PRODUCTS:

HOLLOW CORE SLABS

We build the future.
 1.0 GENERAL
Prestressed precast hollow core slabs are the most
widely used type of precast flooring. The system
offers numerous benefits to engineers and architects
because it gives maximum strength with minimum
weight, versatility in span / depth ratio, smooth
soffit and speed of erection which leads to
an economical way to construct floors.

1.1 STANDARD SECTIONS

The nominal width of hollow core slabs is 1200mm,
inclusive of the longitudinal joint. The common
standard cross sections are shown in Figure 1 and
the technical details / load-bearing capacities are
given on page 12 to 18. Special hollow core slabs
for specific usage e.g. heavy loads, 4-hours fire
resistance, etc are also available and more detailed
information can be provided upon request from the
sales department of Dubai Precast.

SELF JOINTED
DEPTH SECTION TYPE WEIGHT WEIGHT
(MM) (KN/M2) (KN/M2)

DP8 - 150 2.25 2.36

150

200 DP6 - 200 2.60 2.76

220 DP6 - 220 2.74 2.90

265 DP5 - 265 3.25 3.45

285 DP5 - 285 3.74 3.94

320 DP4 - 320 4.00 4.22

340 DP4 - 340 4.27 4.47 Hollow Core Slabs in stockyard

400 DP4 - 400 4.35 4.60

420 DP4 - 420 4.90 5.27
DP4 - 450 5.27 5.65
450

500 DP4 - 500 6.40 6.82

520 DP4 - 520 6.58 7.00

Figure I: Standard DP precast hollow core slabs Typical longitudinal joint pro file for arrangement of adjacent hollow core slabs
(Standard width is 1,200mm)

01
1.2 MANUFACTURING
Hollow core slabs are manufactured on long-line
prestressing beds using a state-of-the-art automated
production process. Maturity of the concrete can
be accelerated by heat curing which provides shorter
cycle time to provide speedy delivery.

Cured hollow core slabs are then cut to the desired

length using diamond-tipped automatic saw once Long-line prestressing beds
the concrete has attained sufficient strength.

1.3 MATERIALS
Hollow core slabs are made from zero-slump
concrete with C60 compressive strength.
The prestressing tendons are indented 7 - wire low
relaxation strands to BS 5896-1980 or ASTM A416-
94 GRADE 270 with a strength of 1860 N/mm2.
Tendon size is normally of 9.3- 9.6mm and
12.5-12.9mm in diameter
Extruder machine for production of hollow core slabs

1.4 PRODUCTION TOLERANCES

1.5 ANGLE ENDED SLABS

Hollow core slabs can be cut to an angle of 0˚- 45˚.
Two-way angles are also possible.
45˚
02
 1.6 NARROW SLABS
Standard hollow core slab width is 1,200mm and All slabs can be produced with reduced widths.
the columns/walls centers should preferably be The narrow slabs are produced by cutting the
of modular coordinated dimension of 12M (where standard width slabs after the extrusion.
1 M = 100mm). Otherwise, floor slabs generally The location of the longitudinal cut should
should be arranged in a way to minimize cast in situ correspond to the location of a longitudinal void,
strips and to maximize the usage of full 1,200mm at a distance of 35mm-70mm from the prestressed
wide slabs. However hollow core slabs can be cut strands, for 150mm - 265mm thickness and 50mm
to narrower widths should the need arises. -100mm for 320mm-500mm thickness. It is
recommended that the cut edge is placed over
Minimum widths of narrow slabs a wall or beam as the cut edge will be straight
without chamfer as for full width slabs.

1.7 DESIGN
The design is generally based on the following
Standards and Technical Guide:
British Standard BS 8110:1997 - Structural use of This gives hollow core slabs the distinct advantage
concrete for higher load carring capacity and achieving long
BS-EN 13369 - Common rules for concrete products span capability.
BS-EN 1168 - Hollow Core Slabs
FIP Recommendations - Precast Prestressed Hollow A floor consisting of jointed hollow core slabs
Core Floors provides a monolithic slab structure. In order to
PCI- Design Handbook for Precast & Prestressed achive this, the joint between adjacent hollow core
Concrete slabs must be properly grouted. The jointed hollow
ACI - 314-14 - Building Code Requirements for core slabs are capable of distributing vertical loads
Structural Concretes. within the slab ‘field’ and provide a rigid diaphragm
PCI-Design Manual for Hollowcore Slabs to transmit lateral loads to the stabilizing structure.

Hollow core slabs can be regarded as the best

section for a structural flexural member. The design
of the cross-section allows the concrete to be used
optimally both in the compression and tension zones.
Theoretically, the concrete below the compression zone
which is redundant is omitted by longitudinal voids,
thus reducing the weight of slab. By appling prestress-
ing force with tendons at the bottom of slab, this will
increase the tensile capacity of the slab. Strain and force distribution in hollowcore slab

03
2.1 DIAPHRAGM ACTION
The diaphragm action of hollow core floors is
realized through a good joint design. The peripheral
reinforcement plays a determinant role, not only to
cope with the tensile forces of the diaphragm action
but also to prevent the horizontal displacement of
the hollow core units, so that the longitudinal joints
can take up shear forces. The positioning and mini-
mum proportioning of ties, required by Eurocode 2,
is shown in the figure below.
Hollow core slab floor diaphragm action

04
 2.2 CONCRETE TOPPING
Hollow core slabs can be used for floors without
structural topping. However it is recommended that
a layer of concrete topping is provided in order for
easy leveling of the top of the slabs. In addition,
hairline cracks can be minimized on floors and this
topping can also serve as a barrier to prevent water
leakage through the joints of hollow core slabs,
as well as embedment of electrical conduits.

Generally, the thicknesses of topping shall be

specified to be between 50mm to 85mm with
C30 - C40 concrete.

In case of Seismic action, frequent changes of loads,

important point load or requirement for increased
load bearing capacity a structural topping can
be provided.

The structural topping is normally designed to

prevent crack at serviceability limit state and should
normally be reinforced with a layer of wire mesh
and negative reinforcement. Stability tie reinforce-
ment may also be provided wholly within the
concrete topping.

Hollow core slabs with topping is designed as

a composite structure, hence increasing the
load-bearing capacity of the slab.

2.3 BEARING LENGTH

The nominal bearing length of simply supported
hollow core floor units is given in the table.
Erection on plywood spacers and tamping with
concrete mortar ensure a uniform bearing.

05
3.0 ADAPTABILITY TO
SUPPORTING STRUCTURES
Hollow core slabs can be supported on virtually all On in-situ concrete structures the Hollow core slabs
types of structural materials. Slabs can be supported are placed on plywood spacers for leveling purpose,
by cast in situ or precast beams, steel beams or by and tamped with concrete mortar to ensure
precast load-bearing walls and masonry walls. continuous support of the full width of the slab.

For erection on steel structures, precast beams and

walls, the slabs can be placed directly on the support
structure or on a bearing strip.

4.0 CANTILEVER SLABS

Hollow core slabs can be cantilevered by 1m to 2m Shorter extensions may be realized on site using
depending on the slab thickness by providing top additional reinforcement embedded in slab joints
strands. The cantilevered slabs can be used for or in the concrete topping.
making balconies, bay windows, extensions and
other decorative structures.
06
 5.0 OPENINGS IN HOLLOW
CORE SLABS
Different sizes of openings can be made into hollow
core slabs:

Very large opening where one or more slabs are

totally cut: The load from the slab(s) with
no support will be transferred to the adjacent slabs
mainly through the shear keys and through
a ‘hidden” steel or cast in situ concrete spreader
beam. Medium size openings in hollow core slabs
are usually made at the factory. The reduced cross
section has to be designed to withstand the
design loads.

Small openings and recesses can be made at site

by diamond tipped coring.

Holes may be circular or rectangular, and up to three

are normally permitted in the same cross-section.
Holes are considered to be in the same
cross-section if they are less than 750mm apart
in the longitudinal slab direction.

