Structural Floor Panels Design Guide - Hebel Supercrete AAC ...

Structural Floor Panels
Design Guide
TM
NEW ZEALAND MADE
SFP 2012 Version 1.7
Copyright © Supercrete Limited 2008
Without limiting the rights of the copyright above, no part of this publication shall be reproduced (whether in the same or a different
dimension), stored in or introduced into a retrieval system, or transmitted in any form or by any means (electronic, mechanical,
photocopying, recording or otherwise), without the prior permission of the copyright owner.
Copyright © Supercrete Limited 2008
TM

Structural Floor Panels
SCOPE
This design and installation guide for Supercrete Structural Floor Panels is intended for use by designers, architects, engineers,
building consents authorities, building owners and panel installers.
It details the features and benefits of the panels, where they can be used, how they are incorporated into structures and how
to design diaphragm floors and roofs with these panels.
Common details are included and these can also be downloaded in CAD, .dwg, .dxf or .pdf format from the website
www.supercrete.co.nz for inclusion in construction documentation and specifications.
Supercrete Structural Floors and Roofs compliment many Supercrete Block walled buildings, providing compatible
movement, shrinkage and seismic behaviour characteristics. The same great thermal, acoustic and fire insulation properties of
Supercrete can be applied to walls, roofs and floors.
Supercrete Structural Floors and Roofs are only a quarter of the mass of dense concrete, so they are also used in steel or
concrete framed buildings, where building mass is a consideration.
Lightweight Supercrete Floors and Roofs reduce the size of support members, resulting in
savings throughout the structure, compared to dense concrete systems.
SFP 2012 2 Copyright © Supercrete Limited 2008

Contents
1.0 System Overview
1.1 Introduction to Supercrete
1.1.1 Autoclaved Aerated Concrete
1.1.2 Supercrete Structural Floor Panels
1.1.3 Material Characteristics
1.2 Thermal Insulation
1.2.1 Inter-Storey Thermal Efficiency
1.2.2 R- Value Calculation
1.3 Acoustic Performance
1.3.1 Airborne Noise
1.3.2 Sound Transmission Class
1.3.3 Impact Noise
1.3.4 Impact Insulation
1.4 Fire Performance
1.4.1 Fire
1.4.2 Fire Resistance Ratings
1.4.3 Fire Resisting Supercrete
1.5 Other System Features and Benefits
1.5.1 Light Weight
1.5.2 Easily Worked
1.5.3 Non Toxic
1.5.4 Long Life
1.5.5 Versatile
1.5.6 Dimensionally Stable
1.5.7 Guaranteed
2 Design Considerations
2.1 General Design Criteria
2.1.1 Panel layout
2.1.2 Panel Thickness
2.1.3 Gravity Loads
2.1.4 Holes and Penetrations
2.1.5 Cantilevered Panels
2.1.6 Support of Panels
2.1.6.1 Supercrete Block Supports
2.1.6.2 End Support
2.1.6.3 Side Support
2.1.6.4 Steel Beam Supports
2.1.6.5 Concrete Beam Supports
2.1.6.6 Site Cut Ring Anchor Rebates
2.1.6.7 Panel Connection to Intermediate
Supercrete Block Support Walls
2.1.7 Internal Walls on Top of
Supercrete Structural Floor Panels
2.1.8 Floor Covering Loads & Bonding
Copyright © Supercrete Limited 2008
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2.2 Bracing Design
2.2.1 Floor bracing – An Overview
2.2.1.1 Horizontally Applied Loads
2.2.1.2 Distortion Under Load
2.2.1.3 Diagonal Bracing
2.2.1.4 Diaphragm Action
2.2.2 Supercrete Structural Floor Panels
2.2.2.1 The Ring Anchor
2.2.2.2 No Structural Topping
2.2.2.3 Thin Screeds
2.2.2.4 Individual Diaphragms Between Lines
of Support
2.2.2.5 Pinning the Diaphragm To The
Supports
2.2.3 Engineering Design Analysis Overview
2.2.3.1 Design Methodology
2.2.3.2 Load Analysis
2.2.3.3 Analysis of Loads Applied Parallel to
the Panel Axis
2.2.3.3.1 Truss Analogy
2.2.3.3.2 Compression Force Corner
Chamfers
2.2.3.3.3 Arch Action (Deep Beam Analysis)
2.2.3.4 Analysis of Loads Applied
Perpendicular to Panel Axis
2.2.4 Diaphragm Calculations
2.2.4.1 Determining Wind and Earthquake
Loads
2.2.4.2 Dividing the Floor Area into
Individual Diaphragms
2.2.4.3 Parallel Loads
2.2.4.4 Perpendicular Loads
2.2.4.5 Flow Chart for floor diaphragm
calculation steps
2.2.5 Calculation Example
2.2.5.1 Description of Example Building
2.2.5.2 Determine the Panel Layout
2.2.5.3 Determine the Live and Dead Loads
on the floor
2.2.5.4 Determine the Floor Panel Thickness
2.2.5.5 Determine the Horizontal Loads on
the Floor Diaphragm
2.2.5.6 Wind Load
2.2.5.7 Earthquake Loads
2.2.5.8 Determine which is the Governing
Diaphragm
2.2.5.9 Determine Wind and Seismic Loads
on a Single Diaphragm
2.2.5.10 Analyse the Horizontal Loads Parallel
to the Panel Axis
2.2.5.11 Analyse the Horizontal Loads
Perpendicular to the Panel Loads
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SFP 2012

3 Installation
3.1 Preparation On Site
3.1.1 Panel Delivery and Storage
3.1.2 Panel Support on Block
3.1.3 Panel Support on Structural Steel
3.2 Lifting
3.2.1 Crane and Lifting Procedure
3.2.2 Panel Placement Times
3.2.3 Personnel Required
3.3 Completing the floor
3.3.1 Adjusting the Floor Level
3.3.2 Placement of Ring Anchor
Reinforcement
3.3.3 Grout Filling the Ring Anchor
3.3.4 Finishing the Surface
4 Surface Treatments
4.1 Carpet
4.1.1 Carpet Gripper Specifications
4.1.2 Preparation for Carpet Laying
4.1.3 Installation of Gripper
4.1.4 Testing
4.2 Tiles, Membranes and Other Finishes
4.2.1 Vinyl
4.2.2 Liquid Applied Membranes
4.2.3 Torch-On Bituminous Sheeting
4.2.4 Directly Glued Rubber
4.2.5 Timber Decorative Flooring
4.2.6 Asphalt
4.2.7 Roofing Sheet or Tiles
4.2.8 Tiles
4.2.9 Wet Area Preparation
5 Stairs
Appendices
Appendix A Custom Floor Panel Request Form
Tables
Table 1 R-Value Calculation
Table 2 No Floor Covering
Table 3 Directly Glued Vinyl Sheet Floor Covering
Table 4 Tile Floor Covering on 40mm thick
(maximum) mortar screed
Table 5 20mm timber T&G plank floor covering
Table 6 Tiles on a resilient underlay sheet
Table 7 20mm timber T&G plank floor covering
on a resilient underlay sheet
Table 8 Carpet on underlay sheet
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Table 9 Span Chart - Max Clear Spans (in
metres) of Supercrete Structural
Floor/Roof Panels with flexible
coverings (L/250 deflection)
Table 10 Max. Clear Spans (in metres) of
Supercrete Structural Floor Panels
with rigid coverings / walls over (L/600
deflection)
Table 11 Fixing specification for carpet gripper
Table 12 Carpet Gripper (smooth edge) capacity
test results for floors
Table 13 Carpet Gripper (smooth edge) capacity
test results for standard smooth
edge nails into 17 mm Yellow Tongue
particleboard flooring
Drawing Index
SFP 1-0 Supercrete Structural Floor Panel
SFP 1-1 Standard floor panel construction
SFP 2-0 Typical ring anchor set out
SFP 2-1 Structural floor panel balcony step down
detail
SFP 2-2 Structural floor panel step down (typical
wet area)
SFP 2-3 Penetrations in floor panels
SFP 2-4 Full width panel openings
SFP 2-5 Cutting Supercrete Structural Floor
Panels for chimney projections
SFP 2-6 Cantilevered Structural Floor Panels
Figure 1 Bond Beam Types
SFP 2-7 External wall floor panel end detail
SFP 2-8 Block to Structural Floor Panel side
support
SFP 2-9 Cleat connection to steel beams
SFP 2-10 In-Plane Steel Beam Support
SFP 2-11 Concrete Beam Support
SFP 2-12 Edge Panel ring anchor
SFP 2-13 Rebate Details
SFP 2-14 Supercrete Structural Floor Panels
passing over internal block wall
SFP 2-15 Supercrete Structural Floor Panels
over midspan support beam
Figure 2 Force paths from horizontally applied
loads
SFP 2-16 Typical detail of Supercrete Structural
Floor Panels to block walls
SFP 4-1 Heated Floor Systems
SFP 5-1 Pitch, Riser and Treads for Supercrete
Stair Treads to meet the NZ Building
Code
All drawings are available as downloadable
CAD files at www.supercrete.co.nz
(file types .pdf, .dxf and .dwg)
SFP 2012 4 Copyright © Supercrete Limited 2008
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1.0 System Overview
1.1 Introduction to
Supercrete
1.1.1 Autoclaved Aerated Concrete
Supercrete is an Autoclaved Aerated Concrete, or AAC.
It is a low density mineral material made from crushed
silica sand, water, Portland Cement, gypsum and lime. This
mixture is aerated by the addition of a small amount of
aluminium paste, which sets off an acid-alkali reaction with
the lime and cement, releasing millions of tiny bubbles.
Materials being combined in mixer above and
dropped, as slurry, into a mould car below.
The mixture is poured into moulds containing reinforcing
mats and when partially cured, the AAC cake is removed
from the mould and sliced into panels with tensioned wires.
Oscillating blades cut out the edge profiles.
Partially cured cake being cut into panels with wires.
Copyright © Supercrete Limited 2008
5
Mould car exiting an autoclave after curing.
The sliced cake of AAC is placed in an autoclave for
approximately 12 hours, to complete the curing process.
The temperature in the autoclave is increased to
around 190 degrees Centigrade with a peak pressure of
approximately1.2 MegaPascals.
Micropores in Supercrete ACC.
The pressure and temperature combination fuses the lime,
cement and sand into complex calcium silicate hydrate
crystals, known as Tobermorite. The resulting AAC is a
quarter of the mass of conventional dense concrete and
the aerated cellular structure of the material provides
excellent thermal, acoustic and fire insulation.
Tobermorite Crystal (magnified approximately
8000 times).
SFP 2012

Supercrete Structural Floor Panels are
easily installed.
1.1.2 Supercrete Structural Floor
Panels
Supercrete floor systems are available as non-structural
floor sheeting supported by floor joists, or self supporting
Structural Floor Panels. This design guide deals only with the
Supercrete Structural Floor Panels. (see www.supercrete.
co.nz for non-structural Supercrete Panel Flooring).
The Structural Floor Panels are reinforced planks of
Supercrete AAC. They are available in lengths up to
5600mm*, custom manufactured to suit each project and
are available in a standard width of 600mm, but narrower
widths can be supplied for specific requirements. Floor
panel thicknesses of 150mm, 175mm, 200mm, 225mm
& 250mm are available, with span, load capacity, acoustic
insulation, thermal insulation and fire resistance all improving
with increased thickness.
Maximum Manufacturing Lengths
150mm Supercrete Panel = 4000mm
175mm Supercrete Panel = 4500mm
200mm Supercrete Panel = 5000mm
225mm Supercrete Panel = 5500mm
250mm Supercrete Panel = 5600mm *
The cross sectional profile of an individual panel is shown
in Detail SFP 1-0, below. Each panel has a bevelled rebate
on one longitudinal edge and a groove on the other, which
form a chase at the panel joint when the panels are fitted
side by side (see Detail SFP 1-1, above). A reinforcing
Supercrete Structural Floor Panel
Detail No. SFP 1-0
5600mm max
Supercrete
Structural
Floor Panels
Cleats for Joining Panels on Steel Beams
bar is laid in each chase and grouted in place to form what
is termed a “ring anchor”. This laces and locks the panels
together.
The panels are supported on Supercrete, concrete,
concrete masonry or steel end supports and can span up
to 5.46 metres depending upon the live and dead loads
applied and panel thickness selected. Span/load charts are
shown in Tables 9 & 10, page 17.
Many Supercrete Block homes in New Zealand
have Supercrete Structural Floor Panel mid floors, to
compliment the design and maintain the benefits of building
with the same material throughout.
Hotels, offices, apartments, restaurants, retail and industrial
buildings have all been built in New Zealand with
Supercrete Structural Floor Panels. These panels are ideal
where the requirements for outstanding acoustic, thermal
or fire insulation must be met, or where onsite ease of
cutting, lifting and speed of construction are required. In all
instances, these lightweight, low mass floors contribute less
load on the building than dense concrete floor systems,
often resulting in significant savings in ancillary support
structures.
* On large orders, 250mm thick panels can be made up
to 6000mm. Refer to your nearest distributor for shipping
limitations.
* A minimum order quantity of 10m3 and order increments of
5m3 apply where custom design loads exceed those given by
the Span Charts, page 17.
SFP 2012 6 Copyright © Supercrete Limited 2008
49*
26*
12
10-15 Mpa sand/cement grout
R5
R6
R7
600 panel width
Ring anchor reinforcement
in grout fill core
Floor Panel & Ring Anchor Isometric Detail
Standard floor panel construction
Detail No. SFP 1-1
Panel thickness 150, 175,
200, 225 or 250mm
42
70
NOTE: Dimensions marked * are
reduced for 150mm thick panels
Floor Panel Isometric Detail Floor Panel End View Detail
*
*
58
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1.1.3 Material Characteristics
Working Density
Supercrete Structural Floor Panels will have a moisture
content of between 20% and 30% when delivered to site
which gives a maximum working density of approximately
of 790kg per cubic metre. This is approximately only one
quarter of the weight of conventional dense concrete.
Therefore a square metre of 150mm thick Supercrete
Structural Floor Panel has a maximum weight of
118.5 kilograms per square metre and a 200mm thick
Supercrete Structural Floor Panel has a maximum weight
of 158 kg/m2. Low density Supercrete Structural Floor
Panels are one quarter of the weight of
conventional concrete
The Floor Panels will gradually dry while in the building, to
reach the equilibrium moisture content of the structure.
This would normally be 10% to 12%, giving a working
density of approximately 665 kg/m 3 and this mass is the
value that should be used for the calculation of seismic
loads. This equates to 100 kg/m 2 for 150mm thick panels
and 133kg/m 2 for 200mm thick panels.
Dry Density
The nominal dry density of Supercrete Structural Floor
Panels is 580kg/m3. Compressive Strength
The characteristic compressive strength of the AAC
used to make Supercrete Structural Floor Panels is 4.0
MegaPascals. The mean compressive strength of the floor
panels is 4.5 MPa.
Shear Strength
The shear capacity of Supercrete is approximately 1/8
of the compressive strength, giving a maximum value of 0.5
MPa.
Modulus of Rupture
Supercrete has a characteristic modulus of rupture (f’ut)
of 0.6 MPa.
Copyright © Supercrete Limited 2008
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Modulus of Elasticity
Supercrete has a characteristic modulus of elasticity (E)
of 1875 MPa.
Thermal Resistivity
The R-Value has a linear relationship to thickness. Refer to
Section 1.2.2, page 8 and the Tables on pages 10-13, for the
R-Values of each panel thickness.
Thermal Expansion
The rate of thermal expansion of Supercrete Panels is 7.1
mm/m/˚C, which is approximately 2/3 that of conventional
dense concrete.
Drying Shrinkage
Supercrete has a drying shrinkage of approximately 0.2
mm per metre, compared with dense concrete which has
an approximate value of 0.7 mm/m.
Noise Attenuation
Sound Transmission Class (STC) and Impact Insulation
Class (IIC) are described for each panel thickness and floor
covering/ceiling situation in Section 1.3, page 8-13.
Fire Resistance
The Fire Resistance Ratings of Supercrete Floor
assemblies are described in Section 1.4, page 14.
As a non-combustible mineral material Supercrete does
not burn. The aerated cellular structure insulates to prevent
the spread of heat and Supercrete emits no toxic smoke
or gases in a fire.
Supercrete contains and survives fires.
Melting Point
Like most concrete products, Supercrete will melt at
approximately 1600˚C.
Air Permeability
The co-efficient for air permeability for Supercrete Panel
is 18 x 10-6 m3 /m.h.Pa.
Vapour Transmission
Supercrete is vapour permeable. The vapour transmission
rate for Supercrete Panel is 37.6grams of vapour/
24hours/ m2 . This is slightly more breathable than most
plasterboards. Therefore will not impede the breathability of
the structure.
SFP 2012

1.2 Thermal Insulation
1.2.1 Inter-Storey Thermal Efficiency
Heat loss and gain through floors can contribute greatly
to the energy requirements of a building. Whilst only
about 10% of a room’s heat energy goes down through
a floor, approximately 42% of it goes up into the room
above. Having an efficient insulator between storeys greatly
improves the overall performance of a multi storey building,
especially the lower floors.
42%
48% 48%
10%
Approximate Distribution distribution of of heat heat transfer transfer through
the shell of through a typical the shell home. of a typical home
Note: Percentages can vary depending on insulation,
Note: Percentages can vary depending on insulation, area and
area and type of glazing etc.
type of glazing etc.
Supercrete Structural Floor Panels provide superior
levels of comfort, compared to conventional dense
concrete suspended slab floors. The cellular, aerated nature
of Supercrete Structural Floor Panels provides high
levels of thermal insulation, which is useful for containing
airborne convective heat in winter and blocking it out in
summer. Radiant heat is similarly contained. Under carpet
or tile heating mats benefit from being positioned on the
surface of Supercrete Structural Floor Panels, as these
panels greatly reduce heat loss into sub-floor spaces. Piped
underfloor heating systems can be bedded into a topping
screed (See Detail SFP 4-1, page 49).
Supercrete floors provide greater comfort
and thermal performance than traditional
concrete floors.
1.2.2 R-Value Calculation
Insulation is measured by the resistance to heat transfer
from one side of an object to the opposite side.
The resistance is known as an R-Value and uses the
measurements M2/KW. A floor made from 150mm dense concrete would have
an R-Value of around 0.10 compared with Supercrete
Structural Floor Panels of the same thickness having
an R-Value of 1.03, or approximately ten times better
insulation than dense concrete.
A typical thermal calculation for a floor/ceiling assembly is
shown below.
Table 1. R-Value Calculation
Top Surface Air Film = R 0.11
Carpet = R 0.17
Rubber Underlay = R 0.17
150mm Floor Panel (5% moisture) = R 0.85
Ceiling Cavity Airspace (non-reflective) = R 0.15
50mm Insulation = R 1.80
12mm Plasterboard Ceiling = R 0.05
Ceiling Surface Air Film (reflective) = R 0.23
TOTAL = R 3.53
Various floor assembly thermal and acoustic
performances are shown in Tables 2-8, pages 10-13.
1.3 Acoustic Performance
The field of acoustics is too broad to cover in depth in
these notes, however this section provides a brief overview
of the concepts of acoustic insulation.
Building noise can be broken into two basic categories,
Airborne noise and Impact noise. The following
sections detail how the Supercrete Structural Floor Panel
System deals with both types of noise.
What we hear as sound is actually small pressure
fluctuations in the air causing movement of the tiny bones
and membranes within our ear. Airborne noise is caused
by emitters of sound, such as stereos, TVs, human speech,
machinery, etc. These emitters of sound vibrate the air
around them and the radiating pressure ripples in the air
reach our ears, where we receive and identify the sound.
Impact noise is also heard because of air pressure
fluctuations, but this noise is caused by the direct impact or
force acting on an object, which causes vibration of both
the impacted item and the air around it, such as footsteps
on a floor surface, tapping on a wall, etc.
SFP 2012 8 Copyright © Supercrete Limited 2008

