Litec RF40 - English - Milos Structural System

Transcription

Structural
Report
RF 40
STAGING SYSTEMS EUROPE
RF 40
July 2009
Staging Systems Europe Spa - via Raffaello, 31 - 31021 Mogliano Veneto (TV)
www.litectruss.com – [email protected]
LT RC RF40
RF 40
Index
1
2
3
4
5
6
Prescriptions: ....................................................................................................... 3
Structure description: ........................................................................................... 4
Reference standards: ........................................................................................... 6
Introduction: ......................................................................................................... 6
Symbols: .............................................................................................................. 7
Materials: ............................................................................................................. 8
6.1
Reference standards ..................................................................................... 8
6.2
Materials identification:.................................................................................. 8
6.3
Aluminium factors (EC 9 §3.2.5):................................................................... 8
6.4
Weldings: ...................................................................................................... 8
6.5
Safety factors on material (EC 9 §6.1.3 e 8.1.1): ........................................... 8
7 Calculation model:................................................................................................ 9
7.1
Main chord: ................................................................................................... 9
7.2
Diagonal:..................................................................................................... 12
7.3
Welded joints:.............................................................................................. 14
7.4
Fork joints: .................................................................................................. 14
8 Summary:........................................................................................................... 17
9 Hypotesis of calculation:..................................................................................... 18
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1 Prescriptions:







the calculation configuration and the imposed restraints have to be
considered ideal conditions, therefore the user must analyze the structure
according to the real load/restraint conditions;
this calculation report is considering only static loads; if dynamic actions
cannot be limited, they will have to be carefully considered by assembly
workers and any personnel in charge of assembly, check and certification;
materials must keep their original integrity features. The results of this report
will be invalidated by presence of blows, crackings or general damages of the
components;
the allowed loads qg,amm o Fg,amm are defined as the maximum loads
applicable to the truss nodes, not including the dead load of the structure;
if the truss would be uplifted through electric chain hoists, the personnel in
charge of assembly, check and certification will have to carefully consider
dynamic effects;
all connections with conical pins must be equipped with R-clips;
in case of excessive ovalization of the connection holes, a qualified
technician is needed to check the integrity of the structure elements;
Present structural report is formed by 24 pages.
Preganziol, july 2009
Dott. ing. Raffaele Fuser
Ordine degli ingegneri di Treviso
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2 Structure description:
Reticular structure formed by 4 aluminum chords (hollow section 50x3 mm) and
diagonals (hollow section 30x3 mm). The connection between chords and diagonals
is realized by fillet weldings. At the ends of the chords there are aluminum forks
(spigot), connected with 3 spirol pins.
The truss can be connected at the ends with other trusses to form long linear
structure.
The connections between trusses is realized by steel pins.
main chord
diagonal
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3 Reference standards:



Eurocode 1 EN
Eurocode 3 EN
Eurocode 9 EN
1991-1-1
1993-1-1
1999-1-1
august
august
may
2004
2005
2007
4 Introduction:
The structural report is based on the limit state design. According to that method, we
compare the design resistance of the structure Rd with the design load acting on the
structure, according to the following relation:
Sd ≤ Rd
where:
Sd: design loadings, obtained from the design actions amplified by the factors γF (
≥1);
Rd: design resistances, corresponding to a specific failure mechanism, obtained from
characteristic values of the materials resistances, reduced by the safety factors γm(
≥1).
In this structural report we calculate the design load Fult., which is the maximum
load, amplified by the factors γF. We assume the loads applied as permanent loads
(amplifying factor 1,35 as foreseen in EC 1), therefore we calculate Famm., which is
the maximum allowed load, not including the dead load of the structure
Hypothesis of calculation:
 the calculation configuration and the imposed restraints have to be
considered ideal conditions, therefore the user must analyze the structure
according to the real load/restraint conditions;
 this calculation assumes that the applied loads are static;
 the structure is analyzed as an ideal reticular structure, with loads applied on
the nodes without eccentricity;
 weldings are realized according to UNI EN ISO 15607;
 we calculate elastic deformation due to the maximum allowed load and to the
dead load. Final judgement about the acceptability is left to the personnel in
charge of assembly, check and certification;
 the followings tables are calculated in order to guarantee the strength and the
local stability of the members of the truss; the global stability verification is left
to the personnel in charge of assembly, check and certification.
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5 Symbols:
f0,2
fu
Amin
f0
fa
fv
E
G
ν
α
ρ
fw
γM1
γM2
γMb
γMw
D
t
A
Anett
I
It
i
L
Wel
Wele
Wpl
Wple
fs
σ
τ
σc
Av
conventional yield stress, corresponding to 0.2% strain
ultimate stress
min. elongation
characteristic yield stress
characteristic failure stress
characteristic shear stress
Young's module
shear module
Poisson' s ratio
thermal expansion coefficient
density
characteristic stress of the weld
material safety factor
material safety factor in weatyned sections
material safety factor for bolted joints
material safety factor for welded joints
diameter
thickness
section area
reduced section area, due to welding softening
moment of inertia
torsional inertia moment
radius of gyration
length
elastic section modulus
elastic effective section modulus
plastic section modulus
plastic effective section modulus
instability stress
normal stress
shear stress
combined stress
shear area
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6 Materials:
6.1
Reference standards
 EN 755-2: extruded rod/bar, tube and profiles;
 Eurocode 9 EN 1999-1-1 (§3.2.2);
 EN 10277-3: bright steel products;
6.2
Materials identification:
component:
pipes, forks
pins
spirol pins
Alloy designation
numerical
chemical
EN-AW 6082 T6 Al Si1 MgMn
steel 11SMnPb37
steel C75 S
f0
MPa
250
375
510
Characteristic values
fu
Amin.
thick.
MPa
%
mm
290
8
t≤5
460
8
16 ≤ t ≤ 40
640
15
where:
f0,2
[MPa] characteristic value of 0,2% proof strength
fu
[MPa] characteristic value of ultimate tensile stress
Amin [%]
minimum elongation
6.3
E
G
ν
α
ρ
Aluminium factors (EC 9 §3.2.5):
70
27
0.3
2.3 e-5
2700
6.4
GPa
GPa
1/°C
kg/m3
modulus of elasticity
shear modulus
Poisson’s ratio in elastic range
coefficient of linear therma expansion
density
Weldings:
Weldings between the chords and the diagonals are fillet welds with effective throat
thickness 4,5 mm. It's a TIG/141 (ISO 4063) weld and uses alloy type S Al4043A
(EN ISO 18273) as filler metal. According to EC 9 § 8.6.3.1 – table 8.8 the
characteristic strength value of weld metal is 190 MPa.
6.5
Safety factors on material (EC 9 §6.1.3 e 8.1.1):
resistance of the cross section, whatever the class is:
γM1 1,10
resistance of members to instability assessed by member checks:
γM1 1,10
resistance of cross-section in tension to fracture:
γM2 1,25
resistance of joints
γMb 1,25
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7 Calculation model:
7.1
Main chord:
ρ0_haz
ρu_haz
f0
fu
D
t
A
Anett
Aeff - ρ0*t
Aeff - ρu*t
yG
Wel
Wnet
Iel
Inet
i
Wpl
D
t
β
f0
ε
β1/ε
β2/ε
β3/ε
β1
β2
β3
sezione di classe 2
0.50
0.64
250
290
Materials
reduction factor for the heat affected zone
MPa characteristic value of 0,2% proof strength
MPa characteristic value of ultimate tensile stress
Cross section - main chord 50x3
50
mm diameter
3
mm thickness of cross section
443
mm 2 gross cross section
383
mm 2 net area (EC9 §6.2.2.2)
281
mm 2 effective area (thick. ?0*t)
327
mm 2 effective area (thick. ?u*t)
25
mm area center
4912
mm 3 elastic modulus of the gross section
4912
mm 3 elastic modulus of the net section
122812
mm 4 second moment of the section
122312
mm 4 second moment of the net section
17
mm radius of gyration
6636
mm 3 plastic modulus of gross section
Susceptibility to local buckling (EC9 §6.1.4.3)
50
mm diameter
3
mm thickness
12.25
slenderness parameter
250
1.00
9
13
18
9
13
18
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Tension resistance (EC9 § 6.2.3)
443
mm 2 section area
250
1.1
partial factor
A
f0
γM1
N 0, Rd 
Af 0
 M1
Anet
fu
383
290
1.25
γM2
N u , Rd 
0 .9 Anet f u
M2
Aeff
fu
Aeff f u
M2
NRd
γM2
N u , Rd 
A net f u
M2
Aeff
f0
Tension resistance for general yielding
mm 2 net area
partial factor
kN
Tension resistance for local failure at a section
with holes
mm 2 effective area
partial factor
75.96
kN
with HAZ
75.96
kN
Tension resistance
88.85
281
250
1.1
γM1
NRd
kN
Compression resistance (EC9 § 6.2.4)
383
mm 2 net area
290
1.25
partial factor
Anett
fu
N c , Rd 
79.96
327
290
1.25
γM2
N u , Rd 
100.67
Aeff f 0
 M1
kN
Compression resistance in sections with unfilled
holes
mm 2 effective area
partial factor
63.86
kN
Compression resistance in other sections
63.86
kN
Compression resistance
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Buckling resistance (EC9 §6.3.1)
0.65
reduction factor for weldings
k
1