When making holes, great care must be taken not

to damage the slab. It is particularly important that
the prestressing stands are not cut without
the permission of Dubai Precast’s designer.

6.0 CONCENTRATED LOADING

Floors composed of prestressed hollow core elements
behave almost as monolithic floors for transverse
distribution of line or point loads. The loads are
transmitted through the profiled longitudinal joints.
Extra care shall be taken to check the overall
moment and shear capacity of the hollow core slabs.

As per BS 8110, part l, clause.5.2.2.2 line loads can

be distributed over the lesser of the width of three
hollow core slabs plus the width of the loaded area
or the quarter of the span on either side of the
loaded area.
07
6.1 SUSPENSIONS
Light Weight Suspensions Light duty Fastening
Lightweight suspensions can be fixed by drilling
the fixing to the lower surface of the slab at a
hollow core. Here are some examples of permissible
suspension loads:
Maximum
Anchor Drill depth (mm) Suspension
(kN)

Heavy Suspensions
It is advisable to fix any heavy suspensions to slab Heavy duty fastening
interfaces or with a through slab suspension bolt.
For Fe 370 MN/m2 suspension bolts, permissible
loads are as follows:
Bolt size (mm) Maximum load (kN)

Maximum Point Loads (Kn)

(Slab’s load-bearing capacity may not be exceeded)
Diameter surface subject to load
Slab type

, 220
, 285
520

08
 7.0 M&E INSTALATIONS
Concealed electrical conduit and telephone
trunking can be laid on top of hollow core slabs
before topping is cast which is illustrated in the
photograph shown.

Conduits are normally run in the screed and holes

are drilled on site through the slab for installation
of the electrical boxes.

If a false ceiling is provided, it is most common that

the conduit is placed between the soffit of the slabs
and the false ceiling. 9.0 FIRE
RESISTANCE
8.0 SOUND
INSULATION
Standard hollow core slabs are designed for
1.5 hours fire rating. Fire resistance shall be in
accordance with the recommendations of BS 8110.
Special slabs can be produced up to a fire rating
of 4 hours, if required .
Hollow core slabs used as structural floor units offer
excellent sound insulation properties associated
with concrete and the longitudinal voids give further
dampening effect. This will contribute to less sound
transmission between floors. 10.0 THERMAL
The airborne sound reduction index Rw for hollow
core slabs according to Bs 8233, 1987 are as follows:
RESISTANCE
Thermal insulation values are normally only
significant at roof levels, where an insulation layer
has to be placed on top of the slab to achieve good
thermal resistance.

The U-value (W/m2k) for hollow core slabs are as

listed below:

09
11.0 PRE-FINISHED CEILING
The Soffit of Precast hollow core slabs offers an Soffits of hollow core slabs are smooth and ready
aesthetically pleasing prefinished ceiling. It is to paint with no requirement for additional plaster.
completely set at one plane level without the Joints in the soffit between Precast hollow core slabs
necessity to introduce secondary beams. Omission can be closed, if required for aesthetical reasons.
of the secondary beams will give the functional A method statement can be provided from Dubai
advantage of greater overall headroom and better Precast’s design department.
appearance of the ceiling.

12.0 QUALITY ASSURANCE

Quality control will be performed according to Dubai Dubai Precast carries out full structural tests at fixed
Precast standard quality control procedures in our intervals to determine the actual shear and bearing
own laboratory. capacity of the slabs.

Compressive Concrete strength is determined by

standard test cubes from the wet concrete and these
are tested in accordance with BS 1881:Part108:1983
and BS 1881:Part116:1983.

The concrete strength is at least 60% of the design

strength before the tension in the prestressing
strands is released. After the slabs have been cross-
cut, strand slippage must remain within permissible
limits. After production, all slabs are checked
visually for cracks, broken edges and strand slippage
before they are released for erection.

10
 13.0 HANDLING AND
TRANSPORT
Handling, loading and storage arragements on When stacking units on the ground site, the
delivery should be such that the hollow core slabs guidelines will be similar to the above. The ground
are not subjected to forces and stresses which have should be firm and the bearers horizontal, such
not been catered for in the design. The units should that no differential settlement may take place and
have semi-soft (e.g. wood) bearers placed at the slab cause spurios forces and stresses in the components.
ends. Where they are stacked one above the other, During handling, provisions shall be taken to ensure
the bearers should align over each other. safe manipulation, for example safety chains under
the slab.

14.0 ERECTION
The erection of the hollow core floor slabs should Hollow core slabs are designed for quick and easy
be done according to the instructions of the installation. However, free access for the mobile
design engineer. Dubai Precast will supply written crane and delivery truck to the place of erection
statements of the principles of site erection, at site must be provided. Completion of erection
methods of making structural joints and materials without interruption is crucial. Hollow core slabs
specification on request. are easy to install using lifting booms and clamps
available from Dubai Precast.

14.1 JOINT INFILL AND

CONCRETE SCREEDS
The longitudinal joints between the floor units the casting of the screed. The workability should
should be filled using concrete grade C25 to C35, ensured by using concrete with a slump between
containing a 10mm maximum size aggregate. 50 and 100 mm. The wet concrete should be spread
The floor units should be moistened prior to evenly over the floor area as quickly as possible.
placement of in-situ concrete. The joints should be Mechanical vibrating beams are used to compact the
filled carefully since they fulfill a structural function concrete. The screed must be power floated
both in the transversal load distribution and the or rough tampered in the usual manner depending
horizontal floor diaphragm action. on the type of floor finish. The topping screed
should contain a shrinkage reinforcement mesh and
When a structural screed is to be used, it is advisable extraordinary care should be taken to ensure the
to fill the longitudinal joints immediately prior to curing is ensured properly.
11
15.0 TECHNICAL DETAILS
Dubai Precast’s hollow core slabs are produced and
designed as previously described, and have the
characteristics as shown below. The load bearing
capacity of our standard slabs are shown on the
graph and on the following pages. Kindly note that
special slabs can be designed for project specific
requirement in addition to the standards shown
in this brochure.
General information about using
the load tables:
Both limit states (quls and qsls ) shall be controlled.
Shear capacity is based on a nominal bearing length
of 80mm, allowing 20mm tolerance on site.
qsls is never given bigger than quls/1 .5
quls is never given bigger than qsls xl .6
Msls is never given bigger than Muls/1 .4
Basis for the design:
Basis for the design is BS 8110: Part1:1997, ACI
318-14, PCI-Manual for hollowcore slab, simply
supported class 2 members. For structural topping load tables the slab is
All section- and material properties which are used calculated as a composite section, with a topping
for the design are given on the data below. concrete strength of fcu = 35 MPa.

16.0 SHEAR CAPACITY ENHANCEMENT WITH

FILLED CORES
The shear capacity of hollowcore slab is enhanced as per EN1168:2005 recommendation, where core is
hacked and fresh concrete is placed to improve the shear capacity at the slab supporting ends.

