameter at a period of 1 s

adjusted damping parameter at short period

fundamental period of the building (s)

long-period transition period (s)

ref

reference wind speed (m/s) in accordance with

ASCE/SEI 7-16 (i.e. 3 s gust speed at 10 m

above the ground in exposure category C)

crack width limit

damping adjustment factor for long-period

damping adjustment factor for short period

total maximum displacement

max

maximum deflection at the location required by

this section determined by an elastic analysis

maximum inelastic response displacement of a

structure

steel reinforcement bar diameter

damping coefficient

∑

sum of

Dubai Building Code

Part F: Structure

F 6

F.3

References

F.3.1

Essential references

F.3.1.1

General

ASCE/SEI 7-16, Minimum design loads and associated

criteria for buildings and other structures
ASCE 37, Design loads on structures during

construction

ASCE 41, ASCE 41, Seismic evaluation and retrofit of

existing buildings

ISO 10137, Bases for design of structures –

Serviceability of buildings and walkways against

vibrations

Ref. F.1

UFC 4-023-03:2009. Design of buildings to

resist progressive collapse, with change 3, revision

2016. Whole building design guide [online database].

Available from:

www.wbdg.org

Ref. F.2

UAE MINISTRY OF INTERIOR GENERAL

COMMAND OF CIVIL DEFENCE, 2018. UAE Fire and

Life Safety Code of Practice (UAE FLSC). United Arab

Emirates: Ministry of Interior General Command of

Civil Defence.

Ref. F.3

INTERNATIONAL CODE COUNCIL, 2018.

International Building Code. Washington: International

Code Council.

Ref. F.4

National Centre for Meteorology and

Seismology [online database]. Available from:

www.ncm.ae/en/climate-reports-yearly.html?id=26

Ref. F.5

KILPATRICK, J., SIFTON, V. and GIBBONS

M., 2020. Dubai wind design parameters review. Final

Report. RWDI.

Ref. F.6

KWOK, K.C.S., BURTON, M.D. and

ABDELRAZAQ, A.K., 2015. Wind-induced motion of

tall buildings: Designing for habitability. Virginia: ASCE.

Ref. F.7

BRITISH GEOLOGICAL SURVEY, 2006.

Geology and geophysics of the United Arab Emirates.

London: British Geological Survey.

Ref. F.8

CRSI, 2008. Design handbook, 10th edition.

Concrete Reinforcing Steel Institute.

Ref. F.9

IDRISS, I.M. and BOULANGER, R.W., 2008. Soil

liquefaction during earthquakes. California: Earthquake

Engineering Research Institute.

F.3.1.2

Concrete

ACI 89-S15, Shrinkage cracking in fully restrained

concrete members

ACI 117-10, Specification for tolerances for concrete

construction and materials and commentary
ACI 209.2R, Guide for modelling and calculating

shrinkage and creep in hardened concrete
ACI 215R, Considerations for design of concrete

structures subjected to fatigue loading

ACI 216.1, Code requirements for determining fire

resistance of concrete and masonry construction

assemblies

ACI 224R, Control of cracking in concrete structures
ACI 315R, Guide to presenting reinforcing steel design

details
ACI 318-19, Metric building code requirements for

structural concrete
ACI 363R-10, Report on high-strength concrete
ACI 408.2R, Report on bond of steel reinforcing bars

under cyclic loads

ACI 435R, Control of deflection in concrete structures
BS EN 206, Concrete – Specification, performance,

production and conformity

BS 8500-1:2015, Concrete – Complementary British

Standard to BS EN 206 – Part 2: Method of specifying

and guidance for the specifier

Ref. F.10

CIRIA C766, 2018, Control of cracking caused

by restrained deformation in concrete. 3rd edition.

London: CIRIA.

Ref. F.11

TR43, 2005. Post-tensioned concrete floors

– Design handbook, 2nd Edition. Camberley: Concrete

Society.

Ref. F.12

PRECAST/PRESTRESSED CONCRETE

INSTITUTE, 2017. Design handbook – Precast and

prestressed concrete, 8th edition and errata vol. I and

II, 2019. Chicago: PCI.

Ref. F.13

APPLIED TECHNOLOGY COUNCIL, 1999.

Design Guide 1 – Minimizing floor vibration.

California: ATC.

Dubai Building Code

Part F: Structure

F 7

F.3.1.3

Steel

AISC 341, Seismic provisions for structural steel

buildings

AISC 360, Specification for structural steel buildings
ASTM A307, Specification for carbon steel bolts, studs,

threaded rods and similar externally fasteners with

tensile strength between 60 to 100 ksi

ASTM A36M, Standard specification for carbon

structural steel

ASTM A53M, Standard specification for pipe, steel,

black and hot-dipped, zinc-coated, welded and

seamless

ASTM A500, Standard specification for cold-formed

welded and seamless carbon steel structural tubing in

rounds and shapes

ASTM A501, Standard specification for hot-formed

welded and seamless carbon steel structural tubing

ASTM A992M, Standard specification for structural

steel shapes

ASTM F1554, Standard specification for anchor bolts,

steel, 36, 55 and 105 ksi yield strength

AWS D1.1, Structural welding code – Steel
BS EN 206, Concrete – Specification, performance,

production and conformity

BS EN 10025-1, Hot rolled products of structural

steels – General technical delivery conditions
BS EN 12944 (all parts), Paints and varnishes –

Corrosion protection of steel structures by protective

paint system

BS EN ISO 15614, Specification and qualification of

welding procedures for metallic materials – Welding

procedure test

Ref. F.14

AISC, 2003. Design Guide 19 – Fire resistance

of structural steel framing. Chicago: American Institute

of Steel Construction.