Airborne noise is effectively blocked by
Supercrete.
1.3.1 Airborne Noise
Airborne sound can be blocked by way of either insulation
or reflection. Usually, insulation products are soft, fluffy and
aerated, such as batting of fibreglass, polyester or wool.
Reflecting products are usually hard, unyielding and dense,
such as concrete, steel or fibre cement. Seldom do building
products perform both functions.
Supercrete Structural Floor Panels have an aerated,
cellular structure, which provides a high level of
insulation, however, as a rigid product with a hard surface,
Supercrete also acts as an effective reflector of noise. This
combination makes it an ideal sound barrier.
Effective noise blocking relies upon both reflection and
absorption of sound waves. For example, the high and
mid pitch noise from a car stereo can be contained and
reflected within the hard steel and glass shell of the car, but
the low frequency bass noise has a shallow sound wave
which easily passes through reflectors and this is why we
can often only hear the bass drum beats from a car stereo,
Sound Transmission Loss. STL (dB)
85
80
75
70
65
60
55
50
45
40
35
30
25
20
Copyright © Supercrete Limited 2008
“Best Fit” of Floor Test Result to Standardised Curves
(STC 60 standardised curve is the highest curve fitting the results)
STL curve of
test floor
100 125 160 200 250 315 400 500 630 800 1000 1250 1600 2000 2500 3150 4000 5000
1/3 Octave Band Centre Frequency (Hz)
9
as the car drives by. Low frequency noise needs to be
absorbed by insulation which will disrupt it’s wave pattern
and muffle the sound.
In a building, Supercrete Structural Floor Panels provide
an effective barrier to airborne noise between storeys,
by reflecting and absorbing most noise frequencies. This
is especially important between offices in multi-storey
buildings, accommodation units, between industrial activities
or simply between living and sleeping areas in a home.
1.3.2 Sound Transmission Class (STC)
The acoustic performance of a floor system is rated using
a Sound Transmission Class (STC) value. The reduction in
sound (or acoustic insulation) can be tested by measuring
the sound lost from an emitter of sound on one side of a
floor, when checked against a receiver device on the other
side. Losses will vary at different frequencies and these
are plotted on a graph. The graph is compared to standard
curves and the best fit match is selected. The single value
Sound Transmission Class is then determined by using the
value in decibels (dB), on the selected curve at the 500
Hertz (Hz) frequency. (See graph below)
In New Zealand, the Building Code requirement for noise
insulation to floors between tenancies is generally STC
55 for most activities. There is no requirement for sound
insulation, if the floor is within the same tenancy, such as
a typical family home - however it is still a good idea to
provide a noise barrier in all flooring situations.
Typical floor systems such as particle board on joists with
a plasterboard ceiling underneath have Sound Transmission
Classes of approximately STC 36. By comparison
Supercrete Structural Floor Panels block greater levels of
noise as shown in Tables 2-8, pages 10-13.
STC60
STC55
STC50
STC45
Typical acoustic test results for a floor showing the ‘best fit’ of test results to standardised curves. In this
example, STC 60 for the floor is derived from the highest curve fitting the test results at a frequency of 500Hz.
SFP 2012

1.3.3 Impact Noise
Some of the most difficult sound sources to block with
a floor are those caused by direct impact, or vibration of
the floor/ceiling structure. Heavy foot falls, the rumble of
wheeled trolleys, luggage etc being dragged and a seemingly
endless variety of thumps, bumps and scraping sounds add
to the airborne noise previously outlined.
Structural supports in many floor systems, such as timber
joists or bolted steel members can all creak and groan and
emit squeaks, especially if timber has dried and shrunk over
time, allowing small movements against one another, or
where nails and screws become loose due to this drying
shrinkage.
No floor system that has a continuous, direct physical
connection between floor structure and the ceiling
structure below, will ever effectively isolate impact noise.
When people walk over the floor, tiny movements and
vibrations in the floor element are transferred through
the directly fixed ceiling battens or supports and into the
sheeting material of the ceiling. The vibrations in the ceiling
sheet oscillate the air in the room below the noise source,
and this moving air transfers the noise to the listener below.
We have all been in downstairs rooms and heard the noise
of people or objects moving in rooms above. This is impact
noise.
Table 2. No Floor Covering
Floor
Thickness
1.3.4 Impact Insulation
To effectively block impact noise, the first and most effective
principle is to isolate the ceiling, to prevent it vibrating like
the skin of a drum, every time the floor above receives an
impact. This can be done in a variety of ways, but the most
common is to suspend the ceiling on wires or threaded
rods, fitted with clips to support the steel ceiling battens,
or mounting grid. By hanging the ceiling, rather than
direct fixing it to the underside of the floor, much of the
vibration can be dissipated. The resulting ceiling cavity is a
useful space for services such as lighting, plumbing and air
conditioning, but care must be taken to ensure that these
items are also properly mounted and insulated to prevent
noise transfer. Supplemental insulation batting is usually
fitted into the ceiling cavity to assist in isolating and baffling
both airborne and impact noise. Alternatively, if space is at
a premium, specialist acoustically resilient clips are available
for direct fixing to the panel underside.
To test the effectiveness of the impact noise insulation
within a floor assembly, a test is performed with a tapping
machine which emits vibration by direct impact on one side,
and the transferred sound is measured on the other. This
establishes the Impact Insulation Class or IIC.
As with STC, the IIC rating required by the New Zealand
Building Code for inter-tenancy floors is IIC 55, or
approximately 55 decibels of sound reduction.
Supercrete Structural Floors are not only ideal for
blocking airborne noise, but when fitted with a suspended
ceiling below and an insulated ceiling cavity, achieve intertenancy
quality impact insulation class.
Ceiling Cavity Resilient Insulation Batt Plasterboard Number of Airborne Noise Impact Noise
Space (mm) Hangers thickness ceiling lining lining sheets STC or Rw Rw+CtrRw Ctr Floor IIC Lnw+C1
150 0 No Nil None 0 43 39 -4 30 79 1.27
150 0 No Nil 13mm 1 44 40 -4 30 79 1.32
150 28 No 25mm 13mm 1 53 45 -7 31 78 3.27
150 28 No 25mm 13mm 2 55 48 -7 32 77 3.32
150 50 Yes 50mm 13mm 1 56 47 -8 40 69 3.27
150 50 Yes 50mm 13mm 2 60 50 -10 43 66 3.32
150 80 Yes 50mm 13mm 1 60 50 -10 48 62 3.27
150 80 Yes 50mm 13mm 2 64 56 -8 52 57 3.32
150 80 No 50mm 13mm 2 57 54 -4 37 72 3.32
Thermal Insulation
R-value (m.2K/W)
200 0 No Nil None 0 45 40 -4 32 76 1.52
200 0 No Nil 13mm 1 45 41 -5 32 76 1.61
200 28 No 50mm 13mm 1 54 46 -8 33 75 3.56
200 28 No 50mm 13mm 2 56 49 -7 34 74 3.61
200 50 Yes 50mm 13mm 1 57 48 -9 42 66 3.56
200 50 Yes 50mm 13mm 2 61 51 -10 45 63 3.61
200 80 Yes 50mm 13mm 1 61 51 -10 50 59 3.56
200 80 Yes 50mm 13mm 2 66 57 -9 54 54 3.61
200 80 No 50mm 13mm 2 60 55 -4 39 69 3.61
250 0 No Nil None 0 47 42 -5 34 75 1.81
250 0 No Nil 13mm 1 47 42 -5 34 75 1.90
250 28 No 25mm 13mm 1 56 47 -9 35 74 3.85
250 28 No 25mm 13mm 2 58 50 -8 36 73 3.90
250 50 Yes 50mm 13mm 1 59 50 -10 44 65 3.85
250 50 Yes 50mm 13mm 2 62 51 -11 47 62 3.90
250 80 Yes 50mm 13mm 1 62 51 -11 52 58 3.85
250 80 Yes 50mm 13mm 2 67 57 -10 56 53 3.90
250 80 No 50mm 13mm 2 61 56 -5 41 68 3.90
Floor/ceiling assemblies shown shaded meet NZBC intertenancy requirement for STC55 and IIC55
SFP 2012 10 Copyright © Supercrete Limited 2008

Table 3. Directly Glued Vinyl Sheet Floor Covering
Floor
Thickness
Table 4. Tile Floor Covering on 40mm thick (maximum) mortar screed
Floor
Thickness
Ceiling Cavity
Space (mm)
Ceiling Cavity
Space (mm)
Resilient
Hangers
Resilient
Hangers
Copyright © Supercrete Limited 2008
Insulation Batt
thickness
Insulation Batt
thickness
Plasterboard
ceiling lining
Plasterboard
ceiling lining
Number of
lining sheets
Number of
lining sheets
11
Airborne Noise
STC or Rw Rw+CtrRw
Airborne Noise
Impact Noise
Floor IIC
Impact Noise
Thermal Insulation
R-value (m.2K/W)
150 0 No Nil None 0 43 39 -4 37 72 1.153
150 0 No Nil 13mm 1 44 40 -4 37 72 1.243
150 28 No 25mm 13mm 1 53 45 -7 38 71 3.193
150 28 No 25mm 13mm 2 55 48 -7 39 70 3.243
150 50 Yes 50mm 13mm 1 56 47 -8 47 62 3.193
150 50 Yes 50mm 13mm 2 60 50 -10 50 59 3.243
150 80 Yes 50mm 13mm 1 60 50 -10 55 55 3.193
150 80 Yes 50mm 13mm 2 64 56 -8 59 50 3.243
150 80 No 50mm 13mm 2 57 54 -4 44 65 3.243
200 0 No Nil None 0 45 40 -4 39 69 1.443
200 0 No Nil 13mm 1 45 41 -5 39 69 1.533
200 28 No 25mm 13mm 1 54 46 -8 40 68 3.483
200 28 No 25mm 13mm 2 56 49 -7 41 67 3.533
200 50 Yes 50mm 13mm 1 57 48 -9 49 59 3.483
200 50 Yes 50mm 13mm 2 61 51 -10 52 56 3.533
200 80 Yes 50mm 13mm 1 61 51 -10 57 52 3.483
200 80 Yes 50mm 13mm 2 66 57 -9 61 47 3.533
200 80 No 50mm 13mm 2 60 55 -4 46 62 3.533
250 0 No Nil None 0 47 42 -5 41 68 1.733
250 0 No Nil 13mm 1 47 42 -5 41 68 1.823
250 28 No 25mm 13mm 1 56 47 -9 42 67 3.773
250 28 No 25mm 13mm 2 58 50 -8 43 66 3.823
250 50 Yes 50mm 13mm 1 59 50 -10 51 58 3.773
250 50 Yes 50mm 13mm 2 62 51 -11 54 55 3.823
250 80 Yes 50mm 13mm 1 62 51 -11 59 51 3.773
250 80 Yes 50mm 13mm 2 67 57 -10 63 46 3.823
250 80 No 50mm 13mm 2 61 56 -5 48 61 3.823
Floor/ceiling assemblies shown shaded meet NZBC intertenancy requirement for STC55 and IIC55
Thermal Insulation
R-value (m.2K/W)
STC or Rw Rw+CtrRw Ctr Floor IIC Lnw+C1
150 0 No Nil None 0 43 39 -4 37 72 1.17
150 0 No Nil 13mm 1 44 40 -4 37 72 1.26
150 28 No 25mm 13mm 1 53 45 -7 38 71 3.21
150 28 No 25mm 13mm 2 55 48 -7 39 70 3.26
150 50 Yes 50mm 13mm 1 56 47 -8 47 62 3.21
150 50 Yes 50mm 13mm 2 60 50 -10 50 59 3.26
150 80 Yes 50mm 13mm 1 60 50 -10 55 55 3.21
150 80 Yes 50mm 13mm 2 64 56 -8 59 50 3.26
150 80 No 50mm 13mm 2 57 54 -4 44 65 3.26
200 0 No Nil None 0 45 40 -4 39 69 1.46
200 0 No Nil 13mm 1 45 41 -5 39 69 1.55
200 28 No 25mm 13mm 1 54 46 -8 40 68 3.50
200 28 No 25mm 13mm 2 56 49 -7 41 67 3.55
200 50 Yes 50mm 13mm 1 57 48 -9 49 59 3.50
200 50 Yes 50mm 13mm 2 61 51 -10 52 56 3.55
200 80 Yes 50mm 13mm 1 61 51 -10 57 52 3.50
200 80 Yes 50mm 13mm 2 66 57 -9 61 47 3.55
200 80 No 50mm 13mm 2 60 55 -4 46 62 3.55
250 0 No Nil None 0 47 42 -5 41 67 1.75
250 0 No Nil 13mm 1 47 42 -5 41 67 1.84
250 28 No 25mm 13mm 1 56 47 -9 42 66 3.79
250 28 No 25mm 13mm 2 58 50 -8 43 65 3.84
250 50 Yes 50mm 13mm 1 59 50 -10 51 57 3.79
250 50 Yes 50mm 13mm 2 62 51 -11 54 54 3.84
250 80 Yes 50mm 13mm 1 62 51 -11 59 50 3.79
250 80 Yes 50mm 13mm 2 67 57 -10 63 45 3.84
250 80 No 50mm 13mm 2 61 56 -5 48 60 3.84
Floor/ceiling assemblies shown shaded meet NZBC intertenancy requirement for STC55 and IIC55
Ctr
Lnw+C1
SFP 2012

Table 5. 20mm timber T&G plank floor covering
Floor
Thickness
Table 6. Tiles on a resilient underlay sheet
Floor
Thickness
Ceiling Cavity
Space (mm)
Ceiling Cavity
Space (mm)
Resilient
Hangers
Resilient
Hangers
Insulation Batt
thickness
Insulation Batt
thickness
Plasterboard
ceiling lining
Plasterboard
ceiling lining
Number of
lining sheets
Number of
lining sheets
Airborne Noise
STC or Rw Rw+CtrRw
Impact Noise
Airborne Noise Impact Noise
Thermal Insulation
R-value (m.2K/W)
Thermal Insulation
R-value (m.2K/W)
STC or Rw Rw+CtrRw Ctr Floor IIC Lnw+C1
150 0 No Nil None 0 43 39 -4 44 65 1.19
150 0 No Nil 13mm 1 44 40 -4 44 65 1.28
150 28 No 25mm 13mm 1 53 45 -7 44 64 3.23
150 28 No 25mm 13mm 2 55 48 -7 45 63 3.28
150 50 Yes 50mm 13mm 1 56 47 -8 47 61 3.23
150 50 Yes 50mm 13mm 2 60 50 -10 49 59 3.28
150 80 Yes 50mm 13mm 1 60 50 -10 50 55 3.23
150 80 Yes 50mm 13mm 2 64 56 -8 53 52 3.28
150 80 No 50mm 13mm 2 57 54 -4 49 59 3.28
SFP 2012 12 Copyright © Supercrete Limited 2008
Ctr
Floor IIC
150 0 No Nil None 0 43 39 -4 34 75 1.30
150 0 No Nil 13mm 1 44 40 -4 34 75 1.39
150 28 No 25mm 13mm 1 53 45 -7 35 74 3.34
150 28 No 25mm 13mm 2 55 48 -7 36 73 3.39
150 50 Yes 50mm 13mm 1 56 47 -8 44 65 3.34
150 50 Yes 50mm 13mm 2 60 50 -10 47 62 3.39
150 80 Yes 50mm 13mm 1 60 50 -10 52 58 3.34
150 80 Yes 50mm 13mm 2 64 56 -8 56 53 3.39
150 80 No 50mm 13mm 2 57 54 -4 41 68 3.39
200 0 No Nil None 0 45 40 -4 36 72 1.59
200 0 No Nil 13mm 1 45 41 -5 36 72 1.68
200 28 No 25mm 13mm 1 54 46 -8 37 71 3.63
200 28 No 25mm 13mm 2 56 49 -7 38 70 3.68
200 50 Yes 50mm 13mm 1 57 48 -9 46 62 3.63
200 50 Yes 50mm 13mm 2 61 51 -10 49 59 3.68
200 80 Yes 50mm 13mm 1 61 51 -10 54 55 3.63
200 80 Yes 50mm 13mm 2 66 57 -9 58 50 3.68
200 80 No 50mm 13mm 2 60 55 -4 43 65 3.68
250 0 No Nil None 0 47 42 -5 38 71 1.88
250 0 No Nil 13mm 1 47 42 -5 38 71 1.97
250 28 No 25mm 13mm 1 56 47 -9 39 70 3.92
250 28 No 25mm 13mm 2 58 50 -8 40 69 3.97
250 50 Yes 50mm 13mm 1 59 50 -10 48 61 3.92
250 50 Yes 50mm 13mm 2 62 51 -11 51 58 3.97
250 80 Yes 50mm 13mm 1 62 51 -11 56 54 3.92
250 80 Yes 50mm 13mm 2 67 57 -10 60 49 3.97
250 80 No 50mm 13mm 2 61 56 -5 45 64 3.97
Floor/ceiling assemblies shown shaded meet NZBC intertenancy requirement for STC55 and IIC55
200 0 No Nil None 0 45 40 -4 46 62 1.48
200 0 No Nil 13mm 1 45 41 -5 46 62 1.57
200 28 No 25mm 13mm 1 54 46 -8 46 61 3.52
200 28 No 25mm 13mm 2 56 49 -7 47 60 3.57
200 50 Yes 50mm 13mm 1 57 48 -9 49 58 3.52
200 50 Yes 50mm 13mm 2 61 51 -10 51 56 3.57
200 80 Yes 50mm 13mm 1 61 51 -10 52 52 3.52
200 80 Yes 50mm 13mm 2 66 57 -9 55 49 3.57
200 80 No 50mm 13mm 2 60 55 -4 51 56 3.57
250 0 No Nil None 0 47 42 -5 48 61 1.77
250 0 No Nil 13mm 1 47 42 -5 48 61 1.86
250 28 No 25mm 13mm 1 56 47 -9 48 60 3.81
250 28 No 25mm 13mm 2 58 50 -8 49 59 3.86
250 50 Yes 50mm 13mm 1 59 50 -10 51 57 3.81
250 50 Yes 50mm 13mm 2 62 51 -11 53 55 3.86
250 80 Yes 50mm 13mm 1 62 51 -11 54 51 3.81
250 80 Yes 50mm 13mm 2 67 57 -10 57 48 3.86
250 80 No 50mm 13mm 2 61 56 -5 53 55 3.86
Floor/ceiling assemblies shown shaded meet NZBC intertenancy requirement for STC55 and IIC55
Lnw+C1

