EN 13782:2005

SLOVENSKI STANDARD
01-marec-2006
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Temporary structures - Tents - Safety
Fliegende Bauten - Zelte - Sicherheit
Structures temporaires - Tentes - Sécurité
Ta slovenski standard je istoveten z: EN 13782:2005
ICS:
91.040.99 Druge stavbe Other buildings
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

EUROPEAN STANDARD
EN 13782
NORME EUROPÉENNE
EUROPÄISCHE NORM
November 2005
ICS 91.040.99
English Version
Temporary structures - Tents - Safety
Structures temporaires - Tentes - Sécurité Fliegende Bauten - Zelte - Sicherheit
This European Standard was approved by CEN on 19 October 2005.
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European
Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national
standards may be obtained on application to the Central Secretariat or to any CEN member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by translation
under the responsibility of a CEN member into its own language and notified to the Central Secretariat has the same status as the official
versions.
CEN members are the national standards bodies of Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France,
Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Slovakia,
Slovenia, Spain, Sweden, Switzerland and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre: rue de Stassart, 36  B-1050 Brussels
© 2005 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 13782:2005: E
worldwide for CEN national Members.

Contents Page
Foreword .4
Introduction.5
1 Scope .6
2 Normative references .6
3 Terms and definitions.7
4 General requirements for design, analysis and examination.8
4.1 Design documents.8
4.2 Description of construction and operation.8
4.3 Construction drawings .8
5 Principles of numerical analysis.8
5.1 Verification .8
5.2 Selection of textile materials.9
6 Design actions .10
6.1 General .10
6.2 Permanent actions.10
6.3 Conventional load.10
6.4 Variable actions .10
6.5 Seismic forces.15
6.6 Load combinations .15
7 Verification of stability and equilibrium .16
7.1 General .16
7.2 Verification against overturning, sliding and lifting.17
7.3 Dead load for tent covers .19
7.4 Structures with primary load bearing structure (i.e. roof, truss, tents) .19
7.5 Membrane.19
7.6 Verification of load bearing capacity of technical textiles and their connections .20
7.7 Safety margin, safeguards .21

7.8 Post tensioning .21
8 Ground anchorages.22
8.1 General .22
8.2 Load bearing capacity of weight anchors.22
8.3 Load bearing capacity of rod anchors .22
8.4 Testing of anchors.25
9 Other structural components.25

9.1 Cables, ropes, chains, safety devices .25
9.2 Accessories.27
9.3 Ratchets.27
9.4 Detail connections .27
10 Special design and manufacture criteria.27
11 Manufacture and supply.27
11.1 General .27
11.2 Certificates .28
11.3 Observation of the design specification .28
11.4 Description of installation and operation procedures .28
12 Examination.28
12.1 General .28
12.2 Qualification .28
12.3 Competence .29
13 Procedures for approval, examination and tests .29

13.1 General .29
13.2 Identification.29
13.3 Initial approval of tents.29
13.4 Inspection after repair, modification and accidents.30
13.5 Report .30
14 Tent book.30
14.1 General .30
14.2 Content .30
15 Use and operation.31
Annex A (informative) Burning behaviour .32
Annex B (informative) Aerodynamic coefficients for round shape tents .36
Annex C (informative) Special design and manufacture criteria .37

C.1 Access to and egress from enclosures, shows and others.37
C.2 Burning behaviour .37
C.3 Connection and weldings.37
Annex D (informative) Use and operation.39

D.1 Periodic thorough examination .39
D.2 Installation examination .39
D.3 Escape routes .40
D.4 Stairs.40
D.5 Heating and cooking systems.40
D.6 Electrical fittings .41
D.7 Fire extinguishers .41
Bibliography.42

Foreword
This European Standard (EN 13782:200:2005) has been prepared by Technical Committee CEN /TC 152,
"Fairground and amusement park machinery and structures - Safety", the secretariat of which is held by UNI.
European Standard shall be given the status of a national standard, either by publication of an identical text or by
endorsement, at the latest by May 2006, and conflicting national standards shall be withdrawn at the latest by May
2006.
Within the framework of its programme of work, CEN/TC 152 requested the WG 2 "Tents" to prepare a European
Standard dealing with the safety of tents installed in fairground and amusement parks.
According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following
countries are bound to implement this European Standard: Austria, Belgium, Cyprus, Czech Republic, Denmark,
Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta,
Netherlands, Norway, Poland, Portugal, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.

