14/stat.

8/1

ALBIXON a.s.
Osov 75
267 25 Osov

Static assessment of the proposal

Order number...................................................... 14/stat.8

Prepared by: Vl. Chobot MSc, Tábor, Buzulucká 2332
Certified construction engineer, ČKAIT (Chamber of Chartered Engineers and Technicians
Involved in Construction) 0101501
Prepared for: ALBIXON a.s. Zbraslavská 55, 159 00 Praha 5 - Malá Chuchle

Volume contents:

Technical report ………………….…………….…pp. 2-3

Diagram of the structure profile 1 and 2………………..pp. 4-5
Assessment of structure VSL 1....................pp. 6-8
Assessment of structure VSL 2..................pp. 9-10
Assessment of structure VSL 3................pp. 11-13
Conclusion ....................................................... pp. 13

2014-04-14
 14/stat.8/2

Technical report:
To assess the stability of the frame roofing structure “Klasik C“, made of aluminium profiles according to EN AW
-2
6063, vertical load 1.5 kNm . The shape of the frame structure is specified in the accompanying drawing. The
construction will bear a light roof cladding in the form of customized plexiglass panels, 4 - 6 mm, or
polycarbonate, honeycomb profiles. The roofing will be installed outdoors. The construction will be anchored
by hinges in both bases of the arcs, with mobile supports, to the capping rail.
Assessment of loading:
VL 1. Self-weight 0.14t, including roofing panels with a length of 5.70 m.
-2
VL 2. Vertical load, area 1.50 kNm .
VL 3. Horizontal load, area, wind (vref = 28 ms ; internal= 1.29 e tm ; h<4 m); pressure 0.20 kNm ; suction
-1 -3 -3 -2
-2
0.10kNm .
Combined loading calculations: (vertical structural load) VSL 1 = 1.1 x (VL 1 + VL 2); VSL 2 = 1.1 x (VL 1 + VL 2+
VL3); VSL 3 = 1.1 x (VL 1 + VL 3);

Diagram of the calculation of the marking beams:

Key: Prut1 - Beam1

Normative references:
ČSN (Czech Technical Norm) EN 1090-1 (732601) , Date of issue: 1.3.2010
Performance of steel structures and aluminium structures - Part 1: Requirements for conformity assessment of structural components.
ČSN EN 1090-1:2010/Z1 (732601), Date of issue: 1.9.2010 *Amendment
Performance of steel structures and aluminium structures - Part 1: Requirements for conformity assessment of structural components.
ČSN EN 1090-3 (732601), Date of issue: 1.3.2009
Performance of steel structures and aluminium structures - Part 3: Technical requirements for aluminium structures.
ČSN EN 1991-1-3 (730035), Date of issue: 1.6.2005
Eurocode 1: Construction loads - Part 1-3: General loads - Snow loads.
ČSN EN 1991-1-3:2005/Amendment1 (730035), Date of issue: 1.2.2010 *Amendment
Eurocode 1: Construction loads - Part 1-3: General loads - Snow loads.
ČSN EN 1991-1-3:2005/Z1 (730035), Date of issue: 1.10.2006 *Amendment
Eurocode 1: Construction loads - Part 1-3: General loads - Snow loads.
ČSN EN 1991-1-3:2005/Z2 (730035), Date of issue: 1.2.2010 *Amendment
Eurocode 1: Construction loads - Part 1-3: General loads - Snow loads.
ČSN EN 1991-1-3:2005/Z3 (730035), Date of issue: 1.3.2010 *Amendment
Eurocode 1: Construction loads - Part 1-3: General loads - Snow loads.
ČSN EN 1991-1-4 (730035), Date of issue: 1.4.2007
Eurocode 1: Construction loads - Part 1-4: General loads - Wind loads.
ČSN EN 1991-1-4:2007/A1 (730035), Date of issue: 1.10.2010 *Amendment
Eurocode 1: Construction loads - Part 1-4: General loads - Wind loads.
ČSN EN 1991-1-4:2007/Amendment1 (730035), Date of issue: 1.9.2008 *Amendment
Eurocode 1: Construction loads - Part 1-4: General loads - Wind loads.
ČSN EN 1991-1-4:2007/Amendment2 (730035), Date of issue: 1.5.2010 *Amendment
Eurocode 1: Construction loads - Part 1-4: General loads - Wind loads.
ČSN EN 1991-1-4:2007/Amendment3 (730035), Date of issue: 1.1.2011 *Amendment
Eurocode 1: Construction loads - Part 1-4: General loads - Wind loads.
ČSN EN 1991-1-4:2007/Z1 (730035), Date of issue: 1.3.2010 *Amendment
Eurocode 1: Construction loads - Part 1-4: General loads - Wind loads.
 14/stat.8/3