Ref. F.15

AISC, 2016. Steel construction manual.

Chicago: American Institute of Steel Construction.

Ref. F.16

AISC, 2004. Specification for structural joints

using ASTM A325 or A490 bolts. Chicago: American

Institute of Steel Construction.

Ref. F.17

AISC, 2003. Design guide 3 – Serviceability

design considerations for steel buildings, 2nd edition.

Chicago: American Institute of Steel Construction.

Ref. F.18

AISC, 2016. Design guide 11 – Vibrations of

steel-framed structural systems due to human activity,

2nd edition. Chicago: American Institute of Steel

Construction.

Ref. F.19

SMITH, A.L., HICKS, S.J. and DEVINE, P.J.,

2009. SCI P354, Design of floors for vibration: A new

approach. Berkshire: Steel Construction Institute.

F.3.1.4

Masonry

BS EN 1996-1, Eurocode 6 – Design of masonry

structures – General rules for reinforced and

unreinforced masonry structure

BS EN 1996-2, Eurocode 6 – Design of masonry

structures – Design considerations, selection of

materials and execution of masonry

BS EN 1996-3, Eurocode 6 – Design of masonry

structures – Simplified calculation methods for

unreinforced masonry structures
TMS 402/602, Building code requirements and

specifications for masonry structures

F.3.1.5

Geotechnics

F.3.1.5.1 Geotechnics investigation and testing

BS 1377, Methods of test for soils for civil engineering

purposes
BS 5930, Code of practice for ground investigations
BS 10175, Investigation of potentially contaminated

sites – Code of practice

BS EN ISO 14688, Geotechnical investigation and

testing – Identification and classification of soil

BS EN ISO 14689, Geotechnical investigation and

testing – Identification, description and classification

of rock
BS EN ISO 17892, Geotechnical investigation and

testing – Laboratory testing of soil

Dubai Building Code

Part F: Structure

F 8

BS 22475, Geotechnical investigation and testing –

Sampling methods and groundwater measurements
BS EN ISO 22476, Geotechnical investigation and

testing – Field testing

BS EN ISO 22282, Geotechnical investigation and

testing – Geohydraulic testing

F.3.1.5.2 Geotechnical design

BS 6031, Code of practice for earthworks
BS 8081, Code of practice for grouted anchors
BS 8102, Code of practice for protection of below

ground structures against water from the ground

BS EN 1997-1:2004+A1:2013, Eurocode 7 –

Geotechnical design – General rules
NA+A1:2014 to BS EN 1997-1:2004+A1:2013, UK

National Annex to Eurocode 7 – Geotechnical design –

General rules

BS EN 1997-2:2007, Eurocode 7 – Ground

investigation and design – Ground investigation and

testing

NA to BS EN 1997-2:2007, UK National Annex

to Eurocode 7 – Geotechnical design – Ground

investigation and testing

BS EN 1993-5:2007, Eurocode 3 – Design of steel

structures – Piling
NA to BS EN 1993-5:2007, UK National Annex to

Eurocode 3 – Design of steel structures – Piling

Ref. F.20

BURLAND J. CHAPMAN T. SKINNER H, and

BROWN M., 2012. Manual of geotechnical engineering,

volume I and II. London: ICE Publishing.

Ref. F.21

CIRIA, 2016. C750, Groundwater control –

Design and practice. London: CIRIA.

F.3.1.5.3 Execution of geotechnical works

ASTM D1195M Standard Test Method for Repetitive

Static Plate Load Tests of Soils and Flexible Pavement

Components, for Use in Evaluation and Design of

Airport and Highway Pavements

ASTM D5778 Standard Test Method for Electronic

Friction Cone and Piezocone Penetration Testing of

Soils

BS EN 1536, Execution of special geotechnical works –

Bored piles

BS EN 1537, Execution of special geotechnical works –

Ground anchors

BS EN 1538, Execution of special geotechnical works –

Diaphragm walls
BS EN 12063, Execution of special geotechnical works

–Sheet pile walls

BS EN 12699, Execution of special geotechnical works

– Displacement piles

BS EN 12715, Execution of special geotechnical works

– Grouting

BS EN 12716, Execution of special geotechnical works

– Jet grouting

BS EN 14199, Execution of special geotechnical works

– Micro piles

BS EN 14475, Execution of special geotechnical works

– Reinforced fill

BS EN 14490, Execution of special geotechnical works

– Soil nailing

BS EN 14679, Execution of special geotechnical works

– Deep soil mixing

BS EN 14731, Execution of special geotechnical works

– Ground treatment by deep vibrations

BS EN 15237, Execution of special geotechnical works

– Vertical drains

Dubai Building Code

Part F: Structure

F 9

F.3.2

Further reading

F.3.2.1

Concrete

ACI 301, Specifications for structural concrete

ACI 350, Code requirements for environmental

engineering concrete structures

F.3.2.2

Geotechnics

ACI 543R, Guide to design, manufacture, and

installation of concrete piles
CIRIA, 2017. C760, Guidance on embedded retaining

wall design. London: CIRIA.
INSTITUTION OF CIVIL ENGINEERS, 2016.

Specification for piling and embedded retaining walls

(SPERWall), 3rd edition. London: ICE Publishing.

F.3.2.3

Seismic

NA to BS EN 1998-1, UK National annex to Eurocode

8 – Design of structures for earthquake resistance –

General rules, seismic actions and rules for buildings

Ref. F.22

MALHOTRA, P.K., 2020. Seismic design

ground motion parameters for Dubai. Report Number:

SMI-93-2019 Revision 6, Prepared for Dubai

Municipality.