  2  2
0.89
reduction factor for slenderness
  0 . 5 (1   (   0 )   2 ) 0.69
A eff f 0
 
N
α

0
N cr 
 2 EJ
L20
A
γM1
kAeff f0
 M1
γM2
u , Rd

W net f u
M2
Wpl
Wel
α
f0
γM1
M c , Rd 
MRd
imperfection factor
0.1
limit of horizontal plateau
375
58.70
kN
elastic critical force
mm 2 section area
mm 2 effective area
mm 4 second moment of the gross section
MPa modulus of elasticity
mm buckling length
partial factor
kN
buckling resistance
Resistance for bending (EC9 § 6.2.5)
4912
mm 3 elastic modulus of net section
290
1.25
partial factor
Wnet
fu
M
0.2
443
443
250
122812
70000
476
1.10
Aeff
f0
Imin
E
L0
Ni, Rd 
0.54
cr
 W el f 0
 M1
1.14
kNm
Resistance for bending of the net section
6636
4912
1.35
250
1.1
mm 3 plastic modulus of the cross section
mm 3 elastic modulus of the cross section
shape factor
partial factor
1.51
kNm
Resistance for bending in each cross section
1.14
kNm
Resistance for bending
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Shear resistance (EC9 § 6.2.6)
0.6
parameter
2
281
mm cross section area
169
mm 2 shear area
250
1.1
partial factor
ηv
Aeff - ρ0*t Av=ηv·Aeff
f0
γM1
V Rd  Av
f0
3 M 1
7.2
22.12
kN
Shear resistance
Diagonal:
ρ0_haz
ρu_haz
f0
fu
D
t
A
Aeff - ρ0*t
Aeff - ρu*t
yG
Wel
Iel
i
D
t
β
f0
ε
β1/ε
β2/ε
β3/ε
β1
β2
β3
sezione di classe 2
0.50
0.64
250
290
Materials
Cross section - diagonal 30x3
30
mm diameter
3
mm thickness of cross section
254
mm 2 gross cross section
134
mm 2 effective area (thick. ρ0*t)
169
mm 2 effective area (thick.ρu*t)
15
mm area center
1565
mm 3 elastic modulus of the gross section
23475
mm 4 second moment of the section
10
mm radius of gyration
Susceptibility to local buckling (EC9 §6.1.4.3)
30
mm diameter
3
mm thickness
9.49
slenderness parameter
250
1.00
9
13
18
9
13
18
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Tension resistance (EC9 § 6.2.3)
254
mm 2 section area
250
1.1
partial factor
A
f0
γM1
N 0, Rd 
Af 0
 M1
57.83
Aeff
fu
169
290
1.25
γM2
N u , Rd 
Aeff f u
M2
NRd
kN
Tension resistance for general yielding
mm 2 effective area
partial factor
39.29
kN
with HAZ
39.29
kN
Tension resistance
Compression resistance (EC9 § 6.2.4)
134
mm 2 effective area
250
1.1
partial factor
Aeff
f0
γM1
N c , Rd 
Aeff f 0
 M1
30.52
kN
Compression resistance in other sections
Buckling resistance (EC9 §6.3.1)
1.00
reduction factor for weldings
k
1