Table 7. 20mm timber T&G plank floor covering on a resilient underlay sheet
Floor
Thickness
Table 8. Carpet on underlay sheet
Floor
Thickness
Ceiling Cavity
Space (mm)
Ceiling Cavity
Space (mm)
Resilient
Hangers
Resilient
Hangers
Copyright © Supercrete Limited 2008
Insulation Batt
thickness
Insulation Batt
thickness
Plasterboard
ceiling lining
Plasterboard
ceiling lining
Number of
lining sheets
Number of
lining sheets
13
Airborne Noise
STC or Rw Rw+CtrRw
Airborne Noise
Impact Noise
Floor IIC
Impact Noise
Thermal Insulation
R-value (m.2K/W)
150 0 No Nil None 0 43 39 -4 46 63 1.39
150 0 No Nil 13mm 1 44 40 -4 46 63 1.48
150 28 No 25mm 13mm 1 53 45 -7 46 62 3.43
150 28 No 25mm 13mm 2 55 48 -7 47 61 3.48
150 50 Yes 50mm 13mm 1 56 47 -8 49 59 3.43
150 50 Yes 50mm 13mm 2 60 50 -10 51 57 3.48
150 80 Yes 50mm 13mm 1 60 50 -10 52 53 3.43
150 80 Yes 50mm 13mm 2 64 56 -8 55 50 3.48
150 80 No 50mm 13mm 2 57 54 -4 51 57 3.48
200 0 No Nil None 0 45 40 -4 48 60 1.68
200 0 No Nil 13mm 1 45 41 -5 48 60 1.77
200 28 No 25mm 13mm 1 54 46 -8 48 59 3.72
200 28 No 25mm 13mm 2 56 49 -7 49 58 3.77
200 50 Yes 50mm 13mm 1 57 48 -9 51 56 3.72
200 50 Yes 50mm 13mm 2 61 51 -10 53 54 3.77
200 80 Yes 50mm 13mm 1 61 51 -10 54 50 3.72
200 80 Yes 50mm 13mm 2 66 57 -9 57 47 3.77
200 80 No 50mm 13mm 2 60 55 -4 53 54 3.77
250 0 No Nil None 0 47 42 -5 50 59 1.97
250 0 No Nil 13mm 1 47 42 -5 50 59 2.06
250 28 No 25mm 13mm 1 56 47 -9 50 58 4.01
250 28 No 25mm 13mm 2 58 50 -8 51 57 4.06
250 50 Yes 50mm 13mm 1 59 50 -10 53 55 4.01
250 50 Yes 50mm 13mm 2 62 51 -11 55 53 4.06
250 80 Yes 50mm 13mm 1 62 51 -11 56 49 4.01
250 80 Yes 50mm 13mm 2 67 57 -10 59 46 4.06
250 80 No 50mm 13mm 2 61 56 -5 55 53 4.06
Floor/ceiling assemblies shown shaded meet NZBC intertenancy requirement for STC55 and IIC55
Thermal Insulation
R-value (m.2K/W)
STC or Rw Rw+CtrRw Ctr Floor IIC Lnw+C1
150 0 No Nil None 0 43 39 -4 70 39 1.49
150 0 No Nil 13mm 1 44 40 -4 70 39 1.58
150 28 No 25mm 13mm 1 53 45 -7 70 38 3.53
150 28 No 25mm 13mm 2 55 48 -7 71 37 3.58
150 50 Yes 50mm 13mm 1 56 47 -8 73 35 3.53
150 50 Yes 50mm 13mm 2 60 50 -10 75 33 3.58
150 80 Yes 50mm 13mm 1 60 50 -10 76 29 3.53
150 80 Yes 50mm 13mm 2 64 56 -8 79 26 3.58
150 80 No 50mm 13mm 2 57 54 -4 75 33 3.58
200 0 No Nil None 0 45 40 -4 72 36 1.78
200 0 No Nil 13mm 1 45 41 -5 72 36 1.87
200 28 No 25mm 13mm 1 54 46 -8 72 35 3.82
200 28 No 25mm 13mm 2 56 49 -7 73 34 3.87
200 50 Yes 50mm 13mm 1 57 48 -9 75 32 3.82
200 50 Yes 50mm 13mm 2 61 51 -10 77 30 3.87
200 80 Yes 50mm 13mm 1 61 51 -10 78 26 3.82
200 80 Yes 50mm 13mm 2 66 57 -9 81 23 3.87
200 80 No 50mm 13mm 2 60 55 -4 77 30 3.87
250 0 No Nil None 0 47 42 -5 74 35 2.07
250 0 No Nil 13mm 1 47 42 -5 74 35 2.16
250 28 No 25mm 13mm 1 56 47 -9 74 34 4.11
250 28 No 25mm 13mm 2 58 50 -8 75 33 4.16
250 50 Yes 50mm 13mm 1 59 50 -10 77 31 4.11
250 50 Yes 50mm 13mm 2 62 51 -11 79 29 4.16
250 80 Yes 50mm 13mm 1 62 51 -11 80 25 4.11
250 80 Yes 50mm 13mm 2 67 57 -10 83 22 4.16
250 80 No 50mm 13mm 2 61 56 -5 79 29 4.16
Floor/ceiling assemblies shown shaded meet NZBC intertenancy requirement for STC55 and IIC55
Ctr
Lnw+C1
SFP 2012

1.4 Fire Performance
1.4.1 Fire
The New Zealand Building Code only requires a floor
assembly to resist fire if it is an inter-tenancy floor, such
as those in multi-residential apartments or commercial
offices, or certain industrial applications, etc. However, in any
building, whether it is a home or a work place, preventing
the spread of fire is a sensible aim for designers and building
owners.
Timber floor structures are flammable and often only
protected by thin plasterboard sheeting underneath. They
are not good resistors of fire between storeys.
Dense reinforced concrete and steel are not flammable, but
because they are poor insulators and good conductors of
heat, within a short period of being subjected to the intense
heat of a fire below, the steel (both the supporting beams
and the reinforcement rods within the concrete floor) will
soften and lose yield strength. The heat causes expansion
of the steel reinforcing rods and the stone aggregate
chips within dense concrete. The differential movement of
the steel, stones, sand and cement in the slabs can cause
cracking and flaking of the concrete. The reduced strength
of the steel, combined with these expansion cracks and the
heavy self weight of the floor, can lead to collapse. There
have been numerous structural failures of heavy concrete
floors under fire load in recent years.
Using Supercrete Structural Floor Panels reduces the
chances of failure in a fire situation. Supercrete possesses
many fire resisting properties;
• Supercrete Panels will not burn, smoulder or smokethey
are totally non flammable.
• Supercrete Panels have no stone chip aggregateonly
powdered ingredients - so there is no differential
thermal expansion rates within it to cause cracking and
flaking.
• Supercrete has a cellular structure which provides
great insulation, protecting the reinforcement from heat.
• Supercrete has a slow thermal lag time, or thermal
inertia, meaning heat takes a long time to pass through
it.
• Supercrete has a low self weight, so the forces acting
on a floor experiencing fire loads are less.
1.4.2 Fire Resistance Ratings
Fire Resistance Ratings (FFR) are given in minutes of fire
resistance for three categories:
• Structural Adequacy
• Integrity
• Insulation
The tested ratings in each category are rounded down to
the nearest to the following increments; 30, 60, 90, 120, 180,
& 240 minutes. Test furnaces are shut down at 241 minutes,
giving a maximum possible rating of four hours.
For instance, a floor may have a 180/120/90 FRR for
structural adequacy/integrity/insulation respectively. Non
load bearing items, such as screen partitions may have no
structural requirement and may have ratings expressed
without any number for structural adequacy (i.e. -/30/30).
In New Zealand, the building code requirements for
Fire Resistance Ratings depend upon the building type,
occupant load and the activities within the building. Typically,
inter-tenancy floors require at least a 30/30/30 rating, but
this may be much higher based on the fire calculations
contained within Section C of the New Zealand Building
Code.
1.4.3 Fire Resisting Supercrete
As the requirement to resist more minutes of fire increases,
the permissible span of Supercrete Structural Floor
Panels decreases.
All Supercrete Structural Floor Panels achieve at least a
90/90/90 FRR. Structural capacity then governs the panel
spans, but it results in a minimum 90 minute FRR for all
panel thicknesses.
By increasing the cover to the steel reinforcing, which in
turn slightly reduces the maximum span for the panel under
a given load, greater resistance to fire is achieved, up to a
three hour, 180/180/180 FRR.
The Span Chart for all these fire-rated panels is shown in
Tables 9 & 10, page 17.
Very few building products can achieve such high fire
resistance ratings. Supercrete is the ideal choice for
protecting building investments.
SFP 2012 14 Copyright © Supercrete Limited 2008

1.5 Other System Features and
Benefits
1.5.1 Light weight
The low density and reduced weight of Supercrete
AAC compared to standard dense concrete has many
advantages.
• From a transporting point of view, more square metres
of surface area can be trucked to site, per truck, than
conventional heavy pre-cast elements. This can reduce
freight costs, especially to remote sites.
• Panels can be manhandled from their upright position
on the pallet, to their horizontal position for crane lifting.
Fitting a lifting cradle to a panel.
• A small hoist, mini-crane or truck crane can lift the
panels, reducing the cost of lifting equipment (long
reach sites may still need a large crane).
• The panels can be supported by smaller, more
economic beams, columns, lintels and foundations, etc,
resulting in greater economic savings throughout the
structure.
• The reduced mid floor mass lowers the horizontal
seismic forces that the building must be designed to
resist, as these are directly proportional to the overall
mass of the building. With less mass, there is less seismic
force, and hence a lower bracing capacity can be used
in the structure. This not only gives an economic saving,
but inherently, the building will be safer in an earthquake,
as the earthquake forces are all lower in magnitude.
1.5.2 Easily Worked
Pre-cast dense concrete panels are notoriously hard to cut
and shape on site, as they are usually made from very hard,
high strength concrete. This can lead to on site difficulties
if panels are not quite the right size, or need service
penetrations cut through them.
Supercrete Structural Floor Panels are easy to cut and
shape. The material has the same density as timber and the
steel reinforcing is easily cut. Standard carpentry power
tools, fitted with diamond blades, swiftly slice any excess
panel off, and small service holes can be easily cut or drilled.
Copyright © Supercrete Limited 2008
15
1.5.3 Non Toxic
Supercrete is made from sand, cement, lime and water,
crystallized into a comparatively inert material. It does not
give off any toxic gases or harmful substances. Supercrete
is a safe product to specify for any building environment.
1.5.4 Long Life
As a mineral product, Supercrete will not rot, burn, decay
or degrade in any way during a buildings’ lifespan. It is a
long life product that will out last organic based building
materials or corrosion prone elements.
1.5.5 Versatile
Because Supercrete Structural Floor Panels are so easily
worked, lightweight and durable, they can be used for both
interior floors and exterior decks and balconies. They can
even be mounted on sloping walls, or raking portals to
become roof panels- ideal for fully fire rated buildings
Supercrete Structural Floor Panels can be
laid on a slope to form a roof surface.
1.5.6 Dimensionally Stable
The autoclaving process that fuses the Supercrete
ingredients into calcium silicate hydrate crystals, results in a
material that is dimensionally stable. Whilst dense concrete
has a shrinkage rate of around 0.7 mm - 0.8 mm/M once
cured, Supercrete products have only one quarter
of that potential movement, at around 0.2 mm/M. This
results in less stress on wall coatings at mid-floor junctions,
especially when all wall and floor elements are made from
Supercrete.
1.5.7 Guaranteed
All Supercrete Structural Floor Panels are guaranteed for
10 years against manufacturing defect and the Supercrete
Installer supplies a producer statement for installation and 5
year guarantee for the workmanship (grout filling, etc).
Naturally, as a concrete product, Supercrete Structural
Floor Panels meet the 50 year durability requirements of
the New Zealand Building Code.
SFP 2012

2.0 Design Considerations
2.1 General Design Criteria
2.1.1 Panel Layout
As with all types of floor design, the span between the
supporting structure, the orientation and size of the
support structure and the orientation of the floor panels
themselves, all need to be taken into consideration when
the preliminary design is prepared. These may impose
constraints on the possible arrangement and size of the
structure. As a general rule, Supercrete Structural Floor
Panels are better if all oriented in the same direction, so
that ring anchor reinforcing can be continuous. However,
this is not a mandatory requirement and it is often
necessary to orient panels in both north/south and east/
west directions (for instance) on the same floor level, to
make better use of the supporting structure, or to make
the supporting structure more cost effective.
Typical ring anchor set out
Detail No. SFP 2-0
Line of
support
below
Typical corner ring anchor setout
Line of
support
below
Setout of ring anchor with panels staggered
Line of
support
below
Ring
anchor
D 12
Ring
anchor
D 12
400 Lap
Setout of ring anchor with adjoining panels
40 min
40 min
2.1.2 Panel Thickness
It is often more economic to install all panels on a particular
level using the same panel thickness, even though some of
the panels with shorter spans could be of a lesser thickness,
as allowed by the load/span tables. This is because the
additional work involved in providing two levels of support
for the differing thicknesses, is outweighed by the additional
cost for some of the panels to be thicker than needed for
strength requirements. However differing panel thickness
can be used to advantage, for example, to give a step down
to a deck from a main floor, or for floor level showers or
wet areas needing to be set to a fall (see Details SFP 2-1
& SFP 2-2, pages 18 & 19).
Where free form or non rectangular floors are required,
additional care must be exercised to ensure that panels
that require site cutting, to fit the irregular shape, still have
sufficient edge support. For example, you cannot have
an angled panel tapering to zero width, without an outer
support following the angle. For these types of floors, it
is best to design the panel layout at the same time as the
overall design is being developed, so that full panel support
is incorporated in the design.
Floor panels in different orientations to suit
spans and supports.
Ring anchor steel is laced between the panels.
SFP 2012 16 Copyright © Supercrete Limited 2008

Table 9. Span Chart – Max. Clear Spans of Supercrete Structural Floor Panels
with flexible floor coverings (L/250 deflection)
Live Load (kPa)
Superimposed Dead
load (kPa)
Panel
Thickness
150
175
200
225
250
200
225
250
200
225
250
Table 10. Span Chart – Max. Clear Spans of Supercrete Structural Floor Panels
with rigid floor coverings/wall on top (L/600 deflection)
Live Load (kPa)
Superimposed Dead
load (kPa)
Panel
Thickness
150
175
200
225
250
200
225
250
200
225
250
Clear
Cover
20mm
39mm
50mm
Clear
Cover
20mm
39mm
50mm
FRL
90
(min)
120
(min)
180
(min)
FRL
90
(min)
120
(min)
180
(min)
0.25
Copyright © Supercrete Limited 2008
0.00 0.50 1.00 0.00 0.50 1.00 0.00 0.50 1.00 0.00 0.50 1.00 0.00 0.50 1.00 0.00 0.50 1.00
4.70 4.20 3.85 4.00 3.75 3.55 3.80 3.60 3.45 3.60 3.40 3.25 3.40 3.25 3.10 3.20 3.10 3.00
5.20 4.70 4.35 4.55 4.25 4.00 4.35 4.10 3.90 4.05 3.85 3.70 3.85 3.70 3.55 3.65 3.54 3.40
5.46 (5.60)
5.15 4.80 5.00 4.70 4.45 4.80 4.55 4.30 4.50 4.30 4.10 4.25 4.10 3.95 4.10 3.95 3.80
5.46 5.46
(5.70) (5.60)
5.20 5.40 5.10 4.85 5.25 4.95 4.70 4.90 4.70 4.50 4.68 4.50 4.35 4.45 4.30 4.20
5.46 5.46 5,46 5.46 5.46
(5.70) (5.70) (5.60) (5.70) (5.50)
5.25
5.46
(5.65)
5.35 5.10 5.30 5.10 4.90 5.05 4.85 4.70 4.85 4.70 4.55
5.25 4.80 4.40 4.60 4.35 4.10 4.45 4.20 4.00 4.05 3.95 3.80 3.90 3.75 3.65 3.75 3.63 3.50
5.46 (5.70)
5.20 4.90 5.10 4.80 4.55 4.90 4.60 4.40 4.60 4.40 4.20 4.35 4.20 4.05 4.15 4.00 3.90
5.46 5.46 5.30 5.46 (5.70) (5.70) (5.50)
5.20 4.95 5.30 5.00 4.80 5.00 4.80 4.60 4.75 4.55 4.40 4.55 4.40 4.25
5.00 4.45 4.10 4.27 4.00 3.75 4.10 3.85 2.65 3.80 3.60 3.45 3.50 3.30 3.10 3.00 2.83 2.68
5.46 (5.50)
5.05 4.70 4.85 4.55 4.30 4.70 4.40 4.20 4.40 4.15 4.00 4.15 3.95 3.80 3.95 3.80 3.70
5.46 5.46
(5.70) (5.50)
5.10 5.30 5.00 4.70 5.10 4.85 4.60 4.80 4.60 4.40 4.55 4.35 4.20 4.35 4.20 4.05
0.25
1.50
1.50
0.00 0.50 1.00 0.00 0.50 1.00 0.00 0.50 1.00 0.00 0.50 1.00 0.00 0.50 1.00 0.00 0.50 1.00
3.50 3.20 2.95 3.09 2.86 2.70 2.95 2.77 2.62 2.75 2.60 2.50 2.60 2.48 2.38 2.47 2.37 2.30
3.95 3.55 3.32 3.45 3.22 3.05 3.30 3.10 2.95 3.10 2.95 2.80 2.90 2.80 2.70 2.80 2.70 2.60
4.30 3.90 3.65 3.80 3.55 3.37 3.65 3.45 3.29 3.43 3.25 3.10 3.25 3.10 3.00 3.10 3.00 2.90
4.60 4.24 3.95 4.10 3.85 3.68 3.95 3.76 3.60 3.73 3.55 3.40 3.55 3.40 3.20 3.40 3.28 3.18
4.90 4.55 4.25 4.40 4.17 3.96 4.25 4.05 3.88 4.00 3.85 3.70 3.85 3.70 3.57 3.67 3.65 3.45
3.95 3.60 3.35 3.50 3.30 3.10 3.40 3.20 3.05 3.15 3.00 2.90 3.02 2.90 2.80 2.89 2.78 2.70
4.30 3.95 3.70 3.85 3.63 3.45 3.70 3.53 3.35 3.50 3.35 3.20 3.33 3.20 3.20 3.20 3.08 3.00
4.60 4.30 4.05 4.15 3.95 3.75 4.05 3.85 3.67 3.80 3.60 3.50 3.64 3.50 3.40 3.50 3.37 3.27
3.70 3.40 3.15 3.30 3.10 2.95 3.18 3.00 2.87 3.00 2.85 2.74 2.80 2.70 2.62 2.70 2.60 2.50
4.15 3.85 3.60 3.70 3.50 3.30 3.60 3.40 3.25 3.40 3.25 3.10 3.20 3.10 3.00 3.05 2.98 2.90
4.50 4.15 3.90 4.05 3.80 3.65 3.90 3.70 3.55 3.70 3.55 3.40 3.52 3.40 3.10 3.35 3.27 3.18
17
2.00
2.00
3.00
Maximum Clear Span (metres)
3.00
Maximum Clear Span (metres)
Note: When ordering panels, minimum total panel length = clear Span plus 70mm bearing at each end (140mm)
Spans shown in brackets are only possible for large volume orders and may incur higher freight charges
5.46metres is the maximum Clear Span (Total Length = 5.46 + 0.14 = 5.60m) of standard panels.
Refer to Supercrete Distributor before incorporating larger spans into designs and allow Span/80 for the bearing dimension
4.00
4.00
5.00
5.00
SFP 2012

