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

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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