STRUCTURAL REPORT

NOMO-OPERA 01P

tridimensional view

reference axesX-axis direction PY-axis direction L

P depthL width

guide(E1) column crossbar

(E4) (E2)

NOMO-OPERA 01P 1 span

frontal view lateral view map

NOMO-OPERA 01P 2 spans intermediate profilemap (E3)

frontal view lateral view

XY

Z

NOMO_OPERA 01P_revisione012.xls28/10/2015 1 structure

Frame profiles

guide E1crossbar E2intermediate profile E3column E4

guide crossbar intermediate profile(E1) (E2) (E3)

column(E4)

Materials

aluminumaluminum EN AW - 6060 T6

steeltype Aisi 304 - Aisi 470 Li

fasteners and boltstype A2/70 (UNI EN ISO 3506-1:2009)

codes

UNI EN 1990:2006 Eurocode 0 Basis of structural designUNI EN 1991-1 Eurocode 1 Actions on structures, Part 1-1 and 1-3 (2004), 1-4 (2005) UNI EN 1998-1:2005 Eurocode 8 Design of structures for earthquake resistance, Part 1UNI EN 1999-1-1:2007 Eurocode 9 Design of aluminium structures, Part 1-1: general rules UNI EN 13561:2015 Tende esterne e tendoni - Requisiti prestazionali compresa la sicurezza

NOMO_OPERA 01P_revisione012.xls28/10/2015 2 structure

scheme of the wind action on the structure

structure with perimetral closurein this condition the wind acts on the roofing and perimetral closure

presence of openings < 33%wind direction

presence of openings >= 33%wind direction

structure without perimetral closurein this condition the wind acts on the roofing closure and the elements

wind direction

Calculation ipothesys

The structure has been evaluated with the following calculation ipothesys

h = 2,30 m height at the guide bottom side

category (ground) II corresponding to"Area with low vegetation such as grass and isolated obstacles (trees, buildings) with separations of at least 20 obstacle heights"

Adopted static schemeroofing elements: supported beam 1 span vertical elements: cantilever

cpi cpi cpi cpi

cpi cpi

NOMO_OPERA 01P_revisione012.xls28/10/2015 3 structure

CONDITIONS OF USE

structure with optionals for perimetral closure

closureroofing perimetral

1 folded rolled up -2 unfolded rolled up -

3a unfolded not rolled upactive for side and front

vertical awnings

3b unfolded not rolled upactive for side and front

vertical awningssnow load considered only in condition 1

condition 1

condition 2

condition 33a-3b

load condition

beaufortbeaufort

beaufort

max. speed (km/h)

anemometer table values

NOMO_OPERA 01P_revisione012.xls28/10/2015 - 4 - conditions of use

WIND RESISTANCE TABLE - Beaufort scale

structure with optionals for perimetral closure

1

2

3a

3b

snow load considered only in condition 1

NOMO-OPERA 01P 1 spanperimetral closure presentCONDITION 1

depth width LP 200 250 300 350 400 450 500 550

200 11 11 11 10 10 9 9 9250 11 11 11 10 10 9 9 9300 11 11 11 10 10 9 9 9350 11 11 11 10 10 9 9 9400 11 11 11 10 10 9 9 9450 10 10 10 10 10 9 9 9500 10 10 10 10 10 9 9 9550 10 10 10 10 10 9 9 9600 10 10 10 10 10 9 9 9650 9 9 9 9 9 9 9 9700 9 9 9 9 9 9 9 9

0650 9 9 9 9 9 9 9 9700 9 9 9 9 9 9 9 9

CONDITION 2depth width L

P 200 250 300 350 400 450 500 550200 11 11 10 10 9 8 8 7250 11 11 10 10 9 8 8 7300 11 11 10 10 9 8 8 7350 11 11 10 10 9 8 8 7400 10 10 10 10 9 8 8 7450 10 10 10 10 9 8 8 7500 10 10 10 10 9 8 8 7550 10 10 9 9 9 8 8 7600 9 9 9 9 9 8 8 7650 9 9 9 9 9 8 8 7700 9 9 9 9 9 8 8 7