Structural Floor Panel balcony step down detail
Detail No. SFP 2-1
Pre-cast Supercrete
structural Lintel or cast
insitu concrete lintel
Supercoat Coating System or
plasterboard linings
Timber reveal
Selected aluminium joinery
Timber reveal
Air seal and timber
packer
Selected floor finish
Supercrete
Structural Floor Panels
Ceiling linings
Suspended ceiling system
Cast insitu concrete
Bond Beam (17.5mpa)
Internal linings Supercoat
Coating System or
plasterboard linings
50mm min (edge support)
NOTE: Refer to Supercrete Block Design Manual for information on masonry walls.
Supercoat Coating System
Seal between joinery and block
with Holdfast FIXALL 220LM
MS sealant
10° fall on plastered
head to provide drip
Plastered Supercrete
Blocks in elevation
Seal between aluminium
joinery and tile with Holdfast
FIXALL 220LM MS sealant
Selected ceramic tiles
Supercoat Tanking Membrane
over sill and screed
Supercoat Superbuild Render
or mortar bed screed to
minimum 1.5” fall
70mm min (end support)
150,175, 200, 225 or
250mm
Supercrete
Structural Floor
Panels
Supercoat Coating System
200 min, 250 or 300 external
Supercrete Blocks
SFP 2012 18 Copyright © Supercrete Limited 2008

Structural Floor Panel floor step down (typical wet area)
Detail No. SFP 2-2
Selected ceramic tiles on adhesive on Supercoat
Superbuild Render or similar mortar bed screed to create fall
Selected tile edging
Selected floor covering
200mm Supercrete
Structural Floor Panels
Suspended ceiling system
2.1.3 Gravity Loads
Copyright © Supercrete Limited 2008
19
Supercoat Tanking Membrane over screed
150mm Supercrete Structural Floor Panels
70mm min panel end support 50 50mm min panel edge support
Supercrete Structural Floor Panels are principally
designed to resist the dead and live loads imposed on them
by the force of gravity.
Dead loads are the loads arising from the permanent
structure (i.e. the mass of all structural components which
cannot be safely removed, without making the building
unable to resist all the applied design loads, and without
compromising the shelter and waterproofing requirements
of the structure). The weight of the panel is allowed for
in the design tables and the only dead load that must be
considered is the “superimposed” dead load which includes
all the other dead loads (e.g. suspended ceiling).
Live loads are all the moveable loads on the structure
which are not permanent, whether they be from weather
(i.e. wind and snow loads), seismic events, or from the use
of the building (i.e. the mass of the people using the building
plus the items they place in the building to carry out that
use). Floor coverings are considered as moveable and are
included in the live load specifications of AS/NZS 1170 and
are therefore not included with the dead load. Generally,
Supercrete Structural Floor Panels are not designed for
high concentrated loads, but non load bearing partitions are
acceptable, providing it can be guaranteed that roof loads
cannot be transferred down on to the floor panels. Solid
masonry Supercrete walls all require direct support due
to their mass. This support can be in the form of aligned
block walls in the storey below, or support beams made
from steel or reinforced concrete.
The normal residential design load of 1.5kPa is
approximately equivalent to a single layer of 200mm
Supercrete Block spread evenly over the floor. It is not
possible to sit pallets of Supercrete Block or other heavy
construction materials on the floor without substantial
propping to the underside of the panel. This fact should be
noted on all relevant construction drawings.
200mm Supercrete internal block walls
Interior lining Supercoat Coating System or
plasterboard linings
Construction loads should be spread evenly.
Design of the panels for the live and dead loads is carried
out first to establish the panel thickness and orientation.
This can be done by the designer using the span load limits
given in the span tables, page 17. The loads in these tables
are unfactored design loads, without the combination
multipliers required by AS/NZS 1170. This is all that needs
to be done at this stage of the design, as the individual
panel design is carried out at the time of order, which is
when the actual reinforcement requirement for each panel
is determined by the manufacturer. To assist with this, it is
helpful if the designer can provide a panel schedule listing
the required length of each panel with its thickness, live
load, and superimposed dead load. A form for supplying
this information is given in Appendix A, page 51. Each type
of panel is given a different code number at this stage so
that they can be identified when they arrive on site. It is
not uncommon to have a lot of the same length panels
of the same thickness, which may have been designed for
different loads and support conditions. Also, some panels
may have been designed with extra reinforcing to enable
openings to be cut into them, so it is essential that these
panels can be correctly identified.
SFP 2012

2.1.4 Holes and Penetrations
The size and location of any panel penetrations, holes or
chases should be specified on the schedule at the time
of order, with an accompanying dimensioned diagram, so
that sufficient reinforcing can be placed around them. The
maximum width of any opening in a panel is 200mm or 1/3
of the panel width, whichever is the lesser. This means that
the maximum width of an unsupported opening in a floor
is 400mm if the hole is centred on a panel joint. See Detail
SFP 2-3, below for permissible sizes.
Penetrations in floor panels
Detail No. SFP 2-3
200mm
max
200mm
200mm
600 600 600 600 600
400mm
max
200mm
200mm
200 min 200 min
For opening widths wider than 400mm these are best
constructed with a full width steel frame inserted between,
and supported by the panels adjacent to the opening. See
Detail SFP 2-4, on the following page. This requires the
width of the opening to be made up using specific width
panels – it is not advisable to cut partly into a panel for an
opening in this case, as it will cause a stress raiser in the
corner of the cut. This arrangement also ensures that all
panels have the correct reinforcement for their location. If
the adjacent panels are supporting hangers, the location of
these should also be included with the schedule of panels.
Supercrete Structural Floor Panels
600mm 600mm 600mm 600mm 600mm
Multiple holes in single panel
to be aligned longitudinally
Steel panel hanger required
for full width openings
SFP 2012 20 Copyright © Supercrete Limited 2008
200mm
NOTES:
1. Width of opening to be less than one third of
panel width.
All panels shown are 600mm wide but can be
300-600mm.
2. Penetrations should be specified at the time of
ordering to ensure additional reinforcement is
allowed for around openings.
3. Notches should not be overcut as additional
reinforcement may be cut which could
significantly reduce the panels performance.
NOTE: Where penetrations do not align.
Contact Supercrete Engineer for
design advice.
Steel panel hanger recessed into the top of panels.
Typically 80 x 8mm MS corrosion protected steel,
or similar as sized by project engineer

Full width panel openings
Detail No. SFP 2-4
Supercrete Structural
Floor Panels
Steel panel hanger recessed into top
of panel for full width openings
Hanger sized by engineer to suit panel
span and load conditions
Cutting Supercrete Structural Floor Panels for chimney projections
Detail No. SFP 2-5
Steel panel hanger recessed into
top of panel for full width openings
Hanger sized by engineer to suit panel
span and load conditions
Supercrete Structural Floor Panels
Copyright © Supercrete Limited 2008
Chimney flue
21
Steel support beam
200 200
80 x 8 mm MS corrosion protected
bracket recessed into the top of panels.
D12 Ring anchor
reinforcement
60mm wide steel cleats with
slotted holes for ring anchor
reinforcement @ 600mm crss
Steel panel hanger recessed
into the top of panels.
Typically 80 x 8mm MS
corrosion protected steel,
or similar as sized by
project engineer
D12 ring anchor
reinforcement
60 x 6mm wide steel
cleats with slotted holes
from ring anchor reinforcing
at 600mm crss
Steel beam support
SFP 2012

Cantilevered Supercrete Structural Floor Panels
Detail No. SFP 2-6
Panel support needs to allow for uplift
from cantilevered panel end
Panel support needs to allow for uplift
from cantilevered panel end
2.1.5 Cantilevered Panels
2400minimum
Cantilevered panel restraints for 200, 225, & 250mm
Supercrete Structural Floor Panels
1800 minimum
Supercrete Structural Floor Panels can be cantilevered,
providing the cantilevered length does not exceed one
third of the panel length, but with a maximum of 1.2
metres for 200mm thick panels or greater, and 900mm for
150 and 175mm thick panels, see Detail SFP 2-6 above.
Cantilevering of panels that require a concentrated load on
the outer end (e.g. a solid masonry balustrade) should not
be considered and concentrated loads along the outside
longitudinal edge of panels is also not allowable. Load
conditions on cantilevered panels need to be checked by
the project engineer, to ensure that there is not an uplift
problem at the opposite end of the panel to the cantilever.
2.1.6 Support of Panels
2.1.6.1 Supercrete Block Supports
Where the end, or sides, of Supercrete Structural Floor
Panels are supported on Supercrete Block walls, there
are a number of configurations that the panel support,
bond beam and floor ring anchor may take. These
Cantilever up to 1/3 of panel length
with maximum of 900mm
Cantilevered panel restraints for 150 & 175mm
Supercrete Structural Floor Panels
Cantilever up to 1/3 of panel length
with maximum of 1200mm
200, 225, or 250mm Supercrete
Structural Floor Panels
Bond Beam and facing blocks
External Supercrete Block wall
200mm min, 250, or 300
150, or 175mm Supercrete Structural
Floor Panels
Bond Beam and facing blocks
External Supercrete Block wall 200mm
min, 250, or 300
are shown in Figure 1, page 23 and these bond beam
types should be referred to by number when preparing
construction plans.
Type 5 can be used where the ring anchor is also used as
the bond beam to stiffen the top of the wall.
However, if this option is adopted, the block walls should
be propped at the time of placing the floor panels, as they
may have insufficient resistance to any lateral forces that
might be imposed on them during the installation of the
panels. These props should remain in place until the ring
anchor/bond beam is poured and cured. Types 2, 7 and 9
have cured bond beams prior to panel placement and are
therefore more rigid and do not require propping.
The vertical reinforcing in the block walls (normally M12
threaded rod) are cast into the ring anchor and bond beam,
and these transfer the lateral forces from a floor diaphragm
into the block bracing walls and hence to the foundations.
SFP 2012 22 Copyright © Supercrete Limited 2008

Selected Supercoat Coating
System
1.5 - 3.5 mm Hebel thin bed
adhesive
200, 250, or 300 mm external
Hebel Supercrete Block walls
rod and sealant
Sand/cement mortar to level
first course
Floor panel being loaded on to a Type 2 bond
beam.
50 or 100 mm Hebel Closure
Block facing to Type 1&2
Bond Beam refer to BLK 6.1
50 100
Hebel Supercrete Structural floor
panels 70 mm min seating for
end of panel
External Varies wall floor Varies panel edge support Varies detail
200, 250,
or 300mm
TYPE 2
Supercoat Coating System
200, 250, or 300mm external
Supercrete Block walls
Thick bed mortar joint raked
out for sealant at coating junction
(movement joint cut in coating)
Sand/cement mortar to level
first course
50 or 100mm
Supercrete Facing Block
to 2, 5 or 7 Bond Beam
Supercrete Structural
Floor Panels 70mm min seating
for end of panel
40mm min
Cast in-situ 17.5 MPa concrete
combined ring anchor/ Bond Beam
200, 250
or 300mm
TYPE 5
External Wall/Floor Panel End Detail
Detail No. SFP 2-7
Copyright © Supercrete Limited 2008
23
2.1.6.2 End Support
The minimum end bearing support for Supercrete
Structural Floor Panels is 60mm for panels up to 4.8 m in
length, and L/80 for panels of greater length. If possible, a
minimum bearing length of 70mm is recommended, as this
Hebel Tanking Membrane over block walls in all
tiled showers also allows a little leeway in panel placing that may occur
from any inaccuracies in beam location or wall construction.
Ceramic wall Where tiles panels fixed over are wall supported with tile on adhesive both side of a beam or
support wall, the minimum end space between the panels
Compressible is 30mm movement to allow packer the ring anchor and grout to be placed.
This means the minimum Supercrete Block wall width
for supporting panel Ceramic joins is 200mm floor tiles and on it tile is adhesive sometimes
necessary to increase the thickness of interior walls to
accommodate panel Fall seating. created Where with Hebel long panels High Build span over
render or similar mortar bed
the top of interior walls as an intermediate support as in
Detail SFP 2-14, page Tanking 29, membrane 150mm Supercrete 4 layered system Block
may still be used. 1 coat of Tanking membrane,
followed by mesh, and finished
70 End Bearingwith
2 further coats of Tanking
50 Side Bearing membrane
Figure 1.
150,175, 200, 225,OR 250 mm Hebel
Bond Beam Types
50 mm min (sides only)
Supercrete Structural Floor Panels
250 or 300mm
TYPE 7
70mm min
External wall/floor panel end support detail
(Upstairs wet area example shown)
Varies
250 or 300mm
TYPE 9
Suspended ceiling system battens
Facing block is non-structural
supported of battens supported of
permanent formwork.
hangers fixed over rind anchor bars
Do not include in bearing
dimensions.
Selected ceiling lining
Interior lining system Supercoat Coating
System or plaster board
Supercoat Tanking Membrane over block walls in all
tiled showers
Ceramic wall tiles fixed over wall with tile adhesive
Floor tiles on tile adhesive
Fall created with Supercoat Superbuild
Render or similar mortar bed
Supercoat Tanking Membrane,
(refer to Supercoat specifications)
150,175, 200, 225,or 250mm
Supercrete Structural Floor Panels
Suspended ceiling system battens
connected to hangers fixed over
ring anchor bars
Selected ceiling lining
Interior lining system Supercoat
Coating System or plaster board
SFP 2012

2.1.6.3 Side Support
The minimum side support required for Supercrete
Structural Floor Panels is 50mm. If the side support is from
a bond beam formed with Supercrete Facing Blocks on
top of a Supercrete Block wall, the panel should not rest
only on the 50mm width of the facing block as there is a
likelihood of the facing block debonding from the poured
Block to Structural Floor Panel side support
Detail No. SFP 2-8
Ring anchor reinforcement
in grout fill Selected floor finish
150, 175, 200, 225
or 250mm
Supercrete
Structural Floor
Panels
Ceiling hangers
Ceiling battens
Suspended
Ceiling
Supercoat Coating System
Cast insitu bond beam ring anchor
concrete behind. In this case, the poured concrete should
be continued right up to the inside face of the wall, or, if the
wall is wide enough, the panel should have 50mm of edge
bearing support on the bond beam poured concrete as per
bond beam Type 9 (see Figure 1, page 23).
Interior lining Supercoat Coating System or plasterboard linings
Thick bed mortar joint raked out for sealant at coating junction
Minimum for panel
side support
Optional scotia
Internal linings
Exterior Supercrete
Block wall 200mm min, 250, or
300mm blocks
Panel sides supported on Type 2 bond beam. Note the threaded hangers ready to
take the suspended ceiling grid.
SFP 2012 24 Copyright © Supercrete Limited 2008
50

A ‘Below Plane Beam’ has the panels seated on it’s top flange.
2.1.6.4 Steel Beam Supports
Steel beams are often used to support Supercrete
Structural Floor Panels where larger clear spans are
required over the floor below. These are normally I-beam
sections (UB or UC), and can be used in two ways: as
simple below plane beams underneath the panels
where the panels are supported on the top flange, as
shown in the photo above or, as in-plane beams where
the ends of the panels are fitted into the webs of the beam
and are supported on the bottom flange as shown on the
following page.
Below Plane Beams
Where beams are used underneath the ends of the
Supercrete Structural Floor Panels, vertical cleats are
welded along the centreline of the top flange as shown
in Detail SFP 2-9, below. These are located at each
Cleat connection to steel beams
Detail No. SFP 2-9
Supercrete
Structural Floor Panels
Copyright © Supercrete Limited 2008
25
panel joint and have slotted holes through them for the
ring anchor reinforcing to pass through. The slotted holes
allow some installation tolerance in fitting the panels but
on complicated panel layouts, it may be necessary to
site weld some of the cleats during panel installation, to
ensure correct placement. With panels joining on a steel
beam, it is necessary to have at least a 170mm top flange
for full bearing support of the panel ends. Use of UC
sections gives wider flanges and may be preferable to UB
sections – beam sizing may need to be determined from
the flange size rather than the bending or shear capacity of
the section. It is possible to attach additional plates to the
top of the top flange to provide a wider bearing surface on
smaller section beams.
Reinforcing parallel to the steel beam in the panel end joint
is not required as the steel beam serves this purpose as
well as being the support.
D12 ring anchor
reinforcement
60 x 6mm steel cleats with slotted
holes for ring anchor reinforcing
at 600mm crss
Steel Universal Beam (UB)
Cleats for Joining Panels on Steel Beams
17
7 7
60 x 6mm
22 16 22
H = d -10 mm
Ring Anchor Steel
Cleat detail
NOTE:
1) All dimensions are in mm
2) d= Supercrete Structural
Floor Panel Depth
3) Weld to steel support with 6mm
CFW. (continuous fillet weld all
around)
SFP 2012