  2  2
0.70
reduction factor for slenderness
  0 . 5 (1   (    0 )   2 ) 1.01
A eff f 0
 
N
α

0
N cr 
 2 EJ
L20
A
0.2
imperfection factor
0.1
limit of horizontal plateau
74
254
254
250
23475
70000
468
1.10
Aeff
f0
Imin
E
L0
γM1
Ni, Rd 
0.93
cr
kAeff f0
 M1
40.73
kN
elastic critical force
mm 2 section area
mm 2 effective area
mm 4 second moment of the gross section
MPa modulus of elasticity
mm buckling length
partial factor
kN
buckling resistance
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7.3
Welded joints:
Resistance of diagonal near to fillet welds
254
mm 2 cross section
190
1.25
partial factor
A
fw
γMw
N
s , Rd

Af w
 Mw
kN
Resistance of diagonal near to fillet welds
Resistance of diagonal for fillet welds
50
mm chord diameter
3
mm chord thickness
30
mm diagonal diameter
3
mm diagonal thickness
40
°
angle
15
mm ellipse semiaxis - a 23.3
mm ellipse semiaxis - b 120
mm ellipse perimeter
4.5
mm effective throat thickness
542
mm 2 weld cross section
190
MPa weldings resistance
1.25
partial factor
Dc
tc
Dd
td
α
a
b
2p
a1
A
fw
γMw
Ns, Rd 
38.68
Afw
 Mw sen  3cos2 
2
7.4
55.87
kN
Resistance of diagonal for fillet welds
Fork joints:
fu_chord
fu_spirol pin
f0_fork
fu_fork
f0_pin
fu_pin
290
640
250
290
375
460
Materials
MPa charact. value of ultimate tensile stress - chord
MPa charact. value of ultimate tensile stress - spirol
pin
MPa charact.
value of 0,2% proof strength - fork
MPa charact. value of ultimate tensile stress - fork
MPa charact. value of 0,2% proof strength - pin
MPa charact. value of ultimate tensile stress - pin
Shear resistance of spirol pin
Fv,Rd,spirol pin
62.00
kN
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Bearing resistance of main chord (EC9 § 8.5.5 – table 8.5)
35
mm end distance in direction of load
25
mm end distance perp. to the direction of load
10
mm hole diameter
10
mm pin diameter
3
mm chord thickness
290
640
pin
1
parameter
e1
e2
d0
d
t
fu
fub
αb
αd
k1
1.17
2.5
1.25
γMb
F rif 
k 1 b f u dt
 Mb
kN
Bearing resistance of main chord
Bearing resistance of the fork (EC9 § 8.5.5 – table 8.5)
35
mm end distance in direction of load
25
mm end distance perp. to the direction of load
10
mm hole diameter
10
mm pin diameter
6.75
mm chord thickness
290
640
pin
1
parameter
e1
e2
d0
d
t
fu
fusp.
αb
αd
k1
1.17
2.5
1.25
γMb
Fb , Rd 
34.80
parameter
parameter
partial factor
k 1 b f u dt
 Mb
kN
Bearing resistance of the fork
Tension resistance of the fork for local failure (EC9 § 6.2.3)
644
mm 2 net area
290
MPa charact. value of ultimate tensile stress
1.25
partial factor
Anet
fu
γM2
N u , Rd 
78.30
parameter
parameter
partial factor
A net f u
M2
134.53
kN
Tension resistance for local failure
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Bearing resistance for pin connection (EC9 § 8.5.14.3 – table 8.7)
19.8
mm pin diameter
19.8
mm fork thickness
250
MPa charact. value of 0,2% proof strength - fork
1.1
partial factor
d
t
f0
γM1
1 . 5 f 0 dt
 M1
F rif 
133.65
γM2
A net f u
M2
N u , Rd 
193.56
kN
Shear resistance of pin connection (EC9 § 8.5.14.3 table 8.7)
314
mm 2 shear area
460
1.25
partial factor
A
fup
γMb
V Rd 
0 . 6 Af

