En Novatop Element

NOVATOP ELEMENTTechnical documentation

www.novatop-system.com

2 www.novatop-system.com

NOVATOP ELEMENT

TECHNICAL DOCUMENTATION

NOVATOP ELEMENT For ceilings and roofs

Technical data sheet .................................................................................................................................................................................. 3

Types ............................................................................................................................................................................................................... 4

Formats .......................................................................................................................................................................................................... 5

Mechanical properties .......................................................................................................................................................................... 6-8

Preliminary dimensioning ............................................................................................................................................................... 9-21

Mechanical properties ...................................................................................................................................................................... 22-25

Acoustic ............................................................................................................................................................................................... 26-27

Processing, packing, labelling ........................................................................................................................................................... 28

Storage, transport .................................................................................................................................................................................. 29

Handling and assembly ....................................................................................................................................................................... 30

CONTENT

CERTIFICATES, ATTESTS AND REPORTS

ETA-11/0310, TaZUS

Declaration of Properties

EU – Certifi cate of conformity, TaZUS

Fire resistance classifi cation report,, Fires 2007

Airborne and impact sound insulation – a test certifi cate, CSI

Certifi cates, attests and reports can be downloaded on www.novatop.system.cz

3

NOVATOP ELEMENT

TECHNICAL DATA SHEET

NOVATOP ELEMENT are large ribbed components made of multi-layer solid panels. The structure of the element is composed of

a bearing bottom multi-layer panel, whose thickness depends on the required fi re resistance of the construction. Transverse and

longitudinal ribs, whose height depends on the bearing capacity of the element, are glued to it. The whole structure is enclosed

with a top multi-layer panel.

DESCRIPTION

Application For ceilings and roofs

Demands ETA-11/0310

Wood Species Local spruce

Surface quality No-visual construction, visual living space.

Sorting of quality according to internal regulations of AGROP NOVA a.s.

Large-area format Max 12000 x 2450 mm

Standard formats (mm) Height: 160, 180, 200, 220, 240, 280, 300, 320, max. 400

Width: 690, 1030, 2090, 2450, max 2450

Length: is arbitrarily selectable according to the project documentation, standardly 6,

max. 12 m. (Prolongation with inlay fi nger joint with internal reinforcement).

Dimensional tolerances

according to EN 13 353

Tolerance of nominal width and length: ± 2 mm

Straightness of the sides: ± 1 mm/m

Rectangularity: ±1 mm/m

Surface Sanded – K 50, 100

Glueing D4 according to EN 204

Adhesive MU

Formaldehyde emission class E1 according to EN 717-1 (max. 0.124 mg/m3)

Moisture 10 ± 3%

Specifi c thermal capacity cp

1600 J/kg.K according to EN ISO 10456

Coeffi cient of shrinkage and

swelling

α (%/%) 0.002 - 0.012 %

Density (SWP) approximately 490 kg/m3

Reaction to fi re D-s2,d0 according to EN 13501-1

Thermal conductivity (λ)

of panels used for production

0.13 W/mK, at a density of panels of 490 kg/m3 according to EN ISO 10456

Diff usion resistance (SWP) 200/70 (dry/wet) according to EN ISO 10456


Bruttobreite 1065

Verlegeraster 1030 (stumpf)


Bruttobreite 2125


Bruttobreite 2485

h

h

h

hže

bro

hže

bro

hže

bro

NOVATOP ELEMENT

TYPES

Module 1030

Module 2090

Module 2450

Total width 1065

Total width 2125

Total width 2485

STANDARD WIDTH

5

NOVATOP ELEMENT

STANDARD FORMATS

EXAMPLE OF ELEMENT PROLONGATION OVER 6 m

22

Inlay joint of element‘s

the bottom board

Lapping of inlay joint

Lapping of longitudinal ribs

6000 6000

2450 2090

5000 5000

2450 2090

Height: 160, 180, 200, 220, 240, 280, 300, 320, max. 400

Width: 1030, 2090, 2450, max 2.450

Length: is arbitrarily selectable according to the project documentation, standardly 6 m,

max. 12 m. (Prolongation with inlay fi nger joint with internal reinforcement)

Maximal format 12.000 x 2.450 mm connection of individual panels with off set.


NOVATOP ELEMENT

MECHANICAL PROPERTIESEl

emen

t h

eig

ht

hEl

emen

tm

m16

018

020

022

024

026

028

030

032

034

036

038

040

0

Co

mp

osi

tio

n

of t

he

top

-bo

tto

m S

WP

mm

27 (9

/9/9

) - 2

7 (9

/9/9

)

Dea

d w

eig

ht

g d

ead

wei

gh

tkN

/m²

0,31

0,32

0,33

0,34

0,34

0,35

0,36

0,37

0,38

0,38

0,39

0,40

0,41

Ran

ge

ℓm

m40

0040

0040

0040

0040

0040

0040

0040

0040

0040

0040

0040

0040

00

Hei

gh

t o

f rib

sh

rib

mm

106

126

146

166

186

206

226

246

266

286

306

326

346

Ref

eren

ce w

idth

bm

m10

0010

0010

0010

0010

0010

0010

0010

0010

0010

0010

0010

0010

00

Span

of r

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em

m34

034

034

034

034

034

034

034

034

034

034

034

034

0

Eff e

ctiv

e w

idth

of t

he

top

pan

el

bef

,f o

f th

e to

p p

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mm

963

963

963

963

963

963

963

963

963

963

963

963

963

Eff e

ctiv

e w

idth

of t

he

bo

tto

m

pan

elb

eff o

f th

e b

ott

om

pan

elm

m96

396

396

396

396

396

396

396

396

396

396

396

396

3

Eff e

ctiv

e cr

oss

-sec

tio

nal

are

aA

mm

238

423

3912

939

835

4054

141

247

4195

242

658

4336

444

070

4477

645

482

4618

846

894

Cen

tre

of g

ravi

ty o

f th

e se

ctio

n:

z s, fr

om

th

e to

p e

dg

em

m80

9010

011

012

013

014

015

016

017

018

019

020

0

z s, fr

om

th

e b

ott

om

ed

ge

mm

8090

100

110

120

130

140

150

160

170

180

190

200

Stat

ic m

om

ents

S2 (

join

t in

th

e to

p p

anel

) m

m³

6,55

E+05

7,41

E+05

8,28

E+05

9,15

E+05

1,00

E+06

1,09

E+06

1,17

E+06

1,26

E+06

1,35

E+06

1,43

E+06

1,52

E+06

1,61

E+06

1,70

E+06

S3 (g

lued

join

t, ri

bb

ed t

op

pan

el)

mm

³1,

15E+

061,

33E+

061,

50E+

061,

67E+

061,

85E+

062,

02E+

062,

19E+

062,

37E+

062,

54E+

062,

71E+

062,

89E+

063,

06E+

063,

23E+

06

S4 (g

lued

join

t, ri

bb

ed b

ott

om

pan

el)

mm

³1,

15E+

061,

33E+

061,

50E+

061,

67E+

061,

85E+

062,

02E+

062,

19E+

062,

37E+

062,

54E+

062,

71E+

062,

89E+

063,

06E+

063,

23E+

06

S5 (

join

t in

th

e b

ott

om

pan

el)

mm

³6,

55E+

057,

41E+

058,

28E+

059,

15E+

051,

00E+

061,

09E+

061,

17E+

061,

26E+

061,

35E+

061,

43E+

061,

52E+

061,

61E+

061,

70E+

06

S (c

entr

e o

f gra

vity

) m

m³

1,20

E+06

1,40

E+06

1,59

E+06

1,79

E+06

2,00

E+06

2,21

E+06

2,42

E+06

2,63

E+06

2,85

E+06

3,07

E+06

3,30

E+06

3,53

E+06

3,76

E+06

Mo

men

t o

f in

erti

a o

f th

e

cro

ss-s

ecti

on

acc

ord

ing

to

theo

ry o

f ela

stic

ity

Im

m4

1,60

E+08

2,12

E+08

2,72

E+08

3,39

E+08

4,15

E+08

4,99

E+08

5,92

E+08

6,93

E+08

8,03

E+08

9,21

E+08

1,05

E+09

1,19

E+09

1,33

E+09

Cro

ss-s

ecti

on

mo

du

li ac

cor-

din

g t

o t

heo

ry o

f ela

stic

ity

Wto

pm

m³

2,00

E+06

2,35

E+06

2,72

E+06

3,09

E+06

3,46

E+06

3,84

E+06

4,23

E+06

4,62

E+06

5,02

E+06

5,42

E+06

5,83

E+06

6,24

E+06

6,66

E+06

Wb

ott

om

mm

³2,

00E+

062,

35E+

062,

72E+

063,

09E+

063,

46E+

063,

84E+

064,

23E+

064,

62E+

065,

02E+

065,

42E+

065,

83E+

066,

24E+

066,

66E+

06

Eff e

ctiv

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end

ing

sti

ff n

ess

EIeff

N

mm

²1,

75E+

122,

32E+

122,

96E+

123,

69E+

124,

50E+

125,

39E+

126,

37E+

127,

44E+

128,

59E+

129,

83E+

121,

12E+

131,

26E+

131,

41E+

13

Prů

řezo

vé

ho

dn

oty

27 27

h

S3S2 S5

S S4

7

Elem

ent

hei

gh

th

Elem

ent

mm

160

180

200

220

240

260

280

300

320

340

360

380

400

Co

mp

osi

tio

n

of t

he

top

-bo

tto

m S

WP

mm

27 (9

/9/9

) - 3

3 (9

/15/

9)