Introduction
The object of this European Standard is to provide safety requirements for tents. The safety requirements are
aimed to safe-guard persons and objects against damage caused by design, manufacturing and operation of these
structures.
These guidelines have been drawn up according to past experience and risk analysis.
Existing national rules concerning health and safety of workers remain untouched.
1 Scope
This European Standard specifies safety requirements which need to be observed at design, calculation,
manufacture, installation, maintenance, operation, examination and testing of mobile, temporary installed tents
more than 50 m ground area. For tents less than 50 m ground area, it is not necessary to produce the tent book
(see Clause 14) and the producer will provide a documentation concerning the burning behaviour of the fabrics and
the stability of the structure.
Two tents can be considered as two tents if the distance between them is more than 5 m except otherwise agreed.
These tents are intended to be installed and dismounted repeatedly without loss of substance, temporarily as well
as on short term or long-term basis at any places, and multiple purposes.
A simplified calculation for tents with a maximum space of 12 m and a maximum capacity of 300 people is allowed
for traditional pole and rope tents.
The field of application of this European Standard covers all kind of temporary covered structures.
Tents erected for a temporary period and dismantled for use elsewhere in fairgrounds and amusement parks are
covered by this European Standard.
The content of this European Standard collects the different existing national regulations and guidelines as far as
possible.
2 Normative references
The following referenced documents are indispensable for the application of this European Standard. For dated
references, only the edition cited applies. For undated references, the latest edition of the referenced document
(including any amendments) applies.
EN 818 (all parts), Short link chain for lifting purposes — Safety
EN 1677-2, Components for slings — Safety — Part 2: Forged steel lifting hooks with latch, Grade 8
EN 1677-5, Components for slings — Safety — Part 5: Forged steel lifting hooks with latch — Grade 4
EN 1991-1-1, Eurocode 1: Actions on structures — Part 1-1: General actions — Densities, self-weight and imposed
loads for buildings
EN 1991-1-2, Eurocode 1: Actions on structures — Part 1-2: General actions — Actions on structures exposed to
fire
EN 1991-1-3, Eurocode 1 — Actions on structures — Part 1-3: General actions — Snow loads
EN 1991-1-4: Eurocode 1: Actions on structures - Part 1-4: General actions - Wind actions
EN 1997-1, Eurocode 7: Geotechnical design - Part 1: General rules
EN 10204:2004, Metallic products — Types of inspection documents
EN 12385-1, Steel wire ropes — Safety — Part 1: General requirements
EN 12385-2, Steel wire ropes — Safety — Part 2: Definitions, designation and classification
EN 12385-3, Steel wire ropes — Safety — Part 3: Information for use and maintenance
EN 12385-4, Steel wire ropes — Safety — Part 4: Stranded ropes for general lifting applications
EN 12385-5, Steel wire ropes — Safety — Part 5: Stranded ropes for lifts
EN 12385-6, Steel wire ropes — Safety — Part 6: Stranded ropes for mine shafts
EN 12385-7, Steel wire ropes — Safety — Part 7: Locked coil ropes for mine shafts
EN 12385-8, Steel wire ropes — Safety — Part 8: Stranded hauling and carrying-hauling ropes for cableway
installations designed to carry persons
EN 12385-9, Steel wire ropes — Safety — Part 9: Locked coil carrying ropes for cableway installations designed to
carry persons
ISO 2602, Statistical interpretation of test results — Estimation of the mean — Confidence interval
3 Terms and definitions
For the purposes of this European Standard, the following terms and definitions apply.
3.1
tent
mobile, temporary installed structure enclosured or open building i.e.: marquee, hangar, tent-hall, booth,
grandstand-cover
3.1.1
tent with primary load-bearing structure
tent with load bearing support structured and enclosuring elements
3.1.2
membrane tent
tent with a load bearing pre-stressed textile structure with double curved shape, supported by mast and/or cable
system
3.1.3
traditional pole tent
tent with centre poles, and extensive use is made of guying to stabilise the fabric covering
3.2
initial approval
design and calculation review, verification, examinations and tests executed before granting a permit for tent
operation
3.3
modification
any alteration of a tent, including the introduction of a safety critical component or a substitution of a safety critical