12
 DP HOLLOW CORE SLAB TYPE DP 8 - 150

Load Table DP - 150 NO STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT

STRAND PATTERN SPAN (m) 3 4 5 6 7 8 9 10
(1.20 M WIDTH)
4 no. 9.3mm MSLS = 26 kNm/s.u q SLS (kN/m2) 17.1 8.6 4.6 2.5
MULS = 37 kNm/s.u q ULS (kN/m2) 23.9 12.0 6.4 3.5
Mcrack = 35 kNm/s.u VUD = 52 kNm/s.u c (mm) -1.3 -1.7 -1.3 +0.6

5 no. 9.3mm MSLS = 33 kNm/s.u q SLS (kN/m2) 19.6 11.2 6.3 3.6 2.0
MULS = 46 kNm/s.u q ULS (kN/m2) 27.4 15.7 8.8 5.0 2.8
Mcrack = 39 kNm/s.u VUD = 55 kNm/s.u c (mm) -1.7 -2.5 -2.5 -1.3 +2.2

6 no. 9.3mm MSLS = 39 kNm/s.u q SLS (kN/m2) 20.2 13.7 7.9 4.8 2.9
MULS = 54 kNm/s.u q ULS (kN/m2) 28.3 19.2 11.1 6.7 4.1
Mcrack = 43 kNm/s.u VUD = 56 kNm/s.u c (mm) -2.2 -3.3 -3.8 -3.1 +0.3

7 no. 9.3mm MSLS = 45 kNm/s.u q SLS (kN/m2) 14.1 9.5 5.9 3.7 2.2
MULS = 63 kNm/s.u q ULS (kN/m2) 19.7 13.3 8.3 5.2 3.1
Mcrack = 47 kNm/s.u VUD = 58 kNm/s.u c (mm) -4.1 -5.0 -4.9 -2.8 +2.2

9 no. 9.3mm MSLS = 56 kNm/s.u q SLS (kN/m2) 15.8 12.2 8.0 5.2 3.4 1.9
MULS = 79 kNm/s.u q ULS (kN/m2) 22.1 17.1 11.2 7.3 4.8 2.7
Mcrack = 56 kNm/s.u VUD = 60 kNm/s.u c (mm) -5.7 -7.4 -8.4 -7.6 -4.2 +3.6
Slab Selfweigt = 2.25 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.11 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab)
Total Selfweight = 2.36 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber at the time of installation (+ downwards)

Load Table DP - 150 + 75 75mm STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT
STRAND PATTERN SPAN (m) 3 4 5 6 7 8 9 10
(1.20 M WIDTH)
7 no. 9.3mm MSLS = 58 kNm/s.u q SLS (kN/m2) 18.6 14.2 8.6 4.4 1.7
MULS = 105 kNm/s.u q ULS (kN/m2) 26.0 19.9 12.0 6.2 2.4
Mcrack = 58 kNm/s.u VUD = 75 kNm/s.u c (mm) -2.7 -1.4 +3.0 +6.5 +15.6

9 no. 9.3mm MSLS = 70 kNm/s.u q SLS (kN/m2) 19.4 14.8 11.8 7.0 3.6 1.4
MULS = 133 kNm/s.u q ULS (kN/m2) 27.2 20.7 16.5 9.8 5.0 2.0
Mcrack = 70 kNm/s.u VUD = 78 kNm/s.u c (mm) -4.0 -4.6 -2.8 +2.2 +10.6 +23.9
Slab Selfweigt = 2.25 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab + topping)
MSLS = Slab Moment Capacity (Service limit Stage)
Joint Filling = 0.11 kN/m2 MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab + topping)
75mm Topping = 1.87 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber just after casting the topping (+ downwards)
Total Selfweight = 4.23 kN/m2
 DP HOLLOW CORE SLAB TYPE DP 6 - 200

Load Table DP - 200 NO STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT

STRAND PATTERN SPAN (m) 4 5 6 7 8 9 10 11
(1.20 M WIDTH)
4 no. 9.3mm MSLS = 38 kNm/s.u q SLS (kN/m2) 13.0 7.4 4.3 2.4 1.2
MULS = 54 kNm/s.u q ULS (kN/m2) 18.2 10.4 6.0 3.4 1.7
Mcrack = 55 kNm/s.u VUD = 68 kNm/s.u c (mm) -1.6 -1.9 -1.4 +0.1 +3.2

4 no. 12.5mm MSLS = 66 kNm/s.u q SLS (kN/m2) 18.4 14.2 9.4 6.2 4.1 2.6
MULS = 93 kNm/s.u q ULS (kN/m2) 25.8 19.9 13.2 8.7 5.7 3.6
Mcrack = 75 kNm/s.u VUD = 70 kNm/s.u c (mm) -3.4 -4.6 -5.5 -5.5 -4.2 -0.9

5 no. 12.5mm MSLS = 82 kNm/s.u q SLS (kN/m2) 19.0 14.6 11.9 8.3 5.7 3.9
MULS = 114 kNm/s.u q ULS (kN/m2) 26.6 20.4 16.7 11.6 8.0 5.5
Mcrack = 87 kNm/s.u VUD = 72 kNm/s.u c (mm) -4.4 -6.2 -7.8 -8.7 -8.4 -6.3

6 no. 12.5mm MSLS = 97 kNm/s.u q SLS (kN/m2) 15.2 12.3 10.2 7.2 5.0 3.6
MULS = 135 kNm/s.u q ULS (kN/m2) 21.3 17.2 14.3 10.1 7.0 5.0
Mcrack = 97 kNm/s.u VUD = 74 kNm/s.u c (mm) -7.8 -10.1 -10.5 -10.3 -8.1 -3.1

7 no. 12.5mm MSLS = 105 kNm/s.u q SLS (kN/m2) 15.7 12.7 10.5 8.0 5.8 4.1 2.8
MULS = 155 kNm/s.u q ULS (kN/m2) 22.0 17.8 14.7 11.2 8.1 5.9 4.2
Mcrack = 105 kNm/s.u VUD = 76 kNm/s.u c (mm) -9.0 -11.8 -14.3 -15.8 -15.7 -13.5 -8.5
Slab Selfweigt = 2.60 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.16 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab)
Total Selfweight = 2.76 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber at the time of installation (+ downwards)

Load Table DP - 200 + 75 75mm STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT
STRAND PATTERN SPAN (m) 4 5 6 7 8 9 10 11
(1.20 M WIDTH)
6 no. 12.5mm MSLS = 120 kNm/s.u q SLS (kN/m2) 19.2 15.4 12.6 9.0 5.6 3.3
MULS = 199 kNm/s.u q ULS (kN/m2) 26.9 21.6 17.6 12.6 7.8 4.6
Mcrack = 120 kNm/s.u VUD = 98 kNm/s.u c (mm) -5.7 -6.0 -4.8 -1.1 5.7 -15.2

7 no. 12.5mm MSLS = 159 kNm/s.u q SLS (kN/m2) 19.4 15.6 12.8 10.7 7.2 4.5 2.5
MULS = 230 kNm/s.u q ULS (kN/m2) 27.2 21.8 17.9 15.0 10.1 6.3 3.5
Mcrack = 130 kNm/s.u VUD = 99 kNm/s.u c (mm) -7.3 -8.5 -8.0 -5.3 0.5 9.9 22.7
Slab Selfweigt = 2.60 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab + topping)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.16 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab + topping)
75mm Topping = 1.87 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber just after casting the topping (+ downwards)
Total Selfweight = 4.63 kN/m2
 DP HOLLOW CORE SLAB TYPE DP 6 - 220

Load Table DP 5 - 220 NO STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT

STRAND PATTERN SPAN (m) 4 5 6 7 8 9 10 11
(1.20 M WIDTH)
4 no. 9.3mm MSLS = 43 kNm/s.u q SLS (kN/m2) 12.0 6.5 4.0 2.3 1.2
MULS = 60 kNm/s.u q ULS (kN/m2) 18.6 10.1 6.2 3.5 1.9
Mcrack = 62 kNm/s.u VUD = 80 kNm/s.u c (mm) -1.7 -2.2 -1.0 -1.0 +2.0

4 no. 12.5mm MSLS = 75 kNm/s.u q SLS (kN/m2) 22.9 15.9 10.5 7.0 4.6 3.1
MULS = 105 kNm/s.u q ULS (kN/m2) 29.7 21.6 15.3 10.5 6.9 4.8
Mcrack = 80 kNm/s.u VUD = 82 kNm/s.u c (mm) -4.0 -6.0 -7.0 -8.0 -5.0 -4.0

