Knauf Seismic DesignEdition 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.

Most of these losses are set off by buil-

dings that are unable to resist earthquake

loads.

In order to avoid, or at least reduce the-

se damages there are three basic princip-

les related to both cost-effective construc-

tion as well as the earthquake safety of

buildings [1]:

1.) In the event of slightly severe earth-

quakes, buildings must be able to survi-

ve without damage.

2.) In the event of moderately seve-

re earthquakes, the damage to the buil-

dings 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.

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 guide-

lines, Knauf Systems present several clear

advantages as compared with solid concre-

te and masonry constructions.

Earthquake Safety with Knauf Systems

Knauf Seismic Design

Figure 2: “Soft story effect”

Figure 1: Earthquake-damaged building

Figure 3: Collapsed “soft story”

2

Structural Basics

1.) Rigidity of load-bearing structure.

A decision in favor of or against soft or ri-

gid 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 ef-

fects of resonance.

2.) Ensure a steady and symmetrical distri-

bution of weight and rigidity in the vertical

and horizontal layout taking non-load bea-

ring construction components into conside-

ration, in order to avoid higher torsion-rela-

ted stress (fi gure 4).

3.) Avoid “top heaviness” of the vertical lay-

out related to both weight (including non-

load bearing components) and rigidity. In a

majority of cases, the “soft story effect” is re-

sponsible for the collapse of buildings in the

event of an earthquake (fi gures 2 and 3).

4.) Use ductile materials for non-load bea-

ring construction components. Avoid brittle

materials that display unfavorable behavio-

ral patterns in the case of a collapse (un-

announced collapses, brittle fraction). They

could thus lead to undesired load distribu-

tion when not installed properly, with high-

er 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

existing buildings.

3

Advantages: Appropriate for rigid subsoil (high-er frequency) due to low natural fre-quency.Required ductility is easier to achie-ve. An easier calculation procedure.

Disadvantages:Non-load bearing elements have to be isolated (movements and defor-mations, load distributions).High stress in junctions due to larger movements.

a) floor plan vertical layout

b) floor plan vertical layout

Figure 4: a)Unfavourable layouts b) Improvement through structural subdivision

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.

Figure 5: Damage caused by collapsing masonry

Rigid BuildingsSoft Buildings

Seismic Zones

Every country has different seismic zones

that refer to nominal horizontal ground accelera-

tions depending on the regional seismic activity

(table 2).

In table 1 the zones have been allocated to

the internationally recognized EMS-98-sca-

le (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, howe-

ver, 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 ho-

rizontal acceleration. In individual cases it might

have to be taken into consideration for certain

construction components.

EMS intensity

Defi nition 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 ob-jects fall. Many houses suffer slight non-structural dama-ge 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 dama-ge: 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.

Tabelle 1: European Macroseismic Scale 1998 EMS-98 [5]

4

EMS-98-Scale

Appropriate horizontal ground acceleration

GreeceEAK 2000

2000

Iran Document No. 2800 2nd ed. 1999

Italytechnical go-vernment order2004

RomaniaP 100-92

1992

SwitzerlandSIA 261

2003

TurkeyABYYHY

1998a [m/s²] Zone a0 [m/s²] Zone a0 [m/s²] Zone a0 [m/s²] Zone a0 [m/s²] Zone a0 [m/s²] Zone a0 [m/s²]

