Knauf Seismic Design

Knauf Seismic Design
Edition 08/2004

Earthquakes can cause huge economic
losses. Primarily, however, they also cause
personal distress with deaths, injuries, the
loss of living space, and the devastation of
living conditions.
Knauf Seismic Design
Earthquake Safety
with Knauf Systems
Most of these losses are set off by buildings
that are unable to resist earthquake
loads.
In order to avoid, or at least reduce these
damages there are three basic principles
related to both cost-effective construction
as well as the earthquake safety of
buildings [1]:
Figure 1: Earthquake-damaged building
1.) In the event of slightly severe earthquakes,
buildings must be able to survive
without damage.
2.) In the event of moderately severe
earthquakes, the damage to the buildings
must be negligible.
3.) In the event of severe earthquakes,
the buildings must be prevented from
collapsing.
Above all, the protection of human life
must be assured by ensuring the options of
survival, escape and rescue in the event of
earthquakes of any severity.
Figure 2: “Soft story effect”
The appropriate literature [2], [3] and
National Standards (DIN 4149, Eurocode
8 - ENV 1998-1 etc.; see pg. 19) provide
constructional guidelines for the technical
implementation of these basic principles.
Going by these mentioned technical guidelines,
Knauf Systems present several clear
advantages as compared with solid concrete
and masonry constructions.
2
Figure 3: Collapsed “soft story”

Soft Buildings
Advantages:
Appropriate for rigid subsoil (higher
frequency) due to low natural frequency.
Required ductility is easier to achieve.
An easier calculation procedure.
Disadvantages:
Non-load bearing elements have to
be isolated (movements and deformations,
load distributions).
High stress in junctions due to larger
movements.
Rigid Buildings
Advantages:
Appropriate for soft subsoil due to
high natural frequency.
The junctions are less elaborate due
to smaller movements.
Joints with non-load bearing
construction components with fewer
problems.
Disadvantages:
Higher stress when subsoil is rigid.
Lower ductility.
The calculation procedure is more
complex.
a) floor plan vertical layout
Structural Basics
1.) Rigidity of load-bearing structure.
A decision in favor of or against soft or rigid
structures has to take the conditions of
the foundation soil into consideration.
Rigid structures should be founded on
soft subsoil, and soft structures should be
founded on rigid subsoil in order to avoid
undesired large stresses caused by the effects
of resonance.
2.) Ensure a steady and symmetrical distribution
of weight and rigidity in the vertical
and horizontal layout taking non-load bearing
construction components into consideration,
in order to avoid higher torsion-related
stress (fi gure 4).
3.) Avoid “top heaviness” of the vertical layout
related to both weight (including nonload
bearing components) and rigidity. In a
majority of cases, the “soft story effect” is responsible
for the collapse of buildings in the
event of an earthquake (fi gures 2 and 3).
b) floor plan vertical layout
Figure 4: a)Unfavourable layouts b) Improvement through structural subdivision
4.) Use ductile materials for non-load bearing
construction components. Avoid brittle
materials that display unfavorable behavioral
patterns in the case of a collapse (unannounced
collapses, brittle fraction). They
could thus lead to undesired load distribution
when not installed properly, with higher
destruction effects when compared with
more ductile materials (fi gure 5).
The objective should be to implement
these basic rules in the construction of new
buildings as well as in the improvement of
Figure 5: Damage caused by collapsing masonry
existing buildings.
3

Seismic Zones
Every country has different seismic zones
that refer to nominal horizontal ground accelerations
depending on the regional seismic activity
(table 2).
In table 1 the zones have been allocated to
the internationally recognized EMS-98-scale
(table 1) in order to ensure the international
comparability of national guidelines. With 12
intensity classifi cations this scale specifi es
earthquake intensities based on their effects on
human beings and buildings. It is a better scale
than the well-known Richter scale that provides
us with the energy release rate at the epicenter
of earthquakes. The effect on buildings, however,
depends on the epicenter‘s distance to the
earth’s surface.
The values stated in table 2 are the nominal
ground accelerations. For calculation purposes,
other mathematical factors such as behavioral,
soil group, and building classifi cation factors
have to be additionally applied as set down in
the national standards.
Usually, the vertical acceleration is neglected.
It can, however, amount to up to 50 % of the horizontal
acceleration. In individual cases it might
have to be taken into consideration for certain
construction components.
Tabelle 1: European Macroseismic Scale 1998 EMS-98 [5]
EMS
intensity
Definition Description of typical observed effects (abstracted)
I Not felt Not felt.
II Scarcely felt Felt only by very few individual people at rest in houses.
III Weak Felt indoors by a few people. People at rest feel a swaying
or light trembling.
IV
Largely
observed
Felt indoors by many people, outdoors by very few. A
few people are awakened. Windows, doors and dishes
rattle.
V Strong Felt indoors by most, outdoors by few. Many sleeping
people awake. A few are frightened. Buildings tremble
throughout. Hanging objects swing considerably. Small
objects are shifted. Doors and windows swing open or
shut.
VI
Slightly
damaging
Many people are frightened and run outdoors. Some objects
fall. Many houses suffer slight non-structural damage
like hair-line cracks and fall of small pieces of plaster.
VII Damaging Most people are frightened and run outdoors. Furniture
is shifted and objects fall from shelves in large numbers.
Many well built ordinary buildings suffer moderate damage:
small cracks in walls, fall of plaster, parts of chimneys
fall down; older buildings may show large cracks in walls
and failure of fi ll-in walls.
VIII
Heavily
damaging
Many people fi nd it diffi cult to stand. Many houses have
large cracks in walls. A few well built ordinary buildings
show serious failure of walls, while weak older structures
may collapse.
IX Destructive General panic. Many weak constructions collapse. Even
well built ordinary buildings show very heavy damage:
serious failure of walls and partial structural failure.
X
Very
destructive
Many ordinary well built buildings collapse.
XI Devastating Most ordinary well built buildings collapse, even some
with good earthquake resistant design are destroyed.
XII
Completely
devastating
Almost all buildings are destroyed.
4

