Doka Calculation Guide

(1)

Regulations, standards

and tables

Design loadings

Design values for Doka

system parts

Calculation information

Wall formwork

Calculation information

Floor formwork

Tables

Doka

Calculation Guide

Auszugslänge

zul. axiale Last a. Druck

[kN] L [m] min. L halb. L max. L Zug 6,0 - 7,4 40,0 40,0 27,8 7,1 - 8,5 40,0 38,2 24,3 8,4 - 9,8 40,0 35,6 21,7 9,7 - 11,1 40,0 31,7 19,0 40 10,8 - 12,2 40,0 27,8 16,1 11,9 - 13,3 34,2 24,1 13,4 13,2 - 14,6 27,1 21,5 12,2 14,5 - 15,9 20,8 17,5 9,5

12/2002 NK

(2)

© by Doka Industrie GmbH

A-3300 Amstetten

Reprinting and reproduction of this Calculation Aids documentation - even in part - is not

permissible without the express permission of Messrs. Doka Industrie GmbH.

DIN Standards are reproduced with the permission of DIN Deutsches Institut für Normung

e.V. Where reference is made to a DIN Standard, the most recently issued edition of the

respective Standard, as available from Beuth Verlag GmbH, Burggrafenstrasse 6, D-10787

Berlin 30, shall be applicable.

(3)

Tables

Calculation information: Floor formwork

Beam-forming supports

Page 39

Dokaflex 20

Page 41

Tableforms d2

Page 42

Tower frames d2

Page 43

Supporting scaffold Aluxo

Page 44

Supporting scaffold Staxo

Page 46

Calculation information: Wall formwork

Large-area formwork: Timber formwork beam Doka H 20

Page 22

Steel walings

Page 24

Column formwork

Page 26

Supporting construction frames

Page 28

Struts

Page 30

Panel stabilisers

Page 32

Form ties

Page 33

Climbing formwork

Page 34

Folding platforms

Page 36

Shaft platforms

Page 38

Design values for Doka system parts

Formwork sheathing

Page 11

Timber beams

Page 15

Steel components

Page 19

Design Loadings

Vertical and horizontal loads

Page

7 Pressure of fresh concrete on vertical formwork

Page

9 Regulations, Standards and Tables

(4)

(5)

General remarks

Regulations and Standards

DIN 1052

- Structural use of timber / Ouvrages en bois

DIN 1055

- Design loads for buildings / Charges théoriques pour bâtiments

DIN 4420

- Service and working scaffolds / Echafaudages de service

DIN 4421

- Falsework / Echafaudages d'étaiment

DIN 4424

- Telescopic steel props / Montants télescopiques en acier avec un dispositif

d'extension

DIN 18.202

- Tolerances in building / Tolerances dimensionelles dans la construction

immobilière

DIN 18.215

- Timber form boards for concrete and reinforced concrete structures, standard

dimension 0.50 m <x> 1.50 m, thickness = 21 mm / Panneaux de coffrage en bois,

pour ouvrage en béton et en béton armé, dimensions standard: 0,50 m <x> 1,50

m, epaisseur 21 mm

DIN 18.216

- Formwork ties / Tirants de coffrage

DIN 18.217

- Concrete surfaces and formwork surface / Surface de béton et film de coffrage

DIN 18.218

- Pressure of fresh concrete on vertical formwork / Pression de béton fraichement

malaxé sur des coffrages verticaux

DIN 18.800

- Structural steelwork / Construction métalliques

DIN 68791

- Large area shuttering panels of core plywood for concrete and reinforced

concrete / Panneaux de coffrage à grande surface en contreplaqué latté ou

lamellé pour béton et béton armé

Accident prevention regulations of "Bauberufsgenossenschaft" employee safety organisation.

Tables

The Doka Calculation Aids contain the principal data needed for using Doka formwork systems.

Please see our brochures for detailed information and "how-to-use" instructions.

For help with special applicational problems, please see the following reference works:

Bautabellen (Construction Tables), Sträußler/Krapfenbauer

Publishers: Verlag Jugend und Volk

Stahl im Hochbau (Steel in building construction),

Verein Deutscher Eisenhüttenleute

Publishers: Verlag Stahleisen, Düsseldorf

Stahlbauprofile (Structural steel sections)

Verein Deutscher Eisenhüttenleute

Publishers: Verlag Stahleisen, Düsseldorf

Bautechnische Zahlentafeln (Numerical tables for construction engineering), Wendehorst/Muth

(6)

(7)

Vertical and horizontal loads

Vertical loads

Constant loads

Self-weight of formwork according to DIN 1055 Part 1 - Design loadings for buildings.

For weights of individual parts of the DOKA system, see DOKA brochures.

Effective loads (payloads)

a) For supporting scaffolds:

DIN 4421 postulates a payload of 20 % of the self-weight of the fresh concrete on an area of 3.0 x 3.0 m

(although not less than 1.5 kN/m² and not more than 5 kN/m²), and of 0.75 kN/m² for remaining areas.

b) For work and safety scaffoldings:

As per DIN 4420 Part 1

Concrete loads

(As per DIN 1055 Page 1- Design loadings for buildings)

Reinforced concrete

25 kN/m³

Addition for fresh concrete

1 kN/m³

26 kN/m³

Horizontal loads

Pressure of fresh concrete

Pressure of fresh concrete on vertical formwork - DIN 18.218

V

100 For supporting scaffolds, 1/100 of the vertical loads should be assumed for the base of the formwork.

Wind loads

Wind loads as per DIN 1055, Part 4

Wind speed

Dynamic

Wind pressure w for wall

pressure q

formwork (C

_f

= 1.3)

0 to

8 m above ground

28.3 m/s

102 km/h

0.5 kN/m²

0.65 kN/m²

8 to

20 m above ground

35.8 m/s

129 km/h

0.8 kN/m²

1.04 kN/m²

20 to 100 m above ground

42.0 m/s

151 km/h

1.1 kN/m²

1.43 kN/m²

over

100 m above ground

45.6 m/s

164 km/h

1.3 kN/m²

1.69 kN/m²

To obtain the wind pressure w, multiply the dynamic pressure q by the force coefficient c

_f

(as a rule, this

will be c

_f

= 1.3 for wall formwork).