List of designated and used materials:

E1, E2 [MPa] modulus of elasticity (E2 only for orthotropic material)
ni Poisson coefficient
gama [t/m3] volume weight
K1, K2 [kN/m3] thermal expansion coefficients
attenuation decrement of attenuation

Material Type E1 ni gama K1 E2 K2 attenuation

[MPa] [t/m3] [kN/m3] [MPa] [kN/m3]
Al EN AW 6063 69000.000 0.330 2.700 2.340e-05 0.010

Material Volume Weight

[mm3] [t]
Aluminium 1.741e+07 0.047
total 0.047

List of the designated cross-sections:

Iy, Iz [m4] principle moments of inertia

Ik [m4] moment of resistance in simple torsion
beta y, beta z shear compliance coefficients
Cross-section Area Iy Iz Ik beta y beta z
[mm2] mm4] [mm4] [mm4]
12669 512.74 1.04826e+05 1.34090e+05 8599.480 0.590 0.599
12671 601.95 1.33820e+05 1.47833e+05 15640.615 0.715 0.482
12665 131 15794.72 7291.1 312.168 0.482 0.525
12664 334.3 54677.22 55615.12 2727.998 0.711 0.415
12671 572.97 115495.76 29389.02

Cross-section 12669 12670 12671 12665 12664

Units used:
Geometry - length mm Deformation - displacements mm
Geometry - angles deg Deformation - rotation deg
Cross-sections - length mm Time sec
Load results - force kN Temperature °C
load results - stress MPa Mass t
load results - length mm

Calculation of the equivalent values of the material according to EN AW 6063 (AlMgSi)

Calculated equivalent values of the material according to EN AW 6063 (AlMgSi)
Determination of the importance category of the structures for the lifetime according to EN 1991-1 is 25
years.
Minimum tensile strength 245 MPa
Minimum yield strength RP 0,2 200MPa
Derived equivalent stress for the calculated effective values  = 138.5 MPa
14/stat.8/4
 14/stat.8/5

Key first drawing

BOČNÍ VSTUP - SIDE ENTRANCE NÁZEV - TITLE
VELKÉ ČELO - LARGE FACE TYP - TYPE
MALÉ ČELO - SMALL FACE SCHVÁLIL - APPROVED
Tolerování ISO - Tolerancing ISO POPIS ZMĚNY - DESCRIPTION OF CHANGES
VŠEOBECNÉ TOLERANCE - GENERAL TOLERANCE DATUM - DATE
POKUD NEJSOU UVEDENY JINAK - UNLESS OTHERWISE STATED AUTOR - AUTHOR
Metoda zrdcadlového promitaní - Method mirror screening POČ - NUMBER
MATERIÁL – MATERIAL POZNÁMKA - NOTES
POLOTOVAR : MONTÁŽNÍ SESTAVA - SEMIPRODUCT : ASSEMBLY KIT MĚŘÍTKO - SCALE
MODEL - MODEL ČÍSLO ZAKÁZKY - ORDER NUMBER
DATUM - DATE MODEL - MODEL
VÝKRES – DRAWING STARÝ VÝKRES - OLD DRAWING
TECHNOLOG – TECHNOLOGIST NOVÝ VÝKRES VYDÁN PZ - NEW DRAWING ISSUES
PZHMOTNOST (KG): 354,14 - WEIGHT (KG): 354.14 CAD ČÍSLO VÝKRESU - CAD NUMBER OF DRAWING
 14/stat.8/6