0650 9 9 9 9 9 8 8 7700 9 9 9 9 9 8 8 7

CONDITION 3adepth width L

P 200 250 300 350 400 450 500 550200 11 10 9 8 7 7 6 6250 11 10 9 8 7 7 6 6300 11 10 9 8 7 7 6 6350 10 10 9 8 7 7 6 6400 10 10 9 8 7 7 6 6450 9 9 9 8 7 7 6 6500 9 9 9 8 7 7 6 6550 9 9 9 8 7 7 6 6600 8 8 8 8 7 7 6 6650 8 8 8 8 7 7 6 6700 7 7 7 7 7 7 6 6

0650 8 8 8 8 7 7 6 6700 8 8 8 8 7 7 6 6

CONDITION 3bdepth width L

P 200 250 300 350 400 450 500 550200 130 113 94 81 71 64 58 53250 130 113 94 81 71 64 58 53300 125 113 94 81 71 64 58 53350 116 113 94 81 71 64 58 53400 109 108 94 81 71 64 58 53450 102 102 94 81 71 64 58 53500 98 97 94 81 71 64 58 53550 91 91 90 81 71 64 58 53600 83 83 83 81 71 64 58 53650 77 77 76 76 71 64 58 53700 72 71 71 70 71 64 58 53

0650 83 82 82 81 71 64 58 53700 83 82 82 81 71 64 58 53

roofing

folded

unfolded

unfolded

unfolded not rolled up

not rolled up

rolled up

rolled up

load conditionsperimetral

closureanemometer

off

off

off

active for side and front vertical awnings

table values

beaufort

beaufort

beaufort

max. speed (km/h)

NOMO_OPERA 01P_revisione012.xls28/10/2015 - 5 - wind resistance table

NOMO-OPERA 01P 2 spansperimetral closure presentCONDITION 1

depth width L P 200 250 300 350 400 450 500 550

400 11 11 11 10 10 9 9 9450 10 10 10 10 10 9 9 9500 10 10 10 10 10 9 9 9550 10 10 10 10 10 9 9 9600 10 10 10 10 10 9 9 9650 9 9 9 9 9 9 9 9700 9 9 9 9 9 9 9 9750 9 9 9 9 9 9 9 9800 9 9 9 9 9 9 9 9850 9 9 9 9 9 9 9 9900 9 8 8 8 8 8 8 8950 8 8 8 8 8 8 8 8

1000 8 8 8 8 8 8 8 81050 8 8 8 8 8 8 8 81100 8 8 8 8 8 8 8 81150 8 8 8 8 8 8 8 81200 8 8 8 8 8 8 8 81250 8 8 8 8 8 8 8 81300 7 7 7 7 7 7 7 71350 7 7 7 7 7 7 7 71400 7 7 7 7 7 7 7 7

01250 8 8 8 8 8 8 8 81300 8 8 8 8 8 8 8 81350 8 8 8 8 8 8 8 81400 8 8 8 8 8 8 8 8

CONDITION 2depth width L

P 200 250 300 350 400 450 500 550400 10 10 10 9 9 8 8 7450 10 10 10 9 9 8 8 7500 10 10 10 9 9 8 8 7550 10 10 9 9 9 8 8 7600 9 9 9 9 9 8 8 7650 9 9 9 9 9 8 8 7700 9 9 9 9 9 8 8 7750 9 9 9 9 9 8 8 7800 9 8 8 8 8 8 8 7850 8 8 8 8 8 8 8 7900 8 8 8 8 8 8 8 7950 8 8 8 8 8 8 8 7

1000 8 8 8 8 8 8 8 71050 8 8 8 8 8 8 8 71100 8 8 8 8 8 8 8 71150 8 8 8 7 7 7 7 71200 7 7 7 7 7 7 7 71250 7 7 7 7 7 7 7 71300 7 7 7 7 7 7 7 71350 7 7 7 7 7 7 7 71400 7 7 7 7 7 7 7 7

01250 7 7 7 7 7 7 7 71300 7 7 7 7 7 7 7 71350 7 7 7 7 7 7 7 71400 7 7 7 7 7 7 7 7

CONDITION 3adepth width L

P 200 250 300 350 400 450 500 550400 10 10 9 8 7 7 6 6450 10 10 9 8 7 7 6 6500 9 9 9 8 7 7 6 6550 9 9 9 8 7 7 6 6600 9 9 9 8 7 7 6 6650 8 8 8 8 7 7 6 6700 8 8 8 8 7 7 6 6750 8 8 8 8 7 7 6 6800 8 8 8 8 7 7 6 6850 8 8 8 7 7 7 6 6900 7 7 7 7 7 7 6 6950 7 7 7 7 7 7 6 6