Horizontal loads

(8)

Pressure of fresh concrete on

vertical formwork DIN 18 218

Consistency ranges Slump a Compaction v Meaning Symbol [cm]

stiff K1 - 1.45 to 1.26

plastic K2 ≤₄₀ _{1.25 to 1.11}

soft K3 41 to 50 1.10 to 1.04

Consistency ranges Slump a Compaction v Meaning Symbol [cm] stiff KS - ≥_1.20 plastic KP 35 to 41 1.19 to 1.08 soft KR 42 to 48 1.07 to 1.02

to DIN 1045, Edition1980

to DIN 1045, Edition 1972

and DIN 18218

Consistency ranges of fresh concrete

September 1980

Prerequisites:

Weight of fresh concrete 25 kN/m³

Setting of concrete 5 h

Tight formwork

Compaction with internal vibrator

Fresh concrete temperature +15°C

Columns

Walls

0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

7.0

0

10

20

30

40

50

60

70

80

90

100

110

120

130

140

0

1

2

3

4

5 Speed of placing v

_b

[m/h]

Fresh concrete pressure p [kN/m²]

Hydrostatic pressure height h [m]

1.0

1.1

1.2

1.3

1.4 Compaction

according to walz

Flow concrete

K3

K1

5 · v

b

+ 21

K2

10 · v

b

+ 19

17 · v

b

+ 17

14 · v

b

+ 18

(9)

Pressure of fresh concrete on

vertical formwork DIN 18 218

All other prerequisites as per DIN 18218:

Weight of fresh concrete 25 kN/m³

Fresh concrete temperature 15 °C

with setting retarded by 5 h

140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7 Walls Columns Flow concrete

_K2

K1

K3

Speed of placing vb [m/h]

Fresh concrete pressure p [kN/m²]

K3

K2

K1

Speed of placing v_b [m/h]

K1

K2

K3

Fresh concrete temperature 15 °C

without retarding admix

Speed of placing v_b [m/h]

140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7

K2

K1

K3

Walls Columns Speed of placing vb [m/h]

Fresh concrete temperature 5 °C

without retarding admix

September 1980

Fresh concrete temperature 5 °C

with setting retarded by 5 h

(10)

(11)

Deflection diagram

Doka-3-SO-Panels 21 and 27 mm

Doka three-ply formwork sheets 3-SO

Doka three-ply formwork sheets G

Doka three-ply board texture formwork sheets

Dokadur-3S panels

4.0

3.5

3.0

2.5

2.0

1.5

0.5

1.0

20

30

40

50

60

70

80

30.0 20.0 kN/m² 5.0 7.5 p [kN/m²]

Support spacing I [cm]

Deflection [mm]

80.0 100.0 50.0 40.0 60.0 10.0 max pm td M 15.0 2.5 l/500

27 mm

EJ = 15.4 kNm²/m

(15 % moisture

content)

L L L L L L

4.0

3.5

3.0

2.5

2.0

1.5

0.5

1.0

20

30

40

50

60

70

80

20.0 10.0 7.5 40.0 30.0 2.5 5.0

Support spacing I [cm]

Deflection [mm]

100.0 15.0 kN /m ² 80.0 60.0 50.0 l/500 p [kN/m²]

21 mm

EJ = 9.0 kNm²/m

(15 % moisture

content)

L L L L L L max pm td M

(12)

Deflection diagram

Finnish birch plywood

15

10

20

25

30

35

40

45

50

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

7.5 40.0 30.0 2.5 20.0 15.0

Support spacing I [cm]

Deflection [mm]

80.0 100.0 50.0 60.0 10.0 kN/m² 5,0 l/500 p [kN/m²]

15 mm

EJ = 2.0 kNm²/m

(15 % moisture

content)

L L L L L L 20.0 15.0 7.5 5.0 2.5

15

10

20

25

30

35

40

45

50

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0 Support spacing I [cm]

Deflection [mm]

50.0 60.0 30.0 100.0 40.0 10.0 kN/m² l/500 p [kN/m²]

12 mm

EJ = 1.1 kNm²/m

(15 % moisture

content)

L L L L L L 80.0 max pm td M max. pmtd. M

(13)

3.5

3.0

2.5

2.0

1.5 0,5

1.0

20

30

40

50

60

70

80

60.0 30.0 _15.0 20.0 7.5 5.0 2.5

Support spacing I [cm]

Deflection [mm]

4.0

80.0 50.0 40.0 10.0 kN /m ² l/500 p [kN/m²]

21 mm

EJ = 4.7 kNm²/m

(15 % moisture

content)

Deflection diagram

Finnish birch plywood

L L L L L L 100.0

20

80

4.0

3.5

3.0

2.5

2.0

1.5

0.5

60

70

40.0 30.0 20.0 15.0 5.0 50.0 7.5

30

40

50

1.0 Support spacing I [cm]

Deflection [mm]

80.0 100.0 10.0 kN/m² l/500 2.5 p [kN/m²]

18 mm

EJ = 3.1 kNm²/m

(15 % moisture

content)

L L L L L L

Dokaplex formwork sheets, 21 mm

Dokadur-Plex panels, 21

60.0

max. pmtd. M

(14)

(15)

Doka timber formwork beams

Design values

H 16

H 20

H 30

H 36

max.

8.5

11.0

15.0

17.0 kN

permitted Q

max.

