The document provides information on structural design basis according to EN1990:2002, including: 1. Design working life categories ranging from 10 to 100 years depending on the structure type. 2. Ultimate limit state concerns safety of people, structure, and contents. Design situations include persistent, transient, accidental, and seismic. 3. Ultimate limit state verifications include loss of equilibrium, internal failure, excessive ground deformation, and fatigue failure. 4. Combination factors and partial factors for actions are provided for ultimate limit state design.

1. BASIS OF STRUCTURAL DESIGN
(EN1990:2002)
Design Working life
Design working life
(CYS NA EN1990,Table 2.1)
Design working life Indicative design Examples
category working life (years)
1 10 Temporary structures (1)
2 10 – 25 Replaceable structural parts, e.g. gantry girders,
bearings
3 15 – 30 Agricultural and similar structures
4 50 Building structures and other common structures
5 100 Monumental building structures, bridges, and other
civil engineering structures
(1) Structures or parts of structures that can be dismantled with a view to being re-used should
not be considered as temporary.
In the case of replaceable structural parts the design life for the structural determination of loads should be
the design life of the structure.
Ultimate Limit State (ULS)
Ultimate Limit State Concern
(EN1990,cl.3.3(1)P)
 Safety of people,
 Safety of the structure
 Protection of the contents
Design situations
(EN1990,cl.3.2(2)P)
Persistent design situation: Normal use condition
Transient design situation: Temporary condition, e.g. during execution or repair
Accidental design situation: Exceptional condition, e.g. fire, explosion, impact.
Seismic design situation: Structure subject to seismic events.
Ultimate limit state verification
(EN1990,cl.6.4.1(1)P)
The following ultimate limit states shall be verified as relevant:
EQU: Loss of equilibrium of the structure, (considering for sliding, overturning or uplift)
STR: Internal failure or excessive deformation of the structure of structural member (Design of structural for
strength of members and frames),
GEO: Failure due to excessive deformation of the ground (Design of structural members such as footing,
piles, basement walls, etc.),
FAT: Fatigue failure of the structure or structural member.

2. Ultimate Limit State (ULS)
Important notes
(EN1990,cl.3.2(2)P)
 Approach 2 (CYS NA EN1990,Table.A1.2(B)) should be used for the
design of the structural members of substructure (i.e. footings, piles,
basement walls, etc.) (CYS NA EN1990,cl. 2.2.3.4).
 Actions that cannot exist simultaneously due to physical of functional
reasons should not be considered together in combination.
 The use of expression 6.10a and 6.10b lead to a more economic
design in most circumstances.

COMBINATION OF ACTIONS FOR PERSISTENT/TRANSIENT DESIGN SITUATION
(EN1990,cl.6.4.3.2)
Persistent and transient design situation – EQU Equation 6.10 (Set A)
Favourable Unfavourable
Action
γ γ
6.10 Ed=ΣγG Gk +γQ Qk1 + γQ ψ0,2 Qk2 Permanent (dead,
0.9 1.1
earth), γG
Variable (imposed,
0 1.5
wind), γQ
Note: Single source is not applicable for EQU design situation. Different γ factors can be used in favourable and unfavourable
areas.
Persistent and transient design situation – STR/GEO Equation 6.10, 6.10a & 6.10b (Set B)
6.10 Ed=ΣγG Gk +γQ Qk1 + γQ ψ0,2 Qk2 Favourable Unfavourable
Action
γ γ
6.10a Ed=ΣξγG Gk +γQ ψ0,1 Qk1 + γQ ψ0,2 Qk2 Permanent (dead,
1.0 1.35
earth), γG
6.10b Ed=ΣγG Gk +γQ Qk1 + γQ ψ0,2 Qk2 Variable (imposed,
0 1.5
wind), γQ
Note: Single source is applicable for STR/GEO design situation.
Persistent and transient design situation – GEO Equation 6.10 (Set C)
Favourable Unfavourable
Action
γ γ
6.10 Ed=ΣγG Gk +γQ Qk1 + γQ ψ0,2 Qk2 Permanent (dead,
1.0 1.0
earth), γG
Variable (imposed,
0 1.3
wind), γQ
Note: Single source is applicable for STR/GEO design situation.