1000 7 7 7 7 7 7 6 61050 7 7 7 7 7 7 6 61100 7 7 7 7 7 7 6 61150 7 7 7 7 7 7 6 61200 7 7 7 7 7 7 6 61250 7 7 7 7 7 6 6 61300 7 6 6 6 6 6 6 61350 6 6 6 6 6 6 6 61400 6 6 6 6 6 6 6 6

01250 7 7 7 7 7 7 6 61300 7 7 7 7 7 7 6 61350 7 7 7 7 7 7 6 61400 7 7 7 7 7 7 6 6

NOMO_OPERA 01P_revisione012.xls28/10/2015 - 6 - wind resistance table

CONDITION 3bdepth width L

P 200 250 300 350 400 450 500 550400 110 109 94 81 71 64 58 53450 104 103 94 81 71 64 58 53500 99 98 94 81 71 64 58 53550 94 93 93 81 71 64 58 53600 90 89 89 81 71 64 58 53650 86 86 85 81 71 64 58 53700 83 83 82 81 71 64 58 53750 81 80 80 79 71 64 58 53800 78 77 77 77 71 64 58 53850 76 75 75 74 71 64 58 53900 74 73 73 72 71 64 58 53950 72 71 71 71 70 64 58 53

1000 70 70 69 69 69 64 58 531050 68 68 68 67 67 64 58 531100 67 66 66 66 66 64 58 531150 65 65 65 65 64 64 58 531200 64 64 64 63 63 63 58 531250 63 62 62 62 62 61 58 531300 62 61 61 61 60 60 58 531350 60 60 60 59 59 59 58 531400 59 59 59 59 58 58 58 53

01250 64 64 64 63 63 63 58 531300 64 64 64 63 63 63 58 531350 64 64 64 63 63 63 58 531400 64 64 64 63 63 63 58 53

3-4 spans

Example:

The structural resistance of the structures with 3 and 4 modules is comparable to the one of a structure with 2 modules, with a total depth equal to the maximum depth that can be obtained by adding up the depths of 2 adjacent modules.

The structural resistance of the structures with 3 and 4 modules is comparable to the one of a structure with 2 modules, with a total depth equal to the maximum depth that can be obtained by adding up the depths of 2 adjacent modules.

NOMO_OPERA 01P_revisione012.xls28/10/2015 - 7 - wind resistance table

PERMISSIBLE OVERLOAD (1 DaN = 1 Kg)

0

NOMO OPERA - 1 span / module

NOMO OPERA - 2 spans / modules

2,00

2,25

2,50

2,75

3,00

3,25

3,50

3,75

4,00

4,25

4,50

4,75

5,00

5,25

5,50

5,75

6,00

6,25

6,50

6,75

7,00

2 2,5 3 3,5 4 4,5 5 5,5

P(m

)

L (m)

q (DaN/m2)q=400q=450 q=225q=300 q=130q=375 q=70q=500 q=375

q=800

q=600

q=900

2,00

2,25

2,50

2,75

3,00

3,25

3,50

3,75

4,00

4,25

4,50

4,75

5,00

5,25

5,50

5,75

6,00

6,25

6,50

6,75

7,00

2 2,5 3 3,5 4 4,5 5 5,5

P(m

)

L (m)

q (DaN/m2)q=400q=450 q=225q=300 q=130q=375 q=70q=500 q=375

q=800

q=600

q=900

NOMO_OPERA 01P_revisione012.xls28/10/2015 - 8 - overload resistance cond. 1

MAXIMUM SNOW LOAD (1 DaN = 1 Kg)the maximum snow load on the structure with folded roofing closure isqn = 70 DaN/m2 snow actiongn = 200 DaN/m3 snow specific weighthmax = 35 cm snow maximum height

FOUNDATION - PLYNTHthe plynth dimensions for the maximum action are

X-axis direction P1 span Y-axis direction L

Lx = 1,2 m dimension X plynthLy = 1,2 m dimension Y plynthh = 0,5 m plynth thicknessP = 1800 DaN plynth total weight

2 spansLx = 1,2 m dimension X plynthLy = 1,2 m dimension Y plynthh = 0,5 m plynth thicknessP = 1800 DaN plynth total weight

