Project : Alu 15m + Alu 12m BS6399
June 2006
II
Content 1. Introduction 2
2. Determination of the loads 4
2.1. Dead load 4 2.1.1. Uniform loading 4 2.1.2. Local loadings 4 2.1.3. Lighting weight 4
2.2. Snow load 5 2.3. Wind load 6
3. Materials 20
3.1. Properties 20 3.2. Aluminium 20 3.3. Steel 20 3.4. Bolts 20 3.5. Used profiles 21
4. Control of the main profiles 26
4.1. Foot (alu240) 27 4.1.1. Bending and axial compression 28
4.1.1.1. Maximum moment 28 4.1.1.2. Maximum normal force 29
4.1.2. Bending and axial traction 30 4.1.2.1. Maximum moment 30 4.1.2.2. Maximum normal force 31
4.2. Foot (alu240+232) 32 4.2.1. Bending and axial compression 33
4.2.1.1. Maximum moment 33 4.2.1.2. Maximum normal force 34
4.2.2. Bending and axial traction 35 4.2.2.1. Maximum moment 35 4.2.2.2. Maximum normal force 36
4.3. Roof (alu240+232) 37 4.3.1. Bending and axial compression 38
4.3.1.1. Maximum moment 38 4.3.1.2. Maximum normal force 39
4.3.2. Bending and axial traction 40 4.3.2.1. Maximum moment 40 4.3.2.2. Maximum normal force 41
4.4. Roof (alu240) 42 4.4.1. Bending and axial compression 43
4.4.1.1. Maximum moment 43 4.4.1.2. Maximum normal force 44
4.4.2. Bending and axial traction 45 4.4.2.1. Maximum moment 45 4.4.2.2. Maximum normal force 46
5. Control of the rivets 47
5.1. Foot profile 47 5.2. Roof profile 49
III
6. Peak splice 51
6.1. Steel profile 51 6.2. Weld 53 6.3. Control of the bolts 53
7. Eaves splice 56
7.1. Steel profile 56 7.2. Weld 58 7.3. Control of the bolts 58 7.4. Aluminium rail profile : connection with roof 61
8. Purlins 66
8.1. Peak and eaves purlin : alu133/70 66 8.1.1. Compression 67 8.1.2. Traction 68
8.2. Normal purlin : alu60/60/3 69 8.2.1. Compression 70 8.2.2. Traction 71
9. Gable end 72
9.1. Gable upright : alu133/70 72 9.1.1. Bending + compression 73 9.1.2. Bending + traction 74
9.2. Gable horizontal : alu130/70 75 9.2.1. Bending + compression 76 9.2.2. Bending + traction 77
10. Wind bracing cable 78 11. Connection of arch to baseplate 80
11.1. Steel profile 80 11.2. Control of the bolts 83 11.3. Control of the pin in the footplate 86
12. Baseplate 87
12.1. Bending of the vertical steel plates 87 12.2. Bending of the horizontal steel plate 91
13. Anchorage 96
13.1. Anchorbars 96
14. Conclusion 98 ENCLOSURE 1 :Document : formulas BS 6399, ENV 1999-1-1, 1993-1-1, 1991-2-3 ENCLOSURE 2 : Drawings of the Alu 15m (+12m) structure ENCLOSURE 3 :Print out of calculation results by ESA PRIMA WIN (release 3.50.63).
Project : Alu15m + Alu12m prof.240
BS 6399 : wind : 25m/s snow : 20kg/m2
mcd : Alu15+12 BS6399 v3.0 esa : Alu15+12 BS6399 v3.0 units : kN / m
version 3.0
date : June 2006
Reference:J:\Engineering\Berekeningen strukturen\Normen\BS\doc v3.0.mcd(R)
= Region for variable input
= Region for the input of forces from computer program Esa prima win
= Region for the output of results
All rights reserved. Nothing in this document may be multiplied, saved in an automated database or be publicized, in any form or any way, be it mechanically, by means of photocopy, recordings or any other way, without previous permission in written by VELDEMAN STRUCTURE SOLUTIONS. The information and illustrations contained within this document remain the sole property of VELDEMAN STUCTURE SOLUTIONS and is to be treated as confidential. This document has been realised with great care. VELDEMAN STUCTURE SOLUTIONS is, however, not responsible for any wrong interpretation.
Alu 15m + Alu 12m prof.240BS6399
page 2 / 98version 3.0
Width 49.213 ft=
Length of structure Length 35 m⋅:= Length 114.829 ft=
Slope of the roof : αroof 18 deg⋅:=
Design criteria
Mean recurrence interval : RecurrenceInterval 1yr:=
Site in country (0) or site in town (1): site 1:=
Distance of the site to the sea : dist_to_sea 0km:=
Ground snow load : sk 0.2kN
m2
⋅:= sk 4.177 psf=
Basic wind speed : Vb 25m
sec:= Vb 90
km
hr=
Structural calculation of the Alu 15m + 12m structure accord. to the British standard 6399.
1. Introduction.
This note describes the structural calculations for the relocatable Alu 15m structure manufactured by Georges Veldeman N.V. Belgium. The length of the structure can reach any value as long as it's a multiple of the span distance. This calculation note implies at the same time the alu 12m structure, because the 12m structure is the shortened version of the 15m structure.
For a length of 35 m or less, two bays with bracing cables are needed. If the length is higher than 35 m, an additional bay with bracing cables is needed. The maximum distance between two bays with bracing cables is 25 m. There should always be a bay with bracing cables at both ends of the structure.
Building geometry
Distance between two arches Span_distance 5 m⋅:= Span_distance 196.85 in=
Height of the peak Hpeak 5.2 m⋅:= Hpeak 204.724 in=
Height of the eaves Heaves 2.8 m⋅:= Heaves 110.236 in=
Width of structure Width 15 m⋅:=
Alu 15m + Alu 12m prof.240BS6399
page 3 / 98version 3.0
The external loadings on the fabric like wind, rain and snow, are transmitted directly to the main arch. The function of the purlins is to keep the distance between the arches and to ensure the longitudinal stability in combination with the cable bracing system.
The calculation is based on the 8nite element method and uses nodes which are connected by beams. Each beam has a material number. All materials are represented in a materials list.The connections of the arches with the base plates are considered as hinges. The connections of the cable connections are considered as hinges too, as well as the connection of the purlins to the arches.
The pro8le is calculated as being continuous. The splices are checked with the results from the general arch calculation.
The hinged connection of the arch and base plate is situated at 160 mm above the ground level.
Alu 15m + Alu 12m prof.240BS6399
page 4 / 98version 3.0
x 2 points for every arcExtraWeightlighting 50 kg⋅:=
We put on every arc 2 points with an extra weight of 50 kg, to take into account the weight of the lights inside the structure.
2.1.3. Lighting weight
Weighteaves_splice 18 kg⋅:=
Weightpeak_splice 22 kg⋅:=
Local loadings are for example the weight of the peak splice and the connection splices.
2.1.2. Local loadings.
Weightfabric 3.25kg
m=
Weightfabric 0.650kg
m2
⋅ Span_distance⋅:=
Weight of the fabric
The self weight of the aluminium structure is calculated by the computerprogram Esa prima win.
2.1.1. Uniform loading.
2.1. Dead load.
2. Determination of the loads.
Alu 15m + Alu 12m prof.240BS6399
page 5 / 98version 3.0
scase3_lee 0.4kN
m=
Case 3
scase2_lee 0.86kN
m=
scase2_wind 0.8kN
m=
<1.3>
Case 2
scase1_lee 0.8kN
m=
scase1_wind 0.8kN
m=
Case 1
<1.2>µ2 0.86=
<1.1>µ1 0.8=
shape coef8cient µ: Table 7.2
Cts 1=thermal coef8cient
Ces 1=exposure coef8cient
sk 0.2kN
m2
=sk 4.177 psf=
The structure is able to withstand a ground snow load of :
<formulas: see document section 1.1>2.2. Snow load (acc. to ENV1991-2-3)
Alu 15m + Alu 12m prof.240BS6399
page 6 / 98version 3.0
<1.8>qs 0.498
kN
m2
=
Dynamic pressure
<1.7>Ve 63.775 mph=Ve 102.636km
hr=Ve 28.51
m
s=
<1.6>Sb 1.522=
Effective wind speed
<1.5>Vs 41.913 mph=Vs 67.453km
hr=Vs 18.737
m
s=
=> site wind speed :
2.3. Wind load (acc. to BS6399 part 2) <formulas: see document section 1.2>
Basic wind speed
Vb 25m
sec= Vb 90
km
hr= Vb 55.923 mph=
Site wind speed
Altitude factor : Sa 1=
Direction factor : Sd 1=
Seasonal factor : Ss 1=
Probability factor (2.2.2.5) : Sp 0.749= <1.4>
Alu 15m + Alu 12m prof.240BS6399
page 7 / 98version 3.0
for the wall
Ca_roof 0.877= for the roof
Ca_gable 0.931= for the gable
Ca_in 0.798= for internal pressure
=> Effective dynamic pressure : <1.11>
wind on side
qwall 0.438kN
m2
=
qroof 0.437kN
m2
=
wind on gable
qgable 0.464kN
m2
=
internal wind pressure
qin 0.401kN
m2
=
Effective dynamic pressure
diagonal dimension of loaded areas : (8g. 5) <1.9>
aside_wall 35.112 m= for the wall
aside_roof 35.877 m= for the roof
agable 15.259 m= for the gable
ain 128.058 m= for internal pressure
Size effect factor Ca : (8g. 4) <1.10>
So, for curve "A"= we become :
Ca_wall 0.879=
Alu 15m + Alu 12m prof.240BS6399
page 8 / 98version 3.0
Cpe_rs_A.u 0.32= Cpe_rs_F 0.82−=
LengthrsB 24.6 m= LengthrsF 24.6 m=
Cpe_rs_B.o 0.74−= Cpe_rs_G 0.5−=WidthrsB 1.04 m= WidthrsF 1.04 m=
Cpe_rs_B.u 0.26=
Cpe_rs_C.o 0.36−=
Cpe_rs_C.u 0.24=
Wind normal on Gable :
Wall pressure : <1.13>
gable wall sidewall zones
Cpe_g_windw 0.6= Cpe_g_sA 1.3−= Lg_sA 2.08 m=
Cpe_g_sB 0.8−= Lg_sB 8.32 m=Cpe_g_leew 0.5−=
Cpe_g_sC 0.5−= Lg_sC 24.6 m=
1. External wind pressure coef<cients.
Wind normal on Side :
Wall pressure : <1.12>
sidewall gable wall zones
Cpe_s_windw 0.693= Cpe_s_gA 1.3−= Ls_gA 2.08 m=
Cpe_s_leew 0.5−= Cpe_s_gB 0.8−= Ls_gB 8.32 m=
Cpe_s_gC 0.5−= Ls_gC 4.6 m=
Roof pressure : <1.14>
windward roof leeward roof zones
Cpe_rs_A.o 0.98−= Cpe_rs_E 1.22−= LengthrsA 5.2 m= LengthrsE 5.2 m=
WidthrsA 1.04 m= WidthrsE 1.04 m=
Alu 15m + Alu 12m prof.240BS6399
page 9 / 98version 3.0
Overpressure <1.16>
side walls gable walls roofs
Qsw_ww.o 0.303kN
m2
= QgA_o 0.603−kN
m2
= QrA_s.o 0.428−kN
m2
=
Qsw_lw.o 0.219−kN
m2
= QgB_o 0.371−kN
m2
= QrB_s.o 0.323−kN
m2
=
QgC_o 0.232−kN
m2
= QrC_s.o 0.157−kN
m2
=
QrE_s.o 0.533−kN
m2
=
QrF_s.o 0.358−kN
m2
=
QrG_s.o 0.219−kN
m2
=
Roof pressure : <1.15>
zones
Cpe_rg_A 1.52−= Lg_rA 1.04 m=
Cpe_rg_B 1.42−= Lg_rB 1.04 m=
Cpe_rg_C 0.6−= Lg_rC 4.16 m=
Cpe_rg_D 0.42−= Lg_rD 29.8 m=
2. Internal wind pressure coef<cients.
The wind also causes (table 16)
an overpressure:
an underpressure:
Cpi_o 0.0:=
Cpi_u 0.3−:=
3. Global wind pressure.
Wind load normal to the side wall of the structure.
Alu 15m + Alu 12m prof.240BS6399
page 10 / 98version 3.0
QrD_g.o 0.184−kN
m2
=
QrC_g.o 0.262−kN
m2
=QsC_o 0.219−kN
m2
=
QrB_g.o 0.621−kN
m2
=Qg_lw.o 0.232−kN
m2
=QsB_o 0.35−kN
m2
=
QrA_g.o 0.664−kN
m2
=Qg_ww.o 0.278kN
m2
=QsA_o 0.569−kN
m2
=
roofsgable wallsside walls
<1.18>Overpressure
Wind load normal to the gable wall of the structure.
Underpressure <1.17>
side walls gable walls roofs
Qsw_ww.u 0.424kN
m2
= QgA_u 0.482−kN
m2
= QrA_s.u 0.26kN
m2
=
Qsw_lw.u 0.099−kN
m2
= QgB_u 0.251−kN
m2
= QrB_s.u 0.234kN
m2
=
QgC_u 0.111−kN
m2
= QrC_s.u 0.225kN
m2
=
QrE_s.u 0.413−kN
m2
=
QrF_s.u 0.238−kN
m2
=
QrG_s.u 0.098−kN
m2
=
Alu 15m + Alu 12m prof.240BS6399
page 11 / 98version 3.0
Underpressure <1.18>
side walls gable walls roofs
QsA_u 0.449−kN
m2
= Qg_ww.u 0.399kN
m2
= QrA_g.u 0.544−kN
m2
=
QsB_u 0.23−kN
m2
= Qg_lw.u 0.111−kN
m2
= QrB_g.u 0.5−kN
m2
=
QsC_u 0.099−kN
m2
= QrC_g.u 0.142−kN
m2
=
QrD_g.u 0.063−kN
m2
=
Alu 15m + Alu 12m prof.240BS6399
page 12 / 98version 3.0
leeward {P1roof.low.leew_o 0.546−
kN
m= relative_lengthlowG 87 %=
Load on the second arch :• <1.20>
P2roof.low.windw_o 1.901−kN
m= relative_lengthlowAB 13 %=
windward {P2roof.up.windw_o 0.787−
kN
m= relative_lengthupC 87 %=
P2roof.up.leew_o 2.264−kN
m= relative_lengthupEF 13 %=
leeward {P2roof.low.leew_o 1.093−
kN
m= relative_lengthlowG 87 %=
The wind pressure on one bay must be supported by one arch. The total wind load per arch equals :
Span_distance 5 m=
A. Wind normal on Side :
Overpressure :
foot beams Pwindward_o 1.517kN
m=
Pleeward_o 1.094−kN
m=
roof beams
Load on the �rst arch :• <1.19>
P1roof.low.windw_o 1.071−kN
m= relative_lengthlowAB 13 %=
windward {P1roof.up.windw_o 0.393−
kN
m= relative_lengthupC 87 %=
P1roof.up.leew_o 1.333−kN
m= relative_lengthupEF 13 %=
Alu 15m + Alu 12m prof.240BS6399
page 13 / 98version 3.0
....
Load on the �fth arch :•
relative_lengthlowG 87 %=P4roof.low.leew_o 1.093−kN
m=
{leeward
relative_lengthupEF 13 %=P4roof.up.leew_o 1.792−kN
m=
relative_lengthupC 87 %=P4roof.up.windw_o 0.787−kN
m=
{windward
relative_lengthlowAB 13 %=P4roof.low.windw_o 1.617−kN
m=
<1.22>Load on the fourth arch :•
relative_lengthlowG 87 %=P3roof.low.leew_o 1.093−kN
m=
{leeward
relative_lengthupEF 13 %=P3roof.up.leew_o 1.792−kN
m=
relative_lengthupC 87 %=P3roof.up.windw_o 0.787−kN
m=
{windward
relative_lengthlowAB 13 %=P3roof.low.windw_o 1.617−kN
m=
<1.21>Load on the third arch :•
Alu 15m + Alu 12m prof.240BS6399
page 14 / 98version 3.0
P1roof.low.leew_u 0.245−kN
m= relative_lengthlowG 87 %=
Load on the second arch :• <1.24>
P2roof.low.windw_u 1.241kN
m= relative_lengthlowAB 13 %=
windward {P2roof.up.windw_u 1.126
kN
m= relative_lengthupC 87 %=
P2roof.up.leew_u 1.662−kN
m= relative_lengthupEF 13 %=
leeward {P2roof.low.leew_u 0.491−
kN
m= relative_lengthlowG 87 %=
Underpressure :
foot beams Pwindward_u 2.119kN
m=
Pleeward_u 0.493−kN
m=
roof beams
Load on the �rst arch :• <1.23>
P1roof.low.windw_u 0.651kN
m= relative_lengthlowAB 13 %=
windward {P1roof.up.windw_u 0.563
kN
m= relative_lengthupC 87 %=
P1roof.up.leew_u 1.032−kN
m= relative_lengthupEF 13 %=
leeward {
Alu 15m + Alu 12m prof.240BS6399
page 15 / 98version 3.0
....
Load on the �fth arch :•
relative_lengthlowG 87 %=P4roof.low.leew_u 0.491−kN
m=
{leeward
relative_lengthupEF 13 %=P4roof.up.leew_u 1.19−kN
m=
relative_lengthupC 87 %=P4roof.up.windw_u 1.126kN
m=
{windward
relative_lengthlowAB 13 %=P4roof.low.windw_u 1.17kN
m=
<1.26>Load on the fourth arch :•
relative_lengthlowG 87 %=P3roof.low.leew_u 0.491−kN
m=
{leeward
relative_lengthupEF 13 %=P3roof.up.leew_u 1.19−kN
m=
relative_lengthupC 87 %=P3roof.up.windw_u 1.126kN
m=
{windward
relative_lengthlowAB 13 %=P3roof.low.windw_u 1.17kN
m=
<1.25>Load on the third arch :•
Alu 15m + Alu 12m prof.240BS6399
page 16 / 98version 3.0
P2g_roof.low_o 1.13−kN
m=
P2g_roof.up_o 1.13−kN
m=
Load on the third arch :• <1.29>
foot beams P3sidewall_g.o 1.562−kN
m=
roof beamsP3g_roof.low_o 0.918−
kN
m=
P3g_roof.up_o 0.918−kN
m=
Load on the fourth arch :• <1.30>
foot beams P4sidewall_g.o 1.159−kN
m=
roof beamsP4g_roof.low_o 0.918−
kN
m=
P4g_roof.up_o 0.918−kN
m=
B. Wind normal on Gable :
Overpressure :
Load on the �rst arch :• <1.27>
foot beams P1sidewall_g.o 1.331−kN
m=
roof beams P1g_roof.low_o 1.074−kN
m= relative_lengthlowA 50%:=
P1g_roof.up_o 1.028−kN
m= relative_lengthupB 50%:=
Load on the second arch :• <1.28>
foot beams P2sidewall_g.o 1.757−kN
m=
roof beams
Alu 15m + Alu 12m prof.240BS6399
page 17 / 98version 3.0
Load on the �fth arch :• <1.31>
foot beams P5sidewall_g.o 1.159−kN
m=
roof beamsP5g_roof.low_o 0.918−
kN
m=
P5g_roof.up_o 0.918−kN
m=
Load on the sixth arch :•
...
Alu 15m + Alu 12m prof.240BS6399
page 18 / 98version 3.0
P4g_roof.up_u 0.316−kN
m=
P4g_roof.low_u 0.316−kN
m=
roof beams
P4sidewall_g.u 0.559−kN
m=foot beams
<1.30>Load on the fourth arch :•
P3g_roof.up_u 0.316−kN
m=
P3g_roof.low_u 0.316−kN
m=
roof beams
P3sidewall_g.u 0.962−kN
m=foot beams
<1.29>Load on the third arch :•
P2g_roof.up_u 0.528−kN
m=
Underpressure :
Load on the �rst arch :• <1.27>
foot beams P1sidewall_g.u 1.03−kN
m=
roof beams P1g_roof.low_u 0.773−kN
m= relative_lengthlowA 50%:=
P1g_roof.up_u 0.727−kN
m= relative_lengthupB 50%:=
Load on the second arch :• <1.28>
foot beams P2sidewall_g.u 1.157−kN
m=
roof beamsP2g_roof.low_u 0.528−
kN
m=
Alu 15m + Alu 12m prof.240BS6399
page 19 / 98version 3.0
Load on the �fth arch :• <1.31>
foot beams P5sidewall_g.u 0.559−kN
m=
roof beamsP5g_roof.low_u 0.316−
kN
m=
P5g_roof.up_u 0.316−kN
m=
Load on the sixth arch :•
...
Alu 15m + Alu 12m prof.240BS6399
page 20 / 98version 3.0
Steel quality S235. Steel quality S355.
Yield stress Re_S235 235N
mm2
= Re_S355 355N
mm2
=
Tensile strength Rt_S235 360N
mm2
= Rt_S355 510N
mm2
=
Modulus of elasticity σadm_S235 213.636N
mm2
= σadm_S355 322.727N
mm2
=
Admissible stressEsteel 2.1 10
5×
N
mm2
=
3.4. Bolts - class = 8.8.
Re_bolt 640N
mm2
=Yield stress
Rt_bolt 800N
mm2
=Tensile strength
3. Materials.
3.1. Properties.
γM 1.1= partial safety factor
γMb 1.25= partial safety factor for bolts and pins
γMr 1.25= partial safety factor for rivets
3.2. Aluminium.
Quality = 6061 T6.
Yield stress Re_alu 240N
mm2
=
Tensile strength Rt_alu 260N
mm2
=
Modulus of elasticity Ealu 7 104
×N
mm2
=
Admissible stress σadm_alu 218.182N
mm2
=
3.3. Steel.
Alu 15m + Alu 12m prof.240BS6399
page 21 / 98version 3.0
Wely_foot_reinf 1.39 105
× mm3
=
Welz_foot_prin 7.79 104
× mm3
= Welz_foot_reinf 5.85 104
× mm3
=
hfoot_prin 240 mm= hfoot_reinf 0.232 m=
bfoot_prin 100 mm= bfoot_reinf 0.092 m=
The reinforced pro�le of the foot
prof_footprin_reinf prof_footprin prof_footreinf+:=
footprin_reinf "alu240+232"=
Afoot_p_r 4.691 103
× mm2
=
Iy_foot_p_r 3.29 107
× mm4
=
Iz_foot_p_r 6.58 106
× mm4
=
Wely_foot_p_r 2.74 105
× mm3
= hfoot_p_r 240 mm=
bfoot_p_r 100 mm=Welz_foot_p_r 1.32 10
5× mm
3=
3.5. Used profiles
Aluminium0 = pas utilisé1 = alu60/60/32 = alu70/50/2.5/33 = alu88/66/24 = alu70/70/4.55 = alu97/77/3.1 6 = alu129/89/3.17 = alu130/70
8 = alu133/709 = alu133/70+80/510 = alu158/10020 = alu240/100 200 = alu232/92 220 = alu240+23230 = alu270/100 300 = alu260/91 330 = alu270+260
40 = alu310/130 400 = alu297_8/117 401 = alu297_11/117 402 = alu297_24.5/117 440 = alu310+297_8 441 = alu310+297_11 442 = alu310+297_24.550 = alu380/166
Steel60 = K70/70/270 = K70/70/380 = K80/80/490 = K120/120/3100 = plat en acier 80/12
The principal pro�le of the foot The reinforcement pro�le of the foot
prof_footprin 20:= prof_footreinf 200:=
footprin "alu240/100"= footreinf "alu232/92"=
Afoot_prin 2.32 103
× mm2
= Afoot_reinf 2.371 103
× mm2
=
Iy_foot_prin 1.68 107
× mm4
= Iy_foot_reinf 1.62 107
× mm4
=
Iz_foot_prin 3.9 106
× mm4
= Iz_foot_reinf 2.69 106
× mm4
=
Wely_foot_prin 1.4 105
× mm3
=
Alu 15m + Alu 12m prof.240BS6399
page 22 / 98version 3.0
broof_p_r 100 mm=
hroof_p_r 240 mm=
Welz_roof_p_r 1.32 105
× mm3
=
Wely_roof_p_r 2.74 105
× mm3
=
Iz_roof_p_r 6.58 106
× mm4
=
Iy_roof_p_r 3.29 107
× mm4
=
Aroof_p_r 4.691 103
× mm2
=
roofprin_reinf "alu240+232"=
prof_roofprin_reinf prof_roofprin prof_roofreinf+:=
The reinforced pro�le of the roof
broof_reinf 92 mm=broof_prin 100 mm=
hroof_reinf 232 mm=hroof_prin 240 mm=
Welz_roof_reinf 5.85 104
× mm3
=Welz_roof_prin 7.79 104
× mm3
=
Wely_roof_reinf 1.39 105
× mm3
=Wely_roof_prin 1.4 105
× mm3
=
Iz_roof_reinf 2.69 106
× mm4
=Iz_roof_prin 3.9 106
× mm4
=
Iy_roof_reinf 1.62 107
× mm4
=Iy_roof_prin 1.68 107
× mm4
=
Aroof_reinf 2.371 103
× mm2
=Aroof_prin 2.32 103
× mm2
=
roofreinf "alu232/92"=roofprin "alu240/100"=
prof_roofreinf 200:=prof_roofprin 20:=
The reinforcement pro�le of the roofThe principal pro�le of the roof
Alu 15m + Alu 12m prof.240BS6399
page 23 / 98version 3.0
bgable_hor 70 mm=
hgable_hor 130 mm=
Welz_gable_hor 3.19 104
× mm3
=
Wely_gable_hor 4.81 104
× mm3
=
Iz_gable_hor 1.12 106
× mm4
=
Iy_gable_hor 3.12 106
× mm4
=
Agable_hor 1.497 103
× mm2
=
gablehor "alu130/70"=
prof_gablehor 7:=
Horizontal beam gable
bgable_up2 "not used"=bgable_up 70 mm=
hgable_up2 "not used"=hgable_up 133 mm=
Welz_gable_up2 "not used"=Welz_gable_up 3.02 104
× mm3
=
Wely_gable_up2 "not used"=Wely_gable_up 5.74 104
× mm3
=
Iz_gable_up2 "not used"=Iz_gable_up 1.06 106
× mm4
=
Iy_gable_up2 "not used"=Iy_gable_up 3.82 106
× mm4
=
Agable_up2 "not used"=Agable_up 1.604 103
× mm2
=
gableup2 "not used"=gableup "alu133/70"=
prof_gableup2 0:=prof_gableup 8:=
Gable upright 2Gable upright
Alu 15m + Alu 12m prof.240BS6399
page 24 / 98version 3.0
Purlin: strong section 3 Purlin: weak section
prof_purlinstrong3 0:= prof_purlinweak 1:=
purlinstrong3 "not used"= purlinweak "alu60/60/3"=
Apurlin_strong3 "not used"= Apurlin_weak 660 mm2
=
Iy_purlin_strong3 "not used"= Iy_purlin_weak 3.51 105
× mm4
=
Iz_purlin_strong3 "not used"= Iz_purlin_weak 3.51 105
× mm4
=
Wely_purlin_strong3 "not used"= Wely_purlin_weak 1.17 104
× mm3
=
Welz_purlin_strong3 "not used"= Welz_purlin_weak 1.17 104
× mm3
=
hpurlin_strong3 "not used"= hpurlin_weak 60 mm=
bpurlin_strong3 "not used"= bpurlin_weak 60 mm=
Purlin: strong section 1 Purlin: strong section 2
prof_purlinstrong1 8:= prof_purlinstrong2 0:=
purlinstrong1 "alu133/70"= purlinstrong2 "not used"=
Apurlin_strong1 1.604 103
× mm2
= Apurlin_strong2 "not used"=
Iy_purlin_strong1 3.82 106
× mm4
= Iy_purlin_strong2 "not used"=
Iz_purlin_strong1 1.06 106
× mm4
= Iz_purlin_strong2 "not used"=
Wely_purlin_strong1 5.74 104
× mm3
= Wely_purlin_strong2 "not used"=
Welz_purlin_strong1 3.02 104
× mm3
= Welz_purlin_strong2 "not used"=
hpurlin_strong1 133 mm= hpurlin_strong2 "not used"=
bpurlin_strong1 70 mm= bpurlin_strong2 "not used"=
Alu 15m + Alu 12m prof.240BS6399
page 25 / 98version 3.0
Corner bar (steel)
prof_barcorner 0:=
barcorner "not used"=
Acorner_bar "not used"=
Iy_corner_bar "not used"=
Iz_corner_bar "not used"=
Wely_corner_bar "not used"=
Welz_corner_bar "not used"=
hcorner_bar "not used"=
bcorner_bar "not used"=
Alu 15m + Alu 12m prof.240BS6399
page 26 / 98version 3.0
4. Control of the main pro<les. <formulas: see document 3>
Ly
alu240+232
alu240
ky 1.0:= kz 1.0:= buckling factor
Lyf 2649 mm⋅:= Buckling length of the foot pro8le in the strong direction
Lyr 7886 mm⋅:= Buckling length of the roof pro8le in the strong direction
Lzf 2649mm:= buckling length of the foot pro8le in the weak direction
Lzr 2629mm:= buckling length of the roof pro8le in the weak direction ( max. distance between two purlins)
Alu 15m + Alu 12m prof.240BS6399
page 27 / 98version 3.0
<3.7> χz_prof 0.523=χy_prof 0.88=
<3.6> φz_prof 1.335=φy_prof 0.716=
Reduction coef�cient for buckling :
<3.5> λbz_prof 1.204=λby_prof 0.58=
<3.4> λz_prof 64.609=λy_prof 31.129=
Slenderness :
Mzrd_prof 17.02 kN m⋅=
<3.3> Myrd_prof 30.62 kN m⋅=
Nrd_prof 506.182 kN=
Pro�le capacity :
<3.2> αz_prof 1.001=αy_prof 1.002=
Shape factor :
<3.1> classification profile( ) 3=
profcontrol profile( ) "alu240/100"=
profile prof_footprin:=
Lz Lzf:=
Ly Lyf:=
4.1 Foot (alu240)
Alu 15m + Alu 12m prof.240BS6399
page 28 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.649=
<3.10> σcontrol 141.558N
mm2
=
Stress control
control "OK"=
control "OK" bucklingcontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.8> bucklingcontrol_unity 0.702=
Buckling control
normal force / compressionNv 11.9 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
{comb. 26, member 40, x=0.0m}My 19.1 kN⋅ m⋅:=
4.1.1.1 Maximum moment
4.1.1 Bending and axial compression (art. 5.9.4)
Alu 15m + Alu 12m prof.240BS6399
page 29 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.032=
<3.10> σcontrol 7.069N
mm2
=
Stress control
control "OK"=
control "OK" bucklingcontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.8> bucklingcontrol_unity 0.108=
Buckling control
{comb. 26, member 10, x = 0.0m}Nv 16.4 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
My 0.0 kN⋅ m⋅:=
4.1.1.2 Maximum normal force
Alu 15m + Alu 12m prof.240BS6399
page 30 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.383=
<3.10> σcontrol 83.578N
mm2
=
Stress control
control "OK"=
control "OK" bending_tractioncontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.9>bending_tractioncontrol_unity 0.363=
Unity control
normal force / tractionNv 8.3 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
{comb. 3, member 26, x = 1.344m}My 11.2 kN⋅ m⋅:=
4.1.2.1 Maximum moment
4.1.2 Bending and axial traction (art. 5.9.3.3)
Alu 15m + Alu 12m prof.240BS6399
page 31 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.383=
<3.10> σcontrol 83.578N
mm2
=
Stress control
control "OK"=
control "OK" bending_tractioncontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.9>bending_tractioncontrol_unity 0.363=
Unity control
{comb. 3, member 26, x=1.344m}Nv 8.3 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
My 11.2 kN⋅ m⋅:=
4.1.2.2 Maximum normal force
Alu 15m + Alu 12m prof.240BS6399
page 32 / 98version 3.0
<3.7> χz_prof 0.457=χy_prof 0.877=
<3.6> φz_prof 1.491=φy_prof 0.723=
Reduction coef�cient for buckling :
<3.5> λbz_prof 1.318=λby_prof 0.59=
<3.4> λz_prof 70.73=λy_prof 31.631=
Slenderness :
Mzrd_prof 35.564 kN m⋅=
<3.3> Myrd_prof 77.891 kN m⋅=
Nrd_prof 1.023 103
× kN=
Pro�le capacity :
<3.2> αz_prof 1.235=αy_prof 1.303=
Shape factor :
<3.1> classification profile( ) 1=
profcontrol profile( ) "alu240+232"=
profile prof_footprin_reinf:=
Lz Lzf:=
Ly Lyf:=
4.2 Foot (alu240+232)
Alu 15m + Alu 12m prof.240BS6399
page 33 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.618=
<3.10> σcontrol 134.938N
mm2
=
Stress control
control "OK"=
control "OK" bucklingcontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.8> bucklingcontrol_unity 0.512=
Buckling control
normal force / compressionNv 11.9 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
{comb. 26, member 41, x=1.305m}My 36.3 kN⋅ m⋅:=
4.2.1.1 Maximum moment
4.2.1 Bending and axial compression (art. 5.9.4)
Alu 15m + Alu 12m prof.240BS6399
page 34 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.347=
<3.10> σcontrol 75.679N
mm2
=
Stress control
control "OK"=
control "OK" bucklingcontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.8> bucklingcontrol_unity 0.301=
Buckling control
{comb. 14, member 27, x = 1.305 m}Nv 11.1 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
My 20.1 kN⋅ m⋅:=
4.2.1.2 Maximum normal force
Alu 15m + Alu 12m prof.240BS6399
page 35 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.324=
<3.10> σcontrol 70.727N
mm2
=
Stress control
control "OK"=
control "OK" bending_tractioncontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.9>bending_tractioncontrol_unity 0.238=
Unity control
normal force / tractionNv 8.4 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
{comb. 3, member 27, x = 1.305m}My 18.9 kN⋅ m⋅:=
4.2.2.1 Maximum moment
4.2.2 Bending and axial traction (art. 5.9.3.3)
Alu 15m + Alu 12m prof.240BS6399
page 36 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.324=
<3.10> σcontrol 70.727N
mm2
=
Stress control
control "OK"=
control "OK" bending_tractioncontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.9>bending_tractioncontrol_unity 0.238=
Unity control
{comb. 3, member 19, x=1.305m}Nv 8.4 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
My 18.9 kN⋅ m⋅:=
4.2.2.2 Maximum normal force
Alu 15m + Alu 12m prof.240BS6399
page 37 / 98version 3.0
<3.3>
Mzrd_prof 35.564 kN m⋅=
Slenderness :
λy_prof 65.916= λz_prof 49.137= <3.4>
λby_prof 1.229= λbz_prof 0.916= <3.5>
Reduction coef�cient for buckling :
φy_prof 1.368= φz_prof 1.001= <3.6>
χy_prof 0.508= χz_prof 0.712= <3.7>
4.3 Roof (alu240+232)
Ly Lyr:= ky 0.7:=
Lz Lzr:= kz 0.7:=
profile prof_roofprin_reinf:=
profcontrol profile( ) "alu240+232"=
classification profile( ) 1= <3.1>
Shape factor :
αy_prof 1.303= αz_prof 1.235= <3.2>
Pro�le capacity :
Nrd_prof 1.023 103
× kN=
Myrd_prof 77.891 kN m⋅=
Alu 15m + Alu 12m prof.240BS6399
page 38 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.622=
<3.10> σcontrol 135.727N
mm2
=
Stress control
control "OK"=
control "OK" bucklingcontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.8> bucklingcontrol_unity 0.519=
Buckling control
normal force / compressionNv 15.6 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
{comb. 26, member 132, x=0.0m}My 36.3 kN⋅ m⋅:=
4.3.1.1 Maximum moment
4.3.1 Bending and axial compression (art. 5.9.4)
Alu 15m + Alu 12m prof.240BS6399
page 39 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.364=
<3.10> σcontrol 79.36N
mm2
=
Stress control
control "OK"=
control "OK" bucklingcontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.8> bucklingcontrol_unity 0.327=
Buckling control
{comb. 26, member 124, x = 0.0 m}Nv 18.1 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
My 20.7 kN⋅ m⋅:=
4.3.1.2 Maximum normal force
Alu 15m + Alu 12m prof.240BS6399
page 40 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.323=
<3.10> σcontrol 70.492N
mm2
=
Stress control
control "OK"=
control "OK" bending_tractioncontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.9>bending_tractioncontrol_unity 0.237=
Unity control
normal force / tractionNv 7.3 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
{comb. 3, member 28, x = 0.0m}My 18.9 kN⋅ m⋅:=
4.3.2.1 Maximum moment
4.3.2 Bending and axial traction (art. 5.9.3.3)
Alu 15m + Alu 12m prof.240BS6399
page 41 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.323=
<3.10> σcontrol 70.492N
mm2
=
Stress control
control "OK"=
control "OK" bending_tractioncontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.9>bending_tractioncontrol_unity 0.237=
Unity control
{comb. 3, member 28, x=0.0m}Nv 7.3 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
My 18.9 kN⋅ m⋅:=
4.3.2.2 Maximum normal force
Alu 15m + Alu 12m prof.240BS6399
page 42 / 98version 3.0
<3.3>
Mzrd_prof 17.02 kN m⋅=
Slenderness :
λy_prof 64.87= λz_prof 44.885= <3.4>
λby_prof 1.209= λbz_prof 0.837= <3.5>
Reduction coef�cient for buckling :
φy_prof 1.342= φz_prof 0.924= <3.6>
χy_prof 0.52= χz_prof 0.76= <3.7>
4.4 Roof (alu240)
Ly Lyr:= ky 0.7=
Lz Lzr:= kz 0.7=
profile prof_roofprin:=
profcontrol profile( ) "alu240/100"=
classification profile( ) 3= <3.1>
Shape factor :
αy_prof 1.002= αz_prof 1.001= <3.2>
Pro�le capacity :
Nrd_prof 506.182 kN=
Myrd_prof 30.62 kN m⋅=
Alu 15m + Alu 12m prof.240BS6399
page 43 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.959=
<3.10> σcontrol 209.323N
mm2
=
Stress control
control "OK"=
control "OK" bucklingcontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.8> bucklingcontrol_unity 1=
Buckling control
normal force / compressionNv 15.0 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
{comb. 26, member 133, x=0.0m}My 28.4 kN⋅ m⋅:=
4.4.1.1 Maximum moment
4.4.1 Bending and axial compression (art. 5.9.4)
Alu 15m + Alu 12m prof.240BS6399
page 44 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.56=
<3.10> σcontrol 122.104N
mm2
=
Stress control
control "OK"=
control "OK" bucklingcontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.8> bucklingcontrol_unity 0.615=
Buckling control
{comb. 26, member 125, x = 0.0 m}Nv 17.5 kN⋅:=
Mz 0.3 kN⋅ m⋅:=
My 15.5 kN⋅ m⋅:=
4.4.1.2 Maximum normal force
Alu 15m + Alu 12m prof.240BS6399
page 45 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.379=
<3.10> σcontrol 82.789N
mm2
=
Stress control
control "OK"=
control "OK" bending_tractioncontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.9>bending_tractioncontrol_unity 0.369=
Unity control
normal force / tractionNv 1.5 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
{comb. 26, member 4, x = 0.0m}My 11.5 kN⋅ m⋅:=
4.4.2.1 Maximum moment
4.4.2 Bending and axial traction (art. 5.9.3.3)
Alu 15m + Alu 12m prof.240BS6399
page 46 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.107=
<3.10> σcontrol 23.283N
mm2
=
Stress control
control "OK"=
control "OK" bending_tractioncontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.9>bending_tractioncontrol_unity 0.07=
Unity control
{comb. 5, member 23, x=2.629m}Nv 8.0 kN⋅:=
Mz 0.6 kN⋅ m⋅:=
My 1.7 kN⋅ m⋅:=
4.4.2.2 Maximum normal force
Alu 15m + Alu 12m prof.240BS6399
page 47 / 98version 3.0
Arivet D0( ) 30.191 mm2
= <5.2>
The maximum shear force equals :
Fmax 13.7 kN⋅:= {comb. 26, member 32, x=1.344m}
Shear resistance for the rivets
FvRd_rivet 2.637 kN= <5.4>
Bearing resistance
αr 0.7= <5.5>
FbRd_prin 6.77 kN= principal pro8le
<5.6>
FbRd_reinf 6.77 kN= reinforcement pro8le
The static moment of the reinforcement pro8le equals :
Sreinforcement prof_reinf( ) 88.83 cm3
= <5.13>
5. Control of the rivets. <formulas: see document 5>
The principal pro8le is connected to the reinforcement pro8le by the rivets.
Rt_rivet_steel 308N
mm2
:= Rt_rivet_alu 182N
mm2
:=
5.1 Foot pro<le
Drivet 6.0 mm⋅:= diameter of the rivet
D0 6.2 mm⋅:= diameter of the rivethole
e1 46 mm⋅:= end distance
p1 140 mm⋅:= distance between two rivets
rivet "alu":= material of rivet pin = "steel" or "alu"
prof_prin prof_footprin:= profcontrol prof_prin( ) "alu240/100"=
prof_reinf prof_footreinf:= profcontrol prof_reinf( ) "alu232/92"=
Alu 15m + Alu 12m prof.240BS6399
page 48 / 98version 3.0
stress_control "OK"=
Stress control in the principal pro<le :maximum stress
stress_profprin 49.717N
mm2
= <5.18> <------> Rt_alu 260N
mm2
=
stress_control "OK" stress_profprin Rt_alu≤if
"NOK" otherwise
:=
stress_control "OK"=
Stress control in the reinforcement pro<le :maximum stress
stress_profreinf 49.717N
mm2
= <5.19> <------> Rt_alu 260N
mm2
=
stress_control "OK" stress_profreinf Rt_alu≤if
"NOK" otherwise
:=
stress_control "OK"=
The maximum distance between two rivets equals:
LMax 71.302 mm= <5.14>
We have 4 rivets per section. The real distance between the rivets equals :The maximum admissable distance between two rows of rivets equals:
p1 140 mm=
LMax_row 285.209 mm= <5.15>
The real distance is smaller than the maximum admissable distance between two rows of rivets.The real force on the rivets equals :
FMax_real 1.295 kN= <5.16>
Stress control in the rivets : maximum stress
stress_rivet 89.338N
mm2
= <5.17> <------> Rt_rivet 182N
mm2
=
stress_control "OK" stress_rivet Rt_rivet≤if
"NOK" otherwise
:=
Alu 15m + Alu 12m prof.240BS6399
page 49 / 98version 3.0
The maximum shear force equals :
Fmax 12.1 kN⋅:= {comb. 26, member 12, x=0.0m}
Shear resistance for the rivets
FvRd_rivet 2.637 kN= <5.4>
Bearing resistance
αr 0.7= <5.5>
FbRd_prin 6.77 kN= principal pro8le
<5.6>
FbRd_reinf 6.77 kN= reinforcement pro8le
The static moment of the reinforcement pro8le equals :
Sreinforcement prof_reinf( ) 88.83 cm3
= <5.13>
5.2 Roof pro<le
Drivet 6.0 mm⋅:= diameter of the rivet
D0 6.2 mm⋅:= diameter of the rivethole
e1 40 mm⋅:= end distance
p1 120 mm⋅:= distance between two rivets
rivet "alu":= material of rivet pin = "steel" or "alu"
prof_prin prof_roofprin:= profcontrol prof_prin( ) "alu240/100"=
prof_reinf prof_roofreinf:= profcontrol prof_reinf( ) "alu232/92"=
Arivet D0( ) 30.191 mm2
= <5.2>
Alu 15m + Alu 12m prof.240BS6399
page 50 / 98version 3.0
stress_control "OK"=
Stress control in the principal pro<le :maximum stress
stress_profprin 37.638N
mm2
= <5.18> <------> Rt_alu 260N
mm2
=
stress_control "OK" stress_profprin Rt_alu≤if
"NOK" otherwise
:=
stress_control "OK"=
Stress control in the reinforcement pro<le :maximum stress
stress_profreinf 37.638N
mm2
= <5.19> <------> Rt_alu 260N
mm2
=
stress_control "OK" stress_profreinf Rt_alu≤if
"NOK" otherwise
:=
stress_control "OK"=
The maximum distance between two rivets equals:
LMax 80.731 mm= <5.14>
We have 4 rivets per section. The real distance between the rivets equals :The maximum admissable distance between two rows of rivets equals:
p1 120 mm=
LMax_row 322.923 mm= <5.15>
The real distance is smaller than the maximum admissable distance between two rows of rivets.The real force on the rivets equals :
FMax_real 0.98 kN= <5.16>
Stress control in the rivets : maximum stress
stress_rivet 67.632N
mm2
= <5.17> <------> Rt_rivet 182N
mm2
=
stress_control "OK" stress_rivet Rt_rivet≤if
"NOK" otherwise
:=
Alu 15m + Alu 12m prof.240BS6399
page 51 / 98version 3.0
h1 5 mm⋅:= t1
h1
2:= y1
h1
2:= z1 45 mm⋅:=
Part 1:
b2 5 mm⋅:= h2 135 mm⋅:= t2
h2
2:= y2 h1
h2
2+:= z2 45 mm⋅:=
Part 2:
b3 5 mm⋅:= h3 135 mm⋅:= t3
h3
2:= y3 h1
h3
2+:= z3 45 mm⋅:=
Part 3:
b4 79 mm⋅:= h4 12 mm⋅:= t4
h4
2:= y4 h1 h2+
h4
2−:= z4 45 mm⋅:=
Part 4:
(1) part = either a tube or a plate(2) if the part is a plate, the wall thickness = height / 2
6. Peak splice.
6.1. Steel pro<le <formulas: see document 6>
Section K160/90/5 + 2x 50/30/3 above and beneath.The weakest section however is at the top : the tube K160/90/5 is shortened at the top. The splice is connected to the main pro8les by 2 bolts M16-8.8.
material Re_S235:=
Maximum moment at the section:
My 5.9:= kN m⋅ {Comb. 11, member 15, x = 2.629m}
Mz 0.6:= kN m⋅
Sv 4.5:= kN
Nv 7.0:= kN
b2h2
b1
h1
t2
b3
h3
example of section numbering
number of parts (1): n 4:=
Gravity point of thepart in y-direction
Gravity point of thepart in z-direction
Width Height Wall thickness (2)
b1 90 mm⋅:=
Alu 15m + Alu 12m prof.240BS6399
page 52 / 98version 3.0
stress "OK"=
stress "OK" σvonmise σadm material( )≤if
"NOK" otherwise
:=
σadm material( ) 213.636N
mm2
=
<6.8>σvonmise 100.278N
mm2
=
<6.7>τst 1.638N
mm2
=
<6.6>σst 100.238N
mm2
=
Von mise stress
<6.5>Itot_z 7.996 105
× mm4
=
<6.4>Itot_y 7.592 106
× mm4
=
Moment of inertia
<6.3>zv 45 mm=
<6.2>yv 82.253 mm=
Gravity point
<6.1>Asection 2.748 103
× mm2
=
Section
Alu 15m + Alu 12m prof.240BS6399
page 53 / 98version 3.0
Db 16 mm⋅:= diameter of the bolt
D0 18 mm⋅:= diameter of the bolthole
Fub Rt_bolt:= bolt material
The properties of the connection equal:
e1_out 48 mm⋅:= enddistance of the outside pro8le
e1_in 50 mm⋅:= enddistance of the inside pro8le
p1 290 mm⋅:= distance between two bolts
tout talu prof_roofprin( ):= wall thickness of the outside pro8le
tin 5mm:= wall thickness of the inside pro8le
smargin 2mm:= margin between the inside pro8le and the outside pro8le
fy_out Re_alu:=yield stress of the material on the outside
fu_out Rt_alu:=tensile strength of the material on the outside
fy_in Re_S235:=yield stress of the material on the inside
fu_in Rt_S235:=tensile strength of the material on the inside
6.2. Weld.
The connection is welded through the full cross section, so that the welded connection is as strong as the steel pro8le itself and hasn't to be checked.