up
69.37
kN
Shear resistance of pin
Mp
Bending resistance of pin (EC9 § 8.5.14.3 table 8.7)
20
mm pin diameter
785
mm 3 elastic modulus of the pin
460
1.25
partial factor
D
Wel
fup
γMb
M Rd 
0.8Wel f up
 Mp
0.23
kNm
Bending resistance of the pin
Combined shear and bending resistance of the pin (EC9 §8.5.14.3 table 8.7)
69.37
kN shear resistance of the pin
0.23
kNm bending resistance of the pin
11.9
mm fork thickness
0.8
mm semidistance between the forks
106
kN Maximum force allowed
0.23
kNm bending moment
VRd
MRd
t
e
FEd
MEd
VEd
Bearing resistance for pin connection
Tension resistance of the fork for local failure (EC9 § 6.2.3)
927
mm 2 net area
290
MPa charact. value of ultimate tensile stress
1.25
partial factor
Anet
fu
 VEd

 VRd
kN
2

M
   Ed

 M Rd
2

  1

1.00
2.65
verify
kN
shear force
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8 Summary:
Ft,Rd
Fc,Rd
Fb,Rd
MRd
Fv,Rd
75.96
63.86
58.70
1.14
38.31
Main chord
kN Tension resistance
kN Compression resistance
kN Buckling resistance
kNm Resistance for bending
kN Shear resistance
Ft,Rd
Fc,Rd
Fb,Rd
39.29
30.52
40.73
Diagonal
kN
Tension resistance
kN
kN
Buckling resistance
Ft,Rd
Fc,Rd
Weldings between main chord and diagonal
38.68 kN
Tension resistance
55.87 kN
Fv,Rd
Fb,Rd
Fb,Rd
Ft,Rd
Fb,Rd
Ft,Rd
FEd
62.00
34.80
78.30
134.53
133.65
193.56
106.00
Fork joint
kN
kN
Bearing resistance of main chord
kN
Bearing resistance of the fork
kN
kN
Bearing resistance for pin connection
kN
kN
Maximum force allowed
NRd,c
NRd,d
58.70
30.52
kN
kN
Maximum axial force of chord
Maximum axial force of diagonal
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9 Hypotesis of calculation:
When the truss is subjected to bending moment and shear force:
- diagonal is subjected only to axial force
- main chord is subjected to axial force, bending moment and shear force according
to following schema:
The allowed load is calculated with the following fomula:
q=min(qcorr, qdiag, qcamp)
where
M 1.35 p. p.
2H
M1
2H
V1.35 p. p.
N Rd , d 
2 sen

V1
2 sen
q corr 
q diag
N Rd ,c 
qcamp is calculated so that the verify of the chord subjected to axial force and bending
moment is satisfied:



1.3
tension-bending moment:
 N Ed

  0 N Rd
compression-bending moment:
 N Ed

  0 N Rd



 M Ed
 
  0 M Rd
0.8
1

0



1.02
 M Ed

 M Rd
1



1.02
1
When the truss is subjected to compression force the main chord is subjected only to
axial force.
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S IM P LY S UP P O R T E D - C E N T R E D LO A D
●
●
UNIFORM. DISTRIBUITO
CENTRATOIN MEZZERIA
CONCENTRATOAI TERZI
CONCENTRATOAI QUARTI
CONCENTRATOAI QUINTI
UNIFORMLYDISTRIBUITED
CENTREPOINTLOAD
SINGLELOAD THIRD POINT
SINGLELOAD FOURTH POINT
SINGLELOAD FIFTH POINT
span qu.
qam.
qam·L
defl.
F u.
F am.
[m] kN/m kN/m kN mm
kN
kN
3
26.0 19.3 57.8 5.33 34.08 25.2
4
17.0 12.6 50.3
11 28.13 20.8
5
11.51 8.52 42.6
18 23.89 17.7
6
8.32 6.16 37.0 28 20.75 15.4
7
6.18 4.58 32.1 38 18.30 13.6
8
4.76 3.53 28.2 50 16.34 12.1
9
3.77 2.79 25.2 64 14.72 10.9
10 3.06 2.26 22.6 80 13.37 9.9
11 2.52 1.87 20.5 98 12.22 9.1
12
2.11 1.56 18.7
117 11.23 8.3
13
1.79 1.32 17.2 138 10.36 7.7
14
1.53 1.13 15.9 160 9.60 7.11
15
1.32 0.98 14.7 185 8.92 6.60
16
1.15 0.85 13.6
211 8.30 6.15
17
1.01 0.74 12.7 239 7.75 5.74
18 0.88 0.66 11.8 268 7.24 5.36
19 0.78 0.58 11.0 299 6.78 5.02
20 0.69 0.51 10.3 331 6.35 4.71
diagonal failure
chord failure
F am.
defl.
F u.
kN mm kN
25.2
4
21.51
20.8
7
18.24
17.7
12
15.81
15.4
18 13.94
13.6
26 12.42
12.1 35 11.20
10.9
45 10.18
9.9
57
9.31
9.1
70
8.56
8.3
85
7.91
7.7
101 7.34
7.11 119 6.82
6.60 138 6.36
6.15 158 5.95
5.74 180 5.57
5.36 204 5.23
5.02 230 4.91
4.71 257 4.62
F am.
2F am.
defl.
kN
15.9
13.5
11.7
10.3
9.2
8.30
7.54
6.90
6.34
5.86
5.44
5.05
4.71
4.40
4.13
3.87
3.64
3.42
kN
31.9
27.0
23.4
20.6
18.4
16.6
15.1
13.8
12.7
11.7
10.9
10.1
9.4
8.8
8.3
7.7
7.27
6.84
mm kN
4
16.49
8
14.29
14 12.59
21 11.23
30 10.12
41 9.00
53
8.04
67
7.24
83
6.58
101 6.01
120 5.52
141 5.09
164 4.71
188 4.37
215 4.07
243 3.79
273 3.54
305 3.31
F u.
F am.
3F am.
defl.
kN
12.2
10.6
9.32
8.32
7.50
6.67
5.95
5.37
4.87
4.45
4.09
3.77
3.49
3.24
3.01
2.81
2.63
2.45
kN
36.7
31.8
28.0
25.0
22.5
20.0
17.9
16.1
14.6
13.4
12.3
11.3
10.5
9.7
9.0
8.4
7.9
7.4
mm kN
4
13.63
9
11.98
15
10.41
24
8.99
34
7.90
45
7.01
58
6.30
73
5.71
88
5.21
106 4.78
125 4.40
146 4.07
169 3.78
193 3.52
218 3.28
246 3.06
275 2.87
306 2.69
F u.
F am.
4F am.
defl.
kN
10.1
8.87
7.71
6.66
5.85
5.19
4.67
4.23
3.86
3.54
3.26
3.02
2.80
2.61
2.43
2.27
2.12
1.99
kN
40.4
35.5
30.8
26.6
23.4
20.8
18.7
16.9
15.4
14.2
13.0
12.1
11.2
10.4
9.7
9.1
8.5
8.0
mm
5
9
16
24
34
45
58
73
89
107
127
149
172
197
223
252
282
314