I < 0.01

4 1.96

4 ≤ 0.49

II 0.01-0.025III 0.025-0.05IV 0.05-0.12V 0.12 -

0.25VI 0.25 -

0.50VII 0.50 -

3 0.5-1.47 F 0.78 1 0.61.0 2 1.0

VIII 1.0 - I 1.18 E 1.18 3a 1.3 4 ≤1.02.0 II 1.57 2 1.47-2.45 D 1.57 3b 1.6IX 2.0 III 2.53 3 2.45 C 1.96 3 2.0

- 2 2.94

1 > 2.45

B 2.45 2 3.04.0 IV 3.53 1 3.43 A 3.14

X 4.0 - 1 4.08.0XI 8.0 -

16.0XII > 16.0

EMS-98-Scale

Appropriate horizontal ground acceleration

ArgentinaINPRES-CIRSOC 103 Part I1991

AustriaÖNORM B4015

2002

BulgariaCode for seismic Design1987

ChileNCH 433 Of 96

1996

ChinaGB/T177742

1999

CISSNiP II-7-81*

2000

GermanyDIN 4149-1

1981a [m/s²] Zone a0 [m/s²] Zone a0 [m/s²] Zone a0 [m/s²] Zone a0 [m/s²] Zone a0 [m/s²] Zone a0 [m/s²] Zone a0 [m/s²]

I < 0.01

0 ≤ 0.39 0 0-0.35

1 1.96

0A 0

II 0.01-0.025III 0.025-0.05IV 0.05-0.12V 0.12 -

0.25 0.22-0.44VI 0.25 - 1 0.35-0.50 VI 0.49 0 00.50 1 0.40-0.98 0.45-0.89VII 0.50 - 2 0.50-0.75 VII 0.98 1.0 1 0.251.0 2 0.99-1.77 3 0.75-1.00 0.90-1.77 2 0.40

VIII 1.0 -

4 >1.00

VIII 1.47 2.0 3 0.652.0 3 1.78-2.45 2 1.96-2.94 1.78-3.53 4 1.00

IX 2.0- IX 2.65 4.04.0 4 2.46-3.43 3 2.94-3.92 3.54-7.07X 4.0 -8.0

7.08-14.14XI 8.0 -

16.0XII > 16.0

Seismic Zones and Seismic IntensitiesKnauf Seismic Design

Table 2: Seismic zones in selected countries

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 be-

en 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 oc-

cur 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 sto-

ries and subsequently collapses. It is the

weakest part of the structure. Strictly spea-

king, 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 in-

to construction components that are not di-

vided well enough from the load-bearing

structure. The reason is the subsequent in-

crease of rigidity through masonry and the

following higher seismic load due to the

shortening of the swing period.

The sudden and unannounced collapse

of infi ll masonry (fi gures 6 and 8) is extre-

mely dangerous to people in the building.

It can even lead to a complete collap-

se of the whole building (fi gure 5). The re-

ason is the higher rigidity of infi ll masonry,

as compared with the softer columns, that

causes the swapping of loads into the ma-

sonry. The brittle material collapses in an

explosion-like manner.

Figure 7: Short columns effect

Figure 8: Collapsed infi ll masonry

Figure 6: Collapse of infi ll masonry

6

Example according to

Eurocode 8 (EN 1998: 1997): (fi gure 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:

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 deter-

mined that these loads are decreased by

approx. 23 % when using Knauf W112 for

interior partitions and Knauf Aquapanel for

exterior walls.

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.

Interior Walls

Exterior Walls

Masonry(200 kg/m²)

(240 kg/m²)

Knauf SystemsW112(49 kg/m²) Aquapanel(42 kg/m²)

Total vertical load for earthquake calculation 17.8 MN 13.7 MN

Total horizontalearthquake load according to EC 8 at a0 = 0.4 g

4.0 MN 3.1 MN

Ratio 100 % 77 %

Figure 9: Skeletal frame of a 7-story building

Table 3: Load values for cited example

7

Less Weight - Less Trouble

Knauf Seismic Design

Advantages

●Low dead load ( ̂= lower earth-quake loads)

● Sound insulation

● Drywall materials are a major advantage in remodelling and renovation

● Fire protection (ceilings, panel-ling of beams and columns)

● Flexible for rededications

● Ductile behavior of deformation and collapse; no unannounced collapse

● Preservation of enclosing func-tion even after possible collap-se

Advantages of Knauf Drywall Systems as Compared with Solid Constructions

Figure 10: Knauf suspended ceiling D112 8

Knauf Seismic Design

Non-load bearing Partitions /

Suspended Ceilings (pp. 10 / 12)

As construction components, the well-

known 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)

Knauf drywall partitions can bear hori-

zontal shear forces like wind and earth-

quake 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

earthquake endangered buildings.