6.3. Control of the bolts <formulas: see document 5>
Maximum moment at the gravity point of the bolted connection:
Mv 5.9:= kN m⋅ {Comb. 11, member 15, x = 2.629m}
Nv 7.0:= kN
Sv 4.5:= kN
Number of bolts:
nbolt 2:=
The coordinates of the bolts are:
x1 0mm:= y1 0mm:= x3 0mm:= y3 0mm:= x5 0mm:= y5 0mm:=
x2 290mm:= y2 0mm:= x4 0mm:= y4 0mm:= x6 0mm:= y6 0mm:=
The properties of the bolt equal:
Alu 15m + Alu 12m prof.240BS6399
page 54 / 98version 3.0
control_shear "OK"=
control_shear "OK" bolt_force shear_resist≤if
"NOK" otherwise
:=
<5.4>shear_resist 77.208 kN=
bolt_force 11.432 kN=
<5.3>c Fub( ) 0.6=
Control of the shear force in the bolts
<5.2>Abolt Db( ) 201.062 mm2
=
Fres 11.432 kN=
<5.1>Fres FR Mv Nv, Sv, nbolt, x1, x2, x3, x4, x5, x6, y1, y2, y3, y4, y5, y6,( ) kN⋅ nbolt 1>if
Nv2
Sv2
+
2kN⋅ nbolt 1=if
:=
case 1:=
ti ti ti
s s s s
to to to to
case 1 case 2
Alu 15m + Alu 12m prof.240BS6399
page 55 / 98version 3.0
control_moment "OK"=
control_moment "OK" moment moment_capacity≤if
"NOK" otherwise
:=
<5.8>moment_capacity 0.206kN m⋅=
moment 0.069 kN m⋅=
<5.9>d 6 mm=
<5.7>W Db( ) 402.124 mm3
=
Moment control in the bolts
control_bearing "OK"=
control_bearing "OK" bolt_force bearing_resist_in≤if
"NOK" otherwise
:=
<5.6>bearing_resist_in 53.333 kN=
bolt_force 11.432 kN=
<5.5>αin 0.926=
Control of the bearing force in the steel pro8le
control_bearing "OK"=
control_bearing "OK" bolt_force bearing_resist_out≤if
"NOK" otherwise
:=
<5.6>bearing_resist_out 22.187 kN=
bolt_force 11.432 kN=
<5.5>αout 0.889=
Control of the bearing force in the aluminium pro8le
Alu 15m + Alu 12m prof.240BS6399
page 56 / 98version 3.0
b2 4 mm⋅:= h2 140 mm⋅:= t2
h2
2:= y2 78mm:= z2 41.5 mm⋅:=
Part 2:
b3 4 mm⋅:= h3 140 mm⋅:= t3
h3
2:= y3 78mm:= z3 41.5 mm⋅:=
Part 3:
b4 70 mm⋅:= h4 10 mm⋅:= t4
h4
2:= y4 156mm
h4
2−:= z4 41.5 mm⋅:=
Part 4:
b5 40 mm⋅:= h5 120 mm⋅:= t5 3mm:= y5 156mmh5
2+:= z5 41.5 mm⋅:=
Part 5:
b6 45 mm⋅:= h6 10 mm⋅:= t6
h6
2:= y6 156mm h5+
h6
2+:= z6 41.5 mm⋅:=
Part 6:
7. Eaves splice.
7.1. Steel pro<le <formulas: see document 6>
Section 2x 70/10 , 2x 140/4 , K120/40/3 , 45/10The splice is connected to the main pro8les by 6 bolts M16-8.8.
material Re_S235:=
Maximum moment at the section:
My 36.3:= kN m⋅ {Comb. 26, member 40, x = 0.0m}
Mz 0.0:= kN m⋅
Sv 12.7:= kN
Nv 11.9:= kN
b2h2
b1
h1
t2
b3
h3
example of section numbering
(1) part = either a tube or a plate(2) if the part is a plate, the wall thickness = height / 2
number of parts (1): n 6:=
Width Height Wall thickness (2) Gravity point of thepart in y-direction
Gravity point of thepart in z-direction
b1 70 mm⋅:= h1 10 mm⋅:= t1
h1
2:= y1
h1
2:= z1 41.5 mm⋅:=
Part 1:
Alu 15m + Alu 12m prof.240BS6399
page 57 / 98version 3.0
stress "OK"=
stress "OK" σvonmise σadm material( )≤if
"NOK" otherwise
:=
σadm material( ) 213.636N
mm2
=
<6.8>σvonmise 161.916
N
mm2
=
<6.7>τst 3.261N
mm2
=
<6.6>σst 161.817
N
mm2
=
Von mise stress
<6.5>Itot_z 9.157 105
× mm4
=
<6.4>Itot_y 3.471 107
× mm4
=
Moment of inertia
<6.3>zv 41.5 mm=
<6.2>yv 151.795 mm=
Gravity point
<6.1>Asection 3.894 10
3× mm
2=
Section
Alu 15m + Alu 12m prof.240BS6399
page 58 / 98version 3.0
Db 16 mm⋅:= diameter of the bolt
D0 18.5 mm⋅:= diameter of the bolthole
Fub Rt_bolt:= bolt material
The properties of the connection equal:
e1_out 40 mm⋅:= enddistance of the outside pro8le
e1_in 41 mm⋅:= enddistance of the inside pro8le
p1 158 mm⋅:= distance between two bolts
tout talu prof_footprin_reinf( ):= wall thickness of the outside pro8le
tin 4mm:= wall thickness of the inside pro8le
smargin 1.0mm:= margin between the inside pro8le and the outside pro8le
fy_out Re_alu:=yield stress of the material on the outside
fu_out Rt_alu:=tensile strength of the material on the outside
fy_in Re_S235:=yield stress of the material on the inside
fu_in Rt_S235:=tensile strength of the material on the inside
7.2. Weld.
The connection is welded through the full cross section, so that the welded connection is as strong as the steel pro8le itself and has not to be checked.
7.3. Control of the bolts <formulas: see document 5>
Maximum moment at the gravity point of the bolted connection:
Mv 31.9:= kN m⋅ {Comb. 14, member 43, x = 0.652m}
Nv 11.9:= kN
Sv 7.5:= kN
Number of bolts:
nbolt 6:=
The coordinates of the bolts are:
x1 0mm:= y1 100mm:= x3 0mm:= y3 50mm:= x5 0mm:= y5 0mm:=
x2 158mm:= y2 100mm:= x4 174mm:= y4 50mm:= x6 190mm:= y6 0mm:=
The properties of the bolt equal:
Alu 15m + Alu 12m prof.240BS6399
page 59 / 98version 3.0
control_shear "OK"=
control_shear "OK" bolt_force shear_resist≤if
"NOK" otherwise
:=
<5.4>shear_resist 77.208 kN=
bolt_force 33.655 kN=
<5.3>c Fub( ) 0.6=
Control of the shear force in the bolts
<5.2>Abolt Db( ) 201.062 mm2
=
Fres 33.655 kN=
<5.1>Fres FR Mv Nv, Sv, nbolt, x1, x2, x3, x4, x5, x6, y1, y2, y3, y4, y5, y6,( ) kN⋅ nbolt 1>if
Nv2
Sv2
+
2kN⋅ nbolt 1=if
:=
case 1:=
ti ti ti
s s s s
to to to to
case 1 case 2
Alu 15m + Alu 12m prof.240BS6399
page 60 / 98version 3.0
control_moment "OK"=
control_moment "OK" moment moment_capacity≤if
"NOK" otherwise
:=
<5.8>moment_capacity 0.206kN m⋅=
moment 0.202 kN m⋅=
<5.9>d 6 mm=
<5.7>W Db( ) 402.124 mm3
=
Moment control in the bolts
control_bearing "OK"=
control_bearing "OK" bolt_force bearing_resist_in≤if
"NOK" otherwise
:=
<5.6>bearing_resist_in 34.041 kN=
bolt_force 33.655 kN=
<5.5>αin 0.739=
Control of the bearing force in the steel pro8le
control_bearing "OK"=
control_bearing "OK" bolt_force bearing_resist_out≤if
"NOK" otherwise
:=
<5.6>bearing_resist_out 35.978 kN=
bolt_force 33.655 kN=
<5.5>αout 0.721=
Control of the bearing force in the aluminium pro8le
Alu 15m + Alu 12m prof.240BS6399
page 61 / 98version 3.0
FS 724.822kN
m=
FS σc B⋅Sv2
L+:=
The force in the section equals :
σc 71.598N
mm2
=
σc
Mv2L
2⋅
B L3
⋅
12
:=
Sv2 3.45 kN=Mv2 18.15 kN m⋅=
Sv2
Sv
2:=Mv2
Mv
2:=
This moment causes stress in the alu pro8le.
Control of the alu pro8le
B
H
L
H 14 mm⋅:=B 10 mm⋅:=L 390 mm⋅:=
Section
Nv 15.6 kN⋅:=
Sv 6.9 kN⋅:=
{comb. 26, member 132, x=0.0m}Mv 36.3 kN⋅ m⋅:=
The forces are :
7.4. Aluminium rail pro<le : connection with roof.
Alu 15m + Alu 12m prof.240BS6399
page 62 / 98version 3.0
FN 2.6 kN=
FN
Nv
6:=
Fmax 69.721 kN=Fmax
Mv x3⋅
x12
x22
+ x32
+
:=
x3 310 mm⋅:=x2 220 mm⋅:=x1 130 mm⋅:=
x3
x2
x1
Fmax
Fmax
The moment is supported by 6 bolts M16. The moment causes the following force in the outside bolts :
σadm_alu 218.182N
mm2
=σvonmise 89.674N
mm2
=
σvonmise 3 τc2
⋅:=
τc 51.773N
mm2
=
τc
FS
H:=
So we become :
Alu 15m + Alu 12m prof.240BS6399
page 63 / 98version 3.0
control_traction "OK"=
control_traction "OK" traction_bolts traction_resist≤if
"NOK" otherwise
:=
<5.10>traction_resist 115.812 kN=
traction_bolts 69.721 kN=
traction_bolts Fmax:=
Control of the traction resistance in the bolts
control_shear "OK"=
control_shear "OK" bolt_force shear_resist≤if
"NOK" otherwise
:=
<5.4>shear_resist 77.208 kN=
bolt_force FN:=
<5.3>c Fub( ) 0.6=
Control of the shear force in the bolts
section bolt <5.2>Abolt Db( ) 201.062 mm2
=
diameter boltDb 16mm:=
Alu 15m + Alu 12m prof.240BS6399
page 64 / 98version 3.0
The unity control for bolts and pins resisting traction and shear force at the same time, must always be smaller than or equal to 1 (ENV9 form. 6.20, ENV3 form. 6.6)
unity_traction_shearFN
FvRd Fub Db,( )
Fmax
1.4 FtRd Fub Db,( )⋅+:=
unity_traction_shear 0.464=
unity_control "OK" unity_traction_shear 1≤if
"NOK" otherwise
:=
unity_control "OK"=
Resistance against perforation in the alu main pro8le
390mm30mm
FpRd
2 390⋅ mm 2 30⋅ mm+( ) talu prof_roofprin_reinf( )⋅ Re_alu⋅
3 γM
:=
FpRd 634.875 kN=
Fp Sv
Mv
30 mm⋅ 390 mm⋅( )2
⋅
6
30⋅ mm 390⋅ mm+:=
Fp 565.362 kN=
control "OK" Fp FpRd≤if
"NOK" Fp FpRd>if
:=
control "OK"=
Alu 15m + Alu 12m prof.240BS6399
page 65 / 98version 3.0
control_shear "OK"=
control_shear "OK" pin_force shear_resist≤if
"NOK" otherwise
:=
<5.4>shear_resist 34.744 kN=
pin_force 9.05 kN=
pin_forceNv_max
2:=
So we become :
maximum force {comb. 26, member 124, x=0.0}Nv_max 18.1kN:=
material pinFub Rt_S235:=
<5.2>section pinAbolt Dp( ) 201.062 mm2
=
diameter pinDp 16mm:=
Two pins dia 16mm (S235) prevent sliding between the inner and the outer guide rail.
Resistance against sliding between the two guide rails
Alu 15m + Alu 12m prof.240BS6399
page 66 / 98version 3.0
<3.3>
Mzrd_prof 8.225 kN m⋅=
Slenderness :
λy_prof 100.408= λz_prof 190.61= <3.4>
λby_prof 1.871= λbz_prof 3.553= <3.5>
Reduction coef�cient for buckling :
φy_prof 2.428= φz_prof 7.156= <3.6>
χy_prof 0.252= χz_prof 0.075= <3.7>
8. Purlins. <formulas: see document 3>
ky 1.0:= kz 1.0:= Ly 4900mm:= Lz 4900mm:=
8.1. Peak and eaves purlin : alu133/70.
profile prof_purlinstrong1:=
profcontrol profile( ) "alu133/70"=
classification profile( ) 2= <3.1>
Shape factor :
αy_prof 1.256= αz_prof 1.248= <3.2>
Pro�le capacity :
Nrd_prof 349.964 kN=
Myrd_prof 15.731 kN m⋅=
Alu 15m + Alu 12m prof.240BS6399
page 67 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.028=
<3.10> σcontrol 6.11N
mm2
=
Stress control
control "OK"=
control "OK" bucklingcontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.8> bucklingcontrol_unity 0.456=
Buckling control
{comb. 30, member 80, x=0.0m}Ncomp 9.8 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
My 0.0 kN⋅ m⋅:=
8.1.1 Compression
Alu 15m + Alu 12m prof.240BS6399
page 68 / 98version 3.0
8.1.2 Traction
Ntraction 6.2 kN⋅:= {comb. 26, member 82, x=0.0m}
bending_tractioncontrol_unity 5.283 103−
×=<3.9>
control "OK" bending_tractioncontrol_unity 1.0≤if
"NOK" otherwise
:=
control "OK"=
Stress control
σcontrol 3.865N
mm2
= <3.10>
σcontrol
σadm_alu
0.018=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
stress "OK"=
Alu 15m + Alu 12m prof.240BS6399
page 69 / 98version 3.0
<3.7> χz_prof 0.061=χy_prof 0.061=
<3.6> φz_prof 8.728=φy_prof 8.728=
Reduction coef�cient for buckling :
<3.5> λbz_prof 3.96=λby_prof 3.96=
<3.4> λz_prof 212.478=λy_prof 212.478=
Slenderness :
Mzrd_prof 3.033 kN m⋅=
<3.3> Myrd_prof 3.033 kN m⋅=
Nrd_prof 144 kN=
Pro�le capacity :
<3.2> αz_prof 1.188=αy_prof 1.188=
Shape factor :
<3.1> classification profile( ) 1=
profcontrol profile( ) "alu60/60/3"=
profile prof_purlinweak:=
8.2. Normal purlin : alu60/60/3.
Alu 15m + Alu 12m prof.240BS6399
page 70 / 98version 3.0
8.2.1 Compression
Ncomp 3.5 kN⋅:= {comb. 30, member 161, x=1.5m}
Buckling control
bucklingcontrol_unity 0.482=<3.8>
control "OK" bucklingcontrol_unity 1.0≤if
"NOK" otherwise
:=
control "OK"=
Stress control
σcontrol 5.303N
mm2
= <3.10>
σcontrol
σadm_alu
0.024=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
stress "OK"=
Alu 15m + Alu 12m prof.240BS6399
page 71 / 98version 3.0
8.2.2 Traction
Ntraction 3.9 kN⋅:= {comb. 3, member 161, x=0.0m}
bending_tractioncontrol_unity 9.173 103−
×=<3.9>
control "OK" bending_tractioncontrol_unity 1.0≤if
"NOK" otherwise
:=
control "OK"=
Stress control
σcontrol 5.909N
mm2
= <3.10>
σcontrol
σadm_alu
0.027=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
stress "OK"=
Alu 15m + Alu 12m prof.240BS6399
page 72 / 98version 3.0
<3.3>
Mzrd_prof 8.225 kN m⋅=
Slenderness :
λy_prof 87.088= λz_prof 103.046= <3.4>
λby_prof 1.623= λbz_prof 1.921= <3.5>
Reduction coef�cient for buckling :
φy_prof 1.97= φz_prof 2.526= <3.6>
χy_prof 0.324= χz_prof 0.24= <3.7>
9. Gable end. <formulas: see document 3>
9.1. Gable upright : alu133/70
ky 1.0:= kz 1.0:= Ly 4250mm:= Lz 2649mm:=
profile prof_gableup:=
profcontrol profile( ) "alu133/70"=
classification profile( ) 2= <3.1>
Shape factor :
αy_prof 1.256= αz_prof 1.248= <3.2>
Pro�le capacity :
Nrd_prof 349.964 kN=
Myrd_prof 15.731 kN m⋅=
Alu 15m + Alu 12m prof.240BS6399
page 73 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.378=
<3.10> σcontrol 82.546N
mm2
=
Stress control
control "OK"=
control "OK" bucklingcontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.8> bucklingcontrol_unity 0.462=
Buckling control
normal force / compressionNv 13.2 kN⋅:=
Mz 0.3 kN⋅ m⋅:=
{comb. 26, member 96, x=0.0m}My 3.7 kN⋅ m⋅:=
9.1.1 Bending + compression
Alu 15m + Alu 12m prof.240BS6399
page 74 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.402=
<3.10> σcontrol 87.728N
mm2
=
Stress control
control "OK"=
control "OK" bending_tractioncontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.9>bending_tractioncontrol_unity 0.311=
Unity control
normal force / tractionNv 1.1 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
{comb. 30, member 89, x = 0.0m}My 5.0 kN⋅ m⋅:=
9.1.2. Bending + traction
Alu 15m + Alu 12m prof.240BS6399
page 75 / 98version 3.0
<3.3>
Mzrd_prof 8.291 kN m⋅=
Slenderness :
λy_prof 107.989= λz_prof 180.239= <3.4>
λby_prof 2.013= λbz_prof 3.359= <3.5>
Reduction coef�cient for buckling :
φy_prof 2.717= φz_prof 6.469= <3.6>
χy_prof 0.22= χz_prof 0.083= <3.7>
9.2. Gable horizontal : alu130/70
ky 1.0:= kz 1.0:= Ly 4930mm:= Lz 4930mm:=
profile prof_gablehor:=
profcontrol profile( ) "alu130/70"=
classification profile( ) 2= <3.1>
Shape factor :
αy_prof 1.312= αz_prof 1.191= <3.2>
Pro�le capacity :
Nrd_prof 326.618 kN=
Myrd_prof 13.767 kN m⋅=
Alu 15m + Alu 12m prof.240BS6399
page 76 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.312=
<3.10> σcontrol 68.069N
mm2
=
Stress control
control "OK"=
control "OK" bucklingcontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.8> bucklingcontrol_unity 0.355=
Buckling control
normal force / compressionNv 2.1 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
{comb. 3, member 100, x=2.5m}My 3.2 kN⋅ m⋅:=
9.2.1 Bending + compression
Alu 15m + Alu 12m prof.240BS6399
page 77 / 98version 3.0
stress "OK"=
stress "OK"σcontrol
σadm_alu
1.0≤if
"NOK" otherwise
:=
σcontrol
σadm_alu
0.315=
<3.10> σcontrol 68.817N
mm2
=
Stress control
control "OK"=
control "OK" bending_tractioncontrol_unity 1.0≤if
"NOK" otherwise
:=
<3.9>bending_tractioncontrol_unity 0.233=
Unity control
normal force / tractionNv 0.1 kN⋅:=
Mz 0.0 kN⋅ m⋅:=
{comb. 6, member 93, x = 0.0m}My 3.3 kN⋅ m⋅:=
9.2.2 Bending + traction
Alu 15m + Alu 12m prof.240BS6399
page 78 / 98version 3.0
SMBL
Nmax
:= S 11.113= Security S( ) "OK"=
3. D-fastener - dia 9/16 - 0.6 ton
MBL 30 kN⋅:= Minimum break load
The security factor equals :
SMBL
Nmax
:= S 5.66= Security S( ) "OK"=
4. Eyebolt M16
MBL 35 kN⋅:= Minimum break load
The security factor equals :
SMBL
Nmax
:= S 6.604= Security S( ) "OK"=
10. Wind bracing cable.Side
The maximum force in the bracing cable equals :
Nmax 5.3 kN⋅:= {Comb. 30, member 114}
Security S( ) "OK" S 1.0≥if
"NOK" otherwise
:=
1. Cable tightener : 3/4" x 12 Type 2 2360 kg
MBL 118 kN⋅:= Minimum break load
The security factor equals :
SMBL
Nmax
:= S 22.264= Security S( ) "OK"=
2. Steel cable - diameter 10 mm - 6 x 19
MBL 58.9 kN⋅:= Minimum break load
The security factor equals :
Alu 15m + Alu 12m prof.240BS6399
page 79 / 98version 3.0
S 4.643= Security S( ) "OK"=
3. D-fastener - dia 9/16 - 0.6 ton
MBL 30 kN⋅:= Minimum break load
The security factor equals :
SMBL
Nmax
:= S 2.679= Security S( ) "OK"=
4. Eyebolt M16
MBL 35 kN⋅:= Minimum break load
The security factor equals :
SMBL
Nmax
:= S 3.125= Security S( ) "OK"=
Roof
The maximum force in the bracing cable equals :
Nmax 11.2 kN⋅:= {Comb. 26, member 105}
Security S( ) "OK" S 1.0≥if
"NOK" otherwise
:=
1. Cable tightener : 3/4" x 12 Type 2 2360 kg
MBL 118 kN⋅:= Minimum break load
The security factor equals :
SMBL
Nmax
:= S 10.536= Security S( ) "OK"=
2. Steel cable - diameter 10 mm - 6 x 37 + TWK
MBL 52 kN⋅:= Minimum break load
The security factor equals :
SMBL
Nmax
:=
Alu 15m + Alu 12m prof.240BS6399
page 80 / 98version 3.0
Sv Rx2
Ry2
+:=
Nv Rz:=
Mz Ry d⋅:=
My Rx d⋅:=
d 160mm:=
A
d
Maximum forces at the gravity point of the bolted connection:
material Re_S235:=
Section K90/90/3The splice is connected to the main pro8les by 2 bolts M12-8.8.
11.1. Steel pro<le <formulas: see document 6>
Rz_df 16.2( ) kN=Rz_df R2⟨ ⟩T
3⟨ ⟩
kN⋅:=
Ry_df 0.4( ) kN=Ry_df R1⟨ ⟩T
3⟨ ⟩
kN⋅:=
Rx_df 2.4( ) kN=Rx_df R0⟨ ⟩T
3⟨ ⟩
kN⋅:=
Rz R2⟨ ⟩
:=Ry R1⟨ ⟩
:=Rx R0⟨ ⟩
:=
row 4 = {comb. 26, node 43} with max Rz downforce
row 3 = {comb. 5, node 49} with max Rz kNR
13.8
0.7
2.2
2.4
0.0
5.0
4.1
0.4
12.8
3.8
8.9
16.2
:=row 2 = {comb. 31, node 5} with max Ry
row 1 = {comb. 26, node 28} with max Rx
The reaction forces are (in kN):
11. Connection of arch to baseplate.
Alu 15m + Alu 12m prof.240BS6399
page 81 / 98version 3.0
z1 45 mm⋅:=Part 1:
(1) part = either a tube or a plate(2) if the part is a plate, the wall thickness = height / 2
Section
Asection 1.044 103
× mm2
= <6.1>
Gravity point
yv 45 mm= <6.2>
zv 45 mm= <6.3>
Moment of inertia
Itot_y 1.319 106
× mm4
= <6.4>
Itot_z 1.319 106
× mm4
= <6.5>
b1h1
t1My
2.208
0.112
0.352
0.384
m= Nv
12.8
3.8
8.9
16.2
= Sv
13.8
5.049
4.653
2.433
=
Mz
0
0.8
0.656
0.064
m=
number of parts (1): n 1:=
Width Height Wall thickness (2) Gravity point of thepart in y-direction
Gravity point of thepart in z-direction
b1 90 mm⋅:= h1 90 mm⋅:= t1 3 mm⋅:= y1 45 mm⋅:=
Alu 15m + Alu 12m prof.240BS6399
page 82 / 98version 3.0
Von mise stress
σst 87.615N
mm2
= <6.6>
τst 13.218N
mm2
= <6.7>
σvonmise 90.557N
mm2
= <6.8>
σadm material( ) 213.636N
mm2
=
stress "OK" σvonmise σadm material( )≤if
"NOK" otherwise
:=
stress "OK"=
Alu 15m + Alu 12m prof.240BS6399
page 83 / 98version 3.0
D0 14 mm⋅:= diameter of the bolthole
Fub Rt_bolt:= bolt material
The properties of the connection equal:
e1_out 35 mm⋅:= enddistance of the outside pro8le
e1_in 35 mm⋅:= enddistance of the inside pro8le
p1 200 mm⋅:= distance between two bolts
tout talu prof_footprin( ):= wall thickness of the outside pro8le
tin t1:= wall thickness of the inside pro8le
smargin 2mm:= margin between the inside pro8le and the outside pro8le
fy_out Re_alu:=yield stress of the material on the outside
fu_out Rt_alu:=tensile strength of the material on the outside
fy_in Re_S235:=yield stress of the material on the inside
fu_in Rt_S235:=tensile strength of the material on the inside
11.2. Control of the bolts (2xM12) <formulas: see document 5>
The forces in the bolts are:
Mv My:=
Nv Rz:=
Sv Rx:=
Mv
2.208
0.112
0.352
0.384
m= Nv
12.8
3.8
8.9
16.2
= Sv
13.8
0.7
2.2
2.4
=
Number of bolts:
nbolt 2:=
The coordinates of the bolts are:
x1 0mm:= y1 0mm:= x3 0mm:= y3 0mm:= x5 0mm:= y5 0mm:=
x2 200mm:= y2 0mm:= x4 0mm:= y4 0mm:= x6 0mm:= y6 0mm:=
The properties of the bolt equal:
Db 12 mm⋅:= diameter of the bolt
Alu 15m + Alu 12m prof.240BS6399
page 84 / 98version 3.0
ti ti ti
s s s s
to to to to
case 1 case 2
case 1:=
Fres 9.524 kN=<5.1>
Abolt Db( ) 113.097 mm2
= <5.2>
Control of the shear force in the bolts
c Fub( ) 0.6= <5.3>
bolt_force 9.524 kN=
shear_resist 43.429 kN= <5.4>
control_shear "OK" bolt_force shear_resist≤if
"NOK" otherwise
:=
control_shear "OK"=
Alu 15m + Alu 12m prof.240BS6399
page 85 / 98version 3.0
control_moment "OK"=
control_moment "OK" moment moment_capacity≤if
"NOK" otherwise
:=
<5.8>moment_capacity 0.087kN m⋅=
moment 0.048 kN m⋅=
<5.9>d 5 mm=
<5.7>W Db( ) 169.646 mm3
=
Moment control in the bolts
control_bearing "OK"=
control_bearing "OK" bolt_force bearing_resist_in≤if
"NOK" otherwise
:=
<5.6>bearing_resist_in 21.6 kN=
bolt_force 9.524 kN=
<5.5>αin 0.833=
Control of the bearing force in the steel pro8le
control_bearing "OK"=
control_bearing "OK" bolt_force bearing_resist_out≤if
"NOK" otherwise
:=
<5.6>bearing_resist_out 15.6 kN=
bolt_force 9.524 kN=
<5.5>αout 0.833=
Control of the bearing force in the aluminium pro8le
Alu 15m + Alu 12m prof.240BS6399
page 86 / 98version 3.0
control_shear "OK"=
control_shear "OK" bolt_force shear_resist≤if
"NOK" otherwise
:=
<5.4>shear_resist 34.744 kN=
bolt_force 18.822 kN=
<5.3>c Fub( ) 0.6=
Control of the shear force in the bolts
<5.2>Abolt Db( ) 201.062 mm2
=
<5.1>Fres 18.822 kN=
bolt materialFub Rt_S235:=
diameter of the boltholeD0 18.9 mm⋅:=
diameter of the boltDb 16 mm⋅:=
The properties of the bolt equal:
number of boltsnbolt 1:=
11.3. Control of the pin in the footplate M16 <formulas: see document 5>
Alu 15m + Alu 12m prof.240BS6399
page 87 / 98version 3.0
(1) part = either a tube or a plate(2) if the part is a plate, the wall thickness = height / 2
Part 1:z1 70 mm⋅:=y1 5 mm⋅:=t1 5 mm⋅:=h1 10 mm⋅:=b1 140 mm⋅:=
Gravity point of thepart in z-direction
Gravity point of thepart in y-direction
Wall thickness (2)HeightWidth
n 1:=number of parts (1):
Sv
13.8
5.049
4.653
2.433
=Nv
12.8
3.8
8.9
16.2
=Mz
0.966
0.049
0.154
0.168
m=My
0
0.35
0.287
0.028
m=
Sv Rx2
Ry2
+:=
Nv Rz:=
Mz Rx HA⋅:=
My Ry HA⋅:=
The forces are:
a) Section AA' (Fe 140/10)
HB 163mm:=
HA 70mm:=
A A'
B B'
HAHB
material Re_S235:=
12.1. Bending of the vertical steel plates.
12. Baseplate.
Alu 15m + Alu 12m prof.240BS6399
page 88 / 98version 3.0
stress "OK"=
stress "OK" σvonmise σadm material( )≤if
"NOK" otherwise
:=
σadm material( ) 213.636N
mm2
=
<6.8>σvonmise 154.341N
mm2
=
<6.7>τst 3.606N
mm2
=
<6.6>σst 154.214N
mm2
=
Von mise stress
<6.5>Itot_z 2.287 106
× mm4
=
<6.4>Itot_y 1.167 104
× mm4
=
Moment of inertia
<6.3>zv 70 mm=
<6.2>yv 5 mm=
Gravity point
<6.1>Asection 1.4 103
× mm2
=
Section
Alu 15m + Alu 12m prof.240BS6399
page 89 / 98version 3.0
t2 5 mm⋅:= y2 75 mm⋅:= z2 70 mm⋅:=Part 2:
b3 10 mm⋅:= h3 70 mm⋅:= t3 35 mm⋅:= y3 115 mm⋅:= z3 70 mm⋅:=Part 3:
(1) part = either a tube or a plate(2) if the part is a plate, the wall thickness = height / 2
Section
Asection 2.8 103
× mm2
= <6.1>
Gravity point
yv 75 mm= <6.2>
zv 70 mm= <6.3>
Moment of inertia
Itot_y 2.823 106
× mm4
= <6.4>
Itot_z 2.298 106
× mm4
= <6.5>
b) Section BB' (Fe140/10 + 2x Fe70/10)
The forces are:
My Ry HB⋅:=
Mz Rx HB⋅:=
Nv Rz:=
Sv Rx2
Ry2
+:=
My
0
0.815
0.668
0.065
m= Mz
2.249
0.114
0.359
0.391
m= Nv
12.8
3.8
8.9
16.2
= Sv
13.8
5.049
4.653
2.433
=
number of parts (1): n 3:=
Width Height Wall thickness (2) Gravity point of thepart in y-direction
Gravity point of thepart in z-direction
b1 10 mm⋅:= h1 70 mm⋅:= t1 35 mm⋅:= y1 35 mm⋅:= z1 70 mm⋅:=Part 1:
b2 140 mm⋅:= h2 10 mm⋅:=
Alu 15m + Alu 12m prof.240BS6399
page 90 / 98version 3.0
Von mise stress
σst 73.081N
mm2
= <6.6>
τst 4.929N
mm2
= <6.7>
σvonmise 73.578N
mm2
= <6.8>
σadm material( ) 213.636N
mm2
=
stress "OK" σvonmise σadm material( )≤if
"NOK" otherwise
:=
stress "OK"=
Alu 15m + Alu 12m prof.240BS6399
page 91 / 98version 3.0
pMin 26.32kN
m=
<7.2>pMax 81.68
kN
m=
σMin 0.088N
mm2
=
<7.1>
pground σMax( ) "terrain verrification needed"=σMax 0.272N
mm2
=
pground σ( ) "OK, no need for terrain verification" σ pmax_ground≤if
"terrain verrification needed" otherwise
:=
pmax_ground 100kN
m2
:=Maximum groundpressure :
hp HB Hp+:=
{Comb 26, node 43}Rz_df 16.2( ) kN=
Rx_df 2.4( ) kN=Rx
Rz
L
B
h
a) Section 1
baseplate "side":=
material Re_S235:=
L = length of the horizontal plate in y directionB = width of the horizontal plate in x directionH = thickness of the horizontal plate
Lp 300 mm⋅:=Hp 10 mm⋅:=Bp 300 mm⋅:=
The checked sections
1
2
L
B
12.2. Bending of the horizontal steel plate. <formulas: see document 7>
Alu 15m + Alu 12m prof.240BS6399
page 92 / 98version 3.0
Part 1:y1
Hp
2:=t1
Hp
2:=h1 Hp:=b1 Bp:=
Gravity point of thepart in y-direction
Wall thickness (2)HeightWidth
n 1:=number of parts (1):
My
Mmax1
kN:=
Section 1: at distance a1
<7.7>Mmax1 0.246 kN m⋅=
Maximum moment:
<7.6>ag1 41.325 mm=
Gravity distance:
<7.5>pax1 66.917kN
m=
<7.4>a∆1 226.889 mm=
<7.3>pr1 14.763kN
m=
distance from the border of the plate till section 1a1 80mm:=
Alu 15m + Alu 12m prof.240BS6399
page 93 / 98version 3.0
stress "OK"=
stress "OK" σvonmise σadm material( )≤if
"NOK" otherwise
:=
σadm material( ) 213.636N
mm2
=
<6.8>σvonmise 49.126
N
mm2
=
Von mise stress
<6.4>Itot_y 2.5 104
× mm4
=
Moment of inertia
<6.2>yv 5 mm=
Gravity point
<6.1>Asection 3 10
3× mm
2=
Section
Alu 15m + Alu 12m prof.240BS6399
page 94 / 98version 3.0
<7.7>Mmax2 0.163 kN m⋅=
Maximum moment:
<7.6>ag2 37.751 mm=
Gravity distance:
<7.5>pax2 56.307kN
m=
<7.4>a∆2 162.815 mm=
<7.3>pr2 2.307kN
m=
distance from the border of the plate till section 2a2 75mm:=
pMin 49.387kN
m=
<7.2>pMax 58.613kN
m=
σMin 0.165N
mm2
=
<7.1>pground σMax( ) "terrain verrification needed"=σMax 0.195
N
mm2
=
{Comb 26, node 43}Rz_df 16.2( ) kN=
Ry_df 0.4( ) kN=Ry
Rz
B
L
h
b) Section 2
Alu 15m + Alu 12m prof.240BS6399
page 95 / 98version 3.0
stress "OK"=
stress "OK" σvonmise σadm material( )≤if
"NOK" otherwise
:=
σadm material( ) 213.636N
mm2
=
<6.8>σvonmise 32.537
N
mm2
=
Von mise stress
<6.4>Itot_y 2.5 104
× mm4
=
Moment of inertia
<6.2>yv 5 mm=
Gravity point
<6.1>Asection 3 10
3× mm
2=
Section
(1) part = either a tube or a plate(2) if the part is a plate, the wall thickness = height / 2
Part 1:y1
Hp
2:=t1
Hp
2:=h1 Hp:=b1 Lp:=
Gravity point of thepart in y-direction
Wall thickness (2)HeightWidth
n 1:=number of parts (1):
My
Mmax2
kN:=
Section 2: at distance a2
Alu 15m + Alu 12m prof.240BS6399
page 96 / 98version 3.0
Rtot Rx_f2
Ry_f2
+ Rz_f2
+:= Rtot 7.95 kN=
The security factor must be less than or equal to 1.2, so the capacity (Z) of a single anchorbar for this security factor and this number of anchorbars has to be at least:
S 1.2:= Security factor
Tension force Angle with the vertical force
|||||||||||
Zβ
S Rtot⋅
nmax
:= Zβ 2.385kN= β acosRz_f
Rtot
:= β 21.446 deg=
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
Z0°
S Rz_f⋅
nmax
:= Z0° 2.22 kN= β0° 0deg:=
13. Anchorage. acc to EN 13782, Art. 8
13.1. Anchorbars.
13.1.1. General remark:
The anchorage (number of anchor bars needed) of the structure is depending on the type of the ground on which the structure will be built and the dimensions of the anchor bars. For reason of safety, the client / builder needs to verify the effective resistance of a single anchor bar by means of at least 3 pull out tests at 3 different places.
A. at bracing cables
Every baseplate can be anchored by 4 steel anchorbars. The dimensions of the anchorbars are:
Length l 150 cm⋅:=
Section deq 2.8 cm⋅:=
Maximum number of bars nmax 4:=
The reaction forces equal:
Rx_f 1.3kN:=
Ry_f 2.6kN:=
Rz_f 7.4kN:= {Foundation table: permanent load + wind on gable overpressure}
Alu 15m + Alu 12m prof.240BS6399
page 97 / 98version 3.0
β0° 0deg:=Z0° 1.8 kN=Z0°
S Rz_f⋅
nmax
:=
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
β 52.074 deg=β acosRz_f
Rtot
:=Zβ 2.928kN=Zβ
S Rtot⋅
nmax
:=
|||||||||||
Angle with the vertical forceTension force
Security factorS 1.2:=
The security factor must be less than or equal to 1.2, so the capacity (Z) of a single anchorbar for this security factor and this number of anchorbars has to be at least:
Rtot 9.762 kN=Rtot Rx_f2
Ry_f2
+ Rz_f2
+:=
{Foundation table: permanent load + wind on side overpressure}Rz_f 6.0kN:=
Ry_f 0.0kN:=
Rx_f 7.7kN:=
The reaction forces equal:
nmax 4:=Maximum number of bars
deq 2.8 cm⋅:=Section
l 150 cm⋅:=Length
Every baseplate can be anchored by 4 steel anchorbars. The dimensions of the anchorbars are:
B. at side
Alu 15m + Alu 12m prof.240BS6399
page 98 / 98version 3.0
14. Conclusion.
The relocatable Alu 15m structure, and consequently the Alu 12m, manufactured by EFS N.V., Veldeman Structure Solutions in Bree Belgium complies with the stipulations of the British Standard 6399 under the following conditions:
basic windspeed = 25m/seffective windspeed = 28.5m/s
ground snow load = 20kg/m2
The structure will be able to resist this load if the structure is good anchored to the ground and when itis completely closed.
Bree, June 2006
____________for EFS nv,Veldeman Structure Solutions
IV
ENCLOSURE 1 :
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\doc v3.0.mcd
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version 3.0
N newton:= ksi 1000lbf
in2
⋅:= psf 47.88026 Pa⋅:=
kN 1000 N⋅:=
kip 1000 lbf⋅:= 1 ksi⋅ 6.89476N
mm2
=
psflbf
ft2
:=
Document : formulas BS 6399, ENV1993-1-1 & 1999-1-1
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\doc v3.0.mcd
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version 3.0
<1.2>
µ2 α( ) 0.8 0 deg⋅ α≤ 15 deg⋅≤if
0.8
0.6α
deg15−
⋅
30+ 15 deg⋅ α< 30 deg⋅≤if
1.1 60α
deg−
⋅
3030 deg⋅ α< 60 deg⋅≤if
0 α 60 deg⋅≥if
:=
<1.1>
µ1 α( ) 0.8 0 deg⋅ α≤ 15 deg⋅≤if
0.8 15 deg⋅ α< 30 deg⋅≤if
0.8 60α
deg−
⋅
3030 deg⋅ α< 60 deg⋅≤if
0 α 60 deg⋅≥if
:=
αangle of pitch of roof :
acc eurocode env 1991-2-3 §7.2 (5), table 7.2duopitch roof :
sk pf( ) pf:=the characteristic value of the snow load on the ground (kN/m2)
Cts 1.0:=the exposure coef'cient, which usually has the value 1
Ces 1.0:=the exposure coef'cient, which usually has the value 1
µithe snow load shape coef'cient
s = µi . Ces . Cts . sk
The snow load on a roof shall determined from : (acc. eurocode ENV 1991 - 2 - 3 : 1995, § 5.1)
1.1. Snow load.
Doc. 1. Wind + snow load.
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Snowcase according to eurocode 1991-2-3, table 7.2
snowcase 1
µ1 µ1
α α
snowcase 2
µ1 µ2
α α
snowcase 3
0.5µ1
α α
snowcase 1 : s1_windward α pf, Span_distance,( ) µ1 α( ) Ces Cts⋅ sk pf( )⋅( )⋅ Span_distance⋅:=
s1_leeward α pf, Span_distance,( ) µ1 α( ) Ces Cts⋅ sk pf( )⋅( )⋅ Span_distance⋅:=
snowcase 2 : s2_windward α pf, Span_distance,( ) µ1 α( ) Ces Cts⋅ sk pf( )⋅( )⋅ Span_distance⋅:= <1.3>
s2_leeward α pf, Span_distance,( ) µ2 α( ) Ces Cts⋅ sk pf( )⋅( )⋅ Span_distance⋅:=
snowcase 3 : s3_leeward α pf, Span_distance,( ) 0.5 µ1 α( ) Ces Cts⋅ sk pf( )⋅( )⋅ Span_distance⋅:=
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version 3.0
<1.5>Vs Vb RI,( ) Vb Sa⋅ Sd⋅ Ss RI( )⋅ Sp RI( )⋅:=
=> site wind speed :
<1.4>Sp RI( )5 ln ln 1 Q RI( )−( )−( )−
5 ln ln 0.98( )−( )−:=
Q RI( ) 0.632 RI 1yr≤if
yr
RIotherwise
:=
Annex D, 1 year storm: the most likely annual maximum value
SpProbability factor (2.2.2.5) :
Ss RI( ) 0.98 RI1
12yr≤if
1 otherwise
:=Seasonal factor :
Sd 1:=Direction factor :
Sa 1:=Altitude factor :
Site wind speed
VbBasic wind speed acc. to 'g. 6
Basic wind speed
The wind load is calculated according to "BS 6399 part 2 - 1997"
1.2. Wind load.
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Sb6 Hpeak( ) linterp He Ds6, Hpeak,( ):=Sb3 Hpeak( ) linterp He Ds3, Hpeak,( ):=
Sb8 Hpeak( ) linterp He Ds8, Hpeak,( ):=Sb5 Hpeak( ) linterp He Ds5, Hpeak,( ):=Sb2 Hpeak( ) linterp He Ds2, Hpeak,( ):=
Sb7 Hpeak( ) linterp He Ds7, Hpeak,( ):=Sb4 Hpeak( ) linterp He Ds4, Hpeak,( ):=Sb1 Hpeak( ) linterp He Ds1, Hpeak,( ):=
Ds8
1.07
1.36
1.58
1.71
1.77
1.85
1.95
2.07
:=Ds7
1.15
1.45
1.69
1.82
1.89
1.96
2.04
2.12
:=Ds6
1.18
1.50
1.73
1.85
1.90
1.96
2.04
2.12
:=
Ds5
1.26
1.45
1.62
1.71
1.77
1.85
1.95
2.07
:=Ds4
1.35
1.57
1.73
1.82
1.89
1.96
2.04
2.12
:=Ds3
1.40
1.62
1.78
1.85
1.90
1.96
2.04
2.12
:=Ds2
1.48
1.65
1.78
1.85
1.90
1.96
2.04
2.12
:=Ds1
1.48
1.65
1.78
1.85
1.90
1.96
2.04
2.12
:=
He
2m
5m
10m
15m
20m
30m
50m
100m
:=
Ds_t
2km
10km
100km
:=Ds_c
0km
0.1km
2km
10km
100km
:=
site
Site in country (0) or site in town (1):Closest distance to sea:Effective height
Interpolation of table 4 gives us:
Terrain and building factor (2.2.3.3)
Effective wind speed
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ain Width Hpeak, Heave, Length,( ) 10 Width Length⋅ Heave⋅( )Width Hpeak Heave−( )⋅
2Length⋅+
...
1
3⋅:=
diagonal dimension for internal pressure 2.6.1.1
agable Width Heave,( ) Width2
Heave2
+:=
<1.9>
diagonal of loaded areas ('g. 5)aside_r Length Width, αroof,( ) Length2 Width
2 cos αroof( )
2
+:=
aside_w Length Heave,( ) Length2
Heave2
+:=
Effective dynamic pressure
<1.8>qs Vb Hpeak, sea, site, RI,( ) 0.613sec
2N⋅
m4
⋅ Ve Vb Hpeak, sea, site, RI,( )2
⋅:=
Dynamic pressure
<1.7>Ve Vb Hpeak, sea, site, RI,( ) Vs Vb RI,( ) Sb Hpeak sea, site,( )⋅:=
=> effective wind speed :
<1.6>Sb Hpeak dist_to_sea, site,( ) linterp Ds_c Sb_c Hpeak( ), dist_to_sea,( ) site 0=if
linterp Ds_t Sb_t Hpeak( ), dist_to_sea,( ) site 1=if
:=
So we become:
Sb_t Hpeak( )
Sb6 Hpeak( )Sb7 Hpeak( )Sb8 Hpeak( )
:=Sb_c Hpeak( )
Sb1 Hpeak( )Sb2 Hpeak( )Sb3 Hpeak( )Sb4 Hpeak( )Sb5 Hpeak( )
:=
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curve Hpeak dist_to_sea, site,( ) "A" dist_to_sea 2km<if
"B" dist_to_sea 2km≥if
0m Hpeak< 5m≤if
"A" dist_to_sea 10km<if
"B" dist_to_sea 10km≥if
5m Hpeak< 20m≤if
"A" dist_to_sea 100km<if
"B" dist_to_sea 100km≥if
Hpeak 20m>if
site 0=if
"A" dist_to_sea 2km<if
"C" dist_to_sea 2km≥if
0m Hpeak< 5m≤if
"A" dist_to_sea 10km<if
"C" dist_to_sea 10km≥if
5m Hpeak< 10m≤if
"A" dist_to_sea 10km<if
"B" dist_to_sea 10km≥if
10m Hpeak< 20m≤if
"A" dist_to_sea 100km<if
"B" dist_to_sea 100km≥if
Hpeak 20m>if
site 1=if
:=
Size effect factor Ca : ('g. 4) <1.10>
Ca_w L He, Hp, sea, site,( )log
aside_w L He,( )m
log 5( )−
0.67 1−( )⋅
log 1000( ) log 5( )−1+
curve Hp sea, site,( ) "A"=if
logaside_w L He,( )
m
log 5( )−
0.61 1−( )⋅
log 1000( ) log 5( )−1+
curve Hp sea, site,( ) "B"=if
logaside_w L He,( )
m
log 5( )−
0.52 1−( )⋅
log 1000( ) log 5( )−1+
curve Hp sea, site,( ) "C"=if
:=
Ca_r L W, αr, Hp, sea, site,( )log
aside_r L W, αr,( )m
log 5( )−
0.67 1−( )⋅
log 1000( ) log 5( )−1+
curve Hp sea, site,( ) "A"=if
logaside_r L W, αr,( )
m
log 5( )−
0.61 1−( )⋅
log 1000( ) log 5( )−1+
curve Hp sea, site,( ) "B"=if
logaside_r L W, αr,( )
m
log 5( )−
0.52 1−( )⋅
log 1000( ) log 5( )−1+
curve Hp sea, site,( ) "C"=if
:=
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Ca_g W He, Hp, sea, site,( )log
agable W He,( )m
log 5( )−
0.67 1−( )⋅
log 1000( ) log 5( )−1+
curve Hp sea, site,( ) "A"=if
logagable W He,( )
m
log 5( )−
0.61 1−( )⋅
log 1000( ) log 5( )−1+
curve Hp sea, site,( ) "B"=if
logagable W He,( )
m
log 5( )−
0.52 1−( )⋅
log 1000( ) log 5( )−1+
curve Hp sea, site,( ) "C"=if
:=
Ca_i W L, He, Hp, sea, site,( )log
ain W Hp, He, L,( )m
log 5( )−
0.67 1−( )⋅
log 1000( ) log 5( )−1+
curve Hp sea, site,( ) "A"=if
logain W Hp, He, L,( )
m
log 5( )−
0.61 1−( )⋅
log 1000( ) log 5( )−1+
curve Hp sea, site,( ) "B"=if
logain W Hp, He, L,( )
m
log 5( )−
0.52 1−( )⋅
log 1000( ) log 5( )−1+
curve Hp sea, site,( ) "C"=if
:=
=> Effective dynamic pressure : <1.11>
wind on side
qw Vb Hpeak, sea, site, RI, Length, Heave,( ) qs Vb Hpeak, sea, site, RI,( ) Ca_w Length Heave, Hpeak, sea, site,( )⋅:=
qr Vb Hpeak, sea, site, RI, L, W, αroof,( ) qs Vb Hpeak, sea, site, RI,( ) Ca_r L W, αroof, Hpeak, sea, site,( )⋅:=
wind on gable
qg Vb Hpeak, sea, site, RI, Width, Heave,( ) qs Vb Hpeak, sea, site, RI,( ) Ca_g Width Heave, Hpeak, sea, site,( )⋅:=
internal wind pressure
qi Vb Hpeak, sea, site, RI, Width, Heave, Length,( ) qs Vb Hpeak, sea, site, RI,( ) Ca_i Width Hpeak, Heave, Length, sea, site,( )⋅:=
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Table 5Cpe_s_gC 0.5−:=Cpe_s_gB 0.8−:=Cpe_s_gA 1.3−:=
Gable wall :
Table 5Cpe_s_lw Width Hpeak,( )
Width
Hpeak
4−
0.5−( ) 0.5−( )−[ ]⋅
1 4−0.5−( )+
1Width
Hpeak
< 4<if
0.5−Width
Hpeak
1≤if
0.5−Width
Hpeak
4≥if
:=
Leeward
Table 5Cpe_s_ww Width Hpeak,( )
Width
Hpeak
4−
0.85 0.6−( )⋅
1 4−0.6+
1Width
Hpeak
< 4<if
0.85Width
Hpeak
1≤if
0.6Width
Hpeak
4≥if
:=
Windward
bs Length Hpeak,( ) min Length 2 Hpeak⋅,( ):=
B = LengthD = WidthH = Hight of peak
Side wall (D<B) :
<1.12>Wind load normal to the sidewall of the structure.
a. Walls art. 2.4.1
1. External wind pressure coef(cients.
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Table 5Cpe_g_lw Length Hpeak,( )
Length
Hpeak
4−
0.5−( ) 0.5−( )−[ ]⋅
1 4−0.5−( )+
1Length
Hpeak
< 4<if
0.5−Length
Hpeak
1≤if
0.5−Length
Hpeak
4≥if
:=
Leeward
Table 5Cpe_g_ww Length Hpeak,( )
Length
Hpeak
4−
0.8 0.6−( )⋅
1 4−0.6+
1Length
Hpeak
< 4<if
0.8Length
Hpeak
1≤if
0.6Length
Hpeak
4≥if
:=
Windward
bg Width Hpeak,( ) min Width 2 Hpeak⋅,( ):=
B = WidthD = LengthH = Hight of peak
Gable wall (D>B) :
<1.13>Wind load normal to the gablewall of the structure.