Knauf Seismic Design
Seismic Zones and Seismic Intensities
Table 2: Seismic zones in selected countries
EMS-
98-
Scale
Appropriate
horizontal
ground
acceleration
Argentina
INPRES-CIRSOC
103 Part I
1991
Austria
ÖNORM B4015
2002
Bulgaria
Code for
seismic Design
1987
Chile
NCH 433 Of 96
1996
China
GB/T177742
1999
CIS
SNiP II-7-81*
2000
Germany
DIN 4149-1
1981
a [m/s²] Zone a 0
[m/s²] Zone a 0
[m/s²] Zone a 0
[m/s²] Zone a 0
[m/s²] Zone a 0
[m/s²] Zone a 0
[m/s²] Zone a 0
[m/s²]
I < 0.01
II 0.01-0.025
III 0.025-0.05
0 0-0.35
A 0
IV 0.05-0.12 0 ≤ 0.39
0
V 0.12 -
0.25
1 1.96
0.22-0.44
VI 0.25 -
VI 0.49
1 0.35-0.50
0 0
0.50
1 0.40-0.98 0.45-0.89
VII 0.50 - 2 0.50-0.75 VII 0.98
1 0.25
1.0
1.0
3 0.75-1.00
2 0.40
2 0.99-1.77
0.90-1.77
VIII 1.0 -
VIII 1.47
3 0.65
2.0
2.0
4 1.00
3 1.78-2.45 2 1.96-2.94 1.78-3.53
IX 2.0- IX 2.65
4.0
4.0 4 2.46-3.43 3 2.94-3.92
3.54-7.07
X 4.0 -
4 >1.00
8.0
XI 8.0 -
16.0
XII > 16.0
7.08-
14.14
EMS- Appropriate Greece Iran
Italy
Romania Switzerland Turkey
98- horizontal EAK 2000 Document technical government
order
P 100-92 SIA 261 ABYYHY
Scale ground
No. 2800 2 nd ed.
acceleration 2000
1999
2004
1992
2003
1998
a [m/s²] Zone a 0
[m/s²] Zone a 0
[m/s²] Zone a 0
[m/s²] Zone a 0
[m/s²] Zone a 0
[m/s²] Zone a 0
[m/s²]
I < 0.01
II 0.01-0.025
III 0.025-0.05
IV 0.05-0.12
4 ≤ 0.49
V 0.12 -
0.25
4 1.96
VI 0.25 -
0.50
VII 0.50 -
1 0.6
F 0.78
1.0 3 0.5-1.47
2 1.0
VIII 1.0 - I 1.18 E 1.18 3a 1.3
4 ≤1.0
2.0 II 1.57
D 1.57 3b 1.6
2 1.47-2.45
IX 2.0
3 2.45 C 1.96 3 2.0
III 2.53
- 2 2.94
B 2.45 2 3.0
4.0 IV 3.53 1 3.43 A 3.14
X 4.0 -
1 4.0
8.0
1 > 2.45
XI 8.0 -
16.0
XII > 16.0
5

Types of Collapse and Damage
The collapse of buildings can either be
global or local. The term local implies that
only a part of the load-bearing structure or
a single construction component collapses.
When a collapse is termed global, the
whole structure is considered to have been
destroyed.
Cracks, plastic displacements etc. are
damages which can cause the loss of a
building’s usability, as well.
Apart from basic “under dimensioning,”
the following types of collapses may occur
due to errors in either the conception or
execution of buildings:
The “soft story effect” (fi gures 2 and 3)
occurs due to a story with little rigidity (for
architectural reasons mostly the ground
fl oor) that attracts stresses from rigid stories
and subsequently collapses. It is the
weakest part of the structure. Strictly speaking,
it is a local collapse, but it can cause
a global collapse and lead to the ultimate
loss of the building.
The “short columns effect” (fi gure
7) is caused by undesired load swaps into
construction components that are not divided
well enough from the load-bearing
structure. The reason is the subsequent increase
of rigidity through masonry and the
following higher seismic load due to the
shortening of the swing period.
The sudden and unannounced collapse
of infill masonry (fi gures 6 and 8) is extremely
dangerous to people in the building.
It can even lead to a complete collapse
of the whole building (fi gure 5). The reason
is the higher rigidity of infi ll masonry,
as compared with the softer columns, that
causes the swapping of loads into the masonry.
The brittle material collapses in an
explosion-like manner.
6
Figure 6: Collapse of infi ll masonry
Figure 7: Short columns effect
Figure 8: Collapsed infi ll masonry