Dea

d w

eig

ht

g d

ead

wei

gh

tkN

/m²

0,34

0,35

0,36

0,36

0,37

0,38

0,39

0,40

0,40

0,41

0,42

0,43

0,44

Ran

ge

ℓm

m40

0040

0040

0040

0040

0040

0040

0040

0040

0040

0040

0040

0040

00

Hei

gh

t o

f rib

sh

rib

mm

100

120

140

160

180

200

220

240

260

280

300

320

340

Ref

eren

ce w

idth

bm

m10

0010

0010

0010

0010

0010

0010

0010

0010

0010

0010

0010

0010

00

Span

of r

ibs

em

m34

034

034

034

034

034

034

034

034

034

034

034

034

0

Eff e

ctiv

e w

idth

of t

he

top

pan

el

bef

,f o

f th

e to

p p

anel

mm

963

963

963

963

963

963

963

963

963

963

963

963

963

Eff e

ctiv

e w

idth

of t

he

bo

tto

m

pan

elb

eff o

f th

e b

ott

om

pan

elm

m96

296

296

296

296

296

296

296

296

296

296

296

296

2

Eff e

ctiv

e cr

oss

-sec

tio

nal

are

aA

mm

238

184

3889

039

595

4030

141

007

4171

342

419

4312

543

831

4453

745

243

4594

846

654

Cen

tre

of g

ravi

ty o

f th

e se

ctio

n:

z s, fr

om

th

e to

p e

dg

em

m78

8898

108

118

128

138

148

158

168

178

188

198

z s, fr

om

th

e b

ott

om

ed

ge

mm

8292

102

112

122

132

142

152

162

172

182

192

202

Stat

ic m

om

ents

S2 (

join

t in

th

e to

p p

anel

) m

m³

6,40

E+05

7,26

E+05

8,13

E+05

8,99

E+05

9,86

E+05

1,07

E+06

1,16

E+06

1,25

E+06

1,33

E+06

1,42

E+06

1,50

E+06

1,59

E+06

1,68

E+06

S3 (g

lued

join

t, ri

bb

ed t

op

pan

el)

mm

³1,

12E+

061,

30E+

061,

47E+

061,

64E+

061,

82E+

061,

99E+

062,

16E+

062,

33E+

062,

51E+

062,

68E+

062,

85E+

063,

03E+

063,

20E+

06

S4 (g

lued

join

t, ri

bb

ed b

ott

om

pan

el)

mm

³1,

13E+

061,

30E+

061,

48E+

061,

65E+

061,

82E+

062,

00E+

062,

17E+

062,

34E+

062,

52E+

062,

69E+

062,

86E+

063,

04E+

063,

21E+

06

S5 (

join

t in

th

e b

ott

om

pan

el)

mm

³6,

68E+

057,

55E+

058,

42E+

059,

29E+

051,

02E+

061,

10E+

061,

19E+

061,

28E+

061,

36E+

061,

45E+

061,

54E+

061,

62E+

061,

71E+

06

S (c

entr

e o

f gra

vity

) m

m³

1,17

E+06

1,36

E+06

1,56

E+06

1,76

E+06

1,96

E+06

2,17

E+06

2,38

E+06

2,59

E+06

2,81

E+06

3,03

E+06

3,26

E+06

3,48

E+06

3,72

E+06

Mo

men

t o

f in

erti

a o

f th

e

cro

ss-s

ecti

on

acc

ord

ing

to

theo

ry o

f ela

stic

ity

Im

m4

1,53

E+08

2,04

E+08

2,63

E+08

3,29

E+08

4,03

E+08

4,86

E+08

5,77

E+08

6,76

E+08

7,84

E+08

9,01

E+08

1,03

E+09

1,16

E+09

1,31

E+09

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mo

du

li ac

cor-

din

g t

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heo

ry o

f ela

stic

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pm

m³

1,96

E+06

2,31

E+06

2,67

E+06

3,04

E+06

3,41

E+06

3,79

E+06

4,18

E+06

4,57

E+06

4,96

E+06

5,36

E+06

5,77

E+06

6,18

E+06

6,59

E+06

Wb

ott

om

mm

³1,

88E+

062,

23E+

062,

58E+

062,

94E+

063,

31E+

063,

69E+

064,

07E+

064,

45E+

064,

85E+

065,

24E+

065,

64E+

066,

05E+

066,

46E+

06

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ctiv

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end

ing

sti

ff n

ess

EIeff

N

mm

²1,

69E+

122,

24E+

122,

87E+

123,

58E+

124,

38E+

125,

26E+

126,

22E+

127,

27E+

128,

41E+

129,

63E+

121,

09E+

131,

23E+

131,

38E+

13

NOVATOP ELEMENT

MECHANICAL PROPERTIESP

růře

zov

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od

no

ty

27 33

h

S3S2 S5

S S4


Elem

ent

hei

gh

th

Elem

ent

mm

160

180

200

220

240

260

280

300

320

340

360

380

400

Co

mp

osi

tio

n

of t

he

top

-bo

tto

m S

WP

mm

27 (9

/9/9

) - 6

0 (9

/9/9

+ 9

/15/

9)

Dea

d w

eig

ht

g d

ead

wei

gh

tkN

/m²

0,46

0,47

0,48

0,49

0,50

0,50

0,51

0,52

0,53

0,54

0,54

0,55

0,56

Ran

ge

ℓm

m40

0040

0040

0040

0040

0040

0040

0040

0040

0040

0040

0040

0040

00

Hei

gh

t o

f rib

sh

rib

mm

7393

113

133

153

173

193

213

233

253

273

293

313

Ref

eren

ce w

idth

bm

m10

0010

0010

0010

0010

0010

0010

0010

0010

0010

0010

0010

0010

00

Span

of r

ibs

em

m34

034

034

034

034

034

034

034

034

034

034

034

034

0

Eff e

ctiv

e w

idth

of t

he

top

pan

el

bef

,f o

f th

e to

p p

anel

mm

963

963

963

963

963

963

963

963

963

963

963

963

963

Eff e

ctiv

e w

idth

of t

he

bo

tto

m

pan

elb

eff o

f th

e b

ott

om

pan

elm

m96

296

296

296

296

296

296

296

296

296

296

296

296

2

Eff e

ctiv

e cr

oss

-sec

tio

nal

are

aA

mm

254

565

5527

155

977

5668

357

389

5809

558

800

5950

660

212

6091

861

624

6233

063

036

Cen

tre

of g

ravi

ty o

f th

e se

ctio

n:

z s, fr

om

th

e to

p e

dg

em

m89

102

114

127

140

152

165

177

189

202

214

226

238

z s, fr

om

th

e b

ott

om

ed

ge

mm

7178

8693

100

108

115

123

131

138

146

154

162

Stat

ic m

om

ents

S2 (

join

t in

th

e to

p p

anel

) m

m³

7,32

E+05

8,43

E+05

9,53

E+05

1,06

E+06

1,17

E+06

1,28

E+06

1,39

E+06

1,50

E+06

1,60

E+06

1,71

E+06

1,82

E+06

1,92

E+06

2,03

E+06

S3 (g

lued

join

t, ri

bb

ed t

op

pan

el)

mm

³1,

31E+

061,

53E+

061,

75E+

061,

97E+

062,

19E+

062,

41E+

062,

62E+

062,

84E+

063,

05E+

063,

27E+

063,

48E+

063,

69E+

063,

90E+

06

S4 (g

lued

join

t, ri

bb

ed b

ott

om

pan

el)

mm

³1,

37E+

061,

62E+

061,

87E+

062,

13E+

062,

38E+

062,

64E+

062,

90E+

063,

17E+

063,

43E+

063,

70E+

063,

97E+

064,

24E+

064,

51E+

06

S5 (

join

t in

th

e b

ott

om

pan

el)

mm

³1,

24E+

061,

42E+

061,

61E+

061,

80E+

062,

00E+

062,

19E+

062,

39E+

062,

58E+

062,

78E+

062,

98E+

063,

18E+

063,

38E+

063,

59E+

06

S (c

entr

e o

f gra

vity

) m

m³

1,37

E+06

1,63

E+06

1,89

E+06

2,15

E+06

2,41

E+06

2,68

E+06

2,96

E+06

3,24

E+06

3,52

E+06

3,80

E+06

4,10

E+06

4,39

E+06

4,69

E+06

Mo

men

t o

f in

erti

a o

f th

e

cro

ss-s

ecti

on

acc

ord

ing

to

theo

ry o

f ela

stic

ity

Im

m4

1,69

E+08

2,29

E+08

2,99

E+08

3,80

E+08

4,71

E+08

5,73

E+08

6,86

E+08

8,10

E+08

9,45

E+08

1,09

E+09

1,25

E+09

1,42

E+09

1,60

E+09

Cro

ss-s

ecti

on

mo

du

li ac

cor-

din

g t

o t

heo

ry o

f ela

stic

ity

Wto

pm

m³

1,90

E+06

2,25

E+06

2,62

E+06

2,99

E+06

3,37

E+06

3,76

E+06

4,16

E+06

4,57

E+06

4,99

E+06

5,41

E+06

5,84

E+06

6,27

E+06

6,71

E+06

Wb

ott

om

mm

³2,

38E+

062,

93E+

063,

50E+

064,

09E+

064,

70E+

065,

32E+

065,

95E+

066,

59E+

067,

24E+

067,

90E+

068,

56E+

069,

23E+

069,

91E+

06

Eff e

ctiv

e b

end

ing

sti

ff n

ess

EIeff

N

mm

²1,

83E+

122,

48E+

123,

23E+

124,

10E+

125,

07E+

126,

15E+

127,

34E+

128,

64E+

121,

01E+

131,

16E+

131,

32E+

131,

50E+

131,

69E+

13

NOVATOP ELEMENT

MECHANICAL PROPERTIESP

růře

zov

é h

od

no

ty

27 27 33

h

S3S2 S5

S S4

9

NOVATOP ELEMENT

PRELIMINARY DIMENSIONING

Perm

anen

t

load

(gk)