LsC Length Hpeak, Width,( ) Width LsA Length Hpeak,( ) LsB Length Hpeak, Width,( )+( )−:=
LsB Length Hpeak, Width,( ) min bs Length Hpeak,( ) 0.2 bs Length Hpeak,( )⋅− Width LsA Length Hpeak,( )−( ), :=
LsA Length Hpeak,( ) 0.2 bs Length Hpeak,( )⋅:=
Zones:
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αp
5deg
15deg
30deg
45deg
60deg
75deg
:=Cu
0.0
0.2
0.4
0.7
0.8
0.8
:=Bu
0.0
0.2
0.5
0.6
0.8
0.8
:=Au
0.0
0.2
0.8
0.8
0.8
0.8
:=
G
0.4−
0.5−
0.5−
0.3−
0.6−
0.8−
:=F
0.3−
0.9−
0.5−
0.3−
0.7−
0.6−
:=E
0.9−
1.3−
0.9−
0.4−
0.8−
0.9−
:=Co
0.6−
0.4−
0.2−
0.0
0.8
0.8
:=Bo
1.2−
0.8−
0.5−
0.0
0.8
0.8
:=Ao
1.8−
1.1−
0.5−
0.0
0.8
0.8
:=
Table 10:
<1.14>Wind load normal to the sidewall of the structure.
bW Width Hpeak,( ) min Width 2Hpeak,( ):=
bL Length Hpeak,( ) min Length 2Hpeak,( ):=
b. Roofs art. 2.5.2
LgC Width Hpeak, Length,( ) Length LgA Width Hpeak,( ) LgB Width Hpeak, Length,( )+( )−:=
LgB Width Hpeak, Length,( ) min bg Width Hpeak,( ) 0.2 bg Width Hpeak,( )⋅− Length LgA Width Hpeak,( )−( ), :=
LgA Width Hpeak,( ) 0.2 bg Width Hpeak,( )⋅:=
Zones:
Table 5Cpe_g_sC 0.5−:=Cpe_g_sB 0.8−:=Cpe_g_sA 1.3−:=
Side wall :
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WrsF Length Hpeak,( )bL Length Hpeak,( )
10:=WrsE Length Hpeak,( )
bL Length Hpeak,( )10
:=
LrsF Length Hpeak,( ) Length 2 LrsE Length Hpeak,( )⋅−:=LrsE Length Hpeak,( )bL Length Hpeak,( )
2:=
WrsB Length Hpeak,( )bL Length Hpeak,( )
10:=WrsA Length Hpeak,( )
bL Length Hpeak,( )10
:=
LrsB Length Hpeak,( ) Length 2 LrsA Length Hpeak,( )⋅−:=LrsA Length Hpeak,( )bL Length Hpeak,( )
2:=
Zones:
Cpe_rs_C_u αroof( ) linterp αp Cu, αroof,( ):=
Cpe_rs_C_o αroof( ) linterp αp Co, αroof,( ):=
Cpe_rs_B_u αroof( ) linterp αp Bu, αroof,( ):=
Cpe_rs_G αroof( ) linterp αp G, αroof,( ):=Cpe_rs_B_o αroof( ) linterp αp Bo, αroof,( ):=
Cpe_rs_F αroof( ) linterp αp F, αroof,( ):=Cpe_rs_A_u αroof( ) linterp αp Au, αroof,( ):=
Cpe_rs_E αroof( ) linterp αp E, αroof,( ):=Cpe_rs_A_o αroof( ) linterp αp Ao, αroof,( ):=
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LrgD Width Hpeak, Length,( ) LengthbW Width Hpeak,( )
2−:=
LrgC Width Hpeak,( )bW Width Hpeak,( )
2
bW Width Hpeak,( )10
−:=
LrgB Width Hpeak,( )bW Width Hpeak,( )
10:=LrgA Width Hpeak,( )
bW Width Hpeak,( )10
:=
Zones:
Cpe_rg_D αroof( ) linterp αp D, αroof,( ):=
Cpe_rg_C αroof( ) linterp αp C, αroof,( ):=
Cpe_rg_B αroof( ) linterp αp B, αroof,( ):=
Cpe_rg_A αroof( ) linterp αp A, αroof,( ):=
D
0.5−
0.4−
0.5−
0.4−
0.6−
0.6−
:=C
0.6−
0.6−
0.6−
0.6−
0.7−
1.15−
:=B
1.1−
1.5−
1.1−
1.2−
1.2−
1.2−
:=A
2.0−
1.6−
1.2−
1.2−
1.2−
1.2−
:=
Table 10:
<1.15>Wind load normal to the gablewall of the structure.
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qgC_o Vb Hpeak, sea, site, RI, W, Heave, L, Cpi_o,( ) Cpe_s_gC qg Vb Hpeak, sea, site, RI, W, Heave,( )⋅
Cpi_o qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qgB_o Vb Hpeak, sea, site, RI, W, Heave, L, Cpi_o,( ) Cpe_s_gB qg Vb Hpeak, sea, site, RI, W, Heave,( )⋅
Cpi_o qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qgA_o Vb Hpeak, sea, site, RI, W, Heave, L, Cpi_o,( ) Cpe_s_gA qg Vb Hpeak, sea, site, RI, W, Heave,( )⋅
Cpi_o qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrG_s.o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o,( ) Cpe_rs_G αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi_o qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrF_s.o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o,( ) Cpe_rs_F αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi_o qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrE_s.o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o,( ) Cpe_rs_E αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi_o qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrC_s.o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o,( ) Cpe_rs_C_o αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi_o qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrB_s.o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o,( ) Cpe_rs_B_o αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi_o qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrA_s.o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o,( ) Cpe_rs_A_o αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi_o qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qsw_lw.o Vb Hpeak, Heave, sea, site, RI, W, L, Cpi_o,( ) Cpe_s_lw W Hpeak,( ) qw Vb Hpeak, sea, site, RI, L, Heave,( )⋅
Cpi_o qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qsw_ww.o Vb Hpeak, Heave, sea, site, RI, W, L, Cpi_o,( ) Cpe_s_ww W Hpeak,( ) qw Vb Hpeak, sea, site, RI, L, Heave,( )⋅
Cpi_o qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
<1.16>Overpressure
Wind load normal to the sidewall of the structure.
3. Global wind pressure.
Cpi_o
Cpi_u
The wind also causes (table 16)
an underpressure:
an overpressure:
2. Internal wind pressure coef(cients.
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Underpressure <1.17>
qsw_ww.u Vb Hpeak, Heave, sea, site, RI, W, L, Cpi_u,( ) Cpe_s_ww W Hpeak,( ) qw Vb Hpeak, sea, site, RI, L, Heave,( )⋅
Cpi_u qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qsw_lw.u Vb Hpeak, Heave, sea, site, RI, W, L, Cpi_u,( ) Cpe_s_lw W Hpeak,( ) qw Vb Hpeak, sea, site, RI, L, Heave,( )⋅
Cpi_u qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrA_s.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u,( ) Cpe_rs_A_u αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi_u qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrB_s.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u,( ) Cpe_rs_B_u αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi_u qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrC_s.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u,( ) Cpe_rs_C_u αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi_u qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrE_s.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u,( ) Cpe_rs_E αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi_u qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrF_s.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u,( ) Cpe_rs_F αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi_u qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrG_s.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u,( ) Cpe_rs_G αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi_u qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qgA_u Vb Hpeak, sea, site, RI, W, Heave, L, Cpi_u,( ) Cpe_s_gA qg Vb Hpeak, sea, site, RI, W, Heave,( )⋅
Cpi_u qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qgB_u Vb Hpeak, sea, site, RI, W, Heave, L, Cpi_u,( ) Cpe_s_gB qg Vb Hpeak, sea, site, RI, W, Heave,( )⋅
Cpi_u qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qgC_u Vb Hpeak, sea, site, RI, W, Heave, L, Cpi_u,( ) Cpe_s_gC qg Vb Hpeak, sea, site, RI, W, Heave,( )⋅
Cpi_u qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
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Wind load normal to the gablewall of the structure.
Overpressure / Underpressure <1.18>
qsA_o.u Vb Hpeak, Heave, sea, site, RI, W, L, Cpi,( ) Cpe_g_sA qw Vb Hpeak, sea, site, RI, L, Heave,( )⋅
Cpi qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qsB_o.u Vb Hpeak, Heave, sea, site, RI, W, L, Cpi,( ) Cpe_g_sB qw Vb Hpeak, sea, site, RI, L, Heave,( )⋅
Cpi qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qsC_o.u Vb Hpeak, Heave, sea, site, RI, W, L, Cpi,( ) Cpe_g_sC qw Vb Hpeak, sea, site, RI, L, Heave,( )⋅
Cpi qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrA_g.o.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi,( ) Cpe_rg_A αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrB_g.o.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi,( ) Cpe_rg_B αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrC_g.o.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi,( ) Cpe_rg_C αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qrD_g.o.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi,( ) Cpe_rg_D αr( ) qr Vb Hpeak, sea, site, RI, L, W, αr,( )⋅
Cpi qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qg_ww.o.u Vb Hpeak, Heave, sea, site, RI, L, W, Cpi,( ) Cpe_g_ww L Hpeak,( ) qg Vb Hpeak, sea, site, RI, W, Heave,( )⋅
Cpi qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
qg_lw.o.u Vb Hpeak, Heave, sea, site, RI, L, W, Cpi,( ) Cpe_g_lw L Hpeak,( ) qg Vb Hpeak, sea, site, RI, W, Heave,( )⋅
Cpi qi Vb Hpeak, sea, site, RI, W, Heave, L,( )⋅( )−+
...:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 17 / 82 BS6399, ENV3, ENV9
version 3.0
P1side3.lower_o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrG_s.o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅:=
P1side2.lower_o Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) load1 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case1 L Hp, S,( )if
load2 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case2 L Hp, S,( )if
:=
case2 L Hp, S,( ) LrsA L Hp,( )S
2< LrsA L Hp,( ) LrsB L Hp,( )+( )<:=
case1 L Hp, S,( )S
2LrsA L Hp,( )≤:=
load2 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrA_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) LrsA L Hp,( )⋅
qrB_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2LrsA L Hp,( )−
⋅+
...:=
load1 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrA_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅:=
Lower roof:
Pside4_o Vb Hpeak, Heave, sea, site, RI, W, L, Cpi_o, S,( ) qsw_lw.o Vb Hpeak, Heave, sea, site, RI, W, L, Cpi_o,( ) S⋅:=
Pside1_o Vb Hpeak, Heave, sea, site, RI, W, L, Cpi_o, S,( ) qsw_ww.o Vb Hpeak, Heave, sea, site, RI, W, L, Cpi_o,( ) S⋅:=
Walls:
<1.19>Load on the �rst arch:
Overpressure :
Wind normal on Side :
The wind pressure on one bay must be supported by one arch. The total wind load per arch equals :
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 18 / 82 BS6399, ENV3, ENV9
version 3.0
Upper roof:
load3 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrE_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅:=
load4 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrE_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) LrsE L Hp,( )⋅
qrF_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2LrsE L Hp,( )−
⋅+
...:=
case3 L Hp, S,( )S
2LrsE L Hp,( )≤:=
case4 L Hp, S,( ) LrsE L Hp,( )S
2< LrsE L Hp,( ) LrsF L Hp,( )+( )<:=
P1side3.upper_o Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) load3 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case3 L Hp, S,( )if
load4 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case4 L Hp, S,( )if
:=
P1side2.upper_o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrC_s.o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 19 / 82 BS6399, ENV3, ENV9
version 3.0
Load on the second arch: <1.20>
Lower roof:
load5 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrB_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
load6 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrA_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) LrsA L Hp,( )S
2−
⋅
qrB_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) S LrsA L Hp,( )−( )⋅+
...
qrB_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅+
...
:=
load7 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrA_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅
qrA_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) LrsA L Hp,( ) S−( )⋅+
...
qrB_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )3S
2LrsA L Hp,( )−
⋅+
...
:=
load8 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrA_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
case5 L Hp, S,( ) LrsA L Hp,( )S
2≤
LrsB L Hp,( ) 0≠∧:=
case6 L Hp, S,( )S
2LrsA L Hp,( )< S≤
LrsB L Hp,( ) 0≠∧:=
case7 L Hp, S,( ) LrsA L Hp,( )3S
2≤
LrsB L Hp,( ) 0≠∧:=
case8 L Hp, S,( ) LrsA L Hp,( )3S
2> LrsB L Hp,( ) 0=∨:=
P2side2.lower_o Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) load5 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case5 L Hp, S,( )if
load6 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case6 L Hp, S,( )if
load7 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case7 L Hp, S,( )if
load8 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case8 L Hp, S,( )if
:=
P2side3.lower_o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrG_s.o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 20 / 82 BS6399, ENV3, ENV9
version 3.0
Upper roof:
load9 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrF_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
load10 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrE_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) LrsE L Hp,( )S
2−
⋅
qrF_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) S LrsE L Hp,( )−( )⋅+
...
qrF_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅+
...
:=
load11 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrE_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅
qrE_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) LrsE L Hp,( ) S−( )⋅+
...
qrF_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )3S
2LrsE L Hp,( )−
⋅+
...
:=
load12 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrE_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
case9 L Hp, S,( ) LrsE L Hp,( )S
2≤
LrsF L Hp,( ) 0≠∧:=
case10 L Hp, S,( )S
2LrsE L Hp,( )< S≤
LrsF L Hp,( ) 0≠∧:=
case11 L Hp, S,( ) LrsE L Hp,( )3S
2≤
LrsF L Hp,( ) 0≠∧:=
case12 L Hp, S,( ) LrsE L Hp,( )3S
2> LrsF L Hp,( ) 0=∨:=
P2side3.upper_o Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) load9 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case9 L Hp, S,( )if
load10 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case10 L Hp, S,( )if
load11 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case11 L Hp, S,( )if
load12 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case12 L Hp, S,( )if
:=
P2side2.upper_o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrC_s.o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 21 / 82 BS6399, ENV3, ENV9
version 3.0
Load on the third arch: <1.21>
Lower roof:
load13 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrB_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
load14 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrA_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) LrsA L Hp,( )3S
2−
⋅
qrB_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) 2S LrsA L Hp,( )−( )⋅+
...
qrB_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅+
...
:=
load15 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrA_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅
qrA_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) LrsA L Hp,( ) 2S−( )⋅+
...
qrB_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )5S
2LrsA L Hp,( )−
⋅+
...
:=
load16 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrA_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
case13 L Hp, S,( ) LrsA L Hp,( )3S
2≤
LrsB L Hp,( ) 0≠∧:=
case14 L Hp, S,( )3S
2LrsA L Hp,( )< 2S≤
LrsB L Hp,( ) 0≠∧:=
case15 L Hp, S,( ) 2S LrsA L Hp,( )<5S
2≤
LrsB L Hp,( ) 0≠∧:=
case16 L Hp, S,( ) LrsA L Hp,( )5S
2> LrsB L Hp,( ) 0=∨:=
P3side2.lower_o Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) load13 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case13 L Hp, S,( )if
load14 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case14 L Hp, S,( )if
load15 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case15 L Hp, S,( )if
load16 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case16 L Hp, S,( )if
:=
P3side3.lower_o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrG_s.o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 22 / 82 BS6399, ENV3, ENV9
version 3.0
Upper roof:
load17 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrF_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
load18 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrE_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) LrsE L Hp,( )3S
2−
⋅
qrF_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) 2S LrsE L Hp,( )−( )⋅+
...
qrF_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅+
...
:=
load19 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrE_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅
qrE_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) LrsE L Hp,( ) 2S−( )⋅+
...
qrF_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )5S
2LrsE L Hp,( )−
⋅+
...
:=
load20 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrE_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
case17 L Hp, S,( ) LrsE L Hp,( )3S
2≤
LrsF L Hp,( ) 0≠∧:=
case18 L Hp, S,( )3S
2LrsE L Hp,( )< 2S≤
LrsF L Hp,( ) 0≠∧:=
case19 L Hp, S,( ) 2S LrsE L Hp,( )<5S
2≤
LrsF L Hp,( ) 0≠∧:=
case20 L Hp, S,( ) LrsE L Hp,( )5S
2> LrsF L Hp,( ) 0=∨:=
P3side3.upper_o Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) load17 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case17 L Hp, S,( )if
load18 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case18 L Hp, S,( )if
load19 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case19 L Hp, S,( )if
load20 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case20 L Hp, S,( )if
:=
P3side2.upper_o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrC_s.o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 23 / 82 BS6399, ENV3, ENV9
version 3.0
Load on the fourth arch: <1.22>
Lower roof:
load21 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrB_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
load22 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrA_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) LrsA L Hp,( )5S
2−
⋅
qrB_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) 3S LrsA L Hp,( )−( )⋅+
...
qrB_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅+
...
:=
load23 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrA_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅
qrA_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) LrsA L Hp,( ) 3S−( )⋅+
...
qrB_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )7S
2LrsA L Hp,( )−
⋅+
...
:=
load24 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrA_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
case21 L Hp, S,( ) LrsA L Hp,( )5S
2≤
LrsB L Hp,( ) 0≠∧:=
case22 L Hp, S,( )5S
2LrsA L Hp,( )< 3S≤
LrsB L Hp,( ) 0≠∧:=
case23 L Hp, S,( ) 3S LrsA L Hp,( )<7S
2≤
LrsB L Hp,( ) 0≠∧:=
case24 L Hp, S,( ) LrsA L Hp,( )7S
2> LrsB L Hp,( ) 0=∨:=
P4side2.lower_o Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) load21 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case21 L Hp, S,( )if
load22 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case22 L Hp, S,( )if
load23 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case23 L Hp, S,( )if
load24 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case24 L Hp, S,( )if
:=
P4side3.lower_o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrG_s.o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 24 / 82 BS6399, ENV3, ENV9
version 3.0
Upper roof:
load25 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrF_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
load26 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrE_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) LrsE L Hp,( )5S
2−
⋅
qrF_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) 3S LrsE L Hp,( )−( )⋅+
...
qrF_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅+
...
:=
load27 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrE_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )S
2⋅
qrE_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) LrsE L Hp,( ) 3S−( )⋅+
...
qrF_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( )7S
2LrsE L Hp,( )−
⋅+
...
:=
load28 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrE_s.o Vb Hp, He, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
case25 L Hp, S,( ) LrsE L Hp,( )5S
2≤
LrsF L Hp,( ) 0≠∧:=
case26 L Hp, S,( )5S
2LrsE L Hp,( )< 3S≤
LrsF L Hp,( ) 0≠∧:=
case27 L Hp, S,( ) 3S LrsE L Hp,( )<7S
2≤
LrsF L Hp,( ) 0≠∧:=
case28 L Hp, S,( ) LrsE L Hp,( )7S
2> LrsF L Hp,( ) 0=∨:=
P4side3.upper_o Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) load25 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case25 L Hp, S,( )if
load26 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case26 L Hp, S,( )if
load27 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case27 L Hp, S,( )if
load28 Vb Hp, He, se, si, RI, L, W, αr, Cpi_o, S,( ) case28 L Hp, S,( )if
:=
P4side2.upper_o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o, S,( ) qrC_s.o Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_o,( ) S⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 25 / 82 BS6399, ENV3, ENV9
version 3.0
Underpressure :
Load on the �rst arch: <1.23>
Walls:
Pside1_u Vb Hpeak, Heave, sea, site, RI, W, L, Cpi_u, S,( ) qsw_ww.u Vb Hpeak, Heave, sea, site, RI, W, L, Cpi_u,( ) S⋅:=
Pside4_u Vb Hpeak, Heave, sea, site, RI, W, L, Cpi_u, S,( ) qsw_lw.u Vb Hpeak, Heave, sea, site, RI, W, L, Cpi_u,( ) S⋅:=
Lower roof:
load1 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrA_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅:=
load2 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrA_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) LrsA L Hp,( )⋅
qrB_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2LrsA L Hp,( )−
⋅+
...:=
case1 L Hp, S,( )S
2LrsA L Hp,( )≤:=
case2 L Hp, S,( ) LrsA L Hp,( )S
2< LrsA L Hp,( ) LrsB L Hp,( )+( )<:=
P1side2.lower_u Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) load1 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case1 L Hp, S,( )if
load2 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case2 L Hp, S,( )if
:=
P1side3.lower_u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrG_s.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 26 / 82 BS6399, ENV3, ENV9
version 3.0
Upper roof:
load3 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrE_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅:=
load4 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrE_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) LrsE L Hp,( )⋅
qrF_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2LrsE L Hp,( )−
⋅+
...:=
case3 L Hp, S,( )S
2LrsE L Hp,( )≤:=
case4 L Hp, S,( ) LrsE L Hp,( )S
2< LrsE L Hp,( ) LrsF L Hp,( )+( )<:=
P1side3.upper_u Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) load3 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case3 L Hp, S,( )if
load4 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case4 L Hp, S,( )if
:=
P1side2.upper_u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrC_s.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 27 / 82 BS6399, ENV3, ENV9
version 3.0
Load on the second arch: <1.24>
Lower roof:
load5 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrB_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
load6 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrA_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) LrsA L Hp,( )S
2−
⋅
qrB_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) S LrsA L Hp,( )−( )⋅+
...
qrB_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅+
...
:=
load7 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrA_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅
qrA_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) LrsA L Hp,( ) S−( )⋅+
...
qrB_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )3S
2LrsA L Hp,( )−
⋅+
...
:=
load8 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrA_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
case5 L Hp, S,( ) LrsA L Hp,( )S
2≤
LrsB L Hp,( ) 0≠∧:=
case6 L Hp, S,( )S
2LrsA L Hp,( )< S≤
LrsB L Hp,( ) 0≠∧:=
case7 L Hp, S,( ) LrsA L Hp,( )3S
2≤
LrsB L Hp,( ) 0≠∧:=
case8 L Hp, S,( ) LrsA L Hp,( )3S
2> LrsB L Hp,( ) 0=∨:=
P2side2.lower_u Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) load5 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case5 L Hp, S,( )if
load6 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case6 L Hp, S,( )if
load7 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case7 L Hp, S,( )if
load8 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case8 L Hp, S,( )if
:=
P2side3.lower_u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrG_s.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 28 / 82 BS6399, ENV3, ENV9
version 3.0
Upper roof:
load9 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrF_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
load10 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrE_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) LrsE L Hp,( )S
2−
⋅
qrF_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) S LrsE L Hp,( )−( )⋅+
...
qrF_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅+
...
:=
load11 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrE_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅
qrE_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) LrsE L Hp,( ) S−( )⋅+
...
qrF_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )3S
2LrsE L Hp,( )−
⋅+
...
:=
load12 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrE_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
case9 L Hp, S,( ) LrsE L Hp,( )S
2≤
LrsF L Hp,( ) 0≠∧:=
case10 L Hp, S,( )S
2LrsE L Hp,( )< S≤
LrsF L Hp,( ) 0≠∧:=
case11 L Hp, S,( ) LrsE L Hp,( )3S
2≤
LrsF L Hp,( ) 0≠∧:=
case12 L Hp, S,( ) LrsE L Hp,( )3S
2> LrsF L Hp,( ) 0=∨:=
P2side3.upper_u Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) load9 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case9 L Hp, S,( )if
load10 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case10 L Hp, S,( )if
load11 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case11 L Hp, S,( )if
load12 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case12 L Hp, S,( )if
:=
P2side2.upper_u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrC_s.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 29 / 82 BS6399, ENV3, ENV9
version 3.0
Load on the third arch: <1.25>
Lower roof:
load13 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrB_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
load14 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrA_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) LrsA L Hp,( )3S
2−
⋅
qrB_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) 2S LrsA L Hp,( )−( )⋅+
...
qrB_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅+
...
:=
load15 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrA_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅
qrA_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) LrsA L Hp,( ) 2S−( )⋅+
...
qrB_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )5S
2LrsA L Hp,( )−
⋅+
...
:=
load16 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrA_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
case13 L Hp, S,( ) LrsA L Hp,( )3S
2≤
LrsB L Hp,( ) 0≠∧:=
case14 L Hp, S,( )3S
2LrsA L Hp,( )< 2S≤
LrsB L Hp,( ) 0≠∧:=
case15 L Hp, S,( ) 2S LrsA L Hp,( )<5S
2≤
LrsB L Hp,( ) 0≠∧:=
case16 L Hp, S,( ) LrsA L Hp,( )5S
2> LrsB L Hp,( ) 0=∨:=
P3side2.lower_u Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) load13 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case13 L Hp, S,( )if
load14 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case14 L Hp, S,( )if
load15 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case15 L Hp, S,( )if
load16 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case16 L Hp, S,( )if
:=
P3side3.lower_u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrG_s.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 30 / 82 BS6399, ENV3, ENV9
version 3.0
Upper roof:
load17 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrF_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
load18 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrE_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) LrsE L Hp,( )3S
2−
⋅
qrF_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) 2S LrsE L Hp,( )−( )⋅+
...
qrF_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅+
...
:=
load19 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrE_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅
qrE_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) LrsE L Hp,( ) 2S−( )⋅+
...
qrF_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )5S
2LrsE L Hp,( )−
⋅+
...
:=
load20 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrE_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
case17 L Hp, S,( ) LrsE L Hp,( )3S
2≤
LrsF L Hp,( ) 0≠∧:=
case18 L Hp, S,( )3S
2LrsE L Hp,( )< 2S≤
LrsF L Hp,( ) 0≠∧:=
case19 L Hp, S,( ) 2S LrsE L Hp,( )<5S
2≤
LrsF L Hp,( ) 0≠∧:=
case20 L Hp, S,( ) LrsE L Hp,( )5S
2> LrsF L Hp,( ) 0=∨:=
P3side3.upper_u Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) load17 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case17 L Hp, S,( )if
load18 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case18 L Hp, S,( )if
load19 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case19 L Hp, S,( )if
load20 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case20 L Hp, S,( )if
:=
P3side2.upper_u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrC_s.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 31 / 82 BS6399, ENV3, ENV9
version 3.0
Load on the fourth arch: <1.26>
Lower roof:
load21 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrB_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
load22 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrA_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) LrsA L Hp,( )5S
2−
⋅
qrB_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) 3S LrsA L Hp,( )−( )⋅+
...
qrB_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅+
...
:=
load23 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrA_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅
qrA_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) LrsA L Hp,( ) 3S−( )⋅+
...
qrB_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )7S
2LrsA L Hp,( )−
⋅+
...
:=
load24 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrA_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
case21 L Hp, S,( ) LrsA L Hp,( )5S
2≤
LrsB L Hp,( ) 0≠∧:=
case22 L Hp, S,( )5S
2LrsA L Hp,( )< 3S≤
LrsB L Hp,( ) 0≠∧:=
case23 L Hp, S,( ) 3S LrsA L Hp,( )<7S
2≤
LrsB L Hp,( ) 0≠∧:=
case24 L Hp, S,( ) LrsA L Hp,( )7S
2> LrsB L Hp,( ) 0=∨:=
P4side2.lower_u Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) load21 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case21 L Hp, S,( )if
load22 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case22 L Hp, S,( )if
load23 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case23 L Hp, S,( )if
load24 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case24 L Hp, S,( )if
:=
P4side3.lower_u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrG_s.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 32 / 82 BS6399, ENV3, ENV9
version 3.0
Upper roof:
load25 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrF_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
load26 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrE_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) LrsE L Hp,( )5S
2−
⋅
qrF_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) 3S LrsE L Hp,( )−( )⋅+
...
qrF_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅+
...
:=
load27 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrE_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )S
2⋅
qrE_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) LrsE L Hp,( ) 3S−( )⋅+
...
qrF_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( )7S
2LrsE L Hp,( )−
⋅+
...
:=
load28 Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrE_s.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
case25 L Hp, S,( ) LrsE L Hp,( )5S
2≤
LrsF L Hp,( ) 0≠∧:=
case26 L Hp, S,( )5S
2LrsE L Hp,( )< 3S≤
LrsF L Hp,( ) 0≠∧:=
case27 L Hp, S,( ) 3S LrsE L Hp,( )<7S
2≤
LrsF L Hp,( ) 0≠∧:=
case28 L Hp, S,( ) LrsE L Hp,( )7S
2> LrsF L Hp,( ) 0=∨:=
P4side3.upper_u Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) load25 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case25 L Hp, S,( )if
load26 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case26 L Hp, S,( )if
load27 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case27 L Hp, S,( )if
load28 Vb Hp, He, se, si, RI, L, W, αr, Cpi_u, S,( ) case28 L Hp, S,( )if
:=
P4side2.upper_u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u, S,( ) qrC_s.u Vb Hpeak, Heave, sea, site, RI, L, W, αr, Cpi_u,( ) S⋅:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 33 / 82 BS6399, ENV3, ENV9
version 3.0
Wind normal on gable :
Overpressure / Underpressure :
Load on the �rst arch: <1.27>
Walls:
load1 Vb Hp, He, sea, site, RI, L, Cpi, S,( ) qsA_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( )S
2⋅:=
load2 Vb Hp, He, sea, site, RI, L, W, Cpi, S,( ) qsA_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) LgA W Hp,( )⋅
qsB_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( )S
2LgA W Hp,( )−
⋅+
...:=
case1 W Hp, S,( )S
2LgA W Hp,( )≤:=
case2 W L, Hp, S,( ) LgA W Hp,( )S
2< LgA W Hp,( ) LgB W Hp, L,( )+( )<:=
P1gab1.4_o.u Vb Hp, He, se, si, RI, L, W, Cpi, S,( ) load1 Vb Hp, He, se, si, RI, L, Cpi, S,( ) case1 W Hp, S,( )if
load2 Vb Hp, He, se, si, RI, L, W, Cpi, S,( ) case2 W L, Hp, S,( )if
:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 34 / 82 BS6399, ENV3, ENV9
version 3.0
Roof:
load3a Vb Hp, He, sea, site, RI, L, W, αr, Cpi, S,( ) qrA_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( )S
2⋅:=
load3b Vb Hp, He, sea, site, RI, L, W, αr, Cpi, S,( ) qrB_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( )S
2⋅:=
load4a Vb Hp, He, sea, site, RI, L, W, αr, Cpi, S,( ) qrA_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) LrgA W Hp,( )⋅
qrC_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( )S
2LrgA W Hp,( )−
⋅+
...:=
load4b Vb Hp, He, sea, site, RI, L, W, αr, Cpi, S,( ) qrB_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) LrgB W Hp,( )⋅
qrC_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( )S
2LrgB W Hp,( )−
⋅+
...:=
case3 W Hp, S,( )S
2LrgA W Hp,( )≤:=
case4 W Hp, S,( ) LrgA W Hp,( )S
2< LrgA W Hp,( ) LrgC W Hp,( )+( )<:=
P1g2.3a_o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) load3a Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case3 W Hp, S,( )if
load4a Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case4 W Hp, S,( )if
:=
P1g2.3b_o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) load3b Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case3 W Hp, S,( )if
load4b Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case4 W Hp, S,( )if
:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 35 / 82 BS6399, ENV3, ENV9
version 3.0
Load on the second arch: <1.28>
Walls:
load5 Vb Hp, He, sea, site, RI, W, L, Cpi, S,( ) qsB_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) S⋅:=
load6 Vb Hp, He, sea, site, RI, W, L, Cpi, S,( ) qsA_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) LgA W Hp,( )S
2−
⋅
qsB_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) S LgA W Hp,( )−( )⋅+
...
qsB_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( )S
2⋅+
...
:=
load7 Vb Hp, He, sea, site, RI, W, L, Cpi, S,( ) qsA_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( )S
2⋅
qsA_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) LgA W Hp,( ) S−( )⋅+
...
qsB_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( )3S
2LgA W Hp,( )−
⋅+
...
:=
load8 Vb Hp, He, sea, site, RI, W, L, Cpi, S,( ) qsA_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) S⋅:=
case5 W Hp, S,( ) LgA W Hp,( )S
2≤:=
case6 W Hp, S,( )S
2LgA W Hp,( )< S≤:=
case7 W Hp, S,( ) LgA W Hp,( )3S
2≤:=
case8 W Hp, S,( ) LgA W Hp,( )3S
2>:=
P2gab1.4_o.u Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) load5 Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) case5 W Hp, S,( )if
load6 Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) case6 W Hp, S,( )if
load7 Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) case7 W Hp, S,( )if
load8 Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) case8 W Hp, S,( )if
:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 36 / 82 BS6399, ENV3, ENV9
version 3.0
Roof:
load9 Vb Hp, He, sea, site, RI, L, W, αr, Cpi, S,( ) qrD_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) S⋅:=
load10 Vb Hp, He, sea, site, RI, L, W, αr, Cpi, S,( ) qrC_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) LrgA W Hp,( )LrgC W Hp,( )
S
2−+
...
⋅
qrD_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) S LrgA W Hp,( )LrgC W Hp,( )+
...
−
⋅+
...
qrD_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( )S
2⋅+
...
:=
load11 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) qrC_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( )S
2⋅
qrC_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( ) LrgA W Hp,( )LrgC W Hp,( )+
...
S−
⋅+
...
qrD_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( )3S
2
LrgA W Hp,( )LrgC W Hp,( )+
...
−+
...
⋅+
...
:=
load12 Vb Hp, He, sea, site, RI, L, W, αr, Cpi, S,( ) qrC_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) S⋅:=
load13a Vb Hp, He, sea, site, RI, L, W, αr, Cpi, S,( ) qrA_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) LrgA W Hp,( )S
2−
⋅
qrC_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) S LrgA W Hp,( )−( )⋅+
...
qrC_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( )S
2⋅+
...
:=
load13b Vb Hp, He, sea, site, RI, L, W, αr, Cpi, S,( ) qrB_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) LrgB W Hp,( )S
2−
⋅
qrC_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) S LrgB W Hp,( )−( )⋅+
...
qrC_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( )S
2⋅+
...
:=
load14a Vb Hp, He, sea, site, RI, L, W, αr, Cpi, S,( ) qrA_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( )S
2⋅
qrA_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) LrgA W Hp,( ) S−( )⋅+
...
qrC_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( )3S
2LrgA W Hp,( )−
⋅+
...
:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 37 / 82 BS6399, ENV3, ENV9
version 3.0
load14b Vb Hp, He, sea, site, RI, L, W, αr, Cpi, S,( ) qrB_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( )S
2⋅
qrB_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) LrgB W Hp,( ) S−( )⋅+
...
qrC_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( )3S
2LrgB W Hp,( )−
⋅+
...
:=
case9 W Hp, S,( ) LrgA W Hp,( ) LrgC W Hp,( )+( )S
2≤:= case12 W Hp, S,( ) LrgA W Hp,( ) LrgC W Hp,( )+( )
3S
2>:=
case10 W Hp, S,( )S
2LrgA W Hp,( ) LrgC W Hp,( )+( )< S≤:= case13 W Hp, S,( )
S
2LrgA W Hp,( )< S≤:=
case11 W Hp, S,( ) S LrgA W Hp,( ) LrgC W Hp,( )+( )<3S
2≤:= case14 W Hp, S,( ) S LrgA W Hp,( )<
3S
2≤:=
P2g2.3a_o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) load9 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case9 W Hp, S,( )if
load10 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case10 W Hp, S,( )if
load11 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case11 W Hp, S,( )if
load12 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case12 W Hp, S,( )if
load13a Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case13 W Hp, S,( )if
load14a Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case14 W Hp, S,( )if
:=
P2g2.3b_o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) load9 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case9 W Hp, S,( )if
load10 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case10 W Hp, S,( )if
load11 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case11 W Hp, S,( )if
load12 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case12 W Hp, S,( )if
load13b Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case13 W Hp, S,( )if
load14b Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case14 W Hp, S,( )if
:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 38 / 82 BS6399, ENV3, ENV9
version 3.0
Load on the third arch: <1.29>
Walls:
load15 Vb Hp, He, sea, site, RI, W, L, Cpi, S,( ) qsC_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) S⋅:=
load16 Vb Hp, He, sea, site, RI, W, L, Cpi, S,( ) qsB_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) LgA W Hp,( )LgB W Hp, L,( )
3S
2−+
...
⋅
qsC_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) 2S LgA W Hp,( )LgB W Hp, L,( )+
...
−
⋅+
...
qsC_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( )S
2⋅+
...
:=
load17 Vb Hp, He, sea, site, RI, W, L, Cpi, S,( ) qsB_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( )S
2⋅
qsB_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) LgA W Hp,( )LgB W Hp, L,( )+
...
2S−
⋅+
...
qsC_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( )5S
2LgA W Hp,( )
LgB W Hp, L,( )+
...
−
⋅+
...
:=
case15 W Hp, L, S,( ) LgA W Hp,( ) LgB W Hp, L,( )+( )3S
2≤:=
case16 W Hp, L, S,( )3 S⋅
2LgA W Hp,( ) LgB W Hp, L,( )+( )< 2S≤:=
case17 W Hp, L, S,( ) 2 S⋅ LgA W Hp,( ) LgB W Hp, L,( )+( )<5S
2≤:=
P3gab1.4_o.u Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) load15 Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) case15 W Hp, L, S,( )if
load16 Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) case16 W Hp, L, S,( )if
load17 Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) case17 W Hp, L, S,( )if
:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 39 / 82 BS6399, ENV3, ENV9
version 3.0
Roof:
load18 Vb Hp, He, sea, site, RI, L, W, αr, Cpi, S,( ) qrD_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) S⋅:=
load19 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) qrC_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( ) LrgA W Hp,( )LrgC W Hp,( )
3S
2−+
...
⋅
qrD_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( ) 2 S LrgA W Hp,( )LrgC W Hp,( )+
...
−
⋅+
...
qrD_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( )S
2⋅+
...
:=
load20 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) qrC_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( )S
2⋅
qrC_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( ) LrgA W Hp,( )LrgC W Hp,( )+
...
2S−
⋅+
...
qrD_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( )5S
2
LrgA W Hp,( )LrgC W Hp,( )+
...
−+
...
⋅+
...
:=
case18 W Hp, S,( ) LrgA W Hp,( ) LrgC W Hp,( )+( )3S
2≤:=
case19 W Hp, S,( )3S
2LrgA W Hp,( ) LrgC W Hp,( )+( )< 2S≤:=
case20 W Hp, S,( ) 2S LrgA W Hp,( ) LrgC W Hp,( )+( )<5S
2≤:=
P3g2.3_o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) load18 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case18 W Hp, S,( )if
load19 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case19 W Hp, S,( )if
load20 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case20 W Hp, S,( )if
:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 40 / 82 BS6399, ENV3, ENV9
version 3.0
Load on the fourth arch: <1.30>
Walls:
load21 Vb Hp, He, sea, site, RI, W, L, Cpi, S,( ) qsC_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) S⋅:=
load22 Vb Hp, He, sea, site, RI, W, L, c, Cpi, S,( ) qsB_o.u Vb Hp, He, sea, site, RI, W, L, c, Cpi,( ) LgA W Hp,( )LgB W Hp, L,( )
5S
2−+
...
⋅
qsC_o.u Vb Hp, He, sea, site, RI, W, L, c, Cpi,( ) 3S LgA W Hp,( )LgB W Hp, L,( )+
...
−
⋅+
...
qsC_o.u Vb Hp, He, sea, site, RI, W, L, c, Cpi,( )S
2⋅+
...
:=
load23 Vb Hp, He, sea, site, RI, W, L, Cpi, S,( ) qsB_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( )S
2⋅
qsB_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) LgA W Hp,( )LgB W Hp, L,( )+
...
3S−
⋅+
...
qsC_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( )7S
2LgA W Hp,( )
LgB W Hp, L,( )+
...
−
⋅+
...
:=
case21 W Hp, L, S,( ) LgA W Hp,( ) LgB W Hp, L,( )+( )5S
2≤:=
case22 W Hp, L, S,( )5 S⋅
2LgA W Hp,( ) LgB W Hp, L,( )+( )< 3S≤:=
case23 W Hp, L, S,( ) 3 S⋅ LgA W Hp,( ) LgB W Hp, L,( )+( )<7S
2≤:=
P4gab1.4_o.u Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) load21 Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) case21 W Hp, L, S,( )if
load22 Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) case22 W Hp, L, S,( )if
load23 Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) case23 W Hp, L, S,( )if
:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 41 / 82 BS6399, ENV3, ENV9
version 3.0
Roof:
load24 Vb Hp, He, sea, site, RI, L, W, αr, Cpi, S,( ) qrD_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) S⋅:=
load25 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) qrC_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( ) LrgA W Hp,( )LrgC W Hp,( )
5S
2−+
...
⋅
qrD_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( ) 3 S LrgA W Hp,( )LrgC W Hp,( )+
...
−
⋅+
...
qrD_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( )S
2⋅+
...
:=
load26 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) qrC_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( )S
2⋅
qrC_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( ) LrgA W Hp,( )LrgC W Hp,( )+
...
3S−
⋅+
...
qrD_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( )7S
2
LrgA W Hp,( )LrgC W Hp,( )+
...
−+
...
⋅+
...
:=
case24 W Hp, S,( ) LrgA W Hp,( ) LrgC W Hp,( )+( )5S
2≤:=
case25 W Hp, S,( )5S
2LrgA W Hp,( ) LrgC W Hp,( )+( )< 3S≤:=
case26 W Hp, S,( ) 3S LrgA W Hp,( ) LrgC W Hp,( )+( )<7S
2≤:=
P4g2.3_o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) load24 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case24 W Hp, S,( )if
load25 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case25 W Hp, S,( )if
load26 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case26 W Hp, S,( )if
:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 42 / 82 BS6399, ENV3, ENV9
version 3.0
Load on the �fth arch: <1.31>
Walls:
load27 Vb Hp, He, sea, site, RI, W, L, Cpi, S,( ) qsC_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) S⋅:=
load28 Vb Hp, He, sea, site, RI, W, L, Cpi, S,( ) qsB_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) LgA W Hp,( )LgB W Hp, L,( )
7S
2−+
...
⋅
qsC_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) 4S LgA W Hp,( )LgB W Hp, L,( )+
...
−
⋅+
...
qsC_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( )S
2⋅+
...
:=
load29 Vb Hp, He, sea, site, RI, W, L, Cpi, S,( ) qsB_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( )S
2⋅
qsB_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( ) LgA W Hp,( )LgB W Hp, L,( )+
...
4S−
⋅+
...
qsC_o.u Vb Hp, He, sea, site, RI, W, L, Cpi,( )9S
2LgA W Hp,( )
LgB W Hp, L,( )+
...
−
⋅+
...
:=
case27 W Hp, L, S,( ) LgA W Hp,( ) LgB W Hp, L,( )+( )7S
2≤:=
case28 W Hp, L, S,( )7 S⋅
2LgA W Hp,( ) LgB W Hp, L,( )+( )< 4S≤:=
case29 W Hp, L, S,( ) 4 S⋅ LgA W Hp,( ) LgB W Hp, L,( )+( )<9S
2≤:=
P5gab1.4_o.u Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) load27 Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) case27 W Hp, L, S,( )if
load28 Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) case28 W Hp, L, S,( )if
load29 Vb Hp, He, se, si, RI, W, L, Cpi, S,( ) case29 W Hp, L, S,( )if
:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 43 / 82 BS6399, ENV3, ENV9
version 3.0
Roof:
load30 Vb Hp, He, sea, site, RI, L, W, αr, Cpi, S,( ) qrD_g.o.u Vb Hp, He, sea, site, RI, L, W, αr, Cpi,( ) S⋅:=
load31 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) qrC_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( ) LrgA W Hp,( )LrgC W Hp,( )
7S
2−+
...
⋅
qrD_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( ) 4 S LrgA W Hp,( )LrgC W Hp,( )+
...
−
⋅+
...
qrD_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( )S
2⋅+
...
:=
load32 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) qrC_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( )S
2⋅
qrC_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( ) LrgA W Hp,( )LrgC W Hp,( )+
...
4S−
⋅+
...
qrD_g.o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi,( )9S
2
LrgA W Hp,( )LrgC W Hp,( )+
...
−+
...
⋅+
...
:=
case30 W Hp, S,( ) LrgA W Hp,( ) LrgC W Hp,( )+( )7S
2≤:=
case31 W Hp, S,( )7S
2LrgA W Hp,( ) LrgC W Hp,( )+( )< 4S≤:=
case32 W Hp, S,( ) 4S LrgA W Hp,( ) LrgC W Hp,( )+( )<9S
2≤:=
P5g2.3_o.u Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) load30 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case30 W Hp, S,( )if
load31 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case31 W Hp, S,( )if
load32 Vb Hp, He, se, si, RI, L, W, αr, Cpi, S,( ) case32 W Hp, S,( )if
:=
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 44 / 82 BS6399, ENV3, ENV9
version 3.0
1.3. Load combinations.
The different load combinations that will be checked, (+ the combination factors), are automatically generated by the computer program according to the desired norm.
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 45 / 82 BS6399, ENV3, ENV9
version 3.0
Aalu310 4375 mm2
⋅:=
Moment of inertiain the y-direction
Iy_alu380 1.27 108
⋅ mm4
⋅:= Iy_alu310 5.05 107
⋅ mm4
⋅:=
Moment of inertiain the z-direction
Iz_alu380 3.33 107
⋅ mm4
⋅:= Iz_alu310 1.25 107
⋅ mm4
⋅:=
Height of the pro'le in y-direction
yy_alu380 190 mm⋅:= yy_alu310 155 mm⋅:=
Height of thepro'le in z-direction
yz_alu380 83 mm⋅:= yz_alu310 65 mm⋅:=
Elastic resistancein the y-direction
Wely_alu380 6.66 105
⋅ mm3
⋅:= Wely_alu310 3.26 105
⋅ mm3
⋅:=
Elastic resistancein the z-direction
Welz_alu380 4.01 105
⋅ mm3
⋅:= Welz_alu310 1.92 105
⋅ mm3
⋅:=
Plastic resistancein the y-direction
Wply_alu380 8.66 105
⋅ mm3
⋅:= Wply_alu310 4.26 105
⋅ mm3
⋅:=
Plastic resistancein the z-direction
Wplz_alu380 4.66 105
⋅ mm3
⋅:= Wplz_alu310 2.22 105
⋅ mm3
⋅:=
Doc. 2. Materials.