ANCHOR BOLT ACTION AT THE BASE OF THE COLUMNThe number of anchor bolts considered in the calculation4the maximum actions acting on a single anchor bolt are

N= 2150 DaN tractionV = 40 DaN shear

For a correct determination of the anchor type to adopte

a) identify the type of the wall/floor to which link the structure(concrete, masonry,…)b) from the producer's handbook select the anchors related to the material to which the structure is linkedc) identify the design resistance of the adopted anchor in the producer's handbook table d) confront this reduced resistance with the acting force

Lx

Ly

NOMO_OPERA 01P_revisione012.xls28/10/2015 - 9 - plynth and anchor

SEISMIC CERTIFICATION

The structure is verified for the maximum level of the seismic riskin Italy

The column element is verified for the seismic condition SLV consideringthe structure with maximum dimension by 2 spans

The adopted verification parameters are the followingThe structure is verified for the maximum level of the seismic riskdistrict Reggio Calabria (maximum level of the seismic risk)seisimic area 1building type 2utilization category IIunderground category Dtopographic category T4

ag = 2,698 m/s2 ground peak accelerationT*c = 0,36 sF0 = 2,41Cc = 2,083Ss = 1,41Tb = 0,250 sTc = 0,750 sTd = 2,701 s

NOMO_OPERA 01P_revisione012.xls28/10/2015 - 10 - seismic certification-action

q = 1,5 structure factorbuilding no telaio acciaio o c.a.C1 = 0,05h = 2,5 m structure average heightT1 = 0,099 s fundamental periodSd(T1) = 0,672 spectrum ordinatel = 1

P = 88,9 DaN seismic weight (calculated)F = P * l * Sd(T1) = 59,8 DaN seismic force acting on the column

seismic actionscolumn static scheme - cantileverh = 2,5 m column heightN = P = 88,9 DaN axial action at the baseTx = F = 59,8 DaN base shear X directionTy =0,3Tx = 17,9 DaN base shear Y directionMy = F*h = 149,4 DaNm bending momentr X directionMx=0,3My= 44,8 DaNm bending momentr Y direction

seismic weight calculation

P = 12 m overall depthL = 5,5 m overall widthh 2,5 m column height

permanent loads actionelement g x L x n = Gpcrossbar Y 7,1 x 5,5 x 0,5 = 19,5composed interm 7,1 x 12 x 0,5 = 42,6column 4,1 x 2,5 x 1 = 10,4roofing closure 1,0 x 66 x 0,25 = 16,5

P = 88,9 DaN

wind and snow load absent in seismic condition

NOMO_OPERA 01P_revisione012.xls28/10/2015 - 11 - seismic certification-action

column seismic verificationmaterialtype Af0 140 N/mm2E 70000 N/mm2

profile geometric datadx 150 mmdy 150 mmt 2,5 mmJxx 5355474 mm4 Jyy 2594041 mm4Jxx,eff 5355474 mm4 Jyy,eff 2594041 mm4wxx,el 71406 mm3 wyy,el 51881 mm3wxx,eff 71406 mm3 wyy,eff 51881 mm3Area 1537 mm2 Aeff 1537 mm2Atx 750 mm2 Aty 750 mm2ix 59,0 mm iy 41,1 mm

verification databx 2 by 2L0x 5000 mm L0y 5000a 0,2l0 0,1lsx 1,206 lsy 1,733Fx 1,338 Fy 1,390cx 0,319 cy 0,277k1 1 k2 1ax 1 ay 1gm 1,10Nrd 195618 NMxrd 9088077 Nmm Myrd 6603013 Nmmw0 1wz 1y 1,3Vrd,x 55111 N Vrd,y 55111 N

verificationstresses

comb N Vx Vy Mx My s cs csx csy(DaN) (DaN) (DaN) (DaNm) (DaNm) (N/mm2)

slv1 88,9 59,8 17,9 45 149 35,7 0,23 0,011 0,003slv2 88,9 17,9 59,8 149 45 30,1 0,18 0,003 0,011

cs = safety factor cs <1 verified max 0,23 0,011 0,011

ing Alessandro Nutta

the model resist to the maximum level of the sismic action

VERIFICATIONaxial-bending shear

NOMO_OPERA 01P_revisione012.xls28/10/2015 - 12 - seismic certification-verificat