Live

load

(nk)

Ran

ge

/ C

om

po

siti

on

27

(9

/9/9

) -

27

(9

/9/9

)

33

,54

4,5

55

,56

6,5

77

,58

8,5

99

,51

01

0,5

11

1

1,5

16

01

60

16

01

60

16

01

80

20

02

20

24

02

60

28

03

00

32

03

40

36

03

80

40

0

21

60

16

01

60

16

01

60

18

02

00

22

02

40

26

03

00

32

03

40

36

03

80

40

0-

31

60

16

01

60

16

01

80

20

02

20

26

02

80

30

03

20

36

03

80

40

0-

--

41

60

16

01

60

18

02

00

22

02

60

28

03

00

34

03

60

38

0-

--

--

51

60

16

01

60

20

02

20

24

02

80

30

03

20

36

03

80

--

--

--

1,5

1,5

16

01

60

16

01

60

16

01

80

20

02

20

24

02

60

30

03

20

34

03

60

38

04

00

-

21

60

16

01

60

16

01

80

20

02

20

24

02

60

28

03

00

34

03

60

38

04

00

--

31

60

16

01

60

18

02

00

22

02

40

26

03

00

32

03

40

38

04

00

--

--

41

60

16

01

60

18

02

20

24

02

60

28

03

20

34

03

80

40

0-

--

--

51

60

16

01

80

20

02

20

26

02

80

30

03

40

36

04

00

--

--

--

2

1,5

16

01

60

16

01

60

18

02

00

22

02

40

26

02

80

30

03

40

36

03

80

40

0-

-

21

60

16

01

60

16

01

80

20

02

20

26

02

80

30

03

20

36

03

80

40

0-

--

31

60

16

01

60

18

02

00

24

02

60

28

03

00

34

03

60

40

0-

--

--

41

60

16

01

60

20

02

20

24

02

80

30

03

20

36

03

80

--

--

--

51

60

16

01

80

20

02

40

26

02

80

32

03

40

38

0-

--

--

--

2,5

1,5

16

01

60

16

01

60

18

02

00

24

02

60

28

03

00

32

03

60

38

04

00

--

-

21

60

16

01

60

18

02

00

22

02

40

26

03

00

32

03

40

36

04

00

--

--

31

60

16

01

60

20

02

20

24

02

60

30

03

20

36

03

80

--

--

--

41

60

16

01

80

20

02

20

26

02

80

32

03

40

38

04

00

--

--

--

51

60

16

01

80

22

02

40

26

03

00

32

03

60

40

0-

--

--

--

3

1,5

16

01

60

16

01

80

20

02

20

24

02

80

30

03

20

34

03

80

40

0-

--

-

21

60

16

01

60

18

02

00

22

02

60

28

03

00

34

03

60

38

0-

--

--

31

60

16

01

80

20

02

20

26

02

80

30

03

40

36

04

00

--

--

--

41

60

16

01

80

20

02

40

26

03

00

32

03

60

38

0-

--

--

--

51

60

18

02

00

22

02

40

28

03

00

34

03

80

40

0-

--

--

--

Pre

lim

ina

ry d

ime

nsi

on

ing

wit

ho

ut

fi ll

win

st ≤

ℓ/3

00

ℓ

27 27

h

nk


NOVATOP ELEMENT


Perm

anen

t

load

(gk)

Live

load

(nk)

Ran

ge

/ C

om

po

siti

on

27

(9

/9/9

) -

60

(9

/9/9

+ 9

/15

/9)

33

,54

4,5

55

,56

1

1,5

16

01

60

16

01

60

16

01

80

20

0

21

60

16

01

60

16

01

80

18

02

00

31

60

16

01

60

16

01

80

20

02

20

41

60

16

01

60

18

02

00

22

02

40

51

60

16

01

80

20

02

20

24

02

60

1,5

1,5

16

01

60

16

01

60

18

01

80

20

0

21

60

16

01

60

16

01

80

20

02

20

31

60

16

01

60

18

02

00

22

02

40

41

60

16

01

60

18

02

00

24

02

60

51

60

16

01

80

20

02

20

24

02

80

2

1,5

16

01

60

16

01

60

18

02

00

22

0

21

60

16

01

60

16

01

80

20

02

20

31

60

16

01

60

18

02

00

22

02

60

41

60

16

01

80

20

02

20

24

02

60

51

60

18

02

00

22

02

40

26

02

80

2,5

1,5

16

01

60

16

01

80

18

02

00

22

0

21

60

16

01

60

18

02

00

22

02

40

31

60

16

01

80

20

02

20

24

02

60

41

60

16

01

80

20

02

20

26

02

80

51

60

18

02

00

24

02

60

28

03

00

3

1,5

16

01

60

16

01

80

20

02

20

24

0

21

60

16

01

60

18

02

00

22

02

40

31

60

16

01

80

20

02

20

24

02

80

41

60

18

02

00

22

02

40

26

02

80

51

80

20

02

20

24

02

60

28

03

00

Pre

lim

ina

ry d

ime

nsi

on

ing

wit

ho

ut

fi ll

win

st ≤

ℓ/3

00

Perm

anen

t

load

(gk)

Live

load

(nk)

Ran

ge

/ C

om

po

siti

on

27

(9

/9/9

) -

33

(9

/15

/9)

33

,54

4,5

55

,56

1

1,5

16

01

60

16

01

60

16

01

80

20

0

21

60

16

01

60

16

01

60

18

02

00

31

60

16

01

60

16

01

80

22

02

40

41

60

16

01

60

18

02

00

22

02

60

51

60

16

01

80

20

02

20

24

02

80

1,5

1,5

16

01

60

16

01

60

16

01

80

20

0

21

60

16

01

60

16

01

80

20

02

20

31

60

16

01

60

18

02

00

22

02

40

41

60

16

01

60

18

02

20

24

02

60

51

60

16

01

80

20

02

20

26

02

80

2

1,5

16

01

60

16

01

60

18

02

00

22

0

21

60

16

01

60

16

01

80

22

02

40

31

60

16

01

60

18

02

00

24

02

60

41

60

16

01

80

20

02

20

24

02

80

51

60

16

01

80

20

02

40

26

03

00

2,5

1,5

16

01

60

16

01

60

18

02

20

24

0

21

60

16

01

60

18

02

00

22

02

40

31

60

16

01

80

20

02

20

24

02

80

41

60

16

01

80

20

02

40

26

02

80

51

60

16

01

80

22

02

40

28

03

00

3

1,5

16

01

60

16

01

80

20

02

20

24

0

21

60

16

01

60

18

02

00

22

02

60

31

60

16

01

80

20

02

20

26

02

80

41

60

16

01

80

22

02

40

26

03

00

51

60

18

02

00

22

02

60

28

03

20

Pre

lim

ina

ry d

ime

nsi

on

ing

wit

ho

ut

fi ll

win

st ≤

ℓ/3

00

ℓℓ

27 33

h

27 27 33

h

nk

nk

11

NOVATOP ELEMENT


Perm

anen

t

load

(gk)

Live

load

(nk)

Ran

ge

/ C

om

po

siti

on

27

(9

/9/9

) -

27

(9

/9/9

)