Key second drawing

PROFIL – PROFILE
KRYTINA - COVERING
POLYKARBONÁT “DUTINKA” MULTICLEAR – 8MM PLAST PLNÝ POLYKARBONÁT SAN
- POLYCARBONATE “HOLLOW” MULTICLEAR – 8MM PLASTIC FILLED POLYCARBONATE SAN
SEE ABOVE KEY

Structural assessment of VSL 1:

Assessment of the whole structure - internal forces, all beams, overall extremes for the module
Load status VSL 1 = 1.1 x (VL 1+ VL2)
Derived equivalent stress for the calculated effective values Al  = 138.5 MPa

Diagram of the load VSL 1:

Assessment of the central frame:

Derived equivalent stress for the calculated effective values  = 138.5 MPa
Sig.min, Sig.max [MPa] stress in the outer fibres
Extremes for the result: VSL1 Combined VL (post)

Beam Position Sig.min Sig.max

[mm] [MPa] [MPa]
Beam101 513.922 -54.464 41.623
Beam110 0.000 -10.023 -5.525
Beam100 0.000 -11.611 -11.430
Beam102 0.000 -54.396 41.628
The structure complies, the equivalent stress is not attained.
State of deformation, central frame, overall extremes.
Ux, Uy, Uz [mm] displacements along axes
Utotal [mm] overall displacements
Extremes for the result: VSL1 Combined VL (post)
 14/stat.8/7

Beam Position Ux Uy Uz Utotal

[mm] [mm] [mm] [mm] [mm]
Beam101 513.922 -10.555 -0.034 8.839 13.767
Beam107 513.922 10.550 0.034 8.835 13.761
Beam101 513.922 -10.555 -0.034 8.839 13.767
Beam107 513.922 10.550 0.034 8.835 13.761
Beam105 631.333 -2.128e-03 -5.313e-05 -23.002 23.002
Beam101 513.922 -10.555 -0.034 8.839 13.767
Beam105 631.333 -2.128e-03 -5.313e-05 -23.002 23.002
The ratio of deflection on the central frame is up to a span of 5,700 mm 1: 247; tj . 0.4%).
Development of stress and deformation on the central frame:

Assessment of outer frame:

Derived equivalent stress for the calculated effective values  = 138.5 MPa
Sig.min, Sig.max [MPa] stress in the outer fibres
Extremes for the result: VSL1 Combined VL (post)

Beam Position Sig.min Sig.max

[mm] [MPa] [MPa]
Beam96 0.000 -44.517 32.658
Beam98 0.000 -7.095 -3.056
Beam88 0.000 -7.184 -7.099
Beam96 0.000 -44.517 32.658
The structure complies, the equivalent stress is not attained.
State of deformation, outer frame, overall extremes.
Ux, Uy, Uz [mm] displacements along axes
Utotal [mm] overall displacements
Extremes for the result : VSL1 Combined VL (post)

Beam Position Ux Uy Uz Utotal

[mm] [mm] [mm] [mm] [mm]
Beam89 513.922 -8.229 -0.037 6.950 10.771
Beam95 513.922 8.214 0.032 6.937 10.751
Beam99 315.666 0.042 -0.090 -16.936 16.936
Beam96 326.498 7.312 0.061 5.477 9.136
Beam93 631.333 -0.010 7.258e-04 -18.070 18.070
Beam89 513.922 -8.229 -0.037 6.950 10.771
Beam93 631.333 -0.010 7.258e-04 -18.070 18.070
The ratio of deflection on the outer frame is up to a span of 5,700 mm 1: 316; tj . 0.3%).
 14/stat.8/8

Development of stress and deformation on the outer frame:

Results of calculations – reactions in supports from VSL 1.