- qu. or Fu. is the maximum load, not including dead load, to compare with the amplified design load;
- qam or Fam. is the maximum allowed load, not including dead load, to apply to the truss;
- this table considers centrated load;
- the load has to be applied on the nodes; otherwise the point load, applied between two successive
nodes, must be no greater than 1,5 kN;
- the followings tables are calculated in order to guarantee the strength and the local stability of the
members of the truss; the global stability verification is left to the personnel in charge of assembly,
check and certification;
RF40 - simply supported - centred load
60
50
UDL
CPL
Load (kN)
40
TPL
30
QPL
FPL
20
10
0
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
span (m)
Page 19 / 24
LT RC RF40
RF 40
RF40
SIM P LY SUP P O R T ED - E C C EN T R IC LO A D
●
●
CENTRATOIN MEZZERIA
CONCENTRATOAI TERZI
CONCENTRATOAI QUARTI
CONCENTRATOAI QUINTI
CENTREPOINTLOAD
SINGLELOAD THIRD POINT
SINGLELOAD FOURTH POINT
SINGLELOAD FIFTH POINT
span qu.
qam.
qam·L
[m] kN/m kN/m kN
3
15.3 11.3
34
4
11.4
8.4 33.7
5
8.64 6.40 32.0
6
6.60 4.89 29.4
7
5.02 3.72 26.0
8
3.94 2.92 23.3
9
3.16 2.34 21.1
10 2.59 1.92 19.2
11 2.16 1.60 17.6
12
1.82 1.35 16.2
13
1.56 1.15 15.0
14
1.34 0.99 13.9
15
1.16 0.86 12.9
16
1.02 0.75 12.0
17 0.89 0.66 11.3
18 0.79 0.58 10.5
19 0.70 0.52 9.9
20 0.62 0.46 9.2
diagonal failure
chord failure
defl.
F u.
F am.
F am.
mm
kN
kN
3.15 24.80 18.4
7
21.47 15.9
14 18.90 14.0
22 16.86 12.5
31 15.17 11.2
42 13.79 10.2
54 12.61 9.3
69 11.60 8.6
84 10.71 7.9
102 9.93 7.4
121 9.23 6.8
142 8.61 6.38
165 8.04 5.96
189 7.53 5.58
215 7.07 5.23
243 6.63 4.91
272 6.24 4.62
304 5.86 4.34
defl.
F u.
kN mm kN
18.4
3
14.61
15.9
6
13.01
14.0
10
11.71
12.5
15 10.63
11.2
22
9.73
10.2
30
8.95
9.3
39
8.27
8.6
50
7.67
7.9
62
7.14
7.4
76
6.68
6.8
91 6.25
6.38 108 5.87
5.96 126 5.52
5.58 146 5.20
5.23 167 4.90
4.91 190 4.62
4.62 215 4.37
4.34 241 4.12
F am.
2F am.
defl.
F u.
kN
10.8
9.6
8.7
7.9
7.2
6.63
6.13
5.68
5.29
4.94
4.63
4.35
4.09
3.85
3.63
3.42
3.24
3.05
kN
21.6
19.3
17.3
15.8
14.4
13.3
12.3
11.4
10.6
9.9
9.3
8.7
8.2
7.7
7.3
6.8
6.47
6.11
mm
3
6
10
16
24
33
43
56
70
86
104
123
144
167
192
219
248
278
kN
10.19
9.29
8.52
7.87
7.30
6.80
6.35
5.95
5.59
5.27
4.97
4.70
4.42
4.12
3.85
3.60
3.37
3.16
F am.
3F am.
kN
kN
7.5 22.6
6.9 20.6
6.31 18.9
5.83 17.5
5.41 16.2
5.03 15.1
4.70 14.1
4.41 13.2
4.14 12.4
3.90 11.7
3.68 11.0
3.48 10.4
3.28 9.8
3.05 9.2
2.85 8.6
2.67 8.0
2.50 7.5
2.34 7.0
defl.
F u.
F am.
4F am.
defl.
mm
3
6
10
17
25