Knauf Seismic Design
Less Weight
- Less Trouble
Example according to
Eurocode 8 (EN 1998: 1997): (figure 9)
● 7-story residential building
● Reinforced skeleton construction
● Total height: 19 m
● Ground area 18 x 12 m
● Reference value of horizontal ground
acceleration: 0.4 g
● Total weight of load-bearing compo -
nents: 1095 t
● Total weight of walls (masonry incl.
plaster = 200 kg/m² interior / 240 kg/m²
exterior)): 518 t
● Total weight of walls
(interior: Knauf W112, 49 kg/m²,
exterior: Aquapanel, 42 kg/m²) : 109 t
● Total weight of building:
Figure 9: Skeletal frame of a 7-story building
Table 3: Load values for cited example
Interior Walls
Exterior Walls
Total vertical load for
earthquake calculation
Masonry
(200 kg/m²)
(240 kg/m²)
Knauf Systems
W112
(49 kg/m²)
Aquapanel
(42 kg/m²)
17.8 MN 13.7 MN
with masonry: 1614 t
with Knauf systems: 1204 t
(25 % less weight when Knauf Systems
are used instead of masonry)
By calculating the earthquake loads
according to Eurocode 8 it can be determined
that these loads are decreased by
Total horizontal
earthquake load
according to EC 8
at a 0
= 0.4 g
4.0 MN 3.1 MN
approx. 23 % when using Knauf W112 for
interior partitions and Knauf Aquapanel for
exterior walls.
Ratio 100 % 77 %
A more economic dimensioning of the
expensive reinforced concrete structure
thus becomes possible for both static and
earthquake loads.
Additionally, earthquake safety is
improved due to the better deformation and
collapse behavior of drywall constructions
in the event of an earthquake.
7

Advantages
●Low dead load ( ˆ= lower earthquake
loads)
● Sound insulation
● Drywall materials are a major
advantage in remodelling and
renovation
Knauf Seismic Design
Advantages of Knauf
Drywall Systems as
Compared with Solid
Constructions
● Fire protection (ceilings, panelling
of beams and columns)
● Flexible for rededications
● Ductile behavior of deformation
and collapse; no unannounced
collapse
● Preservation of enclosing function
even after possible collapse
8
Figure 10: Knauf suspended ceiling D112

Knauf Seismic Design
Applications
Non-load bearing Partitions /
Suspended Ceilings (pp. 10 / 12)
As construction components, the wellknown
Knauf partitions and ceiling systems
are earthquake proof by themselves [6].
Additionally, they add a considerable
amount of earthquake safety to a building
based on the benefi ts mentioned earlier in
this brochure.
Application is possible both in new
buildings as well as for the retrofi tting or
renovation of existing buildings.
Shear Walls (pg. 14)
Figure 11: Knauf partition W112
Knauf drywall partitions can bear horizontal
shear forces like wind and earthquake
loads if they are adapted to brace
load-bearing structures. With that, the
advantages of Knauf drywall partitions can
be exploited for walls in new buildings and
in the case of renovation and retrofi ttings
with structural requirements.
Bracing Wall and Ceiling Panels for
Steel Framework Buildings (pg. 16)
Prefabricated or on-site fabricated wall
and ceiling panels can be used for new
steel framework buildings.
These panels link the advantages of dry
construction systems with a highly effective
execution process.
The Knauf partner company, Danogips,
offers the SBS (Steel Building System)
which will shortly be adapted for use in
Figure 12: The Danogips SBS (Steel Building System)
earthquake endangered buildings.
9

The main advantages of Knauf nonload
bearing partitions are the reduction
of construction weight (see table 3, page
7 and table 4) and the ductile behavior of
deformation. The dead load decrease of
non-load bearing construction components
leads to a massive reduction of loads in the
event of an earthquake.
The most ideal application of Knauf
partitions in connection with earthquake
safety is their use as infi ll walls for skeleton
constructions.
The brittle and comparatively rigid
deformation behavioral patterns of the
infi ll masonry used generally causes load
transfer with dangerous, explosion-like and
Knauf Seismic Design
Non-load bearing
Partitions
Table 4: Weight comparison of infill masonry and Knauf Drywall Systems W111/ W112
Weight Reduction
1 m² masonry d = 11.5 cm;
Weight per unit area: approx. 145 kg/m²
1 m² metal stud partition, single layer;
Weight per unit area: approx. 25 kg/m²
1 m² metal stud partition, double layer;
Weight per unit area: approx. 50 kg/m²
→ Weight reduction by 65 % to 83 %
unannounced collapse that can even lead
Table 5: Stress resultants from lateral horizontal loads
System
W111
d = 100 mm
W112
d = 125 mm
Horizontal
acceleration
0.5 g
(4.9 m/s²)
Max.
shift
[mm]
Maximum
bending
moment
[kNm]
2.5 - 14 0.1 - 0.3 2.0
11.6 - 25 0.3 - 0.6 2.6
Bending
moment
capacity
[kNm]
to the total collapse of the whole building.
Even when highly deformed, drywall
partitions maintain their enclosing function
and do not collapse completely. [7]
According to the “Report of Earthquake
Proof Execution of Partitions and Suspended
Ceilings” by Dr. Rainer Flesch of the
“Bundesforschungs- und Prüfzentrum Arsenal”
(Federal Research and Test Centre
Arsenal) [6], Knauf metal stud partitions
can effectively resist and absorb lateral
loads caused by earthquake acceleration
and their own weight.
Table 5 shows calculated stress resultants
for a lateral horizontal acceleration of
2.5 m h 3.5 m
U ; V´
0.5 g on Knauf partitions W111 and W112.
2.5 m l 15.0 m
Figure 13: Lateral horizontal loading
10