3. Combination (sensitivity) factor, ψ
(CYS NA EN1990:2002, Table A1.1)
ψο ψ1 ψ2
Category Specific Use
A Domestic and residential 0.7 0.5 0.3
B Office 0.7 0.5 0.3
C Areas for Congregation 0.7 0.7 0.6
D Shopping 0.7 0.7 0.6
E Storage 1.0 0.9 0.8
F Traffic < 30 kN vehicle 0.7 0.7 0.6
G Traffic < 160 kN vehicle 0.7 0.5 0.3
H Roofs 0.7 0 0
Snow, altitude < 1000 m 0.5 0.2 0
Wind 0.5 0.2 0
Summary table of partial, combination and reduction factors for the STR and GEO ultimate limit states for
buildings
Unfavourable Permanent action Unfavourable Variable actions
Expression
Self-weight Imposed floor loads Wind loads Snow loads
γG=1.35 γQ,1 =1.5 γQ,iψ0,i =1.5x05=0.75 γQ,iψ0,i =1.5x05=0.75
6.10 γG=1.35 γQ,iψ0,i =1.5x07=1.05 γQ,1 =1.5 γQ,iψ0,i =1.5x05=0.75
γG=1.35 γQ,iψ0,i =1.5x07=1.05 γQ,iψ0,i =1.5x05=0.75 γQ,i =1.5
Less favourable equations 6.10a & 6.10b
γG=1.35 γQ,iψ0,i =1.5x07=1.05 γQ,iψ0,i =1.5x05=0.75 γQ,iψ0,i =1.5x05=0.75
6.10a γG=1.35 γQ,iψ0,i =1.5x07=1.05 γQ,iψ0,i =1.5x05=0.75 γQ,iψ0,i =1.5x05=0.75
γG=1.35 γQ,iψ0,i =1.5x07=1.05 γQ,iψ0,i =1.5x05=0.75 γQ,iψ0,i =1.5x05=0.75
ξγG=0.85*1.35 γQ,1 =1.5 γQ,iψ0,i =1.5x05=0.75 γQ,iψ0,i =1.5x05=0.75
6.10b ξγG=0.85*1.35 γQ,iψ0,i =1.5x07=1.05 γQ,1 =1.5 γQ,iψ0,i =1.5x05=0.75
ξγG=0.85*1.35 γQ,iψ0,i =1.5x07=1.05 γQ,iψ0,i =1.5x05=0.75 γQ,i =1.5
Note: Shaded boxes indicate the ‘leading variable action’,

4. Serviceability Limit State (SLS)
Characteristic value of variable actions
For each variable action there are four representative values:
1.The characteristic value Qk (determine by insufficient data).
2.The combination value ψ0Qk (of an action is intended to take account of the
reduced probability of the simultaneous of two or more variable actions).
3. Frequent value ψ1Qk (exceeded only for a short period of time and is used
primary for the SLS and also the accidental ULS).
4. Quasi-permanent value ψ2Qk (exceeded for a considerable period of time or
considered as an average loading over time and used for the long-term affects
at the SLS and also accidental and seismic ULS).
COMBINATION OF ACTIONS FOR SERVICEABILITY LIMIT STATE
(EN1990,cl.6.5.3)
Characteristic combination
Equation 6.14b
Ed=Gk +Qk,1 + ψ0 Qk,2
Frequent combination
Equation 6.15b
Ed=Gk + ψ1Qk,1 + ψ2 Qk,2
Quasi-permanent combination
Equation 6.16b
Ed=Gk + ψ2Qk,1
Serviceability Limit State (SLS) – Vertical and Horizontal deformations
INDICATIVE LIMITING VALUES FOR VERTICAL DEFLECTIONS
(Manual of EC0 &EC1, Table D.1)
Serviceability Limit States
Vertical deflections
Serviceability Requirement Characteristic Combination (Expression 6.14b
in EC0) wmax
Function and damage to non-
structural elements (e.g.
partition walls claddings etc)
≤L/500 to L/360
–Brittle
≤L/300 to L/200
-Non-brittle
Function and damage to ≤L/300 to L/200
structural elements