5 no. 12.5mm MSLS = 96 kNm/s.u q SLS (kN/m2) 23.9 17.9 13.9 9.9 6.9 4.7
MULS = 129 kNm/s.u q ULS (kN/m2) 29.8 23.1 18.7 13.3 9.8 6.9
Mcrack = 99 kNm/s.u VUD = 85 kNm/s.u c (mm) -5.0 -8.0 -9.0 -11.0 -11.0 -9.0
6 no. 12.5mm MSLS = 109 kNm/s.u q SLS (kN/m2) 18.9 15.9 11.9 8.4 6.0 4.2
MULS = 153 kNm/s.u q ULS (kN/m2) 24.8 20.0 16.7 12.2 8.1 5.6
Mcrack = 111 kNm/s.u VUD = 90 kNm/s.u c (mm) -7.0 -12.0 -14.0 -15.0 -14.2 -11.5
7 no. 12.5mm MSLS = 120 kNm/s.u q SLS (kN/m2) 19.9 15.2 13.0 9.3 6.6 4.9 3.3
MULS = 176 kNm/s.u q ULS (kN/m2) 27.5 20.0 17.4 13.7 9.0 6.9 4.5
Mcrack = 123 kNm/s.u VUD = 93 kNm/s.u c (mm) -11.0 -14.0 -17.2 -20.0 -20.0 -19.0 -15.0
Slab Selfweigt = 2.74 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.16 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab)
Total Selfweight = 2.90 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber at time of installation (+ indicate deflection), fcu = Compressive Strength of Concrete Cube

Load Table DP 5 - 265 + 75 75mm STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT
STRAND PATTERN SPAN (m) 4 6 8 10 11 12 13 14
(1.20 M WIDTH)
8 no. 12.5mm MSLS = 170 kNm/s.u q SLS (kN/m2) 16 10.6 7.4 6.2 4.3 3
62% Stress & fcu = 60Mpa MULS = 242 kNm/s.u q ULS (kN/m2) 24.5 16.5 11.7 9.9 7.1 5
Mcrack = 170 kNm/s.u VUD = 106 kNm/s.u c (mm) -12 -15 -11 -6 5 20

10 no. 12.5mm MSLS = 194 kNm/s.u q SLS (kN/m2) 16.8 11.3 8 6.7 5.7 4.7 3.3
62% Stress & fcu = 60Mpa MULS = 280 kNm/s.u q ULS (kN/m2) 25.8 17.5 12.5 10.7 9.2 7.7 5.6
Mcrack = 194 kNm/s.u VUD = 110 kNm/s.u c (mm) -15 -22 -22 -18 -10 -3 20
Slab Selfweigt = 3.25 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab + topping)
MSLS = Slab Moment Capacity (Service limit Stage)
Joint Filling = 0.20 kN/m2 MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab + topping)
75mm Topping = 1.87 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber just after casting the camber (+ indicate deflection), fcu = Compressive Strength of Concrete Cube
Total Selfweight = 3.45 kN/m2

15
 DP HOLLOW CORE SLAB TYPE DP 5 - 265

Load Table DP - 265 NO STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT

STRAND PATTERN SPAN (m) 4 6 8 10 11 12 13 14
(1.20 M WIDTH)
6 no. 9.3mm MSLS = 80 kNm/s.u q SLS (kN/m2) 27.2 11.3 4.8 1.8
MULS = 112 kNm/s.u q ULS (kN/m2) 38.1 15.8 6.7 2.5
Mcrack = 105 kNm/s.u VUD = 102 kNm/s.u c (mm) -1.9 -3.1 -2.4 +2.7

4 no. 12.5mm MSLS = 94 kNm/s.u q SLS (kN/m2) 27.8 13.9 6.2 2.7
MULS = 131 kNm/s.u q ULS (kN/m2) 38.9 19.5 8.7 3.8
Mcrack = 113 kNm/s.u VUD = 104 kNm/s.u c (mm) -2.2 -3.8 -3.7 +0.6

6 no. 12.5mm MSLS = 138 kNm/s.u q SLS (kN/m2) 18.4 10.8 5.7 4.1 2.9
MULS = 193 kNm/s.u q ULS (kN/m2) 25.8 15.1 8.0 5.7 4.1
Mcrack = 145 kNm/s.u VUD = 108 kNm/s.u c (mm) -6.8 -9.0 -7.9 -5.1 -0.3

8 no. 12.5mm MSLS = 162 kNm/s.u q SLS (kN/m2) 18.8 13.4 7.2 5.4 4.0 2.9
MULS = 253 kNm/s.u q ULS (kN/m2) 26.3 18.8 10.1 7.6 5.6 4.1
Mcrack = 162 kNm/s.u VUD = 110 kNm/s.u c (mm) -8.6 -12.4 -13.2 -11.7 -8.2 -2.3

10 no. 12.5mm MSLS = 187 kNm/s.u q SLS (kN/m2) 19.2 13.6 8.8 6.8 5.0 3.9 2.8
MULS = 309 kNm/s.u q ULS (kN/m2) 26.9 19.0 12.3 9.5 7.0 5.5 3.9
Mcrack = 187 kNm/s.u VUD = 112 kNm/s.u c (mm) -11.1 -16.9 -20.4 -20.5 -18.8 -14.9 -8.3
Slab Selfweigt = 3.25 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.20 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab)
Total Selfweight = 3.45 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber at the time of installation (+ downwards)

Load Table DP - 265 + 75 75mm STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT
STRAND PATTERN SPAN (m) 4 6 8 10 11 12 13 14
(1.20 M WIDTH)
8 no. 12.5mm MSLS = 227 kNm/s.u q SLS (kN/m2) 22.6 15.8 9.2 6.4 4.3 2.5
MULS = 337 kNm/s.u q ULS (kN/m2) 31.6 22.1 12.9 9.0 6.0 3.5
Mcrack = 200 kNm/s.u VUD = 137 kNm/s.u c (mm) -7.0 -7.8 -3.0 +2.4 +9.3 +18.9

10 no. 12.5mm MSLS = 263 kNm/s.u q SLS (kN/m2) 23.2 16.2 12.0 8.6 6.2 4.3 2.8
MULS = 413 kNm/s.u q ULS (kN/m2) 32.5 22.7 16.8 12.0 8.7 6.0 3.9
Mcrack = 240 kNm/s.u VUD = 140 kNm/s.u c (mm) -11.1 -12.6 -10.7 -6.7 +0.0 +8.6 +20.3
Slab Selfweigt = 3.25 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab + topping)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.20 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab + topping)
75mm Topping = 1.87 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber just after casting the topping (+ downwards)
Total Selfweight = 5.32 kN/m2
 DP HOLLOW CORE SLAB TYPE DP 5 - 285

Load Table DP 5 - 285 NO STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT

STRAND PATTERN SPAN (m) 4 6 8 10 11 12 13 14
(1.20 M WIDTH)
6 no. 9.3mm MSLS = 86 kNm/s.u q SLS (kN/m2) 29.4 11.8 5.0 1.7
MULS = 121 kNm/s.u q ULS (kN/m2) 41.2 16.5 7.0 2.4
Mcrack = 112 kNm/s.u VUD = 113 kNm/s.u c (mm) -2.2 -3.4 -2.2 +4.2
4 no. 12.5mm MSLS = 102 kNm/s.u q SLS (kN/m2) 29.0 14.6 6.4 2.7
MULS = 143 kNm/s.u q ULS (kN/m2) 40.6 20.4 9.0 3.8
Mcrack = 122 kNm/s.u VUD = 111 kNm/s.u c (mm) -2.6 -4.4 -4.0 +1.3
6 no. 12.5mm MSLS = 150 kNm/s.u q SLS (kN/m2) 19.4 11.4 5.9 4.2 2.9
MULS = 211 kNm/s.u q ULS (kN/m2) 27.2 16.0 8.3 5.9 4.1
Mcrack = 156 kNm/s.u VUD = 117 kNm/s.u c (mm) -7.8 -10.2 -8.4 -4.8 +1.3
8 no. 12.5mm MSLS = 184 kNm/s.u q SLS (kN/m2) 19.0 13.6 8.2 6.1 4.4 3.2
MULS = 276 kNm/s.u q ULS (kN/m2) 28.5 20.4 12.3 9.2 6.6 4.8
Mcrack = 186 kNm/s.u VUD = 122 kNm/s.u c (mm) -11.1 -16.2 -17.8 -16.2 -12.4 -5.7
10 no. 12.5mm MSLS = 205 kNm/s.u q SLS (kN/m2) 18.4 13.0 9.6 7.2 5.5 4.0 3.0
MULS = 339 kNm/s.u q ULS (kN/m2) 30.3 21.5 15.8 11.9 9.1 6.6 5.0
Mcrack = 206 kNm/s.u VUD = 127 kNm/s.u c (mm) -13.8 -21.0 -25.3 -25.4 -23.4 -18.7 -10.7
Slab Selfweigt = 3.74 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.20 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab)
Total Selfweight = 3.94 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber at time of installation (+ indicate deflection), fcu = Compressive Strength of Concrete Cube