Table 6: Maximum Resistible Horizontal Acceleration
Knauf gypsum
board partition
system
W111
single layer
(1x12.5 mm)
25 kg/m²
W112
double layer
(2x12.5 mm)
50 kg/m²
Size of stud /
thickness of wall
[mm] / [mm]
Maximum
wall height
[m]
Bending
moment
capacity
[kNm]
50 / 75 3.0 1.5 ≤ 5.4 g
75 / 100 4.5 2.0 ≤ 3.1 g
100 / 125 5.0 2.5 ≤ 3.2 g
50 / 100 4.0 2.0 ≤ 2.0 g
75 / 125 5.5 2.6 ≤ 1.4 g
100 / 150 6.0 3.2 ≤ 1.4 g
Maximum resistible
horizontal
acceleration
Values for the maximum acceptable horizontal
acceleration based on load capacities
according to [8] are stated in table 6.
However, going by the following assumption
horizontal in-plane loads caused by
story shift cannot be borne by these partitions
[6] (fi gure 14).
With an assumed story shift of 1 % to 1.5 %,
a maximum height of wall of 3.5 m, and the
resulting story shift of ∆l = 3.5 to 5.3 cm,
F M
l
the resulting stresses cannot be absorbed
by the partition without cracks developing.
The enclosing function would still be retained,
but a big enough joint is necessary
h 3.5 m
in order to absorb the deformation of the
structure.
2.5 m l 15.0 m
Figure 14: Horizontal in-plane load
30 mm
V' x
A viable solution according to the example
cited above is shown in fi gure 15.
In individual cases the necessary size of
the joint has to be determined exactly through
a calculation of the expected deformation.
U Runner (d = 1.0 mm)
spacing of dowels = 0.5 m
Figure 15: Detail of deformation joint
Figure 16: Statical separation of non-load bearing partitions
11

Knauf suspended ceilings keep the dead
load of non-load bearing construction components
low and fulfi l the enhanced building
requirements of sound insulation, fi re protection
and thermal insulation. Furthermore,
Knauf suspended ceiling systems create
additional space for service or sanitary
installations.
Knauf Seismic Design
Suspended Ceilings
Table 7: Load values in ceiling studs with vertical acceleration of 0.5 g
Suspended ceiling
Gypsum
board layer
layout
[m]
Maximum bending
moment
[kNm]
Maximum shift
[mm]
Breaking
moment of
channels [kNm]
Suspension Suspension Suspension
soft rigid soft rigid soft rigid
The behavior of suspended ceilings in the
event of an earthquake also has been an
object of investigation in the report mentioned
earlier [6].
Different variations were analyzed in order
to detect any links between behavior under
dynamic loads, the rigidity of the suspension,
and the layout (table 7, fi gure 17).
The rigidity of the suspension is infl u-
enced by the number, the alignment and
single
(1 x 12.5 mm)
12.5 kg/m²
double
(2 x 12.5 mm)
25 kg/m²
3 x 5
0.02 22.3
0.20
7 x 15
27
0.005
10 x 10 0.15 25
3 x 5
0.05 44 7.4
7 x 15 0.35
50 7.5
0.015
10 x 10 48 8.0
V' (0.5 g) z
3.0 0.186 0.186
0.222 0.222
the rigidity of the suspenders. (fi gure 17,
table 8).
The results show that a rigid suspension
is better than a soft suspension when dynamic
loads are applied.
Due to the effects of resonance, both defl
ection and the bending moment are signifi -
cantly lower with rigid suspensions as compared
with soft suspensions.
The bending moment capacity is reached
or partially overstepped with a soft suspension.
Another remarkable characteristic is that
the layout does not have a signifi cant infl u-
ence on the defl ection. Single layer board
application is preferable due to the lower
weight. However, this is not always possib-
1.25 m
1.25 m
1.25 m 1.25 m
"soft" suspension
suspenders at every 2nd crossing
0.50 m
"rigid" suspension
suspenders at each crossing
CD channel
suspended CD channel
CD channel
suspended CD channel
le as fi re safety requirements might have to
be taken into consideration.
0.50 m
Figure 17: Constructional set-up for rigid or soft suspensions
12

Table 8: Knauf Suspenders
0.25 kN
Anchor Fix
0.4 kN
Nonius Hanger
0,4 kN Knauf
Universal Bracket
The following constructional demands
have to be taken into consideration for application:
● Place suspenders as close as possible
to the cross-alignment points of the
104 200
270
Rigidity [kN/m]
channels.
● The connectors have to be screwed together
with channels and suspenders.
10 mm
10 mm
12.5 mm 12.5 mm
● The suspension height should be as
short as possible.
● The weight should be as low as possible
to reduce earthquake loads. One
layer is better than two layers.
10 mm
10 mm
25 mm
● The lateral connection should slide
Rigid suspension
● do not fasten cladding to
perimeter channel
Figure 18 :Layouts
Soft suspension
● single layer cladding
● square layout
● connection to perimeter
channel on one side
horizontally but be vertically fixed.
● The edge distance of first channel grid
from flanking component should be
approx. 100 mm.
Construction examples can be seen in fi -
load-bearing structure
gures 19 and 20.
The use of the soft suspension as shown
open joint
suspended ceiling
mold
Figure 19: Section of suspended ceiling
horizontal
fixing
in fi gure 17 and table 7 is limited. In buildings
classifi ed as I and II according to Eurocode
8-1-2 and areas with high seismic
activity soft suspension systems cannot be
used. Even for building classifi cation III the
Connection without
fire protection requirements
● shifting substructure
Figure 20: Joint details
Connection with
1.5 hr fire protection
● Shifting substructure
● Rigid connection of cladding
(tightness)
● Alternative: expanding
sealing strip
(with / without mold)
use is limited. Furthermore, constructional
demands according to fi gure 18 should also
be taken into account.
All elements in the plenum (above the
suspended ceilings) that are not part of
the suspended ceiling must have a separate
suspension and are not allowed to apply
their weight on any component of the suspended
ceiling.
This requirement should be fulfi lled both
for earthquake safety purposes and for fi re
protection reasons.
13