35
46
60
76
94
114
136
159
183
208
235
263
294
kN
8.54
7.84
7.26
6.75
6.30
5.90
5.51
5.05
4.65
4.30
3.99
3.71
3.46
3.24
3.03
2.84
2.67
2.51
kN
6.3
5.81
5.38
5.00
4.67
4.37
4.08
3.74
3.44
3.18
2.95
2.75
2.56
2.40
2.25
2.11
1.98
1.86
kN
25.3
23.2
21.5
20.0
18.7
17.5
16.3
15.0
13.8
12.7
11.8
11.0
10.3
9.6
9.0
8.4
7.9
7.4
mm
3
6
11
18
27
38
51
65
80
97
116
136
159
183
209
236
265
297
RF40 - simply supported - eccentric load
40
35
UDL
Load (kN)
30
CPL
25
TPL
20
QPL
15
FPL
10
5
0
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
span (m)
Page 20 / 24
LT RC RF40
RF 40
RF40
C A N T ILEV E R - C E N T R ED LO A D
span
[m]
1
2
3
4
5
6
7
●
●
CONCENTRATO
POINTLOAD
qu.
qam. qam·L defl.
kN/mkN/m kN mm
29.2 22 21.6 0.71
10.7 7.9 15.8
4
5.57 4.13 12.4
11
3.41 2.52 10.1 22
2.29 1.69 8.5
36
1.63 1.20 7.2
55
1.20 0.89 6.2
77
diago nal failure
chord failure
F u.
F am.
F am.
defl.
kN
21.5
14.0
10.3
8.07
6.59
5.51
4.70
kN
15.9
10.4
7.6
6.0
4.9
4.1
3.5
kN
15.9
10.4
7.6
6.0
4.9
4.1
3.5
mm
1
7
18
34
55
81
111
RF40 - cantilever - centred load
20
UDL
CPL
Load (kN)
15
10
5
0
1
2
3
4
Span (m)
Page 21 / 24
5
6
7
LT RC RF40
RF 40
RF40
C A N T ILE V ER - EC C E N T R IC LO A D
●
span
[m]
1
2
3
4
5
6
7
●
CONCENTRATO
POINTLOAD
qu.
qam. qam·L defl.
kN/mkN/m kN mm
17.8
13 13.2 0.43
7.25 5.4 10.7
3
4.05 3.00 9.0
8
2.60 1.93 7.7
17
1.81 1.34 6.7
29
1.32 0.98 5.9
45
1.00 0.74 5.2
65
diago nal failure
chord failure
F u.
F am.
F am.
defl.
kN
14.6
10.7
8.36
6.81
5.71
4.88
4.21
kN
10.8
7.9
6.2
5.0
4.2
3.6
3.1
kN
10.8
7.9
6.2
5.0
4.2
3.6
3.1
mm
1
6
15
29
48
72
101
RF40 - cantilever - eccentric load
14
UDL
10
CPL
Load (kN)
12
8
6
4
2
0
1
2
3
4
Span (m)
Page 22 / 24
5
6
7
LT RC RF40
RF 40
Carico di punta
N
Axial load
height Nbuck
m
3
6
9
12
15
Nstr
Nult Namm.
kN
235
235
235
235
235
kN
235
110
52
30
19
kN
174
81
39
22
14
Nbuck is the elastic critical buckling load
Nstr is the maximum load to satisfy resistance verify
Nult =min(Nbuck, Nstr)
Namm= Nult/1,35
RF40 - Axial load
Load (kN)
-
kN
329.0
110.0
52.0
30.0
19.0
200
180
160
140
120
100
80
60
40
20
0
3
5
7
9
11
13
15
height (m)
Page 23 / 24
LT RC RF40
RF 40
10 Annex 1: Approximate combined resistance VRd-MRd
This graph provides an approximate combined resistance VRd-MRd of truss RF40,
to be used exclusively for pre-calculation, and IT DOESN’T REPLACE the structural
calculation of the truss which must be performed for any installation.
Page 24 / 24
LT RC RF40

Litec RF40 - English - Milos Structural System

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