2.1. Properties.
γM 1.1:= partial safety factor
γMb 1.25:= partial safety factor for bolts and pins
γMr 1.25:= partial safety factor for rivets
2.2. Aluminium.
Quality = 6061 T6.
Yield stress Re_alu 240N
mm2
⋅:= Modulus of elasticity Ealu 70000N
mm2
⋅:=
Tensile strength Rt_alu 260N
mm2
⋅:= Admissible stress σadm_alu
Re_alu
γM
:=
2.2.1. ALU 380/166 2.2.2. ALU 310/130
Wall thickness talu380 6mm:= talu310 4.5mm:=
Section Aalu380 7216 mm2
⋅:=
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2.2.5. ALU 297_24.5/117 2.2.6. ALU 310+297_8
Wall thickness talu297_24.5 4mm:= talu310297_8 talu310 talu297_8+:=
Section Aalu297_24.5 5574 mm2
⋅:= Aalu310297_8 7884 mm2
⋅:=
Moment of inertiain the y-direction
Iy_alu297_24.5 7.46 107
⋅ mm4
⋅:= Iy_alu310297_8 8.91 107
⋅ mm4
⋅:=
Moment of inertiain the z-direction
Iz_alu297_24.5 7.60 106
⋅ mm4
⋅:= Iz_alu310297_8 1.94 107
⋅ mm4
⋅:=
Height of the pro'le in y-direction
yy_alu297_24.5 148.5 mm⋅:=
Wplz_alu310297_8 3.64 105
⋅ mm3
⋅:=Wplz_alu297_24.5 1.75 105
⋅ mm3
⋅:=Plastic resistancein the z-direction
Wply_alu310297_8 7.56 105
⋅ mm3
⋅:=Wply_alu297_24.5 6.02 105
⋅ mm3
⋅:=Plastic resistancein the y-direction
Welz_alu310297_8 2.98 105
⋅ mm3
⋅:=Welz_alu297_24.5 1.30 105
⋅ mm3
⋅:=Elastic resistancein the z-direction
Wely_alu310297_8 5.75 105
⋅ mm3
⋅:=Wely_alu297_24.5 5.02 105
⋅ mm3
⋅:=Elastic resistancein the y-direction
yz_alu310297_8 65 mm⋅:=yz_alu297_24.5 58.5 mm⋅:=Height of thepro'le in z-direction
yy_alu310297_8 155 mm⋅:=
2.2.3. ALU 297_8/117 2.2.4. ALU 297_11/117
Wall thickness talu297_8 4mm:= talu297_11 4.5mm:=
Section Aalu297_8 3509 mm2
⋅:= Aalu297_11 4237 mm2
⋅:=
Moment of inertiain the y-direction
Iy_alu297_8 3.86 107
⋅ mm4
⋅:= Iy_alu297_11 4.89 107
⋅ mm4
⋅:=
Moment of inertiain the z-direction
Iz_alu297_8 6.88 106
⋅ mm4
⋅:= Iz_alu297_11 7.78 106
⋅ mm4
⋅:=
Height of the pro'le in y-direction
Wplz_alu297_11 1.63 105
⋅ mm3
⋅:=Wplz_alu297_8 1.41 105
⋅ mm3
⋅:=Plastic resistancein the z-direction
Wply_alu297_11 4.11 105
⋅ mm3
⋅:=Wply_alu297_8 3.30 105
⋅ mm3
⋅:=Plastic resistancein the y-direction
Welz_alu297_11 1.33 105
⋅ mm3
⋅:=Welz_alu297_8 1.18 105
⋅ mm3
⋅:=Elastic resistancein the z-direction
Wely_alu297_11 3.25 105
⋅ mm3
⋅:=Wely_alu297_8 2.56 105
⋅ mm3
⋅:=Elastic resistancein the y-direction
yz_alu297_11 58.5 mm⋅:=yz_alu297_8 58.5 mm⋅:=Height of thepro'le in z-direction
yy_alu297_11 148.5 mm⋅:=yy_alu297_8 148.5 mm⋅:=
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2.2.9. ALU 270/100 2.2.10. ALU 260/91
Wall thickness talu270 3.5 mm⋅:= talu260 4mm:=
Section Aalu270 3110 mm2
⋅:= Aalu260 3257 mm2
⋅:=
Moment of inertiain the y-direction
Iy_alu270 2.71 107
⋅ mm4
⋅:= Iy_alu260 2.55 107
⋅ mm4
⋅:=
Moment of inertiain the z-direction
Iz_alu270 5.11 106
⋅ mm4
⋅:= Iz_alu260 3.58 106
⋅ mm4
⋅:=
Height of the pro'le in y-direction
yy_alu270 135 mm⋅:=
Wplz_alu260 9.95 104
⋅ mm3
⋅:=Wplz_alu270 1.20 105
⋅ mm3
⋅:=Plastic resistancein the z-direction
Wply_alu260 2.60 105
⋅ mm3
⋅:=Wply_alu270 2.64 105
⋅ mm3
⋅:=Plastic resistancein the y-direction
Welz_alu260 7.86 104
⋅ mm3
⋅:=Welz_alu270 1.02 105
⋅ mm3
⋅:=Elastic resistancein the z-direction
Wely_alu260 1.96 105
⋅ mm3
⋅:=Wely_alu270 2.01 105
⋅ mm3
⋅:=Elastic resistancein the y-direction
yz_alu260 45.5 mm⋅:=yz_alu270 50 mm⋅:=Height of thepro'le in z-direction
yy_alu260 130 mm⋅:=
2.2.7. ALU 310+297_11 2.2.8. ALU 310+297_24.5
talu310297_11 talu310 talu297_11+:= talu310297_24.5 talu310 talu297_24.5+:=Wall thickness
Aalu310297_11 8612 mm2
⋅:= Aalu310297_24.5 9949 mm2
⋅:=Section
Moment of inertiain the y-direction
Iy_alu310297_11 9.94 107
⋅ mm4
⋅:= Iy_alu310297_24.5 1.25 108
⋅ mm4
⋅:=
Moment of inertiain the z-direction
Iz_alu310297_11 2.03 107
⋅ mm4
⋅:= Iz_alu310297_24.5 2.01 107
⋅ mm4
⋅:=
Height of the pro'le in y-direction
Wplz_alu310297_24.5 3.97 105
⋅ mm3
⋅:=Wplz_alu310297_11 3.86 105
⋅ mm3
⋅:=Plastic resistancein the z-direction
Wply_alu310297_24.5 1.03 106
⋅ mm3
⋅:=Wply_alu310297_11 8.37 105
⋅ mm3
⋅:=Plastic resistancein the y-direction
Welz_alu310297_24.5 3.09 105
⋅ mm3
⋅:=Welz_alu310297_11 3.12 105
⋅ mm3
⋅:=Elastic resistancein the z-direction
Wely_alu310297_24.5 8.07 105
⋅ mm3
⋅:=Wely_alu310297_11 6.41 105
⋅ mm3
⋅:=Elastic resistancein the y-direction
yz_alu310297_24.5 65 mm⋅:=yz_alu310297_11 65 mm⋅:=Height of thepro'le in z-direction
yy_alu310297_24.5 155 mm⋅:=yy_alu310297_11 155 mm⋅:=
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2.2.13. ALU 232/92 2.2.14. ALU 240+232
Wall thickness talu232 3mm:= talu240232 talu240 talu232+:=
Section Aalu232 2371 mm2
⋅:= Aalu240232 4691 mm2
⋅:=
Moment of inertiain the y-direction
Iy_alu232 1.62 107
⋅ mm4
⋅:= Iy_alu240232 3.29 107
⋅ mm4
⋅:=
Moment of inertiain the z-direction
Iz_alu232 2.69 106
⋅ mm4
⋅:= Iz_alu240232 6.58 106
⋅ mm4
⋅:=
Height of the pro'le in y-direction
yy_alu232 116 mm⋅:=
Wplz_alu240232 1.63 105
⋅ mm3
⋅:=Wplz_alu232 7.25 104
⋅ mm3
⋅:=Plastic resistancein the z-direction
Wply_alu240232 3.57 105
⋅ mm3
⋅:=Wply_alu232 1.78 105
⋅ mm3
⋅:=Plastic resistancein the y-direction
Welz_alu240232 1.32 105
⋅ mm3
⋅:=Welz_alu232 5.85 104
⋅ mm3
⋅:=Elastic resistancein the z-direction
Wely_alu240232 2.74 105
⋅ mm3
⋅:=Wely_alu232 1.39 105
⋅ mm3
⋅:=Elastic resistancein the y-direction
yz_alu240232 50 mm⋅:=yz_alu232 46 mm⋅:=Height of thepro'le in z-direction
yy_alu240232 120 mm⋅:=
2.2.11. ALU 270+260 2.2.12. ALU 240/100
talu270260 talu270 talu260+:= talu240 3 mm⋅:=Wall thickness
Aalu270260 6367 mm2
⋅:= Aalu240 2320 mm2
⋅:=Section
Moment of inertiain the y-direction
Iy_alu270260 5.26 107
⋅ mm4
⋅:= Iy_alu240 1.68 107
⋅ mm4
⋅:=
Moment of inertiain the z-direction
Iz_alu270260 8.69 106
⋅ mm4
⋅:= Iz_alu240 3.90 106
⋅ mm4
⋅:=
Height of the pro'le in y-direction
Wplz_alu240 9.04 104
⋅ mm3
⋅:=Wplz_alu270260 2.19 105
⋅ mm3
⋅:=Plastic resistancein the z-direction
Wply_alu240 1.79 105
⋅ mm3
⋅:=Wply_alu270260 5.25 105
⋅ mm3
⋅:=Plastic resistancein the y-direction
Welz_alu240 7.79 104
⋅ mm3
⋅:=Welz_alu270260 1.74 105
⋅ mm3
⋅:=Elastic resistancein the z-direction
Wely_alu240 1.40 105
⋅ mm3
⋅:=Wely_alu270260 3.90 105
⋅ mm3
⋅:=Elastic resistancein the y-direction
yz_alu240 50 mm⋅:=yz_alu270260 50 mm⋅:=Height of thepro'le in z-direction
yy_alu240 120 mm⋅:=yy_alu270260 135 mm⋅:=
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2.2.17. ALU 133/70 + ALU 80/5 2.2.18. ALU 130/70
Wall thickness talu133r 8mm:= talu130 3mm:=
Section Aalu133r 2404 mm2
⋅:= Aalu130 1497 mm2
⋅:=
Moment of inertiain the y-direction
Iy_alu133r 4.25 106
⋅ mm4
⋅:= Iy_alu130 3.12 106
⋅ mm4
⋅:=
Moment of inertiain the z-direction
Iz_alu133r 2.18 106
⋅ mm4
⋅:= Iz_alu130 1.12 106
⋅ mm4
⋅:=
Height of the pro'le in y-direction
yy_alu133r 66.5 mm⋅:=
Wplz_alu130 3.80 104
⋅ mm3
⋅:=Wplz_alu133r 6.77 104
⋅ mm3
⋅:=Plastic resistancein the z-direction
Wply_alu130 6.31 104
⋅ mm3
⋅:=Wply_alu133r 8.81 104
⋅ mm3
⋅:=Plastic resistancein the y-direction
Welz_alu130 3.19 104
⋅ mm3
⋅:=Welz_alu133r 5.46 104
⋅ mm3
⋅:=Elastic resistancein the z-direction
Wely_alu130 4.81 104
⋅ mm3
⋅:=Wely_alu133r 6.37 104
⋅ mm3
⋅:=Elastic resistancein the y-direction
yz_alu130 35 mm⋅:=yz_alu133r 40 mm⋅:=Height of thepro'le in z-direction
yy_alu130 65 mm⋅:=
2.2.15. ALU 158/100 2.2.16. ALU 133/70
talu158 2.5mm:= talu133 3mm:=Wall thicknessSection
Aalu158 1836 mm2
⋅:= Aalu133 1604 mm2
⋅:=Moment of inertiain the y-direction Iy_alu158 6.41 10
6⋅ mm
4⋅:= Iy_alu133 3.82 10
6⋅ mm
4⋅:=
Moment of inertiain the z-direction Iz_alu158 2.74 10
6⋅ mm
4⋅:= Iz_alu133 1.06 10
6⋅ mm
4⋅:=
Height of the pro'le in y-direction
Wplz_alu133 3.77 104
⋅ mm3
⋅:=Wplz_alu158 6.67 104
⋅ mm3
⋅:=Plastic resistancein the z-direction
Wply_alu133 7.21 104
⋅ mm3
⋅:=Wply_alu158 1.01 105
⋅ mm3
⋅:=Plastic resistancein the y-direction
Welz_alu133 3.02 104
⋅ mm3
⋅:=Welz_alu158 5.49 104
⋅ mm3
⋅:=Elastic resistancein the z-direction
Wely_alu133 5.74 104
⋅ mm3
⋅:=Wely_alu158 8.12 104
⋅ mm3
⋅:=Elastic resistancein the y-direction
yz_alu133 35 mm⋅:=yz_alu158 50 mm⋅:=Height of thepro'le in z-direction
yy_alu133 66.5 mm⋅:=yy_alu158 79 mm⋅:=
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2.2.21. ALU 70/70/4.5 2.2.22. ALU 88/66/2/3
Wall thickness talu70 4.5mm:= talu88 2mm:=
Section Aalu70 1165 mm2
⋅:= Aalu88 720 mm2
⋅:=
Moment of inertiain the y-direction
Iy_alu70 8.29 105
⋅ mm4
⋅:= Iy_alu88 8.90 105
⋅ mm4
⋅:=
Moment of inertiain the z-direction
Iz_alu70 8.29 105
⋅ mm4
⋅:= Iz_alu88 4.75 105
⋅ mm4
⋅:=
Height of the pro'le in y-direction
yy_alu70 35 mm⋅:=
Wplz_alu88 1.69 104
⋅ mm3
⋅:=Wplz_alu70 2.85 104
⋅ mm3
⋅:=Plastic resistancein the z-direction
Wply_alu88 2.34 104
⋅ mm3
⋅:=Wply_alu70 2.85 104
⋅ mm3
⋅:=Plastic resistancein the y-direction
Welz_alu88 1.44 104
⋅ mm3
⋅:=Welz_alu70 2.37 104
⋅ mm3
⋅:=Elastic resistancein the z-direction
Wely_alu88 2.02 104
⋅ mm3
⋅:=Wely_alu70 2.37 104
⋅ mm3
⋅:=Elastic resistancein the y-direction
yz_alu88 33 mm⋅:=yz_alu70 35 mm⋅:=Height of thepro'le in z-direction
yy_alu88 44 mm⋅:=
2.2.19. ALU 129/89/3.1 2.2.20. ALU 97/77/2.25
Wall thickness talu129 3.1mm:= talu97 3.1mm:=
Section Aalu129 1290 mm2
⋅:= Aalu97 747 mm2
⋅:=
Moment of inertiain the y-direction
Iy_alu129 3.05 106
⋅ mm4
⋅:= Iy_alu97 1.04 106
⋅ mm4
⋅:=
Moment of inertiain the z-direction
Iz_alu129 1.72 106
⋅ mm4
⋅:= Iz_alu97 7.29 105
⋅ mm4
⋅:=
Height of the pro'le in y-direction
Wplz_alu97 2.16 104
⋅ mm3
⋅:=Wplz_alu129 4.39 104
⋅ mm3
⋅:=Plastic resistancein the z-direction
Wply_alu97 2.53 104
⋅ mm3
⋅:=Wply_alu129 5.66 104
⋅ mm3
⋅:=Plastic resistancein the y-direction
Welz_alu97 1.89 104
⋅ mm3
⋅:=Welz_alu129 3.87 104
⋅ mm3
⋅:=Elastic resistancein the z-direction
Wely_alu97 2.14 104
⋅ mm3
⋅:=Wely_alu129 4.72 104
⋅ mm3
⋅:=Elastic resistancein the y-direction
yz_alu97 38.5 mm⋅:=yz_alu129 44.5 mm⋅:=Height of thepro'le in z-direction
yy_alu97 48.5 mm⋅:=yy_alu129 64.5 mm⋅:=
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yy_alu60 30 mm⋅:=
Height of thepro'le in z-direction
yz_alu7050 25 mm⋅:= yz_alu60 30 mm⋅:=
Elastic resistancein the y-direction
Wely_alu7050 1.19 104
⋅ mm3
⋅:= Wely_alu60 1.17 104
⋅ mm3
⋅:=
Elastic resistancein the z-direction
Welz_alu7050 9.17 103
⋅ mm3
⋅:= Welz_alu60 1.17 104
⋅ mm3
⋅:=
Plastic resistancein the y-direction
Wply_alu7050 1.44 104
⋅ mm3
⋅:= Wply_alu60 1.39 104
⋅ mm3
⋅:=
Plastic resistancein the z-direction
Wplz_alu7050 1.08 104
⋅ mm3
⋅:= Wplz_alu60 1.39 104
⋅ mm3
⋅:=
2.2.23. ALU 70/50/2.5/3 2.2.24. ALU 60/60/3
Wall thickness talu7050 2.5mm:= talu60 3mm:=
Section Aalu7050 596 mm2
⋅:= Aalu60 660 mm2
⋅:=
Moment of inertiain the y-direction
Iy_alu7050 4.18 105
⋅ mm4
⋅:= Iy_alu60 3.51 105
⋅ mm4
⋅:=
Moment of inertiain the z-direction
Iz_alu7050 2.29 105
⋅ mm4
⋅:= Iz_alu60 3.51 105
⋅ mm4
⋅:=
Height of the pro'le in y-direction
yy_alu7050 35 mm⋅:=
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Moment of inertiain the z-direction
Iz_K70_2 4.20 105
⋅ mm4
⋅:= Iz_K70_3 6.01 105
⋅ mm4
⋅:=
Height of the pro'le in y-direction
yy_K70_2 35 mm⋅:= yy_K70_3 35 mm⋅:=
Height of thepro'le in z-direction
yz_K70_2 35 mm⋅:= yz_K70_3 35 mm⋅:=
Elastic resistancein the y-direction
Wely_K70_2 1.20 104
⋅ mm3
⋅:= Wely_K70_3 1.72 104
⋅ mm3
⋅:=
Elastic resistancein the z-direction
Welz_K70_2 1.20 104
⋅ mm3
⋅:= Welz_K70_3 1.72 104
⋅ mm3
⋅:=
Plastic resistancein the y-direction
Wply_K70_2 1.39 104
⋅ mm3
⋅:= Wply_K70_3 2.02 104
⋅ mm3
⋅:=
Plastic resistancein the z-direction
Wplz_K70_2 1.39 104
⋅ mm3
⋅:= Wplz_K70_3 2.02 104
⋅ mm3
⋅:=
2.3. Steel. Steel quality S235. Steel quality S355.
Yield stress Re_S235 235N
mm2
⋅:= Re_S355 355N
mm2
⋅:=
Tensile strength Rt_S235 360N
mm2
⋅:= Rt_S355 510N
mm2
⋅:=
Admissible stress σadm_S235
Re_S235
γM
:= σadm_S355
Re_S355
γM
:=
Modulus of elasticity Esteel 210000N
mm2
⋅:=
2.3.1. K70/70/2. 2.3.2. K70/70/3.
Section AK70_2 544 mm2
⋅:= AK70_3 800 mm2
⋅:=
Moment of inertiain the y-direction
Iy_K70_2 4.20 105
⋅ mm4
⋅:= Iy_K70_3 6.01 105
⋅ mm4
⋅:=
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Wely_K80 2.93 104
⋅ mm3
⋅:= Wely_K120 5.21 104
⋅ mm3
⋅:=
Elastic resistancein the z-direction
Welz_K80 2.93 104
⋅ mm3
⋅:= Welz_K120 5.34 104
⋅ mm3
⋅:=
Plastic resistancein the y-direction
Wply_K80 3.47 104
⋅ mm3
⋅:= Wply_K120 6.16 104
⋅ mm3
⋅:=
Plastic resistancein the z-direction
Wplz_K80 3.47 104
⋅ mm3
⋅:= Wplz_K120 6.16 104
⋅ mm3
⋅:=
2.4. Bolts - class = 8.8.
Yield stress Re_bolt 640N
mm2
⋅:=
Tensile strength Rt_bolt 800N
mm2
⋅:=
σadm material( ) σadm_alu material Re_alu=if
σadm_S235 material Re_S235=if
σadm_S355 material Re_S355=if
:=
2.3.3. K80/80/4. 2.3.4. K120/120/3.
Section AK80 1200 mm2
⋅:= AK120 1380 mm2
⋅:=
Moment of inertiain the y-direction
Iy_K80 1.17 107
⋅ mm4
⋅:= Iy_K120 3.12 106
⋅ mm4
⋅:=
Moment of inertiain the z-direction
Iz_K80 1.17 107
⋅ mm4
⋅:= Iz_K120 3.12 106
⋅ mm4
⋅:=
Height of the pro'le in y-direction
yy_K80 40 mm⋅:= yy_K120 60 mm⋅:=
Height of thepro'le in z-direction
yz_K80 40 mm⋅:= yz_K120 60 mm⋅:=
Elastic resistancein the y-direction
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Doc. 3. Aluminium pro(le. acc. to ENV 1999-1-1: Mai 1998
talu profile( ) "not used" profile 0=if
talu60 profile 1=if
talu7050 profile 2=if
talu88 profile 3=if
talu70 profile 4=if
talu97 profile 5=if
talu129 profile 6=if
talu130 profile 7=if
talu133 profile 8=if
talu133r profile 9=if
talu158 profile 10=if
talu240 profile 20=if
talu232 profile 200=if
talu240232 profile 220=if
talu270 profile 30=if
talu260 profile 300=if
talu270260 profile 330=if
talu310 profile 40=if
talu297_8 profile 400=if
talu297_11 profile 401=if
talu297_24.5 profile 402=if
talu310297_8 profile 440=if
talu310297_11 profile 441=if
talu310297_24.5 profile 442=if
talu380 profile 50=if
:= dalu profile( ) "not used" profile 0=if
54mm( ) profile 1=if
64mm( ) profile 2=if
82mm( ) profile 3=if
61mm( ) profile 4=if
92.5mm( ) profile 5=if
122.8mm( ) profile 6=if
96mm( ) profile 7=if
122mm( ) profile 8=if
80mm( ) profile 9=if
100mm( ) profile 10=if
168mm( ) profile 20=if
162mm( ) profile 200=if
162mm( ) profile 220=if
170mm( ) profile 30=if
164mm( ) profile 300=if
164mm( ) profile 330=if
205mm( ) profile 40=if
200mm( ) profile 400=if
200mm( ) profile 401=if
200mm( ) profile 402=if
200mm( ) profile 440=if
200mm( ) profile 441=if
200mm( ) profile 442=if
245mm( ) profile 50=if
:=
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Aalu profile( ) "not used" profile 0=if
Aalu60 profile 1=if
Aalu7050 profile 2=if
Aalu88 profile 3=if
Aalu70 profile 4=if
Aalu97 profile 5=if
Aalu129 profile 6=if
Aalu130 profile 7=if
Aalu133 profile 8=if
Aalu133r profile 9=if
Aalu158 profile 10=if
Aalu240 profile 20=if
Aalu232 profile 200=if
Aalu240232 profile 220=if
Aalu270 profile 30=if
Aalu260 profile 300=if
Aalu270260 profile 330=if
Aalu310 profile 40=if
Aalu297_8 profile 400=if
Aalu297_11 profile 401=if
Aalu297_24.5 profile 402=if
Aalu310297_8 profile 440=if
Aalu310297_11 profile 441=if
Aalu310297_24.5 profile 442=if
Aalu380 profile 50=if
:=
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\doc v3.0.mcd
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version 3.0
yy_alu profile( ) "not used" profile 0=if
yy_alu60 profile 1=if
yy_alu7050 profile 2=if
yy_alu88 profile 3=if
yy_alu70 profile 4=if
yy_alu97 profile 5=if
yy_alu129 profile 6=if
yy_alu130 profile 7=if
yy_alu133 profile 8=if
yy_alu133r profile 9=if
yy_alu158 profile 10=if
yy_alu240 profile 20=if
yy_alu232 profile 200=if
yy_alu240232 profile 220=if
yy_alu270 profile 30=if
yy_alu260 profile 300=if
yy_alu270260 profile 330=if
yy_alu310 profile 40=if
yy_alu297_8 profile 400=if
yy_alu297_11 profile 401=if
yy_alu297_24.5 profile 402=if
yy_alu310297_8 profile 440=if
yy_alu310297_11 profile 441=if
yy_alu310297_24.5 profile 442=if
yy_alu380 profile 50=if
:= yz_alu profile( ) "not used" profile 0=if
yz_alu60 profile 1=if
yz_alu7050 profile 2=if
yz_alu88 profile 3=if
yz_alu70 profile 4=if
yz_alu97 profile 5=if
yz_alu129 profile 6=if
yz_alu130 profile 7=if
yz_alu133 profile 8=if
yz_alu133r profile 9=if
yz_alu158 profile 10=if
yz_alu240 profile 20=if
yz_alu232 profile 200=if
yz_alu240232 profile 220=if
yz_alu270 profile 30=if
yz_alu260 profile 300=if
yz_alu270260 profile 330=if
yz_alu310 profile 40=if
yz_alu297_8 profile 400=if
yz_alu297_11 profile 401=if
yz_alu297_24.5 profile 402=if
yz_alu310297_8 profile 440=if
yz_alu310297_11 profile 441=if
yz_alu310297_24.5 profile 442=if
yz_alu380 profile 50=if
:=
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\doc v3.0.mcd
page 57 / 82 BS6399, ENV3, ENV9
version 3.0
Iy_alu profile( ) "not used" profile 0=if
Iy_alu60 profile 1=if
Iy_alu7050 profile 2=if
Iy_alu88 profile 3=if
Iy_alu70 profile 4=if
Iy_alu97 profile 5=if
Iy_alu129 profile 6=if
Iy_alu130 profile 7=if
Iy_alu133 profile 8=if
Iy_alu133r profile 9=if
Iy_alu158 profile 10=if
Iy_alu240 profile 20=if
Iy_alu232 profile 200=if
Iy_alu240232 profile 220=if
Iy_alu270 profile 30=if
Iy_alu260 profile 300=if
Iy_alu270260 profile 330=if
Iy_alu310 profile 40=if
Iy_alu297_8 profile 400=if
Iy_alu297_11 profile 401=if
Iy_alu297_24.5 profile 402=if
Iy_alu310297_8 profile 440=if
Iy_alu310297_11 profile 441=if
Iy_alu310297_24.5 profile 442=if
Iy_alu380 profile 50=if
:= Iz_alu profile( ) "not used" profile 0=if
Iz_alu60 profile 1=if
Iz_alu7050 profile 2=if
Iz_alu88 profile 3=if
Iz_alu70 profile 4=if
Iz_alu97 profile 5=if
Iz_alu129 profile 6=if
Iz_alu130 profile 7=if
Iz_alu133 profile 8=if
Iz_alu133r profile 9=if
Iz_alu158 profile 10=if
Iz_alu240 profile 20=if
Iz_alu232 profile 200=if
Iz_alu240232 profile 220=if
Iz_alu270 profile 30=if
Iz_alu260 profile 300=if
Iz_alu270260 profile 330=if
Iz_alu310 profile 40=if
Iz_alu297_8 profile 400=if
Iz_alu297_11 profile 401=if
Iz_alu297_24.5 profile 402=if
Iz_alu310297_8 profile 440=if
Iz_alu310297_11 profile 441=if
Iz_alu310297_24.5 profile 442=if
Iz_alu380 profile 50=if
:=
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\doc v3.0.mcd
page 58 / 82 BS6399, ENV3, ENV9
version 3.0
Wply profile( ) "not used" profile 0=if
Wply_alu60 profile 1=if
Wply_alu7050 profile 2=if
Wply_alu88 profile 3=if
Wply_alu70 profile 4=if
Wply_alu97 profile 5=if
Wply_alu129 profile 6=if
Wply_alu130 profile 7=if
Wply_alu133 profile 8=if
Wply_alu133r profile 9=if
Wply_alu158 profile 10=if
Wply_alu240 profile 20=if
Wply_alu232 profile 200=if
Wply_alu240232 profile 220=if
Wply_alu270 profile 30=if
Wply_alu260 profile 300=if
Wply_alu270260 profile 330=if
Wply_alu310 profile 40=if
Wply_alu297_8 profile 400=if
Wply_alu297_11 profile 401=if
Wply_alu297_24.5 profile 402=if
Wply_alu310297_8 profile 440=if
Wply_alu310297_11 profile 441=if
Wply_alu310297_24.5 profile 442=if
Wply_alu380 profile 50=if
:= Wplz profile( ) "not used" profile 0=if
Wplz_alu60 profile 1=if
Wplz_alu7050 profile 2=if
Wplz_alu88 profile 3=if
Wplz_alu70 profile 4=if
Wplz_alu97 profile 5=if
Wplz_alu129 profile 6=if
Wplz_alu130 profile 7=if
Wplz_alu133 profile 8=if
Wplz_alu133r profile 9=if
Wplz_alu158 profile 10=if
Wplz_alu240 profile 20=if
Wplz_alu232 profile 200=if
Wplz_alu240232 profile 220=if
Wplz_alu270 profile 30=if
Wplz_alu260 profile 300=if
Wplz_alu270260 profile 330=if
Wplz_alu310 profile 40=if
Wplz_alu297_8 profile 400=if
Wplz_alu297_11 profile 401=if
Wplz_alu297_24.5 profile 402=if
Wplz_alu310297_8 profile 440=if
Wplz_alu310297_11 profile 441=if
Wplz_alu310297_24.5 profile 442=if
Wplz_alu380 profile 50=if
:=
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\doc v3.0.mcd
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version 3.0
Wely profile( ) "not used" profile 0=if
Wely_alu60 profile 1=if
Wely_alu7050 profile 2=if
Wely_alu88 profile 3=if
Wely_alu70 profile 4=if
Wely_alu97 profile 5=if
Wely_alu129 profile 6=if
Wely_alu130 profile 7=if
Wely_alu133 profile 8=if
Wely_alu133r profile 9=if
Wely_alu158 profile 10=if
Wely_alu240 profile 20=if
Wely_alu232 profile 200=if
Wely_alu240232 profile 220=if
Wely_alu270 profile 30=if
Wely_alu260 profile 300=if
Wely_alu270260 profile 330=if
Wely_alu310 profile 40=if
Wely_alu297_8 profile 400=if
Wely_alu297_11 profile 401=if
Wely_alu297_24.5 profile 402=if
Wely_alu310297_8 profile 440=if
Wely_alu310297_11 profile 441=if
Wely_alu310297_24.5 profile 442=if
Wely_alu380 profile 50=if
:= Welz profile( ) "not used" profile 0=if
Welz_alu60 profile 1=if
Welz_alu7050 profile 2=if
Welz_alu88 profile 3=if
Welz_alu70 profile 4=if
Welz_alu97 profile 5=if
Welz_alu129 profile 6=if
Welz_alu130 profile 7=if
Welz_alu133 profile 8=if
Welz_alu133r profile 9=if
Welz_alu158 profile 10=if
Welz_alu240 profile 20=if
Welz_alu232 profile 200=if
Welz_alu240232 profile 220=if
Welz_alu270 profile 30=if
Welz_alu260 profile 300=if
Welz_alu270260 profile 330=if
Welz_alu310 profile 40=if
Welz_alu297_8 profile 400=if
Welz_alu297_11 profile 401=if
Welz_alu297_24.5 profile 402=if
Welz_alu310297_8 profile 440=if
Welz_alu310297_11 profile 441=if
Welz_alu310297_24.5 profile 442=if
Welz_alu380 profile 50=if
:=
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\doc v3.0.mcd
page 60 / 82 BS6399, ENV3, ENV9
version 3.0
profcontrol profile( ) "not used" profile 0=if
"alu60/60/3" profile 1=if
"alu70/50/2.5/3" profile 2=if
"alu88/66/2" profile 3=if
"alu70/70/4.5" profile 4=if
"alu97/77/3.1" profile 5=if
"alu129/89/3.1" profile 6=if
"alu130/70" profile 7=if
"alu133/70" profile 8=if
"alu133/70+80/5" profile 9=if
"alu158/100" profile 10=if
"alu240/100" profile 20=if
"alu232/92" profile 200=if
"alu240+232" profile 220=if
"alu270/100" profile 30=if
"alu260/91" profile 300=if
"alu270+260" profile 330=if
"alu310/130" profile 40=if
"alu297_8/117" profile 400=if
"alu297_11/117" profile 401=if
"alu297_24.5/117" profile 402=if
"alu310+297_8" profile 440=if
"alu310+297_11" profile 441=if
"alu310+297_24.5" profile 442=if
"alu380/166" profile 50=if
:=
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\doc v3.0.mcd
page 61 / 82 BS6399, ENV3, ENV9
version 3.0
balu profile( ) "not used" profile 0=if
60mm profile 1=if
50mm profile 2=if
66mm profile 3=if
70mm profile 4=if
77mm profile 5=if
89mm profile 6=if
70mm profile 7=if
70mm profile 8=if
80mm profile 9=if
100mm profile 10=if
100mm profile 20=if
92mm profile 200=if
100mm profile 220=if
100mm profile 30=if
91mm profile 300=if
100mm profile 330=if
130mm profile 40=if
117mm profile 400=if
117mm profile 401=if
117mm profile 402=if
130mm profile 440=if
130mm profile 441=if
130mm profile 442=if
166mm profile 50=if
:= halu profile( ) "not used" profile 0=if
60mm profile 1=if
70mm profile 2=if
88mm profile 3=if
70mm profile 4=if
97mm profile 5=if
129mm profile 6=if
130mm profile 7=if
133mm profile 8=if
133mm profile 9=if
158mm profile 10=if
240mm profile 20=if
232mm profile 200=if
240mm profile 220=if
270mm profile 30=if
260mm profile 300=if
270mm profile 330=if
310mm profile 40=if
297mm profile 400=if
297mm profile 401=if
297mm profile 402=if
310mm profile 440=if
310mm profile 441=if
310mm profile 442=if
380mm profile 50=if
:=
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\doc v3.0.mcd
page 62 / 82 BS6399, ENV3, ENV9
version 3.0
αz profile( ) min 1.25Wplz profile( )
Welz profile( ),
classification profile( ) 1= 2∨if
min 1.25 1β3 β profile( )−
β3 β2−
Wplz profile( )
Welz profile( )1−
⋅+,
classification profile( ) 3=if
:=
form 5.15<3.2> αy profile( )Wply profile( )
Wely profile( )classification profile( ) 1= 2∨if
1β3 β profile( )−
β3 β2−
Wply profile( )
Wely profile( )1−
⋅+
classification profile( ) 3=if
:=
Shape factor (table 5.3, no welding)
Pro�le properties
<3.1> classification profile( ) 1 β profile( ) β1≤if
2 β1 β profile( )< β2≤if
3 β2 β profile( )< β3≤if
4 β3 β profile( )<if
:=
β3 22.454=β3 22 ε⋅:=
β2 16.33=β2 16 ε⋅:=
Table 5.1 (heat treated, unwelded)β1 11.227=β1 11 ε⋅:=
ε 1.021=ε
250N
mm2
⋅
Re_alu
:=
Slenderness parameter (art.5.4.3)β profile( ) 0.40dalu profile( )
talu profile( )
⋅:=
Pro�l classi�cation
Bending and axiale compression
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\doc v3.0.mcd
page 63 / 82 BS6399, ENV3, ENV9
version 3.0
<3.5> λbz profile kz, Lz,( )λz profile kz, Lz,( )
λ1
:=λby profile ky, Ly,( )λy profile ky, Ly,( )
λ1
:=
<3.4> λz profile kz, Lz,( )
kz Lz⋅
Iz_alu profile( )
Aalu profile( )
:=λy profile ky, Ly,( )ky Ly⋅
Iy_alu profile( )
Aalu profile( )
:=
λ1 53.653=λ1 πEalu
η Re_alu⋅⋅:=
Slenderness :
η 1.0:=
Values of imperfection factor (table 5.6, heat treated)λo 0.1:=
Values of imperfection factor (table 5.6, heat treated)α 0.20:=
Buckling stress ( art. 5.8.4.1)
for beams without localized weldsωx 1.0:=ωo 1.0:=
ψc 0.8:=
Hollow cross sections (art. 5.9.4.2(4))
Buckling control
Mzrd profile( )αz profile( ) Welz profile( )⋅ Re_alu⋅
γM
:=
Myrd profile( )αy profile( ) Wely profile( )⋅ Re_alu⋅
γM
:=
<3.3> Nrd profile( ) Aalu profile( )Re_alu
γM
⋅:=
ENV 1999-1-1, art. 5.9.4(6): Pro'le capacity
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
page 64 / 82 BS6399, ENV3, ENV9
version 3.0
Reduction coef�cients :
φy profile ky, Ly,( ) 0.5 1 α λby profile ky, Ly,( ) λo−( )⋅+ λby profile ky, Ly,( )2
+
⋅:= <3.6>
φz profile kz, Lz,( ) 0.5 1 α λbz profile kz, Lz,( ) λo−( )⋅+ λbz profile kz, Lz,( )2
+
⋅:=
χy profile ky, Ly,( )1
φy profile ky, Ly,( ) φy profile ky, Ly,( )2
λby profile ky, Ly,( )2
−+
:= form 5.33 <3.7>
χz profile kz, Lz,( )1
φz profile kz, Lz,( ) φz profile kz, Lz,( )2
λbz profile kz, Lz,( )2
−+
:=form 5.33
χmin profile ky, kz, Ly, Lz,( ) min χy profile ky, Ly,( ) χz profile kz, Lz,( ),( ):=
buckling profile ky, kz, Ly, Lz, NEd, MyEd, MzEd,( )NEd
χmin profile ky, kz, Ly, Lz,( ) ωx⋅ Nrd profile( )⋅
ψc
1
ωo
MyEd
Myrd profile( )
1.7
MzEd
Mzrd profile( )
1.7
+
...
0.6
⋅+
...:=form 5.46
<3.8>
DocumentJ:\Engineering\Berekeningen strukturen\Normen\BS
\doc v3.0.mcd
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version 3.0
Bending and axial tension
Hollow cross sections (art. 5.9.3.3(1))
ψ 1.3:=
ωo 1=
equation profile NEd, MyEd, MzEd,( )NEd
ωo Nrd profile( )⋅
ψ
MyEd
ωo Myrd profile( )⋅
1.7MzEd
ωo Mzrd profile( )⋅
1.7
+
0.6
+
...
:=form 5.43
<3.9>
Stress
σs profile NEd, MyEd, MzEd,( )NEd
Aalu profile( )
MyEd yy_alu profile( )⋅
Iy_alu profile( )+
MzEd yz_alu profile( )⋅
Iz_alu profile( )+:= <3.10>
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\doc v3.0.mcd
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version 3.0
Doc. 4. Steel pro(le. acc. to ENV 1993-1-1: April 1992
tw profile( ) 2mm( ) profile 60=if
3mm( ) profile 70=if
4mm( ) profile 80=if
3mm( ) profile 90=if
10mm( ) profile 100=if
:= tf profile( ) 2mm( ) profile 60=if
3mm( ) profile 70=if
4mm( ) profile 80=if
3mm( ) profile 90=if
0mm( ) profile 100=if
:=
dst profile( ) 66mm( ) profile 60=if
64mm( ) profile 70=if
72mm( ) profile 80=if
114mm( ) profile 90=if
80mm( ) profile 100=if
:= bst profile( ) 70mm( ) profile 60=if
70mm( ) profile 70=if
80mm( ) profile 80=if
120mm( ) profile 90=if
130mm( ) profile 100=if
:=
Asteel profile( ) "not used" profile 0=if
AK70_2 profile 60=if
AK70_3 profile 70=if
AK80 profile 80=if
AK120 profile 90=if
2 tw profile( ) dst profile( )⋅( ) profile 100=if
:=
yy_steel profile( ) yy_K70_2 profile 60=if
yy_K70_3 profile 70=if
yy_K80 profile 80=if
yy_K120 profile 90=if
dst profile( )
2profile 100=if
:= yz_steel profile( ) yz_K70_2 profile 60=if
yz_K70_3 profile 70=if
yz_K80 profile 80=if
yz_K120 profile 90=if
tw profile( )
2profile 100=if
:=
Iy_steel profile( ) "not used" profile 0=if
Iy_K70_2 profile 60=if
Iy_K70_3 profile 70=if
Iy_K80 profile 80=if
Iy_K120 profile 90=if
2tw profile( ) dst profile( )
3⋅
12⋅
profile 100=if
:=
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\doc v3.0.mcd
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version 3.0
Iz_steel profile( ) "not used" profile 0=if
Iz_K70_2 profile 60=if
Iz_K70_3 profile 70=if
Iz_K80 profile 80=if
Iz_K120 profile 90=if
dst profile( ) tw profile( )3
⋅
12
profile 100=if
:=
Wely_steel profile( ) "not used" profile 0=if
Wely_K70_2 profile 60=if
Wely_K70_3 profile 70=if
Wely_K80 profile 80=if
Wely_K120 profile 90=if
:= Welz_steel profile( ) "not used" profile 0=if
Welz_K70_2 profile 60=if
Welz_K70_3 profile 70=if
Welz_K80 profile 80=if
Welz_K120 profile 90=if
:=
Wply_steel profile( ) Wply_K70_2 profile 60=if
Wply_K70_3 profile 70=if
Wply_K80 profile 80=if
Wply_K120 profile 90=if
:= Wplz_steel profile( ) Wplz_K70_2 profile 60=if
Wplz_K70_3 profile 70=if
Wplz_K80 profile 80=if
Wplz_K120 profile 90=if
:=
profcontr_steel profile( ) "not used" profile 0=if
"K70/70/2" profile 60=if
"K70/70/3" profile 70=if
"K80/80/4" profile 80=if
"K120/120/3" profile 90=if
"plat 80/10" profile 100=if
:=
bsteel profile( ) "not used" profile 0=if
70mm( ) profile 60=if
70mm( ) profile 70=if
80mm( ) profile 80=if
120mm( ) profile 90=if
:= hsteel profile( ) "not used" profile 0=if
70mm( ) profile 60=if
70mm( ) profile 70=if
80mm( ) profile 80=if
120mm( ) profile 90=if
:=
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\doc v3.0.mcd
page 68 / 82 BS6399, ENV3, ENV9
version 3.0
Buckling control
Pro�le classi�cation
ε Re( )
235N
mm2
⋅
Re
:=
Table 5.3.1
classificationweb profile Re,( ) 1dst profile( )
tw profile( )72 ε Re( )⋅≤if
2 72 ε Re( )⋅dst profile( )
tw profile( )< 83 ε Re( )⋅≤if
3 83 ε Re( )⋅dst profile( )
tw profile( )< 124 ε Re( )⋅≤if
:=
classificationflange profile Re,( ) 1bst profile( ) 3 tf profile( )⋅−
tf profile( )33 ε Re( )⋅≤if
2 10 ε Re( )⋅bst profile( ) 3 tf profile( )⋅−
tf profile( )< 38 ε Re( )⋅≤if
3 11 ε Re( )⋅bst profile( ) 3 tf profile( )⋅−
tf profile( )< 42 ε Re( )⋅≤if
:=
classificationtot profile Re,( ) classificationweb profile Re,( ) tf profile( ) 0=if
max classificationweb profile Re,( ) classificationflange profile Re,( ),( ) otherwise
:=<4.1>
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\doc v3.0.mcd
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version 3.0
<4.8>form 5.46χsteel_y profile ky, Ly, Re,( )
1
φsteel_y profile ky, Ly, Re,( )
φsteel_y profile ky, Ly, Re,( )2
λsteel_by profile ky, Ly, Re,( )2
−+
...:=
φsteel_z profile kz, Lz, Re,( ) 0.5 1 αst_z profile( ) λsteel_bz profile kz, Lz, Re,( ) 0.2−( )⋅+ λsteel_bz profile kz, Lz, Re,( )2
+
⋅:=
<4.7>
φsteel_y profile ky, Ly, Re,( ) 0.5 1 αst_y profile( ) λsteel_by profile ky, Ly, Re,( ) 0.2−( )⋅+ λsteel_by profile ky, Ly, Re,( )2
+
⋅:=
Reduction coef�cients :
Table 5.5.3
<4.6>Table 5.5.1αst_z profile( ) 0.49 tf profile( ) 0=if
0.21 otherwise
:=αst_y profile( ) 0.49 tf profile( ) 0=if
0.21 otherwise
:=
Shape factor :
λsteel_bz profile kz, Lz, Re,( )λsteel_z profile kz, Lz,( )
λsteel_1 Re( )βA profile Re,( )⋅:=
<4.5>
λsteel_by profile ky, Ly, Re,( )λsteel_y profile ky, Ly,( )
λsteel_1 Re( )βA profile Re,( )⋅:=
<4.4>λsteel_1 Re( ) πEsteel
Re
⋅:=
<4.3>λsteel_z profile kz, Lz,( )kz Lz⋅
Iz_steel profile( )
Asteel profile( )
:=λsteel_y profile ky, Ly,( )ky Ly⋅
Iy_steel profile( )
Asteel profile( )
:=
Slenderness :
<4.2>βA profile Re,( ) 1 classificationtot profile Re,( ) 1= 2∨ 3∨if
"A.eff/A" otherwise
:=
art. 5.5.1Pro�le
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\doc v3.0.mcd
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version 3.0
∆Mz M1_z M2_z, Mm_z,( ) max M1_z M2_z, Mm_z,( ) sign M1_z( ) sign Mm_z( )=( ) sign M2_z( ) sign Mm_z( )=( )∧if
max M1_z M2_z, Mm_z,( ) min M1_z M2_z, Mm_z,( )+ otherwise
:=
<4.13>
∆My M1_y M2_y, Mm_y,( ) max M1_y M2_y, Mm_y,( ) sign M1_y( ) sign Mm_y( )=( ) sign M2_y( ) sign Mm_y( )=( )∧if
max M1_y M2_y, Mm_y,( ) min M1_y M2_y, Mm_y,( )+ otherwise
:=
MQz M1_z M2_z, Mm_z,( )M1_z M2_z−
2M2_z+ Mm_z−:=
<4.12>
MQy M1_y M2_y, Mm_y,( )M1_y M2_y−
2M2_y+ Mm_y−:=
Moments du to the shear load (�g. 5.5.3):
<4.11> distributed loadβMQ 1.3:=
<4.10>βMψz M1_z M2_z,( ) 1.8 0.7 ψz M1_z M2_z,( )⋅−:=βMψy M1_y M2_y,( ) 1.8 0.7 ψy M1_y M2_y,( )⋅−:=
<4.9>ψz M1_z M2_z,( )M2_z
M1_z
1−M2_z
M1_z
≤ 1≤if
1−( )M2_z
M1_z
1−<if
1M2_z
M1_z
1>if
:=ψy M1_y M2_y,( )M2_y
M1_y
1−M2_y
M1_y
≤ 1≤if
1−( )M2_y
M1_y
1−<if
1M2_y
M1_y
1>if
:=
Factor relating to the equivalent uniform moment (�g 5.5.3):
Bending + axial compression (art. 5.5.4)
reduction factorχsteel_min profile kz, ky, Lz, Ly, Re,( ) min χsteel_z profile kz, Lz, Re,( ) χsteel_y profile ky, Ly, Re,( ),( ):=
χsteel_z profile kz, Lz, Re,( )1
φsteel_z profile kz, Lz, Re,( )
φsteel_z profile kz, Lz, Re,( )2
λsteel_bz profile kz, Lz, Re,( )2
−+
...:=
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Kz profile kz, Lz, Re, M1_z, M2_z, Mm_z, NEd,( ) min 1µz profile kz, Lz, Re, M1_z, M2_z, Mm_z,( ) NEd⋅
χsteel_z profile kz, Lz, Re,( ) Asteel profile( )⋅ Re⋅− 1.5,
:=
<4.16>
Ky profile ky, Ly, Re, M1_y, M2_y, Mm_y, NEd,( ) min 1µy profile ky, Ly, Re, M1_y, M2_y, Mm_y,( ) NEd⋅
χsteel_y profile ky, Ly, Re,( ) Asteel profile( )⋅ Re⋅− 1.5,
:=
Coef�cients k (art 5.5.4)
µz profile kz, Lz, Re, M1_z, M2_z, Mm_z,( ) µzc1_2 profile kz, Lz, Re, M1_z, M2_z, Mm_z,( ) classificationtot profile Re,( ) 1= 2∨if
µzc3 profile kz, Lz, Re, M1_z, M2_z, Mm_z,( ) classificationtot profile Re,( ) 3=if
:=
<4.15>
µy profile ky, Ly, Re, M1_y, M2_y, Mm_y,( ) µyc1_2 profile ky, Ly, Re, M1_y, M2_y, Mm_y,( ) classificationtot profile Re,( ) 1= 2∨if
µyc3 profile ky, Ly, Re, M1_y, M2_y, Mm_y,( ) classificationtot profile Re,( ) 3=if
:=
µzc3 profile kz, Lz, Re, M1_z, M2_z, Mm_z,( ) min 0.9 λsteel_bz profile kz, Lz, Re,( ) 2 βMz M1_z M2_z, Mm_z,( )⋅ 4−( )⋅, :=
µyc3 profile ky, Ly, Re, M1_y, M2_y, Mm_y,( ) min 0.9 λsteel_by profile ky, Ly, Re,( ) 2 βMy M1_y M2_y, Mm_y,( )⋅ 4−( )⋅, :=
classi'cation = 3 :
µzc1_2 profile kz, Lz, Re, M1_z, M2_z, Mm_z,( ) min 0.9 λsteel_bz profile kz, Lz, Re,( ) 2 βMy M1_z M2_z, Mm_z,( )⋅ 4−( )⋅
Wplz_steel profile( ) Welz_steel profile( )−
Welz_steel profile( )+
...