Rx, Ry, Rz [kN] reaction force in the direction of the axis

Beam Support Position Rx Ry Rz

[mm] [kN] [kN] [kN]
Beam115 104 0.000,1095.000,0.000 9.959 2.704e-04 11.718
Beam120 185 5970.000,1095.000,0.000 -9.959 -2.704e-04 11.709

TOTAL 0 0 23.427

Diagram of reactions in supports:

Structural assessment of VSL 2:

Results of the assessment of the whole structure - internal forces, all beams, overall extremes for
the module
Load status VSL 1 = 1.1 x ( VL 1+ VL2 + VL3)
Derived equivalent stress for the calculated effective values pro Al  = 138.5 MPa
 14/stat.8/9

Diagram of the load VSL 2:

Assessment of central frame:

Derived equivalent stress for the calculated effective values  = 138.5 MPa
Sig.min, Sig.max [MPa] stress in the outer fibres
Extremes for the result : VSL2 Combined VL (post)

Beam Position Sig.min Sig.max

[mm] [MPa] [MPa]
Beam101 513.922 -81.181 70.822
Beam106 0.000 -10.789 -10.775
Beam100 0.000 -12.347 -12.001
Beam101 513.922 -81.181 70.822
The structure complies, the equivalent stress is not attained.
State of deformation, central frame, overall extremes.
Ux, Uy, Uz [mm] displacements along axes
Utotal [mm] overall displacements
Extremes for the result : VSL2 Combined VL (post)

Beam Position Ux Uy Uz Utotal

[mm] [mm] [mm] [mm] [mm]
Beam102 326.498 -31.765 -0.078 28.669 42.789
Beam102 652.996 -30.297 -0.082 26.291 40.114
Beam110 508.183 -20.632 -0.041 -29.530 36.024
Beam102 326.498 -31.765 -0.078 28.669 42.789
Beam102 326.498 -31.765 -0.078 28.669 42.789
Development of stress and deformation on the outer frame 5700 mm 1: 133; tj . 0.75%).
 14/stat.8/10

Development of stress and deformation on the central frame:

Assessment of outer frame:

Derived equivalent stress for the calculated effective values  = 138.5 MPa
Sig.min, Sig.max [MPa] stress in the outer fibres
Extremes for the result : VSL2 Combined VL (post)

Beam Position Sig.min Sig.max

[mm] [MPa] [MPa]
Beam90 0.000 -70.752 56.802
Beam93 0.000 -6.423 -3.354
Beam88 0.000 -7.657 -7.615
Beam90 0.000 -70.752 56.802
The structure complies, the equivalent stress is not attained.

State of deformation, outer frame, overall extremes.

Ux, Uy, Uz [mm] displacements along axes
Utotal [mm] overall displacements
Extremes for the result : VSL2 Combined VL (post)

Beam Position Ux Uy Uz Utotal

[mm] [mm] [mm] [mm] [mm]
Beam90 326.498 -27.795 5.419e-03 23.908 37.683
Beam93 315.666 -18.774 -0.154 -9.569 21.072
Beam94 605.178 -6.103 0.017 -4.995 7.887
Beam98 508.183 -18.877 -0.023 -24.907 31.252
Beam90 326.498 -27.795 5.419e-03 25.445 37.683
Beam90 326.498 -27.795 5.419e-03 25.445 37.683
Development of stress and deformation on the outer frame 5,700 mm 1: 151 tj . 0.66%).
 14/stat.8/11

Development of stress and deformation on the outer frame:

Results of calculations – reactions in supports from VSL 2.

Rx, Ry, Rz [kN] reaction force in the direction of the axis

Beam Support Position Rx Ry Rz

[mm] [kN] [kN] [kN]
Beam115 104 0.000,1095.000,0.000 11.009 2.521e-04 12.114
Beam120 185 5970.000,1095.000,0.000 -8.695 -2.521e-04 11.313

TOTAL 2.314 0 23.427

Diagram of reactions in supports:

Structural assessment of VSL 3:

Results of the assessment of the whole structure – internal forces, all beams, overall extremes of
the module
Load status VSL 3 = 1.1 x (VL 1+ VL3)
Derived equivalent stress for the calculated effective values Al  = 138.5 MPa
 14/stat.8/12

Diagram of the load VSL3.

Assessment of central frame:

Derived equivalent stress for the calculated effective values  = 138.5 MPa
Sig.min, Sig.max [MPa] stress in the outer fibres
Extremes for the result: VSL3 Combined VL (post)

Beam Position Sig.min Sig.max

[mm] [MPa] [MPa]
Beam108 326.498 -35.255 31.575
Beam106 0.000 0.476 0.657
Beam100 0.000 -0.910 -0.741
Beam103 0.000 -29.641 32.404

The structure complies, the equivalent stress is not attained.