33

,54

4,5

55

,56

6,5

77

,58

8,5

99

,51

01

0,5

1

1,5

16

01

60

16

01

60

16

01

80

20

02

20

24

02

60

28

03

00

34

03

60

38

04

00

21

60

16

01

60

16

01

80

20

02

20

24

02

60

28

03

00

32

03

60

38

04

00

-

31

60

16

01

60

18

02

00

22

02

40

26

02

80

32

03

40

36

04

00

--

-

41

60

16

01

60

18

02

00

24

02

60

28

03

20

34

03

60

40

0-

--

-

51

60

16

01

80

20

02

20

26

02

80

30

03

40

36

04

00

--

--

-

1,5

1,5

16

01

60

16

01

60

18

02

00

22

02

40

26

02

80

30

03

20

36

03

80

40

0-

21

60

16

01

60

16

01

80

20

02

20

26

02

80

30

03

20

34

03

80

40

0-

-

31

60

16

01

60

18

02

00

22

02

60

28

03

00

34

03

60

38

0-

--

-

41

60

16

01

60

20

02

20

24

02

60

30

03

20

36

03

80

--

--

-

51

60

16

01

80

20

02

40

26

02

80

32

03

40

38

0-

--

--

-

2

1,5

16

01

60

16

01

60

18

02

00

22

02

60

28

03

00

32

03

40

38

04

00

--

21

60

16

01

60

18

02

00

22

02

40

26

02

80

32

03

40

36

04

00

--

-

31

60

16

01

60

18

02

20

24

02

60

30

03

20

34

03

80

40

0-

--

-

41

60

16

01

80

20

02

20

26

02

80

30

03

40

36

04

00

--

--

-

51

60

16

01

80

22

02

40

26

03

00

32

03

60

40

0-

--

--

-

2,5

1,5

16

01

60

16

01

80

20

02

20

24

02

60

30

03

20

34

03

80

40

0-

--

21

60

16

01

60

18

02

00

22

02

40

28

03

00

32

03

60

38

0-

--

-

31

60

16

01

80

20

02

20

26

02

80

30

03

40

36

04

00

--

--

-

41

60

16

01

80

20

02

40

26

03

00

32

03

60

38

0-

--

--

-

51

60

18

02

00

22

02

40

28

03

00

34

03

80

40

0-

--

--

-

3

1,5

16

01

60

16

01

80

20

02

40

26

02

80

30

03

40

36

04

00

--

--

21

60

16

01

60

18

02

00

24

02

60

28

03

20

34

03

80

40

0-

--

-

31

60

16

01

80

20

02

40

26

03

00

32

03

60

38

0-

--

--

-

41

60

16

01

80

22

02

40

28

03

00

34

03

60

40

0-

--

--

-

51

60

18

02

00

22

02

60

28

03

20

36

03

80

--

--

--

-

Pre

lim

ina

ry d

ime

nsi

on

ing

wit

h li

me

sto

ne

fi l

l 4

0 k

g/m

2, w

inst

≤ ℓ

/30

0

ℓ

27 27

h

nk


NOVATOP ELEMENT


Perm

anen

t

load

(gk)

Live

load

(nk)

Ran

ge

/ C

om

po

siti

on

27

(9

/9/9

) -

27

(9

/15

/9)

33

,54

4,5

55

,56

1

1,5

16

01

60

16

01

60

16

01

80

20

0

21

60

16

01

60

16

01

80

20

02

20

31

60

16

01

60

18

02

00

22

02

40

41

60

16

01

60

18

02

20

24

02

60

51

60

16

01

80

20

02

20

26

02

80

1,5

1,5

16

01

60

16

01

60

18

02

00

22

0

21

60

16

01

60

16

01

80

20

02

20

31

60

16

01

60

18

02

00

24

02

60

41

60

16

01

80

20

02

20

24

02

80

51

60

16

01

80

20

02

40

26

03

00

2

1,5

16

01

60

16

01

60

18

02

00

24

0

21

60

16

01

60

18

02

00

22

02

40

31

60

16

01

60

20

02

20

24

02

60

41

60

16

01

80

20

02

20

26

02

80

51

60

16

01

80

22

02

40

26

03

00

2,5

1,5

16

01

60

16

01

80

20

02

20

24

0

21

60

16

01

60

18

02

00

22

02

60

31

60

16

01

80

20

02

20

26

02

80

41

60

16

01

80

22

02

40

26

03

00

51

60

18

02

00

22

02

40

28

03

00

3

1,5

16

01

60

16

01

80

20

02

40

26

0

21

60

16

01

60

18

02

20

24

02

60

31

60

16

01

80

20

02

40

26

03

00

41

60

16

02

00

22

02

40

28

03

00

51

60

18

02

00

22

02

60

28

03

20

Perm

anen

t

load

(gk)

Live

load

(nk)

Ran

ge

/ C

om

po

siti

on

27

(9

/9/9

) -

60

(9

/9/9

+ 9

/15

/9)

33

,54

4,5

55

,56

1

1,5

16

01

60

16

01

60

16

01

80

20

0

21

60

16

01

60

16

01

80

20

02

20

31

60

16

01

60

18

02

00

22

02

40

41

60

16

01

60

18

02

00

24

02

60

51

60

16

01

80

20

02

20

24

02

80

1,5

1,5

16

01

60

16

01

60

18

02

00

22

0

21

60

16

01

60

16

01

80

20

02

20

31

60

16

01

60

18

02

00

22

02

40

41

60

16

01

80

20

02

20

24

02

60

51

60

18

02

00

22

02

40

26

02

80

2

1,5

16

01

60

16

01

60

18

02

00

22

0

21

60

16

01

60

18

02

00

22

02

40

31

60

16

01

80

20

02

20

24

02

60

41

60

16

01

80

20

02

20

24

02

80

51

60

18

02

00

22

02

40

26

02

80

2,5

1,5

16

01

60

16

01

80

20

02

20

24

0

21

60

16

01

60

18

02

00

22

02

40

31

60

16

01

80

20

02

20

24

02

80

41

60

18

02

00

22

02

40

26

02

80

51

80

20

02

20

24

02

60

28

03

00

3

1,5

16

01

60

16

01

80

20

02

20

26

0

21

60

16

01

80

20

02

00

24

02

60

31

60

16

01

80

20

02

40

26

02

80

41

60

18

02

00

22

02

40

26

03

00

51

80

20

02

20

24

02

80

30

03

20

Pre

lim

ina

ry d

ime

nsi

on

ing

wit

h li

me

sto

ne

fi l

l 40

kg

/m2

, win

st ≤

ℓ/3

00

Pre

lim

ina

ry d

ime

nsi

on

ing

wit

h li

me

sto

ne

fi l

l 40

kg

/m2

, win

st ≤

ℓ/3

00

ℓℓ

27 33

h

27 27 33

h

nk

nk

13

NOVATOP ELEMENT


Perm

anen

t

load

(gk)

Live

load

(nk)

Ran

ge

/ C

om

po

siti

on

27

(9

/9/9

) -

27

(9

/9/9

)

33

,54

4,5

55

,56

6,5

77

,58

8,5

99

,51

0

1

1,5

16

01

60

16

01

60

18

02

00

22

02

40

26

02

80

30

03

20

34

03

80

40

0

21

60

16

01

60

16

01

80

20

02

20

24

02

80

30

03

20

34

03

60

40

0-

31

60

16

01

60

18

02

00

22

02

40

28

03

00

32

03

60

38

0-

--

41

60

16

01

60

20

02

20

24

02

60

30

03

20

36

03

80

--

--

51

60

16

01

80

20

02

20

26

02

80

32

03

40

38

04

00

--

--

1,5

1,5

16

01

60

16

01

60

18

02

00

22

02

40

28

03

00

32

03

40

36

04

00

-

21

60

16

01

60

16

02

00

22

02

40

26

02

80

30

03

40

36

03

80

--

31

60

16

01

60

18

02

20

24

02

60

28

03

20

34

03

80

40

0-

--

41

60

16

01

80

20

02

20

26

02

80

30

03

40

36

04

00

--

--

51

60

16

01

80

20

02

40

26

03

00

32

03

60

38

0-

--

--

2

1,5

16

01

60

16

01

80

20

02

20

24

02

60

28

03

20

34

03

60

40

0-

-

21

60

16

01

60

18

02

00

22

02

40

28

03

00

32

03

60

38

04

00

--

31

60

16

01

80

20

02

20

24

02

80

30

03

40

36

04

00

--

--

41

60

16

01

80

20

02

40

26

03

00

32

03

60

38

0-

--

--

51

60

18

01

80

22

02

40

28

03

00

34

03

60

40

0-

--

--

2,5

1,5

16

01

60

16

01

80

20

02

20

26

02

80

30

03

40

36

03

80

--

-

21

60

16

01

60

18

02

00

24

02

60

28

03

20

34

03

60

40

0-

--

31

60

16

01

80

20

02

40

26

02

80

32

03

40

38

0-

--

--

41

60

16

01

80

22

02

40

28

03

00

34

03

60

40

0-

--

--

51

60

18

02

00

22

02

60

28

03

20

34

03

80

--

--

--

3

1,5

16

01

60

16

02

00

22

02

40

26

03

00

32

03

60

38

0-

--

-

21

60

16

01

60

20

02

20

24

02

80

30

03

20

36

03

80

--

--

31

60

16

01

80

22

02

40

26

03

00

34

03

60

40

0-

--

--

41

60

16

02

00

22

02

60

28

03

20

34

03

80

--

--

--

51

60

18

02

00

24

02

60

30

03

20

36

04

00

--

--

--

Pre

lim

ina

ry d

ime

nsi

on

ing

wit

h li

me

sto

ne

fi l

l 80

kg

/m2

, win

st ≤

ℓ/3

00

ℓ

27 27

h

nk


NOVATOP ELEMENT


Perm

anen

t

load

(gk)

Live

load

(nk)

Ran

ge

/ C

om

po

siti

on

27

(9

/9/9

) -

60

(9

/9/9

+ 9

/15

/9)