Ref. F.23

IRFAN, M., KHAN, Z.H., EL-EMAM, M. and

ABDALLA, J., 2012. Seismic Hazard Assessment and

Spectral Accelerations for United Arab Emirates. 15th

World Conference on Earthquake Engineering, Lisbon:

Portugal.

Ref. F.24

SHAMA, A.A., 2011. Site specific probabilistic

seismic hazard analysis at Dubai Creek on the west

coast of the UAE. Earthquake Engineering and

Engineering Vibration. 10(1). pp. 143- 52.

Ref. F.25

ALDAMA-BUSTOS, G., BOMMER, J.J.,

FENTON, C.H. and STAFFORD, P.J., 2009. Probabilistic

seismic hazard analysis for rock sites in the cities of

Abu Dhabi and Ra’s Al Khaymah, United Arab Emirates.

Georisk: Assessment and management of risk for

engineered systems and geohazards, 3(1), pp. 1-29.

Ref. F.26

PASCUCCI, V., FREE, M.W. and LUBKOWSKI,

Z.A., 2008. Seismic hazard and seismic design

requirements for the Arabian Peninsula Region. 14th

World Conference on Earthquake Engineering, 2008.

Beijing: China.

Ref. F.27

MUSSON, R.M.W., NORTHMORE, K..J,

SARGEANT, S.L., PHILLIPS, E.R., BOON, D., LONG,

D., MCCUE, K. and AMBRASEYS, N.N., 2006. The

geology and geophysics of the United Arab Emirates.

Geological Hazards, British Geological Survey, volume

4, Keyworth.

Ref. F.28

SIGBJORNSSON, R., and ELNASHAI, A.S.,

2006. Hazard assessment of Dubai, United Arab

Emirates, for close and distant earthquakes. Journal of

Earthquake Engineering, 10(5), pp. 749-773.

Ref. F.29

ABDALLA, J.A., and AL-HOMOUD, A.,

2004. Earthquake hazard zonation of eastern Arabia.

Proceedings of the 13th World Conference on

Earthquake Engineering, Vancouver, Canada, August

1-6, Paper No. 1008.

Ref. F.30

GRÜNTHAL, G., BOSSE, C., SELLAMI, S.,

MAYER-ROSA, D. and GIARDIN, D., 1999. Compilation

of the GSHAP regional seismic hazard for Europe,

Africa and the Middle East. Annali di Geofisica, 42(6),

pp. 1215-1223.

Ref. F.31

AL-HADDAD, M., SIDDIQI, G.H., AL-ZAID, R.,

ARAFAH, A., NECIOGLU, A. and TURKELLI N., 1994.

A basis for evaluation of seismic hazard and design

criteria for Saudi Arabia. Earthquake Spectra, 10(2),

pp. 231-257.

Ref. F.32

BEYER, K. and BOMMER, J.J., 2006.

Relationships between Median Values and between

Aleatory Variabilities for Different Definitions of the

Horizontal Component of Motion. Bulletin of the

Seismological Society of America, 97(5).

Ref. F.33

LUCO, N., 2011. Development of Risk-

Targeted Earthquake Ground Motions for use in ASCE

7. NEHRP Advisory Committee Meeting. Available

at:

www.nehrp.gov/pdf/ACEHRMar2011_ASCE7.pdf

[viewed 15 September 2020].

Ref. F.34

MURRIS, R.J., 1981. Middle East:

Stratigraphic evolution and oil habitat. Geologie en

Mijnbouw, 60, pp. 467-486.

Ref. F.35

HANCOCK, P.L., AL KADHI, A. and SHA’AT,

N.A., 1984. Regional joint sets in the Arabian Platform

as indicators of intraplate processes. Tectonics, 3(1),

pp. 27-43.

Dubai Building Code

Part F: Structure

F 11

F.4

Framework

F.4.1

Application

This Part applies to the design and construction

of buildings, and structures or appurtenances

connected to a building. Structures that require special

consideration of their characteristics, functions and

environment as listed in

Part A

are not covered herein.

Villas and townhouses shall be designed in accordance

with

Part K

In calculations, drawings, specifications and basis of

design reports, the Engineer shall state the codes

and standards that are adopted as the basis for the

design and specification of materials and workmanship.

Codes and standards shall be specified by document

number and title, including version/revision and, where

applicable, the units (i.e. metric).

Where there is conflict between this Part and

referenced codes or standards, the most restrictive

requirements shall be met.

F.4.2

Units

Units shall be in accordance with

A.12.2

Dubai Building Code

Part F: Structure

OPTIMIZED STRUCTURAL

DESIGN

MATERIAL

SPECIFICATION

BUILDABILITY

AESTHETICS

SUSTAINABILITY

MAINTENANCE

MOVEMENT

STRUCTURAL

PERFORMANCE

SUBSOIL PERFORMANCE

COST

SAFETY/RISK

Substructure

Superstructure

Site

Access

Ground conditions

Weather

Recycling

Re-using

Pollution

Energy

Construction

Use

Re-use

Decommissioning

Appearance

Sense of place

Bearing

Settlement

Soil retention

Liquefaction

Groundwater

Design

Construction

Maintenance

Decommissioning

Strength

Sti

ﬀne

Durability

Stability

Robustness

Dead load

Live load

Wind

Seismic

Soil pressure

Blast

Wave

Thermal

Alternative sources

Embedded energy

Energy consumption

during building life

hole

life

costi

Fire

F 12

F.5

Structural system requirements

Figure F.1

Typical issues in relation to structural design requirements

F.5.1

General conditions

The structural design of buildings shall be undertaken

by the Engineer.
The Engineer shall only use appropriate structural

analysis and design software, approved by the

Authority.
The design shall facilitate safe fabrication, transport,

handling and erection of structural elements and

materials, with due regard to site-specific conditions.