Below plane beams are usually concealed by the
suspended ceiling.
In-Plane Beams
Where there is limited headroom under the floor, or there
is no suspended ceiling to hide a beam under the floor, an
in-plane beam can be used. In this arrangement, the ends
of the panels are slid into the web space of the beam and
supported off its bottom flanges. It is important to note
that if universal beams are specified, this method cannot
be used at both ends of a floor panel as it is not physically
possible to install a panel between two in-plane universal
beams. The in plane beam is only practical where the
opposite ends of the floor panels have below plane support
(beams or supporting walls). Where parallel flange channels
are specified steel angle supports should be welded to the
web to provide seating as shown in Detail SFP 2-10, on
the following page.
In this arrangement, slotted holes need to be cut in the web
of the beam for the ring anchor reinforcing to pass through.
Depending on the size of beam being used, additional
support plates may need to be welded to the bottom
flange to provide sufficient bearing width. If the steel beam
is deeper than the floor panel thickness, a support angle
will need to be welded to the beam web to sit the panels
on as shown in Detail SFP 2-10, on the following page.
Generally, grouting between the panel ends and the beam
web is not necessary but if the design does require this, it is
possible to install wider seating plates and to taper the end
of the panel so that it is clear of the top flange at the top to
give a gap for placing the grout.
2.1.6.5 Concrete Beam Supports
Supercrete Structural Floor Panels can be supported
on precast or cast in-situ concrete beams or lintels. The
same end and edge seating dimensions apply as for other
situations.
Typically the support beam is cast or placed with the
top surface level with the underside of the panels and
a perimeter ring anchor topping to the beam is poured
to lock the panels in place, see Detail SFP 2-11, on the
following page.
An in-plane beam has the panels fitted to the web of the beam, seated on the bottom flange.
SFP 2012 26 Copyright © Supercrete Limited 2008

In-Plane Steel Beam Support
Detail No. SFP 2-10
D12 Ring Anchor
Reinforcement penetrated
through support beams
150, 175, 200, 225, 250 mm
Supercrete
Structural Floor Panels
Universal Beam seating for
floor panels (sized by
project engineer)
D12 Ring Anchor
Reinforcement penetrated
through support beams
150, 175, 200, 225, 250mm
Supercrete
Structural Floor Panels
Concrete Beam Support
Detail No. SFP 2-11
Supercrete Structural
Floor Panels
Starters @ 600mm crss
Intermediate stirrups
Copyright © Supercrete Limited 2008
10mm expansion gap
between panel and beam
70mm min for end support,
50mm min for edge support
10mm expansion gap
between panel and beam
70mm min for end support,
50mm min for edge support
27
25mm maximum rebate in panel to accommodate
steel beam flange / grout filled.
75 x 75mm steel angle floor panel support
Structural Floor Panel Support Option 1 & 2
Parallel flanged steel channel (sized by project engineer)
25mm maximum rebate in panel to accommodate
steel beam flange / grout filled.
50 x 75mm steel angle packing support
Universal Beam (sized by project engineer)
Panel Seating
70
Grout fill ring anchor grooves
Lap D12 Longitudinal
steel with starter
Leg starter 600mm into
ring anchor grove
Longitudinal beam
steel size by engineer
Concrete beam
SFP 2012

Edge Panel ring anchor
Detail No. SFP 2-12
Structural steel support beam
under panels
Overhanging Floor panels refer
to Detail SFP 2-6 for maximum
cantilever
Rebate to be
cut along the
panel edge to grout
in a ring anchor
reinforcing bar
refer to Detail
SFP 2-13, below
for rebate size
Standard Ring anchor
reinforcement in grout fill
D12 ring anchor reinforcing bar
Standard profiled rebate in
Supercrete Structural Floor Panels
Structural steel support beam
Refer SFP 2-6
2.1.6.6 Site Cut Ring Anchor
Rebates
Where floor panels overhang support
beams, or are free spanning without a
support wall under the outside panel
edge longitudinally, it is not possible to
install a conventional ring anchor. In these
situations, it is necessary to specify a rebate
chase to be cut along the panel edges to
grout a reinforcing bar into. See Detail
SFP 2-12, above.
17
7 7
22 16 22
Supercrete Structural Floor Panels
150, 175, 200, 225, or 250mm panels
M12 threaded rod bolted to
structural steel support beam
nut and washer countersunk into
panel face 30mm max
SFP 2012 28 Copyright © Supercrete Limited 2008
H = d -10 mm
Ring Anchor Steel
Cleat detail
NOTE:
1) All dimensions are in mm
2) d= Supercrete Structural
Floor Panel Depth
3) Weld to steel support with 6mm
CFW. (continuous fillet weld all
around)
Rebate details
Detail No. SFP 2-13
Floor Panel
Depth (mm)
Notch
Depth
150 55
175 to 250 80
Notch
cut-out
60
10
Notch
depth
A panel with a site cut end rebate is lifted into position.
Depth of
floor panel
Ring Anchor Site Panel Notching detail
Supercrete
Structural Floor Panel

2.1.6.7 Panel Connection to
Intermediate Supercrete Block
Support Walls
Where floor panels have an intermediate support wall, it
is necessary to connect the wall to the floor to give the
wall lateral support from the floor diaphragm, rather than
the panels just sitting on the top of the wall and being free
to move (especially in seismic events). In these situations,
there would normally be a bond beam along the top of
the Supercrete Block wall. In this case, the M12 vertical
bars in the wall are terminated in the bond beam and when
the bond beam is poured, additional D12 bars are set in
Supercrete Structural Floor Panels passing over internal block wall
Detail no. SFP 2-14
Grout filled longitudinal
ring anchors
Supercrete
Structural Floor Panels
M12 or D12 dowel pin
vertical reinforcing rod’s
epoxied into the bond beam
and grouted into 50mm Ø drilled
holes at 1000mm centres
max. These may also be
starters for block
walls above
Bond Beam reinforcing
typically 2/D12
longitudinal rods
50mm facing blocks
to bond beam
Supercrete Structural Floor Panels over midspan support beam
Detail no. SFP 2-15
Grout filled longitudinal
ring anchors
Supercrete
Structural Floor Panels
M12 or D12 dowel pin
vertical reinforcing rod’s
grouted into 50mm Ø drilled
holes at 1000mm centres
max.
Steel universal beam as
specified by project engineer
Copyright © Supercrete Limited 2008
29
the bond beam in the correct location to intersect panel
joints. Once the panels are placed, these bars are bent
down and grouted into the panel joints to lap with the ring
anchor steel. Alternatively, bars can be epoxied into holes
drilled into the bond beam after each panel is placed to
ensure correct placement of the rods. It is necessary to
rasp a groove in the edge of the panels at each rod location
so that the panels can still be placed adjacent each other
without gaps.
Intermediate Supercrete Block wall may be
150mm or greater thickness, but end or edge
support walls must be 200mm minimum.
SFP 2012

2.1.7 Internal Walls on Top of
Supercrete Structural Floor Panels
Note: Internal masonry walls must have direct support
under the panels (wall or beam below).
Where Supercrete Block walls are to be constructed
on top of the floor panels, it is necessary for these to be
dowelled to the floor to give the walls lateral shear capacity
at the base under an earthquake load. These M12 dowels
will also act as starter rods, to begin the upper wall vertical
reinforcing. As all Supercrete Block walls require direct
support from under the floor panels, it is possible to drill
150mm deep holes into the floor panels and epoxy the
starter rods into them. The first course of the upper wall
blocks is not glued to the floor panels, but treated the same
as if it was on a poured concrete slab. If the panel surface is
sufficiently smooth, the levelling mortar may be omitted and
the blocks just placed on the DPC which acts as a slip layer
for microscopic differential movement between the floor
panels and the walls.
Non load bearing timber framed partitions only require
sufficient fastenings into the floor panels to prevent lateral
movement under seismic loads – wind uplift does not
affect these walls as they are non load bearing. Expansive
type fasteners suitable for use in AAC with a 10mm
outer diameter, 100mm embedment in the floor panel at
1200mm maximum centres are generally sufficient. These
should also be placed on a layer of DPC as a slip layer to
take up any relative movement. See www.supercrete.co.nz
for fastening types.
2.1.8 Floor Covering Loads and Bonding
As with any floor system, Supercrete Structural Floor
Panels will deflect under load. This is not usually noticeable,
and flexible floor coverings such as timber or carpet,
simply move with the floor. Some floor coverings require
a more rigid floor because it has been found that over
long periods of time, cyclic deflection of the floor under
live loads can cause rigid materials, glued to the floor with
adhesive, to debond. This applies to any material that is
glued down only (e.g. ceramic floor tiles, timber floors not
supported on battens etc.). If adhesive is to be used, then
the floor deflection should be limited to span/600, and the
appropriate panel size should be selected from Table 10,
page 17 for the area where this floor covering is to be used.
This requirement for stiffer deflection ratios is no different
from any other floor system and it has nothing to do with
the weight of the floor covering.
SFP 2012 30 Copyright © Supercrete Limited 2008

2.2 Bracing Design
2.2.1 Floor Bracing - An Overview
This chapter is a guide to help building designers
understand the process by which the individual “planks” of
Supercrete Structural Floor Panels lock together to form
a floor bracing diaphragm.
Commonly, suspended concrete floors rely upon a liquid
poured concrete topping, which sets into a rigid sheet
diaphragm, to provide the horizontal load transfer. These
toppings are usually supported on a formwork of sheet
steel, thin pre-cast concrete slabs, or ribs with timber or
sheet material infill. All need time to cure and harden and all
have reasonably high mass, which increases bracing demand
on all aspects of the structure.
The Supercrete Panels, by contrast, are locked together
with a site grouted ring anchor, so that they act as one
statical sheet without the need for liquid poured toppingsa
dry diaphragm. The lack of wet topping enables upper
floor construction activities to commence directly after
laying, improving building time. The absence of heavy
concrete toppings reduces bracing requirements for
support structures.
2.2.1.1 Horizontally Applied Loads
A floor area that braces the attached supporting walls is
called a floor diaphragm. These are used to stop the walls
deflecting out of plane (perpendicular to their surface)
Floor wall
connection
(ring tie)
Shear wall Lateral load
Copyright © Supercrete Limited 2008
Load is transfered by the
slab to the shear wall
Figure 2. Force paths from horizontally applied loads
31
when horizontal loads are applied to the building. They
also channel the forces applied to the structure above
that level into the supporting bracing walls where they
can be dissipated into the foundations. Horizontal loads
that are applied to buildings have two sources; wind and
earthquakes.
Wind Loads
The air around us is composed of oxygen, nitrogen, argon,
carbon dioxide and a very small percentage of other gas
molecules. These molecules have mass. At sea level air
pressure, this mass is 1.264 kg per cubic metre, which when
moved in air currents caused by pressure imbalance from
heating and cooling, is given an acceleration relative to the
earth’s surface. A mass moving at acceleration causes a
force, which is imparted to any structure in its path. The
effect of all these air molecules hitting a building, cause a
pressure (force per square metre) against its walls and roof
surfaces, On the leeside or downwind side of the structure,
suction forces or negative pressure acts on the building as
the air molecules are dragged away by the surrounding air
movement. This pressure will be exerted on the structure,
which must be rigid enough to transfer the load to the
foundations and into the ground. Wind loads are the result
of the movement of the external air mass.
Floor slab acts as a rigid
diaphragm
Shear force
Diagonal compression strut
Accumulated shear force at
bottom storey
Foundation
SFP 2012

s
50,
mm
2
s
50,
mm
2
ing
ing
Earthquake loads
100
Earthquake loads are quite different in that they actually
originate with mass of the building itself. All buildings
have a mass from the weight of components used in their
construction. When an earthquake occurs, this causes
a horizontal movement of the ground. For the ground
to reach a certain horizontal velocity, it must be given an
acceleration to achieve this velocity, as it is initially at rest
with zero velocity. This acceleration applied to the building
mass, will cause a horizontal force to be applied to all
Varies
Varies
Varies
components 200, 250 of the building, 250 or 300 which mmmust
be 250 resisted or 300 by mm
the or structure. 300 mm These forces in effect work in the 70 reverse End Bearing
100
direction TYPE to 5wind
loads, TYPE as they 7are
imparted TYPE to 50 the Side building 9Bearing
from the foundations up. As the earths’ surface moves in
an earthquake, it can be likened to ripples on the surface of
a pond. As each ripple passes, the earths surface is moved
first in one direction and then in the reverse direction, in
a cyclic motion. The forces imparted to the building are
applied in one direction and then the completely opposite
direction. These forces can be applied from any direction
on the structure as the earthquake could be located on any
of the 360 degrees on the compass. The cyclic movements
can cause Variesan
oscillating motion Varies to be set up in Varies a building
200, 250 250 or 300 mm 250 or 300 mm
with a frequency, or number of oscillations per minute,
or 300 mm
dependant TYPE 5on
how rigid TYPE the structure 7 is. On TYPE multi-storey 9
buildings, this can mean that the ground surface is moving in
one direction while the top of the building is still moving in
the reverse direction. It can also mean that if the structure
has a different natural frequency to the earthquake, the
structure can get out of sync, with a resultant magnification
of forces. Seismic forces are determined from a large
number of factors dependant on the type of structure, its
size, and location, and are expressed as a proportion of the
acceleration due to gravity.
2.2.1.2 Distortion Under Load
70 End Bearing
50 Side Bearing
2.2.1.3 Unloaded Diagonal wall outline Bracing
To brace or stiffen a structure, it is necessary to define each
section of Deformed the structure wall outline with after triangular application shapes. This is the
of loads (exaggerated) at top of wall
Horizontal
only shape that will lock all points in relative positions wind to or
each other. In a structure, these triangles become lines load of
force, and Inherent there stiffness must be at corners structural keeps members wall in place to
close to perpendicular under load
allow these forces to connect in a triangular lattice.
These diagonal braces will keep the corners of the walls
in the Plan same View relative of Walls position Without to each Diaphragm other but if this is
the only bracing used, the top of the walls are still free to
distort along their length.
Unloaded
Unloaded
wall
wall
outline
outline
Distortion of walls reduced and all corners move same
amount Plan View assuming of Walls infinitely Without stiff diagonal Diaphragm
bracing
Plan View of Walls With Diagonal Bracing
Unloaded and loaded
2.2.1.4 wall outline Diaphragm Action
Installation of loads of a (exaggerated) diaphragm at or top a of stiff wall panel that connects to
Horizontal
all top edges of the walls will prevent this distortion, wind as this or
flat panel is effectively an infinite number of diagonal load Horizontal braces
side by side that make Diagonal up bracing into a solid surface.
load
The floor diaphragm spreads the applied loads to all top
edges Distortion of the of supporting walls reduced walls and all and corners the move walls same parallel to the
amount assuming infinitely stiff diagonal bracing
applied loads resist these forces by also acting as vertical
diaphragms Top Plan of all View walls or of bracing held Walls in position walls. With by These Diagonal diaphragm loads and Bracing are transferred
into resisting the foundations forces to applied at the loads base spread of evenly these around walls by shear
wall lines
Deformed wall outline after application
of loads (exaggerated) at top of wall
Inherent stiffness at corners keeps wall
close to perpendicular Diagonal bracing under load
A simple four walled building, without a floor or ceiling/roof
forces.
Plan View of Walls Locked in Place
diaphragm, that has loads applied horizontally to it from
Unloaded and loaded by a Diaphragm
wall outline
wind or earthquakes, is able to distort. The only resistance
to these loads is from any inherent stiffness in the walls,
especially at corner junctions.
Such a building, without a diaphragm acting as a stiff lid, will
be “floppy” and free to distort under wind Horizontal or earthquake applied loads parallel to panel axis
loads.
Unloaded wall outline
Top of all walls held in position by diaphragm and
resisting forces to applied loads spread evenly around
C1 C2 C3 C4 wall C5 lines C6
Horizontal applied loads parallel to panel axis = w kN/m
Deformed wall outline after application
of loads (exaggerated) at top of wall
Inherent stiffness at corners keeps wall
Horizontal
wind or
earthquake
load
Plan View of Walls Locked in Panel Place outlines
by a Diaphragm
close to perpendicular under load T1 T2 T3 T4 T5 T6
C7 C8 C9 C10 C11 C12 C13 C14
Plan Reaction View force of Walls in Without Diaphragm Horizontal applied loads parallel to panel axis
bracing wall to
Reaction
force in
foundation
bracing wall
to foundation
Infinate number of diagonal
braces in diaphragm
Deformed wall outline after application
Reaction force in
bracing wall to Reaction
force in
foundation bracing wall
to foundation
SFP Unloaded 2012 wall outline
32 Copyright © Supercrete Bending Limited 2008
T7 T8
Unloaded wall outline
S
T9 T10 T11 T12 T13
L
Infinate number of diagonal
braces in diaphragm
moment
diagram
earthquake
Horizontal
wind or or
earthquake
load
earthquake
wind or
earthquake
Horizontal
wind or
earthquake
load
React
force
bracin
to fou
React
force
bracin
to fou
M max. = wS
8n
M max. = wS
8n

2.2.2 Supercrete Structural
Floor Panels
2.2.2.1 The Ring Anchor
When Supercrete Structural Floor Panels are installed in
a structure, they are installed as separate units, but at each
panel joint and panel end, a reinforcing bar is grouted into
place. Each 600mm wide panel is formed in the factory
with an angled chase cut out of the top surface along one
longitudinal edge and a groove on the opposite edge. When
laid against each other, these rebates form a key shaped
channel which is used to form the “Ring Anchor”. D12
reinforcing steel rods are laid in these ring anchor channels
and cast in, on-site, with a fine sand/cement grout. The
perimeter of the panels are also contained by a perimeter
ring anchor which may or may not be incorporated with
the bond beam at the top of the supporting Supercrete
Block wall (refer to Section 2.1.6.2, page 23).
For the engineering analysis of Supercrete Structural
Floor Panels acting as a diaphragm, the floor panels are
considered as separate elements. These panels are
subjected to vertical loads from the live loads on the floor,
and also from horizontal loads from wind and earthquakes.
The continuous ties of steel reinforcing within the ring
anchor allow the separate panels to act together as a single
statical system. The continuous steel reinforcing resists the
tension forces set up in the diaphragm by the applied loads,
and the panels themselves resist the compression forces
that result.
Typical detail of Supercrete Structural Floor Panels to block walls
Detail no. SFP 2-16
Grout filled longitudinal
ring anchors
Supercrete
Structural Floor Panels
M12 Vertical reinforcing
rods grouted into 50mm
Ø drilled holes @ 1000mm
crss max
Ring anchor reinforcing
Bond Beam reinforcing
typically 2 / D12
longitudinal rods
Copyright © Supercrete Limited 2008
33
Ring anchor grout being placed around D12
reinforcing.
Perimeter ring anchor/bond beam.
Perimeter ring anchor
50mm Supercrete
facing blocks
External Supercrete
Block wall 200, 250, or 300mm
construction
SFP 2012