component which results in a departure from the original design specification
3.4
repair
restoration of safety critical components or safety critical assemblies back to the original specification by the
mending of worn, damaged or decayed parts
3.5
maintenance
replacement or replenishment of components which are designed to be replaced at specified intervals
4 General requirements for design, analysis and examination
4.1 Design documents
The design documents shall include information for the verification of the stability, resistance and operating safety,
especially a description of the construction and operation, the stability verification and design drawings as well as
relevant documents concerning the burning behaviour.
The documents shall include all the possible configurations of the tent.
4.2 Description of construction and operation
The tent in particular its design and utilisation and its static system shall be explained in this description.
The description shall include details of the particular features of the tents and of any alternative modes of
installation which may exist, also details of the main dimensions, limitations, design particulars and materials.
4.3 Construction drawings
These shall exist for all sub assemblies and individual components, the fracture or failure of which might endanger,
the stability or operating safety of the tent.
The construction drawings shall feature all the dimensions and cross section values required for testing and
approval, also details of materials, structural components, fasteners and connectors.
The construction plans shall comprise the following:
 general drawings in plan view, elevation and sections, to one of the following scales, i.e., 1:100, 1:50 or 1:20. If
clearness and readability does not suffice other scales shall be used;
 detail drawings relating to all the structural subassemblies not clearly discernible on the general drawings, also
detail plans of connections and of individual items of structural nature which are likely to affect the safety of the
tent and of its operation, drawn to a larger scale.
5 Principles of numerical analysis
5.1 Verification
5.1.1. In general, if subsequently not determined differently, the verification shall follow the relevant Part of
Eurocode 1 and shall comprise:
 limit states analysis (according to theory of 1st or 2nd order);
 stability limit states analysis, i.e. bar buckling plate and shell buckling;
 if required, verification of deformation limit states;
 verification of safety against overturning, sliding and lifting off.
5.1.2 The above mentioned verification shall include the following details, amongst others:
 design loads, taking into account the possible operating conditions or installations alternatives. Special loads
imposed during erection should be recognised;
 information concerning material and components;
 main dimensions and cross section values of all load bearing structural components;
 determination of the most unfavourable stresses and details relating to the strength of the load bearing
structural components and of the fasteners. If calculation seems not sufficient to evaluate limit states of
assemblies the analysis may be substituted by testing at an independent testing body. There, the testing body
shall commit the appropriate number of tests, samples, the testing procedure, the reporting etc., according to
the relevant EN standards or, in absence, to agreements by parts;
 details of elastic deformations (flexure, torsion), in as much as such details affect the serviceability or operating
safety of the tent;
 details of those components which require special examination and inspection.
5.2 Selection of textile materials
5.2.1 General
All materials shall comply with EN standards, if EN standards are not available, the suitability of these materials
shall be proved by other means (i.e. by International Standards or tests). Where structural joints are to be welded,
the designer shall give special consideration in accordance with EN standards to the weldability of the selected
material.
The main characteristics of fabric shall be defined and proved by test regarding the following specifications:
 nature of textile and coating;
 total weight;
 tensile strength at 23 °C (average and characteristics values) and at 70 °C (average values);
 tear strength;
 adhesion;
 burning behaviour.
The supplier certification shall be proved for polyester and polyvinylchloride fabrics. After five years tensile strength
shall be not less than 70 % of initial value. This value has to be attested by the manufacturer of the fabric.
For the fabrics materials and cladding elements as:
 cotton fabrics;
 synthetic fabrics;