As far as is reasonably practicable, it shall also take

account of the needs of maintenance, final demolition,

recycling and reuse of materials.

Typical design issues are presented in Figure F.1 for

inclusion in the design stages.

Dubai Building Code

Part F: Structure

F 13

Table F.1

Recommended minimum design life

F.5.2

Design life

Design life shall be specified by the Engineer based

on the minimum recommended values in Table F.1.

The design life of the project shall be agreed between

the Engineer, the Owner and the Authority prior to

commencing design.

Structure type

Design life

Temporary structures

10 years

Replaceable structural parts (i.e. bearings,

gantry)

10 to 25 years

Agricultural and similar

15 to 30 years

Buildings

50 years

Special structures (i.e. buildings higher

than 300 m, monumental building or

structures designated as essential for the

community)

100 years

F.5.3

Design acceptance criteria

The design shall honour all design acceptance criteria

defined by the design basis codes and standards.
Ordinarily, these acceptance criteria are defined as limit

states. As applicable, designs shall include:
a) strength limit states including general yielding,

rupture, buckling and transformation into a

mechanism;

b) serviceability limit states including member and

global deflections, vibration and occupancy comfort;

c)  stability against overturning and sway;
d)  fracture due to fatigue and brittle fracture;
e)  corrosion and durability;
f)

fire; and

g) accidental loads (blast, impact, etc.).

F.5.4

Structural stability

Measures shall be taken to ensure that the building is

stable under the design basis load conditions. Where

necessary, these measures shall also allow for the

maximum credible loads for which the collapse limit

state might be chosen as being applicable.
Any features of the structure that have a critical

influence on its overall stability shall be identified and

included in the design, including all members that

provide restraint to critical members in compression.
A structure shall provide continuous load paths

transferring actions from their point of application to

the ground (see Figure F.2).

Dubai Building Code

Part F: Structure

F 15

F.5.5

Robustness against disproportionate collapse

Measures shall be taken to ensure that the building is robust and resistant to

disproportionate collapse under the specified load conditions. One of the following

approaches shall be used.
a) Direct design: Explicit consideration of resistance to progressive collapse during

the design process through either:
1)

tie forces method (see Figure F.3);

2) alternate path method; or
3) enhanced local resistance method.

Further details on the direct design methods can be found in

UFC 4-023-03

[Ref. F.1]

b) Indirect design: Implicit consideration of resistance to progressive collapse

during the design process through the provision of minimum levels of strength,

continuity, and ductility.

Further details on the indirect design method can be found in Appendix C of

ASCE/SEI 7-16.
It is recommended that the direct design approach is undertaken in accordance with

UFC 4-023- 03

[Ref. F.1]

, as illustrated in Table F.2.

Table F.2

Risk category and design requirements

Risk category (per table

1.5-1 of ASCE/SEI 7-16)

Design requirement

No specific requirements.

Indirect design approach.
OR
Direct design option 1: Tie forces for the entire structure and enhanced

local resistance for the corner and penultimate columns or walls on the

first storey.

Direct design option 2: Alternate path for specified column and wall

removal locations.

III

AP for specified column and wall removal locations and enhanced local

resistance for all perimeter first storey columns or walls.

Tie forces and alternate path for specified column and wall removal

locations and enhanced local resistance for all perimeter first storey

columns or walls.

Dubai Building Code

Part F: Structure

F 16

Figure F.3

Tie forces method for disproportionate collapse

F.5.6

Durability

F.5.6.1

General

All elements shall be designed with appropriate

detailing and material specifications to achieve the

specified design life, considering the environment of

the project.

F.5.6.2

Concrete structures

The recommendations of BS 8500-1 shall be

implemented in the design and specifications of

concrete structures. Concrete mixes shall conform to

the minimum requirements listed under F.11.
A project-specific durability design report shall be

provided when one of the following conditions is met:
a) structures with a designated design life of more

than 50 years;

b) structures exposed to design sulphate class DS-4

or greater (as defined in Table A.2 of BS 8500

1:2015);

c) structures exposed to design chlorides class XD-3

(as defined in Table A.2 of BS 8500-1:2015); and

d) structures exposed to design chlorides (from sea

water) class XS-2 or greater

(as defined in Table A.2 of BS 8500-1:2015).

Key

Peripheral ties

Vertical ties

Longitudinal ties

Service life modelling may be used at the preliminary

design stage as part of the durability study. Additional

protection measures should be included in the

durability design report. Appropriate provision shall

also be made to enable inspection and maintenance to

be carried out.

F.5.6.3

Steelwork structures

The Engineer shall provide the steelwork material

specifications, stating the steel grades and protective

paint systems which are durable and compatible with

the climate of Dubai.
The protective paint coatings for steelwork shall

be specified in accordance with BS EN 12944 as a

minimum, with additional requirements to address the

susceptibility of the protective coatings to ultra violet

degradation.

The material specifications shall also state the

inspection and maintenance requirements with

definition of the expected coating life.

Dubai Building Code

Part F: Structure

F 17

F.5.7

Fire resistance

The construction type and fire resistance rating of structural elements shall

be determined based on the type of building, its height/size and occupancy in

accordance with Section 2, Ch. 1 of UAE FLSC

[Ref. F.2]

All proposed fire protection products and systems shall be tested and certified by

accredited laboratories and approved by Dubai Civil Defence (DCD).