5. INDICATIVE LIMITING VALUES FOR HORIZONTAL DEFLECTIONS
(Manual of EC0 &EC1, Table D.2)
Serviceability Limit States
Vertical deflections
Serviceability Requirement Characteristic Combination (Expression 6.14b
in EC0) wmax
Function and damage to non-
structural elements
–Single storey buildings top
u≤H/300
of column
-Each storey in a multi-storey u≤H/500 to H/300
building
-The structure as a whole for u≤H/500
a multi-storey building

6. STRUCTURAL LOADS
(EN1991:2002)
Imposed Loads
Category of use
(EN1991-1-1:2002,Table 6.1)
Category Specific Use Example
A Area for domestic and Rooms in residential buildings and houses bedrooms and wards in
residential activities hospitals, bedrooms in hotels and hostels kitchens and toilets
B Office areas
C Areas where people may C1: Areas with tables, etc. e.g. areas in schools, cafés, restaurants,
congregate (with the dining
exception of areas halls, reading rooms, receptions.
defined under category C2: Areas with fixed seats, e.g. areas in churches, theatres or
A, B, and D1)) cinemas, conference rooms, lecture halls, assembly halls, waiting
rooms, railway waiting rooms.
C3: Areas without obstacles for moving
people, e.g. areas in museums, exhibition rooms, etc. and access
areas in public and administration buildings, hotels, hospitals,
railway station forecourts.
C4: Areas with possible physical activities, e.g. dance halls,
gymnastic rooms, stages.
C5: Areas susceptible to large crowds, e.g. in buildings for public
events like concert halls, sports halls including stands, terraces and
access areas and railway platforms.
D Shopping areas D1: Areas in general retail shops
D2:Areas in departments stores
Imposed loads
(EN 1991-1-1:2002, Table 6.2)
Category Of loaded areas qk Qk
(kN/m2) (kN)
Category A
-Floors 1.5-2.0 2.0-3.0
-Stairs 2.0-4.0 2.0-4.0
-Balconies 2.5-4.0 2.0-3.0
Category B 2.0-3.0 1.5-4.5
Category C
-C1 2.0-3.0 3.0-4.0
-C2 3.0-4.0 2.5-7.0
-C3 3.0-5.0 4.0-7.0
-C4 4.5-5.0 3.5-7.0
-C5 5.0-7.5 3.5-4.5
Category D
-D1 4.0-5.0 3.5-7.0
-D2 4.0-5.0
Imposed load on Roof 3.5-7.0
(CYS NA EN1991-1-1, Table 6.10)
Imposed load,
Sub-category Actions qk
Q (kN)
(kN/m2)
Roof (inaccessible except for
H 0.4 1.0
normal maintenance and repair)