 solid covering and sheeting such as sectional metal sheets, wood or plastic panels and multi components
elements.
The following requirements shall be regarded:
 fabric materials designated for structural use shall conform to EN standards or, in absence, to agreement by
parts;
 it shall be ensured that the material and the connections specified provides sufficient leaking strength, tear
strength to ensure safe and durable performance of the textile cover. The safety factors for structural use of
fabrics shall be according to 7.6;
 standards for textile, membrane and inflatable structures.
The applicable standards dealing with burning behaviour are listed in Annex A.
5.2.2 Connections of fabrics
Connections by sewing, welding and adhesives and zips shall conform to standards or shall be tested for their
ultimate tear and shear properties. The ageing and environmental influences shall be taken into account by the
application of additional safety factors.
Zips shall be tested for their strength to withstand the calculated loads of the structure. Effects of wearing out and
influence of UV light on plastic shall be considered.
If suitable structural strength cannot be verified they can only be used in non-safety critical applications. Those for
emergency exits shall be easy to use from both sides.
6 Design actions
6.1 General
All the applicable actions shall be taken into account according to EN 1991-1-1, EN 1991-1-2, EN 1991-1-3 and EN
1991-1-4.
Adaptations due to the special utilisation of tents are stated in the following chapters.
6.2 Permanent actions
For tents a very precise assumption of the permanent actions is possible. As far as variation can occur the values
Gku and Gki shall be taken into account for assessing the applicable structural response. Elsewhere a single
characteristic value Gk is sufficient:
Gk: characteristic value of permanent action;
Gku: upper characteristic value;
Gki: lower characteristic value.
Included in the above category are the actual dead load of the load bearing structure, of the accessories and of the
technical equipment required for operation also the claddings, decoration and the like. The influence of dry or wet
material conditions shall be recognised (Gku, Gki).
The permanent actions shall be determined according to EN 1991-1-1, EN 1991-1-2, EN 1991-1-3 and EN 1991-1-
4.
6.3 Conventional load
The stability shall be checked with a conventional vertical load of 0,1 kN/m . This load shall not be combined with
other load cases, except self-weight.
6.4 Variable actions
6.4.1 Life loads
6.4.1.1 Universal, public access
p = 3,5 kN/m
for floors, stairways, landings, ramps, entrances, exits and the like in facilities (tents, booths).
ρ = 5,0 kN/m
for raised platforms or if particularly dense crowds are anticipated for the above mentioned category.
ρ = 1 kN per step
for stairs, alternatively, an area load in accordance with clauses above, whatever is more unfavourable.
ρ = 1,5 kN/m
for seat boards of rows of seats per seat run and for floors between fixed rows of seats, unless higher loads results
from the application of area loads (ρ = 3,5 kN/m ).
6.4.1.2 Not open for public access
ρ = 1,5 kN/m
for all floors, platforms, ramps, staircases, catwalks and the like which are walked over by individual persons or
1,5 kN individual load, whatever is more unfavourable.
6.4.1.3 Horizontal imposed loads
The following horizontal imposed loads shall be applied for parapets, fences, railings, wall panels etc.
When bounding floors with public access designed for ρ = 3,5 kN/m :
 0,5 kN/m at hand rail height;
 0,1 kN/m at intermediate rail height.
When bounding floors with public access designed for ρ = 5,0 kN/m :
 1 kN/m at hand rail height;
 0,15 kN/m at intermediate rail height.
When bounding floors without public access designed for p = 1,50 kN/ m :
 0,30 kN/m at hand rail height;
 0,10 kN/m at intermediate rail height.
For horizontal load acting at floor level take 1/10 of vertical load.
6.4.2 Wind loads
6.4.2.1 General
The wind loads shall be based on EN 1991-1-4, assuming that the special nature of the textile covers are taken into
account and regarding:
 location;
 duration and period of installation;
 use under supervision of an operator;
 possibilities of protecting and strengthening.
6.4.2.2 Following minimum loads shall be applied:
For any other location where v > 28 m/s, calculations shall be provided for the tent verifying the stability and
ref
resistance with the local conditions. Special measures have to be taken. In the design calculations the necessary
means shall be verified through calculation.
For v ≤ 28 m/s, the wind load per unit may be evaluated applying the following minimum values given in EN 1991-