The fire resistance rating of the main structural elements shall be taken into account

in the structural design and clearly stated in the structural drawings.

Fire resistance of concrete and masonry elements shall conform to the requirements

of ACI 216.1.

Fire resistance of steel structures shall conform to the requirements of the AISC

Design Guide 19

[Ref. F.14]

F.5.8

Sustainability

Sustainability standards shall be observed when designing the structure, during the

building’s lifecycle.
The design of the permanent works, together with the construction operations

shall fulfil resource efficiency standards in terms of materials. Concrete mixes shall

conform to F.11.

F.6

Materials

F.6.1

General

This section provides the minimum requirements for the design and construction of

building and structural components using reinforced concrete, post-tensioned (PT)

concrete, precast concrete, steel and masonry.

For other materials, such as aluminium, timber, gypsum board, glass and plastic, the

structural requirements stated under Ch. 23 to Ch. 26 of the IBC

[Ref. F.3]

shall be

followed. These materials shall only be used where also permitted by Sections 2, 4, 6

and 7, Ch. 1 of UAE FLSC

[Ref. F.2]

The specification of all constituent materials of the structural system shall be

compatible with the specified codes and clearly detailed in the design documentation.

The design shall take into account how the strength, stiffness and durability of all

materials changes over time.

F.6.2

Structural concrete

F.6.2.1

Design basis

The design of concrete for structural purposes, including plain concrete and concrete

containing non-prestressed reinforcement, prestressed reinforcement or both, shall

conform to the requirements of ACI 318-19 including standards referenced therein.

F.6.2.2

Concrete strength

The concrete used for structural elements shall have compressive strength not less

than f

= 35 N/mm

and f’

= 28 N/mm

Concrete for blinding and screeds shall have compressive strength not less

than f

= 20 N/mm

All concrete in contact with the ground shall be designed for the aggressiveness of

the contact soil (refer to F.5.6.2).

Dubai Building Code

Part F: Structure

F 18

F.6.2.3

Concrete mixes

The design and technical specification of concrete mixes shall conform to either Table

F.3 or the alternative Dubai sustainable concrete baseline (DSCB) described in F.11.
Table F.3 sets the minimum requirements for cement/binder content, type of

cement/binder, and maximum water/cement (w/c) ratio for different grades of

concrete used in substructures and superstructures.

For any mix design to be used as an alternative to those in Table F.3, the concrete mix

shall be submitted to the Dubai Municipality (DM) for approval.

The mixes in Table F.3 and F.11 have been developed by DM to account for the

conditions of Dubai and the durability requirements stipulated under BS EN 206 and

BS 8500-1.

The DM mixes provide the minimum durability specifications for concrete structures.

The Engineer shall modify the durability specification based on the structural design

(service life, exposure conditions, concrete grade, concrete cover, etc.).

NOTE: The following notes are applicable to both (Table F.3 and F.11) mix design

approaches.

a) Silica fume may be added to the concrete mixes to achieve the required strength

and/or durability requirements of any project.

b) Testing of concrete specimens at 56 days for compressive strength may be

allowed for mixes with high percentages of cement replacements.

c) Temporary works (such as shoring, shotcrete, etc.) do not need to conform to this

specification.

d) Screed not providing structural protection does not need to conform to this

specification.

e) The use of a high percentage of ground granulated blast-furnace slag (GGBS)

in concrete mixes may cause difficulties in handling concrete (pumping, placing,

finishing, etc.). It is therefore recommended to specify and accept higher slumps

for such mixes in order to avoid any addition of water to the concrete mix on the

construction site.

f) The minimum recommended clear concrete cover to reinforcement for

substructures is 50 mm/75 mm (50 mm for concrete cast against blinding;

75 mm for concrete cast directly against soil) and 30 mm for superstructures. The

final concrete cover shall be specified by the Engineer based on the structural and

durability considerations of the building.

Dubai Building Code

Part F: Structure

F 19

Table F.3

Green concrete combinations

Substructures
Options Maximum w/c

ratio

Minimum

combination

content
(kg/m

)

Composition

0.45

360

OPC with 66% to 80% GGBS

0.40

380

OPC with 36% to 55% fly ash

0.35

380

OPC with 36% to 65% GGBS or 26% to 35% fly ash

Superstructures
Options Compressive

strength
(cylinder/cube)

(N/mm

)

Maximum

w/c ratio

Minimum

combination
content

(kg/m

)

Composition

≥ C45/55

0.35

380

OPC with 26% to 35% GGBS

≥ C45/55

0.35

380

OPC with 16% to 20% fly ash

C40/50

0.35

380

OPC with 36% to 65% GGBS

C40/50

0.35

380

OPC with 26% to 35% fly ash

C32/40

0.40

380

OPC with 66% to 80% GGBS

C32/40

0.40

380

OPC with 36% to 55% fly ash

C32/40

0.45

360

OPC with 36% to 65% GGBS

C25/30

0.50

340

OPC with 66% to 80% GGBS

C25/30

0.50

340

OPC with 36% to 55% fly ash

Blinding concrete 0.55

202

OPC with 36% to 65% GGBS

Blinding concrete 0.55

202

OPC with 26% to 35% fly ash

NOTE 1: The specifications are based on the requirements of BS 8500-1.
NOTE 2: The minimum cement/combination content specified is for 20 mm aggregate size.

NOTE 3: OPC is ordinary Portland cement (CEM I).