ApplicationsKnauf Seismic Design

Figure 11: Knauf partition W112

Figure 12: The Danogips SBS (Steel Building System)

9

The main advantages of Knauf non-

load 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

unannounced collapse that can even lead

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 Suspen-

ded Ceilings” by Dr. Rainer Flesch of the

“Bundesforschungs- und Prüfzentrum Arse-

nal” (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 resul-

tants for a lateral horizontal acceleration of

0.5 g on Knauf partitions W111 and W112.

System Horizontal acceleration

Max. shift[mm]

Maximum bending moment[kNm]

Bending momentcapacity[kNm]

W111d = 100 mm 0.5 g

(4.9 m/s²)

2.5 - 14 0.1 - 0.3 2.0

W112d = 125 mm 11.6 - 25 0.3 - 0.6 2.6

Non-load bearing Partitions

Knauf Seismic Design

Table 4: Weight comparison of infi ll masonry and Knauf Drywall Systems W111/ W112

Table 5: Stress resultants from lateral horizontal loads

Figure 13: Lateral horizontal loading

10

2.5 m � l �15.0 m

U ; V´

2.5 m

� h

� 3.5

m

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 %

Values for the maximum acceptable ho-

rizontal acceleration based on load capaci-

ties according to [8] are stated in table 6.

However, going by the following assump-

tion horizontal in-plane loads caused by

story shift cannot be borne by these parti-

tions [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,

the resulting stresses cannot be absorbed

by the partition without cracks developing.

The enclosing function would still be re-

tained, but a big enough joint is necessary

in order to absorb the deformation of the

structure.

A viable solution according to the ex-

ample cited above is shown in fi gure 15.

In individual cases the necessary size of

the joint has to be determined exactly th-

rough a calculation of the expected defor-

mation.

Knauf gypsum board partition system

Size of stud / thickness of wall[mm] / [mm]

Maximumwall height [m]

Bending moment capacity[kNm]

Maximum resis-tible horizontal acceleration

W111 single layer (1x12.5 mm)25 kg/m²

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

W112double layer (2x12.5 mm)50 kg/m²

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

Table 6: Maximum Resistible Horizontal Acceleration

Figure 14: Horizontal in-plane load

Figure 15: Detail of deformation joint

Figure 16: Statical separation of non-load bearing partitions

11

h� 3.

5 m

FM

2.5 m � l � 15.0 m

� l

spacing of dowels = 0.5 m

U Runner (d = 1.0 mm)

� 30 mm

V'x

Knauf suspended ceilings keep the dead

load of non-load bearing construction com-

ponents low and fulfi l the enhanced building

requirements of sound insulation, fi re pro-

tection and thermal insulation. Furthermo-

re, Knauf suspended ceiling systems crea-

te additional space for service or sanitary

installations.

The behavior of suspended ceilings in the

event of an earthquake also has been an

object of investigation in the report mentio-

ned earlier [6].

Different variations were analyzed in or-

der to detect any links between behavior un-

der dynamic loads, the rigidity of the sus-

pension, and the layout (table 7, fi gure 17).

The rigidity of the suspension is infl u-

enced by the number, the alignment and

the rigidity of the suspenders. (fi gure 17,

table 8).

The results show that a rigid suspension

is better than a soft suspension when dyna-

mic loads are applied.

Due to the effects of resonance, both de-

fl ection and the bending moment are signifi -

cantly lower with rigid suspensions as com-

pared with soft suspensions.

The bending moment capacity is reached

or partially overstepped with a soft suspen-

sion.

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-

le as fi re safety requirements might have to

be taken into consideration.