7. Permanent Loads
Permanent load
(EN 1991-1-1:2002, Table A.1-A.12)
Materials Density, γ Modulus of
(kN/m3) Elasticity, E
kN/mm2
Reinforced Concrete 25 17-31
Steel 78 210
Glass 25 74
Water 10 -
Plastic PTFE 21-22 0.3-0.6
Softwood timber 5 10
Hardwood timber 7 12
Concrete blockwork 18 -
Asphalt 22 -
Roof tiles 20 5-30
Soil (Sand) 16-18 -
Soil (Clay) 20-22 -
Insulation board 3 -
Aluminium 27 69
Copper 87-89 96
Cement mortar 19-23 20-31
Νylon 11.5 2-3.5
Epoxy resin 16-20 20
Polystyrene 10-13 3-3.3
Carbon fibre 20 415
Fibre glass 15 10
Granite 26 40-70
Typical unit floor Typical loadings Typical unit floor Typical loadings
Steel floor kN/m2 Internal ConcreteFloor kN/m2
Self weight of beam 0.25 Partition (minimum) 1.00
Self weight of decking 0.10 Screed (5-70cm) 1.20-1.80
Self weight of meshing 0.05 Raised floor 0.40
Ceiling and services 0.15 Concrete floor (15cm) 3.75
Total 0.55 Celling and services 0.15
Total 6.50-7.10
External Concrete Floor kN/m2 Metal deck roofing kN/m2
Slabs / paving 0.95 Live loading: snow/
Screed (50cm) 1.20 wind uplift 0.6-1.0
Asphalt waterproofing 0.45 Outer covering, insulation and
Concrete floor (15cm) 3.75 metal deck liner 0.30
Celling and services 0.15 Purlins-150 deep at 1.5m c/c 0.10
Total 6.50 Services 0.10
Total 1.1-1.5
Timber Floor kN/m2 Timber Flat Roof kN/m2
Partition 1.00 Asphalt waterproofing 0.45
Timber boards/plywood 0.15 Timber joist and insulation 0.20
Timber joist 0.20 Celling and services 0.15
Celling and services 0.15 Total 0.80
Total 1.50

8. SNOW LOAD
(EN1991-1-3)
Monopitch roof Pitch roof Cylinder roof
Snow load shape coefficients for cylinder roofs, μ
Snow load shape coefficients, μ (EN1991-1-3, Eq. 5.4-5.5)
(EN1991-1-3, Table 5.2)
μ1 0.8 μs=0 a≤15o
ο ο ο ο ο
Angle of pitch of 0 ≤α≤30 30 ≤α≤60 α≥60 μ2 μs+μw
roof, a μw=(b1+b2)/2h ≤ γh/sk Range must:0.8≤μw≤4
μ1 0.8 0.8(60-α)/30 0 γ:is the weight density of snow may taken as 2kN/m3
μ2 0.8+0.8 α/30 1.6 -
For monopitch roof use only μ1 Angle of pitch of roof, a β>60ο β≤60
For pitched roof use μ1andμ2
μ3 should be less than μ3≤2 0 0.2+10 h/b
CHARACTERISTIC SNOW LOAD
ON GROUND,sk (kN/m2) Exposure coefficient(ΕΝ1991-1-3, Table 5.1) THERMAL COEFFICIENTS C
(CYS NA ΕΝ1991-1-3, cl. NA 2.7) (ΕΝ1991-1-3¨2003, cl. 5.2(8))
Topography Ce Ct=1.0
sk = 0.289*(1+(A/452)2) Windswept 0.8
Thermal transmission on the roof
Normal 1.0
<1W/m2K
A:is the attitude above sea level (m) Sheltered 1.2
Snow load on roof for transient design situations
s=μiCeCtsk
(EN 1991-1-3Equ.5.1)

9. WIND LOAD
(EN1991-1-4)
BASIC WIND VELOCITY
Fundamental Basic wind velocity, vb,0
(CYS NA EN1991-1-4,Fig.1)
Season factor
(CYS EN1991-1-4,NA 2.4)
cseason=1.0
Directional factor
(CYSEN1991-1-4,NA 2.4)
cdir=1.0
(Conservative value for all direction)
Basic wind velocity
(EN1991-1-4, Eq. 4.1)
vb=cdir.cseasonvb,0

10. STRUCTURAL FACTOR
(EN1991-1-4, cl.6.0)
Determination of cscd
Builiding with less than Natural frequency Walls≤100m high Chimney with circular
h≤15m f≤5Hz cross-sectional area and,
h≤60m
h≤6.5·diameter
h
cscd =1.0
Determine of structural factor cscd
Size factor Dynamic factor
(EN1991-1-4,Eq.6.2) (EN1991-1-4,Eq.6.3)
It is on the safe side to use It is on the safe side to use
B2=1 kp=3 B2=1 kp=3
Calculation of R2 can be found in Annex B of Calculation of R2 can be found in Annex B of
EN1991-1-4:2005 EN1991-1-4:2005
Can be found
TERRAIN OROGRAPHY,
(EN1991-1-4, cl.4.3.3)
YES Upwind Slope≤3o NO
Consider Ignore
Detail calculation of terrain orography
factor can be found in Annex A of
EN1991-1-4:2005