Knauf partitions such as the wooden panel
partitions and the metal stud partitions
can be used as shear walls for horizontal
loads from wind and earthquakes for both
new buildings and the renovation of buildings.
Shear walls are well-known building
methods in the USA and New Zealand where
wooden constructions are mainly used.
The values and application guidelines
of non-load bearing partitions can be applied
to lateral loads. No resonance effects
should be expected for in-plane loads due
to the high natural frequency in case of
shear loads.
Consequently, no dynamic effects need
to be taken into consideration, and structural
loads can be assumed accordingly.
Table 9 shows the permissible in-plane
Knauf Seismic Design
Shear Walls
Table 9: Horizontal load capacity of wooden panel partitions according to
„Allgemeinen bauaufsichtlichen Zulassungen“ (General Building Supervisory Permits)
Z-9.1-339 (Knauf gypsum fiber boards) and Z-9.1-199 (Knauf gypsum boards)
Cladding
both sides
one side
Stud
spacing
Standard
b S
Spacing
of nails /
staples
e R
Gypsum fiber
boards perm. F H
in
kN for panel height
h in m
Gypsum boards
perm. F H
in kN
for panel height
h in m
mm mm ≤ 2.60 ≤ 3.00 ≤ 2.60 ≤ 3.00
600-625
1200-
1250
1200-
1250
min. 50 3.3
max. 75 3.3
max. 150 1.3
min. 50 6.0 5.5
max. 75 7.5 6.3
max. 150 2.7 2.7
min. 50 3.3
max. 75 4.4 2.8
max. 150 1.5
1)
Linear interpolation is allowed for values of perm. F H
between e R
= 50 mm and 150 mm, likewise between h = 2.60 m and
3.0 m.
loads for Knauf wooden panel partitions
according to the “Allgemeine bauaufsichtliche
Zulassung Z-9.1-199” (The General
Building Supervisory Permit) [10] (Further
information about reduction factors is cited
Half panel
F H
e R
F V
Full size panel
e R
F V
here).
The German Standard for wooden
constructions DIN 1052 (08/2004) includes
detailed information for the dimensioning
of wooden panel partitions with gypsum
boards and in-plane loading.
Bernd Naujoks (TU Darmstadt, Institut für
Stahlbau und Werkstoffmechanik/ Technical
R
e R
R
e R
h 2600 mm
F H
R M R
e R
max. e M = 150
e R
h 3000 mm
(only with double sided cladding and b 1200)
s
University of Darmstadt) did a report on me-
e R
e R
tal stud constructions, “Tragverhalten von
Wandtafeln mit Kaltprofi len unter horizontalen
Lasten“ [11]. Among other tests me-
Z A
b = 600 to 625 mm
s
Z A
bs
625 to 1250 mm
tal stud partitions with gypsum fi ber board
Figure 21: Loading set-up for Table 9
application under in-plane load (horizontal,
and combined with vertical load) ...
Continuation on page 15
14

Table 10: Collapse loads for metal stud shear walls from [9]
Cladding 1 Cladding 2 Spacing of
screws s r
[mm] at
perimeter
Horizontal
load F H
at
collapse
[kN]
Vertical
load F V
at
collapse
[kN]
Number
of tests
Continuation from page 14
...by varying the spacing of the screw
attachment were tested for this research
paper. A dimensioning calculation has been
Gypsum
fi ber board
(e.g. Knauf
Vidiwall)
Cementous
fi ber board
(e.g. Knauf
Aquapanel)
Gypsum
fi ber
board
(e.g. Knauf
Vidiwall)
100 39.8 0 3
150 33.1 0 3
150 43.6 0 3
Chipboard 150 39.9 0 3
Trapezoid
metal sheet
172/150 39.0 0 3
none 200 12.2 30 1
also developed by Bernd Naujoks.
The test results shown in table 10 are not
dimensioning values ; these are breaking
loads with defi ned collapse criteria without
statistical consideration or safety factors.
The collapse of wooden panel partitions is
usually caused by the connections between
the board and the wooden framing members.
For metal stud partitions, however, the col-
1
3
1
3
1
3
F V
F V
F V
F H
lapse can be caused by the buckling of the
lower end of the pressure-impacted stud if
the spacing of screws is small enough. [11]
Additional reinforcements in this area, e.g.
corner bracing components increase the
load capacity of metal stud shear walls.
260 cm
It should, however, be borne in mind that
the fi gures stated do not take into account
Figure 22: Load set-up for Table 10
125 cm
any effects of creeping under permanent
loads. Hence, it should be ensured that no
permanent loads occur through plastic deformations
or the restraint of fl anking components.
Drywall shear walls can be used up to 5
stories.
Table 11: Comparison of shear capacity of masonry walls and
Knauf shear walls
Wall type
(l=5m, h=3m)
Total capacity
kN
Capacity
kN/m
Weight of wall
kg/m²
120 mm masonry 1) 9 1.8 194
180 mm masonry 1) 15 3.0 299
240 mm masonry 1) 20 4.0 405
≥ 75 mm Knauf W 111 2) 12 2.4 25
≥ 100 mm Knauf W 112 2) 19 3.8 50
1)
Strength of bricks = 15.0 N/mm²
2)
Studs c/c 600 mm. Screw spacing around perimeter 200 mm in both layers.
In table 11 the shear load capacity of masonry
and Knauf shear walls is stated for
walls 3 m high and 5 m long.
It shows that the shear capacity of Knauf
partitions is comparable to the capacity of
conventional masonry with a signifi cantly
lower weight.
Material values for dimensioning are stated
in tables 12 and 13, pg 17.
15