Suspended ceiling Maximum ben-ding moment[kNm]

Maximum shift [mm]

Breaking moment of channels [kNm]

Gypsum board layer

layout[m]

Suspension Suspension Suspensionsoft rigid soft rigid soft rigid

single (1 x 12.5 mm)12.5 kg/m²

3 x 50.20

0.02 22.3

3.0 0.186 0.1867 x 150.005

27

10 x 10 0.15 25

double (2 x 12.5 mm)25 kg/m²

3 x 5

0.35

0.05 44 7.4

0.222 0.2227 x 150.015

50 7.5

10 x 10 48 8.0

Suspended CeilingsKnauf Seismic Design

Table 7: Load values in ceiling studs with vertical acceleration of 0.5 g

Figure 17: Constructional set-up for rigid or soft suspensions

12

"soft" suspensionsuspenders at every 2nd crossing

suspenders at each crossing"rigid" suspension

1.25 m

1.25 m

1.25 m

0.50 m

suspended CD channel

CD ch

anne

l

0.50 m

CD ch

anne

l

suspended CD channel

V' (0.5 g)z

1.25 m

Connection without fire protection requirements

Connection with1.5 hr fi re protection

The following constructional demands

have to be taken into consideration for ap-

plication:

● Place suspenders as close as possib-

le to the cross-alignment points of the

channels.

● The connectors have to be screwed to-

gether with channels and suspenders.

● The suspension height should be as

short as possible.

● The weight should be as low as pos-

sible to reduce earthquake loads. One

layer is better than two layers.

● The lateral connection should slide

horizontally but be vertically fi xed.

● The edge distance of fi rst channel grid

from fl anking component should be

approx. 100 mm.

Construction examples can be seen in fi -

gures 19 and 20.

The use of the soft suspension as shown

in fi gure 17 and table 7 is limited. In buil-

dings classifi ed as I and II according to Eu-

rocode 8-1-2 and areas with high seismic

activity soft suspension systems cannot be

used. Even for building classifi cation III the

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 separa-

te suspension and are not allowed to apply

their weight on any component of the sus-

pended ceiling.

This requirement should be fulfi lled both

for earthquake safety purposes and for fi re

protection reasons.

● Shifting substructure● Rigid connection of clad-

ding (tightness)● Alternative: expanding

sealing strip (with / without mold)

● shifting substructure

Figure 19: Section of suspended ceiling

Figure 20: Joint details

Rigid suspension● do not fasten cladding to

perimeter channel

Soft suspension● single layer cladding● square layout● connection to perimeter

channel on one side

Figure 18 :Layouts

0.25 kN Anchor Fix

0.4 kN Nonius Hanger

0,4 kN Knauf Universal Bracket

Rigidity [kN/m]

Table 8: Knauf Suspenders

13

104 270200

10 mm

10 m

m

10 mm

10 m

m

25 mm

12.5

mm12

.5 mm

open joint

moldsuspended ceiling

load-bearing structure

horizontalfixing

Half panel Full size panel

Knauf partitions such as the wooden pa-

nel 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 buil-

dings. Shear walls are well-known building

methods in the USA and New Zealand whe-

re wooden constructions are mainly used.

The values and application guidelines

of non-load bearing partitions can be ap-

plied 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 structu-

ral loads can be assumed accordingly.

Table 9 shows the permissible in-plane

loads for Knauf wooden panel partitions

according to the “Allgemeine bauaufsicht-

liche Zulassung Z-9.1-199” (The General

Building Supervisory Permit) [10] (Further

information about reduction factors is cited

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

University of Darmstadt) did a report on me-

tal stud constructions, “Tragverhalten von

Wandtafeln mit Kaltprofi len unter horizon-

talen Lasten“ [11]. Among other tests me-

tal stud partitions with gypsum fi ber board

application under in-plane load (horizontal,

and combined with vertical load) ...