11. PEAK VELOCITY PRESSURE
Terrain category and terrain parameters (EN1991-1-4, Tab.:4.1)
Terrain Description z0 (m) zmin(m)
category
Sea, costal area exposed to the open
0 SEA 0.003 1
sea.
Lakes or area with negligible
I 0.01 1
vegetation and without obstacles.
COUNTRY
Area with low vegetation such as
grass and isolated obstacles trees,
II 0.05 2
buildings) with separations of at least
20 obstacle height.
Area with regular cover of vegetation
or buildings or woth isolatd obstacles
III with seperations of maximum 20 0.3 5
obstacle height (such as villages,
suburban terrain, permanent forest). TOWN
Area in which at least 15% of the
IV* surface is covered with building and 1.0 10
their average height exceeds 15m.
*
For buildings in terrain category IV, displacement height hdis should be consider and information can be found in Aneex A.5 of EN1991-1-4:2005
Wind turbulence, Iv(z) Roughness factor, cr(z) Terrain factor,
(EN1991-1-4,Eq.4.7) (EN1991-1-4,Eq.4.3-4.5) (EN1991-1-4,cl.4.4)
Iv(z)=σv/vm(z)=kl/co(z)ln(z/z0) for cr(z)=kr . ln(z/z0) for zmin≤z≤zmax kr=0.19(z0/z0,II)0.07
zmin≤z≤zmax cr(z)=cr . (zmin) for z≤zmin
Iv(z)=Iv(zmin) for z≤zmin z0: is the roughness length
Turbulence factor: kl=1.0 Maximum height, zmax
(NA CYS EN1991-1-4, cl. NA 2.10) (EN1991-1-4, cl. 4.3.2)
zmax=200m
Note: for co(z)=1 Iv(z) is not important
Orography factor co(z)
co(z)=1
Mean wind velocity, vm(z)
(EN1991-1-4 cl.4.3.1 )
vm(z)=cr(z).co(z).vb
Peak velocity pressure, qpeak(z)
(EN1991-1-4 Eq.4.8 )
qpeak(z)=[1+7 Iv(z)]0.5ρ vm2
(z)=ce(z)·0.5·ρ·vb2
Air density:ρ=1.25kg/m3

12. EXTERNAL WIND PRESSURE/FORCE ON WALLS
Reference height ze, depending on h and b, and corresponding velocity pressure profile
(EN1991-1-4, Fig. 7.4)
Values of external pressure coefficient for vertical walls of rectangular plan buildings
(EN1991-1-4, Tab.:4.1)
ZONE A B C D E
h/d cpe,10 cpe,1 cpe,10 cpe,1 cpe,10 cpe,1 cpe,10 cpe,1 cpe,10 cpe,1
5 -1.2 -1.4 -0.8 -1.1 -0.5 +0.8 +1.0 -0.7
1 -1.2 -1.4 -0.8 -1.1 -0.5 +0.8 +1.0 -0.5
≤0.25 -1.2 -1.4 -0.8 -1.1 -0.5 +0.7 +1.0 -0.3
Note: Values for cpe,1 are intended for the design of small elements and fixings with an element of 1m 2 or
less such as cladding elements and roofing elements. Values for cpe,10 may be used for the design of the
overall load bearing structure of buildings. The external pressure coeffiecient cpe,1 and cpe,10 is using for
loadaded area of 1m2 and 10m2 respectively.
Key for vertical walls –Mono&dual pitch Key for vertical walls – Flat Roof
Roof (EN1991-1-4, Fig.7.5)
(EN1991-1-4, Fig.7.5)
Pressure on surface &Wind force (EN1991-1-4, Eq. 5.1&5.5)
we=qp(ze).(cpe +cpi) & Fw=cscd·Σwe·Aref