,
:=
µyc1_2 profile ky, Ly, Re, M1_y, M2_y, Mm_y,( ) min 0.9 λsteel_by profile ky, Ly, Re,( ) 2 βMy M1_y M2_y, Mm_y,( )⋅ 4−( )⋅
Wply_steel profile( ) Wely_steel profile( )−
Wely_steel profile( )+
...
,
:=
classi'cation = 1 or 2 :
Coef�cients µ (art 5.5.4)
βMz M1_z M2_z, Mm_z,( ) βMψz M1_z M2_z,( )MQz M1_z M2_z, Mm_z,( )∆Mz M1_z M2_z, Mm_z,( )
βMQ βMψz M1_z M2_z,( )−( )⋅+:=
<4.14>
βMy M1_y M2_y, Mm_y,( ) βMψy M1_y M2_y,( )MQy M1_y M2_y, Mm_y,( )∆My M1_y M2_y, Mm_y,( )
βMQ βMψy M1_y M2_y,( )−( )⋅+:=
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<4.21>σcomp_trac profile NEd,( )NEd
Asteel profile( ):=
Stress: axial compression or traction
<4.20>bucklingsteel profile Re, ky, kz, Ly, Lz, NEd,( )
NEd
2
NbRd profile Re, ky, kz, Ly, Lz,( )tf profile( ) 0=if
NEd
NbRd profile Re, ky, kz, Ly, Lz,( )otherwise
:=
form 5.45
<4.19>NbRd profile Re, ky, kz, Ly, Lz,( ) χsteel_min profile kz, ky, Lz, Ly, Re,( ) βA profile Re,( )⋅ Asteel profile( )⋅Re
γM
⋅:=
Pro�le capacity :
Axial compression (art. 5.5.1)
<4.18>
σflexion_traction profile NEd, MyEd, MzEd,( )NEd
Asteel profile( )
MyEd yy_steel profile( )⋅
Iy_steel profile( )+
MzEd yz_steel profile( )⋅
Iz_steel profile( )+
...:=
Stress: bending + axial traction
<4.17>
σbending_comp profile NEd, M1_y, M1_z, Mm_y, Mm_z,( )NEd
Asteel profile( )
max M1_y Mm_y,( ) yy_steel profile( )⋅
Iy_steel profile( )+
max M1_z Mm_z,( ) yz_steel profile( )⋅
Iz_steel profile( )+
...:=
Stress: bending + axial compression
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Doc. 5. Bolts, pins and rivets acc. to ENV1999-1-1:1998 + ENV1993-1-1:1992
The coordinates for max 6 bolts:
x x1 x2, x3, x4, x5, x6,( )
x1
x2
x3
x4
x5
x6
:= y y1 y2, y3, y4, y5, y6,( )
y1
y2
y3
y4
y5
y6
:=
A few examples :
y
x
(x1,y1) (x2,y2) (x3,y3)
(x4,y4) (x5,y5) (x6,y6)
y
x
(x1,y1)
(x3,y3)
(x2,y2)
(x4,y4) (x5,y5)
y
x
(x1,y1) (x2,y2)
(x3,y3) (x4,y4)
Resulting force on one bolt:
FR mv nv, vv, n, x1, x2, x3, x4, x5, x6, y1, y2, y3, y4, y5, y6,( ){kN,kNm} {m} {m} {m}
M -1.8 y1 0 x1 0 Xz 0.0725
N -17 y2 0 x2 0.15 Yz 0
V -14 y3 0 x3 0 B 0.0105
n 2 y4 0 x4 0
-7.5 y5 0 x5 0
9.6 y6 0 x6 0
Forces on the bolts:
{kN} {kN} {kN}
Fx1 0 Fy1 -6.4 Fm1 6.38 Fm 6.3753
Fx2 0 Fy2 -6.4 Fm2 6.38 Fmx 0
Fx3 0 Fy3 -6.4 Fm3 6.38 Fmy -6.375
Fx4 0 Fy4 -6.4 Fm4 6.38 Fn -4.175
Fx5 0 Fy5 -6.4 Fm5 6.38 Fv -3.375
Fx6 0 Fy6 -6.4 Fm6 6.38 Fr 10.607
mv nv vv n y y1 y2, y3, y4, y5, y6,( ) x x1 x2, x3, x4, x5, x6,( )( )
:=<5.1>
with:* M, N and V : the outside forces on the bolts* n : number of the bolts* Xz : centre of gravity of the bolts in x direction* Yz : centre of gravity of the bolts in y direction* Fx, Fy : The force on 1 bolt in x or y direction, due to the moment force* Fmx, Fmy : The biggest force on 1 bolt with Fx and Fy the moment force in the same bolt* Fn : The force on 1 bolt due to the normal force* Fv : The force on 1 bolt due to the shear force* Fr : The resulting force on 1 bolt
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ENV9: table 6.5 form. 6.23FbRd_r e1 p1, d0, fub, fu, t,( )2.5 α e1 p1, d0, fub, fu,( )⋅ fu⋅ d0⋅ t⋅
γMr
:=
<5.6>
ENV9: table 6.7 (free rotation required)
FbRd e1 p1, d0, fub, fu, fy, Dbolt, t, n,( )2.5 α e1 p1, d0, fub, fu,( )⋅ fu⋅ Dbolt⋅ t⋅
γMb
n 1>if
1.5 t⋅ Dbolt⋅ fy⋅
γMb
n 1=if
:=
ENV9: table 6.4 form. 6.15 (free rotation not required)
ENV9: table 6.4 form. 6.16 <5.5>
table 6.5 form. 6.24α e1 p1, d0, fub, fu,( ) min
e1
3 d0⋅
p1
3 d0⋅
1
4−,
fub
fu
, 1.0,
:=
Bearing resistance for bolts, pins and rivets :(ENV1999 table 6.4 and 6.7, ENV1993 table 6.5.3 and 6.5.7)
Shear resistance for rivets(ENV9: table 6.5 form. 6.22) <5.4>
FvRd_r fub d0,( )0.6 fub⋅ Arivet d0( )⋅
γMr
:=
Shear resistance for bolts and pins(ENV9: table 6.4 form. 6.13) <5.4>
FvRd fub Dbolt,( )c fub( ) fub⋅ Abolt Dbolt( )⋅
γMb
:=
<5.3>c fub( ) 0.6 fub 1000N
mm2
<if
0.5 fub 1000N
mm2
≥if
:=
area of the rivet <5.2>Arivet d0( )π d0
2⋅
4:=
area of the bolt and the pin <5.2>Abolt Dbolt( )π Dbolt
2⋅
4:=
Shear resistance for bolts, pins and rivets :(ENV1999 table 6.4, 6.7 and 6.5, ENV1993 table 6.5.3, 6.5.7 and 6.5.5)
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maximum perforation force <5.12>
BpRd Dbolt t, fu,( )0.6 π⋅ dnut Dbolt( )⋅ t⋅ fu⋅
γMb
:=
<5.11>dnut Dbolt( ) 10mm Dbolt 6mm=if
13mm Dbolt 8mm=if
17mm Dbolt 10mm=if
19mm Dbolt 12mm=if
22mm Dbolt 14mm=if
24mm Dbolt 16mm=if
27mm Dbolt 18mm=if
30mm Dbolt 20mm=if
34mm Dbolt 22mm=if
36mm Dbolt 24mm=if
41mm Dbolt 27mm=if
46mm Dbolt 30mm=if
50mm Dbolt 33mm=if
55mm Dbolt 36mm=if
:=
Resistance against perforation of the bolts and the nuts (ENV3 form. 6.5)
ENV9: table 6.4 form. 6.17 <5.10>FtRd fub Dbolt,( )0.9 fub⋅ Abolt Dbolt( )⋅
γMb
:=
Traction resistance for bolts : (ENV1999 tableau 6.4, ENV1993 tableau 6.5.3)
margin between connected parts <5.9>
C = 1 : exterior tube is connected with interior tubeC = 2 : 3 plates are connected together
sp ti to, s, C,( )ti
2s+
to
2+
C 1=if
2 to⋅ 4 s⋅+ ti+( )8
C 2=if
:=
moment capacity <5.8>MRd fub Dbolt,( )0.8 fub⋅ W Dbolt( )⋅
γMb
:=
moment resistance <5.7>W Dbolt( ) πDbolt
3
32
⋅:=
Moment resistance for bolts and pins : (ENV1999 table 6.7, ENV1993 table 6.5.7)
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<5.17>Rt_rivet_real p1 D0, Fmax, prin, reinf,( )Fmax_real p1 Fmax, prin, reinf,( ) γMr⋅
0.6 Arivet D0( )⋅:=
The stress in the rivet:
<5.16>Fmax_real p1 Fmax, prin, reinf,( )p1 Fmax⋅ Sreinforcement reinf( )⋅
Iy_alu prin reinf+( ) 4⋅:=
The real force on the rivets becomes:
<5.15>Lmax_row Fmax e1, p1, D0, Rt_rivet, Rt_alu, prin, reinf,( ) Lmax Fmax e1, p1, D0, Rt_rivet, Rt_alu, prin, reinf,( ) 4⋅:=
We have 4 rivets per section.The maximum distance between two rows of rivets equals:
<5.14>
Lmax Fmax e1, p1, D0, Rt_rivet, Rt_alu, prin, reinf,( )
min
FvRd_r Rt_rivet D0,( )FbRd_r e1 p1, D0, Rt_rivet, Rt_alu, talu prin( ),( )FbRd_r e1 p1, D0, Rt_rivet, Rt_alu, talu reinf( ),( )
Iy_alu prin reinf+( )⋅
Fmax Sreinforcement reinf( )⋅:=
The maximum distance between two rivets equals:
<5.13>Sreinforcement reinf( ) 0.5 Aalu reinf( )⋅ s reinf( )⋅:=
s reinf( ) 91.27mm( ) Aalu reinf( ) Aalu297_8=if
79.97mm( ) Aalu reinf( ) Aalu260=if
74.93mm( ) Aalu reinf( ) Aalu232=if
:=
The static moment of the reinforcement pro'le equals:
Connection between the principal pro�le and the reinforcement pro�le
Connection by rivets :
bolt
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The stress in the principal pro'le:
Rt_prin_real e1 p1, D0, Rt_rivet, Rt_alu, Fmax, prin, reinf,( )Fmax_real p1 Fmax, prin, reinf,( ) γMr⋅
2.5 α e1 p1, D0, Rt_rivet, Rt_alu,( )⋅ D0⋅ talu prin( )⋅:= <5.18>
The stress in the reinforcement pro'le:
Rt_reinf_real e1 p1, D0, Rt_rivet, Rt_alu, Fmax, prin, reinf,( )Fmax_real p1 Fmax, prin, reinf,( ) γMr⋅
2.5 α e1 p1, D0, Rt_rivet, Rt_alu,( )⋅ D0⋅ talu reinf( )⋅:= <5.19>
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Doc. 6. Steel connection
B b1 b2, b3, b4, b5, b6, b7,( )
b1
b2
b3
b4
b5
b6
b7
:= H h1 h2, h3, h4, h5, h6, h7,( )
h1
h2
h3
h4
h5
h6
h7
:=
T t1 t2, t3, t4, t5, t6, t7,( )
t1
t2
t3
t4
t5
t6
t7
:=
Y y1 y2, y3, y4, y5, y6, y7,( )
y1
y2
y3
y4
y5
y6
y7
:= Z z1 z2, z3, z4, z5, z6, z7,( )
z1
z2
z3
z4
z5
z6
z7
:=
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Length [m] Height [m] Thickness [m] Gravity point [m]
b1 0.03 h1 0.04 t1 0.00 y1 0.02 z1 0.05
b2 0.07 h2 0.01 t2 0.01 y2 0.05 z2 0.05
b3 0.00 h3 0.14 t3 0.07 y3 0.12 z3 0.05
b4 0.00 h4 0.14 t4 0.07 y4 0.12 z4 0.08
b5 0.07 h5 0.07 t5 0.01 y5 0.20 z5 0.08
b6 0.05 h6 0.15 t6 0.00 y6 0.31 z6 0.08
b7 0.15 h7 0.25 t7 0.01 y7 0.01 z7 0.08
H 0.3844
n 6
Section
A=b x h - (b-2t)(h-2t)
A1 0.00 m² A5 0.00 m²
A2 0.00 m² A6 0.00 m²
A3 0.00 m² A7 0.00 m²
A4 0.00 m²
Atot 4.67E-03 m² <6.1>
Gravity point
Yg = [(A1 x y1) + (A2 x y2) + … ] / Atot
Yg 0.17 m
Yv 0.22 m <6.2>
Zg = [(A1 x z1) + (A2 x z2) + … ] / Atot
Zg 0.06 m
Zv 0.06 m <6.3>
Moment of inertia
Iy = [b x h^3 - (b-2t)(h-2t) 3̂] / 12
I1 8.14E-08 m^4 I5 9.21E-07 m^4
I2 5.83E-09 m^4 I6 3.11E-06 m^4
I3 9.15E-07 m^4 I7 4.03E-05 m^4
I4 9.15E-07 m^4
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Iz = [h x b^3 - (b-2t)(b-2t) 3̂] / 12
I1 5.08E-08 m^4 I5 9.21E-07 m^4
I2 2.86E-07 m^4 I6 5.40E-07 m^4
I3 7.47E-10 m^4 I7 1.82E-05 m^4
I4 7.47E-10 m^4
ay = y - Yg
a1 -0.15 m a5 0.03 m
a2 -0.12 m a6 0.14 m
a3 -0.05 m a7 -0.16 m
a4 -0.05 m
az = z - Zg
a1 -0.02 m a5 0.01 m
a2 -0.02 m a6 0.01 m
a3 -0.02 m a7 0.01 m
a4 0.01 m
Itot = (I1 + a1 2̂ . A1) + (I2 + a2 2̂ . A2) + …
Iy_tot 5.24E-05 m^4 <6.4>
Iz_tot 2.76E-06 m^4 <6.5>
Von mises stress control
s = (Nv / Atot) + [(My x Yv)/Iy_tot] + [(Mz x Zv)/Iz_tot]
ssss 8.08E+04 kN/m² <6.6>
t = Sv / Atot
tttt 1.15E+04 kN/m² <6.7>
sv m = sqrt(s² + 3.t²)
ssssvm 8.32E+04 kN/m² <6.8>
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Doc. 7. Baseplate
7.1. Bending of the horizontal steel plate.
σmax Rx Rz, Bp, L, hp, v, P,( )Rz
Bp L⋅
Rx hp( )⋅
Bp L2
⋅
6
+
P "side"=if
Rz
Bp L⋅
Rx hp( )⋅ v⋅
Bp L3
⋅
12v
L
2−
2
Bp⋅ L⋅+
+
P "corner"=if
:=
<7.1>
σmin Rx Rz, Bp, L, hp, v, P,( )Rz
Bp L⋅
Rx hp( )⋅
Bp L2
⋅
6
−
P "side"=if
Rz
Bp L⋅
Rx hp( )⋅ v⋅
Bp L3
⋅
12v
L
2−
2
Bp⋅ L⋅+
−
P "corner"=if
:=
smin
smax
smin
smax
pmax Rx Rz, Bp, L, hp, v, P,( ) σmax Rx Rz, Bp, L, hp, v, P,( ) Bp⋅:=
<7.2>
pmin Rx Rz, Bp, L, hp, v, P,( ) σmin Rx Rz, Bp, L, hp, v, P,( ) Bp⋅:=
Pmax
pa
Pmin
ax
aD
Pmax
pa
Pmin
a1
a2
pr
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<7.7>Mmax ax Rx, Rz, Bp, L, hp, v, P,( )
pmax Rx Rz, Bp, L, hp, v, P,( )pax ax Rx, Rz, Bp, L, hp, v, P,( )+
...
2
ax⋅ ag ax Rx, Rz, Bp, L, hp, v, P,( )⋅:=
Maximum moment:
<7.6>
ag ax Rx, Rz, Bp, L, hp, v, P,( )
pax ax Rx, Rz, Bp, L, hp, v, P,( ) ax⋅ax
2⋅
pmax Rx Rz, Bp, L, hp, v, P,( )pax ax Rx, Rz, Bp, L, hp, v, P,( )−+
...
ax⋅
2
2 ax⋅
3⋅+
...
pmax Rx Rz, Bp, L, hp, v, P,( )pax ax Rx, Rz, Bp, L, hp, v, P,( )+
...
2
ax⋅
pax ax Rx, Rz, Bp, L, hp, v, P,( ) 0>if
2
3a∆ Rx Rz, Bp, L, hp, v, P,( )⋅
pax ax Rx, Rz, Bp, L, hp, v, P,( ) 0≤if
:=
Distance of the gravity point:
<7.5>
pax ax Rx, Rz, Bp, L, hp, v, P,( ) pmax Rx Rz, Bp, L, hp, v, P,( )pr ax Rx, Rz, Bp, L, hp, v, P,( )−+
...
pmin Rx Rz, Bp, L, hp, v, P,( ) 0≥if
pmax Rx Rz, Bp, L, hp, v, P,( ) a∆ Rx Rz, Bp, L, hp, v, P,( ) ax−( )⋅
a∆ Rx Rz, Bp, L, hp, v, P,( )otherwise
:=
<7.4>a∆ Rx Rz, Bp, L, hp, v, P,( )L
pmin Rx Rz, Bp, L, hp, v, P,( )pmax Rx Rz, Bp, L, hp, v, P,( )
1+
:=
<7.3>pr ax Rx, Rz, Bp, L, hp, v, P,( )ax pmax Rx Rz, Bp, L, hp, v, P,( ) pmin Rx Rz, Bp, L, hp, v, P,( )−( )⋅
L:=
distance from the side of the plate to the supporta2
distance from the side of the plate to the reinforcementa1
V
ENCLOSURE 2 :
Drawings of the Alu 15m (+12m) structure
Front view
Side view
View
from above
130
70
133
70
60
60
Alu60
Alu133
Alu130
12
43
5
Alu232
Alu240
232
92
240
100
Alu240+232
100
240
4 3
54
1
2
PR
OJE
CT
IE
VE
LD
EM
AN
Fax +32 (0)89 47 37 77Tel. +32 (0)89 47 31 313960 B
ree (Belgium
)Industrieterrein V
ostert 1220G
eorges Veldem
an nv
DA
TU
M
SC
HA
AL
ON
GE
GA
LV.
CO
DE
NR
.
NR
.
Datum afdruk : donderdag 8 juni 2006 15:11:35 Door : ####
A4
08/02/05E
B
Global structure alu15m
BA
L15E01
Front view
Side view
View
from above
130
70
133
70
60
60
Alu60
Alu133
Alu130
12
43
5
Alu232
Alu240
232
92
240
100
Alu240+232
100
240
4 3
54
1
2
PR
OJE
CT
IE
VE
LD
EM
AN
Fax +32 (0)89 47 37 77Tel. +32 (0)89 47 31 313960 B
ree (Belgium
)Industrieterrein V
ostert 1220G
eorges Veldem
an nv
DA
TU
M
SC
HA
AL
ON
GE
GA
LV.
CO
DE
NR
.
NR
.
Datum afdruk : donderdag 8 juni 2006 15:14:10 Door : ####
A4
08/02/05E
B
Global structure alu12m
prof.240
BA
L12p240_E01
2466 ± 2.5
240
100
232
92
140
1355
PR
OJE
CT
IE
VE
LD
EM
AN
Fax +32 (0)89 47 37 77Tel. +32 (0)89 47 31 313960 B
ree (Belgium
)Industrieterrein V
ostert 1220G
eorges Veldem
an nv
DA
TU
M
SC
HA
AL
ON
GE
GA
LV.
CO
DE
NR
.
NR
.
Datum afdruk : donderdag 8 juni 2006 15:13:53 Door : ####
A4
10/05/06eb
Fig 2: Foot profile
BA
L15E02
2670
100
292
1400
PR
OJE
CT
IE
VE
LD
EM
AN
Fax +32 (0)89 47 37 77Tel. +32 (0)89 47 31 313960 B
ree (Belgium
)Industrieterrein V
ostert 1220G
eorges Veldem
an nv
DA
TU
M
SC
HA
AL
ON
GE
GA
LV.
CO
DE
NR
.
NR
.
Datum afdruk : donderdag 8 juni 2006 15:13:37 Door : ####
A4
eb
Fig 3: Roof profile
BA
L15E03
470
4
83
156
8140
8
18°
50
158
174
190
14010
287
45
10
PR
OJE
CT
IE
VE
LD
EM
AN
Fax +32 (0)89 47 37 77Tel. +32 (0)89 47 31 313960 B
ree (Belgium
)Industrieterrein V
ostert 1220G
eorges Veldem
an nv
DA
TU
M
SC
HA
AL
ON
GE
GA
LV.
CO
DE
NR
.
NR
.
Datum afdruk : donderdag 8 juni 2006 15:12:59 Door : ####
A4
eb
Fig 5: E
aves splice
BA
L15E05
100
14
10
35
PROJECTIE
on simple request.
VELDEMAN
of Georges Veldeman n.v., and is to be returnedmay not be copied or used without written permissionThis drawing is the property of Georges Veldeman n.v.,
Fax +32 (0)89 47 37 77Tel. +32 (0)89 47 31 313960 Bree (Belgium)Industrieterrein Vostert 1220Georges Veldeman nv
DATUM
SCHAALONGEGALV.
CODENR.
NR.
Dat
um a
fdru
k :
dond
erda
g 8
juni
200
6 15
:12:
48
Doo
r : #
###
A4A4
eb
Fig 6: Aluminium rail profile
BAL15E06
35100
100
27045
90
70
Ø18,5
Ø18,5
d&d
d&d
Ø26,9 X
4
90
160
90
90
3PR
OJE
CT
IE
VE
LD
EM
AN
Fax +32 (0)89 47 37 77Tel. +32 (0)89 47 31 313960 B
ree (Belgium
)Industrieterrein V
ostert 1220G
eorges Veldem
an nv
DA
TU
M
SC
HA
AL
ON
GE
GA
LV.
CO
DE
NR
.
NR
.
Datum afdruk : donderdag 8 juni 2006 15:12:32 Door : ####
A4
eb
Fig 7: C
onnection of arch to baseplate
BA
L15E07
PR
OJE
CT
IE
VE
LD
EM
AN
Fax +32 (0)89 47 37 77Tel. +32 (0)89 47 31 313960 B
ree (Belgium
)Industrieterrein V
ostert 1220G
eorges Veldem
an nv
DA
TU
M
SC
HA
AL
ON
GE
GA
LV.
CO
DE
NR
.
NR
.
Datum afdruk : donderdag 8 juni 2006 15:12:02 Door : ####
A4
10/05/06eb
Fig 8: B
aseplate
BA
L15E08
VI
ENCLOSURE 3 :
Print out of calculation results of the Alu 15m x 35m structure
by program ESA PRIMA WIN (release 3.50.63).
Contents
Basic data , used materialsList of materialNodesMembersProfile characteristics , standard description , used profilesHingesHingesSupports & SubsoilLoadcasesVariable loads groupNodal loadsNodal loads.Loadcases - 3Nodal loads.Loadcases - 5Distributed loadsDistributed loads.Loadcases - 2Distributed loads.Loadcases - 6Distributed loads.Loadcases - 7Distributed loads.Loadcases - 8Distributed loads.Loadcases - 9Distributed loads.Loadcases - 10Distributed loads.Loadcases - 11Distributed loads.Loadcases - 12CombinationsNonlinear combinationInternal forces on foot (alu240)Internal forces on foot (alu240+232)Internal forces on roof (alu240+232)Internal forces on roof (alu240)Control of the rivets : shear force in footControl of the rivets : shear force in roofPeak splice : N,V,MEave splice : connection with footEave splice : connection with roofPeak and eave purlin : NNormal purlin : NGable end : uprightGable end : horizontalWind bracing cable sideWind bracing cable roofReactions (all), non. c. (all), global extremes.Foundation table : baseplates at bracingsFoundation table : baseplates at side
344581216161920202023232463646465656666676769727375768181818282828383848485858587
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 1Author : EFS nv. Date : June 2006
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Licensed to EFS nv 1/89
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 2Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 2/89
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 3Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 3/89
Basic dataType of structure : Frame XYZ
Number of nodes: 118Number of members: 181Number of 1D macros: 61Number of bound. lines: 0Number of 2D macros: 0Number of profiles : 7Number of cases: 12Number of materials: 2
Material
Name:6061 T6
E modulus 71000.00 MPaPoisson coeff. 0.30Density 0.000 kg/mm^3Extensibility 2.4e-005 mm/mm.K
6x37 +1TWKUltimate strength 1770.000 MPaYield design 664.000 MPaE modulus 80000.00 MPaPoisson coeff. 0.30Density 0.000 kg/mm^3Extensibility 1.2e-005 mm/mm.K
List of materialGroup of members :1/181
no. Name: quality unit weight kg/mm
lengthmm
weightkg
1 ALU 240 (General) 6061 T6 0.01 128635.03 805.772 ALU240/232 (General) 6061 T6 0.01 39920.00 500.123 Alu133/70 (General) 6061 T6 0.00 105000.00 454.764 Alu60/60/3 (General) 6061 T6 0.00 140000.00 249.685 Alu130/70 (General) 6061 T6 0.00 30000.00 121.276 Alu133/70 (General) 6061 T6 0.00 17097.98 74.057 Dia 10 6x37 + 1TWK (R10) 6x37 +1TWK 0.00 119964.93 41.56
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 4Author : EFS nv. Date : June 2006
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Licensed to EFS nv 4/89
The total weight of the structure: 2247.20 kgSurface for painting:
mm^2
Nodes
node Xmm
Ymm
Zmm
1 0 0 02 0 0 26493 7500 0 50854 15000 0 26495 15000 0 06 1132 0 30177 13868 0 30178 0 5000 09 0 5000 2649
10 1132 5000 301711 7500 5000 508512 13868 5000 301713 15000 5000 264914 15000 5000 015 0 10000 016 0 10000 264917 1132 10000 301718 7500 10000 508519 13868 10000 301720 15000 10000 264921 15000 10000 022 0 15000 023 0 15000 264924 1132 15000 301725 7500 15000 508526 13868 15000 301727 15000 15000 264928 15000 15000 029 0 20000 030 0 20000 264931 1132 20000 301732 7500 20000 508533 13868 20000 301734 15000 20000 264935 15000 20000 036 0 25000 0
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 5Author : EFS nv. Date : June 2006
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Licensed to EFS nv 5/89
node Xmm
Ymm
Zmm
37 0 25000 264938 1132 25000 301739 7500 25000 508540 13868 25000 301741 15000 25000 264942 15000 25000 043 0 30000 044 0 30000 264945 1132 30000 301746 7500 30000 508547 13868 30000 301748 15000 30000 264949 15000 30000 050 0 35000 051 0 35000 264952 1132 35000 301753 7500 35000 508554 13868 35000 301755 15000 35000 264956 15000 35000 057 5000 0 058 10000 0 059 5000 0 427460 10000 0 427461 5000 0 264962 10000 0 264963 5000 35000 064 10000 35000 065 5000 35000 264966 5000 35000 427467 10000 35000 264968 10000 35000 427469 0 35000 134470 0 30000 134471 0 25000 134472 0 20000 134473 0 15000 134474 0 10000 134475 0 5000 134476 0 0 134477 2100 0 333278 2100 35000 333279 10350 0 4161
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 6Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 6/89
node Xmm
Ymm
Zmm
80 10350 35000 416181 12500 35000 346282 10000 35000 427483 12500 30000 346184 10000 30000 427385 12500 25000 346186 10000 25000 427387 12500 20000 346188 10000 20000 427389 12500 15000 346190 10000 15000 427391 12500 10000 346192 10000 10000 427393 12500 5000 346194 10000 5000 427395 12500 0 346296 10000 0 427497 2500 35000 346298 2500 30000 346199 5000 30000 4273
100 2500 25000 3461101 5000 25000 4273102 2500 20000 3461103 5000 20000 4273104 2500 15000 3461105 5000 15000 4273106 2500 10000 3461107 5000 10000 4273108 2500 5000 3461109 5000 5000 4273110 2500 0 3462111 15000 35000 1344112 15000 30000 1344113 15000 25000 1344114 15000 20000 1344115 15000 15000 1344116 15000 10000 1344117 15000 5000 1344118 15000 0 1344
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 7Author : EFS nv. Date : June 2006
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Licensed to EFS nv 7/89
Members
macro memb node 1 node 2 lengthmm
Rxdeg
profile quality
1 1 1 76 1344 0.00 1 - ALU 240 (General) 6061 T62 76 2 1305 0.00 2 - ALU240/232 (General) 6061 T6
2 3 2 6 1190 0.00 2 - ALU240/232 (General) 6061 T64 6 77 1018 0.00 1 - ALU 240 (General) 6061 T65 77 110 420 0.00 1 - ALU 240 (General) 6061 T66 110 59 2629 0.00 1 - ALU 240 (General) 6061 T67 59 3 2628 0.00 1 - ALU 240 (General) 6061 T6
3 8 5 118 1344 0.00 1 - ALU 240 (General) 6061 T69 118 4 1305 0.00 2 - ALU240/232 (General) 6061 T6
4 10 8 75 1344 0.00 1 - ALU 240 (General) 6061 T611 75 9 1305 0.00 2 - ALU240/232 (General) 6061 T6
5 12 9 10 1190 0.00 2 - ALU240/232 (General) 6061 T613 10 108 1439 0.00 1 - ALU 240 (General) 6061 T614 108 109 2629 0.00 1 - ALU 240 (General) 6061 T615 109 11 2629 0.00 1 - ALU 240 (General) 6061 T6
6 16 14 117 1344 0.00 1 - ALU 240 (General) 6061 T617 117 13 1305 0.00 2 - ALU240/232 (General) 6061 T6
7 18 15 74 1344 0.00 1 - ALU 240 (General) 6061 T619 74 16 1305 0.00 2 - ALU240/232 (General) 6061 T6
8 20 16 17 1190 0.00 2 - ALU240/232 (General) 6061 T621 17 106 1439 0.00 1 - ALU 240 (General) 6061 T622 106 107 2629 0.00 1 - ALU 240 (General) 6061 T623 107 18 2629 0.00 1 - ALU 240 (General) 6061 T6
9 24 21 116 1344 0.00 1 - ALU 240 (General) 6061 T625 116 20 1305 0.00 2 - ALU240/232 (General) 6061 T6
10 26 22 73 1344 0.00 1 - ALU 240 (General) 6061 T627 73 23 1305 0.00 2 - ALU240/232 (General) 6061 T6
11 28 23 24 1190 0.00 2 - ALU240/232 (General) 6061 T629 24 104 1439 0.00 1 - ALU 240 (General) 6061 T630 104 105 2629 0.00 1 - ALU 240 (General) 6061 T631 105 25 2629 0.00 1 - ALU 240 (General) 6061 T6
12 32 28 115 1344 0.00 1 - ALU 240 (General) 6061 T633 115 27 1305 0.00 2 - ALU240/232 (General) 6061 T6
13 34 29 72 1344 0.00 1 - ALU 240 (General) 6061 T635 72 30 1305 0.00 2 - ALU240/232 (General) 6061 T6
14 36 30 31 1190 0.00 2 - ALU240/232 (General) 6061 T637 31 102 1439 0.00 1 - ALU 240 (General) 6061 T638 102 103 2629 0.00 1 - ALU 240 (General) 6061 T639 103 32 2629 0.00 1 - ALU 240 (General) 6061 T6
15 40 35 114 1344 0.00 1 - ALU 240 (General) 6061 T6
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 8Author : EFS nv. Date : June 2006
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Licensed to EFS nv 8/89
macro memb node 1 node 2 lengthmm
Rxdeg
profile quality
41 114 34 1305 0.00 2 - ALU240/232 (General) 6061 T616 42 36 71 1344 0.00 1 - ALU 240 (General) 6061 T6
43 71 37 1305 0.00 2 - ALU240/232 (General) 6061 T617 44 37 38 1190 0.00 2 - ALU240/232 (General) 6061 T6
45 38 100 1439 0.00 1 - ALU 240 (General) 6061 T646 100 101 2629 0.00 1 - ALU 240 (General) 6061 T647 101 39 2629 0.00 1 - ALU 240 (General) 6061 T6
18 48 42 113 1344 0.00 1 - ALU 240 (General) 6061 T649 113 41 1305 0.00 2 - ALU240/232 (General) 6061 T6
19 50 43 70 1344 0.00 1 - ALU 240 (General) 6061 T651 70 44 1305 0.00 2 - ALU240/232 (General) 6061 T6
20 52 44 45 1190 0.00 2 - ALU240/232 (General) 6061 T653 45 98 1439 0.00 1 - ALU 240 (General) 6061 T654 98 99 2629 0.00 1 - ALU 240 (General) 6061 T655 99 46 2629 0.00 1 - ALU 240 (General) 6061 T6
21 56 49 112 1344 0.00 1 - ALU 240 (General) 6061 T657 112 48 1305 0.00 2 - ALU240/232 (General) 6061 T6
22 58 50 69 1344 0.00 1 - ALU 240 (General) 6061 T659 69 51 1305 0.00 2 - ALU240/232 (General) 6061 T6
23 60 51 52 1190 0.00 2 - ALU240/232 (General) 6061 T661 52 78 1018 0.00 1 - ALU 240 (General) 6061 T662 78 97 420 0.00 1 - ALU 240 (General) 6061 T663 97 66 2629 0.00 1 - ALU 240 (General) 6061 T664 66 53 2628 0.00 1 - ALU 240 (General) 6061 T6
24 65 56 111 1344 0.00 1 - ALU 240 (General) 6061 T666 111 55 1305 0.00 2 - ALU240/232 (General) 6061 T6
25 67 2 9 5000 0.00 3 - Alu133/70 (General) 6061 T668 9 16 5000 0.00 3 - Alu133/70 (General) 6061 T669 16 23 5000 0.00 3 - Alu133/70 (General) 6061 T670 23 30 5000 0.00 3 - Alu133/70 (General) 6061 T671 30 37 5000 0.00 3 - Alu133/70 (General) 6061 T672 37 44 5000 0.00 3 - Alu133/70 (General) 6061 T673 44 51 5000 0.00 3 - Alu133/70 (General) 6061 T6
26 74 3 11 5000 0.00 3 - Alu133/70 (General) 6061 T675 11 18 5000 0.00 3 - Alu133/70 (General) 6061 T676 18 25 5000 0.00 3 - Alu133/70 (General) 6061 T677 25 32 5000 0.00 3 - Alu133/70 (General) 6061 T678 32 39 5000 0.00 3 - Alu133/70 (General) 6061 T679 39 46 5000 0.00 3 - Alu133/70 (General) 6061 T680 46 53 5000 0.00 3 - Alu133/70 (General) 6061 T6
27 81 4 13 5000 0.00 3 - Alu133/70 (General) 6061 T682 13 20 5000 0.00 3 - Alu133/70 (General) 6061 T683 20 27 5000 0.00 3 - Alu133/70 (General) 6061 T6
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 9Author : EFS nv. Date : June 2006
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Licensed to EFS nv 9/89
macro memb node 1 node 2 lengthmm
Rxdeg
profile quality
84 27 34 5000 0.00 3 - Alu133/70 (General) 6061 T685 34 41 5000 0.00 3 - Alu133/70 (General) 6061 T686 41 48 5000 0.00 3 - Alu133/70 (General) 6061 T687 48 55 5000 0.00 3 - Alu133/70 (General) 6061 T6
28 88 57 61 2649 90.00 6 - Alu133/70 (General) 6061 T689 61 59 1625 90.00 6 - Alu133/70 (General) 6061 T6
29 90 58 62 2649 90.00 6 - Alu133/70 (General) 6061 T691 62 60 1625 90.00 6 - Alu133/70 (General) 6061 T6
30 92 2 61 5000 90.00 5 - Alu130/70 (General) 6061 T693 61 62 5000 90.00 5 - Alu130/70 (General) 6061 T694 62 4 5000 90.00 5 - Alu130/70 (General) 6061 T6
31 95 63 65 2649 90.00 6 - Alu133/70 (General) 6061 T696 65 66 1625 90.00 6 - Alu133/70 (General) 6061 T6
32 97 64 67 2649 90.00 6 - Alu133/70 (General) 6061 T698 67 68 1625 90.00 6 - Alu133/70 (General) 6061 T6
33 99 51 65 5000 90.00 5 - Alu130/70 (General) 6061 T6100 65 67 5000 90.00 5 - Alu130/70 (General) 6061 T6101 67 55 5000 90.00 5 - Alu130/70 (General) 6061 T6
34 102 5 13 5658 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK35 103 14 4 5658 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK36 104 4 11 9337 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK37 105 13 3 9337 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK38 106 1 9 5658 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK39 107 8 2 5658 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK40 108 2 11 9337 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK41 109 9 3 9337 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK42 110 49 55 5658 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK43 111 56 48 5658 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK44 112 48 53 9337 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK45 113 55 46 9337 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK46 114 43 51 5658 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK47 115 50 44 5658 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK48 116 44 53 9337 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK49 117 51 46 9337 0.00 7 - Dia 10 6x37 + 1TWK (R10... 6x37 +1TWK50 118 4 7 1190 0.00 2 - ALU240/232 (General) 6061 T6
119 7 95 1439 0.00 1 - ALU 240 (General) 6061 T6120 95 79 2261 0.00 1 - ALU 240 (General) 6061 T6121 79 96 368 0.00 1 - ALU 240 (General) 6061 T6122 96 60 0 0.00 1 - ALU 240 (General) 6061 T6123 60 3 2628 0.00 1 - ALU 240 (General) 6061 T6
51 124 13 12 1190 0.00 2 - ALU240/232 (General) 6061 T6125 12 93 1439 0.00 1 - ALU 240 (General) 6061 T6126 93 94 2629 0.00 1 - ALU 240 (General) 6061 T6
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 10Author : EFS nv. Date : June 2006
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Licensed to EFS nv 10/89
macro memb node 1 node 2 lengthmm
Rxdeg
profile quality
127 94 11 2629 0.00 1 - ALU 240 (General) 6061 T652 128 20 19 1190 0.00 2 - ALU240/232 (General) 6061 T6
129 19 91 1439 0.00 1 - ALU 240 (General) 6061 T6130 91 92 2629 0.00 1 - ALU 240 (General) 6061 T6131 92 18 2629 0.00 1 - ALU 240 (General) 6061 T6
53 132 27 26 1190 0.00 2 - ALU240/232 (General) 6061 T6133 26 89 1439 0.00 1 - ALU 240 (General) 6061 T6134 89 90 2629 0.00 1 - ALU 240 (General) 6061 T6135 90 25 2629 0.00 1 - ALU 240 (General) 6061 T6
54 136 34 33 1190 0.00 2 - ALU240/232 (General) 6061 T6137 33 87 1439 0.00 1 - ALU 240 (General) 6061 T6138 87 88 2629 0.00 1 - ALU 240 (General) 6061 T6139 88 32 2629 0.00 1 - ALU 240 (General) 6061 T6
55 140 41 40 1190 0.00 2 - ALU240/232 (General) 6061 T6141 40 85 1439 0.00 1 - ALU 240 (General) 6061 T6142 85 86 2629 0.00 1 - ALU 240 (General) 6061 T6143 86 39 2629 0.00 1 - ALU 240 (General) 6061 T6
56 144 48 47 1190 0.00 2 - ALU240/232 (General) 6061 T6145 47 83 1439 0.00 1 - ALU 240 (General) 6061 T6146 83 84 2629 0.00 1 - ALU 240 (General) 6061 T6147 84 46 2629 0.00 1 - ALU 240 (General) 6061 T6
57 148 55 54 1190 0.00 2 - ALU240/232 (General) 6061 T6149 54 81 1439 0.00 1 - ALU 240 (General) 6061 T6150 81 80 2261 0.00 1 - ALU 240 (General) 6061 T6151 80 82 368 0.00 1 - ALU 240 (General) 6061 T6152 82 68 0 0.00 1 - ALU 240 (General) 6061 T6153 68 53 2628 0.00 1 - ALU 240 (General) 6061 T6
58 154 110 108 5000 0.00 4 - Alu60/60/3 (General) 6061 T6155 108 106 5000 0.00 4 - Alu60/60/3 (General) 6061 T6156 106 104 5000 0.00 4 - Alu60/60/3 (General) 6061 T6157 104 102 5000 0.00 4 - Alu60/60/3 (General) 6061 T6158 102 100 5000 0.00 4 - Alu60/60/3 (General) 6061 T6159 100 98 5000 0.00 4 - Alu60/60/3 (General) 6061 T6160 98 97 5000 0.00 4 - Alu60/60/3 (General) 6061 T6
59 161 59 109 5000 0.00 4 - Alu60/60/3 (General) 6061 T6162 109 107 5000 0.00 4 - Alu60/60/3 (General) 6061 T6163 107 105 5000 0.00 4 - Alu60/60/3 (General) 6061 T6164 105 103 5000 0.00 4 - Alu60/60/3 (General) 6061 T6165 103 101 5000 0.00 4 - Alu60/60/3 (General) 6061 T6166 101 99 5000 0.00 4 - Alu60/60/3 (General) 6061 T6167 99 66 5000 0.00 4 - Alu60/60/3 (General) 6061 T6
60 168 60 94 5000 0.00 4 - Alu60/60/3 (General) 6061 T6169 94 92 5000 0.00 4 - Alu60/60/3 (General) 6061 T6
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 11Author : EFS nv. Date : June 2006
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Licensed to EFS nv 11/89
macro memb node 1 node 2 lengthmm
Rxdeg
profile quality
170 92 90 5000 0.00 4 - Alu60/60/3 (General) 6061 T6171 90 88 5000 0.00 4 - Alu60/60/3 (General) 6061 T6172 88 86 5000 0.00 4 - Alu60/60/3 (General) 6061 T6173 86 84 5000 0.00 4 - Alu60/60/3 (General) 6061 T6174 84 68 5000 0.00 4 - Alu60/60/3 (General) 6061 T6
61 175 95 93 5000 0.00 4 - Alu60/60/3 (General) 6061 T6176 93 91 5000 0.00 4 - Alu60/60/3 (General) 6061 T6177 91 89 5000 0.00 4 - Alu60/60/3 (General) 6061 T6178 89 87 5000 0.00 4 - Alu60/60/3 (General) 6061 T6179 87 85 5000 0.00 4 - Alu60/60/3 (General) 6061 T6180 85 83 5000 0.00 4 - Alu60/60/3 (General) 6061 T6181 83 81 5000 0.00 4 - Alu60/60/3 (General) 6061 T6
Profiles
ALU 240 (General)
+y
+z
Profile no. 1 - ALU 240 (General)Material : 19 - 6061 T6
A: 2.319993e+003 mm^2Ay/A: 1.000 Az/A: 1.000Iy: 1.675432e+007 mm^4 Iz: 3.895877e+006 mm^4Iyz: 3.870310e+000 mm^4 It: 2.065020e+007 mm^4Iw: 0.000000e+000 mm^6Wely: 1.396194e+005 mm^3 Welz: 7.791748e+004 mm^3Wply: 1.788524e+005 mm^3 Wplz: 9.035651e+004 mm^3cy: 50.00 mm cz: 120.00 mmiy: 84.98 mm iz: 40.98 mmdy: 0.00 mm dz: 0.00 mmOutline : 0.00 mm
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 12Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 12/89
Type for check: Untypical section
ALU240/232 (General)
+y
+z
Profile no. 2 - ALU240/232 (General)Material : 19 - 6061 T6
1 - 6061 T62 - 6061 T6
A: 4.690648e+003 mm^2Ay/A: 1.000 Az/A: 1.000Iy: 3.291946e+007 mm^4 Iz: 6.585148e+006 mm^4Iyz: -1.390684e+001 mm^4 It: 3.950460e+007 mm^4Iw: 0.000000e+000 mm^6Wely: 2.743242e+005 mm^3 Welz: 1.317015e+005 mm^3Wply: 3.570655e+005 mm^3 Wplz: 1.628792e+005 mm^3cy: 50.00 mm cz: 120.00 mmiy: 83.77 mm iz: 37.47 mmdy: 0.00 mm dz: 0.00 mmOutline : 0.00 mm
Type for check: Untypical section
Alu133/70 (General)
+y
+z
Profile no. 3 - Alu133/70 (General)Material : 19 - 6061 T6
A: 1.604102e+003 mm^2Ay/A: 1.000 Az/A: 1.000Iy: 3.818656e+006 mm^4 Iz: 1.057790e+006 mm^4Iyz: 2.525217e-008 mm^4 It: 4.876446e+006 mm^4Iw: 0.000000e+000 mm^6Wely: 5.742340e+004 mm^3 Welz: 3.022257e+004 mm^3Wply: 7.213053e+004 mm^3 Wplz: 3.774137e+004 mm^3cy: 0.00 mm cz: 0.00 mmiy: 48.79 mm iz: 25.68 mm
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 13Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 13/89
A: 1.604102e+003 mm^2dy: 0.00 mm dz: 0.00 mmOutline : 0.00 mm
Type for check: Untypical section
Alu60/60/3 (General)
+y
+z
Profile no. 4 - Alu60/60/3 (General)Material : 19 - 6061 T6
A: 6.605234e+002 mm^2Ay/A: 1.000 Az/A: 1.000Iy: 3.510982e+005 mm^4 Iz: 3.510982e+005 mm^4Iyz: -1.092637e+001 mm^4 It: 7.021964e+005 mm^4Iw: 0.000000e+000 mm^6Wely: 1.170302e+004 mm^3 Welz: 1.170302e+004 mm^3Wply: 1.394310e+004 mm^3 Wplz: 1.394310e+004 mm^3cy: 0.00 mm cz: 0.00 mmiy: 23.06 mm iz: 23.06 mmdy: 0.00 mm dz: 0.00 mmOutline : 0.00 mm
Type for check: Untypical section
Alu130/70 (General)
+y
+z
Profile no. 5 - Alu130/70 (General)Material : 19 - 6061 T6
A: 1.497113e+003 mm^2Ay/A: 1.000 Az/A: 1.000Iy: 3.124341e+006 mm^4 Iz: 1.116041e+006 mm^4Iyz: 6.637474e+002 mm^4 It: 4.240382e+006 mm^4Iw: 0.000000e+000 mm^6Wely: 4.805314e+004 mm^3 Welz: 3.187422e+004 mm^3Wply: 6.307383e+004 mm^3 Wplz: 3.804318e+004 mm^3cy: 0.00 mm cz: 0.00 mm
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 14Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 14/89
A: 1.497113e+003 mm^2iy: 45.68 mm iz: 27.30 mmdy: 0.00 mm dz: 0.00 mmOutline : 0.00 mm
Type for check: Untypical section
Alu133/70 (General)
+y
+z
Profile no. 6 - Alu133/70 (General)Material : 19 - 6061 T6
A: 1.604102e+003 mm^2Ay/A: 1.000 Az/A: 1.000Iy: 3.818656e+006 mm^4 Iz: 1.057790e+006 mm^4Iyz: 2.525217e-008 mm^4 It: 4.876446e+006 mm^4Iw: 0.000000e+000 mm^6Wely: 5.742340e+004 mm^3 Welz: 3.022257e+004 mm^3Wply: 7.213053e+004 mm^3 Wplz: 3.774137e+004 mm^3cy: 0.00 mm cz: 0.00 mmiy: 48.79 mm iz: 25.68 mmdy: 0.00 mm dz: 0.00 mmOutline : 0.00 mm
Type for check: Untypical section
Dia 10 6x37 + 1TWK (R10)
+y
+z
Profile no. 7 - Dia 10 6x37 + 1TWK (R10)Material : 20 - 6x37 +1TWK
A: 7.850000e+001 mm^2Ay/A: 0.850 Az/A: 0.850Iy: 4.814015e+002 mm^4 Iz: 4.814015e+002 mm^4Iyz: 0.000000e+000 mm^4 It: 9.628029e+002 mm^4Iw: 0.000000e+000 mm^6Wely: 9.698743e+001 mm^3 Welz: 9.698743e+001 mm^3Wply: 1.664764e+002 mm^3 Wplz: 1.664764e+002 mm^3
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 15Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 15/89
A: 7.850000e+001 mm^2cy: 0.00 mm cz: 0.00 mmiy: 2.48 mm iz: 2.48 mmdy: 0.00 mm dz: 0.00 mmOutline : 31.38 mm
Type for check: Untypical section
Hinges
Hinges
memb type pos
67 fiyfiz begfiyfiz end
68 fiyfiz begfiyfiz end
69 fiyfiz begfiyfiz end
70 fiyfiz begfiyfiz end
71 fiyfiz begfiyfiz end
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 16Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 16/89
memb type pos
72 fiyfiz begfiyfiz end
73 fiyfiz begfiyfiz end
74 fiyfiz begfiyfiz end
75 fiyfiz begfiyfiz end
76 fiyfiz begfiyfiz end
77 fiyfiz begfiyfiz end
78 fiyfiz begfiyfiz end
79 fiyfiz begfiyfiz end
80 fiyfiz begfiyfiz end
81 fiyfiz begfiyfiz end
82 fiyfiz begfiyfiz end
83 fiyfiz begfiyfiz end
84 fiyfiz begfiyfiz end
85 fiyfiz begfiyfiz end
86 fiyfiz begfiyfiz end
87 fiyfiz begfiyfiz end
89 fiy end91 fiy end94 fiy beg
fiy end92 fiy beg
fiy end93 fiy beg
fiy end96 fiy end98 fiy end99 fiy beg
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 17Author : EFS nv. Date : June 2006
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Licensed to EFS nv 17/89
memb type pos
fiy end100 fiy beg
fiy end101 fiy beg
fiy end154 fiyfiz beg
fiyfiz end155 fiyfiz beg
fiyfiz end156 fiyfiz beg
fiyfiz end157 fiyfiz beg
fiyfiz end158 fiyfiz beg
fiyfiz end159 fiyfiz beg
fiyfiz end160 fiyfiz beg
fiyfiz end161 fiyfiz beg
fiyfiz end162 fiyfiz beg
fiyfiz end163 fiyfiz beg
fiyfiz end164 fiyfiz beg
fiyfiz end165 fiyfiz beg
fiyfiz end166 fiyfiz beg
fiyfiz end167 fiyfiz beg
fiyfiz end168 fiyfiz beg
fiyfiz end169 fiyfiz beg
fiyfiz end170 fiyfiz beg
fiyfiz end171 fiyfiz beg
fiyfiz end172 fiyfiz beg
fiyfiz end
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 18Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 18/89
memb type pos
173 fiyfiz begfiyfiz end
174 fiyfiz begfiyfiz end
175 fiyfiz begfiyfiz end
176 fiyfiz begfiyfiz end
177 fiyfiz begfiyfiz end
178 fiyfiz begfiyfiz end
179 fiyfiz begfiyfiz end
180 fiyfiz begfiyfiz end
181 fiyfiz begfiyfiz end
Supports
support node type Sizemm
1 1 XYZ 0.002 5 XYZ 0.003 8 XYZ 0.004 14 XYZ 0.005 15 XYZ 0.006 21 XYZ 0.007 22 XYZ 0.008 28 XYZ 0.009 29 XYZ 0.0010 35 XYZ 0.0011 36 XYZ 0.0012 42 XYZ 0.0013 43 XYZ 0.0014 49 XYZ 0.0015 50 XYZ 0.0016 56 XYZ 0.0017 57 XYZ 0.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 19Author : EFS nv. Date : June 2006
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Licensed to EFS nv 19/89
support node type Sizemm
18 58 XYZ 0.0019 63 XYZ 0.0020 64 XYZ 0.00
Loadcases
Case Name: Description1 self weight Self weight. Direction -Z2 dead load - fabric Permanent - Loads3 dead load - connections Permanent - Loads4 dead load - sum Permanent
Summational load case 2. dead load - fabric, 1.00 3. dead load - connections, 1.00
5 dead load - extra Permanent - Loads6 snow - case 1 Variable - snow Excl.7 snow - case 2 Variable - snow Excl.8 snow - case 3 Variable - snow Excl.9 wind on side - overpr Variable - wind Excl.10 wind on side - underpr Variable - wind Excl.11 wind on gable - overpr Variable - wind Excl.12 wind on gable - underpr Variable - wind Excl.