2.7

5.0

13.5

17.0 kNm

permitted M

E x J

250

450 1250

1850

kNm²

3.20

4.00

6.00

6.00 m

H 16

H 20

H 30

H 36

16.0 6.5 3.5 4.0 8.0 20.0 30.5 5.4 9.7 9.7 5.4 36.0

Dimensions in cm

max. support

spacing

(16)

Deflection diagram

Doka timber formwork beams

Support spacing l [m]

Deflection [mm]

2.0 Support spacing l [m]

Deflection [mm]

1.5

2.0

2.5

3.0

3.5

4.0

1

2

3

4

5

6

7

8

9

10

11

12

1.0

1.5

2.5

3.0

1.50 1.00

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

1.0

2.0 kN/m p [kN/m]

H20

p [kN/m]

H16

15.00 10.00 7.50 5.00 4.50 4.00 3.00 2.00 2.50 0.25 0.50 20.0 15.0 10.0 7.5 5.0 4.5 4.0 3.5 3.0 2.5 1.5 1.0 0.5 L L 3.50 kN/m

0

l/500 l/500 max. pmtd. M max. pmtd. Q max. pmtd. M max. pmtd. Q

(17)

Deflection diagram

Doka timber formwork beams

0 support spacing I [m]

Deflection [mm]

40

35

30

25

20

15

10

5

1.0

2.0

3.0

4.0

5.0

6.0

1.0 2.0 3.0 4.0 7.5 10.0 15.0 max. perm M

0 Support spacing I [m]

Deflection [mm]

40

35

30

25

20

15

10

5

1.0

2.0

3.0

4.0

5.0

6.0

1.0 2.0 3.0 4.0 7.5 10.0 20.0 p [kN/m]

H30

H36

p [kN/m] 5.0 kN/m 40.0 30.0 20.0 40.0 30.0 15.0 L L 5.0 kN/m max. perm Q l/500 l/500 max. pmtd. M max. pm td. Q

(18)

(19)

Doka steel components

Steel walings

G

F

W

_x

l

_x

Material grade St-37

[kg/m]

[cm²]

[cm³]

[cm

4

_]

WS10 Top 50

22.0

27.0

82.4

412 WU12 Top 50

27.0

34.0

121.4

728 WU14 Top 50

33.0

40.8

172.8 1210

WU16 Top 50

37.6

48.0

232.0 1850

Connection parts

G

F

W

x

l

x

Material grade St-37

[kg]

[cm²]

[cm³]

[cm

4

_]

Splice plate Top 50

9.30

14.4

21.6

97 Splice plate Top 50 Z

9.00

14.4

21.6

97 Adj. waling extension 1.40 m Top 50

13.00

14.4

21.6

97 Universal support Top 50

11.10

14.1

28.7

129 per m

Formwork connector FF20/50

6.30

14.4

21.6

97 Adj. waling extension FF20/50

9.80

14.4

21.6

97 Anchoring plate FF20/50

6.60

14.4

21.6

97 Framax Universal waling 0.90 m

10.00

14.6

32.2

180 Framax Universal waling 1.50 m

17.00

14.6

32.2

180 Frami Universal waling 0.70 m

3.65

6.2

6.8

17 Frami Universal waling 1.25 m

6.35

6.2

6.8

17

(20)

Deflection diagram

Steel waling WS10 and WU12

Support spacing I [m]

Deflection [mm]

2.5 5.0 7.5 20.0 10.0 30.0 40.0 50.0

1

2

3

4

5

8

7

6

15.0 kN/m

1.00

1.25

1.50

1.75

2.00

2.25

2.50 Support spacing I [m]

Deflection [mm]

1.00

1.25

1.50

1.75

2.00

2.25

2.50

1

2

3

4

5

6

7

8

2.5 5.0 7.5 10.0 15.0 20.0 kN/m 30.0 40.0 50.0 75.0 100.0 max.pmtd. M p [kN/m]

WS10

p [kN/m]

WU12

L L max. pmtd M

(21)

Deflection diagram

Steel waling WU14 and WU16

Support spacing I [m]

Deflection [mm]

1.50

1.75

2.00

2.25

2.50

2.75

3.00

1

2

3

4

5

6

7

8

2.5 5.0 7.5 10.0 15.0 20.0 kN/m 30.0 40.0 50.0 75.0

Support spacing I [m]

Deflection [mm]

1.50

1.75

2.00

2.25

2.50

2.75

3.00

1

2

3

4

5

6

7

8

p [kN/m]

WU14

p [kN/m]

WU16

2.5 5.0 7.5 max.pm td M 10.0 15.0 20.0 30.0 40.0 kN/m 50.0 75.0 L L 100.0 max. pm td M

(22)

Large area formwork:

Timber formwork beam Doka H20

Max. permissible fresh concrete pressure for timber formwork beams Doka H 20

Fresh concrete pressure [kN/m²]

30

40

50

60

70

Beam spacing [cm]

63

48

42

41

0

Max. span deflection [mm]

0.43 0.43 0.35 0.29

0

Max. cantilever-arm deflection [mm]

0.15

0

0.06

0

Waling load B [kN/m]

28

29

28

0

Waling load A [kN/m]

29

39

46

50

0

30

40

50

60

70

56

44

36

31

27 0.31 0.26 0.29 0.32 0.29

0 0.10 0.06 0.05 0.09

Waling load C [kN/m]

21

20

39

50

57

61

62

31

41

52

62

72

30

40

50

60

70

47

35

29

26

26 1.54 1.56 1.45 1.28 1.17

0

35

38

40

39

37

50

60

69

73 Formwork height 2.50 m

Formwork height 3.00 m

Formwork height 3.60 m

250 245 4 0 120 A h s A B 120 360 B 300 ₂₉₀ B A h s 160 45 120 45 Pb Pb h s C

(23)

Large area formwork:

Timber formwork beam Doka H20

30

40

50

60

70

44

33

27

22

19 0.71 0.73 0.64 0.62 0.61

0

Waling load D [kN/m]

32

34

35

34

48

65

79

89

95

48

64

80

97

114

34

45

56

67

78

30

40

50

60

70

60

44

35

29

25 0.26 0.26 0.26 0.25 0.25

0.85 0.45 0.38 0.38 0.35

Waling load D [kN/m]

29

30

29

36

48

57

62

64

37

49

62

75

87

31

41

52

62

72 Formwork height 5.00 m

Formwork height 6.00 m

30

40

50

60

70

52

39

33

28

26 0.41 0.42 0.36 0.32 0.37

0.32 0.08 0.05 0.05 0.11

30

32

31

41

55

66

74

77

31

41

52

63

74 Formwork height 4.00 m

Max. permissible fresh concrete pressure for timber formwork beams Doka H 20

h s Pb D C B A 500 A B C h s h s C D 155 155 150 B 600 ₅₉₀ 490 120 120 120 45 400 ₃₉₀ 125 125 45 Pb

(24)

90.0

Large area formwork:

Doka steel walings Top 50

Max. permissible waling load per m for

normal steel walings WS 10 Top 50 and

WU 12 Top 50; respective anchor forces.