F.6.2.4

Modulus of elasticity

The modulus of elasticity of concrete (E

) shall be calculated in accordance with

19.2.2.1 of ACI 318-19. For high strength concrete (f’

> 55 N/mm

), the Engineer

shall specify a range of acceptable E

values at a specified test age in accordance

with ACI 318-19. The assumed values should be verified by testing on-site during

construction. In the absence of testing, the Engineer shall adopt equation 6-1

of ACI 363R-10. Values adopted in the design shall be stated by the Engineer

in the design drawings.

F.6.2.5

Section properties

Moment of inertia and cross-sectional areas for linear elastic first order analysis shall

be defined in accordance with 6.6.3 of ACI 318-19.
For non-linear response history analysis, the cracked section properties shall be

defined in accordance with Appendix A of ACI 318-19.
For thermal non-elastic modelling, the effective cracked cross-sectional area of axial

members under tension should be calculated by the Engineer.
In the case of members with direct tension only, reference should be made to

ACI 224.2R-92 for axial stiffness calculations.

F.6.2.6

Detailing of reinforcement

Detailing of reinforcement shall be in accordance with ACI 318-19 Ch.25 and

ACI 315R.

The reinforcement limits shall be within the minimum and maximum limits specified

in the clauses listed in Table F.4.

Dubai Building Code

Part F: Structure

F 20

Table F.4

Reinforcement limits requirements

Structural element

Reinforcement limits

requirement

Remarks

One-way slab

7.6 of ACI 318-19

Two- way slab

8.6 of ACI 318-19

Beams

9.6 of ACI 318-19

Columns

10.6 of ACI 318-19

Walls

11.6 of ACI 318-19

The Engineer should check the effect of creep and

shrinkage.

Diaphragms

12.6 of ACI 318-19

Foundations

Section 13 of

ACI 318-19

The fire resistance of the concrete elements (cover to reinforcing) shall conform to

the reinforcement requirements specified in ACI 216.1.

NOTE: The Engineer and the Contractor are responsible for avoiding reinforcement

congestion that would otherwise lead to poor concrete compaction or similar.

F.6.3

Post-tensioned concrete

F.6.3.1

Design basis

PT concrete elements shall be designed and specified in accordance with ACI 318-19

including standards referenced therein.

NOTE: Further guidance is given in TR43

[Ref. F.11]

. The main steps to be followed

are shown in Figure F.4.

CHOOSE

• Structural layout

• Concrete grade

• Member sizes

DETERMINE:

•

Loading Tendon proﬁles

• Force per tendon

• Load to be balanced

• Required pre-stress

• Number of tendons

• Pre-stress losses

CHECK FLEXURAL ADEQUACY AT SLS:

• After all losses

• At transfer of pre-stress

REVISE DESIGN:

•

Number and proﬁle of tendons

• Amount of reinforcement

• Floor thickness

• Concrete grade

• Layout

CHECK SERVICEABILITY AT SLS:

• Cracking

•

Deﬂections

• Vibrations

CHECK ULTIMATE CAPACITY:

• Flexure

• Shear

DETAIL STRUCTURE AND

FINALISE DRAWINGS

PERFORM STRUCTURAL ANALYSIS

IF NOT OK

IF OK

DESIGN FOR POST-TENSIONED

CONCRETE ELEMENTS

Concrete Floors - Design Handbook, Technical Report 43 2nd Edition, pg.22. The Concrete Society, Camberley,

2005

[Ref. F.11]

)

Dubai Building Code

Part F: Structure

F 21

F.6.3.2

Additional design requirements for post-tensioned concrete

In addition to the requirements specified in ACI 318-19, the following requirements

shall be met in the design of the PT concrete elements.
a) If the structural analysis assumes that a slab provides torsion resistance

(“twisting moments”) in plane, this moment shall be included in the reinforcement

design for the slab and its connections to resisting structures. Otherwise, the

slab shall be taken as a non-torsion element and no torsional stiffness shall be

included in the analysis.

For slabs with pre-compression in excess of 2.0 N/mm

(as an average over an

area away from concentrations) or a dimension in one direction more than 50 m,

or more than one point of stiff restraint, the following shall be taken into account:
1)  elastic shortening due to prestressing force;
2)  creep (including shortening due to prestress force); and
3)  drying shrinkage of concrete.

For heavily stressed members (such as transfer beams) where the pre-

compression exceeds 3.0 N/mm

, the Engineer shall account for the consequence

of shortening of the member. This shall include the effect of the shortening on

connections and design of the supporting elements (typically columns and walls).

d) The minimum thickness of slabs depends on the type of PT concrete system

adopted. It is recommended to keep a minimum slab thickness of 200 mm

with localized thickness reduction, provided that the PT systems can be

accommodated.

The designer shall verify that the proposed PT system fits within the slab depth

considering the bursting reinforcement with appropriate concrete cover.

For two-ways slabs with varying cross sections along the slab span, the tendons

shall provide an effective pre-compression of 0.9 N/mm

in accordance with

ACI 318-19.

F.6.3.3

Concrete

The concrete used in PT slabs and beams shall have a compressive strength at

28 days, not less than f

= 40 N/mm

or f’

= 32 N/mm

Concrete strengths lower than f

= 40 N/mm

may only be used when it can be

demonstrated that a lower strength is suitable and accepted by the Authority, making

sure the effects of creep and shrinkage are included.

F.6.3.4

Concrete mixes

Concrete mix designs shall be in accordance with F.6.2.3.

F.6.3.5

Tendons

Only tendons with a nominal tensile strength of 1,860 MPa and approved by Dubai

Central Laboratory shall be used.
The jacking force shall not exceed 80% of a tendon’s tensile strength.