2.2.2.2 No Structural Topping
Poured concrete toppings are not used with Supercrete
Structural Floor Panels to provide diaphragm action.
Poured toppings are heavy and simply add mass, resulting
in thicker panels being required to take the gravitational
load, additional wall bracing below to accommodate the
higher bracing demand, along with the additional time
and construction problems associated with wet poured
suspended slabs. To pour a topping over the panels ignores
the tremendous advantages of the dry diaphragm method
of floor bracing offered by Supercrete Structural Floor
Panels.
2.2.2.3 Thin Screeds
Thin screeds for creating falls for bathroom tiled areas or
external decks are permissible, but their additional weight
should be included in the superimposed dead load when
determining the panel thickness.
Where a thin screed is used to encase under floor heating
pipes for hot water systems, (as in Detail SFP 4-1, page
49) this mass should also be included as a superimposed
dead load. The mass of these screeds should be kept as
low as possible by using lightweight replacements for the
aggregate such as vermiculite. It is also essential when
using a screed, that a slip layer such as polythene sheeting is
laid under the screed so that the differential shrinkage and
movement of the screed may occur.
Floor panels in individual bays (diaphragms).
2.2.2.4 Individual Diaphragms Between
Lines of Support
Each set of panels, surrounded by a perimeter ring anchor/
bond beam, are considered to act as a separate diaphragm
made up of a group of panels acting together.
Diaphragms laid end to end are not considered to work
as a continuous diaphragm, as it is unlikely that shear forces
and bending moments will be transferred across the ends
of the panels, and the supports for the panel ends where
the panels are fastened down, will transfer longitudinal as
well as gravity forces into the support structure.
When panel ends join on a steel support beam, this
beam will take the tension load instead of the ring anchor
reinforcement - which is not required in this case, as the
steel support beam is effectively a large reinforcing rod.
2.2.2.5 Pinning the Diaphragm to the
Supports
It is important to note that the Supercrete Structural
Floor Panels do not just rest on supporting Supercrete
Block walls or steel beams, but have a method of
transferring horizontal shear forces to the support
structure. In the case of Supercrete Block, this occurs via
the vertical rods in the block walls which act as dowels into
the perimeter ring anchor.
With steel support beams, the reinforcing in the panel
joins pass through holes in cleats welded to the top of the
steel I-beams, or, if the panels are set into the web of steel
I-beams, the reinforcing passes through holes cut through
the beam web. (See Section 2.1.6.4, page 25).
All of these methods will transfer horizontal diaphragm
forces into the foundations via the bracing walls.
2.2.3 Engineering Design
Analysis Overview
2.2.3.1 Design Methodology
There is no New Zealand Standard or Code of Practice for
autoclaved aerated concrete.
Design of reinforced concrete structures in NZ are usually
carried out in accordance with NZS 3101 (Concrete
Structures Standard). However, it is not possible to
directly apply this standard to Supercrete AAC Floor
Panels, due to the unique material characteristics of AAC,
which has a concrete strength that is approximately 1/6
of poured insitu 25 MPa concrete, with lighter reinforcing
to match. The different crystalline properties of AAC, due
to the autoclaving process, the absence of aggregates and
the cellular structure means that it is vastly different to
conventional concrete.
NZS 3101 Clause 1.1.4 does allow for alternative design
methods to be used where these have been the result of
special study or experimental verification. This describes
the methodology that follows, based on The International
Handbook, which details the primary design methods
for AAC developed in Germany, and confirmed by
experimental testing. The methods used will be familiar
to most New Zealand design engineers, but may not have
been used to analyse floors in this particular manner.
When designing a Supercrete Structural Floor Panel
diaphragm floor, New Zealand design engineers shall use
the following methods.
SFP 2012 34 Copyright © Supercrete Limited 2008

Varies
200, 250,
or 300 mm
TYPE 2
2.2.3.2 Load Analysis
Analysis of Supercrete Floor diaphragms uses two
different methods dependant upon which direction the
Varies
Varies
Varies
forces are applied to the diaphragm - i.e. parallel with the
200, 250 250 or 300 mm 250 or 300 mm
longitudinal or 300 axis mmof
the panels or perpendicular to the
longitudinal TYPE axis. 5 TYPE 7 TYPE 9
2.2.3.3 Analysis of Loads Applied Parallel
to the Panel Axis
When horizontal wind and seismic loads are applied parallel
to the panel axis, the forces in the ring anchor reinforcing
and the Supercrete Panels are analysed using a truss
analogy. The truss consists of tension forces carried by
the joint reinforcement located in the notch along the panel
edge formed by the panel profile, and compression struts
diagonally across each individual panel within the bracing
bay.
2.2.3.3.1 Truss Analogy
Some “truss” members have zero load but this is only
for this particular load direction. All horizontal forces
can be applied from either direction so the load in each
member will change accordingly. There must be an equal
and opposite external force resisting the external applied
wind or seismic load. In practice, this is resisted by the
foundations – if it wasn’t, the building would just keep on
sliding over the ground. The forces are transferred from
the diaphragm to the ground via the walls parallel to the
load, which act as bracing walls, by means of shear forces
in the walls. There will also be some minor resistance to
the applied loads along the perpendicular walls, but this
depends on the wall stiffness and transverse shear capacity
and is small in comparison with the capacity of the bracing
walls.
Reaction force in
bracing wall to
foundation
C7
T7 T8
Copyright © Supercrete Limited 2008
Forces in Analagous Truss
35
Inherent stiffness at corners keeps wall
close to perpendicular under load
The force in each analogous truss member is calculated
in the standard way, using force resolution at each joint,
dependant Plan on View joint of geometry. Walls Without In the Diaphragm example below, the
tension forces in the panel joints (T1 to T6) are carried by
the (nominally) 12 mm steel bar grouted into the panel
joints. The tension forces along the perimeter (T7 to
Unloaded wall outline
T13) are carried by the perimeter (C1 to C6) ring anchor
reinforcement, as well as the steel in the bond beam
supporting Deformed the panels wall at outline the after top application of the Supercrete Block
of loads (exaggerated) at top of wall
wall or steel beams, depending upon support type. The
wind or
compression forces in the perimeter are resisted by the
load
grout in the perimeter ring beam and bond beam, and also
Diagonal bracing
by the floor panels transversely through the Supercrete
AAC. The diagonal compression forces (C7 to C14) are
resisted Distortion by the of compressive walls reduced and strength all corners of the move Supercrete
same
amount assuming infinitely stiff diagonal bracing
Structural Floor Panels.
Plan View of Walls With Diagonal Bracing
Unloaded and loaded
wall outline
Horizontal applied loads parallel to panel axis
C1 C2 C3 C4 C5 C6
T1 T2 T3 T4 T5 T6
C = Compression force
T = Tension force
O = Zero force
Top of all walls held in position by diaphragm and
Infinate number of diagonal
braces in diaphragm
This resisting through forces rail to applied truss loads bridge spread evenly uses around similar
wall lines
truss analysis to Supercrete Floor
diaphragms.
Plan View
The
of Walls
vertical
Locked
members
in Place
resist
by a Diaphragm
the tension loads, and the heavier diagonal
members resist the compression loads.
C8 C9 C10 C11 C12 C13 C14
T9 T10 T11 T12 T13
Panel outlines
Reaction force in
bracing wall to
foundation
wind or
earthquake
load
Horizontal
earthquake
Horizontal
wind or
earthquake
load
SFP 2012
M m

ng
ng
ng
ng
Unloaded wall outline
2.2.3.3.2 Compression Force Corner
Deformed wall 1outline
after application
Chamfers of loads (exaggerated) at top of wall
As the compressive force diagonally across the panel earthquake
load
is constant, Inherent at the stiffness outer at corners corners keeps of wall each Supercrete
Structural close Floor to perpendicular Panel, the under compressive load stress becomes
higher, as there is less Supercrete in cross section to resist
the force. If this stress becomes too high, then crushing of
Plan View of Walls Without Diaphragm
the Unloaded Supercrete wall outline at the corners can occur. For this reason,
in many cases, it is necessary to chamfer the corners of
each panel to give a greater area of Supercrete for the
Deformed wall outline after application
load Unloaded to of be loads
wall transferred (exaggerated)
outline into at the top of panel. wall
Horizontal
wind or
The chamfer is not made full depth so that the panel earthquake
load
still bears on the full end width, and the grout in the ring
Deformed Inherent stiffness wall outline at corners after application keeps wall
anchors of close is loads prevented to (exaggerated) perpendicular from at under falling top of load wall through. Testing has
Horizontal
shown that if the tensile force in the first panel joint wind (i.e. or T1
earthquake
and T6) is less than 10 kN, then the corner chamfer load is not
Plan View of Walls Without Diaphragm
required, but only Diagonal if the panel bracingthickness
is 200mm or more,
and the width of the grout in the perimeter ring anchor is
100mm Distortion or of more walls reduced (this is and measured all corners as move the same distance from the
end amount of the assuming floor panel infinitely to stiff the diagonal inside bracing
Unloaded wall outline
face of the facing block
on the ring anchor/bond beam).
Plan View of Walls With Diagonal Bracing
Deformed wall outline after application
of loads (exaggerated) at top of wall
Horizontal
Unloaded and 100 loaded mm
wall outline
wind or
Infinate number of diagonal
100 mm earthquake
braces in diaphragm load
0.6D
Diagonal bracing
D
Distortion of walls reduced and all corners move same
amount assuming infinitely stiff diagonal bracing
Plan View of Walls With Diagonal Bracing
Typical corner chamfer on floor panel
Unloaded Top of all walls and loaded held in position by diaphragm Infinate and number of diagonal
wall resisting outline forces to applied loads spread braces evenly in around diaphragm
15000wall
lines
Plan View of Walls Locked in Place
2.2.3.3.3 Arch Action (Deep Beam
by a Diaphragm
Analysis)
The force in the perimeter tension reinforcing load
perpendicular to the applied force (T7 to T13) can either
be calculated using the truss analogy, or by Wind considering Load
Pe (kPa)
loads parallel the to panels panel axis to work in arch action similar to -ve a deep suctionbeam.
Experimental Top of all walls results held in position have shown by diaphragm that the and smallest lever
resisting forces to applied loads spread evenly around
arm wall between lines internal forces in this case is 0.7 of the panel
length. Plan The View maximum of Walls tension Locked force in Place that must be resisted
in the perimeter by ring a Diaphragm anchor reinforcing is calculated as
follows:
C4 C5 C6
Panel outlines
Total Wind Load
wL
Maximum bending moment for deep beam =
2
8
per metre of building width
=7.2 x Pe
loads parallel to panel axis
Minimum T4 T5 lever arm T6between
tension and compression
forces = 0.7 S
C11 C12 C13 C14
Reaction force in
Force in tension member = bracing wall to =
wL
foundation
This force equates to the maximum force from T7 to T13
2
Bending moment
Lever arm 8 x 0.7 x S
Panel outlines
C4 C5 C6
T10 T11 T12 T13
3
2
Horizontal
wind or
Horizontal
wind or
earthquake
load
Horizontal
wind or
earthquake
Reaction
force in
bracing wall
to foundation
Horizontal applied loads parallel to panel axis = w kN/m
force in
L
2.2.3.4 bracing wall Analysis of Loads Applied
to foundation
n panels
Perpendicular to the Panel Axis
Reaction
force in
bracing wall
to foundation
Bending
moment
diagram
When horizontally applied forces from wind and moment seismic
loads are applied perpendicular to the panel axis, diagram the load
M max. = wL
is divided equally between each panel as a series of beams,
Panel Axis
8n
with each transferring their load via shear connections on
the top of the supporting walls. These walls act as bracing
walls and carry the loads into the foundations.
2
8
As each panel carries an equal proportion of the load,
by considering each as a horizontal beam, it is a 4660 simple
Ceiling
clear span
matter to Ceiling calculate the maximum shear force and bending
moment acting on each panel and checking the panel shear
Wind Load
and bending Floor Diaphragm capacity, Demand to ensure Pe they (kPa) exceed the applied
F
values. This is done using normal +ve pressure reinforced concrete
First Floor
analysis First methods. Floor It is also necessary to check that the
dowels or cleats holding the panels in place have sufficient
shear capacity. If each individual panel has sufficient capacity
to resist its applied loads, then it follows that the entire
Ground Floor
diaphragm Ground has Floor sufficient capacity to resist the total applied
Ceiling
load. As all panels bear solidly against each other, (as they
Ceiling
must, to ensure that each takes its own proportion of the
load, and this is achieved by the Wind grout Load
Floor Diaphragm Demand infill in the panel
Pe (kPa)
joints) they will in Ffact
act as a +ve single pressure unit and the reinforcing
First Floor
steel in the panel joints is redundant in this direction.
SFP 2012
ssion force
36 Copyright © Supercrete Limited Ground 2008 Floor
force
Ground Floor
S
Floor wall
connection
(ring tie)
M max. = wL
Shear wall
2
8
Bending moment diagram for panels considered
as a deep beam.
Reaction
M max. = wS 2
M max. = wS 2
8n
S
L
Horizontal applied loads parallel to panel axis = w kN/m
S
Max. panel shear force = wS
n panels
2n
Bending moment diagram for single panel
S
Horizontal applied loads
perpendicular to panel axis w / m
Panel Axis
2600 2600 2000
2600 2600 2000
Reaction
force in
bracing wall
to foundation
Bending
Max. panel shear force = wS
2n
Bending moment diagram for single panel
First Floor
Horizontal applied loads
perpendicular to panel axis w / m
D1
4800 panel length
4160
S
4300 p

lied loads parallel to panel axis = w kN/m
Normally, the reinforcing provided in the floor panels for
resisting the gravity and handling loads will greatly exceed
that required to resist horizontal loads from wind or
seismic sources. Loads applied parallel to the panel axis will
normally govern.
L
Reaction
force in
bracing wall
to foundation
Bending
moment
diagram
M max. = wL2 8
Floor panel bays in different orientations.
2.2.4 Diaphragm Calculations
The following is given for guidance only and
individual situations may require the design
n panels
engineer to consider a design using a different
approach.
2.2.4.1 Determining Wind and
Earthquake Loads
Panel Axis
Wind loads on the walls of the structure are calculated
from Part 5 of AS/NZS 1170. This wall load can be
converted to a uniformly distributed line load at the floor
level, by calculating the contributing area that the floor
diaphragm must resist the applied loads on with.
Max. panel shear force = wS
Seismic loads acting on 2nthe
structure are calculated using
oment diagram Specific for single design, panel based on Part 4 of AS/NZS 1170. These are
Horizontal determined applied loads using the building mass and inter-floor heights
perpendicular to determine to panel the axis load w / acting m at each floor level. Normally,
a statical design is used, based on Section 4.8 of AS/NZS
1170, for small structures. For larger multi storey structures,
a dynamic analysis is more appropriate, based on the
natural frequency of the structure.
Demand
2.2.4.2 Dividing the Floor Area into
Individual Diaphragms
Determine the orientation and number of panels in each
section of the floor. (Refer to Section 2.1.1, page 16).
Determine panel thickness required from span tables on 15000
page 17. It is often more economic to use panels of the
same thickness throughout a single floor area, rather than
differing thicknesses in individual sections of floor packed up
to the same level.
Ceiling
The total load applied at each floor level is divided up into
the individual floor diaphragms, or bracing bays, depending
on their dimensions and floor geometry, so that the
Wind Load
loads Pe (kPa) acting in both directions on each diaphragm can be
+ve determined. pressure
First Floor
2600 2600 2000
Copyright © Supercrete Limited 2008
37
1
Example of floor panel bracing diaphragms.
In the example above, each of the three bracing bays
is calculated separately for truss and/or arch action. For
instance Bays 1 & 2 are not treated as though the ends of
the panels are connected, as:
a) Each group of panels is separately supported,
transferring their loads into the interior supporting walls
below, not just to the building perimeter.
b) The diagonal compression strut angle for truss analogy
would be less acute than necessary if considering both
panels acting together end to end.
c) As the panel mesh reinforcement is discontinuous at the
end join, these sets of panels will behave as two bays,
not one.
In this example, the larger bay (1) has higher loading and
in this case, the engineer has deemed that the end three
panels of this bay must have corner chamfers (see Section
2.2.3.3.2, page 36).
Although Bay (3) has a substantially shorter span, it may be
of negligible saving to select a thinner panel for such a small
area, given the on site work to pack it up to the adjacent
100 mm
floor levels. However, it is possible that if 100 this mm bay was for a
bathroom area which was to be tiled on a sloping screed,
selecting 0.6Da
thinner floor panel that sat 25mm lower, for
instance, to accommodate the screed and tiles could be
an option. In all cases, the actual panel thickness should be
used in the calculations.
Wind Load
A cradle lifter swings a panel into place.
Pe (kPa)
-ve suction
3
2
SFP 2012
D

2.2.4.3 Parallel Loads
Analyse the panels for loads parallel to the floor
panel axis. The governing panels will normally be in the
diaphragm with the greatest number of panels.
a) Calculate the maximum tensile force in the reinforcing
steel in the first joint (from the outer edge of the
diaphragm).
T = (w x L) - (w x 0.6)*
2 * for full width 600mm panel
b) Calculate the steel area required for this tensile force
As = T
fy
It is not advisable to use high tensile steel for the ring
anchor reinforcing, as the use of high tensile steel with low
compressive strength Supercrete AAC could lead to an
explosive failure of the Supercrete. It is not balanced
design philosophy to use high strength steel in low strength
concrete.
If the area of reinforcing required is calculated to be less
than 12 mm in diameter, use a 12 mm deformed bar. If the
bar area required is more than 12 mm diameter, then the
steel area in the next joint must also be calculated.
In this case, T = (w x L) - (w x 2 x 0.6)
2
and subsequent joints should be similarly checked if
required.
The diagonal compression force in the Supercrete panels
is then calculated :
C = T max
Cos where = Tan
If this force exceeds 10 kN, then a corner chamfer is
required on the outer panels until the diagonal force
reduces to less than 10 kN in the inner panels of the
diaphragm. Panels should only be notched if they are
200mm thick or greater – it may be necessary to increase
the panel thickness to accommodate the diagonal
forces. The maximum ultimate compressive stress in the
Supercrete AAC is 4 MPa. The required length of the
chamfer is therefore given as:
Where Lc = length of chamfer in both directions in mm
-1(0.6)
(S)
Lc = C
0.6 x D x 4√2
C = Diagonal compressive force in Newtons
D = Panel thickness in mm
The length of the chamfer should normally only be required
to be approximately 100mm, and a maximum of 150mm.
Higher values will compromise the end bearing and shear
capacity of the panel, which also need to be checked
anyway.
c) Calculate the tensile force in the perimeter ring anchor
steel perpendicular to the applied external forces.
T = wL2 8 x 0.7 x S
Where w = Externally applied horizontal load in N/m
L = Length of diaphragm perpendicular to
applied load in metres
S = Length of panel parallel to applied loads
d) Calculate the steel area required for this tensile force
As = T
SFP 2012 38 Copyright © Supercrete Limited 2008
fy
2.2.4.4 Perpendicular Loads
Analyse the panels for loads applied perpendicular to the
panel axis.
a) Calculate the maximum bending moment in each panel:
Mmax = wS
Where w = Externally applied horizontal load in N/m
S = Length of panel perpendicular to applied
loads
n = Number of panels in diaphragm
2
8n
b) Calculate the width of the compression block in the
AAC in accordance with standard reinforced concrete
beam analysis
Where a = width of compression block in mm
As = Area of ring anchor steel in panel joint in
mm2 a = As. fy
3.4 x D
fy = Yield strength of reinforcing steel in MPa
D = Thickness of panel in mm
c) Calculate moment capacity of each panel
Mc = Ø.As. fy(600 – (0.5a)) x 10 -3
Where Mc= Moment capacity of panel in N-m
Ø = Capacity reduction factor
As = Area of ring anchor steel in panel
joint in mm2 fy = Yield strength of reinforcing steel in MPa
a = Width of compression block in mm
d) If the moment capacity of the panel exceeds Mmax,
then they have sufficient bending capacity.
Determine the shear force per metre that needs to be
transferred into the support walls
= wS
2L
Normally this shear force is resisted by the vertical bars
in the Supercrete Block support walls, or in the case of
steel support beams, by the cleats on top of the beams,
and capacity of these is sufficient. If not, additional cleats or
shear dowels may be required.