The Knauf partner company, Danogips,
offers the SBS (Steel Building System) as
an effi cient constructional option for new
steel framework buildings.
The wall and ceiling panels used in this
Knauf Seismic Design
Bracing Wall and
Ceiling Panels
system are prefabricated to various degrees
and can bear horizontal loads from
wind and earthquakes.
To date the system can only be used for
static loads. Knauf and Danogips are currently
working together to adapt it for use
under dynamic loads, such as in earthquake
endangered areas, in the next few
months.
All the previously mentioned advantages
of drywall constructions can be applied to
the SBS. Additionally, there is the cost-saving
option on expensive reinforced concrete
or steel constructions as the SBS system
is able to to bear loads.
Figure 23: Facade with Danogips SBS (Steel Building System)
Figure 24: Ceiling panel
16

Knauf Seismic Design
Material Values
Table 12:
Shear capacity [kN] of connection of cladding to metal
stud (0.6 mm) per TN drywall screw in kN
Gypsum board
according to EN 520
Screw in
1 st layer
Screw in
2 nd layer
12.5 mm Type E 0.25 0.14
The material data according to DIN 1052
(08/2004) (table 13) and the shear capacities
of the screw connectors (table 12) as
determined by Danogips can be used as dimensioning
values for metal stud partitions
with shear load. Load capacity values for
Knauf Systems will be available shortly.
12.5 mm Type F 0.25 0.14
12.5 mm Type A 0.25 0.14
12.5 mm Type I 0.30 0.17
15 mm Type F 0.30 0.17
Table 13: Characteristic values of rigidity and strength for gypsum boards according to DIN 1052 (08/2004) in N/mm²
Load direction Value Gypsum Board GKB/GKBI
d [mm]
Gypsum Board GKB/GKBI
d [mm]
12.5 15 18 12.5 15 18
Gross Density ρ k
[kg/m³] 680 680 680 800 800 800
Shear load Shear Modulus G mean
1)
700 700 700 700 700 700
Shear Strength f v,k
1.0 1.0 1.0 1.0 1.0 1.0
Transverse direction E Modulus E mean
1)
1000 1000 1000 1000 1000 1000
Flexural Strength f m,k
2.0 1.7 1.4 2.0 1.7 1.4
Compressive Strength f c,k
4.2 4.2 4.2 4.8 4.8 4.8
Tensile Strength f t,k
0.7 0.7 0.7 0.7 0.7 0.7
Longitudinal direction E Modulus E mean
1)
1200 1200 1200 1200 1200 1200
Flexural Strength f m,k
4.0 3.8 3.6 4.0 3.8 3.6
Compressive Strength f c,k
3.5 3.5 3.5 5.5 5.5 5.5
Tensile Strength f t,k
1.7 1.4 1.1 1.7 1.4 1.1
Lateral Load Compressive Strength f c,k
3.5 3.5 3.5 5.5 5.5 5.5
Transverse direction E Modulus E mean
1)
2200 2200 2200 2200 2200 2200
Flexural Strength f m,k
2.0 1.8 1.5 2.0 1.8 1.5
Longitudinal direction E Modulus E mean
1)
2800 2800 2800 2800 2800 2800
Flexural Strength f m,k
6.5 5.4 4.2 6.5 5.4 4.2
1)
For the characteristic rigidity values E 05
and G 05
, use E 05
= 0.5 • E mean
G 05
= 0,9 • G mean
for calculation.
17

[8] Naujoks, Bernd „Tragverhalten von
Wandtafeln mit Kaltprofi len unter horizontalen
und vertikalen Lasten“, Veröffentlichungen
des Instituts für Stahlbau
und Werkstoffmechanik der Technischen
Universität Darmstadt, Heft 66,
2002
[9] Dr.-Ing. Meier-Dörnberg „Erdbebensicherheit
von leichten Trennwänden
- Knauf Ständerwände mit Gipsplatten
W111 und W112“, TH Darmstadt, Institut
für Mechanik, 1984
[10] Allgemeines bauaufsichtliches Prüfungszeugnis
„Wände in Holztafelbauart
mit Beplankungen aus KNAUF-
Gipsplatten“, Deutsches Institut für
Bautechnik, 2001
[11] Naujoks, Bernd „Tragverhalten von
Wandtafeln mit Kaltprofi len unter horizontalen
Lasten“, TU Darmstadt, Institut
für Stahlbau und Werkstoffmechanik
2002
References
[1] Univ. Doz. Dr. Rainer Flesch
„Grundlagen des erdbebensicheren
Konstruierens“, Österreichische Ingenieur-
und Architekten-Zeitschrift Heft
9, Jahrgang 131 (1986)
[2] Dowrik, D. J. „Earthquake Resistant
Design“, John Wiley & Sons, 1977
[3] Müller, Keintzel „Erdbebensicherung
von Hochbauten“, 2. Aufl ., Wilhelm
Ernst & Sohn, 1985
[4] Rosman, Riko „Erdbebenwiderstandsfähiges
Bauen“, Wilhelm Ernst &
Sohn, 1983
[5] „European Macroseismic Scale 1998
EMS-98“, G. Grünthal, ESC Working
Group „Macroseismic Scales“, 1998
[6] Univ. Doz. Dr. Rainer Flesch „Gutachten
über erdbebensichere Ausführung
von Ständerwänden und Plattendecken“,
Bundesforschungs- und Prüfzentrum
Arsenal (Wien), 1995
[7] Dr. Tschirgin/ Dr. Tscherkaschin „Gutachten
über die Anwendungsmöglichkeit
von Trennwand- und Wandbekleidungskonstruktionen
aus Gips-/
Gipsfaserplatten in Erdbebengebieten“,
Kutscherenko-Forschungsinstitut
„ZNIISK“, 2004
18