F.6.3.6

Ducts

Ducts for grouted multiple wire, multiple strand, or multiple bar tendons shall have

a minimum internal cross-sectional area of two times the cross-sectional area of the

post-tensioning steel.
The wall thickness of metal ducts shall not be less than 0.4 mm.

The profile of the tendons shall conform to the following tolerance levels:

vertical tolerance: ±5 mm; and

horizontal tolerance: ±100 mm.

F.6.3.7

Grout

Grouts shall have a strength not less than the strength of the concrete at 28 days

and shall contain additives to compensate for and/or minimize shrinkage.

Dubai Building Code

Part F: Structure

F 22

F.6.3.8

Permissible stresses in post-tensioning steel

The maximum jacking stress for post-tension elements shall be the lesser of 0.80 f

or the maximum jacking stress recommended by the system supplier.
Immediately after force transfer, the tendons shall have a maximum stress of 0.70 f

at anchorages, points and couplers.

F.6.3.9

Minimum bonded reinforcement for post-tensioned concrete

In addition to the requirements of ACI 318-19, a minimum area of bonded un-

tensioned reinforcement shall be provided in all flexural members, as follows.

Negative moment areas at column supports in flat slabs.

1) The minimum area of top un-tensioned reinforcement A

in each direction

shall be computed by A

= 0.00075 A

where A

is the gross cross-sectional

area of the concrete slab-beam strips in each of the two orthogonal equivalent

frames intersecting at a column, in a two-way slab.

2) This reinforcement shall be distributed across an effective width, extending

1.5 h beyond opposite faces of the supporting column, where h is slab

thickness (see Figure F.5).

3) The spacing of un-tensioned reinforcement shall not exceed 350 mm centres.
4) The minimum length of un-tensioned reinforcement in negative moment areas

shall extend one-fifth the clear span, on each side of the support.

5) Non-tensioned reinforcement shall only consist of fully bonded deformed bars.

Figure F.5 Strip for top reinforcement (Modified figure based on Figure 3.1.3, Aalami, Dr B, (2000) Layout of

Post-tensioning and passive reinforcement in floor slabs. PTI Technical Notes, Issue 8, pg. 7)

Key

01: Rebar strip

02: Column

03: Slab

04: Frame direction

05: Design strip

06: Drop

1.5 h

Dubai Building Code

Part F: Structure

F 23

45°

b) Thermal and shrinkage reinforcement.

1) The minimum thermal and shrinkage

reinforcement shall be in accordance with

ACI 318-19. For slab thicknesses of 200 mm

or less, the minimum reinforcement shall

be provided at the bottom layer. For thicker

slabs, the minimum reinforcement can be split

between top and bottom layers.

2) The bottom reinforcement mesh shall run

through the column location.

c) Integrity reinforcement. At the member supports,

at least one tendon comprising at least two strands

shall pass through the columns or walls. The

following shall be observed.
1) If the tendon is not passing through the

columns or walls, then a minimum amount of

bottom un-tensioned reinforcement shall be

provided for structural integrity.

2) Minimum bottom un-tensioned reinforcement

shall be the lower of either 150% of the

minimum calculated flexural reinforcement,

or (2.1 b

h/f

) where b

is the width of the

column face through which the reinforcement

passes.

3) Un-tensioned reinforcement bars passing

through the column shall extend beyond the

column or shear cap face by a minimum distance

equal to or greater than the bar development

length.

d) Edge reinforcement.

1) Un-tensioned reinforcement shall be provided

in accordance with ACI 318-19 to resist spalling

and longitudinal edge tension forces induced

by the anchorage devices. The quantity shall be

calculated for the anchorage arrangement. The

effects of abrupt changes in section and the

stressing sequence shall also be included.

2) The area of tension reinforcement (and/or

prestressed tendons) provided parallel to

the slab edge shall resist bending moments

from the ultimate vertical loads calculated

for a continuous slab, spanning “L

”. This

reinforcement shall be evenly distributed across

a width equal to 0.7 L

and shall be continuous

along the edge (see Figure F.6).

Figure F.6 Unstressed areas between tendons requiring reinforcement (© The Concrete Society. Post-tensioned Concrete Floors - Design Handbook,

Technical Report 43 2nd Edition, pg.40. The Concrete Society, Camberley, 2005

[Ref. F.11]

)

3) The area of reinforcement placed perpendicular

to the slab edge shall be the greater of thermal

and shrinkage minimum reinforcement, or a

quarter of the reinforcement provided parallel

to the edge. It shall be placed evenly between

anchorages and extend the greater of L

0.7 L

plus a full anchorage length into the slab.

Key

01- 03: Slab Span L

04: Unstressed areas

05: Tendons

Dubai Building Code

Part F: Structure

F 24

> 500

< 500

F.6.3.10

Post-tensioned concrete reinforcement

detailing

Reinforcement and PT tendons shall be detailed

in accordance with ACI 318-19 and with the

requirements stipulated herein.

For situations where it is not feasible to place the

prestressing tendons within 0.5 h from the column

face, un-tensioned reinforcement shall be placed to

bridge the vertical force from the adjacent tendon to

the columns, as shown in Figure F.7 and Figure F.8.

At least one reinforcement bar should pass over the

column. Reinforcement bars should be positioned

below the pre-stressed tendon (see Figure F.8).

These un-tensioned reinforcement bars shall extend

beyond the column or shear cap face by a minimum

distance equal to or greater than the bar development.

Figure F.7

Additional reinforcement required where tendons are not within 0.5 h from the column (© The Concrete Society. Post-tensioned Concrete

Floors - Design Handbook, Technical Report 43 2nd Edition, pg.42. The Concrete Society, Camberley, 2005

[Ref. F.11]

)

Key

01: Reinforcement bars.