ref
1-4 with:
c = 0,8
TEM
T = 10 years
r
c = 1
d
c = 1
ALT
Table 1 — Wind loads
height: h pressure: q
m
N/m
h ≤ 5 500
5 < h ≤ 10
10< h ≤ 15
15 < h < 20 710
20 < h ≤ 25
As simplification, the values given in Table 1 may be applied with the distribution shown in Figure 1.
Contrary to the pressures specified in Table 1, a reduced pressure of 300 N/m may be applied in the case of tents
with a width of 10 m or less and height of 5 m or less.
The aerodynamic coefficients for closed tents of cylindrical shape are presented in Annex B.
Dimensions in metres
Figure 1 – Application of wind loads
In general the shape factors for various structures and structural members shall be taken from EN 1991-1-4. However on the basis of past experience with structures of
conventional design, the shape factor for structures on the type illustrated in Figure 2 or similar may be determined with the aid of the factors given there.
Key
1 Direction of wind
Figure 2 -— Aerodynamic coefficients for structures of conventional shape
6.4.2.3 Wind on the membrane load bearing structure
The shape coefficients may be taken according to EN 1991-1-4, or to wind tunnel test.
Wind tunnel testing shall be done by an experienced laboratory in accordance with the relevant Part of
Eurocode 1.
Wind coefficients are presented in Figure 3.