33

,54

4,5

55

,56

1

1,5

16

01

60

16

01

60

18

02

00

22

0

21

60

16

01

60

16

01

80

20

02

20

31

60

16

01

60

18

02

00

22

02

40

41

60

16

01

80

20

02

20

24

02

60

51

60

18

02

00

22

02

40

26

02

80

1,5

1,5

16

01

60

16

01

60

18

02

00

22

0

21

60

16

01

60

18

02

00

22

02

40

31

60

16

01

60

18

02

20

24

02

60

41

60

16

01

80

20

02

20

24

02

80

51

60

18

02

00

22

02

40

26

02

80

2

1,5

16

01

60

16

01

80

20

02

20

24

0

21

60

16

01

60

18

02

00

22

02

40

31

60

16

01

80

20

02

20

24

02

60

41

60

18

02

00

22

02

40

26

02

80

51

80

20

02

20

24

02

60

28

03

00

2,5

1,5

16

01

60

16

01

80

20

02

20

24

0

21

60

16

01

80

18

02

00

22

02

60

31

60

16

01

80

20

02

20

26

02

80

41

60

18

02

00

22

02

40

26

03

00

51

80

20

02

20

24

02

60

30

03

20

3

1,5

16

01

60

18

02

00

22

02

40

26

0

21

60

16

01

80

20

02

20

24

02

60

31

60

18

02

00

22

02

40

26

03

00

41

60

20

02

20

24

02

60

28

03

00

51

80

22

02

40

26

02

80

30

03

20

Pre

lim

ina

ry d

ime

nsi

on

ing

wit

h li

me

sto

ne

fi l

l 80

kg

/m2

, win

st ≤

ℓ/3

00

Perm

anen

t

load

(gk)

Live

load

(nk)

Ran

ge

/ C

om

po

siti

on

27

(9

/9/9

) +

33

(9

/15

/9)

33

,54

4,5

55

,56

1

1,5

16

01

60

16

01

60

18

02

00

22

0

21

60

16

01

60

16

01

80

20

02

20

31

60

16

01

60

18

02

00

22

02

60

41

60

16

01

80

20

02

20

24

02

60

51

60

16

01

80

20

02

40

26

02

80

1,5

1,5

16

01

60

16

01

60

18

02

00

22

0

21

60

16

01

60

18

02

00

22

02

40

31

60

16

01

60

20

02

20

24

02

60

41

60

16

01

80

20

02

20

26

02

80

51

60

16

01

80

22

02

40

26

03

00

2

1,5

16

01

60

16

01

80

20

02

20

24

0

21

60

16

01

60

18

02

00

22

02

40

31

60

16

01

80

20

02

20

26

02

80

41

60

16

01

80

20

02

40

26

03

00

51

60

18

02

00

22

02

40

28

03

00

2,5

1,5

16

01

60

16

01

80

20

02

40

26

0

21

60

16

01

60

18

02

20

24

02

60

31

60

16

01

80

20

02

40

26

03

00

41

60

16

02

00

22

02

40

28

03

00

51

60

18

02

00

22

02

60

28

03

20

3

1,5

16

01

60

16

02

00

22

02

40

26

0

21

60

16

01

80

20

02

20

24

02

80

31

60

16

01

80

22

02

40

28

03

00

41

60

18

02

00

22

02

60

28

03

20

51

60

18

02

20

24

02

60

30

03

20

Pre

lim

ina

ry d

ime

nsi

on

ing

wit

h li

me

sto

ne

fi l

l 80

kg

/m2

, win

st ≤

ℓ/3

00

ℓℓ

27 33

h

27 27 33

h

nk

nk

15

NOVATOP ELEMENT


Perm

anen

t

load

(gk)

Live

load

(nk)

Ran

ge

/ C

om

po

siti

on

27

(9

/9/9

) -

27

(9

/9/9

)

33

,54

4,5

55

,56

1

1,5

16

01

60

16

01

60

18

02

00

20

0

21

60

16

01

60

18

02

00

22

02

40

31

60

18

02

00

22

02

20

24

02

60

41

80

20

02

20

26

02

80

30

03

20

52

00

24

02

60

28

03

20

34

03

60

1,5

1,5

16

01

60

16

01

80

20

02

20

24

0

21

60

16

01

80

20

02

20

24

02

60

31

60

18

02

00

22

02

40

26

02

80

42

00

22

02

40

26

03

00

32

03

40

52

20

24

02

80

30

03

40

36

03

80

2

1,5

16

01

60

18

02

00

22

02

40

26

0

21

60

18

02

00

22

02

40

26

02

80

31

80

20

02

20

24

02

60

30

03

20

42

00

24

02

60

28

03

20

34

03

60

52

40

26

03

00

32

03

60

38

0-

2,5

1,5

16

01

80

20

02

20

24

02

60

28

0

21

80

20

02

20

24

02

60

30

03

20

32

00

22

02

40

26

02

80

32

03

40

42

20

24

02

80

30

03

40

36

03

80

52

40

28

03

00

34

03

80

40

0-

3

1,5

18

02

00

22

02

40

26

02

80

32

0

22

00

22

02

40

26

03

00

32

03

40

32

00

22

02

60

28

03

00

34

03

60

42

20

26

03

00

32

03

40

38

04

00

52

60

30

03

20

36

04

00

--

Pre

lim

ina

ry d

ime

nsi

on

ing

wit

ho

ut

fi ll

, win

st ≤

ℓ/3

00

Perm

anen

t

load

(gk)

Live

load

(nk)

Ran

ge

/ C

om

po

siti

on

27

(9

/9/9

) -

27

(9

/9/9

)

33

,54

4,5

55

,56

1

1,5

16

01

60

16

01

80

20

02

20

22

0

21

60

16

01

80

20

02

20

24

02

60

31

60

18

02

00

22

02

40

26

02

80

42

00

22

02

40

26

02

80

32

03

40

52

20

24

02

80

30

03

40

36

03

80

1,5

1,5

16

01

60

18

02

00

22

02

40

26

0

21

60

18

02

00

22

02

40

26

02

80

31

80

20

02

20

24

02

60

28

03

00

42

00

22

02

60

28

03

00

34

03

60

52

20

26

03

00

32

03

40

38

04

00

2

1,5

16

01

80

20

02

20

24

02

60

28

0

21

80

20

02

20

24

02

60

28

03

00

31

80

22

02

40

26

02

80

30

03

40

42

20

24

02

80

30

03

20

36

03

80

52

40

28

03

00

34

03

60

40

0-

2,5

1,5

18

02

00

22

02

40

26

02

80

30

0

21

80

22

02

40

26

02

80

32

03

40

32

00

22

02

60

28

03

00

32

03

60

42

20

26

02

80

32

03

40

38

04

00

52

60

28

03

20

36

03

80

--

3

1,5

18

02

20

24

02

60

28

03

00

34

0

22

00

24

02

60

28

03

00

34

03

60

32

20

24

02

60

30

03

20

34

03

80

42

40

28

03

00

34

03

60

40

0-

52

60

30

03

40

38

04

00

--

Pre

lim

ina

ry d

ime

nsi

on

ing

wit

h li

me

sto

ne

fi l

l 40

kg

/m2

, win

st ≤

ℓ/3

00

ℓ1ℓ1

ℓ1ℓ1

27 27

h

27 27

h

nk

nk


NOVATOP ELEMENT


Perm

anen

t

load

(gk)

Live

load

(nk)

Ran

ge

/ C

om

po

siti

on

27

(9

/9/9

) -

27

(9

/9/9

)

33

,54

4,5

55

,56

1

1,5

16

01

60

18

02

00

22

02

40

24

0

21

60

18

02

00

22

02

40

26

02

80

31

80

20

02

20

24

02

60

28

03

00

42

00

22

02

60

28

03

00

32

03

60

52

20

26

02

80

32

03

40

38

04

00

1,5

1,5

16

01

80

20

02

20

24

02

60

28

0

21

80

20

02

20

24

02

60

28

03

00

31

80

20

02

40

26

02

80

30

03

20

42

20

24

02

60

30

03

20

34

03

80

52

40

28

03

00

34

03

60

40

0-

2

1,5

18

02

00

22

02

40

26

02

80

30

0

21

80

22

02

40

26

02

80

30

03

20

32

00

22

02

40

28

03

00

32

03

40

42

20

26

02

80

32

03

40

36

04

00

52

60

28

03

20

36

03

80

--

2,5

1,5

18

02

00

24

02

60

28

03

00

32

0

22

00

22

02

60

28

03

00

32

03

60

32

00

24

02

60

30

03

20

34

03

80

42

40

26

03

00

32

03

60

38

0-

52

60

30

03

40

36

04

00

--

3

1,5

20

02

20

26

02

80

30

03

20

36

0

22

20

24

02

80

30

03

20

36

03

80

32

20

26

02

80

30

03

40

36

04

00

42

40

28

03

20

34

03

80

40

0-

52

80

32

03

40

38

0-

--

Pre

lim

ina

ry d

ime

nsi

on

ing

wit

h li

me

sto

ne

fi l

l 80

kg

/m2

, win

st ≤

ℓ/3

00

ℓ1ℓ1

27 27

h

nk

17

NOVATOP ELEMENT

EXAMPLES OF DIMENSIONING

1. General information

In the following document, the bearing element (the load of the panels and the direction of the fi bres of the surface layers

in the direction of the span) of the company AGROP NOVA AG shows a detailed calculation and performance of the

assessment according to standards DIN EN 1995 - 1-1/NA / A1 (2012-02 -) applicable to Germany.