Load Table DP 5 - 285 + 75 75mm STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT
STRAND PATTERN SPAN (m) 4 6 8 10 11 12 13 14
(1.20 M WIDTH)
8 no. 12.5mm MSLS = 216 kNm/s.u q SLS (kN/m2) 21.2 14.6 8.6 6.1 4.2 2.7
MULS = 357 kNm/s.u q ULS (kN/m2) 35.0 24.1 14.2 10.1 6.9 4.5
Mcrack = 219 kNm/s.u VUD = 152 kNm/s.u c (mm) -11.1 -16.1 -17.8 -16.2 -12.4 -5.7
10 no. 12.5mm MSLS = 250 kNm/s.u q SLS (kN/m2) 21.0 14.8 10.8 7.8 5.7 4.0 2.6
MULS = 438 kNm/s.u q ULS (kN/m2) 36.7 25.9 18.9 13.7 10.0 7.0 4.6
Mcrack = 250 kNm/s.u VUD = 158 kNm/s.u c (mm) -13.8 -21.0 -25.3 -25.4 -23.4 -18.7 -10.7
Slab Selfweigt = 3.74 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab + topping)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.20 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab + topping)
75mm Topping = 1.88 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber just after casting the camber (+ indicate deflection), fcu = Compressive Strength of Concrete Cube
Total Selfweight = 5.82 kN/m2

16
 DP HOLLOW CORE SLAB TYPE DP 4 - 320

Load Table DP - 320 NO STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT

STRAND PATTERN SPAN (m) 8 10 11 12 13 14 15 16
(1.20 M WIDTH)
5 no. 12.5mm MSLS = 145 kNm/s.u q SLS (kN/m2) 10.9 5.4 3.7 2.5
MULS = 203 kNm/s.u q ULS (kN/m2) 15.3 7.6 5.2 3.5
Mcrack = 176 kNm/s.u VUD = 129 kNm/s.u c (mm) -5.0 -3.4 -1.0 +2.9

7 no. 12.5mm MSLS = 200 kNm/s.u q SLS (kN/m2) 16.4 9.0 6.8 5.0 3.6 2.5
MULS = 280 kNm/s.u q ULS (kN/m2) 23.0 12.6 9.5 7.0 5.0 3.5
Mcrack = 213 kNm/s.u VUD = 135 kNm/s.u c (mm) -8.8 -9.5 -8.5 -6.1 -2.0 +4.1

5 no. 15.7mm MSLS = 224 kNm/s.u q SLS (kN/m2) 16.0 10.6 8.0 6.0 4.6 3.4 2.4
MULS = 319 kNm/s.u q ULS (kN/m2) 22.4 14.8 11.2 8.4 6.4 4.8 3.4
Mcrack = 224 kNm/s.u VUD = 133 kNm/s.u c (mm) -9.9 -11.3 -10.6 -8.7 -5.1 +0.4 +8.3

6 no. 15.7mm MSLS = 252 kNm/s.u q SLS (kN/m2) 16.6 12.4 9.6 7.4 5.7 4.3 3.2 2.3
MULS = 377 kNm/s.u q ULS (kN/m2) 23.2 17.4 13.4 10.4 8.0 6.0 4.5 3.2
Mcrack = 252 kNm/s.u VUD = 136 kNm/s.u c (mm) -12.7 -15.7 -16.1 -15.3 -12.9 -8.7 -2.2 +6.9

7 no. 15.7mm MSLS = 265 kNm/s.u q SLS (kN/m2) 17.2 13.0 10.2 8.0 6.2 4.7 3.6 2.6
MULS = 434 kNm/s.u q ULS (kN/m2) 24.1 18.2 14.3 11.2 8.7 6.6 5.0 3.6
Mcrack = 265 kNm/s.u VUD = 140 kNm/s.u c (mm) -14.2 -18.2 -19.1 -18.9 -17.2 -13.8 -8.1 +0.1
Slab Selfweigt = 4.00 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.22 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab)
Total Selfweight = 4.22 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber at the time of installation (+ downwards)

Load Table DP - 320 + 75 75mm STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT
STRAND PATTERN SPAN (m) 8 10 11 12 13 14 15 16
(1.20 M WIDTH)
6 no. 15.7mm MSLS = 299 kNm/s.u q SLS (kN/m2) 14.4 11.8 8.8 6.4 4.6 2.8 1.7
MULS = 478 kNm/s.u q ULS (kN/m2) 20.2 16.5 12.3 9.0 6.4 3.9 2.4
Mcrack = 299 kNm/s.u VUD = 166 kNm/s.u c (mm) -9.3 -7.0 -2.9 +3.5 +10.9 +20.6 +33.6

7 no. 15.7mm MSLS = 327 kNm/s.u q SLS (kN/m2) 14.8 13.0 9.8 7.4 5.4 3.8 2.4
MULS = 550 kNm/s.u q ULS (kN/m2) 20.7 18.2 13.7 10.4 7.6 5.3 3.4
Mcrack = 327 kNm/s.u VUD = 169 kNm/s.u c (mm) -11.9 -10.2 -6.7 -1.0 +6.3 +15.6 +27.7
Slab Selfweigt = 4.00 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab + topping)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.22 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab + topping)
75mm Topping = 1.87 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber just after casting the topping (+ downwards)
Total Selfweight = 6.09 kN/m2
 DP HOLLOW CORE SLAB TYPE DP 4 - 340

Load Table DP - 340 NO STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT

STRAND PATTERN SPAN (m) 8 10 11 12 13 14 15 16
(1.20 M WIDTH)
5 no. 12.5mm MSLS = 156 kNm/s.u q SLS (kN/m2) 11.7 5.9 4.1 2.7
MULS = 218 kNm/s.u q ULS (kN/m2) 16.4 8.3 5.7 3.8
Mcrack = 197 kNm/s.u VUD = 137.2 kNm/s.u c (mm) -3.9 -2.3 -0.1 +3.3

7 no. 12.5mm MSLS = 215 kNm/s.u q SLS (kN/m2) 17.2 9.8 7.3 5.4 4.0 2.8
MULS = 301 kNm/s.u q ULS (kN/m2) 24.1 13.7 10.2 7.6 5.6 3.9
Mcrack = 239 kNm/s.u VUD = 142.5 kNm/s.u c (mm) -7.1 -7.4 -6.3 -4.1 -0.4 +5.0

5 no. 15.7mm MSLS = 245 kNm/s.u q SLS (kN/m2) 17.0 11.8 9.0 6.8 5.1 3.8 2.7
MULS = 342 kNm/s.u q ULS (kN/m2) 23.8 16.5 12.6 9.5 7.1 5.3 3.8
Mcrack = 252 kNm/s.u VUD = 140.5 kNm/s.u c (mm) -8.0 -8.9 -8.1 -6.3 -3.0 +2.0 +9.1

