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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

ALBIXON a.s. Osov 75 267 25 Osov

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Technical report: To assess the stability of the frame roofing structure “Klasik C“, made of aluminium profiles according to EN AW 6063, vertical load 1.5 kNm

-2. 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. VL 2. Vertical load, area 1.50 kNm

-2.

VL 3. Horizontal load, area, wind (vref = 28 ms-1

; internal= 1.29 e-3

tm-3

; h<4 m); pressure 0.20 kNm-2

; suction 0.10kNm

-2.

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.

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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 E 1 ni gama K 1 E 2 K 2 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 Geometry - angles deg Cross-sections - length mm Load results - force kN load results - stress MPa load results - length mm

Deformation - displacements mm Deformation - rotation deg Time sec Temperature °C Mass t

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

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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

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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)

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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%).

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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

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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%).

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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%).

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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

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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%).

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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:

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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 state and the planned lifespan 2.19*10

5 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.