Proofs of load capacity and applicability are provided.

2. System and load

2.1 Material:

NOVATOP-bearing element type A1 h = 320 mm

(Composition: 9/9/9 – 6/15/6 – 9/9/9, th. = 27 mm)

Range of a girder of one fi eld ℓ = 7000 mm

Reference width for the calculation b = 340 mm

Distance between the ribs in the longitudinal direction e = 340 mm

Strength values are characteristic.

Static values from the table:

Eff ective moment of inertia Ieff

= 3,01 x 108 mm4

Relation module E Ev = 11,0 x 103 N/mm2

Eff ective bending stiff ness EIeff

= 3,31 x 1012 Nmm²

Centre of gravity distance from the bottom edge zs = 160 mm

Static moment to the centre of gravity S1 = 1,07 x 106 mm3

Static moment to the glued joint S2 = 9,54 x 105 mm3

Deformation coeffi cient kdef

= 0,60

2.2 Load:

Class of application 1

Dead load of the element: g1 = 0,38 kN/m²

Permanent load: gk = 2,00 kN/m²

Live load: qk = 3,00 kN/m²; Kategorie C

kmod

= 0,90

Ψ2 = 0,60

Solid wood panel 9/9/9 6/15/6

Modulus of elasticity longitudinally Em,0

[N/mm²] 7800 5300

Characteristic bending stiff ness fm,0,k

[N/mm²] 20,3 13,9

Characteristic tensile strength ft,0,k

[N/mm²] 11,5 9,3

Characteristic compression strength fc,0,k

[N/mm²] 20,3 13,9

Characteristic shear strength fv,k

[N/mm²] 3,0 3,0

Characteristic shear strength of a glued joint fv,glue,k

[N/mm²] 4,0 4,0

Shear modulus G [N/mm²] 600 600

1

2

2.2

2.1

320

340

7000

27(6-15-6)

27(9-9-9)

27(9-9-9)


NOVATOP ELEMENT


2.2.1 Proofs of load capacity

qd = 1,35 . (0,38 + 2,0) . 0,34 + 1,5 . 3,0 . 0,34 = 2,62 kN/m

The maximum bending moment

The maximum transverse force

2.2.2 Proofs of load capacity

Survey of loads

3. Proofs of load capacity

3.1 Proof of bending of the tension edge

3.2 Proof of tension in the centre of gravity in the bottom layer

Range Zi centre of gravity generally to the centre of gravity in the bottom layer:

qd . ℓ2 2,62 . 7,002

8 8Md = 16,05 kNm= =

qk,g = (0,38 + 2,0) . 0,34 = 0,809 kN/m

qk,q = 3,0 . 0,34 = 1,02 kN/m

qd . ℓ 2,62 . 7,002 2Vd = 9,17 kN= =

Md zs

Em,0 16,1 . 106 7800110003,01 . 108

. . . .lelf Ev

Ơm,d = 6,06 N/mm2160= =

fm,0 . kmod 20,3 . 0,91,3γm

fm,d = 14,1 N/mm2=

9 + 9 + 92zi = zs 146,5 mm=-

=

Ơm,d 6,0614,1fm,d

0,43 < 1,0= =

L1 = 3,50 m

A = 9,17 kN B = 9,17 kN

q = 262 kN/m

L2 = 3,50 m

L = 7,00 m

M = 16,05 kNmM = 16,05 kNm

2.2.1

2.2.2

3.1

3

3.2

19

NOVATOP ELEMENT


3.3 Proofs of the shear stress

3.3.1 The shear stress in the centre of gravity

The shear stress in the panel

Shear failure mode 1 according to ETA.11/0310

In the fold, there is expected shear failure of wood in the width of the lamella on the inner surface layer in the glued part of

the lamella.

The shear stress in the glued joint

Shear Failure mode 2 according to ETA-11/0310

Only a glued area tnetto

of fi brous parallel layers is used.

3.3.2

3.3.1

3.3

3.3.3Failure mode 1 in shear(thickness of the external rib)

Failure mode 2 in shear(thickness of the external rib)

Md zi

Em,0 16,1 . 106 7800110003,01 . 108

. . . .Ielf Ev

Ơt,d = 5,56 N/mm2146,5= =

Vd . S1 9,17 . 103 . 1,07 . 106

3,01 . 108 . 27lelf . tƮv,d = 1,21 N/mm2= =

Vd . S2

Vd . S2

9,17 . 103 . 9,54 . 105

9,17 . 103 . 9,54 . 105

3,01 . 108 . 27

3,01 . 108 . (2 . 6)

leff . t

leff . tnetto

Ʈv,1,d =

Ʈv,2,d =

1,08 N/mm2

2,42 N/mm2

=

=

=

=

ft,0 . kmod 11,5 . 0,91,3γm

ft,d = 7,96 N/mm2= =

3 . 0,91,3ft,d = 2,08 N/mm2=

3 . 0,91,3fv,k = 2,08 N/mm2=

4 . 0,91,3fv,d = 2,77 N/mm2=

Ơt,d 5,567,96ft,d

0,70 < 1,0= =

Ʈv,d 1,212,08fv,d

0,58 < 1,0= =

Ʈv,1,d 1,082,08fv,k

0,52 < 1,0= =

Ʈv,2,d 2,422,77fv,d

0,88 < 1,0= =


NOVATOP ELEMENT


Proof of applicability according to DIN EN 1995-1-1

4.1 The fl exible initial bend (characteristic combination)

The proportion of lamella deformation shear:

The initial bend as a result of permanent load:

The initial bend as a result of permanent load:

The initial bend as a result of variable load:

The fl exible initial bend (characteristic combination):

4.2 The fi nal bend

4.3 Net – the fi nal bend (quasi-stable combination)

4.4 Check of recommended limit values

4.4.1 The fl exible initial bend

4

4.1

4.2

4.3

4.4

4.4.1

wg,inst = wb,g,inst + wv,g,inst = 7,64 + 1,15 = 8,79 mm

winst = wg,inst + wq,inst = 8,79 + 11,09 = 19,9 mm

wq,inst = wb,q,inst + wv,q,inst = 9,64 + 1,45 = 11,09 mm

wfi n = wg,inst . (1 + kdef) + wq,inst . (1 + Ψ2+ kdef)

wnet,fi n = wg,inst . (1 + kdef) + wq,inst . (1 + kdef) . Ψ2

wnet,fi n = 8,79. (1 + 0,6) + 11,09 . (1 + 0,6) . 0,6 = 24,7 mm

wfi n = 8,79 . (1 + 0,6) + 11,09 . (1 + 0,6 x 0,6) = 29,1 mm

5 5 0,809 . 70004qk,g . ℓ4

EIeff384 384 3,31. 1012wb,g,inst = 7,64 mm. .= =

1 1 0,809 . 70002qk,g . ℓ2

G.A8 8 600. (266.27)wv,g,inst = 1,15 mm. .= =

1 1 1,02 . 70002qk,q . ℓ2

G.A8 8 600. (266.27)wv,q,inst = 1,45 mm. .= =

5 5 1,02 . 70004qk,q . ℓ4

EIeff384 384 3,31. 1012wb,q,inst = 9,64 mm. .= =

winst = 19,9 mm < = =ℓ 7000 23,3 mm (ȵ = 0,85)

300 300

4.2

4.3

4.4

4.4.1

21

NOVATOP ELEMENT


The fi nal bend

Net - the fi nal bend

Comparison with the range of 7.50 m If we choose a range of 7.50 m for the same element with the same load, it results in:

Proportion of the bend:

Proportion of deformation by shear of the lamella:

The element is not suffi cient.

It is no longer listed in the table.

wnet,fi n = 32,1 mm > = = 30,0 mm

winst = 25,6 mm > = = 25,0 mm

ℓ 7000150150wfi n = 29,1 mm < 46,7 mm= = (ȵ = 0,62)

ℓ 7000250250wnet,fi n = 24,7 mm < 28,0 mm= = (ȵ = 0,88)

5

1

1

5

5

1

1

5

0,809 . 75004

0,809 . 75002

1,02 . 75002

1,02 . 75004

qk,g . ℓ4

qk,g . ℓ2

ℓ

ℓ

7500

7500

qk,g . ℓ2

qk,q . ℓ4

EIeff

G . A

300

250

300

250

G . A

EIeff

384

8

8

384

384

8

8

384

3,31. 1012

600. (266 . 27)

600. (266 . 27)

3,31. 1012

wb,g,inst =

wv,g,inst =

wv,q,inst =

winst = 10,1 + 12,7 + 1,32 +1,66 = 25,6 mm

wnet,fi n = (10,1 + 1,32) . (1 + 0,6) + (12,7 + 1,66) . (1 + 0,6) . 0,6 = 32,1 mm

wb,q,inst =

10,1 mm

1,32 mm

1,66 mm

12,7 mm

.

.

.

.

.

.

.

.