Key
1 Wind up
2 Wind down
Figure 3 — Wind coefficients
These values can be applied to closed structures.
6.4.3 Snow loads
6.4.3.1 General
Snow loads shall be applied in accordance with EN 1991-1-3.
Special conditions concerning snow loads shall be stated in the Tent book.
6.4.3.2 Snow loads
Snow loads need not to be taken into account for tents:
 erected in areas, where there is no likelihood of snow or;
 operated at a time of the year, where the likelihood of snow can be discounted or;
 where by design or operating conditions snow settling on the tent is prevented;
 where pre-planned operation action prevents snow settling on the tent.
This last condition may be achieved by:
 sufficient heating equipment is installed and is ready for use and;
 heating is started prior to snow fall and;
 tent is heated in such a way, that the whole roof cladding has an outside air temperature of more than + 2 °C;
 cladding is made and tensioned in such a way, that pounding of water or any other deformations of the
cladding cannot take place.
6.4.3.3 Reduced snow loads
Reduced snow loads for tents, may be applied with 0,2 kN/m on the overall roof area, provided that a snow height
not exceeding h = 8 cm can be assured at any time by removing snow.
6.5 Seismic forces
Seismic forces may generally not be considered because of the flexibility and the light weight of the tent.
6.6 Load combinations
Load combinations shall be applied in accordance with EN 1991-1-1.
6.6.1 General
Limit states assessment for tents shall be calculated with the following combinations and partial safety factors.
6.6.2 Fundamental combinations
The design values of the actions shall be combined in the following way:
γ G + γ Q
G k F
k,1
γ G + γ Q
G k ∑ F
k,i
All cases shall be checked, where
γ = 1,35 partial safety factor for unfavourable permanent actions;
G
γ = 1,0 partial safety factor for favourable permanent actions;
G
γ = 1,5 partial safety factor for only one variable action;
F
γ = 1,35 partial safety factor for more variable actions;
F
G characteristic value of permanent action;
k
Q characteristic value of one of the variable actions.
k,i
7 Verification of stability and equilibrium
7.1 General
The limit states due to all different actions shall be determined separately for the individual actions of Clause 6. The
limit states due to the combinations of actions shall be calculated. It shall be verified that the design value of
internal forces or moments does not exceed the corresponding design resistance of the respective part and the
ultimate or serviceability limit state is not exceeded.
Special consideration shall be given to the limit state verification regarding deformation and stability, as the
nd
deformation limit can be a decisive value. Any favourable effect resulting from the 2 order theory may be taken
into account.
All verifications shall be performed for the most unfavourable loading. In this connection, the permanent, variable
and accidental actions shall always be assumed to have the position and magnitude which result in the most
unfavourable limit states for the structural and mechanical components to be calculated. For structural and
mechanical components and items of equipment which are not permanent fixtures, it shall also be ascertained
whether more unfavourable conditions are likely to arise when such items are displaced or removed.
Non-standard equations shall be recorded in writing with the symbols in accordance with European Standards or
International Standards. The sources of such equations shall be stated, if this source is accessible to everyone. In
other cases, the derivation of the equations shall be presented to such an extent that their correctness can be
verified.
If computer processing for calculation is used, special consideration shall be given to the requirements for the
review of computer calculations during the design approval. Clear information concerning the software, equations,
units etc. shall be submitted. Input and output shall be completely printed. The correctness of the input
assumptions and the output shall be comprehensively reviewed during design approval.
Design resistance shall be evaluated in accordance with the following equation:
R
k
R = (1)
d
γ
M
where
R is the design value of material properties;
d
R is the characteristic value of material properties;
k
γ = 1,1 is the partial safety factor for material property in static load combinations for steel.
M
For materials other than steel the values stated in the respective European Standard shall be taken into account.
7.2 Verification against overturning, sliding and lifting
Safety against overturning, sliding and lifting shall be calculated.
Favourably acting permanent actions shall be taken into account with their lower value only.
If sufficient safety cannot be guaranteed by virtue of the dead load of a structure alone, then further additional steps
shall be taken to ensure it, such as counterweights, anchorages and buttresses for example.
As the weight of tents can be determined precisely, the following safety factors are more exact.
Table 2 — Safety factor against overturning, sliding and lifting
Loading γγγγ
1 Favourably acting proportions of the 1
dead load
2 Unfavourably acting proportions of the 1,1
dead load
3 Unfavourably acting wind loads 1,2
4 Unfavourably acting proportions of 1,3
loads other than the loads listed in
items 2 and 3
NOTE If loads are resolved into components, then these components
should be multiplied by the same value of γ.
 The safety against overturning shall be calculated from:
(2)
γ M ≥ γ M
∑∑ST,k K,k
where
γ is the safety factor in accordance with Table 2;
M are the stabilising moment proportions (service load);
ST,k
M are the overturning moment proportions (service load).
K,k
Care shall be taken to ensure that the loads entered in the calculation are capable of being activated over the
stiffness of the structure.
 The safety against sliding shall be calculated from
γ µ N ≥ γ H (3)
∑∑
where
γ is the safety factor in accordance with Table 2;
N is the vertical load component (service load);
H is the horizontal load component (service load);
µ is the coefficient of friction in accordance with Table 3.
The following coefficients of friction may be assumed for the determination of the frictional forces, unless higher
values determined by tests are available in individual cases, or unless moisture dictates the adoption of lower
values.
Table 3 — Coefficients of friction
Wood Steel Concrete
Wood 0,4 0,4 0,6
Steel 0,4 0,1 0,2
Concrete 0,6 0,2 0,5
a
0,25 0,2 0,25
Clay
a
0,4 0,2 0,4
Loam
Sand and gravel 0,65 0,2 0,65
a
At least of stiff consistency in accordance with ENV 1997-1.
It shall be borne in mind that loosening by vibration may occur in the case of supports subjected to vibratory stress.
If stability is not attained by static friction alone then the structure should be anchored in the ground. In such cases
the safety against sliding shall be calculated in conjunction with the action of soil anchors. In this context, the
coefficients of friction in accordance with Table 3 shall only be entered in the calculation at 70 % of the listed
values.
γ µ N +Z ≥ γ H (4)
d,h
∑ ∑
k
where
Z is the horizontal design value of the anchor.