2.2.4.5 Flow Chart for Floor Diaphragm Calculation Steps
Determine panel layout
from support structure
Determine live and
dead load on floor
Determine panel
thickness required
Determine wind and seismic
loads on entire floor level
Determine which particular floor
diaphragm will be governing
Determine wind and seismic
loads on this single diaphragm
Analyse horizontal loads
parallel to panel axis
Copyright © Supercrete Limited 2008
Calculate tensile force in
first panel joint
Calculate steel area required
in first panel joint
Steel diameter > 12mm
No Yes
Calculate diagonal compression
force in Hebel panel
Force exceeds 10kN
No Yes
Calculate tensile force in
perimeter ring anchor
Calculate steel area required
in perimeter ring anchor
Analyse horizontal loads
perpendicular to panel axis
Calculate maximum bending
moment in each panel
Calculate moment capacity
of each panel
Bending moment exceeds
maximum bending moment
No
Determine shear force per metre
required to be transferred
into support walls/beams
Determine steel area required
for direct shear transfer
Steel area required exceeds
actual steel area
No
Complete
39
No
Yes
Yes
Calculate steel area
required in next joint
Calculate size of corner
chamfer required
Chamfer > 100 mm
Yes
Calculate new panel
thickness required
governed by diagonal
compression force
Calculate new panel
thickness governed by
moment capacity
Recalculate chamfer size
required
Calculate additional steel
dowel or clear are
required and specify
SFP 2012

Worked Example Calculation
2.2.5 Calculation Example
2.2.5.1 Description of Example Building
For this example, a 15 x 9 metre rectangular two
storey structure has been considered with the following
construction and location details: in a high wind zone and
seismic zone A. The building is constructed from 200mm
Supercrete Block for the exterior walls and 200mm and
150mm Supercrete Block for the interior walls and the
roof is classed as heavy construction (i.e. concrete tile).
Wall height of both lower and upper levels is 2.6 m. and
apex height of roof gable is 2.0 m. above the top of walls.
Wind Zone High
Seismic Zone A
Exterior Walls 200mm Supercrete Block
Interior Walls 150mm Supercrete Bock (200mm
Supercrete Block as required for
Roof structure
floor panel joins) Floor wall
connection
Heavy – concrete (ring tile tie)
Upper floor Supercrete Structural Floor Panels
Floor dead load 0.5 kPa (suspended ceiling)
Floor live load 1.5 kPa
Floor covering Flexible (L/250 deflection)
Fire rating Nil (therefore use 90 minute
minimum)
2.2.5.2 Determine the Panel Layout
When determining panels, a minimum end seating of 70mm
should be allowed, with a side seating of 50mm. Therefore,
using the diagram below, the maximum panel span is 4800
minus 2 x 70mm = 4660mm for the panels in the largest
diaphragm (D1).
2.2.5.3 Determine the Live and Dead
Loads on the Floor
Using AS/NZS 1170 Table 3.4.1 for a domestic structure,
the floor live load shall be 1.5 kPa uniformly spread or 1.8
kN concentrated. Where using floor panels for balconies,
a higher loading of 2 kPa is required. Also, note that for
commercial uses, floor loadings are much higher, and the
values given in Table 3.4.1 are the minimum that should be
considered. Actual calculation of live loads from known
loads that will be on the floor may give higher values.
Internal Supercrete Block walls on the upper storey
Load is transfered by the
require direct support slab to the under shear the wall floor panels so that their
mass does not influence the dead load. Non load bearing
light framed partitions are allowed for in the structural
design of the panels by the manufacturer, but these must
be truly non load bearing, with no possibility of long term
deflection of roof structures able to load the partitions.
Load bearing light partitions must also have direct support
from below. Generally the dead load used to determine
panel thickness is derived from either a suspended ceiling
under the panels, or a topping screed on top to encase
under floor heating pipes (a 40mm topping slab will give an
unfactored dead load contribution of 1.0 kPa on its own).
2.2.5.4 Determine the Floor Panel
Thickness
Using the load/span Table for flexible floor coverings on
page 17 with 1.5 kPa Live Load and 0.5 kPa Dead Load
Shear wall gives a required Lateral panel load thickness of 200mm, for 90 minute
fire rating, for a span of 4.66 metres, as the maximum span
of the next thickness down (175mm panel) is only 4.28
metres.
D1 D2
4660 clear span
4800 panel length
15000
2.2.5.5 Determine the Horizontal Loads
on the Floor Diaphragm
In Supercrete structures, it is normally (but not always)
the seismic load that will govern the diaphragm loads, due
to the higher proportional mass of the structure compared
with a timber structure.
Steel beam support to suit wall layout
4160 clear span
4300 panel length
SFP 2012 40 Copyright © Supercrete Limited 2008
D3
D4
Supercrete block wall support
4340
4340
9000
Floor slab
diaphragm
Shear forc
Diagonal
Accumula
bottom st
Foundatio

2.2.5.6 Wind Load
The wind load on the structure can either be derived using
AS/NZS 1170, or the information in Section 5.3 of NZS
3604 (Bracing Design). Even though this Standard is for
Horizontal applied loads parallel to panel axis = w kN/m
timber structures not requiring specific design, the data
used to determine the wind loads applied to the exterior
of a structure are universal and independent of the internal
materials and construction of the building. NZS 3604 wind
analysis is usually adequate for most standard domestic
designs. If the structure has an unusual location, or an
envelope shape or special feature that requires additional
detailed analysis use Part 5 of AS/NZS 1170 Reaction to establish
specific wind load. L
force in
bracing wall
The wind zone is derived from factors relating to foundation to
topography, exposure, ground roughness, and the wind
Bending
region detailed in Section 5.2 of NZS 3604. moment For the
diagram
purpose of this example, the building is deemed to be
M max. = wL
located in a High Wind Zone which equates to a wind
speed of 44 m/s.
The wind load acting on the floor diaphragm is generated
from the total contributory area of wall that the wind acts
on. This includes both pressure and suction wind loads,
which must be added together n panels for the load on the floor
diaphragm. For the sake of simplicity, the bending capacity
of the Supercrete Block walls perpendicular to the wind
direction is ignored – this is a conservative approach. The
method in which the force resisting system of the structure
Panel Axis
works, is for the gable end loads to be transferred into the
side walls via the diaphragm action and bracing in the roof
plane. This load, plus the end wall loads, is transferred to
the first floor level via the upper level bracing walls. There
is also an additional load at this level from the contributory
area of end wall below the floor diaphragm. This total force
on the floor diaphragm is therefore calculated as follows:
2
8
8n
Max. panel shear force = wS
2n
Bending moment diagram for single panel
S
Reaction
force in
bracing wall
to foundation
M max. = wS 2
S
Horizontal applied loads
perpendicular to panel axis w / m
End Elevation
Gable end
where Pn = ∑ (Pe pressure+ Pe suction)
First floor end wall
Ground floor wall contribution
Total F = = Pn x 9 x 4.67 = 40.2 Pn
Ceiling
Floor Diaphragm Demand
F
First Floor
Ground Floor
Wind Load
Pe (kPa)
+ve pressure
Copyright © Supercrete Limited 2008
2600 2600 2000
F = (Pn x 9) x 2.0
2
F = (Pn x 9) x 2.6
F = (Pn x 9) x 2.6
3
Ceiling
First Floor
Ground Floor
Structure Elevation with applied wind loads.
41
Side Elevation
F = Pn x 15 x 2.6 x 1.33 = 51.9 Pn (i.e. > 40.2 Pn)
And Pn = Cpn x q where Cpn = net pressure coefficient
from pressure and suction combined
q = design wind pressure
From NZS 3604 5.5.1 q = 0.6 x Vd 2 x 10-3 kPa = 0.6 x 44
x 10-3 = 1.16 kPa
3
Pressure coefficients for end of gable roof structure:
Cpe = +0.7 on windward 1wall
Table 5.6.2(a)
Cpe = - 0.33 on leeward wall Table 5.6.2(b) 2
(by linear interpolation)
Total Cpe =+0.7 – (-0.33) = +1.03
Total Pn = 1.03 x 1.16 = 1.2 kPa
Total F = 51.9x 1.2 = 62.2 kN
This load is assumed to be spread uniformly across the
floor area encompassing D1, D2, D3 and D4, so the actual
load on each diaphragm is simply proportioned by area.
2.2.5.7 Earthquake Loads
Because of its lower strength, Supercrete Block walls
are often envisaged as not being suitable for seismic areas.
However, because it is solid without cores, it has the same
properties in all directions, which is a distinct advantage for
earthquake loads, as earthquake loads can apply forces to a
structure from any direction.
The seismic loadings are determined from a number of
factors resulting from the structure type, material and size.
These are used to calculate the bracing demand values,
given in the NZ Addendum to the Technical Manual for
Supercrete Block Construction (January 2006).
For this example structure with a heavy roof in Seismic
100 mm
Zone A, the seismic demand is for 28 Bu/m2100
mm
of floor area. This equates to a total seismic force at this
0.6D
level of : F1 = 28 x15 x 9 = 189 kN
20*
*Note: 20 Bracing unit = 1 KN of Shear Force
Note that this load does not have to be factored for
analysis as a building part as defined in AS/NZS 1170
Section 4.12.1 as this has already been taken into account
in the above table.
15000
Total Wind Load
per metre of building width
=7.2 x Pe
Wind Load
Pe (kPa)
-ve suction
SFP 2012
D
Worked Example Calculation

Worked Example Calculation
2.2.5.8 Determine which is the
Governing Diaphragm
Diaphragm D1 will be the governing diaphragm for
horizontal loads applied parallel to the panel axis as it has
the longest span.
Diaphragms D1 and D2 will be the governing diaphragms
for horizontal loads applied perpendicular to the panel axis.
2.2.5.9 Determine Wind and Seismic
Loads on a Single Diaphragm
The governing horizontal loads are from these seismic
forces as they total 189 kN compared with only 62.2 kN
for wind for the whole floor. This force applies to the full
area of the floor and can be proportioned by area for
each diaphragm. Therefore, the design force on governing
diaphragm D1 is as follows:
FlD1 = 189 x 4.8 x 9 = 60.5 kN
15 x 9
2.2.5.10 Analyse the Horizontal Loads
Parallel to the Panel Axis
The total load on this diaphragm is spread over the full
width of the structure of 9 m. This therefore equates to a
UDL of 60.5 = 6.72 kN/m
9
Tensile force in the reinforcing steel in the first joint:
T = (w x L) - (w x 0.6) = (6.72 x 9) - (6.72 x 0.6) = 26.2 kN
2
2
Steel area required for this tensile force
As = T = 26.2 x103 x 10-6 = 87 mm2 300 x106 fy
Area of single D12 bar =114 mm 2 > 87 mm 2,
therefore, single D12 bars in all panel joints will be sufficient.
Angle of diagonal compression force in panel where
= Tan -1(0.6)
( s )
= Tan -1(0.6) = 7.12˚
(4.8)
Diagonal compression force C = Tmax = 60.5
Cos 2 x Cos 7.12
C = 30.5 kN
This is based on the tensile force in the perimeter joint (i.e.
the “reaction” force in the end bracing wall) and not on the
force in the first joint. This force exceeds 10 kN, therefore
corner chamfers on the outer panels are required.
Chamfer length Lc = C = 30.5 x 103 = 45mm
0.6 x D x 4√2 0.6 x 200 x 4√2
As the tensile force in each panel joint reduces away from
the perimeter, the diagonal compression force also reduces.
This normally results in only the outer panels requiring
corner chamfers where the diagonal compression force
exceeds 10 kN.
The number of panels n that require a corner chamfer
n = L - 10
2 w
where L = width of diaphragm in metres
w = applied horizontal load along diaphragm edge in kN/m
n = 9 – 10 = 3 panels
2 6.7
Therefore, use a 50mm corner chamfer on all corners of
the outer 3 panels at each end of the floor diaphragm.
This calculation should be done for each diaphragm – in
this example, only D1 and D2 require the chamfers (see
diagram, page 40).
Tensile force in perimeter ring anchor steel
T = wL2 8 x 0.7 x S
T = 6.72 x 10 3 x 9 2 = 20.3 kN
8 x 0.7 x 4.8
Steel area required for this tensile force
As = T = 20.3 x103 x 10-6 = 67 mm2 300 x 106 Therefore, a single D12 bar will be sufficient
as 67 mm 2 < 114 mm 2
2.2.5.11 Analyse Horizontal Loads
Perpendicular to the Panel Axis
For this direction w = 60.5 = 12.6 kN/m
4.8
Calculate the maximum bending moment in each panel:
Mmax = wS2 = 12.6 x 4.82 = 2.5 kN-m
8n 8 x 14.5
Calculate the width of the compression block in the AAC
a = As x fy = 114 x 300 = 50.3 mm
3.4 x D 3.4 x 200
Calculate moment capacity of each panel
Mc = Ø.As.fy(600 – (0.5a)) x 10-3 = 0.9 x 114 x 300 x (600
– (0.5 x 50.3)) x 10-3 Mc = 17.7 kN-m
17.7 kN > 2.5 kN, therefore bending capacity is OK
Determine the shear force per metre that needs to be
transferred into the support walls
= wS = 12.6 x 4.8 = 3.45 kN
2L 2 x 8.74
This force is well within the shear capacity of the M12
vertical wall reinforcing which extends into the perimeter
ring anchor and is therefore OK. Cleat welds on the
support beam must also be able to exceed this capacity.
SFP 2012 42 Copyright © Supercrete Limited 2008
fy

Panels arrive on site, strapped in bundles.
3.0 Installation
3.1 Preparation On Site
3.1.1 Panel Delivery and Storage
The panels are delivered to site by truck and stacked on
flat, level ground. Position the panels as close as practical to
the area where they are to be installed. If they are to be
stored on site for a long period before use, they may need
to be kept clear of construction activities, to avoid damage.
They should also be covered, to keep them dry.
Allow enough area around each bundle to lay the
panels flat and fit the cradle.
Copyright © Supercrete Limited 2008
43
3.1.2 Panel Support on Block
Panels supported on Supercrete Block walls may
be designed to sit directly on the Supercrete Blocks
themselves, with the surrounding ring anchor acting as the
bond beam for the wall as well as the floor diaphragm
perimeter. See bond beam Type 5, Figure 1, page 23.
Alternatively, the panels can sit on a bond beam (poured to
the interior face without Supercrete facings, to provide
full seating on the bond beam fill) and then the ring anchor
is added on the next course to contain the panel ends. See
Figure 1, page 23.
The project engineer needs to assess the wall supporting
the floor and determine which of these two details best
suits the wall bracing, live and dead load requirements.
Mark the seating dimension on the top surface of the block
wall, using a chalk line. This will be the setting out point for
laying the panels. If bond beam Type 5 is used, walls must be
propped during panel installation.
3.1.3 Panel Support on Structural Steel
Panels supported on structural steel beams can sit directly
on the top flange of the beam or within the web depth
of the beam. Adequate end support and edge seating
dimensions must be maintained (see Sections 2.1.6.2 &
2.1.6.3, pages 23 & 24) and this may necessitate adding a
170mm wide, 10mm thick steel plate or similar to the top
surface of narrower beams to allow for seating and 30mm
between panel ends for ring anchor grout.
SFP 2012

3.2 Lifting
3.2.1 Crane and Lifting Procedure.
The bundles of panels are un-strapped and the first panel
rolled off the supporting timber strapping blocks and laid
on its flat, using car tyres, or similar, as a cushioning support.
Position the tyres to allow the lifting cradle to get access to
the panel at mid span. Ensure the panel is sitting with the
top surface up. This is the face with the ring anchor grooves
on the top edge.
Using lifting strops (rated for the load).
A variety of lifting devices can be used. Even a 5.6 metre
long 250mm thick panel weighs less than 600kg and more
typical 4 metre, 150mm thick panels weigh in at around
250kg each. This means that panels have been installed
using small truck-mounted cranes, fork trucks and tractors,
gantry cranes, even stropped off a digger bucket arm. The
key consideration is not usually the weight of the panel to
be lifted, but rather the reach of the crane/lifting machinery
being used.
Lifting with a forklift
Driver/operator visibility may also play a part in crane
choices, although on lifts to multi storey buildings, the
operator is often unable to see the drop zone and relies on
good radio communication with the install crew to position
the panel.
The Supercrete Panel cradle is a clamp that fits to the
lifting chain/cable of the crane. It is swung into position at
the mid span of the panels that have been laid flat on the
tyre supports. A lever opens the jaws of the cradle and
once the weight of panel is applied as the lift commences,
the jaws clamp shut. Safety chains wrap around the panel
to ensure it does not slip out. These chains are removed as
the panel is placed.
A lifting cradle in use. Safety chain detached
for placement.
3.2.2 Panel Placement Times
Panel placement times vary depending upon the following
factors;
a) How close the bundles of panels can be delivered to
the intended position on the building
b) The speed of the horizontal travel of the crane boom
c) Whether the panels need to be cut to size on site.
d) The rhythm, or efficiency of the team of personnel
e) The adequacy of the support system (walls and beams
in the right place and at the correct levels)
Times ranging from 5 to 6 minutes per panel for simplistic
easily placed panels up to 15 minutes per panel for
complicated layouts (including panel cutting, or difficult site
access, slow cranes, etc) have been reported. This gives
between 4 and 10 panels per hour. Depending upon the
surface area of the panels, square metre rates will vary
accordingly.
Lifting cradles are fitted to truck mounted
cranes.
SFP 2012 44 Copyright © Supercrete Limited 2008