6 no. 15.7mm MSLS = 281 kNm/s.u q SLS (kN/m2) 17.4 13.2 11.0 8.4 6.6 5.0 3.8 2.8
MULS = 406 kNm/s.u q ULS (kN/m2) 24.4 18.5 15.4 11.8 9.2 7.0 5.3 3.9
Mcrack = 281 kNm/s.u VUD = 143.6 kNm/s.u c (mm) -10.6 -12.9 -13.1 -12.2 -10.0 -6.2 -0.4 +7.7

7 no. 15.7mm MSLS = 294 kNm/s.u q SLS (kN/m2) 18.0 13.6 11.6 9.0 7.0 5.5 4.2 3.1
MULS = 468 kNm/s.u q ULS (kN/m2) 25.2 19.0 16.2 12.6 9.8 7.7 5.9 4.3
Mcrack = 294 kNm/s.u VUD = 147 kNm/s.u c (mm) -11.6 -14.6 -15.2 -14.7 -13.0 -9.8 -4.6 +2.9
Slab Selfweigt = 4.27 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.20 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab)
Total Selfweight = 4.47 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber just after casting the camber

Load Table DP - 340 + 75 75mm STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT
STRAND PATTERN SPAN (m) 8 10 11 12 13 14 15 16
(1.20 M WIDTH)
6 no. 15.7mm MSLS = 330 kNm/s.u q SLS (kN/m2) 15.2 13.2 10.2 7.6 5.4 2.5
MULS = 507 kNm/s.u q ULS (kN/m2) 21.3 18.5 14.3 10.6 7.6 3.5
Mcrack = 330 kNm/s.u VUD = 174 kNm/s.u c (mm) -7.0 -7.8 -3.0 +2.4 +9.3 +18.9

7 no. 15.7mm MSLS = 358 kNm/s.u q SLS (kN/m2) 15.6 13.6 11.0 8.4 6.2 4.3 2.8
MULS = 584 kNm/s.u q ULS (kN/m2) 21.8 19.0 15.4 11.8 8.7 6.0 3.9
Mcrack = 358 kNm/s.u VUD = 176.8 kNm/s.u c (mm) -11.1 -12.6 -10.7 -6.7 +0.0 +8.6 +20.3
Slab Selfweigt = 4.27 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab + topping)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.20 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab + topping)
75mm Topping = 1.87 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber just after casting the camber
Total Selfweight = 6.54 kN/m2

15
 DP HOLLOW CORE SLAB TYPE DP 4 - 400

Load Table DP4 - 400 NO STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT

STRAND PATTERN SPAN (m) 8 10 12 14 15 16 17 18
(1.20 M WIDTH)
7 no. 12.5mm MSLS = 260 kNm/s.u q SLS (kN/m2) 22.4 12.6 7.4 4.2 3.0 2.1
MULS = 364 kNm/s.u q ULS (kN/m2) 31.4 17.6 10.4 5.9 4.2 2.9
Mcrack = 294 kNm/s.u VUD = 183 kNm/s.u c (mm) -8.3 -10.4 -10.3 -6.5 -2.7 +2.8

5 no. 15.7mm MSLS = 296 kNm/s.u q SLS (kN/m2) 22.8 15.0 9.0 5.4 4.1 3.1 2.2
MULS = 414 kNm/s.u q ULS (kN/m2) 31.9 21.0 12.6 7.6 5.7 4.3 3.1
Mcrack = 314 kNm/s.u VUD = 180 kNm/s.u c (mm) -9.7 -12.7 -13.8 -11.4 -8.2 -3.6 +2.9

6 no. 15.7mm MSLS = 352 kNm/s.u q SLS (kN/m2) 17.6 11.6 7.3 5.8 4.5 3.5
MULS = 492 kNm/s.u q ULS (kN/m2) 24.6 16.2 10.2 8.1 6.3 4.9
Mcrack = 357 kNm/s.u VUD = 182 kNm/s.u c (mm) -16.5 -19.4 -19.1 -17.3 -13.9 -8.9

7 no. 15.7mm MSLS = 395 kNm/s.u q SLS (kN/m2) 18.2 13.6 8.8 7.1 5.6 4.5 3.5
MULS = 569 kNm/s.u q ULS (kN/m2) 25.5 19.0 12.3 9.9 7.8 6.3 4.9
Mcrack = 395 kNm/s.u VUD = 187 kNm/s.u c (mm) -20.2 -24.8 -26.7 -26.0 -23.9 -20.3 -14.7

8 no. 15.7mm MSLS = 404 kNm/s.u q SLS (kN/m2) 18.8 14.0 9.1 7.3 5.9 4.7 3.7
MULS = 643 kNm/s.u q ULS (kN/m2) 26.3 19.6 12.7 10.2 8.3 6.6 5.2
Mcrack = 404 kNm/s.u VUD = 192 kNm/s.u c (mm) -21.3 -26.3 -28.9 -28.6 -27.0 -23.8 -18.7
Slab Selfweigt = 4.35 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.25 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab)
Total Selfweight = 4.60 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber at the time of installation (+ downwards)

Load Table DP4 - 400 + 75 75mm STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT
STRAND PATTERN SPAN (m) 8 10 12 14 15 16 17 18
(1.20 M WIDTH)
6 no. 15.7mm MSLS = 422 kNm/s.u q SLS (kN/m2) 19.2 13.0 7.9 6.0 4.4 3.2 2.0
MULS = 593 kNm/s.u q ULS (kN/m2) 26.9 18.2 11.1 8.4 6.2 4.5 2.8
Mcrack = 422 kNm/s.u VUD = 208 kNm/s.u c (mm) -16.5 -11.4 -5.4 -1.1 +4.9 +13.2 +23.4

8 no. 15.7mm MSLS = 506 kNm/s.u q SLS (kN/m2) 20.0 15.8 11.0 8.6 6.8 5.2 3.8
MULS = 774 kNm/s.u q ULS (kN/m2) 28.0 22.1 15.4 12.0 9.5 7.3 5.3
Mcrack = 506 kNm/s.u VUD = 216 kNm/s.u c (mm) -17.5 -18.8 -15.6 -11.4 -5.7 +1.1 +9.6
Slab Selfweigt = 4.35 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab + topping)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.25 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab + topping)
75mm Topping = 1.87 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber just after casting the topping (+ downwards)
Total Selfweight = 6.47 kN/m2
 DP HOLLOW CORE SLAB TYPE DP 4 - 420

Load Table DP4 - 420 NO STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT

STRAND PATTERN SPAN (m) 8 10 12 14 15 16 17 18
(1.20 M WIDTH)
7 no. 12.5mm MSLS = 275 kNm/s.u q SLS (kN/m2) 22.8 13.0 7.4 4.0 2.8 1.8
MULS = 385 kNm/s.u q ULS (kN/m2) 31.9 18.2 10.4 5.6 3.9 2.5
Mcrack = 325 kNm/s.u VUD = 184 kNm/s.u c (mm) -6.3 -4.7 -2.1 +1.0 +5.4 +8.0

5 no. 15.7mm MSLS = 313 kNm/s.u q SLS (kN/m2) 23.0 15.4 9.2 5.2 3.8 2.8 1.8
MULS = 438 kNm/s.u q ULS (kN/m2) 32.2 21.6 12.9 7.3 5.3 3.9 2.5
Mcrack = 313 kNm/s.u VUD = 185 kNm/s.u c (mm) -7.5 -9.4 -9.3 -5.8 -2.0 +2.9 +9.1

6 no. 15.7mm MSLS = 373 kNm/s.u q SLS (kN/m2) 17.6 11.8 7.3 5.7 4.4 3.2
MULS = 522 kNm/s.u q ULS (kN/m2) 24.6 16.5 10.2 8.0 6.2 4.5
Mcrack = 400 kNm/s.u VUD = 187 kNm/s.u c (mm) -12.4 -13.9 -19.1 -17.3 -13.9 +0.2