Variable loads group
Name: Descriptionsnow Excl. BS - load type I - imposed loadwind Excl. BS - load type W - wind load
Loadcase no. 3 - nodal loads
node FxkN
FykN
FzkN
MxkNm
MykNm
MzkNm
2 0.00 0.00 -0.18 0.00 0.00 0.003 0.00 0.00 -0.22 0.00 0.00 0.004 0.00 0.00 -0.18 0.00 0.00 0.009 0.00 0.00 -0.18 0.00 0.00 0.0011 0.00 0.00 -0.22 0.00 0.00 0.0013 0.00 0.00 -0.18 0.00 0.00 0.0016 0.00 0.00 -0.18 0.00 0.00 0.0018 0.00 0.00 -0.22 0.00 0.00 0.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 20Author : EFS nv. Date : June 2006
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Licensed to EFS nv 20/89
node FxkN
FykN
FzkN
MxkNm
MykNm
MzkNm
20 0.00 0.00 -0.18 0.00 0.00 0.0023 0.00 0.00 -0.18 0.00 0.00 0.0025 0.00 0.00 -0.22 0.00 0.00 0.0027 0.00 0.00 -0.18 0.00 0.00 0.0030 0.00 0.00 -0.18 0.00 0.00 0.0032 0.00 0.00 -0.22 0.00 0.00 0.0034 0.00 0.00 -0.18 0.00 0.00 0.0037 0.00 0.00 -0.18 0.00 0.00 0.0039 0.00 0.00 -0.22 0.00 0.00 0.0041 0.00 0.00 -0.18 0.00 0.00 0.0044 0.00 0.00 -0.18 0.00 0.00 0.0046 0.00 0.00 -0.22 0.00 0.00 0.0048 0.00 0.00 -0.18 0.00 0.00 0.0051 0.00 0.00 -0.18 0.00 0.00 0.0053 0.00 0.00 -0.22 0.00 0.00 0.0055 0.00 0.00 -0.18 0.00 0.00 0.00
Loadcase no. 4 - nodal loads
node FxkN
FykN
FzkN
MxkNm
MykNm
MzkNm
2 0.00 0.00 -0.18 0.00 0.00 0.003 0.00 0.00 -0.22 0.00 0.00 0.004 0.00 0.00 -0.18 0.00 0.00 0.009 0.00 0.00 -0.18 0.00 0.00 0.0011 0.00 0.00 -0.22 0.00 0.00 0.0013 0.00 0.00 -0.18 0.00 0.00 0.0016 0.00 0.00 -0.18 0.00 0.00 0.0018 0.00 0.00 -0.22 0.00 0.00 0.0020 0.00 0.00 -0.18 0.00 0.00 0.0023 0.00 0.00 -0.18 0.00 0.00 0.0025 0.00 0.00 -0.22 0.00 0.00 0.0027 0.00 0.00 -0.18 0.00 0.00 0.0030 0.00 0.00 -0.18 0.00 0.00 0.0032 0.00 0.00 -0.22 0.00 0.00 0.0034 0.00 0.00 -0.18 0.00 0.00 0.0037 0.00 0.00 -0.18 0.00 0.00 0.0039 0.00 0.00 -0.22 0.00 0.00 0.0041 0.00 0.00 -0.18 0.00 0.00 0.0044 0.00 0.00 -0.18 0.00 0.00 0.0046 0.00 0.00 -0.22 0.00 0.00 0.0048 0.00 0.00 -0.18 0.00 0.00 0.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 21Author : EFS nv. Date : June 2006
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Licensed to EFS nv 21/89
node FxkN
FykN
FzkN
MxkNm
MykNm
MzkNm
51 0.00 0.00 -0.18 0.00 0.00 0.0053 0.00 0.00 -0.22 0.00 0.00 0.0055 0.00 0.00 -0.18 0.00 0.00 0.00
Loadcase no. 5 - nodal loads
node FxkN
FykN
FzkN
MxkNm
MykNm
MzkNm
84 0.00 0.00 -0.50 0.00 0.00 0.0086 0.00 0.00 -0.50 0.00 0.00 0.0088 0.00 0.00 -0.50 0.00 0.00 0.0090 0.00 0.00 -0.50 0.00 0.00 0.0092 0.00 0.00 -0.50 0.00 0.00 0.0094 0.00 0.00 -0.50 0.00 0.00 0.0099 0.00 0.00 -0.50 0.00 0.00 0.00
101 0.00 0.00 -0.50 0.00 0.00 0.00103 0.00 0.00 -0.50 0.00 0.00 0.00105 0.00 0.00 -0.50 0.00 0.00 0.00107 0.00 0.00 -0.50 0.00 0.00 0.00109 0.00 0.00 -0.50 0.00 0.00 0.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 22Author : EFS nv. Date : June 2006
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Licensed to EFS nv 22/89
Nodal loads.Loadcases - 3
-0.2-0.2
-0.2
-0.2-0.2
-0.2
-0.2-0.2
-0.2
-0.2-0.2
-0.2
-0.2-0.2
-0.2
-0.2-0.2
-0.2
-0.2-0.2
-0.2
-0.2-0.2
-0.2
Nodal loads.Loadcases - 5
-0.5
-0.5
-0.5
-0.5
-0.5
-0.5
-0.5
-0.5
-0.5
-0.5
-0.5
-0.5
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 23Author : EFS nv. Date : June 2006
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Licensed to EFS nv 23/89
Loadcase no. 2 - distributed loadsmacro type dx
mmexYmm
exZmm
X beg end
Y beg end
Z beg end
2 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.02-0.02
5 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
8 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
11 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
14 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
17 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
20 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
23 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.02-0.02
50 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.02-0.02
51 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
52 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
53 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
54 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
55 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
56 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
57 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.02-0.02
Loadcase no. 4 - distributed loads
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
2 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.02-0.02
5 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
8 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 24Author : EFS nv. Date : June 2006
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Licensed to EFS nv 24/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
11 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
14 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
17 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
20 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
23 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.02-0.02
50 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.02-0.02
51 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
52 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
53 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
54 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
55 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
56 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.03-0.03
57 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.02-0.02
Loadcase no. 6 - distributed loads
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
2 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.40-0.40
5 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
8 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
11 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
14 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
17 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
20 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
23 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.40-0.40
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 25Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 25/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
50 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.40-0.40
51 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
52 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
53 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
54 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
55 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
56 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
57 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.40-0.40
Loadcase no. 7 - distributed loads
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
2 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.40-0.40
5 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
8 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
11 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
14 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
17 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
20 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.80-0.80
23 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.40-0.40
50 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.43-0.43
51 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.86-0.86
52 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.86-0.86
53 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.86-0.86
54 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.86-0.86
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 26Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 26/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
55 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.86-0.86
56 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.86-0.86
57 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.43-0.43
Loadcase no. 8 - distributed loads
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
50 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.20-0.20
51 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.40-0.40
52 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.40-0.40
53 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.40-0.40
54 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.40-0.40
55 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.40-0.40
56 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.40-0.40
57 forcekN/m
0.00 rel1.00
0.00 0.00 glolen
0.000.00
0.000.00
-0.20-0.20
Loadcase no. 9 - distributed loads
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
1 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.76-0.76
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
-0.790.00
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.00-0.80
0.000.00
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
-0.80-0.79
0.000.00
2 forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
1.071.07
forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.390.39
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 27Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 27/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
2100.00 abs2153.56
0.00 0.00 glolen
0.000.00
-0.20-0.10
0.000.00
forcekN/m
2153.58 abs2208.25
0.00 0.00 glolen
0.000.00
-0.100.00
0.000.00
forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.00-0.11
0.000.00
forcekN/m
1190.00 abs2100.00
0.00 0.00 glolen
0.000.00
-0.11-0.20
0.000.00
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
-0.430.00
0.000.00
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.00-0.01
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
-0.01-0.01
0.000.00
forcekN/m
2100.00 abs2153.55
0.00 0.00 glolen
0.000.00
0.00-0.06
0.000.00
forcekN/m
2153.58 abs2208.25
0.00 0.00 glolen
0.000.00
-0.06-0.13
0.000.00
forcekN/m
2208.25 abs4309.94
0.00 0.00 glolen
0.000.00
-0.13-0.25
0.000.00
forcekN/m
4309.94 abs5202.95
0.00 0.00 glolen
0.000.00
-0.25-0.01
0.000.00
forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
-0.010.00
0.000.00
forcekN/m
5258.36 abs5486.99
0.00 0.00 glolen
0.000.00
0.00-0.12
0.000.00
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
-0.12-0.16
0.000.00
forcekN/m
5204.62 abs5256.13
0.00 0.00 glolen
0.000.00
-0.010.00
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
-0.36-0.43
0.000.00
forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
-0.12-0.36
0.000.00
3 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.55-0.55
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
-0.31-0.30
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.00-0.31
0.000.00
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
-0.300.00
0.000.00
4 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.52-1.52
5 forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
1.901.90
forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.790.79
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 28Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 28/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
6 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.09-1.09
7 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.52-1.52
8 forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.790.79
forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
1.621.62
9 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.09-1.09
10 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.52-1.52
11 forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.790.79
forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
1.621.62
12 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.09-1.09
13 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.52-1.52
14 forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
1.621.62
forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.790.79
15 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.09-1.09
16 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.52-1.52
17 forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.790.79
forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
1.621.62
18 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.09-1.09
19 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.52-1.52
20 forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.790.79
forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
1.901.90
21 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.09-1.09
22 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.76-0.76
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.80
0.000.00
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
0.800.79
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 29Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 29/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
0.790.00
0.000.00
23 forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.390.39
forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
1.071.07
forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.000.11
0.000.00
forcekN/m
1190.00 abs2100.00
0.00 0.00 glolen
0.000.00
0.110.20
0.000.00
forcekN/m
2100.00 abs2153.56
0.00 0.00 glolen
0.000.00
0.200.10
0.000.00
forcekN/m
2153.58 abs2208.25
0.00 0.00 glolen
0.000.00
0.100.00
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
0.010.01
0.000.00
forcekN/m
2100.00 abs2153.55
0.00 0.00 glolen
0.000.00
0.000.06
0.000.00
forcekN/m
2153.58 abs2208.25
0.00 0.00 glolen
0.000.00
0.060.13
0.000.00
forcekN/m
2208.25 abs4309.94
0.00 0.00 glolen
0.000.00
0.130.25
0.000.00
forcekN/m
4309.94 abs5202.95
0.00 0.00 glolen
0.000.00
0.250.01
0.000.00
forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.000.01
0.000.00
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
0.120.16
0.000.00
forcekN/m
5204.62 abs5256.13
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
5258.36 abs5486.99
0.00 0.00 glolen
0.000.00
0.000.12
0.000.00
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
0.430.00
0.000.00
forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
0.120.36
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
0.360.43
0.000.00
24 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.55-0.55
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
0.300.00
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.31
0.000.00
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
0.310.30
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 30Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 30/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
28 forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
-0.18-0.05
0.000.00
forcekN/m
1324.50 abs2649.00
0.00 0.00 glolen
0.000.00
-0.980.00
0.000.00
forcekN/m
4221.52 abs4273.04
0.00 0.00 glolen
0.000.00
-0.04-0.00
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
-0.05-0.04
0.000.00
forcekN/m
2649.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.00-0.51
0.000.00
forcekN/m
3340.98 abs3721.67
0.00 0.00 glolen
0.000.00
-0.51-0.55
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
-0.55-0.55
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.00-0.98
0.000.00
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
-0.34-0.18
0.000.00
forcekN/m
3735.55 abs4004.33
0.00 0.00 glolen
0.000.00
-0.55-0.34
0.000.00
forcekN/m
4273.04 abs4273.72
0.00 0.00 glolen
0.000.00
-0.000.00
0.000.00
29 forcekN/m
350.00 abs1324.50
0.00 0.00 glolen
0.000.00
-0.26-0.62
0.000.00
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
-0.34-0.18
0.000.00
forcekN/m
3340.98 abs3811.76
0.00 0.00 glolen
0.000.00
-0.080.00
0.000.00
forcekN/m
4221.52 abs4274.35
0.00 0.00 glolen
0.000.00
-0.04-0.00
0.000.00
forcekN/m
350.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.00-0.23
0.000.00
forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
-0.18-0.05
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
-0.05-0.04
0.000.00
forcekN/m
1324.50 abs2299.00
0.00 0.00 glolen
0.000.00
-0.230.00
0.000.00
forcekN/m
2999.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.00-0.08
0.000.00
forcekN/m
4274.35 abs4274.42
0.00 0.00 glolen
0.000.00
-0.000.00
0.000.00
forcekN/m
3735.55 abs3811.76
0.00 0.00 glolen
0.000.00
-0.53-0.49
0.000.00
forcekN/m
0.00 abs350.00
0.00 0.00 glolen
0.000.00
0.00-0.26
0.000.00
forcekN/m
2299.00 abs2649.00
0.00 0.00 glolen
0.000.00
-0.260.00
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 31Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 31/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
2649.00 abs2999.00
0.00 0.00 glolen
0.000.00
0.00-0.26
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
-0.53-0.53
0.000.00
forcekN/m
1324.50 abs2299.00
0.00 0.00 glolen
0.000.00
-0.62-0.26
0.000.00
forcekN/m
3811.76 abs4004.33
0.00 0.00 glolen
0.000.00
-0.49-0.34
0.000.00
forcekN/m
2999.00 abs3721.67
0.00 0.00 glolen
0.000.00
-0.26-0.53
0.000.00
30 forcekN/m
5951.59 abs6324.50
0.00 0.00 glolen
0.000.00
-0.71-0.87
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.00-0.93
0.000.00
forcekN/m
5000.00 abs5951.59
0.00 0.00 glolen
0.000.00
0.00-0.71
0.000.00
forcekN/m
10350.00 abs10691.25
0.00 0.00 glolen
0.000.00
-0.16-0.32
0.000.00
forcekN/m
10691.25 abs11324.50
0.00 0.00 glolen
0.000.00
-0.32-0.44
0.000.00
forcekN/m
6324.50 abs7500.00
0.00 0.00 glolen
0.000.00
-0.87-0.94
0.000.00
forcekN/m
12116.42 abs12116.85
0.00 0.00 glolen
0.000.00
-0.42-0.41
0.000.00
forcekN/m
12116.85 abs13675.50
0.00 0.00 glolen
0.000.00
-0.41-0.36
0.000.00
forcekN/m
13675.50 abs15000.00
0.00 0.00 glolen
0.000.00
-0.360.00
0.000.00
forcekN/m
9048.41 abs10000.00
0.00 0.00 glolen
0.000.00
-0.710.00
0.000.00
forcekN/m
8675.50 abs9048.41
0.00 0.00 glolen
0.000.00
-0.87-0.71
0.000.00
forcekN/m
3675.50 abs4308.75
0.00 0.00 glolen
0.000.00
-0.71-0.51
0.000.00
forcekN/m
11324.50 abs12116.42
0.00 0.00 glolen
0.000.00
-0.44-0.42
0.000.00
forcekN/m
4308.75 abs5000.00
0.00 0.00 glolen
0.000.00
-0.510.00
0.000.00
forcekN/m
2883.15 abs2883.58
0.00 0.00 glolen
0.000.00
-0.66-0.66
0.000.00
forcekN/m
2883.58 abs3675.50
0.00 0.00 glolen
0.000.00
-0.66-0.71
0.000.00
forcekN/m
7500.00 abs8675.50
0.00 0.00 glolen
0.000.00
-0.94-0.87
0.000.00
forcekN/m
1324.50 abs2100.00
0.00 0.00 glolen
0.000.00
-0.93-1.00
0.000.00
forcekN/m
2100.00 abs2883.15
0.00 0.00 glolen
0.000.00
-0.61-0.66
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 32Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 32/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
10000.00 abs10350.00
0.00 0.00 glolen
0.000.00
0.00-0.26
0.000.00
31 forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.98
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
0.050.04
0.000.00
forcekN/m
4221.52 abs4273.04
0.00 0.00 glolen
0.000.00
0.040.00
0.000.00
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
0.340.18
0.000.00
forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
0.180.05
0.000.00
forcekN/m
1324.50 abs2649.00
0.00 0.00 glolen
0.000.00
0.980.00
0.000.00
forcekN/m
2649.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.000.51
0.000.00
forcekN/m
4273.04 abs4273.72
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
0.550.55
0.000.00
forcekN/m
3735.55 abs4004.33
0.00 0.00 glolen
0.000.00
0.550.34
0.000.00
forcekN/m
3340.98 abs3721.67
0.00 0.00 glolen
0.000.00
0.510.55
0.000.00
32 forcekN/m
2299.00 abs2649.00
0.00 0.00 glolen
0.000.00
0.260.00
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
0.050.04
0.000.00
forcekN/m
1324.50 abs2299.00
0.00 0.00 glolen
0.000.00
0.620.26
0.000.00
forcekN/m
4274.35 abs4274.42
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
3735.55 abs3811.76
0.00 0.00 glolen
0.000.00
0.530.49
0.000.00
forcekN/m
4221.52 abs4274.35
0.00 0.00 glolen
0.000.00
0.040.00
0.000.00
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
0.340.18
0.000.00
forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
0.180.05
0.000.00
forcekN/m
2649.00 abs2999.00
0.00 0.00 glolen
0.000.00
0.000.26
0.000.00
forcekN/m
2999.00 abs3721.67
0.00 0.00 glolen
0.000.00
0.260.53
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
0.530.53
0.000.00
forcekN/m
3340.98 abs3811.76
0.00 0.00 glolen
0.000.00
0.080.00
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 33Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 33/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
3811.76 abs4004.33
0.00 0.00 glolen
0.000.00
0.490.34
0.000.00
forcekN/m
0.00 abs350.00
0.00 0.00 glolen
0.000.00
0.000.26
0.000.00
forcekN/m
350.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.260.62
0.000.00
forcekN/m
350.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.23
0.000.00
forcekN/m
1324.50 abs2299.00
0.00 0.00 glolen
0.000.00
0.230.00
0.000.00
forcekN/m
2999.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.000.08
0.000.00
33 forcekN/m
2100.00 abs2883.15
0.00 0.00 glolen
0.000.00
0.610.66
0.000.00
forcekN/m
7500.00 abs8675.50
0.00 0.00 glolen
0.000.00
0.940.87
0.000.00
forcekN/m
8675.50 abs9048.41
0.00 0.00 glolen
0.000.00
0.870.71
0.000.00
forcekN/m
9048.41 abs10000.00
0.00 0.00 glolen
0.000.00
0.710.00
0.000.00
forcekN/m
4308.75 abs5000.00
0.00 0.00 glolen
0.000.00
0.510.00
0.000.00
forcekN/m
5000.00 abs5951.59
0.00 0.00 glolen
0.000.00
0.000.71
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.93
0.000.00
forcekN/m
5951.59 abs6324.50
0.00 0.00 glolen
0.000.00
0.710.87
0.000.00
forcekN/m
6324.50 abs7500.00
0.00 0.00 glolen
0.000.00
0.870.94
0.000.00
forcekN/m
2883.15 abs2883.58
0.00 0.00 glolen
0.000.00
0.660.66
0.000.00
forcekN/m
2883.58 abs3675.50
0.00 0.00 glolen
0.000.00
0.660.71
0.000.00
forcekN/m
3675.50 abs4308.75
0.00 0.00 glolen
0.000.00
0.710.51
0.000.00
forcekN/m
10000.00 abs10350.00
0.00 0.00 glolen
0.000.00
0.000.26
0.000.00
forcekN/m
1324.50 abs2100.00
0.00 0.00 glolen
0.000.00
0.931.00
0.000.00
forcekN/m
13675.50 abs15000.00
0.00 0.00 glolen
0.000.00
0.360.00
0.000.00
forcekN/m
11324.50 abs12116.42
0.00 0.00 glolen
0.000.00
0.440.42
0.000.00
forcekN/m
10350.00 abs10691.25
0.00 0.00 glolen
0.000.00
0.160.32
0.000.00
forcekN/m
10691.25 abs11324.50
0.00 0.00 glolen
0.000.00
0.320.44
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 34Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 34/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
12116.42 abs12116.85
0.00 0.00 glolen
0.000.00
0.420.41
0.000.00
forcekN/m
12116.85 abs13675.50
0.00 0.00 glolen
0.000.00
0.410.36
0.000.00
50 forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
-0.01-0.01
0.000.00
forcekN/m
5257.66 abs5486.99
0.00 0.00 glolen
0.000.00
0.00-0.12
0.000.00
forcekN/m
1190.00 abs2153.55
0.00 0.00 glolen
0.000.00
-0.04-0.08
0.000.00
forcekN/m
4781.67 abs4889.62
0.00 0.00 glolen
0.000.00
-0.080.00
0.000.00
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.00-0.01
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
-0.01-0.01
0.000.00
forcekN/m
4889.62 abs5202.95
0.00 0.00 glolen
0.000.00
-0.09-0.01
0.000.00
forcekN/m
2153.57 abs2153.58
0.00 0.00 glolen
0.000.00
0.00-0.08
0.000.00
forcekN/m
5204.62 abs5257.45
0.00 0.00 glolen
0.000.00
-0.010.00
0.000.00
forcekN/m
2153.55 abs2153.57
0.00 0.00 glolen
0.000.00
-0.080.00
0.000.00
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
-0.430.00
0.000.00
forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.331.33
forcekN/m
2153.58 abs4309.94
0.00 0.00 glolen
0.000.00
-0.08-0.16
0.000.00
forcekN/m
4309.94 abs4781.67
0.00 0.00 glolen
0.000.00
-0.16-0.08
0.000.00
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
-0.12-0.16
0.000.00
forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
-0.12-0.36
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
-0.36-0.43
0.000.00
forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.00-0.04
0.000.00
forcekN/m
4781.67 abs4889.62
0.00 0.00 glolen
0.000.00
0.00-0.09
0.000.00
forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
0.550.55
51 forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
1.091.09
forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
2.262.26
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 35Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 35/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
52 forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
1.091.09
forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.791.79
53 forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.791.79
forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
1.091.09
54 forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
1.091.09
forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.791.79
55 forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.791.79
forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
1.091.09
56 forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
1.091.09
forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
2.262.26
57 forcekN/m
5204.62 abs5257.45
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.000.04
0.000.00
forcekN/m
1190.00 abs2153.55
0.00 0.00 glolen
0.000.00
0.040.08
0.000.00
forcekN/m
2153.55 abs2153.57
0.00 0.00 glolen
0.000.00
0.080.00
0.000.00
forcekN/m
2153.57 abs2153.58
0.00 0.00 glolen
0.000.00
0.000.08
0.000.00
forcekN/m
2153.58 abs4309.94
0.00 0.00 glolen
0.000.00
0.080.16
0.000.00
forcekN/m
4309.94 abs4781.67
0.00 0.00 glolen
0.000.00
0.160.08
0.000.00
forcekN/m
4781.67 abs4889.62
0.00 0.00 glolen
0.000.00
0.080.00
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
0.010.01
0.000.00
forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.331.33
forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
0.550.55
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
0.120.16
0.000.00
forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
0.120.36
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
0.360.43
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 36Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 36/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
0.430.00
0.000.00
forcekN/m
5257.66 abs5486.99
0.00 0.00 glolen
0.000.00
0.000.12
0.000.00
forcekN/m
4781.67 abs4889.62
0.00 0.00 glolen
0.000.00
0.000.09
0.000.00
forcekN/m
4889.62 abs5202.95
0.00 0.00 glolen
0.000.00
0.090.01
0.000.00
forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
0.010.01
0.000.00
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.000.01
0.000.00
Loadcase no. 10 - distributed loads
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
1 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.06-1.06
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
-0.630.00
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.00-0.64
0.000.00
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
-0.64-0.63
0.000.00
2 forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
-0.65-0.65
forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.56-0.56
forcekN/m
2100.00 abs2153.56
0.00 0.00 glolen
0.000.00
-0.16-0.08
0.000.00
forcekN/m
2153.58 abs2208.25
0.00 0.00 glolen
0.000.00
-0.080.00
0.000.00
forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.00-0.09
0.000.00
forcekN/m
1190.00 abs2100.00
0.00 0.00 glolen
0.000.00
-0.09-0.16
0.000.00
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
-0.290.00
0.000.00
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.00-0.01
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
-0.01-0.01
0.000.00
forcekN/m
2100.00 abs2153.55
0.00 0.00 glolen
0.000.00
0.00-0.04
0.000.00
forcekN/m
2153.58 abs2208.25
0.00 0.00 glolen
0.000.00
-0.04-0.09
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 37Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 37/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
2208.25 abs4309.94
0.00 0.00 glolen
0.000.00
-0.09-0.17
0.000.00
forcekN/m
4309.94 abs5202.95
0.00 0.00 glolen
0.000.00
-0.17-0.01
0.000.00
forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
-0.010.00
0.000.00
forcekN/m
5258.36 abs5486.99
0.00 0.00 glolen
0.000.00
0.00-0.08
0.000.00
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
-0.08-0.11
0.000.00
forcekN/m
5204.62 abs5256.13
0.00 0.00 glolen
0.000.00
-0.010.00
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
-0.24-0.29
0.000.00
forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
-0.08-0.24
0.000.00
3 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.25-0.25
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
-0.15-0.14
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.00-0.15
0.000.00
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
-0.140.00
0.000.00
4 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-2.12-2.12
5 forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
-1.24-1.24
forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.13-1.13
6 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.49-0.49
7 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-2.12-2.12
8 forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.13-1.13
forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
-1.17-1.17
9 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.49-0.49
10 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-2.12-2.12
11 forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.13-1.13
forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
-1.17-1.17
12 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.49-0.49
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 38Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 38/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
13 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-2.12-2.12
14 forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
-1.17-1.17
forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.13-1.13
15 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.49-0.49
16 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-2.12-2.12
17 forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.13-1.13
forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
-1.17-1.17
18 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.49-0.49
19 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-2.12-2.12
20 forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.13-1.13
forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
-1.24-1.24
21 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.49-0.49
22 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.06-1.06
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.64
0.000.00
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
0.640.63
0.000.00
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
0.630.00
0.000.00
23 forcekN/m
0.13 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.56-0.56
forcekN/m
0.00 rel0.13
0.00 0.00 loclen
0.000.00
0.000.00
-0.65-0.65
forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.000.09
0.000.00
forcekN/m
1190.00 abs2100.00
0.00 0.00 glolen
0.000.00
0.090.16
0.000.00
forcekN/m
2100.00 abs2153.56
0.00 0.00 glolen
0.000.00
0.160.08
0.000.00
forcekN/m
2153.58 abs2208.25
0.00 0.00 glolen
0.000.00
0.080.00
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
0.010.01
0.000.00
forcekN/m
2100.00 abs2153.55
0.00 0.00 glolen
0.000.00
0.000.04
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 39Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 39/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
2153.58 abs2208.25
0.00 0.00 glolen
0.000.00
0.040.09
0.000.00
forcekN/m
2208.25 abs4309.94
0.00 0.00 glolen
0.000.00
0.090.17
0.000.00
forcekN/m
4309.94 abs5202.95
0.00 0.00 glolen
0.000.00
0.170.01
0.000.00
forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.000.01
0.000.00
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
0.080.11
0.000.00
forcekN/m
5204.62 abs5256.13
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
5258.36 abs5486.99
0.00 0.00 glolen
0.000.00
0.000.08
0.000.00
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
0.290.00
0.000.00
forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
0.080.24
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
0.240.29
0.000.00
24 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.25-0.25
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
0.140.00
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.15
0.000.00
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
0.150.14
0.000.00
28 forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
-0.12-0.03
0.000.00
forcekN/m
1324.50 abs2649.00
0.00 0.00 glolen
0.000.00
-0.660.00
0.000.00
forcekN/m
4221.52 abs4273.04
0.00 0.00 glolen
0.000.00
-0.03-0.00
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
-0.03-0.03
0.000.00
forcekN/m
2649.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.00-0.35
0.000.00
forcekN/m
3340.98 abs3721.67
0.00 0.00 glolen
0.000.00
-0.35-0.37
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
-0.37-0.37
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.00-0.66
0.000.00
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
-0.23-0.12
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 40Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 40/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
3735.55 abs4004.33
0.00 0.00 glolen
0.000.00
-0.37-0.23
0.000.00
forcekN/m
4273.04 abs4273.72
0.00 0.00 glolen
0.000.00
-0.000.00
0.000.00
29 forcekN/m
350.00 abs1324.50
0.00 0.00 glolen
0.000.00
-0.18-0.42
0.000.00
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
-0.23-0.12
0.000.00
forcekN/m
3340.98 abs3811.76
0.00 0.00 glolen
0.000.00
-0.040.00
0.000.00
forcekN/m
4221.52 abs4274.35
0.00 0.00 glolen
0.000.00
-0.03-0.00
0.000.00
forcekN/m
350.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.00-0.11
0.000.00
forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
-0.12-0.03
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
-0.03-0.03
0.000.00
forcekN/m
1324.50 abs2299.00
0.00 0.00 glolen
0.000.00
-0.110.00
0.000.00
forcekN/m
2999.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.00-0.04
0.000.00
forcekN/m
4274.35 abs4274.42
0.00 0.00 glolen
0.000.00
-0.000.00
0.000.00
forcekN/m
3735.55 abs3811.76
0.00 0.00 glolen
0.000.00
-0.36-0.33
0.000.00
forcekN/m
0.00 abs350.00
0.00 0.00 glolen
0.000.00
0.00-0.18
0.000.00
forcekN/m
2299.00 abs2649.00
0.00 0.00 glolen
0.000.00
-0.180.00
0.000.00
forcekN/m
2649.00 abs2999.00
0.00 0.00 glolen
0.000.00
0.00-0.18
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
-0.36-0.36
0.000.00
forcekN/m
1324.50 abs2299.00
0.00 0.00 glolen
0.000.00
-0.42-0.18
0.000.00
forcekN/m
3811.76 abs4004.33
0.00 0.00 glolen
0.000.00
-0.33-0.23
0.000.00
forcekN/m
2999.00 abs3721.67
0.00 0.00 glolen
0.000.00
-0.18-0.36
0.000.00
30 forcekN/m
5951.59 abs6324.50
0.00 0.00 glolen
0.000.00
-0.48-0.59
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.00-0.74
0.000.00
forcekN/m
5000.00 abs5951.59
0.00 0.00 glolen
0.000.00
0.00-0.48
0.000.00
forcekN/m
10350.00 abs10691.25
0.00 0.00 glolen
0.000.00
-0.08-0.15
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 41Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 41/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
10691.25 abs11324.50
0.00 0.00 glolen
0.000.00
-0.15-0.21
0.000.00
forcekN/m
6324.50 abs7500.00
0.00 0.00 glolen
0.000.00
-0.59-0.63
0.000.00
forcekN/m
12116.42 abs12116.85
0.00 0.00 glolen
0.000.00
-0.20-0.20
0.000.00
forcekN/m
12116.85 abs13675.50
0.00 0.00 glolen
0.000.00
-0.20-0.17
0.000.00
forcekN/m
13675.50 abs15000.00
0.00 0.00 glolen
0.000.00
-0.170.00
0.000.00
forcekN/m
9048.41 abs10000.00
0.00 0.00 glolen
0.000.00
-0.480.00
0.000.00
forcekN/m
8675.50 abs9048.41
0.00 0.00 glolen
0.000.00
-0.59-0.48
0.000.00
forcekN/m
3675.50 abs4308.75
0.00 0.00 glolen
0.000.00
-0.48-0.35
0.000.00
forcekN/m
11324.50 abs12116.42
0.00 0.00 glolen
0.000.00
-0.21-0.20
0.000.00
forcekN/m
4308.75 abs5000.00
0.00 0.00 glolen
0.000.00
-0.350.00
0.000.00
forcekN/m
2883.15 abs2883.58
0.00 0.00 glolen
0.000.00
-0.45-0.45
0.000.00
forcekN/m
2883.58 abs3675.50
0.00 0.00 glolen
0.000.00
-0.45-0.48
0.000.00
forcekN/m
7500.00 abs8675.50
0.00 0.00 glolen
0.000.00
-0.63-0.59
0.000.00
forcekN/m
1324.50 abs2100.00
0.00 0.00 glolen
0.000.00
-0.74-0.80
0.000.00
forcekN/m
2100.00 abs2883.15
0.00 0.00 glolen
0.000.00
-0.42-0.45
0.000.00
forcekN/m
10000.00 abs10350.00
0.00 0.00 glolen
0.000.00
0.00-0.18
0.000.00
31 forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.66
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
0.030.03
0.000.00
forcekN/m
4221.52 abs4273.04
0.00 0.00 glolen
0.000.00
0.030.00
0.000.00
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
0.230.12
0.000.00
forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
0.120.03
0.000.00
forcekN/m
1324.50 abs2649.00
0.00 0.00 glolen
0.000.00
0.660.00
0.000.00
forcekN/m
2649.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.000.35
0.000.00
forcekN/m
4273.04 abs4273.72
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 42Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 42/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
0.370.37
0.000.00
forcekN/m
3735.55 abs4004.33
0.00 0.00 glolen
0.000.00
0.370.23
0.000.00
forcekN/m
3340.98 abs3721.67
0.00 0.00 glolen
0.000.00
0.350.37
0.000.00
32 forcekN/m
2299.00 abs2649.00
0.00 0.00 glolen
0.000.00
0.180.00
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
0.030.03
0.000.00
forcekN/m
1324.50 abs2299.00
0.00 0.00 glolen
0.000.00
0.420.18
0.000.00
forcekN/m
4274.35 abs4274.42
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
3735.55 abs3811.76
0.00 0.00 glolen
0.000.00
0.360.33
0.000.00
forcekN/m
4221.52 abs4274.35
0.00 0.00 glolen
0.000.00
0.030.00
0.000.00
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
0.230.12
0.000.00
forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
0.120.03
0.000.00
forcekN/m
2649.00 abs2999.00
0.00 0.00 glolen
0.000.00
0.000.18
0.000.00
forcekN/m
2999.00 abs3721.67
0.00 0.00 glolen
0.000.00
0.180.36
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
0.360.36
0.000.00
forcekN/m
3340.98 abs3811.76
0.00 0.00 glolen
0.000.00
0.040.00
0.000.00
forcekN/m
3811.76 abs4004.33
0.00 0.00 glolen
0.000.00
0.330.23
0.000.00
forcekN/m
0.00 abs350.00
0.00 0.00 glolen
0.000.00
0.000.18
0.000.00
forcekN/m
350.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.180.42
0.000.00
forcekN/m
350.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.11
0.000.00
forcekN/m
1324.50 abs2299.00
0.00 0.00 glolen
0.000.00
0.110.00
0.000.00
forcekN/m
2999.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.000.04