13. EXTERNAL WIND PRESSURE/FORCE ON FLAT ROOF
Recommended values of external pressure coefficients for flat roofs
(EN1991-1-4,Tab. 7.2)
Zone
Roof type F G H I
cpe,10 cpe,1 cpe,10 cpe,1 cpe,10 cpe,1 cpe,10 cpe,1
Sharp eaves -1.8 -2.5 -1.2 -2.0 -.07 -1.2 +0.2
hp/h=0.025 -1.6 -2.2 -1.1 -1.8 -0.7 -1.2 -0.2
With
hp/h=0.05 -1.4 -2.0 -0.9 -1.6 -0.7 -1.2 +0.2
Parapets
hp/h=0.10 -1.2 -1.8 -0.8 -1.4 -0.7 -1.2 -0.2
r/h=0.05 -1.0 -1.5 -1.2 -1.8 -0.4 +0.2
Curved
r/h=0.10 -0.7 -1.2 -0.8 -1.4 -0.3 -0.2
Eaves
r/h=0.20 -0.5 -0.8 -0.5 -0.8 -0.3 +0.2
a=30o -1.0 -1.5 -1.0 -1.5 -0.3 -0.2
Mansard
a=45o -1.2 -1.8 -1.3 -1.9 -0.4 +0.2
Eaves
a=60o -1.3 -1.9 -1.3 -1.9 -0.5 -0.2
Note: Values for cpe,1 are intended for the design of small elements and fixings with an element of 1m2 or
less such as cladding elements and roofing elements. Values for cpe,10 may be used for the design of the
overall load bearing structure of buildings. The external pressure coeffiecient cpe,1 and cpe,10 is using for
loadaded area of 1m2 and 10m2 respectively.
Pressure on surface &Wind force (EN1991-1-4, Eq. 5.1&5.5)
we=qp(ze).(cpe +cpi) & Fw=cscd·Σwe·Aref

14. EXTERNAL WIND PRESSURE/FORCE ON MONOPITCH ROOF
Recommended values of external pressure coefficients for monopitch roofs
(EN1991-1-4,Tab. 7.3a)
Pitch Zone for wind direction θ=0o Zone for wind direction θ=180o
Angle F G H F G H
a cpe,10 cpe,1 cpe,10 cpe,10 cpe,1 cpe,10 cpe,10 cpe,1 cpe,10 cpe,1 cpe,10 cpe,1
5o -1.7 -2.5 -1.2 -2.0 -0.6 -1.2 -2.3
-2.5 -1.3 -2.0 -0.8 -1.2
+0.0 +0.0 +0.0
15o -0.9 -2.0 -0.8 -1.5 -0.3
-2.5 -2.8 -1.3 -2.0 -0/9 -1.2
+0.2 +0.2 +0.2
30o -0.5 -1.5 -0.5 -1.5 -0.2
-1.1 -2.3 -0.8 -1.5 -0.8
+0.7 +0.7 +0.4
45o -0.0 -0.0 -0.0
-0.6 -1.3 -0.5 -0.7
+0.7 +0.7 +0.6
60o +0.7 +0.7 +0.7 -0.5 -1.0 -0.5 -0.5
75o +0.8 +0.8 +0.8 -0.5 -1.0 -0.5 -0.5
Recommended values of external pressure coefficients for monopitch roofs
(EN1991-1-4,Tab. 7.3b)
Pitch Zone for wind direction θ=90o
Angle Fup Flow G H I
a cpe,10 cpe,1 cpe,10 cpe,10 cpe,1 cpe,10 cpe,10 cpe,1 cpe,10 cpe,1
5o -2.1 -2.6 -2.1 -2.4 -1.8 -2.0 -0.6 -1.2 -0.5
15o -2.4 -2.9 -1.6 -2.4 -1.9 -2.5 -0.8 -1.2 -0.7 -1.2
30o -2.1 -2.9 -1.3 -2.0 -1.5 -2.0 -1.0 -1.3 -0.8 -1.2
45o -1.5 -2.4 -1.3 -2.0 -1.4 -2.0 -1.0 -1.3 -0.9 -1.2
60o -1.2 -2.0 -1.2 -2.0 -1.2 -2.0 -1.0 -1.3 -0.7 -1.2
75o -1.2 -2.0 -1.2 -2.0 -1.2 -2.0 -1.0 -1.3 -0.5
Note: Values for cpe,1 are intended for the design of small elements and fixings with an element of 1m 2 or less such
as cladding elements and roofing elements. Values for cpe,10 may be used for the design of the overall load bearing
structure of buildings. The external pressure coeffiecient cpe,1 and cpe,10 is using for loadaded area of 1m2 and 10m2
respectively.
Pressure on surface &Wind force (EN1991-1-4, Eq. 5.1&5.5)
we=qp(ze).(cpe +cpi) & Fw=cscd·Σwe·Aref