7 no. 15.7mm MSLS = 430 kNm/s.u q SLS (kN/m2) 18.2 14.4 9.2 7.4 5.8 4.6 3.5
MULS = 603 kNm/s.u q ULS (kN/m2) 25.5 20.2 12.9 10.4 8.1 6.4 4.9
Mcrack = 442 kNm/s.u VUD = 192 kNm/s.u c (mm) -15.5 -11.7 -9.2 -7.3 -5.3 -4.0 -2.9

8 no. 15.7mm MSLS = 454 kNm/s.u q SLS (kN/m2) 18.8 15.0 10.0 8.0 6.4 5.2 4.0
MULS = 682 kNm/s.u q ULS (kN/m2) 26.3 21.0 14.0 11.2 9.0 7.3 5.6
Mcrack = 454 kNm/s.u VUD = 197 kNm/s.u c (mm) -16.4 -19.5 -14.6 -12.4 -10.2 -7.5 -5.2
Slab Selfweigt = 4.90 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.37 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab)
Total Selfweight = 5.27 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber at the time of installation (+ downwards)

Load Table DP4 - 420 + 75 75mm STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT
STRAND PATTERN SPAN (m) 8 10 12 14 15 16 17 18
(1.20 M WIDTH)
6 no. 15.7mm MSLS = 443 kNm/s.u q SLS (kN/m2) 19.4 13.2 7.9 5.8 4.2 3.0 1.9
MULS = 620 kNm/s.u q ULS (kN/m2) 27.2 18.5 11.1 8.1 5.9 4.2 2.7
Mcrack = 451 kNm/s.u VUD = 216 kNm/s.u c (mm) -16.5 -11.4 -5.4 -1.1 +4.9 +13.2 +23.4

8 no. 15.7mm MSLS = 569 kNm/s.u q SLS (kN/m2) 20.4 15.9 12.2 9.6 7.6 5.8 4.4
MULS = 813 kNm/s.u q ULS (kN/m2) 28.6 22.3 17.1 13.4 10.6 8.1 6.2
Mcrack = 569 kNm/s.u VUD = 223 kNm/s.u c (mm) -17.5 -18.8 -15.6 -11.4 -5.7 +1.1 +9.6
Slab Selfweigt = 4.90 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab + topping)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.37 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab + topping)
75mm Topping = 1.87 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber just after casting the topping (+ downwards)
Total Selfweight = 7.14 kN/m2
 DP HOLLOW CORE SLAB TYPE DP 4 - 450

450 mm

1200 mm

Load Table DP4 - 450 NO STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT

STRAND PATTERN SPAN (m) 8 10 12 14 15 16 17 18
(1.20 M WIDTH)
7 no. 12.5mm MSLS = 296 kNm/s.u q SLS (kN/m2) 25.2 14.0 8.0 4.4 3.0 2.0
MULS = 415 kNm/s.u q ULS (kN/m2) 35.3 19.6 11.2 6.2 4.2 2.8
Mcrack = 345 kNm/s.u VUD = 230 kNm/s.u c (mm) -5.8 -3.5 -0.7 +2.1 +3.5 +7.0

5 no. 15.7mm MSLS = 338 kNm/s.u q SLS (kN/m2) 27.8 16.8 10.0 5.8 4.2 3.0 2.0
MULS = 474 kNm/s.u q ULS (kN/m2) 38.9 23.5 14.0 8.1 5.9 4.2 2.8
Mcrack = 371 kNm/s.u VUD = 220 kNm/s.u c (mm) -6.9 -3.7 -0.3 +3.0 +4.7 +6.3 +8.3

6 no. 15.7mm MSLS = 401 kNm/s.u q SLS (kN/m2) 21.0 12.8 8.0 6.2 4.8 3.6
MULS = 562 kNm/s.u q ULS (kN/m2) 29.4 17.9 11.2 8.7 6.7 5.0
Mcrack = 421 kNm/s.u VUD = 225 kNm/s.u c (mm) -11.6 -7.9 -4.3 -2.5 +2.2 +5.3

7 no. 15.7mm MSLS = 466 kNm/s.u q SLS (kN/m2) 22.4 15.8 10.2 8.0 6.4 5.0 3.8
MULS = 653 kNm/s.u q ULS (kN/m2) 31.4 22.1 14.3 11.2 9.0 7.0 5.3
Mcrack = 476 kNm/s.u VUD = 230 kNm/s.u c (mm) -14.4 -11.0 -9.8 -7.5 -6.8 -5.4 -4.5

8 no. 15.7mm MSLS = 493 kNm/s.u q SLS (kN/m2) 22.6 17.0 11.0 8.8 7.0 5.6 4.4
MULS = 739 kNm/s.u q ULS (kN/m2) 31.6 23.8 15.4 12.3 9.8 7.8 6.2
Mcrack = 493 kNm/s.u VUD = 232 kNm/s.u c (mm) -15.4 -18.5 -19.1 -18.0 -15.8 -12.1 -6.8
Slab Selfweigt = 5.27 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.38 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab)
Total Selfweight = 5.65 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber at the time of installation (+ downwards)

Load Table DP4 - 450 + 75 75mm STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT
STRAND PATTERN SPAN (m) 8 10 12 14 15 16 17 18
(1.20 M WIDTH)
6 no. 15.7mm MSLS = 473 kNm/s.u q SLS (kN/m2) 24.0 14.2 8.4 6.4 4.6 3.2 2.2
MULS = 662 kNm/s.u q ULS (kN/m2) 33.6 19.9 11.8 9.0 6.4 4.5 3.1
Mcrack = 476 kNm/s.u VUD = 260 kNm/s.u c (mm) -11.3 -6.6 -2.1 +1.8 +7.2 +14.3 +20.4

8 no. 15.7mm MSLS = 559 kNm/s.u q SLS (kN/m2) 26.8 18.2 11.4 9.0 7.0 5.2 3.8
MULS = 851 kNm/s.u q ULS (kN/m2) 37.5 25.5 16.0 12.6 9.8 7.3 5.3
Mcrack = 559 kNm/s.u VUD = 280 kNm/s.u c (mm) -14.3 -5.0 +4.4 +9.0 +13.7 +18.3 +23.0
Slab Selfweigt = 5.27 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab + topping)
MSLS = Slab Moment Capacity (Service limit Stage)
Joint Filling = 0.38 kN/m2 MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab + topping)
75mm Topping = 1.87 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber just after casting the topping (+ downwards)
Total Selfweight = 7.52 kN/m2
 DP HOLLOW CORE SLAB TYPE DP 4 - 500

500 mm

1200 mm

Load Table DP 4 - 500 NO STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT

STRAND PATTERN SPAN (m) 10 12 14 16 17 18 19 20
(1.20 M WIDTH)
6 no. 15.70mm MSLS = 365 kNm/s.u q SLS (kN/m2) 15.8 7.1 4.7 2.0
MULS = 512 kNm/s.u q ULS (kN/m2) 24.5 14.1 7.8 3.8
Mcrack = 470 kNm/s.u VUD = 302 kNm/s.u c (mm) -8.0 -7.0 -4.0 +4.0

8 no. 15.7mm MSLS = 496 kNm/s.u q SLS (kN/m2) 24.0 14.6 8.9 5.2 3.8
MULS = 695 kNm/s.u q ULS (kN/m2) 36.7 22.6 14.1 8.5 6.5
Mcrack = 569 kNm/s.u VUD = 320 kNm/s.u c (mm) -13.0 -14.0 -13.0 -8.0 -4.0

9 no. 15.7mm MSLS = 574 kNm/s.u q SLS (kN/m2) 17.9 11.4 7.1 5.5 4.2
MULS = 804 kNm/s.u q ULS (kN/m2) 27.6 17.8 11.4 9.0 7.0
Mcrack = 606 kNm/s.u VUD = 325 kNm/s.u c (mm) -16.0 -16.0 -12.0 -8.0 -4.0