d,h
The safety against lifting shall be calculated from:
γ N ≥ γ N (5)
ST,k m,k
∑∑
where
N are the vertical stabilising load components (service load);
ST,k
N are the vertical lifting load components (service load).
m,k
With anchor ties we have the following relationship
γ N +Z ≥ γ N (6)
∑ ST,k d,v ∑ m,k
where
Z is the vertical design value of the anchor.
d,v
7.3 Dead load for tent covers
The dead load of dry canvas shall be assumed as being 5 N/m for the calculation of the structures in respect of
wind pressure from below which is required for the assessment of the safety against overturning and for the sizing
of the anchoring; for all other purposes, it shall be assumed as specified in EN standards or, in absence, in
agreement by parts.
7.4 Structures with primary load bearing structure (i.e. roof, truss, tents)
7.4.1 Ballast mountings for protection against wind suction loads
Permanent mountings (furniture in the tents) for the absorption of forces may be included in the calculation, on
condition that they will be activated without any doubt. For anchor loads etc. see also 8.3.
7.4.2 Wind bracings
The wind bracings arranged in the roof and wall plain shall be capable of absorbing the forces acting on the gables.
Two wind bracings may be arranged in consecutive bays in such a way that each is designed to absorb one half of
the forces acting on the gable. The intermediate bracings shall be designed for half of the forces acting on the
gable. Intermediate bracings shall also be provided for those structures, where gable forces do not occur. Generally
a maximum of six bays, not exceeding 30 m, free of bracings may be situated between the bracings. If not, a
special calculation shall be carried out.
In braced bay all forces arising in the main frame due to the bracing shall be considered, including the forces
required to provide stability. The main frame members (forces for the stabilisation of the roof trusses etc.) shall also
be taken into account in the sizing of the bracings.
In case of pitch roofs, where in the bracing area deflection forces arise from the angle of the frame girders at the
ridge, these forces shall be taken into account.
7.4.3 Cladding forces on the structure due to wind
Wind acting on the flexible claddings generates one-sided traction forces particularly in the end bays. These forces
shall be considered at all rim-supports (i.e. ridge, eave purlins, rafters, corner-up-rights).
The value of the traction forces depends on various parameters (i.e. geometry, cut sizes, joints, material properties,
climate influences). These forces shall be approximately evaluated by iterative calculation taking into account the
stiffness of the material and the tolerances of fabrication.
The membrane forces resulting from wind may be taken as 0,8 kN/m if no exact verification is carried out. This applies
to 5 m span and a wind load of q = 0,5 kN/m . For other spans and wind loads a conversion may be done using a
constant ratio sag / span (f / l = const.)
The absorption of these membrane forces by all the edge girders (ridge purlins, eaves purlines, roof truss girders
and corner posts) shall be checked.
The increased edge suction loads (according to wind load standards for buildings) can be ignored for flexible wall
and roof surfaces. As regards right roof coverings, the fastening means shall be sized in accordance with
EN standard or, in absence, agreements by parts in respect of the increased edge suction loads.
7.5 Membrane
7.5.1 General
If the shape of the structure allows a calculation in two opposite directions separately, the calculation may be hand
made. In any other case an appropriate three dimensional computer calculation taking into account great
displacement shall be used.
In cases where non linear deformation can lead to favourable load carrying effects on certain elements, the safety
coefficients shall be applied not on load side but on the material side.
Because a failure of the load bearing membrane can lead to a complete collapse of the entire structure, the
suitability of the material and of the jointing and fastening techniques shall be demonstrated by approval or other
certificates according to EN standards or, in absence, to agreement by parts.
7.5.2 Pre-stressing
The structure shall be mechanically pre-stressed in order to stabilise the membrane structure against the external
loads which arise, and also in order to prevent any whip, flutter or breakdown.
The permanent working load of the membrane at the edge of the structure resulting from pre-stressing shall not
exceed 5 % of the short duration average tensile strength of the fabric. More may be taken into account with
justification by tests.
Actions (pre-stressing, snow load and wind load) shall be combined to take into account the non-linear behaviour of
the structure. The pre-stressing load shall be considered in the load combination with its adequate safety factor.
7.5.3 Design and construction details on membrane
The cutting pattern of the membrane shall be laid in accordance with the calculation.
The line of the breadth should be put in accordance with main direction of the stress.
If rope-, belt- or skin-strengthening is foreseen, care shall be taken that no weakening of the base-material occurs
(e.g. by amassment of seams, clamps or eyelets).
7.6 Verification of load bearing capacity of technical textiles and their connections
7.6.1 General
The following equation is valid for both material and connections:
f
tk
f = (7)
d
γ
m
where
f design resistance (U.L.S.);
d
f characteristic tensile strength in monoaxial tensile short duration tests at 23 °C;
tk
γ safety coefficient given in Table 4.
m
The characteristic values are determined according to EN 1991-1-1.
Coefficients to apply for polyester coated with polyvinylechloride and their welded connec
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