Standard element 0.75 m*

Standard element 1.00 m*

Standard element 1.25 m

Standard element 1.50 m

Standard element 1.75 m

Standard element 2.00 m

Standard element 2.25 m

20 35 25.0 50.0 25.0 25.0 75.0 30.0 30.0 30.0 115.0 30.0 52.5 95.0 52.5 55.0 115.0 55.0 20 25.0

WS10 Top 50 WU12 Top50

kN/m

kN

kN/m

kN

577

216

850

319

369

185

544

272

295

184

435

272

205

154

302

227

96

84

141

123

84

123

76

86

112

126

Max.

permissible waling load _{Anchor force} _{Anchor force}

Max.

(25)

Large area formwork:

Doka steel walings Top 50

Max. permissible waling load per m for

normal steel walings WS 10 Top 50 and

WU 12 Top 50; respective anchor forces.

WS 10

WU 12

Top 50

kN/m

kN

kN/m

kN

76

95

112

140

76

86

112

127

76

87

112

128

76

90

112

133

76

87

112

128

76

88

112

129

76

97

112

143

76

93

112

127

75

102

110

150 Standard element 2.50 m

Standard element 2.75 m

Standard element 3.00 m

Standard element 3.50 m

Standard element 4.00 m

Standard element 4.50 m

Standard element 5.00 m

Standard element 5.50 m

Standard element 6.00 m

55.0 140.0 55.0 55.0 82.5 82.5 55.0 55.0 55.0 55.0 120.0 55.0 55.0 100.0 100.0 55.0 55.0 112.0 116.0 112.0 55.0 95.0 95.0 120.0 90.0 55.0 132.5 125.0 132.5 55.0 55.0 130.0 115.0 55.0 55.0 105.0 130.0 115.0 115.0 115.0 55.0 105.0 Max.

permissible waling load _{Anchor force} _{Anchor force}

Max.

(26)

B

165

165 A

40

40 C

170

170 B

140

140 A

40

40 D

150

150 C

130

130 B

130

130 A

40

40 E

130

130 D

130

130 C

130

130 B

130

130 A

40

40 E

180

180 D

150

150 C

140

140 B

140

140 A

40

40 F

150

150 E

140

140 D

140

140 C

140

140 B

140

140 A

40

40 G

140

140 F

140

140 E

140

140 D

140

140 C

140

140 B

130

130 A

40

40 G

195

195 F

155

155 E

140

140 D

140

140 C

140

140 B

140

140 A

40

40 Column formwork with

steel walings WS10 Top 50

Waling spacing for various dimensions of columns

Column dimension [cm]

20/20

30/30

40/40

50/50

60/60

70/70

Number of H 20's per side

2

3

4

5 Waling spacing [cm]

Height of

column [m]

10.0

9.0

8.0

7.0

6.0

5.0

4.0

3.0 The design dimensions for rectangular columns are those for the

longer side.

Column height

AB

C

D

E

F

G

Steel waling WS 10 Top 50 Corner connecting

(27)

C 135 135 135 B 165 165 95 95 95 A 40 40 30 30 30 D 135 135 135 C 170 170 95 95 95 B 140 140 95 95 95 A 40 40 30 30 30 E 135 135 135 D 170 170 100 100 100 C 130 130 95 95 95 B 110 110 95 95 95 A 40 40 30 30 30 F 135 135 135 E 150 150 100 100 100 D 120 120 95 95 95 C 120 120 95 95 95 B 120 120 95 95 95 A 40 40 30 30 30 G 135 135 135 F 140 140 105 105 105 E 120 120 95 95 95 D 120 120 95 95 95 C 120 120 95 95 95 B 120 120 95 95 95 A 40 40 30 30 30 H 135 135 G 170 170 170 110 110 F 120 120 120 95 95 E 105 105 105 95 95 D 105 105 105 95 95 C 105 105 105 95 95 B 105 105 105 95 95 A 40 40 40 30 30 I 155 155 H 165 165 165 110 110 G 120 120 120 95 95 F 105 105 105 95 95 E 105 105 105 95 95 D 105 105 105 95 95 C 105 105 105 95 95 B 105 105 105 95 95 A 40 40 40 30 30 K 145 145 I 160 110 110 H 170 170 120 95 95 G 140 140 105 95 95 F 120 120 105 95 95 E 120 120 105 95 95

Column formwork with steel

walings WU12 Top50

Waling spacing for various dimensions of columns

Waling spacing [cm]

Column dimension [cm]

80/80

90/90

100/100

110/110

120/120

Number of H 20's per side

5

6

10.0

9.0

8.0

7.0

6.0

5.0

4.0

3.0 AB

C

D

E

F

G

H

I

K

Column height

Steel waling WU 12 Top 50 Corner connecting

plate 90/50

The design dimensions for

rectangular columns are those for

the longer side.

Height of

column[m]

(28)

Supporting construction frame

Variable: Calculation

H

©

Z

V

©

Z

H

©

V

Formwork height up to 4.00 m

3.25 3.50 3.75 4.00 Pouring height H [m] 3.25 3.50 3.75 4.00

Influence width Influence width Influence width Influence width e = 0.90 m e = 1.00 m e = 1.25 m e = 1.35 m Anchor Shoring Anchor Shoring Anchor Shoring Anchor Shoring force Z force V force Z force V force Z force V force Z force V

[kN] [kN] [kN] [kN] [kN] [kN] [kN] [kN]

Max. permissible formwork pressure 40 kN/m²

125 62 139 69 173 86 187 93

137 75 153 83 191 104

150 89 167 99

163 105 181 116

143 67 159 75 199 94 215 101 159 82 177 91 175 99 194 110 191 117 212 130

Formwork height up to 3.25 m

Influence width Influence width Influence width Influence width e = 0.90 m e = 1.00 m e = 1.25 m e = 1.35 m Anchor Shoring Anchor Shoring Anchor Shoring Anchor Shoring force Z force V force Z force V force Z force V force Z force V