10 no. 15.7mm MSLS = 649 kNm/s.u q SLS (kN/m2) 21.2 13.7 8.9 7.1 5.6 4.3
MULS = 909 kNm/s.u q ULS (kN/m2) 32.5 21.3 14.1 11.4 9.1 7.2
Mcrack = 658 kNm/s.u VUD = 334 kNm/s.u c (mm) -20.0 -21.0 -18.0 -15.0 -10.0 -5.0

11 no. 15.7mm MSLS = 690 kNm/s.u q SLS (kN/m2) 16.0 10.6 8.6 7.0 5.6 4.4
MULS = 1010 kNm/s.u q ULS (kN/m2) 24.8 16.7 13.7 11.2 9.1 7.3
Mcrack = 690 kNm/s.u VUD = 338 kNm/s.u c (mm) -24.0 -22.0 -19.0 -15.0 -9.0 -4.0
Slab Selfweight = 6.40 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab)
MSLS = Slab Moment Capacity (Service limit Stage)
Joint Filling = 0.42 kN/m2 MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab)
Total Selfweight = 6.82 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber at the time of installation (+ downwards)

Load Table DP 4 - 500 + 75 75mm STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT
STRAND PATTERN SPAN (m) 10 12 14 16 17 18 19 20
(1.20 M WIDTH)
9 no. 15.7mm MSLS = 649 kNm/s.u q SLS (kN/m2) 19.3 11.8 7.1 5.2 3.7
MULS = 909 kNm/s.u q ULS (kN/m2) 29.9 18.7 11.5 8.8 6.5
Mcrack = 690 kNm/s.u VUD = 342 kNm/s.u c (mm) -15.0 -13.0 -7.0 -3.0 +8.0

11 no. 15.7mm MSLS = 786 kNm/s.u q SLS (kN/m2) 17.1 11.1 8.8 6.9 5.3 3.9
MULS = 1142 kNm/s.u q ULS (kN/m2) 26.6 17.5 14.1 11.3 8.9 6.8
Mcrack = 786 kNm/s.u VUD = 371 kNm/s.u c (mm) -21.0 -17.0 -12.0 -7.0 -3.0 +14.0
Slab Selfweight = 6.40 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab + topping)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.42 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab + topping)
75mm Topping = 1.87 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber just after casting the topping (+ downwards)
Total Selfweight = 8.69 kN/m2
 DP HOLLOW CORE SLAB TYPE DP 4 - 520

520 mm

1200 mm

Load Table DP 4 - 520 NO STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT

STRAND PATTERN SPAN (m) 10 12 14 16 17 18 19 20
(1.20 M WIDTH)
6 no. 15.70mm MSLS = 398 kNm/s.u q SLS (kN/m2) 19.4 11.4 6.5 3.3
MULS = 558 kNm/s.u q ULS (kN/m2) 27.2 16.0 9.1 4.6
Mcrack = 474 kNm/s.u VUD = 294 kNm/s.u c (mm) -6.3 -6.2 -3.7 +2.3

8 no. 15.7mm MSLS = 550 kNm/s.u q SLS (kN/m2) 29.4 18.2 11.6 7.2 5.6
MULS = 770 kNm/s.u q ULS (kN/m2) 41.2 25.5 16.2 10.1 7.8
Mcrack = 596 kNm/s.u VUD = 300 kNm/s.u c (mm) -10.6 -12.4 -12.3 -9.0 -5.9

9 no. 15.7mm MSLS = 624 kNm/s.u q SLS (kN/m2) 21.8 14.0 9.2 7.4 5.8
MULS = 874 kNm/s.u q ULS (kN/m2) 30.5 19.6 12.9 10.4 8.1
Mcrack = 656 kNm/s.u VUD = 310 kNm/s.u c (mm) -15.5 -16.5 -14.7 -12.4 -8.8

10 no. 15.7mm MSLS = 647 kNm/s.u q SLS (kN/m2) 22.8 15.0 9.8 7.8 6.2 4.8
MULS = 975 kNm/s.u q ULS (kN/m2) 31.9 21.0 13.7 10.9 8.7 6.7
Mcrack = 647 kNm/s.u VUD = 326 kNm/s.u c (mm) -14.3 -15.0 -12.8 -10.2 -6.5 -1.3

11 no. 15.7mm MSLS = 714 kNm/s.u q SLS (kN/m2) 17.2 11.4 9.4 7.6 6.0 4.8
MULS = 1076 kNm/s.u q ULS (kN/m2) 24.1 16.0 13.2 10.6 8.4 6.7
Mcrack = 714 kNm/s.u VUD = 330 kNm/s.u c (mm) -18.8 -17.5 -15.5 -12.2 -7.6 -1.3
Slab Selfweight = 6.58 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab)
MSLS = Slab Moment Capacity (Service limit Stage)
Joint Filling = 0.42 kN/m2 MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab)
Total Selfweight = 7.00 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber at the time of installation (+ downwards)

Load Table DP 4 - 520 + 75 75mm STRUCTURAL TOPPING

BEARING CAPACITY PER SLAB UNIT
STRAND PATTERN SPAN (m) 10 12 14 16 17 18 19 20
(1.20 M WIDTH)
9 no. 15.7mm MSLS = 717 kNm/s.u q SLS (kN/m2) 24.2 15.4 9.8 7.6 5.8
MULS = 1005 kNm/s.u q ULS (kN/m2) 33.9 21.6 13.7 10.6 8.1
Mcrack = 738 kNm/s.u VUD = 360 kNm/s.u c (mm) -8.9 -6.8 -2.4 +3.0 +7.6

11 no. 15.7mm MSLS = 786 kNm/s.u q SLS (kN/m2) 17.8 11.5 9.2 7.2 5.6 4.2
MULS = 1239 kNm/s.u q ULS (kN/m2) 24.9 16.1 12.9 10.1 7.8 5.9
Mcrack = 786 kNm/s.u VUD = 380 kNm/s.u c (mm) -6.8 -2.4 +3.0 +4.3 +11.2 +19.7
Slab Selfweight = 6.58 kN/m2 q SLS = Maximum allowed imposed dead and live load, unfactored (excluding self weight of slab + topping)
MSLS = Slab Moment Capacity (Service limit Stage)
2
Joint Filling = 0.42 kN/m MULS = Slab Moment Capacity (Ultimate limit Stage) q ULS = Maximum allowed imposed dead and live load, factored (excluding self weight of slab + topping)
75mm Topping = 1.87 kN/m2 VUD = Slab Shear Capacity (Ultimate limit Stage) c = Theoretical camber just after casting the topping (+ downwards)
Total Selfweight = 8.87 kN/m2
Dubai Abu Dhabi
Jebel Ali Industrial 3, PO Box 61055, Dubai, UAE PO Box 38605, Musaffah, Abu Dhabi
Tel +971 (0)4 880 2671 Fax +971 (0)4 880 2159 Tel +971 (0)2 550 2503 Fax +971 (0)2 550 1330

Email info@dubaiprecast.ae Web www.dubaiprecast.ae

Abu Dhabi

Dubai Precast

Jebel Ali
Industrial 2
Dubai
Jebel Ali Jebel Ali
Industrial 3 Industrial 1

Jebel Ali JAFZ

Emirates Road
Exit 22
Sheikh Zayed Rd
From Dubai

1st bridge 2nd bridge 3rd bridge

From Abu Dhabi To Al Ain
Magta Bridge Adnoc petrol Emirates Carrefour Neopharma
Driving ICAD Gate
Institute
Adnoc
petrol
16th

ICAD
Residential
City Ascorp
Abu Dhabi
Dubai Precast
Abu Dhabi Branch

Ascorp
Industr.