Shear WallsKnauf Seismic Design

Cladding Stud spacing Standard

bS

Spacing of nails / stapleseR

Gypsum fi ber boards perm. FH in kN for panel height h in m

Gypsum boards perm. FH in kN for panel height h in m

mm mm ≤ 2.60 ≤ 3.00 ≤ 2.60 ≤ 3.00

both sides

600-625

min. 50 3.3

max. 75 3.3

max. 150 1.3

1200-1250

min. 50 6.0 5.5

max. 75 7.5 6.3

max. 150 2.7 2.7

one side 1200-1250

min. 50 3.3

max. 75 4.4 2.8

max. 150 1.51) Linear interpolation is allowed for values of perm. FH between eR = 50 mm and 150 mm, likewise between h = 2.60 m and 3.0 m.

Table 9: Horizontal load capacity of wooden panel partitions according to„Allgemeinen bauaufsichtlichen Zulassungen“ (General Building Supervisory Per-mits) Z-9.1-339 (Knauf gypsum fi ber boards) and Z-9.1-199 (Knauf gypsum boards)

Figure 21: Loading set-up for Table 9

14

b = 600 to 625 mms

ZA

Re

b � 625 to 1250 mms

ZA

FH

h� 26

00 m

m

Re

h� 30

00 m

m

max.

e =

150

M

RR

VF

FH

R RM

VF

(only

with

doub

le sid

ed cl

addin

g and

b �

1200

)s

Re

Re Re

Re

Re Re

Continuation on page 15

...by varying the spacing of the screw

attachment were tested for this research

paper. A dimensioning calculation has been

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 mem-

bers.

For metal stud partitions, however, the col-

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.

It should, however, be borne in mind that

the fi gures stated do not take into account

any effects of creeping under permanent

loads. Hence, it should be ensured that no

permanent loads occur through plastic de-

formations or the restraint of fl anking com-

ponents.

Drywall shear walls can be used up to 5

stories.

In table 11 the shear load capacity of ma-

sonry 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.

Cladding 1 Cladding 2 Spacing of screws sr [mm] at perimeter

Horizontal load FH at collapse[kN]

Vertical load FV at collapse[kN]

Number of tests

Gypsum fi ber board(e.g. Knauf Vidiwall)

Gypsum fi berboard(e.g. Knauf Vidiwall)

100 39.8 0 3

150 33.1 0 3

Cementous fi ber board (e.g. Knauf Aquapanel)

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

Table 10: Collapse loads for metal stud shear walls from [9]

Figure 22: Load set-up for Table 10

Table 11: Comparison of shear capacity of masonry walls and Knauf shear walls

Wall type(l=5m, h=3m)

Total capacity kN

CapacitykN/m

Weight of wall kg/m²

120 mm masonry1) 9 1.8 194180 mm masonry1) 15 3.0 299240 mm masonry1) 20 4.0 405≥ 75 mm Knauf W 1112) 12 2.4 25≥ 100 mm Knauf W 1122) 19 3.8 501) Strength of bricks = 15.0 N/mm²2) Studs c/c 600 mm. Screw spacing around perimeter 200 mm in both layers.

15

FV FV FV13

13

13

FH

125 cm

260 c

m

Continuation from page 14

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

system are prefabricated to various de-

grees and can bear horizontal loads from

wind and earthquakes.

To date the system can only be used for

static loads. Knauf and Danogips are cur-

rently working together to adapt it for use

under dynamic loads, such as in earth-

quake 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-sa-

ving option on expensive reinforced concre-

te or steel constructions as the SBS system

is able to to bear loads.