87 31 96 34 120 43 130 47

99 40 110 45 138 56 149 60

112 51 124 56 156 70 168 76

125 62 139 69 173 86 187 93

95 32 106 36 133 45 143 48

111 42 124 47 155 59 167 64

127 54 141 60 177 75 191 81

143 67 159 75 199 94

Anchor walings must be used that are of suitable size for the anchoring forces encountered. The bearing

Waling WU 14

for supporting

constr. frame

Waling WU 14

for supporting

constr. frame

(29)

Supporting construction frame

Universal F: Calculation

Formwork height up to 4.50 m

Influence width Influence width Influence width Influence width e = 0.90 m e = 1.00 m e = 1.25 m e = 1.35 m Anchor Spindle Anchor Spindle Anchor Spindle Anchor Spindle force Z force V force Z force V force Z force V force Z force V

112 49 124 55 156 68 168 74

137 73 153 81 191 101 206 110

163 102 181 113 226 141 244 153

188 135 209 150 262 188 283 203

127 53 141 59 177 73 191 79 159 80 177 89 221 111 239 120 191 114 212 126 265 158 286 170 223 153 247 170 309 213 334 230

H

©

Z

©

V

Formwork height up to 6.00 m

Influence width Influence width Influence width Influence width e = 0.90 m e = 1.00 m e = 1.25 m e = 1.35 m Anchor Spindle Anchor Spindle Anchor Spindle Anchor Spindle force Z force V force Z force V force Z force V force Z force V

188 94 209 105 262 131 283 142

214 121 238 135 297 168 321 182

239 151 266 168 332 210 359 227

265 185 294 206 368 257 397 278

223 107 247 119 309 148 334 160 255 139 283 154 354 193 382 208 286 175 318 194 398 243 430 262 318 215 354 239 442 299

H

©

Z

©

V

6.00 6.50 7.00 7.50 8.00 Pouring height H [m]

Influence width Influence width Influence width Influence width

e = 0.90 m e = 1.00 m e = 1.25 m e = 1.35 m

Anchor Spindle Anchor Spindle Anchor Spindle Anchor Spindle

force Z force V force Z force V force Z force V force Z force V

265 131 294 145 368 182 397 196 290 157 322 174 403 218 435 235 316 186 351 206 438 258 473 278 341 216 379 241 474 301 367 250 407 278 6.00 6.50 7.00

318 152 354 169 442 211 477 228 350 184 389 204 486 255 382 218 424 242

Formwork height up to 8.00 m

©

V

©

Z

H

(30)

Universal struts - Top 50

0

0.5

1.0

1.5

2.0

2.5

0

10

20

30

40

50

60

70

Max. permitted load [kN]

Length of strut [m]

Univ. strut T5/3 - Top 50

0

0.5

1.0

1.5

2.0

2.5

0

10

20

30

40

50

60

70 Permitted load [kN]

Length of strut [m]

Univ. strut T5/5 - Top 50

10

20

30

40

50

60

70 Univ. strut T8/4 - Top 50

_{With no bracing on the strut*}

]

With bracing on the strut

^

_{With bracing on the strut}

+ 2 % longitudinal bridge slope

[

_{With bracing on the strut}

+ 4 % longitudinal bridge slope

*

Ensure that the frame sections

are adequately braced!

Min. angle between universal strut

and steel waling = 30 °

Universal strut Bracing Bracing Universal strut ] Z ] Z ] Z

(31)

Spindle struts - Top 50

Bracing

Spindle strut

Spindle strut T5/3-Top 50

Min. angle between strut

and steel waling = 30 °

Spindle strut Bracing

0

1.0

2.0

3.0

4.0 5.0 5.4

0

10

20

30

40

50

60

70 Permitted load [kN]

Length of strut [m]

Z ]

Spindle strut T8/4-Top 50

0

0.5

1.0

1.5

2.0

2.5

0

10

20

30

40

50

60

70 Permitted load [kN]

Length of strut [m]

70

50

40

30

20

10

0

60 Spindle struts T6, T7, T10

Spindle strut T6 100/150 cm

Spindle strut T7 150/200 cm

Spindle strut T7 200/250 cm

Spindle strut T7 250/300 cm

Spindle strut T7 305/355 cm

1.0

2.0

3.0

4.0

5.0

T7 150/200 cm T7 200/250 cm T6 100/150 cm T10 T7 305/355 cm T7 250/300 cm

Length of strut [m]

Permitted load [kN]

(32)

Panel stabilisers

Panel strut 340

Loadability data

Length extended Permissible load [kN] L [m] Pressure Tension 2.00 22.0 2.20 21.0 2.40 17.5 2.60 14.5 15 2.80 12.5 3.00 11.0 3.20 9.5 3.40 8.0

Loadability data

Length extended Permissible load [kN] L [m] Pressure Tension 3.20 30.0 3.40 30.0 3.60 30.0 3.80 25.5 4.00 21.5 4.20 19.0 4.40 16.5 30 4.60 15.0 4.80 13.5 5.00 12.0 5.20 11.0 5.40 10.0 5.50 9.5

Adjustable plumbing strut

Loadability data

Length extended Perm. axial pressure load [kN]

L [m] min. L halb. L max. L Tension

6.0 - 7.4 40.0 40.0 27.8

7.1 - 8.5 40.0 38.2 24.3

8.4 - 9.8 40.0 35.6 21.7

9.7 - 11.1 40.0 31.7 19.0 40

Univ. stabilising strut

Loadability data

Length extended Permissible load [kN] L [m] Pressure Tension 5.00 40 5.50 40 6.00 39 6.50 38 7.00 37 7.50 36 30 8.00 33 8.50 30 9.00 27 9.50 25 10.00 23

Top view of sway bracing

L Spindle element Intermediate piece 3.70 m Intermediate piece 2.40 m L max. 330.0 112,0

Panel strut 540

210.0 max. 505.0 L

Univ. stabilising strut foot Timber formwork beam H 20 Univ. stabilising strut head Nailed-on sway bracing made of 3/15 cm planks Unit spacing 'a' ≤ 100 cm

a

(33)

Doka form-ties

Elongation of the form-tie as a

per-centage of the loaded length of rod

Max. permissible service loads on tie rods

15.0

20.0 26.5*

Diameter d

₁

15.0

20.0

26.5 mm

Diameter d

₂

17.0

22.5

30.0 mm

Cross-sectional area

1.77

3.14

5.50 cm²

120

220

350 kN

* Only in DOKA sales range for Germany

0 0.05 0.10 0.15 0.20 0.25 0.30 0.35 50 100 150

Tie load [kN]

Elongation of loaded

length of rod [%]

Tie rod 20.0 Tie rod 15.0 Tie rod 26.5 200 250

∆

_{L ... Tie-rod elongation [mm]}

L ...