Table 14: Selected international standards
International ISO 3010 Basis for design of structures - Seismic actions on structures 12/01
Germany
(Pre-standard) DIN V ENV 1998-1-1 Eurocode 8 - Design provisions for earthquake resistance of structures - Part 1-1: General rules;
seismic actions and general requirements for structure; German version ENV 1998-1-1:1994
(Pre-standard) DIN V ENV 1998-1-2 Eurocode 8 - Design provisions for earthquake resistance of structures - Part 1-2: General rules;
general rules for building; German version ENV 1998-1-2:1994
(Pre-standard) DIN V ENV 1998-1-3 Eurocode 8 - Design provisions for earthquake resistance of structures - Part 1-3: General rules;
specifi c rules for various materials and elements; German version ENV 1998-1-3:1995
(Pre-standard) DIN V ENV 1998-1-4 Eurocode 8: Design provisions for earthquake resistance of structures - Part 1-4: General rules;
strengthening and repair of buildings; German version ENV 1998-1-4:1996
(Draft standard) DIN 4149 Buildings in German earthquake areas - Design loads, analysis and structural design of buildings
DIN 4149-1 Buildings in German Earthquake Zones; Design Loads, Dimensioning, Design and Construction of Conventional Buildings
DIN 4149-1 Beiblatt 1 Buildings in German earthquake areas; relation of administration areas with earthquake areas
DIN 4149-1/A1 Buildings in German earthquake areas; design loads, analysis and structural design, usual buildings; amendment 1, map
showing earthquake areas
06/97
06/97
06/97
09/99
10/02
04/81
04/81
12/92
France NF P06-013 Earthquake resistant construction rules. Earthquake resistant rules applicable to buildings, called PS 92.
NF P06-013/A1 Earthquake resistant construction rules. Earthquake resistant rules applicable to buildings, called PS 92
XP P06-031-1 Eurocode 8 : Design provisions for earthquake resistance of structures and national application document - Part 1-1 : general
rules - Seismic actions and requirements for structures.
XP P06-031-2 Eurocode 8 : Design provisions for earthquake resistance of structures and national application document - Part 1-2 : general
rules for buildings.
XP P06-031-3 Eurocode 8 - Design provisions for earthquake resistance of structures and national application document - Part 1-3 : general
rules - Specifi c rules for various materials and elements.
(Draft standard) P06-033PR Eurocode 8 : Design provisions for earthquake resistance of structures - Part 1-4 : general rules - Strengthening
and repair of buildings.
12/95
02/01
12/01
12/00
03/03
Great Britain
(Pre-standard) BS DD ENV 1998-1-1 Eurocode 8: Design provisions for earthquake resistance of structures - General rules - Seismic
actions and general requirements for structures
(Pre-standard) BS DD ENV 1998-1-2 Eurocode 8: Design provisions for earthquake resistance of structures - General rules - General rules
for buildings
(Pre-standard) BS DD ENV 1998-1-3 Eurocode 8: Design provisions for earthquake resistance of structures - General rules - Specifi c rules
for various materials and elements
(Pre-standard) BS DD ENV 1998-1-4 Eurocode 8: Design provisions for earthquake resistance of structures - General rules - Strengthening
and repair of buildings
05/96
05/96
05/96
05/96
CIS SniP II 7-81 Bauen in erdbebengefährdeten Gebieten 2000
Italy D.M.L.P. 24. Januar 1986 Technische Normen für erdbebensichere Gebäude 01/86
Austria
(Draft standard) OENORM EN 1998-1 Eurocode 8: Design of structures for earthquake resistance - Part 1: General rules, seismic actions
and rules for buildings
(Pre-standard) OENORM ENV 1998-1-1 Eurocode 8: Design provisions for earthquake resistance of structures - Part 1-1: General rules
- Seismic actions and general requirements for structures
(Pre-standard) OENORM ENV 1998-1-2 Eurocode 8: Design provisions for earthquake resistance of structures - Part 1-2: General rules
- General rules for buildings
(Pre-standard) OENORM ENV 1998-1-3 Eurocode 8: Design provisions for earthquake resistance of structures - Part 1-3: General rules
- Specifi c rules for various materials and elements
(Pre-standard) OENORM ENV 1998-1-4 Eurocode 8: Design provisions for earthquake resistance of structures - Part 1-4: General rules
- Strengthening and repair of buildings
OENORM B 4015 Design loads in building - Accidental actions - Seismic actions - General principles and methods of calculation
05/04
06/97
06/97
06/97
12/99
06/02
Switzerland
SIA 260 Basis of structural design
SIA 261 Actions on Structures
SIA 261/1 Actions on Structures - Supplementary Specifi cations
(Pre-standard) SN ENV 1998-1-1 Eurocode 8 - Design provisions for earthquake resistance of structures - Part 1-1: General rules; seismic
actions and general requirements for structure
(Pre-standard) SN ENV 1998-1-2 Eurocode 8 - Design provisions for earthquake resistance of structures - Part 1-2: General rules; general
rules for building
(Pre-standard) SN ENV 1998-1-3 Eurocode 8 - Design provisions for earthquake resistance of structures - Part 1-3: General rules; specifi c
rules for various materials and element
01/03
01/03
01/03
1998
1994
1995
Turkey ABYYHY Specifi cations for Structures to be Built in Disaster Areas Part III - Earthquake Disaster Prevention 07/98
19