15. EXTERNAL WIND PRESSURE/FORCE ON DUOPITCH ROOF
Recommended values of external pressure coefficients for duopitch roofs
(EN1991-1-4,Tab. 7.4a)
Pitch Zone for wind direction θ=0o
Angle F G H I J
a cpe,10 cpe,1 cpe,10 cpe,10 cpe,1 cpe,10 cpe,10 cpe,1
cpe,10 cpe,1
-45o -0.6 -0.6 -0.8 -0.7 -1.0 -1.5
-30o -1.1 -2.0 -0.8 -1.5 -0.8 -0.6 -0.8 -1.4
-15 o -2.5 -2.8 -1.3 -2.0 -0.8
-1.2 -0.5 -0.7 -1.2
o +0.2 +0.2
-5 -2.3 -2.5 -1.2 -2.0 -0.8 -1.2
-0.6 -0.6
o -1.7 -2.5 -1.2 -2.0 -0.6 -1.2 +0.2
5 -0.6
+0.0 +0.0 +0.0 -0.6
o -0.9 -2.0 -0.8 -1.5 -0.3 -0.4 -1.0 -1.5
15
+0.2 +0.2 +0.2 +0.0 +0.0 +0.0
o -0.5 -1.5 -0.5 -1.5 -0.2 -0.4 -0.5
30
+0.7 +0.7 +0.4 +0.0 +0.0
o -0.0 -0.0 -0.0 -0.2 -0.3
45
+0.7 +0.7 +0.6 +0.0 +0.0
60 o +0.7 +0.7 +0.7 -0.2 -0.3
75 o +0.8 +0.8 +0.8 -0.2 -0.3
Recommended values of external pressure coefficients for duopitch roofs
(EN1991-1-4,Tab. 7.4b)
Pitch Zone for wind direction θ=90o
Angle a F G H I
cpe,10 cpe,1 cpe,10 cpe,10 cpe,1 cpe,10 cpe,10 cpe,1
-45o -1.4 -2.0 -1.2 -2.0 -1.0 -1.3 -0.9 -1.2
-30o -1.5 -2.1 -1.2 -2.0 -1.0 -1.3 -0.9 -1.2
-15o -1.9 -2.5 -1.2 -2.0 -0.8 -1.2 -0.8 -1.2
-5o -1.8 -2.5 -1.2 -2.0 -0.7 -1.2 -0.6 -1.2
5o -1.6 -2.2 -1.2 -2.0 -0.7 -1.2 -0.6
15o -1.3 -2.0 -1.2 -2.0 -0.6 -1.2 -0.5
30o -1.1 -1.5 -1.4 -2.0 -0.8 -1.2 -0.5
45o -1.1 -1.5 -1.4 -2.0 -0.9 -1.2 -0.5
60o -1.1 -1.5 -1.4 -2.0 -0.8 -1.2 -0.5
75o -1.1 -1.5 -1.4 -2.0 -0.8 -1.2 -0.5
Pressure on surface &Wind force (EN1991-1-4, Eq. 5.1&5.5)
we=qp(ze).(cpe +cpi) & Fw=cscd·Σwe·Aref