Bracing Wall and Ceiling Panels

Knauf Seismic Design

Figure 23: Facade with Danogips SBS (Steel Building System)

Figure 24: Ceiling panel

16

Material ValuesKnauf Seismic Design

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/GKBId [mm]

Gypsum Board GKB/GKBId [mm]

12.5 15 18 12.5 15 18

Gross Density ρk [kg/m³] 680 680 680 800 800 800

Shear load

Shear Modulus Gmean 1) 700 700 700 700 700 700

Shear Strength fv,k 1.0 1.0 1.0 1.0 1.0 1.0

Transverse direction E Modulus Emean1) 1000 1000 1000 1000 1000 1000

Flexural Strength fm,k 2.0 1.7 1.4 2.0 1.7 1.4

Compressive Strength fc,k 4.2 4.2 4.2 4.8 4.8 4.8

Tensile Strength ft,k 0.7 0.7 0.7 0.7 0.7 0.7

Longitudinal direction E Modulus Emean1) 1200 1200 1200 1200 1200 1200

Flexural Strength fm,k 4.0 3.8 3.6 4.0 3.8 3.6

Compressive Strength fc,k 3.5 3.5 3.5 5.5 5.5 5.5

Tensile Strength ft,k 1.7 1.4 1.1 1.7 1.4 1.1

Lateral Load Compressive Strength fc,k 3.5 3.5 3.5 5.5 5.5 5.5

Transverse direction E Modulus Emean1) 2200 2200 2200 2200 2200 2200

Flexural Strength fm,k 2.0 1.8 1.5 2.0 1.8 1.5

Longitudinal direction E Modulus Emean1) 2800 2800 2800 2800 2800 2800

Flexural Strength fm,k 6.5 5.4 4.2 6.5 5.4 4.2

1) For the characteristic rigidity values E05 and G05, use E05 = 0.5 • Emean G05 = 0,9 • Gmean for calculation.

Shear capacity [kN] of connection of cladding to metal stud (0.6 mm) per TN drywall screw in kNGypsum board according to EN 520

Screw in 1st layer

Screw in 2nd layer

12.5 mm Type E 0.25 0.14

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 12:

17

The material data according to DIN 1052

(08/2004) (table 13) and the shear capaci-

ties of the screw connectors (table 12) as

determined by Danogips can be used as di-

mensioning values for metal stud partitions

with shear load. Load capacity values for

Knauf Systems will be available shortly.

References

[1] Univ. Doz. Dr. Rainer Flesch

„Grundlagen des erdbebensicheren

Konstruierens“, Österreichische Inge-

nieur- 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 „Erdbebenwiderstands-

fähiges 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 „Gutach-

ten über erdbebensichere Ausführung

von Ständerwänden und Plattende-

cken“, Bundesforschungs- und Prüf-

zentrum Arsenal (Wien), 1995

[7] Dr. Tschirgin/ Dr. Tscherkaschin „Gut-

achten über die Anwendungsmöglich-

keit von Trennwand- und Wandbeklei-

dungskonstruktionen aus Gips-/

Gipsfaserplatten in Erdbebengebie-

ten“, Kutscherenko-Forschungsinstitut

„ZNIISK“, 2004

18

[8] Naujoks, Bernd „Tragverhalten von

Wandtafeln mit Kaltprofi len unter hori-

zontalen und vertikalen Lasten“, Veröf-

fentlichungen des Instituts für Stahlbau

und Werkstoffmechanik der Techni-

schen Universität Darmstadt, Heft 66,

2002

[9] Dr.-Ing. Meier-Dörnberg „Erdbeben-

sicherheit von leichten Trennwänden

- Knauf Ständerwände mit Gipsplatten

W111 und W112“, TH Darmstadt, Insti-

tut für Mechanik, 1984

[10] Allgemeines bauaufsichtliches Prü-

fungszeugnis „Wände in Holztafelbau-

art mit Beplankungen aus KNAUF-

Gipsplatten“, Deutsches Institut für

Bautechnik, 2001

[11] Naujoks, Bernd „Tragverhalten von

Wandtafeln mit Kaltprofi len unter hori-

zontalen Lasten“, TU Darmstadt, Insti-

tut für Stahlbau und Werkstoffmechanik

2002

19

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 buildingsDIN 4149-1 Buildings in German Earthquake Zones; Design Loads, Dimensioning, Design and Construction of Conventional BuildingsDIN 4149-1 Beiblatt 1 Buildings in German earthquake areas; relation of administration areas with earthquake areasDIN 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