Length of tie-rod [m]

Z ...

Tie load [kN]

A ...

Cross-sectional area [cm²]

∆

_{L =}

L ⋅ Z

21 ⋅ A

d

₁

d

2

Max. permissible loadability

with 1.6 safety factor against

breaking load

(34)

Doka climbing formwork F

as per DIN 1055 for heights of up to 100 m above

general ground level

For wind speeds of up to

130 km/h

as per DIN 1055 for heights of up to 20 m above general

ground level.

2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

Formwork height [m]

Influence width per bracket [m]

With wind-load support Without wind-load support

For wind speeds of up to

150 km/h

2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0

Without wind-load support With wind-load support

For short-term work phases not

in the normal position, calculatory

safety is given for wind speeds of

up to 100 km/h.

The above calculation diagrams

are valid for climbing formwork

which conforms completely to

Doka's technical directions and

documentation.

Normal position

(35)

Doka climbing formwork MF

3.0 kN/m²

1.5 kN/m²

0.75 kN/m²

3.0 kN/m²

Wind loads:

In both positions

I

_{Formwork up against}

concrete

I

_{Formwork retracted}

³

full wind load as per

DIN 1055 part 4 is

permissible

- structure heights of up

to 100 m: 1.1 kN/m²

- structure heights of

over 100 m: 1.3 kN/m²

³

Working loads:

Vertical load per bracket: 50 kN

0

1

2

3

4

0

1

2

3

4

5

6 Formwork height [m]

A separate check must be made on the way the forces occurring are introduced into the concrete.

This diagram refers to the climbing

bracket MF used with both pressure strut

MF long and pressure strut MF short (it does

not refer to the adjustable variant, or to

when the formwork is used with automatic

climbers).

(36)

The adjustable plumbing strut must be set up in every bracket axis and fixed into the clamping lpoints.

If adjustable plumbing struts are set up on the folding platform, they may only be positioned in the bracket axis and fixed into the clamping points provided, using a tie rod 15.0/20

cm or tie rod 15.0 .

May only be fixed with tie-rod

15.0/20

cm.

Use of pre-stressed steel tie-rods is prohibited!

Loads at the sus-

pension point:

Horizontal load

Vertical

load

Column 3

Formwork on folding platform with

guy-braced formwork and bracket

Column 2

Formwork supported

on floor

Column 1

Formwork supported

on folding platform

The adjustable plumbing strut must be set up in every bracket axis and fixed into the clamping points provided, using a tie rod 15.0/20

cm or tie rod 15.0.

Bow head K-ES

Loads at the

suspension point:

Horizontal load

36 k N Vertical load 20 k N

Folding platforms

Fold. platfms A, B & K

14 k N 24 k N

Folding platform ES

Folding platform K +

14 k N 18 k N

(37)

*

above a wind speed of 55

km/h, the accident prevention regulations also stipulate restrictions in crane utilisation.

Scaffold category 2 to DIN 4420

_{(live load per unit area on folding platform}

and pouring platform 150

kg/m²)

For higher wind speeds (as indicated below) and when work is finished for the day or interrupted

for long periods, the measures described in

Columns 2 or 3 must be taken.

Scaffold category 2 to DIN 4420

kg/m²)

Scaffold category 2 to DIN 4420

kg/m²)

Permitted for folding platforms A manuf. from 1994 on. (Characteristic: Only 1 clamping point for

adjustable

plumbing strut

)

Suspension only permitted in top position

Inclusion of suspended folding platform or

_{suspended platform (scaffold cat.2) possible}

Planking bridge max. 1.0

m

Max. formwork height 5.50

m

Suspension only permitted in top position

Inclusion of suspended folding platform or

_{suspended platform (scaffold cat.2) possible}

Planking bridging only with extra bracket. Anchoring and guy-bracing as above.

Max. formwork height 3.75

m

Suspension only permitted in top position

Inclusion of suspended folding platform or

_{suspended platform (scaffold cat.2) possible}

Planking bridge max. 1.0 m

Suspension only permitted in top position

Inclusion of suspended folding platform or

_{suspended platform (scaffold cat.2) possible}

Planking bridge max. 1.0

m

Max. formwork height 5.50

m

Suspension only permitted in top position

Inclusion of suspended folding platform or

_{suspended platform (scaffold cat.2) possible}

Planking bridge max. 1.0

m

Formwork up to

4.00 m high

Wind speed

_{max. 45}

km/h

Formwork up to

3.00 m high

Wind speed

max. 55

km/h*

Formwork up to

3.00 m high

Wind speed

max. 55

km/h*

Formwork up to

4.00 m high

Wind speed

_{max. 45}

km/h

without inclusion of suspended folding

platform

Planking bridge max. 0.75

m

Formwork up to

3.00 m high

Wind speed

max. 55

km/h*

Formwork up to

4.00 m high

Wind speed

_{max. 45}

km/h

Suspension only permitted in top position

without inclusion of suspended folding

platform

Planking bridge max. 0.75

m

Max. formwork height 4.00

m

(38)

Shaft platforms

Structural design diagram for telescopic shaft-platform

beams with gravity pawls or main beam heads

Legend:

I = effective span of telescopic shaft-platform beam (clear shaft dimension)

Effective loading:

Formwork load (0.7 kN/m²) + effective loading divided over the whole

platform area (at least 2.0 kN/m²). If reinforcement is to be stored on the

platform an exact loading calculation will be necessary.