02: Tendons

03: Full anchorage length

04: Column

Dubai Building Code

Part F: Structure

F 26

Additional un-tensioned reinforcement is required where tendons are not within 0.5 h

from the column. This reinforcement shall:
a) be placed under the prestressing tendons;
b)

have sufficient area to transmit the vertical component of the prestressing from

the tendon to the column;

c) extend a full anchorage length beyond the tendon; and
d) lie within 0.5 h of the column and at least one bar shall pass over the column.

Additional reinforcement is required in areas of openings in the concrete. For curved

tendons and tendons near the openings, see Figure F.9, Figure F.10 and Figure F.11.

Figure F.9

Tendon placement at opening

Key

01: Opening or centre of

tendon turn

02: Edge of opening

where it occurs

03: PT tendon

04: PT slab

05: 12 mm hairpin placed

radially to hold tendons in

plane of slab. Place over

curved length of tendon

at (2,000 mm/number of

strands) mm on centre

but not more than

450 mm apart

06: Section A-A

Figure F.10

Tendon placement for turns > 1:12

Key

01: 900 mm minimum straight

02: Maximum curvature typical

03: 75 mm minimum cover

04: Tendon

05: Hairpin

06: 300 mm minimum

750

Section A-A

Figure F.11

Typical hairpin at tendon turns

Key

01: Where tendon turn is greater than

1:12:

- keep tendons minimum 50 mm apart

at turn for unbonded tendons;

- place hairpin.

02: Hairpin

Dubai Building Code

Part F: Structure

F 27

F.6.4

Precast concrete

F.6.4.1

Design basis

Precast concrete elements, including those that

are normally reinforced and/or prestressed, shall

be designed and specified in accordance with this

subsection, supplemented by the requirements given

in ACI 318-19 and Precast/prestressed Concrete

Institute (PCI) design handbook

[Ref. F.12]

F.6.4.2

Concrete

Reinforcement and prestressed strands shall conform

to the requirements stated under Section 1 of the PCI

design handbook

[Ref. F.12]

The concrete used for precast structural elements shall

have a compressive strength of not less than

= 40 N/mm

measured at 28 days. A lower strength

may only be used if its suitability can be demonstrated

and it is accepted by the Authority.
The minimum transfer strength (when prestress force

is transferred to the concrete) shall be 25 N/mm

unless the adequacy of a lower strength can be

demonstrated in the design, making sure the effects of

creep and shrinkage are included.

F.6.4.3

Concrete mixes

Concrete mix designs shall be in accordance with

F.6.2.3.

F.6.4.4

Reinforcement and strands

Reinforcement and prestressed strands shall conform

to the requirements stated under Section 1 of the PCI

design handbook

[Ref. F.12]

Precast floor slabs acting compositely with topping

concrete shall have reinforcement in the topping not

less than

8 at 200 mm mesh.

In order to allow for composite action of the precast

slab and concrete topping, the Engineer shall specify

that any conduits and pipes shall be installed within

the screed rather than within the structural topping.

Where the above conditions are not met, the

composite action shall not be considered in the design.

The Contractor shall ensure that the surface of the

precast slab is prepared and cleaned before concrete

topping is cast on-site.
Integrity ties shall be provided in accordance with 16.2

of ACI 318-19 (see Figure F.12).

Figure F.12

Integrity ties in large precast panel structures

Key

01: Vertical ties

02: Longitudinal ties

03: Transverse ties

04: Perimeter transverse ties

05: Perimeter longitudinal ties

Dubai Building Code

Part F: Structure

F 28

F.6.4.5

Storage, transportation, handling and erection

Precast and prestressed elements often require a separate analysis of the loading

scenarios during storage transportation and handling. The design under these

conditions shall be undertaken in accordance with Section 5 of the PCI design

handbook

[Ref. F.12]

In particular, the following requirements shall be included during the design of the

temporary conditions.
a) Precast units shall be designed to resist all stresses induced by storage, handling,

transport and erection, without permanent deformation. They shall be braced for

handling and transportation when necessary.

b) Each element shall be stable after erection and resist wind, accidental impact and

loads that might be imposed due to other construction operations.

Surfaces shall remain free of discernible cracks by limiting the elastic flexural

tension to the modulus of rupture, modified by a suitable safety factor.

d) The arrangement of temporary bracing shall not interfere with adjacent erection

and other construction processes. Bracing shall be maintained until permanent

connections are completed.

e) The method used for transporting precast concrete products shall be included in

the structural design including size and weight limitations and the dynamic effects

imposed by road conditions.

f) Temporary handling load conditions are the responsibility of the Contractor.

However, for structures where construction-stage loads might be particularly

onerous and/or govern, the Engineer shall include the implications of one or more

viable construction procedures on the precast concrete component design.

g) The Engineer shall communicate any assumptions they make for the construction

to the Contractor as part of the submission. This is particularly important when

combining precast concrete with steelwork and/or in-situ concrete.

F.6.4.6

Connections

Typical connections for precast elements shall be designed in accordance with

Section 6 of the PCI design handbook

[Ref. F.12]

and Ch. 16 of ACI 318-19

(see Figure F.13 for typical bearing support).

Key

01: Support

02: Precast member

03: Unreinforced edge

04: Bearing length

05: 25 mm minimum and not less than the size of the chamfer

06: Clear span/180 ≥ 55 mm (slabs)

Clear span/180 ≥ 80 mm (beams)

Dubai Building Code (2021) - page 13