0.000.00
33 forcekN/m
2100.00 abs2883.15
0.00 0.00 glolen
0.000.00
0.420.45
0.000.00
forcekN/m
7500.00 abs8675.50
0.00 0.00 glolen
0.000.00
0.630.59
0.000.00
forcekN/m
8675.50 abs9048.41
0.00 0.00 glolen
0.000.00
0.590.48
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 43Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 43/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
9048.41 abs10000.00
0.00 0.00 glolen
0.000.00
0.480.00
0.000.00
forcekN/m
4308.75 abs5000.00
0.00 0.00 glolen
0.000.00
0.350.00
0.000.00
forcekN/m
5000.00 abs5951.59
0.00 0.00 glolen
0.000.00
0.000.48
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.74
0.000.00
forcekN/m
5951.59 abs6324.50
0.00 0.00 glolen
0.000.00
0.480.59
0.000.00
forcekN/m
6324.50 abs7500.00
0.00 0.00 glolen
0.000.00
0.590.63
0.000.00
forcekN/m
2883.15 abs2883.58
0.00 0.00 glolen
0.000.00
0.450.45
0.000.00
forcekN/m
2883.58 abs3675.50
0.00 0.00 glolen
0.000.00
0.450.48
0.000.00
forcekN/m
3675.50 abs4308.75
0.00 0.00 glolen
0.000.00
0.480.35
0.000.00
forcekN/m
10000.00 abs10350.00
0.00 0.00 glolen
0.000.00
0.000.18
0.000.00
forcekN/m
1324.50 abs2100.00
0.00 0.00 glolen
0.000.00
0.740.80
0.000.00
forcekN/m
13675.50 abs15000.00
0.00 0.00 glolen
0.000.00
0.170.00
0.000.00
forcekN/m
11324.50 abs12116.42
0.00 0.00 glolen
0.000.00
0.210.20
0.000.00
forcekN/m
10350.00 abs10691.25
0.00 0.00 glolen
0.000.00
0.080.15
0.000.00
forcekN/m
10691.25 abs11324.50
0.00 0.00 glolen
0.000.00
0.150.21
0.000.00
forcekN/m
12116.42 abs12116.85
0.00 0.00 glolen
0.000.00
0.200.20
0.000.00
forcekN/m
12116.85 abs13675.50
0.00 0.00 glolen
0.000.00
0.200.17
0.000.00
50 forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
-0.01-0.01
0.000.00
forcekN/m
5257.66 abs5486.99
0.00 0.00 glolen
0.000.00
0.00-0.08
0.000.00
forcekN/m
1190.00 abs2153.55
0.00 0.00 glolen
0.000.00
-0.02-0.04
0.000.00
forcekN/m
4781.67 abs4889.62
0.00 0.00 glolen
0.000.00
-0.040.00
0.000.00
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.00-0.01
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
-0.01-0.01
0.000.00
forcekN/m
4889.62 abs5202.95
0.00 0.00 glolen
0.000.00
-0.06-0.01
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 44Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 44/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
2153.57 abs2153.58
0.00 0.00 glolen
0.000.00
0.00-0.04
0.000.00
forcekN/m
5204.62 abs5257.45
0.00 0.00 glolen
0.000.00
-0.010.00
0.000.00
forcekN/m
2153.55 abs2153.57
0.00 0.00 glolen
0.000.00
-0.040.00
0.000.00
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
-0.290.00
0.000.00
forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.031.03
forcekN/m
2153.58 abs4309.94
0.00 0.00 glolen
0.000.00
-0.04-0.07
0.000.00
forcekN/m
4309.94 abs4781.67
0.00 0.00 glolen
0.000.00
-0.07-0.04
0.000.00
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
-0.08-0.11
0.000.00
forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
-0.08-0.24
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
-0.24-0.29
0.000.00
forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.00-0.02
0.000.00
forcekN/m
4781.67 abs4889.62
0.00 0.00 glolen
0.000.00
0.00-0.06
0.000.00
forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
0.250.25
51 forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
0.490.49
forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.661.66
52 forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.191.19
forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
0.490.49
53 forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
0.490.49
forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.191.19
54 forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.191.19
forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
0.490.49
55 forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
0.490.49
forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.191.19
56 forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
0.490.49
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 45Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 45/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.661.66
57 forcekN/m
5204.62 abs5257.45
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.000.02
0.000.00
forcekN/m
1190.00 abs2153.55
0.00 0.00 glolen
0.000.00
0.020.04
0.000.00
forcekN/m
2153.55 abs2153.57
0.00 0.00 glolen
0.000.00
0.040.00
0.000.00
forcekN/m
2153.57 abs2153.58
0.00 0.00 glolen
0.000.00
0.000.04
0.000.00
forcekN/m
2153.58 abs4309.94
0.00 0.00 glolen
0.000.00
0.040.07
0.000.00
forcekN/m
4309.94 abs4781.67
0.00 0.00 glolen
0.000.00
0.070.04
0.000.00
forcekN/m
4781.67 abs4889.62
0.00 0.00 glolen
0.000.00
0.040.00
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
0.010.01
0.000.00
forcekN/m
0.87 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.031.03
forcekN/m
0.00 rel0.87
0.00 0.00 loclen
0.000.00
0.000.00
0.250.25
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
0.080.11
0.000.00
forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
0.080.24
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
0.240.29
0.000.00
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
0.290.00
0.000.00
forcekN/m
5257.66 abs5486.99
0.00 0.00 glolen
0.000.00
0.000.08
0.000.00
forcekN/m
4781.67 abs4889.62
0.00 0.00 glolen
0.000.00
0.000.06
0.000.00
forcekN/m
4889.62 abs5202.95
0.00 0.00 glolen
0.000.00
0.060.01
0.000.00
forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
0.010.01
0.000.00
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.000.01
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 46Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 46/89
Loadcase no. 11 - distributed loadsmacro type dx
mmexYmm
exZmm
X beg end
Y beg end
Z beg end
1 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.331.33
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.37
0.000.00
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
0.370.36
0.000.00
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
0.360.00
0.000.00
2 forcekN/m
0.00 rel0.50
0.00 0.00 loclen
0.000.00
0.000.00
1.071.07
forcekN/m
0.50 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.031.03
forcekN/m
5258.62 abs5486.99
0.00 0.00 glolen
0.000.00
0.000.09
0.000.00
forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.000.05
0.000.00
forcekN/m
1190.00 abs2153.55
0.00 0.00 glolen
0.000.00
0.050.09
0.000.00
forcekN/m
2153.55 abs2153.57
0.00 0.00 glolen
0.000.00
0.090.00
0.000.00
forcekN/m
2153.57 abs2153.58
0.00 0.00 glolen
0.000.00
0.000.09
0.000.00
forcekN/m
2153.58 abs2208.25
0.00 0.00 glolen
0.000.00
0.090.09
0.000.00
forcekN/m
2208.25 abs4309.94
0.00 0.00 glolen
0.000.00
0.090.19
0.000.00
forcekN/m
4309.94 abs5202.95
0.00 0.00 glolen
0.000.00
0.190.01
0.000.00
forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.000.01
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
0.010.01
0.000.00
forcekN/m
5204.62 abs5255.63
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
0.270.32
0.000.00
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
0.090.12
0.000.00
forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
0.090.27
0.000.00
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
0.320.00
0.000.00
3 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.33-1.33
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 47Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 47/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.37
0.000.00
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
0.370.36
0.000.00
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
0.360.00
0.000.00
4 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.761.76
5 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.131.13
6 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.76-1.76
7 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.561.56
8 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.920.92
9 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.56-1.56
10 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.161.16
11 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.920.92
12 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.16-1.16
13 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.161.16
14 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.920.92
15 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.16-1.16
16 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.161.16
17 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.920.92
18 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.16-1.16
19 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.161.16
20 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.920.92
21 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.16-1.16
22 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.580.58
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
0.310.30
0.000.00
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
0.300.00
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 48Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 48/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.31
0.000.00
23 forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.000.04
0.000.00
forcekN/m
2153.55 abs2153.57
0.00 0.00 glolen
0.000.00
0.080.00
0.000.00
forcekN/m
2153.57 abs2153.58
0.00 0.00 glolen
0.000.00
0.000.08
0.000.00
forcekN/m
1190.00 abs2153.55
0.00 0.00 glolen
0.000.00
0.040.08
0.000.00
forcekN/m
2208.25 abs4309.94
0.00 0.00 glolen
0.000.00
0.080.16
0.000.00
forcekN/m
4309.94 abs5202.95
0.00 0.00 glolen
0.000.00
0.160.01
0.000.00
forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.000.01
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
0.010.01
0.000.00
forcekN/m
2153.58 abs2208.25
0.00 0.00 glolen
0.000.00
0.080.08
0.000.00
forcekN/m
5258.62 abs5486.99
0.00 0.00 glolen
0.000.00
0.000.07
0.000.00
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
0.070.10
0.000.00
forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
0.080.22
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
0.220.27
0.000.00
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
0.270.00
0.000.00
forcekN/m
5204.62 abs5255.63
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.460.46
24 forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.31
0.000.00
forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.58-0.58
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
0.310.30
0.000.00
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
0.300.00
0.000.00
28 forcekN/m
4272.54 abs4273.46
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
0.250.14
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 49Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 49/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
4221.52 abs4272.54
0.00 0.00 glolen
0.000.00
0.030.00
0.000.00
forcekN/m
3735.55 abs4004.33
0.00 0.00 glolen
0.000.00
0.410.25
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.74
0.000.00
forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
0.140.03
0.000.00
forcekN/m
1324.50 abs2649.00
0.00 0.00 glolen
0.000.00
0.740.00
0.000.00
forcekN/m
2649.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.000.38
0.000.00
forcekN/m
3340.98 abs3721.67
0.00 0.00 glolen
0.000.00
0.380.41
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
0.410.41
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
0.030.03
0.000.00
29 forcekN/m
2649.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.000.38
0.000.00
forcekN/m
1324.50 abs2649.00
0.00 0.00 glolen
0.000.00
0.740.00
0.000.00
forcekN/m
4272.54 abs4273.46
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.74
0.000.00
forcekN/m
3340.98 abs3721.67
0.00 0.00 glolen
0.000.00
0.380.41
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
0.410.41
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
0.030.03
0.000.00
forcekN/m
4221.52 abs4272.54
0.00 0.00 glolen
0.000.00
0.030.00
0.000.00
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
0.250.14
0.000.00
forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
0.140.03
0.000.00
forcekN/m
3735.55 abs4004.33
0.00 0.00 glolen
0.000.00
0.410.25
0.000.00
30 forcekN/m
12116.85 abs13675.50
0.00 0.00 glolen
0.000.00
0.500.43
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.43
0.000.00
forcekN/m
1324.50 abs2883.15
0.00 0.00 glolen
0.000.00
0.430.50
0.000.00
forcekN/m
2883.15 abs2883.58
0.00 0.00 glolen
0.000.00
0.500.50
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 50Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 50/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
2883.58 abs3675.50
0.00 0.00 glolen
0.000.00
0.500.53
0.000.00
forcekN/m
3675.50 abs4308.75
0.00 0.00 glolen
0.000.00
0.530.38
0.000.00
forcekN/m
6324.50 abs7500.00
0.00 0.00 glolen
0.000.00
0.650.70
0.000.00
forcekN/m
7500.00 abs8675.50
0.00 0.00 glolen
0.000.00
0.700.65
0.000.00
forcekN/m
8675.50 abs9048.41
0.00 0.00 glolen
0.000.00
0.650.53
0.000.00
forcekN/m
9048.41 abs10000.00
0.00 0.00 glolen
0.000.00
0.530.00
0.000.00
forcekN/m
10000.00 abs10691.25
0.00 0.00 glolen
0.000.00
0.000.38
0.000.00
forcekN/m
10691.25 abs11324.50
0.00 0.00 glolen
0.000.00
0.380.53
0.000.00
forcekN/m
11324.50 abs12116.42
0.00 0.00 glolen
0.000.00
0.530.50
0.000.00
forcekN/m
12116.42 abs12116.85
0.00 0.00 glolen
0.000.00
0.500.50
0.000.00
forcekN/m
5000.00 abs5951.59
0.00 0.00 glolen
0.000.00
0.000.53
0.000.00
forcekN/m
5951.59 abs6324.50
0.00 0.00 glolen
0.000.00
0.530.65
0.000.00
forcekN/m
13675.50 abs15000.00
0.00 0.00 glolen
0.000.00
0.430.00
0.000.00
forcekN/m
4308.75 abs5000.00
0.00 0.00 glolen
0.000.00
0.380.00
0.000.00
31 forcekN/m
3340.98 abs3721.67
0.00 0.00 glolen
0.000.00
0.320.35
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
0.350.34
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.61
0.000.00
forcekN/m
1324.50 abs2649.00
0.00 0.00 glolen
0.000.00
0.610.00
0.000.00
forcekN/m
2649.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.000.32
0.000.00
forcekN/m
4221.52 abs4272.54
0.00 0.00 glolen
0.000.00
0.030.00
0.000.00
forcekN/m
4272.54 abs4273.46
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
0.110.03
0.000.00
forcekN/m
3735.55 abs4004.33
0.00 0.00 glolen
0.000.00
0.340.21
0.000.00
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
0.210.11
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 51Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 51/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
0.030.03
0.000.00
32 forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.61
0.000.00
forcekN/m
3735.55 abs4004.33
0.00 0.00 glolen
0.000.00
0.340.21
0.000.00
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
0.210.11
0.000.00
forcekN/m
1324.50 abs2649.00
0.00 0.00 glolen
0.000.00
0.610.00
0.000.00
forcekN/m
2649.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.000.32
0.000.00
forcekN/m
3340.98 abs3721.67
0.00 0.00 glolen
0.000.00
0.320.35
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
0.350.34
0.000.00
forcekN/m
4272.54 abs4273.46
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
0.030.03
0.000.00
forcekN/m
4221.52 abs4272.54
0.00 0.00 glolen
0.000.00
0.030.00
0.000.00
forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
0.110.03
0.000.00
33 forcekN/m
1324.50 abs2883.15
0.00 0.00 glolen
0.000.00
0.360.41
0.000.00
forcekN/m
2883.15 abs2883.58
0.00 0.00 glolen
0.000.00
0.410.42
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.36
0.000.00
forcekN/m
5951.59 abs6324.50
0.00 0.00 glolen
0.000.00
0.440.54
0.000.00
forcekN/m
6324.50 abs7500.00
0.00 0.00 glolen
0.000.00
0.540.58
0.000.00
forcekN/m
2883.58 abs3675.50
0.00 0.00 glolen
0.000.00
0.420.44
0.000.00
forcekN/m
3675.50 abs4308.75
0.00 0.00 glolen
0.000.00
0.440.32
0.000.00
forcekN/m
4308.75 abs5000.00
0.00 0.00 glolen
0.000.00
0.320.00
0.000.00
forcekN/m
5000.00 abs5951.59
0.00 0.00 glolen
0.000.00
0.000.44
0.000.00
forcekN/m
10000.00 abs10691.25
0.00 0.00 glolen
0.000.00
0.000.32
0.000.00
forcekN/m
10691.25 abs11324.50
0.00 0.00 glolen
0.000.00
0.320.44
0.000.00
forcekN/m
11324.50 abs12116.42
0.00 0.00 glolen
0.000.00
0.440.42
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 52Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 52/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
12116.42 abs12116.85
0.00 0.00 glolen
0.000.00
0.420.41
0.000.00
forcekN/m
12116.85 abs13675.50
0.00 0.00 glolen
0.000.00
0.410.36
0.000.00
forcekN/m
13675.50 abs15000.00
0.00 0.00 glolen
0.000.00
0.360.00
0.000.00
forcekN/m
9048.41 abs10000.00
0.00 0.00 glolen
0.000.00
0.440.00
0.000.00
forcekN/m
7500.00 abs8675.50
0.00 0.00 glolen
0.000.00
0.580.54
0.000.00
forcekN/m
8675.50 abs9048.41
0.00 0.00 glolen
0.000.00
0.540.44
0.000.00
50 forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.000.05
0.000.00
forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
0.090.27
0.000.00
forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
0.090.12
0.000.00
forcekN/m
0.00 rel0.50
0.00 0.00 loclen
0.000.00
0.000.00
1.071.07
forcekN/m
0.50 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.031.03
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.000.01
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
0.010.01
0.000.00
forcekN/m
5204.62 abs5255.63
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
5258.62 abs5486.99
0.00 0.00 glolen
0.000.00
0.000.09
0.000.00
forcekN/m
2153.57 abs2153.58
0.00 0.00 glolen
0.000.00
0.000.09
0.000.00
forcekN/m
2153.58 abs4309.94
0.00 0.00 glolen
0.000.00
0.090.19
0.000.00
forcekN/m
4309.94 abs4889.62
0.00 0.00 glolen
0.000.00
0.190.07
0.000.00
forcekN/m
4889.62 abs5202.95
0.00 0.00 glolen
0.000.00
0.070.01
0.000.00
forcekN/m
1190.00 abs2153.55
0.00 0.00 glolen
0.000.00
0.050.09
0.000.00
forcekN/m
2153.55 abs2153.57
0.00 0.00 glolen
0.000.00
0.090.00
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
0.270.32
0.000.00
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
0.320.00
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 53Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 53/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
51 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.131.13
52 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.920.92
53 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.920.92
54 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.920.92
55 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.920.92
56 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.920.92
57 forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
0.080.22
0.000.00
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
0.270.00
0.000.00
forcekN/m
2153.57 abs2153.58
0.00 0.00 glolen
0.000.00
0.000.08
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
0.220.27
0.000.00
forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.460.46
forcekN/m
4889.62 abs5202.95
0.00 0.00 glolen
0.000.00
0.060.01
0.000.00
forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.000.01
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
0.010.01
0.000.00
forcekN/m
5204.62 abs5255.63
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
5258.62 abs5486.99
0.00 0.00 glolen
0.000.00
0.000.07
0.000.00
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
0.070.10
0.000.00
forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.000.04
0.000.00
forcekN/m
1190.00 abs2153.55
0.00 0.00 glolen
0.000.00
0.040.08
0.000.00
forcekN/m
2153.55 abs2153.57
0.00 0.00 glolen
0.000.00
0.080.00
0.000.00
forcekN/m
2153.58 abs4309.94
0.00 0.00 glolen
0.000.00
0.080.16
0.000.00
forcekN/m
4309.94 abs4889.62
0.00 0.00 glolen
0.000.00
0.160.06
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 54Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 54/89
Loadcase no. 12 - distributed loadsmacro type dx
mmexYmm
exZmm
X beg end
Y beg end
Z beg end
1 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.031.03
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.53
0.000.00
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
0.530.52
0.000.00
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
0.520.00
0.000.00
2 forcekN/m
0.00 rel0.50
0.00 0.00 loclen
0.000.00
0.000.00
0.770.77
forcekN/m
0.50 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.730.73
forcekN/m
5258.62 abs5486.99
0.00 0.00 glolen
0.000.00
0.000.13
0.000.00
forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.000.08
0.000.00
forcekN/m
1190.00 abs2153.55
0.00 0.00 glolen
0.000.00
0.080.14
0.000.00
forcekN/m
2153.55 abs2153.57
0.00 0.00 glolen
0.000.00
0.140.00
0.000.00
forcekN/m
2153.57 abs2153.58
0.00 0.00 glolen
0.000.00
0.000.13
0.000.00
forcekN/m
2153.58 abs2208.25
0.00 0.00 glolen
0.000.00
0.130.14
0.000.00
forcekN/m
2208.25 abs4309.94
0.00 0.00 glolen
0.000.00
0.140.27
0.000.00
forcekN/m
4309.94 abs5202.95
0.00 0.00 glolen
0.000.00
0.270.01
0.000.00
forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.000.01
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
0.010.01
0.000.00
forcekN/m
5204.62 abs5255.63
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
0.380.47
0.000.00
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
0.130.17
0.000.00
forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
0.130.38
0.000.00
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
0.470.00
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 55Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 55/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
3 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.03-1.03
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.53
0.000.00
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
0.530.52
0.000.00
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
0.520.00
0.000.00
4 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
1.161.16
5 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.530.53
6 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-1.16-1.16
7 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.960.96
8 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.320.32
9 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.96-0.96
10 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.560.56
11 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.320.32
12 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.56-0.56
13 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.560.56
14 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.320.32
15 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.56-0.56
16 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.560.56
17 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.320.32
18 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.56-0.56
19 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.560.56
20 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.320.32
21 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.56-0.56
22 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.280.28
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
0.150.14
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 56Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 56/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
0.140.00
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.15
0.000.00
23 forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.000.02
0.000.00
forcekN/m
2153.55 abs2153.57
0.00 0.00 glolen
0.000.00
0.040.00
0.000.00
forcekN/m
2153.57 abs2153.58
0.00 0.00 glolen
0.000.00
0.000.04
0.000.00
forcekN/m
1190.00 abs2153.55
0.00 0.00 glolen
0.000.00
0.020.04
0.000.00
forcekN/m
2208.25 abs4309.94
0.00 0.00 glolen
0.000.00
0.040.07
0.000.00
forcekN/m
4309.94 abs5202.95
0.00 0.00 glolen
0.000.00
0.070.00
0.000.00
forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
2153.58 abs2208.25
0.00 0.00 glolen
0.000.00
0.040.04
0.000.00
forcekN/m
5258.62 abs5486.99
0.00 0.00 glolen
0.000.00
0.000.03
0.000.00
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
0.030.05
0.000.00
forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
0.040.11
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
0.110.13
0.000.00
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
0.130.00
0.000.00
forcekN/m
5204.62 abs5255.63
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.160.16
24 forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.15
0.000.00
forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
-0.28-0.28
forcekN/m
1324.50 abs1344.00
0.00 0.00 glolen
0.000.00
0.150.14
0.000.00
forcekN/m
1344.00 abs2649.00
0.00 0.00 glolen
0.000.00
0.140.00
0.000.00
28 forcekN/m
4272.54 abs4273.46
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 57Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 57/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
0.370.20
0.000.00
forcekN/m
4221.52 abs4272.54
0.00 0.00 glolen
0.000.00
0.040.00
0.000.00
forcekN/m
3735.55 abs4004.33
0.00 0.00 glolen
0.000.00
0.590.37
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.001.06
0.000.00
forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
0.200.05
0.000.00
forcekN/m
1324.50 abs2649.00
0.00 0.00 glolen
0.000.00
1.060.00
0.000.00
forcekN/m
2649.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.000.55
0.000.00
forcekN/m
3340.98 abs3721.67
0.00 0.00 glolen
0.000.00
0.550.59
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
0.590.59
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
0.050.04
0.000.00
29 forcekN/m
2649.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.000.55
0.000.00
forcekN/m
1324.50 abs2649.00
0.00 0.00 glolen
0.000.00
1.060.00
0.000.00
forcekN/m
4272.54 abs4273.46
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.001.06
0.000.00
forcekN/m
3340.98 abs3721.67
0.00 0.00 glolen
0.000.00
0.550.59
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
0.590.59
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
0.050.04
0.000.00
forcekN/m
4221.52 abs4272.54
0.00 0.00 glolen
0.000.00
0.040.00
0.000.00
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
0.370.20
0.000.00
forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
0.200.05
0.000.00
forcekN/m
3735.55 abs4004.33
0.00 0.00 glolen
0.000.00
0.590.37
0.000.00
30 forcekN/m
12116.85 abs13675.50
0.00 0.00 glolen
0.000.00
0.710.61
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.61
0.000.00
forcekN/m
1324.50 abs2883.15
0.00 0.00 glolen
0.000.00
0.610.71
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 58Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 58/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
2883.15 abs2883.58
0.00 0.00 glolen
0.000.00
0.710.71
0.000.00
forcekN/m
2883.58 abs3675.50
0.00 0.00 glolen
0.000.00
0.710.76
0.000.00
forcekN/m
3675.50 abs4308.75
0.00 0.00 glolen
0.000.00
0.760.55
0.000.00
forcekN/m
6324.50 abs7500.00
0.00 0.00 glolen
0.000.00
0.931.01
0.000.00
forcekN/m
7500.00 abs8675.50
0.00 0.00 glolen
0.000.00
1.010.93
0.000.00
forcekN/m
8675.50 abs9048.41
0.00 0.00 glolen
0.000.00
0.930.76
0.000.00
forcekN/m
9048.41 abs10000.00
0.00 0.00 glolen
0.000.00
0.760.00
0.000.00
forcekN/m
10000.00 abs10691.25
0.00 0.00 glolen
0.000.00
0.000.55
0.000.00
forcekN/m
10691.25 abs11324.50
0.00 0.00 glolen
0.000.00
0.550.76
0.000.00
forcekN/m
11324.50 abs12116.42
0.00 0.00 glolen
0.000.00
0.760.71
0.000.00
forcekN/m
12116.42 abs12116.85
0.00 0.00 glolen
0.000.00
0.710.71
0.000.00
forcekN/m
5000.00 abs5951.59
0.00 0.00 glolen
0.000.00
0.000.76
0.000.00
forcekN/m
5951.59 abs6324.50
0.00 0.00 glolen
0.000.00
0.760.93
0.000.00
forcekN/m
13675.50 abs15000.00
0.00 0.00 glolen
0.000.00
0.610.00
0.000.00
forcekN/m
4308.75 abs5000.00
0.00 0.00 glolen
0.000.00
0.550.00
0.000.00
31 forcekN/m
3340.98 abs3721.67
0.00 0.00 glolen
0.000.00
0.150.17
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
0.170.16
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.29
0.000.00
forcekN/m
1324.50 abs2649.00
0.00 0.00 glolen
0.000.00
0.290.00
0.000.00
forcekN/m
2649.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.000.15
0.000.00
forcekN/m
4221.52 abs4272.54
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
4272.54 abs4273.46
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
0.050.01
0.000.00
forcekN/m
3735.55 abs4004.33
0.00 0.00 glolen
0.000.00
0.160.10
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 59Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 59/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
0.100.05
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
0.010.01
0.000.00
32 forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.29
0.000.00
forcekN/m
3735.55 abs4004.33
0.00 0.00 glolen
0.000.00
0.160.10
0.000.00
forcekN/m
4004.33 abs4045.10
0.00 0.00 glolen
0.000.00
0.100.05
0.000.00
forcekN/m
1324.50 abs2649.00
0.00 0.00 glolen
0.000.00
0.290.00
0.000.00
forcekN/m
2649.00 abs3340.98
0.00 0.00 glolen
0.000.00
0.000.15
0.000.00
forcekN/m
3340.98 abs3721.67
0.00 0.00 glolen
0.000.00
0.150.17
0.000.00
forcekN/m
3721.67 abs3735.55
0.00 0.00 glolen
0.000.00
0.170.16
0.000.00
forcekN/m
4272.54 abs4273.46
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
4221.35 abs4221.52
0.00 0.00 glolen
0.000.00
0.010.01
0.000.00
forcekN/m
4221.52 abs4272.54
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
4045.10 abs4221.35
0.00 0.00 glolen
0.000.00
0.050.01
0.000.00
33 forcekN/m
1324.50 abs2883.15
0.00 0.00 glolen
0.000.00
0.170.20
0.000.00
forcekN/m
2883.15 abs2883.58
0.00 0.00 glolen
0.000.00
0.200.20
0.000.00
forcekN/m
0.00 abs1324.50
0.00 0.00 glolen
0.000.00
0.000.17
0.000.00
forcekN/m
5951.59 abs6324.50
0.00 0.00 glolen
0.000.00
0.210.26
0.000.00
forcekN/m
6324.50 abs7500.00
0.00 0.00 glolen
0.000.00
0.260.28
0.000.00
forcekN/m
2883.58 abs3675.50
0.00 0.00 glolen
0.000.00
0.200.21
0.000.00
forcekN/m
3675.50 abs4308.75
0.00 0.00 glolen
0.000.00
0.210.15
0.000.00
forcekN/m
4308.75 abs5000.00
0.00 0.00 glolen
0.000.00
0.150.00
0.000.00
forcekN/m
5000.00 abs5951.59
0.00 0.00 glolen
0.000.00
0.000.21
0.000.00
forcekN/m
10000.00 abs10691.25
0.00 0.00 glolen
0.000.00
0.000.15
0.000.00
forcekN/m
10691.25 abs11324.50
0.00 0.00 glolen
0.000.00
0.150.21
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 60Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 60/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
11324.50 abs12116.42
0.00 0.00 glolen
0.000.00
0.210.20
0.000.00
forcekN/m
12116.42 abs12116.85
0.00 0.00 glolen
0.000.00
0.200.20
0.000.00
forcekN/m
12116.85 abs13675.50
0.00 0.00 glolen
0.000.00
0.200.17
0.000.00
forcekN/m
13675.50 abs15000.00
0.00 0.00 glolen
0.000.00
0.170.00
0.000.00
forcekN/m
9048.41 abs10000.00
0.00 0.00 glolen
0.000.00
0.210.00
0.000.00
forcekN/m
7500.00 abs8675.50
0.00 0.00 glolen
0.000.00
0.280.26
0.000.00
forcekN/m
8675.50 abs9048.41
0.00 0.00 glolen
0.000.00
0.260.21
0.000.00
50 forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.000.08
0.000.00
forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
0.130.38
0.000.00
forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
0.130.17
0.000.00
forcekN/m
0.00 rel0.50
0.00 0.00 loclen
0.000.00
0.000.00
0.770.77
forcekN/m
0.50 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.730.73
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.000.01
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
0.010.01
0.000.00
forcekN/m
5204.62 abs5255.63
0.00 0.00 glolen
0.000.00
0.010.00
0.000.00
forcekN/m
5258.62 abs5486.99
0.00 0.00 glolen
0.000.00
0.000.13
0.000.00
forcekN/m
2153.57 abs2153.58
0.00 0.00 glolen
0.000.00
0.000.13
0.000.00
forcekN/m
2153.58 abs4309.94
0.00 0.00 glolen
0.000.00
0.130.27
0.000.00
forcekN/m
4309.94 abs4889.62
0.00 0.00 glolen
0.000.00
0.270.10
0.000.00
forcekN/m
4889.62 abs5202.95
0.00 0.00 glolen
0.000.00
0.100.01
0.000.00
forcekN/m
1190.00 abs2153.55
0.00 0.00 glolen
0.000.00
0.080.14
0.000.00
forcekN/m
2153.55 abs2153.57
0.00 0.00 glolen
0.000.00
0.140.00
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
0.380.47
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 61Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 61/89
macro type dxmm
exYmm
exZmm
X beg end
Y beg end
Z beg end
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
0.470.00
0.000.00
51 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.530.53
52 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.320.32
53 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.320.32
54 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.320.32
55 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.320.32
56 forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.320.32
57 forcekN/m
5742.87 abs6197.59
0.00 0.00 glolen
0.000.00
0.040.11
0.000.00
forcekN/m
7506.84 abs7885.69
0.00 0.00 glolen
0.000.00
0.130.00
0.000.00
forcekN/m
2153.57 abs2153.58
0.00 0.00 glolen
0.000.00
0.000.04
0.000.00
forcekN/m
6197.59 abs7506.84
0.00 0.00 glolen
0.000.00
0.110.13
0.000.00
forcekN/m
0.00 rel1.00
0.00 0.00 loclen
0.000.00
0.000.00
0.160.16
forcekN/m
4889.62 abs5202.95
0.00 0.00 glolen
0.000.00
0.030.00
0.000.00
forcekN/m
5202.95 abs5202.97
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
5202.97 abs5203.07
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
5203.07 abs5204.62
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
5204.62 abs5255.63
0.00 0.00 glolen
0.000.00
0.000.00
0.000.00
forcekN/m
5258.62 abs5486.99
0.00 0.00 glolen
0.000.00
0.000.03
0.000.00
forcekN/m
5486.99 abs5742.87
0.00 0.00 glolen
0.000.00
0.030.05
0.000.00
forcekN/m
0.00 abs1190.00
0.00 0.00 glolen
0.000.00
0.000.02
0.000.00
forcekN/m
1190.00 abs2153.55
0.00 0.00 glolen
0.000.00
0.020.04
0.000.00
forcekN/m
2153.55 abs2153.57
0.00 0.00 glolen
0.000.00
0.040.00
0.000.00
forcekN/m
2153.58 abs4309.94
0.00 0.00 glolen
0.000.00
0.040.07
0.000.00
forcekN/m
4309.94 abs4889.62
0.00 0.00 glolen
0.000.00
0.070.03
0.000.00
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 62Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 62/89
Distributed loads.Loadcases - 2
-0.016
-0.016
-0.033
-0.033
-0.033
-0.033
-0.033
-0.033
-0.033
-0.033
-0.033
-0.033
-0.033
-0.033
-0.016
-0.016
-0.016
-0.016
-0.033
-0.033
-0.033
-0.033
-0.033
-0.033
-0.033
-0.033
-0.033
-0.033
-0.033
-0.033
-0.016
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 63Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 63/89
Distributed loads.Loadcases - 6
-0.4
-0.4
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.4
-0.4
-0.4
-0.4
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.4
-0.4
Distributed loads.Loadcases - 7
-0.4
-0.4
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.8
-0.4
-0.4
-0.4
-0.4
-0.9
-0.9
-0.9
-0.9
-0.9
-0.9
-0.9
-0.9
-0.9
-0.9
-0.9
-0.9
-0.4
-0.4
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 64Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 64/89
Distributed loads.Loadcases - 8
-0.2
-0.2
-0.4
-0.4
-0.4
-0.4
-0.4
-0.4
-0.4
-0.4
-0.4
-0.4
-0.4
-0.4
-0.2
-0.2
Distributed loads.Loadcases - 9
-0.8
-0.8
-0.8
0.000
0.000
-0.8-0.8-0.81.1 1.1
0.4
0.4
-0.2-0.1-0.10.0000.000-0.1-0.1 -0.2-0.40.000
0.000-0.014-0.014-0.0140.000-0.064-0.062-0.1-0.1 -0.3-0.3-0.009-0.0090.0000.000-0.1-0.1-0.2-0.0140.000-0.4 -0.4-0.1-0.4
-0.5
-0.5
-0.3-0.3
0.000
-0.3-0.3
0.000
-1.5
-1.5
1.9 1.9
0.8
0.8
-1.1
-1.1
-1.5
-1.5
0.8
0.81.6 1.6
-1.1
-1.1
-1.5
-1.5
0.8
0.81.6 1.6
-1.1
-1.1
-1.5
-1.5
1.6 1.6
0.8
0.8
-1.1
-1.1
-1.5
-1.5
0.8
0.81.6 1.6
-1.1
-1.1
-1.5
-1.5
0.8
0.81.9 1.9
-1.1
-1.1
-0.8
-0.8
0.000
0.80.80.80.8
0.0000.4
0.41.1 1.1
0.0000.10.1 0.20.20.10.10.0000.0140.014
0.0000.0640.0620.10.1 0.30.3 0.0090.0090.0000.0000.0140.10.20.0140.0000.0000.10.4 0.0000.10.40.4 0.4
-0.5
-0.5
0.30.30.30.3
-0.2-0.047
-1.0
0.000
-0.041-0.001-0.047-0.041
0.000
-0.5-0.5-0.6-0.6-0.5
0.000
-1.0
-0.3-0.2-0.5-0.3-0.0010.000
-0.3
-0.6
-0.3-0.2
-0.0790.000-0.041-0.000
0.000
-0.2
-0.2-0.047-0.047-0.041
-0.2
0.000
0.000-0.079
-0.0000.000-0.5-0.5
0.000-0.3
-0.30.0000.000-0.3
-0.5-0.5
-0.6
-0.3
-0.5-0.3
-0.3
-0.5
-0.7-0.9
0.000 -0.9
0.000 -0.7
-0.2-0.3-0.3-0.4
-0.9-0.9
-0.4-0.4-0.4
-0.4-0.4
0.000
-0.7
0.000
-0.9-0.7
-0.7-0.5
-0.4-0.4
-0.50.000
-0.7-0.7-0.7-0.7
-0.9-0.9
-0.9-1.0-0.6
-0.7
0.000-0.3
0.000
1.0
0.0470.0410.0410.0010.30.20.20.047
1.0
0.0000.0000.5
0.0010.000
0.60.50.50.3
0.50.6
0.30.000
0.0470.041
0.6
0.3
0.0000.000
0.50.5
0.0410.0000.30.20.2
0.047
0.0000.30.30.50.50.50.079
0.0000.50.3
0.0000.30.3
0.6
0.000
0.20.2
0.000
0.0000.079
0.60.7
0.90.90.90.70.7 0.000
0.5 0.0000.000
0.7
0.000
0.9
0.70.90.9
0.9
0.70.70.70.70.7 0.5
0.0000.3
0.91.0
0.4
0.40.4
0.20.30.3
0.40.40.40.4
0.4
-0.010-0.0100.000-0.1
-0.044
-0.079
-0.0770.0000.000-0.014-0.014-0.014-0.094-0.010
0.000-0.077
-0.0140.000
-0.0790.000
-0.40.000
1.3
1.3
-0.077
-0.2-0.2-0.077
-0.1-0.2-0.1-0.4-0.4
-0.4
0.000
-0.044
0.000-0.094
0.5
0.5
1.1
1.1
2.3
2.3
1.1
1.11.8
1.8
1.8
1.8
1.1
1.1
1.1
1.11.8
1.8
1.8
1.8
1.1
1.1
1.1
1.1
2.3
2.3
0.0140.000
0.0440.0440.0790.0790.0000.0000.0770.077
0.20.20.0770.0770.0000.0140.0141.3
1.3
0.5
0.50.10.20.10.40.4
0.40.40.000
0.0000.10.0000.0940.094
0.0100.0100.0100.0000.014
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 65Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 65/89
Distributed loads.Loadcases - 10
-1.1
-1.1
-0.6
0.000
0.000
-0.6-0.6-0.6
-0.7 -0.7-0.6-0.6-0.2-0.082-0.0810.0000.000-0.091-0.091-0.2-0.30.000
0.000-0.009-0.009-0.0090.000-0.043-0.042-0.085-0.086 -0.2-0.2-0.006-0.0060.0000.000-0.079-0.079-0.1-0.0090.000-0.2 -0.3-0.084-0.2
-0.2
-0.2
-0.1-0.1
0.000
-0.1-0.1
0.000
-2.1
-2.1-1.2-1.2-1.1
-1.1
-0.5
-0.5
-2.1
-2.1-1.1
-1.1
-1.2-1.2
-0.5
-0.5
-2.1
-2.1 -1.1
-1.1
-1.2 -1.2
-0.5
-0.5
-2.1
-2.1-1.2 -1.2-1.1
-1.1
-0.5
-0.5
-2.1
-2.1-1.1
-1.1
-1.2 -1.2
-0.5
-0.5
-2.1
-2.1 -1.1
-1.1
-1.2 -1.2
-0.5
-0.5
-1.1
-1.1
0.000
0.60.60.60.6
0.000-0.6
-0.6
-0.7-0.7
0.0000.0910.0910.20.20.0820.0810.0000.0090.009
0.0000.0430.0420.0850.0860.20.2 0.0060.0060.0000.0000.0090.0790.10.0090.0000.0000.079
0.30.0000.0840.20.2 0.3
-0.2
-0.2
0.10.10.10.1
-0.1-0.031
-0.7
0.000
-0.028-0.001-0.031-0.028
0.000
-0.3-0.3-0.4-0.4-0.4
0.000
-0.7
-0.2-0.1-0.4-0.2-0.0010.000
-0.2
-0.4
-0.2-0.1
-0.0380.000-0.028-0.000
0.000
-0.1
-0.1-0.031-0.031-0.028
-0.1
0.000
0.000-0.038
-0.0000.000-0.4-0.3
0.000-0.2
-0.20.0000.000-0.2
-0.4-0.4
-0.4
-0.2
-0.3-0.2
-0.2
-0.4
-0.5-0.6
0.000 -0.7
0.000-0.5
-0.078-0.2-0.2-0.2
-0.6-0.6
-0.2-0.2-0.2-0.2-0.2
0.000
-0.50.000
-0.6-0.5
-0.5-0.3
-0.2-0.2
-0.30.000
-0.4-0.4-0.4-0.5
-0.6-0.6
-0.7-0.8-0.4
-0.4
0.000-0.2
0.000
0.7
0.0310.0280.0280.0010.20.10.10.031
0.7
0.0000.0000.3
0.0010.000
0.40.40.40.2
0.30.4
0.20.000