=

=

=

=

=

=

=

=

4.4.2

4.4.3

5


NOVATOP ELEMENT

MECHANICAL PROPERTIES

Checking of vibration for NOVATOP ELEMENT according to standard DIN EN 1995-1-1 (Eurocode 5) or, possibly,

explanatory notes to standard DIN 1052-2004-08

The frequency criterion

According to Eurocode 5, Article 7.3.3Ceilings of residential buildings it is necessary to check whether the natural frequency

is f1 ≤ 8 Hz or f1> 8 Hz. Calculation of the natural frequency for ceilings placed on four sides when taking into account the

continuous action:

with:

f0 The natural frequency without taking into account the transverse load distribution

kf Coeffi cient for taking into account the continuous action

ℓ Range of the ceiling fi eld in m

EIℓ Eff ective bending stiff ness in the direction of the range (per m) in Nm2/m

m The weight of the ceiling in kg/m2 under almost permanent action (g + ψ2 . p)

Table 0-1 – Coeffi cient Kf to take into account the continuous action on a girder of two fi elds. (Mohr 2001) coeffi cient K

f for

a running girder of two fi elds.

Taking into account the the transverse load distribution:

with:

f1 The natural frequency without taking into account the transverse load distribution

α Coeffi cient to take into account the transverse stiff ness

b Width of the ceiling fi eld in m

EIb Eff ective bending stiff ness in the transverse direction (width) per m in Nm2/m, EIℓ > EIb

According to Hamm, Richter (2009), the following transverse bending stiff ness can be used for wooden ceiling structures:

A wooden structure, nailed or connected with pins (type of connection) EIb = 0,0005 EIℓA wooden structure, glued together EIb = 0,3 EIℓ

Because in literature, it is hard to fi nd a reference to transverse bending stiff ness, which is necessary to be used, on the safe

side, we propose using transverse bending stiff ness EIb = 0,0005 EIℓ

If the natural frequency f1 > 8 Hz, other requirements should be met (further in Sections 2 and 3). Checking of other

requirements is described according to Eurocode 5. If the natural frequency f1 ≤ 8 Hz, a specifi c check should be performed

(further in Sections 4 anf 5). The specifi c check must be carried out according to the interpretation of standard DIN 1052:2004

because in Eurocode 5, there is not explained any procedure.

2. Defl ection by the action of a single load F = 1 kN

with:

w The largest initial vertical defl ection as a result of concentrated static single load F (1kN) which acts on any place and is

determined when taking into account load distribution

α the limit value as shown in Figure 1

π2 . ℓ2

EIℓm

. .f0 = kf

wmm/kNf ≤ α

ℓα4

. +f1 = f0 ℓ

ℓ1 / ℓ 1,0 0,9 0,8 0,7 0,6 0,5 0,4 0,3 0,2 0,1 0

kf 1,00 1,09 1,15 1,20 1,24 1,27 1,30 1,33 1,38 1,42 1,56

EIℓEIb

bℓ

.α =4

1

2

23

NOVATOP ELEMENT


For a girder of one fi eld, or a panel of one fi eld, under single load, the following formula applies:

where:

bF Eff ective width of the panel for single load

The recommended range of limit values, limit a and b, as well as their context, is shown in Figure 1. Lower values for

a (direction „1“) mean better response of the ceiling, higher values for a (direction „2“) mean worse response of the ceiling.

For higher requirements, it is necessary to observe the limit values in the range of 1 ( α ≤ 1).

Fig. 1: Limit values according to Eurocode 5

Speed as a result of impulse I = 1Ns (do 40 Hz)

where:

v speed of a unit impulse response in m/s

b limit value according to Fig. 1 (from a≤1 results b ≥120 )

ζ modal damping factor (Table 0-2)

Tabulka 0-2 – attenuation values (according to the explanation for standard DIN 1052:2004, or SIA 265)

For NOVATOP ELEMENT, there are no values available based on the experience regarding damping values. On the safe side,

you can expect ζ = 0,01.

b1,1 . α

ℓ48

ℓ1,1

F . ℓ3

EIℓ . bF

.w = bF = =

a [mm/kN]

v ≤ b (f1.ζ-1)

EIℓEIb

4

150140130120110100

9080706050

1

2

b

0 1 2 3 4

Construction of the ceiling ζ

Ceilings without fl oating base layers 0,01

Ceilings of glued lumber piles with fl oating base layers 0,02

Wooden beamed ceilings and mechanically connected ceilings of lumber piles with fl oating base layers 0,03

3


NOVATOP ELEMENT


It is:

where:

m The weight of the ceiling in kg/m2 under almost permanent action (g + ψ2 . p)b Width of the ceiling fi eld in m

ℓ Length of the ceiling fi eld in m

n 40

Number of vibrations up to 40 Hz

A special speed test due to the occurrence of „heeldrop“ I = 55 Ns, t = 0,05 s

The occurrence of „heeldrop“ is described by impulse s l = 55 Ns lasting about 0.05 s. A relation for the initial velocity v can

be derived from the assessment of the measurement.

The formulas correspond to the ones that were previously used.

For special checks of acceleration, checks of vibration resonance, the following limit values

apply according to the explanation for standard DIN 1052:2004

For special checks of vibration acceleration, the following limit values apply according to the explanation for standard DIN 1052:2004.

a < 0,1m/s2 Well-being

a < 0,35 bis 0,7 m/s2 noticeable, but not disturbing

a > 0,7 m/s2 disturbing

Literature:

Mohr, B (2001): Schwingungen von Wohnungsdecken aus Holz, Stahl und Beton;

Vorschläge für eine zutreff ende Bewertung. In: Tagungsband „Ingenieurholzbau,

Karlsruher Tage 2001“. Herausgeber: Bruderverlag Albert Bruder GmbH, Karlsruhe.

Blaß, H.J.; Ehlbeck, J.; Kreuzinger, H.; Steck, G. (2004). Erläuterungen zu DIN

1052:2004-08. DGfH Innovations- und Service GmbH, München. Bruderverlag,

Karlsruhe.

Hamm, P.; Richter, A. (2009): Bemessungs- und Konstruktionsregeln zum Schwingungsnachweis

von Holzdecken. In: Fachtagungen Holzbau 2009. Leinfelden-

Echterdingen, 26. November 2009. Herausgeber: Landesbeirat Holz Baden-

Württemberg e.V., Stuttgart. S. 15-29.

4 . (0,4 + 0,6 . n40)m . b . ℓ + 200v = a

40 bf1 ℓn40 = .– 1

EIℓEIb

2 40,25

950 . α f0 . m . b . ℓ . γv =

56m . b . ℓ . ζ . γa =

v ≤ 6.b (f1.ζ-1)

4

5

25

NOVATOP ELEMENT


HEAT INSULATION:

U – Heat transfer coeffi cient when using mineral and wood-fi bre insulation

Height h ( mm) Mineral insulation

λ = 0,035 W/mK

Fibreboard

λ = 0,038 W/mK

U – value W/m2K U – value W/m2K

160 0,33 0,35

200 0,26 0,27

240 0,21 0,22

280 0,18 0,19

320 0,15 0,16

FIRE RESISTANCE

Test for area load (300 kg/m2)

for 47 minutes.

Test for area load (300 kg/m2)

for 84 minutes.

REI 45 REI 60

The fi re resistance tests were carried out in an authorized service company Fires Ltd. (SK). On 13th September 2007,

according to EN 1365-2 (2001), the two below listed samples were tested for fi re resistance.

The current certifi cates on fi re resistance classifi cation are found in the downloads section on www.novatop-system.com.


Composition of the roof Airborne sound insulation (dB) Impact sound reduction (dB)

Glued parquets 10 mm

Concrete screed 80 mm

Mineral fi bres – impact sound insulation 20 mm

Extra polystyrene 30 mm

NOVATOP ELEMENT 350 mm Di,tot

= 58 ** L‘tot

= 49 **

3-ply panel 27 mm Evaluation acc. to the standardCavity with crushed lime stone, ca. 40 kg/m2

ISO 717-1/SIA 181/2006 ISO 717-2/SIA 181/20063-ply panel 27 + 33 mm (REI 60)

Based on building measurement (2007); BFH Architektur, Holz und Bau, CH Biel

Glued parquets 10 mm

Concrete screed 80 mm


Extra polystyrene 30 mm

NOVATOP ELEMENT 350 mm Di,tot

= 47 ** L‘tot

= 59 **

3-ply panel 27 mm Evaluation acc. to the standardCavity empty 263 mm

ISO 717-1/SIA 181/2006 ISO 717-2/SIA 181/20063-ply panel 27 + 33 mm (REI 60)

Based on building measurement (2007); BFH Architektur, Holz und Bau, CH Biel

Panels OSB 2 x 15 mm


NOVATOP ELEMENT 240 mm Rw = 55 L

n,w = 58

3-ply panel, 27 mm Evaluation acc. to the standard

Cavity 186 mm + crushed lime stone circa 40 kg/m2

ISO 717-1/ISO 140-3 ISO 717-2/ISO 140-63-ply panel 27 mm

Based on laboratory measurement (2007); Centre of Building construction; Engineering; CZ – Zlín

Flooring – carpet 10 mm Ln,w

= 62Flooring – PVC 3.5 mm L

n,w = 75

NOVATOP ELEMENT 240 mm

3-ply panel, 27 mm Evaluation acc. to the standardCavity 186 mm + crushed lime stone circa 40 kg/m2

ISO 717-2/ISO 140-63-ply panel 27 mm



n,w = 88

3-ply panel 27 mm Evaluation acc. to the standardCavity 186 mm + crushed lime stone circa 40 kg/m2




n,w = 93




Fermacell plate thickness 20 mm

Steico standard plate thickness 8 mm

Concrete plate thickness 38 mm, 90 kg/m2

Steico Therm plate thickness 20 mm


n,w = 66


ISO 717-1/SIA 181/2006 ISO 717-2/SIA 181/20063-ply panel 27 mm


Footnote to the building measurement: ** values are measured by means of building – customary possible extensions. Absolute per-formance of the selected super-structure cannot be attained by inserting primary supporting structure and inserted cable culverts in

concrete screed.