3.2.3 Personnel Required
Pallet Crew
A pallet crew of two is required at the bundles of panels to
separate and lay the panels on the flat. They will mark and
cut the panels where required and position the lifting cradle
on each panel and safety chain it in position.
Laying the panels flat for stropping or fitting
the lifting cradle.
Operator
A driver/operator of the crane or lifting device is needed to
perform the lift
A skilled machine operator is essential.
Install Crew
A crew of two is required at the panel final location to
receive the panel as the crane swings it into position and to
locate each end of the panel at the correct set out line on
the support wall or beam.
Additionally, there may need to be a site welder/steel
fabricator present to attach any cleats or modify any
steelwork supports to suit. (This is usually only needed on
complex commercial type steel structures)
Two crew members will place the panel in the
floor.
Copyright © Supercrete Limited 2008
45
3.3 Completing the Floor
3.3.1 Adjusting the Floor Level
Once the floor is installed, the panels are adjusted for level
by installing a temporary timber plate under the mid-span,
held up on adjustable winder props. The floor surface is
checked for level using a laser, or long straightedge and
spirit level, by an installer on top, who relays winding
instructions to an installer below, who winds the props up
or down to suit. In most instances there will be little more
than a few millimetres of sag to correct, if any.
Adjustable props are used to keep levels
accurate until the grout sets.
3.3.2 Placement of Ring Anchor
Reinforcement
12 mm deformed, mild steel, reinforcing rods (D12) are
placed in the ring anchor grooves and held centrally in
the groove space by supporting on Supercrete chips,
pebbles or by wedging a few nails across the groove at the
appropriate height to rest the reinforcing bars on. Starter
legs, linking the longitudinal rods with the perimeter ring
anchor steel, are tied to the longitudinal bars and any
vertical steel in the supporting block walls.
Where support is on steel beams, there may need to be
some welding of rods to support steel, or the rods may
need to pass through steel cleats to ensure the floor is well
anchored to its support frame.
Where support is on Supercrete walls, the ring anchor
is ready for filling once the perimeter 50mm Supercrete
facing blocks are installed to contain the grout.
Cranked starter bars ready for placement.
SFP 2012

3.3.3 Grout Filling the Ring Anchor
With a crew trowelling flat and one operating the
hose, a pump can deliver the ring anchor grout
quickly
The ring anchor must be filled with 15MPa minimum
strength grout with sand and aggregate no greater than 6
mm, to ensure correct flow around the reinforcing steel.
The grout can be site mixed in a portable concrete mixer
and installed by hand from a bucket and bricklayers trowel,
or pumped into place from a ready mix agitator truck.
Teamwork, speedy application and a systematic
approach is required when using pumps.
3.3.4 Finishing the Surface
Drying shrinkage of the ring anchor grout will cause
different levels between panel surface and ring anchor
surfaces. This can be overcome in the following ways;
Method A
The simplest solution is to trowel the wet grout in and float
it flush with the adjacent panels. When it sets and shrinks
back, causing a dishing of the grout surface, this can be filled
with a secondary application of Supercoat High Build
Render and floated flush. This finishing work is best done
once construction activities over the floor are complete,
so that any chips, scrapes and gouges caused by scaffolds,
A bucket of site mixed mortar is more
manageable for a one man crew.
or accidental damage, can be patched at the same time.
This work is therefore often carried out by a coater or tile
applicator, rather than the panel installation crew.
Method B
If the grout surfaces must be finished by the panel install
crew, then the grout can be slightly over filled in the ring
anchor. Once partially set, with the bulk of the initial suction
and drying shrinkage occurred, the installer can use the
edge of a steel float to scrape off the surface, flush with the
adjacent panels and polish with the float surface. This will be
less effective than method A.
If thicker floor finishes, such as carpet with underlay, tiles
on a grout bed, etc are to be used, then this level of finish
should suffice.
Floating the grout flush with the floor surface.
Method C
Where finishes such as thin vinyl require fine tolerances
in surface, it is recommended that the grouting is installed
flush, as for Method A, but rather than just rendering the
stripes of grout, the whole floor is flooded with a few
millimetres of self levelling compound to provide an even
substrate.
SFP 2012 46 Copyright © Supercrete Limited 2008

4.0 Surface
Treatments
The installation of various floor coverings over
Supercrete Structural Floor Panels can generally be
carried out in the conventional way. The installation of
carpet gripper, prior to laying carpet, requires the use
of specifically selected nails or coarse threaded screws.
Standard fixings supplied with the carpet gripper are not
suitable for fixing to Supercrete Structural Floor Panels.
Carpet gripper strips are available without factory supplied
nails. Construction adhesive is also essential to a strong
bond between gripper strip and floor.
4.1 Carpet
4.1.1 Carpet Gripper Specifications
Length: 1200mm
Thickness: Minimum - 6.8 mm, Maximum 8.00mm
Width: Minimum - 33 mm
Pins: Minimum - 3 rows in width, 98 per unit
Plywood: Minimum 3 ply (must be evenly sized veneers)
4.1.2 Preparation for Carpet Laying
Sweep the floor surface to remove debris and loose
particles.
Expose all surface blemishes such as chips, cracks, gaps,
ridges or the like.
Patch all unacceptable locations with an appropriate and
compatible patching compound such as Supercoat High
Build Render or levelling compound as required.
Copyright © Supercrete Limited 2008
47
4.1.3 Installation of Gripper
Installation of the carpet gripper is to be in accordance with
AS/NZS 2455.1:1995 which states that fixing of the carpet
gripper shall be at 150mm centers and a maximum of
35mm from each end of the strip. Carpet gripper strips less
than 150mm in length shall have a minimum of two fixings.
It is also necessary to glue the carpet gripper strips to
the Supercrete Structural Floor Panels. A suitable
construction adhesive should be used in accordance with
manufacturers instructions or advice.
Timber and/or metal accessories used to cover the joint of
the carpet with other floor furnishings should be installed
using the screw method.
4.1.4 Testing
CSR has carried out it’s own testing on the fixings detailed
in Table 11, below. Test results are summarised in Table 12,
page 48. Full test reports are available on request. Fixings
were spaced in accordance with AS/NZS 2455.1:1995. It
should be noted that the failure loads included in Table
12, page 48 were taken when first movement took place,
however ultimate failure of these fixings was much higher
than the values quoted.
For benchmarking purposes, the carpet smooth edge with
standard nails into the 17 mm Yellow Tongue particleboard
flooring was also tested. These results are summarized in
Table 13, page 48 The characteristic values of both the
collated screws and twist nails tested and outlined in Table
12, page 48 are in excess of the characteristic value for the
standard smooth edge into particleboard flooring outlined
in Table 13, page 48.
Table 11. Fixing specification for carpet gripper
Fixing
Type
Description Application Method Comments Installation Notes
Twist
Nails
Screws
51 mm dome
head twist nail
Type 17 Point –
Course Thread
#8g X 50mm
- Countersinking
screw
Coil Nail
Gun
Makita 6834
Auto Feed
Screwdriver
Collated
on plastic
strip
Collated
on plastic
strip
The head of the twist nail
should finish flush with the
surface of the carpet gripper
strip.
The head of the screw should
finish flush with the surface of
the carpet gripper strip.
SFP 2012

Table 12 Carpet Gripper (smooth edge) capacity test results for floors
Fixing Type
51 mm Dome Head
Twist Nail
Type 17 Point –
Course Thread
#8g X 50mm
Application Method
Table 13 Carpet gripper (smooth edge) capacity test results for standard smooth edge
nails into 17 mm Yellow Tongue particleboard flooring
Fixing Type
Coil Nail Gun
Standard Smooth Edge nails into
particleboard flooring
Makita 6834
Auto Feed Screwdriver
Test Report No: IT067, Date: 02 September 2004
Test Report No: IT042, Date: 14 May 2003
Application Method
Hammer
4.2 Tiles, Membranes and Other
Finishes
4.2.1 Vinyl
Thin sheet flooring, such as vinyl, needs to have careful
panel preparation to ensure that the panel outlines at the
ring anchor grout do not show through the floor covering
as ridges or hollows.
If vinyl flooring is to be used the panels should be covered
with floor levelling compound as per Method C as
described in Section 3.3.4, page 46.
Once the levelling material is cured, vinyl sheeting can be
directly glued, as for any other floor.
4.2.2 Liquid Applied Membranes
Where a room is to have a liquid applied floor finish,
the panel outlines will be visible unless a floor levelling
compound is used to first flush up the floor. Additionally,
Supercrete Structural Floor Panels do not have a
hard enough surface to be left bare or simply painted in
trafficable areas, without a harder wearing course, such as
Supercoat Deck Shield, see www.supercoat.co.nz.
4.2.3 Torch-On Bituminous Sheeting
In situations where Supercrete Structural Floor Panels
have been used to form a deck or roof surface, bituminous
sheeting can be used as a waterproofing surface treatment.
These sheets are supplied in rolls and are applied by heating
the underside with a gas torch until melted and pressure
sticking the heated sheet directly to the substrate.
Failure Load
(kN/m)
Failure Load
(kN/m)
Characteristic
failure load (kn/m)
Characteristic
failure load (kn/m)
SFP 2012 48 Copyright © Supercrete Limited 2008
2.55
1.43
1.53
2.66 1.51
4.2.4 Directly Glued Rubber
0.69
Butyl type rubber membranes, such as Butynol can be glued
directly to Supercrete Structural Floor Panels. Surface
patching and levelling of the ring anchor grout may be
necessary to avoid panel outlines showing through.
4.2.5 Timber Decorative Flooring
Timber floor planking and decorative floor parquet or
strip sheeting works best on Supercrete Structural Floor
Panels when mounted on battens. This allows for the timber
expansion and contraction to occur without stressing a
direct stick adhesion. First install ply strips or timber battens
to the floor panels using nylon sleeved screw anchors and
construction adhesive and lay equal thickness of polystyrene
or similar packing between to deaden any drummy noise
potential. Then fix the decorative planking to the battens
as for any other carpentry situation (eg secret nailing of
tongue and groove profile, etc).
4.2.6 Asphalt
Hot mix bitumen impregnated aggregates such as asphalt
can be laid over Supercrete Structural Floor Panels. Be
sure that the mass of the screed thickness has been allowed
for in the load assessment for the selected panels.
4.2.7 Roofing Sheet or Tiles
Where roofing products such as sheet steel, or tiles made
from clay, concrete, slate or pressed metal are to fixed over
Supercrete Structural Floor Panels, these must be fixed
to timber or steel roofing battens which have been screw
fixed to the panels with nylon sleeved anchors, suitable
sized for capacity.

4.2.8 Tiles
Supercrete Structural Floor Panels are an ideal substrate
for tiling. They are dimensionally stable with little differential
movement to tiles. If tiles are to be used, the designer must
select the panels for a stiffer level of deflection, using the
Span/600 ratio from the span selection charts on page 17
to ensure that the most rigid option is chosen.
Typically, Supercrete Structural Floor Panels will have
been installed with smooth and level ring anchor grout, so
no special preparation for tiling should be necessary. Tiles
can be adhered directly to the floor. If, however, the panels
have been damaged during the course of construction
activities or grouting irregularities would prevent the
tiles from being laid to an even surface, patching with
Supercoat High Build Render or a floor levelling
Heated Floor Systems
Detail no. SFP 4-1
150, 175, 200, 225, 250
Supercrete Structural
Floor Panels
Suspended ceiling system fixed to
threaded rods hooked over ring anchor reinforcing
Supercrete
Structural Floor Panels
Suspended ceiling system fixed to
threaded rods hooked over ring anchor reinforcing
D12 ring anchor reinforcement grouted
in floor panel rebates
Copyright © Supercrete Limited 2008
In Screed Water Heating System
Under Tile/Carpet Electric Heat Mat
49
compound may need to be performed. Under tile heating
options are shown in the following diagrams.
4.2.9 Wet Area Preparation
In wet areas such as bathrooms, laundries or outside decks
and balconies, Supercoat Tanking Membrane, (available
from the Supercrete Distributor) must be used over
the floor panels to provide an impervious waterproof
membrane under the tiles. If screeding to falls is required,
this should be done before tanking.
Full descriptions and specifications for tanking wet areas is
provided in the Supercoat Technical Handbook, available
for download from www.supercoat.co.nz.
40 mm max
Selected floor tiles
and tile adhesive
40mm max mortar
screed
16mm heating
pipes layed in
screed
Selected floor finish
Electric heating mat
layer under floor covering
SFP 2012

5.0 Stairs
Stairs can be made from either standard Supercrete Stair
Treads, or cut down Structural Floor or Stair Panels.
Supercrete Stair Treads come in standard sizes of 1000
x 300 x 175mm or 1200 x 300 x 175mm. These can be
used to make ‘common’ or ‘accessible’ stairs as shown in
Detail SFP 5-1, below. Supercrete nosing and back
support will need to be adhered to the stair treads in these
situations. These are cut from Supercrete Blocks.
For longer stairs, Stair Panels come in 6000 x 600 x150mm,
or 6000 x 600 x175mm, which can be cut to size. Where
higher riser dimensions are needed, such as for ‘service’ or
Where a stair support wall has a control joint in
it, the affected tread is not bonded to the adjacent
tread, to allow movement to occur.
Site cut 25mm
angled
Supercrete
nosing block
300 x 175mm
Supercrete
Stair Tread
34°
Common Stairway (37°max)
220 (min)
80 Site cut 80 x 20 Supercrete
packer or thick bed mortar if
45° required
39°
220 (max)
Service Stairway (47° max)
‘secondary’ stairways, Supercrete Floor Panels may be
specially designed and cut to suit.
All treads shall have a minimum of 50mm bearing on each
end, on support walls or beams. The front edge of the
panels shall overlay and be supported on 50mm minimum
of the tread below (and backing block if required).
Where the required riser height is greater than the
tread height, the gap between treads shall be packed
with Supercrete AAC packers or mortar to provide
continuous bearing.
For more information on Supercrete Stairs refer to
www.supercrete.co.nz.
Pitch line
280 (min)
25mm angled
Supercrete
nosing block
Pitch line
310 (min)
Pitch line
45
300
175
190(max)
Site cut 50 x 100
Supercrete back support
Treads or panels can form landings.
Pitch, Riser and Treads for Supercrete Stair Treads to meet the NZ Building Code
Detail no. SFP 5-1
300 x 175mm
Supercrete
Stair Tread
Accessible Stairway (32°max)
Secondary Stairway (41° max)
SFP 2012 50 Copyright © Supercrete Limited 2008
34°
200mm
Supercrete
Structural Floor
Panel cut in half
Pitch line
250
15
50
300
175
180(max)
Site cut 50 x 100
Supercrete
back support
200
200mm
Supercrete Structural
Floor Panel cut in half

Appendix A
Custom Floor Panel Request Form
Customer:
Delivery Address:
Job No. Client Order No.
1. In what type of construction will the panels be used? (Check one box only)
a) Domestic Single Dwelling b) Domestic Multiple Dwelling c) Industrial Commercial
2. What type of non load bearing partitions will be used over the span of the floor panels?
(i.e. not directly supported by walls or beams below)
a) None b) Stud frame c) Supercrete d) Other Describe:
3. If a fire rating greater than 90 minutes is required, where is fire rating required? a) Above b) Below
Note the minutes required (120, 180 or 240) in the table below.
EXPLANATORY NOTES :
A* Panel ID’s to be allocated in ascending numerical order (max 50 per order) e.g. P01, P02, P03, P04, etc
B* Total panel length in mm (clear span plus bearing length)
C* If the panel is supported between the ends (mid span support) the largest clear span must be filled in here (mm)
D* Enter “Yes” or “No” for 10mm x 10mm edge bevels (these reduce edge chipping in transit)
E* Only complete where the required firerating exceeds 90 minutes
F* Design Live Load
G* Design superimposed Dead Load (excludes panel self weight, but includes ceilings, screeds etc)
H* Tiles (T), carpet (C), wood (W), vinyl ( ), no covering (N), membrane (M), screed (S), tiles on screed (T+S)
J* To be filled in where tiles and/or topping screed is used
Panel Grid
Location
Panel ID
Length
mm
Mspa
mm
Copyright © Supercrete Limited 2008
Width
mm
Panel
Thickness
mm
Bevel FRL
min
51
LL
kPa
DL
kPa
Floor
Covering Tile/Screed
Thickness mm Quantity
Optional A* B* C* D* E* F* G* H* J*
Panel Area
m2
SFP 2012

Technical Support
Supercrete NZ Ltd and its nationwide network of
distributors offers technical assistance in New Zealand. Visit
www.supercrete.co.nz for your nearest distributor who will
offer free estimating services; technical support to project
architects, engineers, builders and owners. Distributors
arrange for their Licenced Supercrete Panel Installers
and Supercoat Coating Applicators to undertake the
install and coating works. They also train and monitor these
licensed personnel.
Health & Safety
Information on any known health risks of our products and
how to handle them safely is shown on their package and/
or the documentation accompanying them.
Additional information is listed in the Material Safety Data
sheet. To obtain a copy, telephone 0800 443 235
For further information
on products and
our New Zealand wide
Distributor Network
Phone 0800 443 235 or
visit www.supercrete.co.nz
Guarantee
Supercrete Autoclaved Aerated Concrete products and
Supercoat coating products are guaranteed to be free of
defect in material and manufacture.
Installation workmanship and coating application work is
guaranteed by the licensed personnel who perform this
work.
Substitution of this claddings’ listed components is not
permissible and if alternative brands, materials or elements
are used, this will void all guarantees.
This guarantee excludes all other guarantees and liability
for consequential damage or losses in connection with
defective cladding, other than those imposed by legislation.
Authorised Distributor
Supercrete NZ Limited
67 Reid Rd, P.O. Box 2398
Dunedin, New Zealand.
Phone: +64 3 455 1502
Fax: +64 3 456 3587
0800 443 235
www.supercrete.co.nz
For your nearest distributor of Supercrete Products
visit our website www.supercrete.co.nz
The information presented herein is supplied in good faith and to the best of our knowledge was accurate at the time of preparation. No responsibility can
be accepted by Supercrete NZ Ltd or its staff for errors or omissions. The provision of this information should not be construed as a recommendation to
use any of our products in violation of any patent rights or in breach of any statute or regulation. Users are advised to make their own determination of
the suitability of this information in relation to their particular purposes and specific circumstances. Since the information contained in this document may
be applied in conditions beyond our control, no responsibility can be accepted by us for any loss or damage caused by any person acting, or refraining from
action as a result of this information. The systems detailed in this design guide are only to be used with Supercrete products manufactured by CSR Hebel Australia
and distributed by Supercrete NZ Ltd. This literature is not permitted to be used for other types of AAC, including Supercrete AAC from other manufacturers.
Copyright © Supercrete Limited 2008
Without limiting the rights of the copyright above, no part of this publication shall be reproduced (whether in the same or a
different dimension), stored in or introduced into a retrieval system, or transmitted in any form or by any means (electronic,
mechanical, photocopying, recording or otherwise), without the prior permission of the copyright owner.
Copyright © Supercrete Limited 2008
TM