Knauf Gips KG
Am Bahnhof 7, D-97346 Iphofen
Phone: +49-9323-31-0
Fax: +49-9323-31-277
http://www.knauf.de
e-mail: info@knauf.de
Danogips A/S
Kløvermarksvej 4-6
DK-9500 Hobro
Phone: (+45) 96-573000
Fax: (+45) 96-573001
http://www.danogips.dk
e-mail: info@danogips.dk
Knauf AG
Kägenstraße 17
CH-4153 Reinach
Phone: (+41) 61-716-10-10
Fax: (+41) 61-716-10-11
http://www.knauf.ch
e-mail: info@knauf.ch
Knauf di Lothar Knauf s.a.s.
Località Paradiso
I-56040 Castellina Marittima (PI)
Phone: (+39) 050-692-201
Fax: (+39) 050-692-301
http://www.knauf.it
e-mail: knauf@knauf.it
Knauf Gesellschaft m.b.H.
Knaufstraße 1
A-8940 Weißenbach/Liezen
Phone: (+43) 3612-22 971
Fax: (+43) 3612-24 679
http://www.knauf.at
e-mail: info@knauf.at
Knauf Gips GmbH
Region Moskau, Zentralnaja - Str. 139
RUS-143400 Krasnogorsk
Phone: (+7) 095-980 9848
Fax: (+7) 095-980 9849
http://www.knauf-msk.ru
e-mail: info@knauf-msk.ru
Tepe Knauf A.S.
P.K. 92 Bakanliklar
TR-06581 Ankara
Phone: (+90) 312-29701-00
Fax: (+90) 312-2664214
http://www.knauf.com.tr
e-mail: mailbox@knauf.com.tr
Knauf Gypsopiia ABEE
Leoforos Syngrou 229
GR-17121 Nea Smyrni/Athen
Phone: (+30) 210-931056-7/9
Fax: (+30) 210-9310568
http://www.knauf.gr
e-mail: knauf@knauf.gr
Yesos Knauf GmbH Sucursal Argentina
Bartolomé Cruz 1528 - 2° piso
RA-B1638BHL Vicente López, Pcia de
Buenos Aires
Phone: (+54) 11-4837-0700
Fax: (+54) 11-4837-0707
http://www.knauf.com.ar
e-mail: knauf@knauf.com.ar
Knauf SNC
Zone d‘Activites
F-68600 Wolfgantzen
Phone: (+33) 389-72-1100
Fax: (+33) 389-72-1203
http://www.knauf.fr
e-mail: info@knauf.fr
Knauf d.o.o. Sarajevo
Poslovni Centar SENTADA
Ul. Kolodvorska 11 A
BiH-71000 SARAJEVO
Phone: (+387) 33/711 090
Fax: (+387) 71/664 368
http://www.knauf.ba
e-mail: info@knauf.ba
Knauf Plasterboard Tianjin Co. LTD
North Yinhe Bridge, East Jingjin Road
RC-300400 Tianjin, Beichen District
Phone: (+86) 22 2697 2777
Fax: (+86) 22 2697 3351
http://www.knauf.com.cn
e-mail: info@mail.knauf.com.cn
Knauf EOOD
Angelov Vrach Nr. 27
BG-1618 SOFIA
Phone: (+359) 2-9178910
Fax: (+359) 2-9178911
http://www.knauf.bg
e-mail: info@knauf.bg
Knauf d.o.o. Zagreb
Ulica grada Vukovara 21
HR-10000 ZAGREB
Phone: (+385) 1/30 35 400
Fax: (+385) 1/30 35 415
http://www.knauf.hr
e-mail: knauf@knauf.hr
Knauf Gips S.R.L.
Str. Gheorghe Bratianu Nr. 30 Sector 1
RO-011413 BUKAREST
Phone: (+40) 21-222 93 22
Fax: (+40) 21-222 93 66
http://www.knauf.ro
e-mail: office@knauf.ro
Knauf de Chile Ltda.
Cerro San Luis Nr.9871, Mód.A-B
Loteo Portezuelo
Quilicura Santiago de Chile
Phone: (+56) 2 747-1344/45
Fax: (+56) 2 738-6986
e-mail: info@knauf.cl
Knauf Iran P.J.S.C.
No. 31 Shahid Naghdi St.
North Mofateh Ave.
15766 Teheran
Islamic Republic of Iran
Phone: (+98) 21-8751680
Fax: (+98)21-8742046
e-mail: knaufiran@hotmail.com
© All technical changes reserved. Only the current printed instructions are
valid. Our warranty is expressly limited to our products in fl awless condition.
The structural, statical properties and characteristic building physics of
Knauf systems can solely be ensured with the exclusive use of Knauf
system components, or other products expressly recommended by Knauf.
All application quantities and delivery amounts are based on empirical data
that are not easily transferable to other deviating areas. All rights reserved.
All amendments, reprints and photocopies as well as electronic rendering,
including those of excerpts, require the express permission of Knauf Gips KG,
Am Bahnhof 7, D-97346 Iphofen, Germany.
SD1 / engl. / D / 08.04 / FB / D