Legend of the table:D

i,tot = D

nT,w (C;C

v) = building measurement; standard diff erence of noise level, evaluated subject to reverberation time;

L‘tot

= L‘nT,w

(CI;C

v) = measurement; standard diff erence of impact sound noise level, evaluated subject to reverberation time;

Rw = laboratory measurement, without extensions, for evaluated degree of sound insulation;

Ln,w

= laboratory measurement, without extensions, for evaluated degree of sound insulation, acc. to the standard; C

v = volume correction;

CI = spectrum value of accommodation, for evaluation of preferential shares of impact sound noise of low frequency.

NOVATOP ELEMENT

ACOUSTICS

27

Composition of the roof Airborne sound insulation (dB) Impact sound reduction (dB)

OSB board thickness. 22 mm

Steico standard plate thickness. 8 mm

Concrete tile thickness 38 mm, 90 kg/m2



n,w = 65





Steico standard plate thickness 8 mm

Fermacell sub-base with honeycomb, th. 60 mm, 90 kg/m2


n,w = 60








n,w = 54

3-ply panel 27 mm Evaluation acc. to the standard

Cavity 186 mm + crushed lime

stone circa 40 kg/m2 ISO 717-1/ISO 140-3 ISO 717-2/ISO 140-63-ply panel 27 mm


OSB board thickness 22 mm




n,w = 56

3-ply panel 27 mm Evaluation acc. to the standardCavity 186 mm + crushed lime



Concrete plate thickness 50 mm, 115 kg/m2

Plate ORSIL N 40 mm


n,w = 67



Based on laboratory measurements (2007); Accredited Testing Laboratory Zlín

Plate Fermacell thickness 20 mm

Plate Steico Therm. thickness 40 mm


n,w = 62




Footnote to the building measurement: ** values are measured by means of building – customary possible extensions. Absolute per-formance of the selected super-structure cannot be attained by inserting primary supporting structure and inserted cable culverts in

concrete screed.

Legend of the table:D

i,tot = D

nT,w (C;C

v) = building measurement; standard diff erence of noise level, evaluated subject to reverberation time;

L‘tot

= L‘nT,w

(CI;C

v) = measurement; standard diff erence of impact sound noise level, evaluated subject to reverberation time;

Rw = laboratory measurement, without extensions, for evaluated degree of sound insulation;

Ln,w

= laboratory measurement, without extensions, for evaluated degree of sound insulation, acc. to the standard; C

v = volume correction;

CI = spectrum value of accommodation, for evaluation of preferential shares of impact sound noise of low frequency.

NOVATOP ELEMENT

ACOUSTICS


NOVATOP ELEMENT

PROCESSING, LABELLING AND PACKING

PROCESSING

NOVATOP ELEMENT panels are processed from multi-layer boards glued from massive solid wood (SWP); the moisture content

at dispatch is 10% ± 3%. The structure of the element consists of a bearing bottom panel, a ribbed structure that is subsequently

assembled on it, and a cover panel that is levelled by means of positional pins and glue. The ribs and panels are joined solely by

gluing and cold pressing. According to the requirements of the project, the cavities between the ribs can be fi tted with thermal

and sound insulation, or there can be prepared routes for the distribution of installations in them.

All the processing is performed on the basis of the agreed production documentation on CNC machines that operate according

to CAD data. The elements are most often supplied as fully processed with no further need of processing on the construction site.

Warning: Wood properties of this product are maintained, so it responds to changes in temperature and humidity by shrinking

or, possibly, by swelling. Improper storage and use in extreme conditions (extreme temperatures and humidity) can cause cra-

cking and deformations.

LABELLING AND PACKING

Each panel is fi tted with an identifi cation label. Following the fi nal quality inspection, the panels are packed, wrapped in PE foil

(protection against changes in humidity, contamination and partially against mechanical damage) and tightened on all sides

with a tape. Each package is fi tted with an identifi cation label with a description.

Placement of a label on the panel Label on the package

Label on the panel

Client: Format:Weight:Object:Thermal insulation:

Number of contract:Sound insulationID :

Package No.: Quality:Position:

REI :Controll:

Agrop Nova a.s., Ptenský Dvorek 99, Ptení CZ 798 43, www.novatop-system.com

5478896544550

44

5478896544550

44

Package Nr.

Client:Object: Adress: Description: Position Nr.:

Pcs.: Order No.: Date:Weight kg: Proportion mm: Controll:Manufacturer: AGROP NOVA a.s., Ptenský Dvorek 99, Ptení, Czech Republic, www.novatop-system.com

5478896544550

44

29

NOVATOP ELEMENT

STORAGE, TRANSPORT

STORAGE

The panels must be stored in an enclosed, dry space and positioned horizontally. After the removal of the protective casing, they

must be carefully covered, preferably with a diff erent sheet material.

The panels must be protected from adverse weather conditions, even on the construction site, and stored there for only the

necessary time. It is essential to avoid exposing of the panels to rain and fl owing water. For the protection against water, dirt and

excessive solar radiation, we recommend using tarps.

Warning: Improper storage may result in damage, for which the producer assumes no liability.

TRANSPORT

As a standard, the panels are transported in lorries (covered semi-trailers), possibly in containers. For the lorries, it is necessary to

ensure entry in and exit from the construction site.

Warning: The panels must be at all times protected against adverse weather conditions. During longer transport under

adverse climatic conditions, a change in the moisture of the panels may occur; that is why we recommend acclimatisation before

processing it (gradual drying, gradual changes of temperature).

Maximum parameter of the load: 50 m3/24 t

At present, only horizontal loading of packages is possible. The transport of NOVATOP components is possible with diff erent

types of trucks and depends on the dimensions of the packages, ways of unloading and transport accessibility to the building

site. It is necessary to ensure entry and exit of these vehicles onto the site. According to the particular conditions, when the cargo

is smaller, a surcharge will be imposed due to ineffi cient utilization of the transport capacity.

package width length packet way of landing transportation facilities supplementary charge

≤ 2,1 m max. 6 melectric crane trailer with a standard-size sheet

lift truck trailer with a standard-size sheet

max. 2,4 m max. 12 m

electric cranetrailer with a sheet with a posibility of remo-

ving the support in the upper part

lift trucktrailer with a sheet with the possibility of

displacement of the central pillars

max. 2,5 m max. 6,5 m

electric crane uncovered trailer



max. 2,48 m max. 12 m

electric crane uncovered trailer



2,5–3 m max. 12 melectric crane uncovered trailer

lift truck uncovered trailer

Max. height

of the loading area: 3 m.

Standard height

of the loading area: 2.6 m

Max. length of the loading area: 13.5 m


NOVATOP ELEMENT

MANIPULATION, ASSEMBLY

MANIPULATION

Due to the high weights of the panels, cranes and special vehicles (forklift trucks) are suitable for manipulation; it is always neces-

sary to defi ne the maximum lifting load and range. During manipulation, it is necessary to ensure protection of the packaging

material, surfaces and edges of the panels to avoid damage.

NOVATOP ELEMENT panels are ready for manipulation during the production. In the top board of the element, there are ope-

nings, into which special suspension straps are placed. The elements must be placed in the required assembly position using

4 suspension straps. It is important to ensure that the there was an angle of approx. 60° between the element and the strap

system. The maximum load is given by the load capacity of the suspension straps and the load capacity of the top board and

it is fi xed at 600 kg per one suspension strap. The number of suspension straps per panel is determined by the load capacity of

individual straps, usually there are 4 pieces.

Suspension straps can be ordered with the producer (price list item 011.003). Crane straps, chains and thimbles must be provi-

ded by the customer.

Warning: The panels must be at all times protected against adverse weather conditions.

Recommended manipulation

ASSEMBLY

The custom-made panels are forwarded directly to the assembly point. The assembly plan, which precisely defi nes the course

of the assembly, is an inseparable part of the production process. Each element is fi tted with an identifi cation label stating the

position number in the assembly plan.

Individual panels are fi tted by means of a crane and then anchored to the bottom structure with various kinds of ironmongery.

We recommend determining the exact position with the help of tightening ratchets. When hammering the components toge-

ther, it is necessary to take into account the position of the ribs; when hammered together unprofessionally, the element may

get damaged. For more information, see ”Instructions for assembly”.

Warning: The panels must be at all times protected against adverse weather conditions.

Warning: The producer assumes no liability for the damage of the product due to improper storage, processing, unsuitable use

or nonobservance of work procedures during the assembly.

60°

31

NOTES

MANUFACTURER:

AGROP NOVA a.s., Ptenský Dvorek 99798 43 Ptení, Czech Republic, www.agrop.cz

CERTIFICATES:

CZ – 0132 HT

www.novatop-system.com

PEFC/08 - 32 - 0007

Documents

En Novatop Element