State of deformation, central frame, overall extremes.
Ux, Uy, Uz [mm] displacements along axes
Utotal [mm] overall displacements
Extremes for the result : VSL3 Combined VL (post)

Beam Position Ux Uy Uz Utotal

[mm] [mm] [mm] [mm] [mm]
Beam108 652.996 -24.198 -0.062 -23.731 33.892
Beam108 652.996 -24.198 -0.062 -23.731 33.892
Beam108 652.996 -24.198 -0.062 -23.731 33.892
Beam102 652.996 -23.557 -0.060 23.424 33.221
Beam108 652.996 -24.198 -0.062 -23.731 33.892
Development of stress and deformation on the central frame 5,700 mm 1: 168; tj . 0.59%).
 14/stat.8/13

Development of stress and deformation on the central frame:

Assessment of outer frame:

Derived equivalent stress for the calculated effective values  = 138.5 MPa
Sig.min, Sig.max [MPa] stress in the outer fibres
Extremes for the result : VSL3 Combined VL (post)

Beam Position Sig.min Sig.max

[mm] [MPa] [MPa]
Beam96 326.498 -30.944 31.559
Beam94 0.000 0.318 0.512
Beam88 0.000 -0.682 -0.612
Beam96 326.498 -30.944 31.559
The structure complies, the equivalent stress is not attained.

State of deformation, outer frame, overall extremes.

Ux, Uy, Uz [mm] displacements along axes
Utotal [mm] overall displacements
Extremes for the result : VSL3 Combined VL (post)

Beam Position Ux Uy Uz Utotal

[mm] [mm] [mm] [mm] [mm]
Beam96 652.996 -21.994 -0.122 -21.698 30.896
Beam96 326.498 -21.284 -0.126 -20.592 29.615
Beam98 508.183 -19.104 0.025 -11.523 22.310
Beam96 652.996 -21.994 -0.122 -21.698 30.896
Beam90 652.996 -21.509 0.023 21.448 30.375
Beam96 652.996 -21.994 -0.122 -21.698 30.896
The ratio of deflection on the outer frame is up to a span of 5,700 mm 1: 184; tj . 0.54%).
Development of stress and deformation on the outer frame:
 14/stat.8/14

Results of calculations – reactions in supports from VSL 3.

Rx, Ry, Rz [kN] reaction force in the direction of the axis

Beam Support Position Rx Ry Rz

[mm] [kN] [kN] [kN]
Beam115 104 0.000,1095.000,0.000 1.235 -1.326e-05 0.615
Beam120 185 5970.000,1095.000,0.000 1.079 1.326e-05 -0.187

SUMA 2.314 0 0.428

Diagram of reactions in supports:

Conclusion:
In the assessment it was shown that the roofing structure type Klasik C with a span of 5.70
m conforms to a load of 1.5 kNm-2 given in the technical report as VL 2 and transverse load,
wind VL 3 at a speed of 100km/h, in the given superpositions VSL 1; VSL 2 a VSL 3. It is necessary to
adhere to the quality of the materials of the assessed structure, which is given in the description of the
structure and the technical documentation. The requirements of the individual components of the structure
are given in the relevant paragraph of the calculation. It was demonstrated that the proposed structure of the
roofing complies with the mechanical requirements with regards to the strength limit state, serviceability limit
5
state and the planned lifespan 2.19*10 h as defined in EN 1991 – 1 and additional standards and regulations
for the technical requirements of buildings 268/09 Sb. § 9 Mechanical resistance and stability.
It was demonstrated in the assessment that there is no danger of structural collapse, no part of the assessed
structure reached the equivalent stress limit.
There is no occurrence of excessive deformation of the structure, which is shown in the preceding assessment.
There is no danger of damage to other parts of the building, technical facilities or installed equipment as a
result of excessive deformation.
Damage caused in the event of a disproportionate span is eliminated by the allowed degree of safety, Sb 2, for
the main structure.