10/0204/8104/8112/92

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 92XP 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 - Strengthe-ning 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 buildingsOENORM 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 designSIA 261 Actions on StructuresSIA 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

01/0301/0301/031998

1994

1995

Turkey ABYYHY Specifi cations for Structures to be Built in Disaster Areas Part III - Earthquake Disaster Prevention 07/98

Table 14: Selected international standards

Knauf Gips KGAm Bahnhof 7, D-97346 IphofenPhone: +49-9323-31-0Fax: +49-9323-31-277http://www.knauf.de e-mail: info@knauf.de

© 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

Danogips A/S Kløvermarksvej 4-6DK-9500 Hobro Phone: (+45) 96-573000 Fax: (+45) 96-573001 http://www.danogips.dk e-mail: info@danogips.dk

Knauf di Lothar Knauf s.a.s.Località ParadisoI-56040 Castellina Marittima (PI)Phone: (+39) 050-692-201Fax: (+39) 050-692-301http://www.knauf.it e-mail: knauf@knauf.it

Knauf Gypsopiia ABEE Leoforos Syngrou 229GR-17121 Nea Smyrni/Athen Phone: (+30) 210-931056-7/9 Fax: (+30) 210-9310568 http://www.knauf.gr e-mail: knauf@knauf.gr

Knauf SNC Zone d‘ActivitesF-68600 Wolfgantzen Phone: (+33) 389-72-1100 Fax: (+33) 389-72-1203 http://www.knauf.fr e-mail: info@knauf.fr

Knauf Gesellschaft m.b.H.Knaufstraße 1A-8940 Weißenbach/LiezenPhone: (+43) 3612-22 971Fax: (+43) 3612-24 679http://www.knauf.ate-mail: info@knauf.at

Knauf AG Kägenstraße 17CH-4153 Reinach Phone: (+41) 61-716-10-10 Fax: (+41) 61-716-10-11 http://www.knauf.ch e-mail: info@knauf.ch

Tepe Knauf A.S. P.K. 92 BakanliklarTR-06581 Ankara Phone: (+90) 312-29701-00 Fax: (+90) 312-2664214 http://www.knauf.com.tr e-mail: mailbox@knauf.com.tr

Knauf Gips GmbH Region Moskau, Zentralnaja - Str. 139RUS-143400 Krasnogorsk Phone: (+7) 095-980 9848 Fax: (+7) 095-980 9849 http://www.knauf-msk.ru e-mail: info@knauf-msk.ru

Knauf Plasterboard Tianjin Co. LTD North Yinhe Bridge, East Jingjin RoadRC-300400 Tianjin, Beichen DistrictPhone: (+86) 22 2697 2777 Fax: (+86) 22 2697 3351 http://www.knauf.com.cn e-mail: info@mail.knauf.com.cn

Knauf d.o.o. Sarajevo Poslovni Centar SENTADAUl. Kolodvorska 11 ABiH-71000 SARAJEVO Phone: (+387) 33/711 090 Fax: (+387) 71/664 368 http://www.knauf.bae-mail: info@knauf.ba

Knauf EOOD Angelov Vrach Nr. 27BG-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 21HR-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 1RO-011413 BUKAREST Phone: (+40) 21-222 93 22 Fax: (+40) 21-222 93 66 http://www.knauf.ro e-mail: offi ce@knauf.ro

Yesos Knauf GmbH Sucursal Argentina Bartolomé Cruz 1528 - 2° pisoRA-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 de Chile Ltda. Cerro San Luis Nr.9871, Mód.A-BLoteo PortezueloQuilicura 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 TeheranIslamic Republic of IranPhone: (+98) 21-8751680Fax: (+98)21-8742046e-mail: knaufi ran@hotmail.com