0.0310.028
0.4
0.2
0.0000.000
0.40.30.0280.000
0.20.10.10.031
0.0000.20.2
0.40.40.40.0380.0000.3
0.2
0.0000.20.2
0.4
0.000
0.10.1
0.000
0.0000.038
0.40.4
0.60.60.60.50.5 0.000
0.3 0.0000.000
0.5
0.000
0.7
0.50.60.60.6
0.40.40.40.50.5 0.3
0.0000.2
0.70.8
0.2
0.20.2
0.0780.20.20.2
0.20.20.2
0.2
-0.006-0.0070.000-0.079
-0.021
-0.038
-0.0370.0000.000-0.010-0.010-0.010-0.064-0.006
0.000-0.037
-0.0100.000
-0.0380.000
-0.30.000
1.0
1.0
-0.037
-0.075-0.075-0.037
-0.079-0.1-0.084
-0.2-0.2
-0.3
0.000
-0.021
0.000-0.064
0.2
0.2
0.5
0.5
1.7
1.7
1.2
1.2
0.5
0.5
0.5
0.5
1.2
1.2
1.2
1.2
0.5
0.5
0.5
0.51.2
1.2
0.5
0.5
1.7
1.7
0.0100.000
0.0210.021
0.0380.0380.0000.0000.0370.037
0.0750.0750.0370.0370.000
0.0100.0101.0
1.0
0.2
0.2
0.0790.10.0840.20.2
0.30.30.000
0.0000.0790.0000.0640.064
0.0060.0060.0070.0000.010
Distributed loads.Loadcases - 11
1.3
1.3
0.000
0.40.40.40.4
0.000
1.11.11.0
1.0
0.0000.0870.0000.0520.0520.0950.0950.0000.0000.0920.0920.0950.095 0.20.2 0.0070.0070.0000.0000.0100.0100.0100.0100.000
0.3 0.30.0870.10.0930.3 0.30.000
-1.3
-1.3
0.000
0.40.40.40.4
0.000
1.8
1.81.1
1.1
-1.8
-1.8
1.6
1.60.9
0.9
-1.6
-1.6
1.2
1.20.9
0.9
-1.2
-1.2
1.2
1.20.9
0.9
-1.2
-1.2
1.2
1.20.9
0.9
-1.2
-1.2
1.2
1.20.9
0.9
-1.2
-1.2
0.6
0.6
0.30.30.3
0.000
0.000
0.3
0.0000.0440.0790.0000.0000.0770.0440.0790.0790.20.2 0.0060.0060.0000.0000.0080.0080.009
0.0770.0790.0000.0730.0730.0990.0770.20.2 0.30.30.0000.0090.0000.5
0.5
0.3
-0.6
-0.6
0.30.30.3
0.0010.0000.30.10.0310.001
0.40.3
0.000
0.7
0.10.035
0.7
0.0000.0000.40.40.40.40.4
0.0350.031
0.0000.4
0.7
0.000
0.0010.000
0.000
0.7
0.40.40.40.4
0.0350.0310.0310.0010.30.10.10.035
0.40.3
0.5
0.4
0.000
0.40.4
0.50.50.50.50.50.5 0.4
0.60.70.7
0.60.60.50.5 0.0000.0000.40.4
0.50.50.50.50.5
0.000
0.50.50.6
0.40.000
0.4 0.000
0.30.30.30.3
0.000
0.60.6
0.0000.0000.3
0.0260.0010.0010.0000.10.029
0.30.20.20.10.0290.026
0.000
0.6
0.30.20.20.1
0.6
0.0000.0000.30.30.30.30.3
0.0010.0000.0290.0260.0260.0010.10.029
0.4
0.40.40.4
0.000
0.4
0.40.50.50.6
0.40.40.4 0.30.3 0.0000.000
0.4
0.0000.30.3
0.40.40.40.40.40.4
0.40.4
0.4 0.000
0.60.50.50.4
0.000
0.052
0.0930.30.0070.0000.0870.1
1.1
1.11.0
1.0
0.0000.0100.0100.0100.0100.0000.0000.087
0.0000.0920.092
0.20.20.0700.070
0.007
0.052
0.0950.0950.000
0.3
0.30.30.000
1.1
1.1
0.9
0.9
0.9
0.9
0.9
0.9
0.9
0.9
0.9
0.9
0.0770.2
0.30.000
0.0000.077
0.2
0.3
0.5
0.5
0.0580.0060.0060.0000.0000.0080.0080.0090.0090.0000.0000.0730.0730.099
0.0440.0440.0790.0790.0000.077
0.20.20.059
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 66Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 66/89
Distributed loads.Loadcases - 12
1.0
1.0
0.000
0.50.50.50.5
0.000
0.80.80.7
0.7
0.0000.10.0000.0750.0750.10.10.0000.0000.10.10.10.1 0.30.3 0.0100.0100.0000.0000.0150.0150.0150.0150.000
0.4 0.50.10.20.10.4 0.5 0.000
-1.0
-1.0
0.000
0.50.50.50.5
0.000
1.2
1.20.5
0.5
-1.2
-1.2
1.0
1.00.3
0.3
-1.0
-1.0
0.6
0.60.3
0.3
-0.6
-0.6
0.6
0.60.3
0.3
-0.6
-0.6
0.6
0.60.3
0.3
-0.6
-0.6
0.6
0.60.3
0.3
-0.6
-0.6
0.3
0.3
0.10.10.1
0.000
0.000
0.1
0.0000.0210.0380.0000.0000.0370.0210.0380.0380.0750.0750.0030.0030.0000.0000.0040.0040.004
0.0370.0380.0000.0350.0350.0470.0370.10.1 0.10.10.0000.0040.000
0.2
0.2
0.1
-0.3
-0.3
0.10.10.1
0.0020.0000.40.20.0440.002
0.60.4
0.000
1.1
0.20.050
1.1
0.0000.0000.60.60.60.60.6
0.0500.044
0.0000.6
1.1
0.000
0.0020.000
0.000
1.1
0.60.60.60.6
0.0500.0440.0440.0020.40.20.2
0.050
0.60.4
0.7
0.6
0.000
0.60.6
0.70.70.70.70.80.8 0.6
0.91.01.0
0.90.90.80.8 0.0000.0000.60.6
0.80.80.70.70.7
0.000
0.80.80.9
0.6 0.000
0.6 0.000
0.20.20.20.2
0.000
0.30.3
0.0000.0000.2
0.0120.0000.0000.0000.0550.0140.20.10.10.0550.0140.012
0.000
0.3
0.20.10.10.055
0.3
0.0000.0000.20.20.20.20.2
0.0000.0000.0140.0120.0120.0000.0550.014
0.2
0.20.20.2
0.000
0.2
0.20.30.30.3
0.20.20.2
0.20.2 0.0000.0000.2
0.0000.20.2
0.20.20.20.20.20.2
0.20.2
0.20.000
0.30.30.30.2
0.000
0.075
0.10.40.0100.0000.10.2
0.8
0.80.7
0.7
0.0000.0150.0150.0150.0150.0000.0000.1
0.0000.10.1
0.30.30.10.10.010
0.075
0.10.10.000
0.4
0.50.50.000
0.5
0.5
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.0370.1
0.10.000
0.0000.037
0.1
0.1
0.2
0.2
0.0280.0030.0030.0000.0000.0040.0040.0040.0040.0000.0000.0350.0350.047
0.0210.021
0.0380.0380.0000.037
0.0750.0750.028
CombinationsCombi Norm Case coeff
1. User-ultimate 1 self weight 1.204 dead load - sum 1.205 dead load - extra 1.206 snow - case 1 1.33
2. 1 self weight 1.204 dead load - sum 1.205 dead load - extra 1.207 snow - case 2 1.338 snow - case 3 1.339 wind on side - overpr 1.2010 wind on side - underpr 1.2011 wind on gable - overpr 1.2012 wind on gable - underpr 1.20
3. 1 self weight 0.804 dead load - sum 0.805 dead load - extra 0.806 snow - case 1 1.33
4. 1 self weight 0.804 dead load - sum 0.80
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 67Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 67/89
Combi Norm Case coeff5 dead load - extra 0.807 snow - case 2 1.338 snow - case 3 1.339 wind on side - overpr 1.2010 wind on side - underpr 1.2011 wind on gable - overpr 1.2012 wind on gable - underpr 1.20
Basic rules for generation of ultimate load combinations:1 : 1.20*LC1 / 1.20*LC4 / 1.20*LC5 / 1.33*LC62 : 1.20*LC1 / 1.20*LC4 / 1.20*LC5 / 1.33*LC7 / 1.33*LC8 / 1.20*LC9 / 1.20*LC10/ 1.20*LC11 / 1.20*LC123 : 0.80*LC1 / 0.80*LC4 / 0.80*LC5 / 1.33*LC64 : 0.80*LC1 / 0.80*LC4 / 0.80*LC5 / 1.33*LC7 / 1.33*LC8 / 1.20*LC9 / 1.20*LC10/ 1.20*LC11 / 1.20*LC12
List of extreme ultimate load combinations1/ 3 : +0.80*LC1+0.80*LC4+0.80*LC52/ 1 : +1.20*LC1+1.20*LC4+1.20*LC53/ 4 : +0.80*LC1+0.80*LC4+0.80*LC5+1.20*LC94/ 4 : +0.80*LC1+0.80*LC4+0.80*LC5+1.20*LC105/ 4 : +0.80*LC1+0.80*LC4+0.80*LC5+1.20*LC116/ 4 : +0.80*LC1+0.80*LC4+0.80*LC5+1.20*LC127/ 4 : +0.80*LC1+0.80*LC4+0.80*LC5+1.33*LC78/ 4 : +0.80*LC1+0.80*LC4+0.80*LC5+1.33*LC89/ 2 : +1.20*LC1+1.20*LC4+1.20*LC5+1.20*LC910/ 2 : +1.20*LC1+1.20*LC4+1.20*LC5+1.20*LC1011/ 2 : +1.20*LC1+1.20*LC4+1.20*LC5+1.20*LC1112/ 2 : +1.20*LC1+1.20*LC4+1.20*LC5+1.20*LC1213/ 1 : +1.20*LC1+1.20*LC4+1.20*LC5+1.33*LC614/ 2 : +1.20*LC1+1.20*LC4+1.20*LC5+1.33*LC715/ 2 : +1.20*LC1+1.20*LC4+1.20*LC5+1.33*LC816/ 4 : +0.80*LC1+0.80*LC4+0.80*LC5+1.33*LC7+1.20*LC917/ 4 : +0.80*LC1+0.80*LC4+0.80*LC5+1.33*LC8+1.20*LC918/ 4 : +0.80*LC1+0.80*LC4+0.80*LC5+1.33*LC7+1.20*LC1019/ 4 : +0.80*LC1+0.80*LC4+0.80*LC5+1.33*LC8+1.20*LC1020/ 4 : +0.80*LC1+0.80*LC4+0.80*LC5+1.33*LC7+1.20*LC1121/ 4 : +0.80*LC1+0.80*LC4+0.80*LC5+1.33*LC7+1.20*LC1222/ 4 : +0.80*LC1+0.80*LC4+0.80*LC5+1.33*LC8+1.20*LC1123/ 4 : +0.80*LC1+0.80*LC4+0.80*LC5+1.33*LC8+1.20*LC1224/ 2 : +1.20*LC1+1.20*LC4+1.20*LC5+1.33*LC7+1.20*LC925/ 2 : +1.20*LC1+1.20*LC4+1.20*LC5+1.33*LC8+1.20*LC926/ 2 : +1.20*LC1+1.20*LC4+1.20*LC5+1.33*LC7+1.20*LC1027/ 2 : +1.20*LC1+1.20*LC4+1.20*LC5+1.33*LC7+1.20*LC1128/ 2 : +1.20*LC1+1.20*LC4+1.20*LC5+1.33*LC8+1.20*LC1029/ 2 : +1.20*LC1+1.20*LC4+1.20*LC5+1.33*LC8+1.20*LC1130/ 2 : +1.20*LC1+1.20*LC4+1.20*LC5+1.33*LC7+1.20*LC1231/ 2 : +1.20*LC1+1.20*LC4+1.20*LC5+1.33*LC8+1.20*LC12
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 68Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 68/89
Nonlinear combination Combi Group of
init. deformationsdx
mm/mdy
mm/mGroup of
init. curvaturesCase coeff
C 1 0 0.00 0.00 0 1 self weight 0.800 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.80
C 2 0 0.00 0.00 0 1 self weight 1.200 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.20
C 3 0 0.00 0.00 0 1 self weight 0.800 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.800 0.00 0.00 0 9 wind on side - overpr 1.20
C 4 0 0.00 0.00 0 1 self weight 0.800 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.800 0.00 0.00 0 10 wind on side - underpr 1.20
C 5 0 0.00 0.00 0 1 self weight 0.800 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.800 0.00 0.00 0 11 wind on gable - overpr 1.20
C 6 0 0.00 0.00 0 1 self weight 0.800 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.800 0.00 0.00 0 12 wind on gable - underpr 1.20
C 7 0 0.00 0.00 0 1 self weight 0.800 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.800 0.00 0.00 0 7 snow - case 2 1.33
C 8 0 0.00 0.00 0 1 self weight 0.800 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.800 0.00 0.00 0 8 snow - case 3 1.33
C 9 0 0.00 0.00 0 1 self weight 1.200 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.200 0.00 0.00 0 9 wind on side - overpr 1.20
C 10 0 0.00 0.00 0 1 self weight 1.200 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.200 0.00 0.00 0 10 wind on side - underpr 1.20
C 11 0 0.00 0.00 0 1 self weight 1.200 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.20
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 69Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 69/89
Combi Group of init. deformations
dxmm/m
dymm/m
Group of init. curvatures
Case coeff
0 0.00 0.00 0 11 wind on gable - overpr 1.20C 12 0 0.00 0.00 0 1 self weight 1.20
0 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.200 0.00 0.00 0 12 wind on gable - underpr 1.20
C 13 0 0.00 0.00 0 1 self weight 1.200 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.200 0.00 0.00 0 6 snow - case 1 1.33
C 14 0 0.00 0.00 0 1 self weight 1.200 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.200 0.00 0.00 0 7 snow - case 2 1.33
C 15 0 0.00 0.00 0 1 self weight 1.200 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.200 0.00 0.00 0 8 snow - case 3 1.33
C 16 0 0.00 0.00 0 1 self weight 0.800 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.800 0.00 0.00 0 7 snow - case 2 1.330 0.00 0.00 0 9 wind on side - overpr 1.20
C 17 0 0.00 0.00 0 1 self weight 0.800 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.800 0.00 0.00 0 8 snow - case 3 1.330 0.00 0.00 0 9 wind on side - overpr 1.20
C 18 0 0.00 0.00 0 1 self weight 0.800 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.800 0.00 0.00 0 7 snow - case 2 1.330 0.00 0.00 0 10 wind on side - underpr 1.20
C 19 0 0.00 0.00 0 1 self weight 0.800 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.800 0.00 0.00 0 8 snow - case 3 1.330 0.00 0.00 0 10 wind on side - underpr 1.20
C 20 0 0.00 0.00 0 1 self weight 0.800 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.800 0.00 0.00 0 7 snow - case 2 1.330 0.00 0.00 0 11 wind on gable - overpr 1.20
C 21 0 0.00 0.00 0 1 self weight 0.80
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 70Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 70/89
Combi Group of init. deformations
dxmm/m
dymm/m
Group of init. curvatures
Case coeff
0 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.800 0.00 0.00 0 7 snow - case 2 1.330 0.00 0.00 0 12 wind on gable - underpr 1.20
C 22 0 0.00 0.00 0 1 self weight 0.800 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.800 0.00 0.00 0 8 snow - case 3 1.330 0.00 0.00 0 11 wind on gable - overpr 1.20
C 23 0 0.00 0.00 0 1 self weight 0.800 0.00 0.00 0 4 dead load - sum 0.800 0.00 0.00 0 5 dead load - extra 0.800 0.00 0.00 0 8 snow - case 3 1.330 0.00 0.00 0 12 wind on gable - underpr 1.20
C 24 0 0.00 0.00 0 1 self weight 1.200 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.200 0.00 0.00 0 7 snow - case 2 1.330 0.00 0.00 0 9 wind on side - overpr 1.20
C 25 0 0.00 0.00 0 1 self weight 1.200 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.200 0.00 0.00 0 8 snow - case 3 1.330 0.00 0.00 0 9 wind on side - overpr 1.20
C 26 0 0.00 0.00 0 1 self weight 1.200 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.200 0.00 0.00 0 7 snow - case 2 1.330 0.00 0.00 0 10 wind on side - underpr 1.20
C 27 0 0.00 0.00 0 1 self weight 1.200 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.200 0.00 0.00 0 7 snow - case 2 1.330 0.00 0.00 0 11 wind on gable - overpr 1.20
C 28 0 0.00 0.00 0 1 self weight 1.200 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.200 0.00 0.00 0 8 snow - case 3 1.330 0.00 0.00 0 10 wind on side - underpr 1.20
C 29 0 0.00 0.00 0 1 self weight 1.200 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.200 0.00 0.00 0 8 snow - case 3 1.33
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 71Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 71/89
Combi Group of init. deformations
dxmm/m
dymm/m
Group of init. curvatures
Case coeff
0 0.00 0.00 0 11 wind on gable - overpr 1.20C 30 0 0.00 0.00 0 1 self weight 1.20
0 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.200 0.00 0.00 0 7 snow - case 2 1.330 0.00 0.00 0 12 wind on gable - underpr 1.20
C 31 0 0.00 0.00 0 1 self weight 1.200 0.00 0.00 0 4 dead load - sum 1.200 0.00 0.00 0 5 dead load - extra 1.200 0.00 0.00 0 8 snow - case 3 1.330 0.00 0.00 0 12 wind on gable - underpr 1.20
Internal forces on foot (alu240) Group of member(s) :1,8,10,16,18,24,26,32,34,40,42,48,50,56,58,65Group of nonlinear combination(s) :1/31
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
1 1 5 1344.0 4.4 -0.1 1.2 -0.0 0.1 -0.414 0.0 -4.3 0.0 -0.5 0.0 -0.0 -0.0
4 1344.0 3.2 0.0 5.2 0.0 8.2 0.515 -2.3 0.0 -0.6 0.0 -0.7 0.0
8 5 4.4 -0.1 -1.2 0.0 -0.1 -0.426 0.0 -9.3 0.2 7.0 -0.0 0.0 -0.0
1344.0 -9.2 0.1 6.6 0.0 9.2 0.222 3.8 -0.1 -1.4 0.0 -0.4 -0.4
10 3 6.8 0.0 5.1 -0.0 8.4 0.0
26 0.0 -16.4 0.0 -2.1 0.0 0.0 0.030 1344.0 -8.9 -0.1 -5.0 0.0 -8.0 -0.1
16 3 6.8 0.0 -2.9 0.0 -2.7 0.014 0.0 -10.2 0.0 5.9 -0.0 -0.0 0.0
26 1344.0 -8.1 0.0 7.7 -0.0 10.9 0.018 3 8.3 0.0 7.1 0.0 11.1 0.0
26 0.0 -15.6 0.0 -0.1 -0.0 0.0 0.014 1344.0 -11.2 0.0 -7.6 -0.0 -10.3 0.0
24 3 6.8 0.0 -2.5 -0.0 -2.1 0.026 -11.8 0.0 13.6 0.0 19.0 0.0
5 6.4 -0.1 -3.4 0.0 -2.8 -0.1
26 3 8.3 0.0 7.1 0.0 11.2 0.026 0.0 -15.5 0.0 -0.0 -0.0 -0.0 0.0
14 1344.0 -11.2 0.0 -7.6 -0.0 -10.3 0.0
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 72Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 72/89
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
32 3 6.8 0.0 -2.4 -0.0 -2.1 0.026 -11.9 0.0 13.7 0.0 19.1 0.0
5 6.4 -0.1 -3.6 0.0 -3.5 -0.134 3 8.3 -0.0 7.1 -0.0 11.2 -0.0
26 0.0 -15.5 -0.0 -0.0 0.0 -0.0 -0.014 1344.0 -11.2 -0.0 -7.6 0.0 -10.3 -0.0
40 3 6.8 -0.0 -2.4 0.0 -2.1 -0.026 -11.9 -0.0 13.7 -0.0 19.1 -0.0
5 6.4 -0.1 -3.6 0.0 -3.5 -0.142 3 8.3 -0.0 7.1 -0.0 11.1 -0.0
26 0.0 -15.6 -0.0 -0.1 0.0 0.0 -0.0
14 1344.0 -11.2 -0.0 -7.6 0.0 -10.3 -0.048 3 6.8 -0.0 -2.5 0.0 -2.1 -0.0
26 -11.8 -0.0 13.6 -0.0 19.0 -0.05 6.4 -0.1 -3.6 0.0 -3.5 -0.1
50 6.8 -0.1 4.0 -0.0 4.2 -0.126 0.0 -16.4 -0.0 -2.1 -0.0 0.0 -0.0
3 1344.0 6.8 -0.0 5.1 0.0 8.4 -0.014 -9.7 -0.0 -5.8 -0.0 -7.8 -0.0
56 5 6.8 -0.1 -4.0 0.0 -4.2 -0.114 0.0 -10.2 -0.0 5.9 0.0 -0.0 -0.0
26 1344.0 -8.1 -0.0 7.7 0.0 10.9 -0.0
58 3 4.3 -0.0 2.8 -0.0 4.5 -0.630 0.0 -6.5 -0.2 -0.8 -0.0 -0.0 0.0
4 1344.0 3.2 -0.0 5.2 -0.0 8.2 -0.531 -4.5 -0.1 -0.3 -0.0 -0.7 -0.2
65 26 0.0 -9.3 -0.2 7.0 0.0 0.0 0.01344.0 -9.2 -0.1 6.6 -0.0 9.2 -0.2
22 -2.3 -0.1 -0.7 0.0 -0.3 -0.3
Internal forces on foot (alu240+232) Group of member(s) :2,9,11,17,19,25,27,33,35,41,43,49,51,57,59,66Group of nonlinear combination(s) :1/31
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
2 2 5 1305.0 4.5 0.2 3.3 -0.0 3.0 -0.214 0.0 -4.2 0.0 -0.5 0.0 -0.7 0.0
4 1305.0 3.3 -0.5 3.6 0.0 14.0 0.115 -2.1 0.0 -0.6 0.0 -1.5 0.0
9 5 4.5 0.2 -3.3 0.0 -3.0 -0.2
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 73Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 73/89
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
26 0.0 -9.2 0.1 6.6 0.0 9.2 0.21305.0 -9.1 -0.1 6.1 0.0 17.5 0.2
22 3.9 0.2 -3.5 0.0 -3.6 -0.211 3 6.9 0.0 2.7 0.0 13.5 0.0
26 0.0 -16.4 0.0 -5.5 0.0 -5.1 0.014 1305.0 -9.6 0.0 -5.7 -0.0 -15.3 0.0
17 3 6.9 0.0 -4.7 -0.0 -7.7 0.014 0.0 -10.1 0.0 5.9 -0.0 8.0 0.0
26 1305.0 -8.0 0.0 6.8 0.0 20.4 0.019 3 8.4 0.0 4.8 0.0 18.8 0.0
26 0.0 -15.5 0.0 -3.5 -0.0 -2.5 0.0
14 1305.0 -11.1 0.0 -7.5 -0.0 -20.2 0.025 3 6.9 0.0 -4.2 -0.0 -6.4 0.0
26 -11.9 0.0 12.6 0.0 36.1 0.05 6.6 -0.1 -5.8 0.0 -8.8 -0.2
27 3 8.4 0.0 4.8 0.0 18.9 0.026 0.0 -15.5 0.0 -3.4 -0.0 -2.3 0.0
14 1305.0 -11.1 0.0 -7.5 -0.0 -20.1 0.033 3 6.9 0.0 -4.2 -0.0 -6.4 0.0
26 -11.9 0.0 12.7 0.0 36.3 0.05 6.6 -0.1 -5.4 0.0 -9.4 -0.2
35 3 8.4 -0.0 4.8 -0.0 18.9 -0.0
26 0.0 -15.5 -0.0 -3.4 0.0 -2.3 -0.014 1305.0 -11.1 -0.0 -7.5 0.0 -20.1 -0.0
41 3 6.9 -0.0 -4.2 0.0 -6.4 -0.026 -11.9 -0.0 12.7 -0.0 36.3 -0.0
5 6.6 -0.1 -5.4 0.0 -9.4 -0.243 3 8.4 -0.0 4.8 -0.0 18.8 -0.0
26 0.0 -15.5 -0.0 -3.5 0.0 -2.5 -0.014 1305.0 -11.1 -0.0 -7.5 0.0 -20.2 -0.0
49 3 6.9 -0.0 -4.2 0.0 -6.4 -0.026 -11.9 -0.0 12.6 -0.0 36.1 -0.0
5 6.6 -0.1 -5.4 0.0 -9.4 -0.2
51 7.0 -0.1 5.9 -0.0 10.6 -0.226 0.0 -16.4 -0.0 -5.5 -0.0 -5.1 -0.0
3 1305.0 6.9 -0.0 2.7 -0.0 13.5 -0.014 -9.6 -0.0 -5.7 0.0 -15.3 -0.0
57 5 7.0 -0.1 -5.9 0.0 -10.6 -0.214 0.0 -10.1 -0.0 5.9 0.0 8.0 -0.0
26 1305.0 -8.0 -0.0 6.8 -0.0 20.4 -0.059 3 4.4 0.6 1.6 -0.0 7.4 -0.2
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 74Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 74/89
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
30 0.0 -6.4 -0.1 -0.3 -0.0 -0.7 -0.24 1305.0 3.3 0.5 3.6 -0.0 14.0 -0.1
15 -2.1 -0.0 -0.6 -0.0 -1.5 -0.066 26 0.0 -9.2 -0.1 6.6 -0.0 9.2 -0.2
1305.0 -9.1 0.1 6.1 -0.0 17.5 -0.222 -2.1 0.2 -1.6 0.0 -1.8 -0.2
Internal forces on roof (alu240+232) Group of member(s) :3,12,20,28,36,44,52,60,118,124,128,132,136,140,144,148Group of nonlinear combination(s) :1/31
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
3 2 4 1190.0 2.7 -0.0 -2.7 0.0 10.7 0.0
14 0.0 -5.8 -0.0 1.6 0.0 -1.3 0.010 2.5 0.0 -1.6 0.0 13.3 -0.0
12 5 1190.0 7.1 -0.2 -3.4 -0.2 1.6 -0.326 0.0 -14.6 -0.0 12.1 0.0 -14.2 0.0
3 4.7 -0.0 -6.1 0.0 13.6 0.0
14 -13.9 -0.0 6.7 0.0 -15.4 0.020 5 1190.0 7.7 -0.2 -3.5 -0.2 3.9 -0.3
26 0.0 -11.1 -0.0 12.1 0.0 -9.6 0.03 7.2 -0.0 -6.8 0.0 18.7 0.0
14 -10.5 -0.0 7.8 0.0 -20.2 0.028 3 1190.0 7.4 -0.0 -4.7 0.0 12.1 -0.0
26 0.0 -11.0 -0.0 12.0 0.0 -9.0 0.03 7.3 -0.0 -6.8 0.0 18.9 0.0
14 -10.4 -0.0 7.8 0.0 -20.1 0.036 3 1190.0 7.4 0.0 -4.7 -0.0 12.1 0.0
26 0.0 -11.0 0.0 12.0 -0.0 -9.0 -0.0
3 7.3 0.0 -6.8 -0.0 18.9 -0.014 -10.4 0.0 7.8 -0.0 -20.1 -0.0
44 5 1190.0 7.3 -0.2 -3.7 -0.2 4.3 -0.326 0.0 -11.1 0.0 12.1 -0.0 -9.6 -0.0
3 7.2 0.0 -6.8 -0.0 18.7 -0.014 -10.5 0.0 7.8 -0.0 -20.2 -0.0
52 5 1190.0 6.2 -0.2 -4.0 -0.2 5.2 -0.326 0.0 -14.6 0.0 12.1 -0.0 -14.2 -0.0
3 4.7 0.0 -6.1 -0.0 13.6 -0.014 -13.9 0.0 6.7 -0.0 -15.4 -0.0
60 4 1190.0 2.7 0.0 -2.7 -0.0 10.7 -0.0
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 75Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 75/89
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
30 0.0 -7.6 -0.2 1.0 -0.3 -0.7 -0.110 2.5 -0.0 -1.6 -0.0 13.3 0.0
14 -5.8 0.0 1.6 -0.0 -1.3 -0.0118 26 -11.3 0.1 4.8 -0.1 -16.6 -0.0
22 -0.8 0.2 -2.9 0.2 3.6 0.1124 5 1190.0 7.1 0.2 -3.4 0.2 1.6 0.3
26 0.0 -18.1 0.0 4.7 -0.0 -20.7 -0.03 6.5 0.0 -5.6 -0.0 7.6 -0.0
128 5 1190.0 7.7 0.2 -3.5 0.2 3.9 0.326 0.0 -15.6 0.0 6.9 -0.0 -35.6 -0.0
5 7.7 0.2 -4.7 0.2 8.8 0.1
132 1190.0 7.3 0.2 -3.7 0.2 4.3 0.326 0.0 -15.6 0.0 6.9 -0.0 -36.3 -0.0
5 7.3 0.2 -4.9 0.2 9.4 0.1136 1190.0 7.3 0.2 -3.7 0.2 4.3 0.3
26 0.0 -15.6 -0.0 6.9 0.0 -36.3 0.05 7.3 0.2 -4.9 0.2 9.4 0.1
140 1190.0 7.3 0.2 -3.7 0.2 4.3 0.326 0.0 -15.6 -0.0 6.9 0.0 -35.6 0.0
5 7.3 0.2 -4.9 0.2 9.4 0.1144 3 1190.0 6.6 -0.0 -4.1 0.0 1.9 -0.0
26 0.0 -18.1 -0.0 4.7 0.0 -20.7 0.0
5 6.1 0.2 -5.2 0.2 10.6 0.1148 26 -11.3 -0.1 4.8 0.1 -16.6 0.0
22 -1.9 0.2 -1.0 0.2 1.9 0.1
Internal forces on roof (alu240) Group of member(s):4/7,13/15,21/23,29/31,37/39,45/47,53/55,61/64,119/123,125/127,129/131,133/135,137/139,141/143,145/147,149/153Group of nonlinear combination(s) :1/31
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
4 1 4 1018.2 2.8 -0.2 -3.4 0.0 7.6 -0.114 0.0 -5.5 -0.0 0.8 0.0 0.1 -0.0
26 1.5 -0.0 -2.2 0.1 11.5 0.022 1018.2 -0.7 -0.1 -0.4 -0.2 -1.8 -0.4
5 4 420.3 2.8 -0.2 -3.7 0.0 6.1 -0.214 0.0 -5.3 -0.0 0.2 0.0 0.6 -0.0
26 1.8 -0.2 -3.4 0.1 8.6 -0.122 420.3 -0.7 -0.0 0.1 -0.2 -1.9 -0.4
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 76Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 76/89
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
6 4 2629.0 2.9 -0.1 -5.7 0.0 -6.1 -0.114 0.0 -5.2 0.0 -0.1 0.0 0.7 -0.0
26 1.9 0.2 -4.0 0.1 7.2 -0.22629.0 2.4 -0.1 -7.4 0.1 -7.8 -0.1
7 22 2628.1 1.2 1.0 0.5 -0.2 -0.2 0.814 0.0 -5.9 -0.1 1.8 0.0 -1.6 0.1
22 1.2 0.3 -2.6 -0.2 2.5 -0.726 -1.7 0.2 5.0 0.0 -7.4 0.0
13 5 1438.6 7.1 -0.2 -1.6 -0.2 -2.0 -0.526 0.0 -14.2 -0.0 9.0 0.0 -1.6 -0.0
4 1438.6 -5.9 -0.0 2.0 0.0 9.8 -0.1
30 0.0 -4.9 -0.2 3.9 -0.2 -8.3 -0.314 5 2628.6 7.2 -0.2 1.7 -0.2 -1.9 -0.9
26 0.0 -13.7 0.1 5.3 0.0 8.7 -0.12102.9 -13.0 0.1 -0.2 0.0 14.0 0.1
22 1051.4 6.3 -0.1 -0.1 -0.2 -3.9 -0.615 5 2628.6 7.4 0.6 4.6 -0.2 5.8 0.6
26 0.0 -12.6 -0.1 -2.3 0.0 13.5 0.122 6.5 0.6 1.5 -0.2 -2.5 -0.8
21 5 1438.6 7.8 -0.2 -2.0 -0.2 -0.1 -0.526 0.0 -10.7 -0.0 9.0 0.0 2.9 -0.0
4 1438.6 -2.4 -0.0 1.1 0.0 14.9 -0.0
14 0.0 -9.9 -0.0 6.4 0.0 -11.7 -0.022 5 2628.6 7.8 -0.1 0.6 -0.2 -2.2 -0.8
26 0.0 -10.3 0.1 5.2 0.0 13.2 -0.02102.9 -9.6 0.1 -0.3 0.0 18.4 0.1
14 0.0 -9.4 0.0 4.8 0.0 -3.5 -0.023 5 2628.6 8.0 0.5 2.8 -0.2 1.7 0.6
26 0.0 -9.2 -0.1 -2.3 0.0 17.9 0.122 6.3 0.5 0.6 -0.2 -2.9 -0.8
29 3 1438.6 7.4 -0.0 -3.4 0.0 6.3 -0.026 0.0 -10.6 -0.0 9.0 0.0 3.5 -0.0
4 1438.6 -2.3 -0.0 1.1 0.0 15.3 -0.0
14 0.0 -9.9 -0.0 6.4 0.0 -11.7 -0.030 3 2628.6 7.5 0.0 -1.1 0.0 0.2 0.0
26 0.0 -10.2 0.0 5.2 0.0 13.8 -0.02102.9 -9.6 0.0 -0.3 0.0 18.9 0.0
14 0.0 -9.3 0.0 4.8 0.0 -3.5 -0.031 3 2628.6 7.8 -0.0 0.7 0.0 -1.0 -0.0
26 0.0 -9.1 -0.0 -2.4 0.0 18.3 0.022 5.9 0.5 0.5 -0.2 -3.1 -0.8
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 77Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 77/89
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
37 3 1438.6 7.4 0.0 -3.4 -0.0 6.3 0.026 0.0 -10.6 0.0 9.0 -0.0 3.5 0.0
4 1438.6 -2.3 0.0 1.1 -0.0 15.3 0.014 0.0 -9.9 0.0 6.4 -0.0 -11.7 0.0
38 3 2628.6 7.5 -0.0 -1.1 -0.0 0.2 -0.026 0.0 -10.2 -0.0 5.2 -0.0 13.8 0.0
2102.9 -9.6 -0.0 -0.3 -0.0 18.9 -0.014 0.0 -9.3 -0.0 4.8 -0.0 -3.5 0.0
39 3 2628.6 7.8 0.0 0.7 -0.0 -1.0 0.026 0.0 -9.1 0.0 -2.4 -0.0 18.3 -0.0
22 5.9 0.5 0.5 -0.2 -3.1 -0.8
45 3 1438.6 7.4 0.0 -3.4 -0.0 6.1 0.026 0.0 -10.7 0.0 9.0 -0.0 2.9 0.0
4 1438.6 -2.4 0.0 1.1 -0.0 14.9 0.014 0.0 -9.9 0.0 6.4 -0.0 -11.7 0.0
46 3 2628.6 7.5 -0.0 -1.1 -0.0 0.1 -0.126 0.0 -10.3 -0.1 5.2 -0.0 13.2 0.0
2102.9 -9.6 -0.1 -0.3 -0.0 18.4 -0.114 0.0 -9.4 -0.0 4.8 -0.0 -3.5 0.0
47 3 2628.6 7.7 0.0 0.7 -0.0 -1.0 0.026 0.0 -9.2 0.1 -2.3 -0.0 17.9 -0.1
22 5.9 0.5 0.5 -0.2 -3.0 -0.8
53 5 1438.6 6.2 -0.2 -2.5 -0.2 0.6 -0.526 0.0 -14.2 0.0 9.0 -0.0 -1.6 0.0
4 1438.6 -5.9 0.0 2.0 -0.0 9.8 0.114 0.0 -13.4 0.0 5.4 -0.0 -8.2 0.0
54 5 2628.6 6.3 -0.1 0.1 -0.2 -2.6 -0.826 0.0 -13.7 -0.1 5.3 -0.0 8.7 0.1
2102.9 -13.0 -0.1 -0.2 -0.0 14.0 -0.122 4.0 -0.1 -0.2 -0.2 -3.2 -0.7
55 5 2628.6 6.5 0.5 2.4 -0.2 0.1 0.526 0.0 -12.6 0.1 -2.3 -0.0 13.5 -0.1
22 4.2 0.5 -0.1 -0.2 -3.2 -0.8
61 4 1018.2 2.8 0.2 -3.4 -0.0 7.6 0.130 0.0 -7.3 -0.2 0.5 -0.3 0.1 -0.4
26 1.5 0.0 -2.2 -0.1 11.5 -0.022 1018.2 -2.6 -0.1 -0.0 -0.2 -1.1 -0.4
62 4 420.3 2.8 0.2 -3.7 -0.0 6.1 0.230 0.0 -7.1 -0.2 0.0 -0.3 0.4 -0.5
26 1.8 0.2 -3.4 -0.1 8.6 0.122 -2.6 -0.1 -0.0 -0.2 -1.1 -0.4
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 78Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 78/89
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
63 4 2629.0 2.9 0.1 -5.7 -0.0 -6.1 0.130 0.0 -7.0 -0.2 -0.2 -0.3 0.4 -0.6
26 1.9 -0.2 -4.0 -0.1 7.2 0.22629.0 2.4 0.1 -7.4 -0.1 -7.8 0.1
64 3 2628.1 0.5 0.6 0.7 -0.0 -0.4 0.230 0.0 -7.7 0.5 1.8 -0.3 -1.7 -0.9
2628.1 -7.2 0.8 0.8 -0.3 1.8 0.826 0.0 -1.7 -0.2 5.0 -0.0 -7.4 -0.0
119 -11.0 0.1 4.4 -0.1 -11.1 0.015 479.5 -1.9 0.0 0.0 -0.0 1.0 0.0
120 26 0.0 -10.7 -0.2 3.9 -0.1 -5.1 0.2
4 2261.1 -6.2 0.0 4.3 -0.1 3.6 -0.00.0 -6.2 -0.1 3.8 -0.1 -5.5 0.1
121 26 -10.2 -0.0 3.2 -0.1 2.9 -0.14 367.5 -6.2 0.0 4.4 -0.1 5.2 -0.0
14 -4.5 -0.0 -1.8 -0.0 -1.8 -0.1122 26 0.0 -10.1 -0.0 3.0 -0.1 4.1 -0.1
4 0.5 -6.2 0.0 4.4 -0.1 5.2 -0.014 -4.5 -0.0 -1.8 -0.0 -1.8 -0.1
123 5 2628.1 1.2 -1.0 0.6 0.2 -0.3 -0.826 0.0 -8.9 -0.2 -0.9 -0.1 3.7 -0.1
4 -4.0 -0.2 -2.4 -0.1 4.9 0.0
14 -5.8 0.1 2.0 -0.0 -1.8 -0.1125 5 1438.6 7.1 0.2 -1.6 0.2 -2.0 0.5
26 0.0 -17.6 0.0 4.0 -0.0 -15.5 0.03 6.6 0.0 -4.1 -0.0 1.9 0.0
126 5 2628.6 7.2 0.2 1.7 0.2 -1.9 0.926 0.0 -16.9 -0.1 3.3 -0.0 -10.1 0.1
14 2628.6 -11.9 -0.0 0.7 -0.0 4.8 -0.1127 5 7.4 -0.6 4.6 0.2 5.8 -0.6
26 0.0 -15.6 0.1 1.3 -0.0 -3.1 -0.211 2628.6 7.0 -0.6 4.5 0.2 5.9 -0.6
4 0.0 -5.9 0.1 1.0 -0.0 -6.8 -0.1
129 5 1438.6 7.8 0.2 -2.0 0.2 -0.1 0.526 0.0 -15.0 0.0 6.4 -0.0 -27.8 0.0
5 7.7 0.2 -3.5 0.2 3.9 0.3130 2628.6 7.8 0.1 0.6 0.2 -2.2 0.8
26 0.0 -14.2 -0.1 5.8 -0.0 -18.9 0.114 2628.6 -8.4 -0.0 1.7 -0.0 5.8 -0.0
131 5 8.0 -0.5 2.8 0.2 1.7 -0.626 0.0 -13.0 0.1 3.8 -0.0 -5.2 -0.1
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 79Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 79/89
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
14 1051.4 -7.8 0.0 -0.3 -0.0 6.2 -0.04 0.0 -5.8 0.0 2.5 -0.0 -9.3 -0.1
133 5 1438.6 7.4 0.2 -2.2 0.2 0.1 0.526 0.0 -15.0 0.0 6.4 -0.0 -28.4 0.0
5 7.3 0.2 -3.7 0.2 4.3 0.3134 2628.6 7.4 0.1 0.4 0.2 -2.3 0.8
26 0.0 -14.2 -0.0 5.8 -0.0 -19.4 0.014 2628.6 -8.4 -0.0 1.7 -0.0 5.8 -0.0
135 5 7.6 -0.5 2.7 0.2 1.2 -0.626 0.0 -12.9 0.0 3.9 -0.0 -5.6 -0.0
14 1051.4 -7.8 0.0 -0.3 -0.0 6.2 -0.0
4 0.0 -5.8 0.0 2.6 -0.0 -9.6 -0.0137 5 1438.6 7.4 0.2 -2.2 0.2 0.1 0.5
26 0.0 -15.0 -0.0 6.4 0.0 -28.4 -0.05 7.3 0.2 -3.7 0.2 4.3 0.3
138 2628.6 7.4 0.1 0.4 0.2 -2.3 0.826 0.0 -14.2 0.0 5.8 0.0 -19.4 -0.0
14 2628.6 -8.4 0.0 1.7 0.0 5.8 0.0139 5 7.6 -0.5 2.7 0.2 1.2 -0.5
26 0.0 -12.9 -0.0 3.9 0.0 -5.6 0.014 1051.4 -7.8 -0.0 -0.3 0.0 6.2 0.0
4 0.0 -5.8 -0.0 2.6 0.0 -9.6 0.0
141 5 1438.6 7.4 0.2 -2.2 0.2 0.1 0.526 0.0 -15.0 -0.0 6.4 0.0 -27.8 -0.0
5 7.3 0.2 -3.7 0.2 4.3 0.3142 2628.6 7.4 0.1 0.4 0.2 -2.3 0.8
26 0.0 -14.2 0.1 5.8 0.0 -18.9 -0.114 2628.6 -8.4 0.0 1.7 0.0 5.8 0.0
143 5 7.7 -0.5 2.7 0.2 1.2 -0.526 0.0 -13.0 -0.1 3.8 0.0 -5.2 0.1
14 1051.4 -7.8 -0.0 -0.3 0.0 6.2 0.04 0.0 -5.8 -0.0 2.5 0.0 -9.3 0.1
145 3 1438.6 6.6 -0.0 -2.3 0.0 -2.8 -0.1
26 0.0 -17.6 -0.0 4.0 0.0 -15.5 -0.05 6.2 0.2 -4.0 0.2 5.2 0.3
146 3 2628.6 6.7 0.1 0.8 0.0 -4.9 0.126 0.0 -16.9 0.1 3.3 0.0 -10.1 -0.1
14 2628.6 -11.9 0.0 0.7 0.0 4.8 0.1147 3 6.9 -0.1 5.0 0.0 0.9 -0.1
26 0.0 -15.6 -0.1 1.3 0.0 -3.1 0.214 -11.7 -0.1 -0.0 0.0 4.8 0.1
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 80Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 80/89
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
4 -5.9 -0.1 1.0 0.0 -6.8 0.1149 26 -11.0 -0.1 4.4 0.1 -11.1 -0.0
15 479.5 -1.9 -0.0 0.0 0.0 1.0 -0.0150 26 0.0 -10.7 0.2 3.9 0.1 -5.1 -0.2
4 2261.1 -6.2 -0.0 4.3 0.1 3.6 0.00.0 -6.2 0.1 3.8 0.1 -5.5 -0.1
151 26 -10.2 0.0 3.2 0.1 2.9 0.14 367.5 -6.2 -0.0 4.4 0.1 5.2 0.0
14 -4.5 0.0 -1.8 0.0 -1.8 0.1152 26 0.0 -10.1 0.0 3.0 0.1 4.1 0.1
4 0.5 -6.2 -0.0 4.4 0.1 5.2 0.0
14 -4.5 0.0 -1.8 0.0 -1.8 0.1153 3 2628.1 0.6 -0.5 0.1 0.1 -0.6 -0.2
26 0.0 -8.9 0.2 -0.9 0.1 3.7 0.14 -4.0 0.2 -2.4 0.1 4.9 -0.0
30 -7.6 -0.5 2.0 0.3 -1.8 0.9
Control of the rivets : shear force in foot Group of member(s) :2,8,11,16,19,24,27,32,35,40,43,48,51,56,59,65Group of nonlinear combination(s) :1/31
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
40 1 26 0.0 -11.8 -0.0 14.6 0.0 -0.0 -0.051 2 1305.0 -16.2 -0.0 -8.7 0.0 -14.4 -0.0
Control of the rivets : shear force in roof Group of member(s) :3,12,20,28,36,44,52,60,118,124,128,132,136,140,144,148Group of nonlinear combination(s) :1/31
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
12 2 26 0.0 -14.6 -0.0 12.1 0.0 -14.2 0.0
28 3 7.3 -0.0 -6.8 0.0 18.9 0.0
Peak splice : N,V,M Group of member(s) :7,15,23,31,39,47,55,64,123,127,131,135,139,143,147,153Group of nonlinear combination(s) :1/31
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 81Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 81/89
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
23 1 5 2628.6 8.0 0.5 2.8 -0.2 1.7 0.615 26 -11.6 -0.1 -8.9 0.0 -1.3 -0.1
22 6.6 0.6 4.8 -0.2 5.8 0.631 26 -8.0 -0.0 -9.1 0.0 3.1 -0.0
15 11 7.0 0.6 4.5 -0.2 5.9 0.619 -6.4 -0.1 -6.0 0.0 -1.8 -0.1
Eave splice : connection with foot Group of member(s) :2,8,11,16,19,24,27,32,35,40,43,48,51,56,59,65Group of nonlinear combination(s) :1/31
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
27 2 3 1305.0 8.4 0.0 4.8 0.0 18.9 0.0
51 26 -16.2 -0.0 -8.7 0.0 -14.4 -0.040 1 0.0 -11.8 -0.0 14.6 0.0 -0.0 -0.0
19 2 14 1305.0 -11.1 0.0 -7.5 -0.0 -20.2 0.0
Eave splice : connection with roof Group of member(s) :3,12,20,28,36,44,52,60,118,124,128,132,136,140,144,148Group of nonlinear combination(s) :1/31
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
20 2 5 0.0 7.7 -0.2 -4.7 -0.2 8.8 -0.1144 26 -18.1 -0.0 4.7 0.0 -20.7 0.0
12 -14.6 -0.0 12.1 0.0 -14.2 0.028 3 7.3 -0.0 -6.8 0.0 18.9 0.0
36 7.3 0.0 -6.8 -0.0 18.9 -0.0
132 26 -15.6 0.0 6.9 -0.0 -36.3 -0.0
Peak and eave purlin : N Group of member(s) :1/181Group of nonlinear combination(s) :1/31Cross-section : 3 - Alu133/70
memb non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
86 26 5000.0 6.2 -0.1 -0.1 0.5 0.0 -0.0
80 30 0.0 -9.8 -0.0 0.1 0.0 -0.0 -0.0
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 82Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 82/89
Normal purlin : N Group of member(s) :1/181Group of nonlinear combination(s) :1/31Cross-section : 4 - Alu60/60/3
memb non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
161 3 0.0 3.9 0.0 0.0 0.0 -0.0 -0.030 1500.0 -3.5 0.0 -0.0 -0.0 0.1 -0.0
Gable end : upright Group of member(s) :1/181Group of nonlinear combination(s) :1/31Cross-section : 6 - Alu133/70
memb non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
88 22 2649.0 5.9 -0.0 0.8 -0.0 3.4 -0.1
26 0.0 -13.7 0.6 -2.0 0.0 0.0 0.030 2649.0 0.9 -0.0 1.1 -0.0 5.0 -0.0
24 -3.5 0.2 -1.0 -0.0 -4.9 0.689 22 1625.5 6.1 -0.1 -2.3 -0.0 0.0 -0.1
26 0.0 -13.2 0.1 1.9 -0.0 -3.7 0.330 1.1 -0.0 -2.8 -0.0 5.0 0.0
24 -3.1 -0.0 2.7 -0.0 -5.0 0.2
90 4 2649.0 7.1 0.7 -0.5 -0.0 -2.4 1.414 0.0 -4.6 -0.0 0.0 -0.0 -0.0 -0.0
30 2649.0 0.6 -0.0 1.1 -0.0 5.0 -0.024 2.3 0.2 -0.8 -0.0 -3.9 0.6
91 4 1625.5 7.1 0.0 1.8 -0.0 -0.0 0.314 0.0 -4.2 0.1 0.0 0.0 -0.0 -0.0
30 0.8 0.0 -2.8 -0.0 5.0 -0.024 2.5 -0.0 2.2 -0.0 -4.0 0.2
95 22 2649.0 2.0 -0.0 0.6 -0.0 2.9 -0.126 0.0 -13.7 0.6 2.0 -0.0 -0.0 0.0
24 2649.0 -3.5 0.2 1.0 0.0 4.9 0.6
13 -4.1 0.0 -0.0 -0.0 -0.0 0.096 22 1625.5 2.2 -0.1 -2.0 -0.0 0.0 -0.1
26 0.0 -13.2 0.1 -1.9 0.0 3.7 0.324 -3.1 -0.0 -2.7 0.0 5.0 0.2
4 1625.5 -9.6 -0.0 -2.3 0.1 -0.0 0.497 2649.0 7.1 0.7 0.5 0.0 2.4 1.4
14 0.0 -4.6 -0.0 -0.0 0.0 0.0 -0.024 2649.0 2.3 0.2 0.8 0.0 3.9 0.6
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 83Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 83/89
memb non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
14 -4.4 -0.0 -0.0 0.0 -0.0 -0.098 4 1625.5 7.1 0.0 -1.8 0.0 0.0 0.3
14 0.0 -4.2 0.1 -0.0 -0.0 0.0 -0.024 2.5 -0.0 -2.2 0.0 4.0 0.2
26 1625.5 4.0 0.0 -1.8 0.0 -0.0 0.4
Gable end : horizontal Group of member(s) :1/181Group of nonlinear combination(s) :1/31Cross-section : 5 - Alu130/70
memb non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
92 14 500.0 4.3 0.1 -0.0 0.0 0.0 -0.0
3 2500.0 -2.3 -0.1 0.1 0.1 -2.7 0.1
6 0.1 0.0 0.1 0.0 2.4 0.093 14 1000.0 4.3 0.1 -0.0 0.0 -0.0 -0.0
3 2500.0 -2.1 -0.1 -0.0 -0.0 -3.2 0.06 0.1 -0.0 0.0 0.0 3.3 0.0
94 14 4500.0 4.3 -0.1 0.0 -0.0 0.0 -0.03 2500.0 -1.8 -0.1 0.0 -0.1 -1.4 -0.0
6 0.1 -0.0 -0.1 -0.0 2.4 0.099 30 0.0 6.9 0.1 0.4 0.1 -0.0 -0.1
3 2500.0 -2.3 -0.1 -0.1 -0.1 2.7 0.118 0.0 1.8 -0.3 1.4 -0.1 -0.0 1.0
100 30 5000.0 7.0 -0.1 -0.6 -0.0 -0.0 -0.1
3 2500.0 -2.1 -0.1 0.0 0.0 3.2 0.018 0.0 2.0 -0.1 1.4 0.0 -0.0 0.3
101 30 5000.0 6.9 -0.1 -0.4 -0.1 -0.0 -0.13 2500.0 -1.8 -0.1 -0.0 0.1 1.4 -0.0
18 0.0 2.7 -0.3 0.5 0.1 -0.0 0.6
Wind bracing cable side Group of member(s) :102/103,106/107,110/111,114/115Group of nonlinear combination(s) :1/31
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
114 7 30 5658.7 5.3 0.0 0.0 0.0 0.0 0.0
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 84Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 84/89
Wind bracing cable roof Group of member(s) :104/105,108/109,112/113,116/117Group of nonlinear combination(s) :1/31
memb cr.nr non. c. dx[mm]
N[kN]
Vy[kN]
Vz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
105 7 26 8405.0 11.2 0.0 0.0 0.0 0.0 0.0
Reactions in support(s) - nodal values. Global extremeNonlinear calculation, local nonlinearities, II. orderGroup of node(s) :1/118Group of nonlinear combination(s) :1/31
support node non. c. Rx[kN]
Ry[kN]
Rz[kN]
Mx[kNm]
My[kNm]
Mz[kNm]
5 15 30 7.7 -0.0 8.6 0.0 0.0 0.0
10 35 26 -13.8 -0.0 12.8 0.0 0.0 0.017 57 3 -0.2 2.6 0.3 0.0 0.0 0.0
2 5 31 -0.7 -5.0 -3.8 0.0 0.0 0.013 43 26 2.4 -0.4 16.2 0.0 0.0 0.0
5 -2.2 -4.1 -8.9 0.0 0.0 0.0
Foundation table : baseplates at bracings Group of node(s) :1,5,8,14,43,49/50,56Group of load case(s) :1,4/12Foundation table:
Loadcase/Node 1 5 8 14 43 49Permanent loads
LC: 1,4,5 Rx [kN] 0.1 -0.1 1.3 -1.3 1.3 -1.3Ry [kN] -0.4 -0.4 0.4 0.4 -0.4 -0.4Rz [kN] 1.1 1.1 2.4 2.4 2.4 2.4
Variable loads - exclusive - 6: snow - case 1Rx [kN] 0.3 -0.3 4.2 -4.2 4.2 -4.2Ry [kN] 0.0 0.0 0.0 0.0 -0.0 -0.0Rz [kN] 1.3 1.3 6.3 6.3 6.3 6.3
Variable loads - exclusive - 7: snow - case 2Rx [kN] 0.3 -0.3 4.4 -4.4 4.4 -4.4Ry [kN] 0.0 0.0 0.0 0.0 -0.0 -0.0Rz [kN] 1.3 1.4 6.4 6.6 6.4 6.6
Variable loads - exclusive - 8: snow - case 3Rx [kN] 0.1 -0.1 1.0 -1.1 1.0 -1.1Ry [kN] 0.0 0.0 0.0 -0.0 -0.0 0.0Rz [kN] 0.1 0.5 0.8 2.4 0.8 2.4
Variable loads - exclusive - 9: wind on side - overpr
Rx [kN] -2.5 -1.4 -9.1 1.7 -9.1 1.7Ry [kN] 0.6 0.3 0.0 0.0 -0.0 -0.0Rz [kN] -2.9 -0.7 -8.8 -7.5 -8.8 -7.5
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 85Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 85/89
Loadcase/Node 1 5 8 14 43 49Variable loads - exclusive - 10: wind on side - underpr
Rx [kN] -3.3 -2.6 -5.8 -4.8 -5.8 -4.8Ry [kN] 0.5 0.1 0.0 0.0 -0.0 -0.0Rz [kN] -0.8 1.6 3.5 0.2 3.5 0.2
Variable loads - exclusive - 11: wind on gable - overpr
Rx [kN] 0.7 -0.7 -1.9 1.9 -2.6 2.6Ry [kN] -2.2 -2.2 -2.2 -2.2 -2.2 -2.2Rz [kN] -6.1 -6.1 -5.5 -5.5 -9.8 -9.8
Variable loads - exclusive - 12: wind on gable - underpr
Rx [kN] 0.6 -0.6 -0.2 0.2 -0.8 0.8Ry [kN] -2.3 -2.3 -2.2 -2.2 -2.2 -2.2Rz [kN] -5.2 -5.2 -1.0 -1.0 -5.3 -5.3
Extremes
Max Rz [kN] 2.4 4.0 12.3 9.3 12.3 9.3Min Rz [kN] -5.0 -5.0 -6.4 -5.1 -7.4 -7.4Max Rx [kN] 1.1 -0.1 5.7 0.6 5.7 1.3Min Rx [kN] -3.2 -3.0 -7.8 -10.5 -7.8 -10.5Max Ry [kN] 0.2 -0.1 0.4 0.4 -0.4 -0.4Min Ry [kN] -2.7 -2.7 -1.9 -1.9 -2.6 -2.6
Loadcase/Node 50 56Permanent loadsLC: 1,4,5 Rx [kN] 0.1 -0.1
Ry [kN] 0.4 0.4Rz [kN] 1.1 1.1
Variable loads - exclusive - 6: snow - case 1
Rx [kN] 0.3 -0.3Ry [kN] -0.0 -0.0Rz [kN] 1.3 1.3
Variable loads - exclusive - 7: snow - case 2Rx [kN] 0.3 -0.3Ry [kN] -0.0 -0.0Rz [kN] 1.3 1.4
Variable loads - exclusive - 8: snow - case 3Rx [kN] 0.1 -0.1Ry [kN] -0.0 -0.0Rz [kN] 0.1 0.5
Variable loads - exclusive - 9: wind on side - overpr
Rx [kN] -2.5 -1.4Ry [kN] -0.6 -0.3Rz [kN] -2.9 -0.7
Variable loads - exclusive - 10: wind on side - underprRx [kN] -3.3 -2.6
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 86Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 86/89
Loadcase/Node 50 56Ry [kN] -0.5 -0.1Rz [kN] -0.8 1.6
Variable loads - exclusive - 11: wind on gable - overpr
Rx [kN] 0.3 -0.3Ry [kN] -2.2 -2.2Rz [kN] 1.4 1.4
Variable loads - exclusive - 12: wind on gable - underpr
Rx [kN] 0.2 -0.2Ry [kN] -2.0 -2.0Rz [kN] 2.3 2.3
ExtremesMax Rz [kN] 4.7 4.8Min Rz [kN] -1.8 0.4Max Rx [kN] 0.7 -0.1Min Rx [kN] -3.2 -3.0Max Ry [kN] 0.4 0.4Min Ry [kN] -1.8 -1.8
Foundation table : baseplates at side Group of node(s) :15,21/22,28/29,35/36,42Group of load case(s) :1,4/12Foundation table:
Loadcase/Node 15 21 22 28 29 35Permanent loadsLC: 1,4,5 Rx [kN] 1.3 -1.3 1.3 -1.3 1.3 -1.3
Ry [kN] 0.0 0.0 0.0 0.0 -0.0 -0.0Rz [kN] 2.4 2.4 2.4 2.4 2.4 2.4
Variable loads - exclusive - 6: snow - case 1Rx [kN] 4.2 -4.2 4.2 -4.2 4.2 -4.2Ry [kN] 0.0 0.0 0.0 0.0 -0.0 -0.0Rz [kN] 6.3 6.3 6.3 6.3 6.3 6.3
Variable loads - exclusive - 7: snow - case 2
Rx [kN] 4.4 -4.4 4.4 -4.4 4.4 -4.4Ry [kN] 0.0 0.0 0.0 0.0 -0.0 -0.0Rz [kN] 6.4 6.7 6.4 6.7 6.4 6.7
Variable loads - exclusive - 8: snow - case 3
Rx [kN] 1.1 -1.1 1.1 -1.1 1.1 -1.1Ry [kN] 0.0 0.0 0.0 0.0 -0.0 -0.0Rz [kN] 0.8 2.4 0.8 2.4 0.8 2.4
Variable loads - exclusive - 9: wind on side - overprRx [kN] -9.0 1.4 -9.0 1.4 -9.0 1.4Ry [kN] 0.0 0.0 0.0 0.0 -0.0 -0.0Rz [kN] -8.4 -7.2 -8.4 -7.2 -8.4 -7.2
Variable loads - exclusive - 10: wind on side - underpr
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 87Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 87/89
Loadcase/Node 15 21 22 28 29 35Rx [kN] -5.8 -5.3 -5.8 -5.3 -5.8 -5.3Ry [kN] 0.0 0.0 0.0 0.0 -0.0 -0.0Rz [kN] 3.4 0.7 3.4 0.7 3.4 0.7
Variable loads - exclusive - 11: wind on gable - overpr
Rx [kN] -1.6 1.6 -2.3 2.3 -2.3 2.3Ry [kN] 0.3 0.3 0.3 0.3 0.3 0.3Rz [kN] -6.9 -6.9 -6.9 -6.9 -6.9 -6.9
Variable loads - exclusive - 12: wind on gable - underprRx [kN] 0.2 -0.2 -0.5 0.5 -0.5 0.5Ry [kN] 0.3 0.3 0.3 0.3 0.3 0.3Rz [kN] -2.4 -2.4 -2.4 -2.4 -2.4 -2.4
ExtremesMax Rz [kN] 12.2 9.7 12.2 9.7 12.2 9.7Min Rz [kN] -6.0 -4.8 -6.0 -4.8 -6.0 -4.8Max Rx [kN] 5.9 0.3 5.7 1.0 5.7 1.0Min Rx [kN] -7.7 -11.0 -7.7 -11.0 -7.7 -11.0Max Ry [kN] 0.3 0.3 0.3 0.3 0.3 0.3Min Ry [kN] 0.0 0.0 0.0 0.0 -0.0 -0.0
Loadcase/Node 36 42Permanent loads
LC: 1,4,5 Rx [kN] 1.3 -1.3Ry [kN] -0.0 -0.0Rz [kN] 2.4 2.4
Variable loads - exclusive - 6: snow - case 1Rx [kN] 4.2 -4.2Ry [kN] -0.0 -0.0Rz [kN] 6.3 6.3
Variable loads - exclusive - 7: snow - case 2Rx [kN] 4.4 -4.4Ry [kN] -0.0 -0.0Rz [kN] 6.4 6.7
Variable loads - exclusive - 8: snow - case 3
Rx [kN] 1.1 -1.1Ry [kN] -0.0 -0.0Rz [kN] 0.8 2.4
Variable loads - exclusive - 9: wind on side - overprRx [kN] -9.0 1.4Ry [kN] -0.0 -0.0Rz [kN] -8.4 -7.2
Variable loads - exclusive - 10: wind on side - underprRx [kN] -5.8 -5.3Ry [kN] -0.0 -0.0
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 88Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 88/89
Loadcase/Node 36 42Rz [kN] 3.4 0.7
Variable loads - exclusive - 11: wind on gable - overpr
Rx [kN] -2.3 2.3Ry [kN] 0.3 0.3Rz [kN] -6.9 -6.9
Variable loads - exclusive - 12: wind on gable - underpr
Rx [kN] -0.5 0.5Ry [kN] 0.3 0.3Rz [kN] -2.4 -2.4
Extremes
Max Rz [kN] 12.2 9.7Min Rz [kN] -6.0 -4.8Max Rx [kN] 5.7 1.0Min Rx [kN] -7.7 -11.0Max Ry [kN] 0.3 0.3Min Ry [kN] -0.0 -0.0
ESA-Prima Win release 3.50.63Project : Alu 15x35m BS6399 Page : 89Author : EFS nv. Date : June 2006
J:\Engineering\Berekeningen strukturen\Aluhal\15m\2.8mh\Verenigd Koninkrijk\BS 6399\berekeningen\Alu15+12 BS6399 v3.0.epw
Licensed to EFS nv 89/89