Permanent load:

Consists of boarding (0.3 kN/m² for 50 mm thick), transverse timbers

(6.0 kN/m³) and estimated main beam section.

][ 100 = 0.22 kN/m, ][ 120 = 0.27 kN/m, ][ 140 = 0.33 kN/m, ][ 160 = 0.38 kN/m

Width of influence:

Proportion of the whole width of the platform to the main beam. Except for

exceptional circumstances where more than two main beams are used this

q =

m² platform area

effective loading+permanent load

x

10

20

30

40 1,0

2,0

3,0

4,0

5,0

6,0

Length I [m]

Load q [kN/m]

1) 2) 3) 4) 5)

1) Telescopic shaft-platform beam 1.45 - 1.65 m 2) Telescopic shaft-platform beam 1.65 - 2.00 m 3) Telescopic shaft-platform beam 2.00 - 2.70 m 4) Telescopic shaft-platform beam 2.70 - 3.80 m 5) Telescopic shaft-platform beam 3.80 - 5.90 m

][ 160 ][ 140

][ 120 ][ 100

Telescopic shaft-platform beam Suspension with pawl Suspension with main beam head

Width of influence

of the beam

Max. capacity per lifting point:

Permissible vertical tensile force 2000 kg (20 kN)

(39)

Doka beam forming supports

Table:

Max. spacing of

beam-forming supports

Height H of

side

form-work

Without

Floor

floor

d=20 cm

d=30 cm

[cm]

[m]

30 1.65 (4.0)

₁₎

1.35 (1.7)

₁₎

1.30

35 1.55 (2.9)

₁₎

1.30

1.15

40 1.50 (2.2)

₁₎

1.20

0.95

45 1.40 (1.8)

₁₎

1.00

0.80

50

1.35

0.83

0.70

55

1.30

0.75

0.60

60

1.05

0.63

0.50

65

0.90

0.50

70

0.75

0.40

75

0.63

80

0.50

85

0.43

90

0.36 1) The values given in brackets apply where

sufficiently stiff side formworks are used.

Other heights and spacings are possible where

form-ties are incorporated. (Must be designed

on case-by-case basis).

Floor beam

without floor

H

Floor beam

with floor

H

Hd

H

The height (H) of the side formwork is decisive for

the structural design. For perimeter floor beams, it

is the height of the outside that is decisive.

Always position beam forming supports opposite

one another. For floor perimeters, suitably long end

transverse beams must be used.

The spacings given in the table are maximum

distances that must not be exceeded.

Perimeter

floor beam

Floor perimeter

With longitudinal timber formwork

beams H 20, or squared timbers

(40)

Dokaflex 20

The max. permitted spacing of the longitudinal beams depends upon the desired floor thickness and the

preselected spacing of the transverse beams - as well as upon the formwork sheathing. The max. permitted

spacing of the floor props is then determined by the spacing of the longitudinal beams and the floor thickness.

Spacing of transverse beams

Max. spacing of transverse beams [m]

with different types of sheathing

Floor thickness

Dokaplex 21 mm

3-SO 21 mm

3-SO 27 mm

up to 18 cm

0.75 m

0.750 m

0.75 m

up to 40 cm

0.67 m

0.670 m

0.75 m

up to 50 cm

0.50 m

0.625 m

0.67 m

Timber formwork beam Doka H 16 P

Max. permitted spacing Max. permitted spacing of longitudinal beams [m] of floor props [m]

Floor Total For a transverse-beam spacing [m] of: For a pre-selected longitudinal-beam spacing [m] of:

thickness load [cm] [kN/m²] 0.40 0.50 0.625 0.667 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 3.00 3.50 10 4.40 3.20 2.98 2.77 2.71 2.56 2.22 1.98 1.81 1.67 1.57 1.48 1.40 1.34 1.28 12 4.92 3.04 2.82 2.62 2.56 2.42 1.10 1.87 1.71 1.58 1.48 1.40 1.33 1.26 1.15 14 5.44 2.90 2.69 2.50 2.44 2.30 1.99 1.78 1.63 1.51 1.41 1.33 1.25 1.14 1.04 16 5.96 2.78 2.58 2.40 2.33 2.20 1.90 1.70 1.55 1.44 1.35 1.27 1.14 1.04 0.95 18 6.48 2.68 2.49 2.31 2.24 2.11 1.83 1.63 1.49 1.38 1.29 1.17 1.05 0.95 20 7.00 2.59 2.41 2.22 2.15 2.03 1.76 1.57 1.43 1.33 1.21 1.08 0.97 0.88 22 7.52 2.52 2.34 2.14 2.08 1.96 1.69 1.52 1.38 1.28 1.13 1.00 0.90 0.82 24 8.04 2.45 2.27 2.07 2.01 1.89 1.64 1.47 1.34 1.21 1.06 0.94 0.85 26 8.56 2.39 2.22 2.01 1.95 1.83 1.59 1.42 1.30 1.13 0.99 0.88 0.79 28 9.08 2.33 2.16 1.95 1.89 1.78 1.54 1.38 1.25 1.07 0.94 0.83 0.75 30 9.66 2.28 2.11 1.89 1.83 1.73 1.50 1.34 1.17 1.01 0.88 0.78 0.70 35 11.22 2.17 1.96 1.76 1.70 1.60 1.39 1.21 1.01 0.87 0.76 0.67 40 12.78 2.06 1.84 1.64 1.59 1.50 1.30 1.06 0.89 0.76 0.67 0.59 45 14.34 1.94 1.74 1.55 1.50 1.42 1.19 0.95 0.79 0.68 0.59 50 15.90 1.84 1.65 1.47 1.43 1.35 1.07 0.86 0.71 0.61 0.53

Timber formwork beam Doka H 20

Floor- Total For a transverse-beam For a pre-selected longitudinal-beam spacing [m] of:

thickness load spacing [m] of:

[cm] [kN/m²] 0.50 0.625 0.667 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 3.50 10 4.40 3.63 3.37 3.29 3.17 2.88 2.67 2.46 2.28 2.13 2.01 1.82 1.65 1.52 1.30 12 4.92 3.43 3.19 3.12 3.00 2.72 2.53 2.33 2.16 2.02 1.81 1.63 1.48 1.36 1.16 14 5.44 3.27 3.04 2.97 2.86 2.60 2.41 2.21 2.05 1.84 1.63 1.47 1.34 1.23 1.05 16 5.96 3.14 2.92 2.85 2.74 2.49 2.31 2.12 1.92 1.68 1.49 1.34 1.22 1.12 0.96 18 6.48 3.03 2.81 2.75 2.65 2.40 2.22 2.03 1.76 1.54 1.37 1.23 1.12 1.03 0.88 20 7.00 2.93 2.72 2.66 2.56 2.32 2.14 1.90 1.63 1.43 1.27 1.14 1.04 0.95 22 7.52 2.84 2.64 2.58 2.48 2.26 2.06 1.77 1.52 1.33 1.18 1.06 0.97 0.89 24 8.04 2.76 2.57 2.51 2.42 2.19 1.99 1.66 1.42 1.24 1.11 1.00 0.90 0.83 26 8.56 2.70 2.50 2.45 2.35 2.14 1.87 1.56 1.34 1.17 1.04 0.93 0.85 28 9.08 2.63 2.44 2.39 2.30 2.09 1.76 1.47 1.26 1.10 0.98 0.88 0.80 30 9.66 2.57 2.39 2.34 2.25 2.03 1.66 1.38 1.18 1.04 0.92 0.83 0.75 35 11.22 2.45 2.27 2.23 2.14 1.78 1.43 1.19 1.02 0.89 0.79 0.71 40 12.78 2.35 2.18 2.13 2.04 1.56 1.25 1.04 0.89 0.78 0.70 0.63

Max. permitted spacing of longitudinal beams

[m]

Max. permitted spacing of floor props [m]

(41)

Permitted prop loads

28.7 31.3 33.8 36.1 38.4 40.3 42.2 44.0 45.7 47.2 48.6 49.8 50.0 kN kN 23.2 44.9 24.7 47.9 26.3 50.0 27.7 29.4 kN 3 1 .0 32.5 32.5 34.2 34.2 35.9 35.9 36.5 36.5 kN 50.0 36.5 50.0 36.5 3 6 .5 36.5 Height l of prop in m kN Eco 20 Eurex 20 260 Eco 20 _{Eurex 20} 300 Eco 20 _{Eurex 20} 350 Eco 20 _{Eurex 20} 410 Eurex 20 550 Height l of prop in m Eurex 30 260 Eurex 30 300 Eurex 30 350 Eurex 30 410 kN kN kN

Floor props Eco 20

Floor props Eurex 20

Floor props Eurex 30

kN kN kN kN kN G550 G410 N410 N350 N300

Floor props N and G

Extension range from 3.05 m to 5.50 m

Extension range from 1.72 m to 3.00 m 5.5 5.4 5.3 5.2 5.1 5.0 4.9 4.8 4.7 4.6 4.5 4.4 4.3 4.2 kN 4.1 30.0 4.0 3.9 3.8 3.7 3.6 3.5 3 0 .0 3.4 3.3 3.2 3.1 3.0 3 0 .0 2.9 2.8 2.7 2.6 3 0 .0 2.5 2.4 2.3 30.0 2.2 2.1 2.0 3 0 .0 1.9 1.8 3 0 .0 1.7 1.6 3 0 .0 1.5 1.4 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 5.5 20.0 5.4 5.3 5.2 5.1 5.0 4.9 4.8 4.7 4.6 4.5 4.4 4.3 4.2 4.1 20.0 4.0 3.9 3.8 3.7 3.6 3.5 2 0 .0 3.4 3.3 3.2 3.1 3.0 2 0 .0 20.0 2.9 2.8 2.7 2.6 2 0 .0 2.5 2.4 2.3 20.0 2.2 2.1 2.0 2 0 .0 1.9 1.8 2 0 .0 1.7 1.6 2 0 .0 1.5 1.4 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 Extension range from 1.52 m to 2.60 m Extension range from 1.72 m to 3.00 m Extension range from 1.97 m to 3.50 m Extension range from 2.27 m to 4.10 m Extension range from 2.97 m to 5.50 m Extension range from 1.52 m to 2.60 m Extension range from 1.72 m to 3.00 m Extension range from 1.97 m to 3.50 m Extension range from 2.30 m to 4.10 m

Permitted loadability of Eco 20 props to

Ö

-Norm B 4009

Permitted loadability of Eurex 20 props to Draft EN 1065, Category D

(42)

Loadability for tableforms with U-head or screw-jack U-head

Tableforms d2

-supporting scaffold held at top

Used in conjunction with screw-jack U-head

≤

35 U-head directly on baseframe

≤

70 **Permitted loadability per leg* for tableforms**

with 1.80 m baseframe

51.2 kN

40.7 kN

31.0 kN

0 cm

20 cm

35 cm

Extension length of screw-jack U-head

**Permitted loadability per leg* for tableforms**

with 1.20 m baseframe and stacked tableforms

with any combination of 1.80 m and 1.20 m

baseframes.

51.4 kN

45.0 kN

36.2 kN

0 cm

20 cm

35 cm

Extension length of screw-jack U-head

Using heavy-duty screw-jack 70

Using telescopic spindle

Where telescopic spindles with

telescopic frame feet are used

instead of the heavy-duty

screw-jack 70, the permitted maximum

loadability values given in the table

must be limited to 36 kN.

(43)

Tower frames d2

-free standing supporting scaffold

Excerpt from Test Certificate N° V 66975/2 of the Technical Testing and Research Institute at the Technical

University of Vienna

Breaking load per leg where a horizontal load of 2 % of the vertical load

is acting simultaneously (test result)

Allowing for a safety factor of 2.50, the following loads per leg may be permitted:

3 5 180 180 180 2 5 600 100 100 152

V

H

Screw-jack U-head Horizontal diagonal Baseframe 1.80 m Horizontal brace Baseframe 1.80 m Diagonal brace Baseframe 1.80 m Screw-jack foot

V

_BREAK

=

144.00 kN

H

_BREAK

=

2.88 kN

V

_PERM

=

57.60 kN

(44)

0 10 20 30 40 50 60

L

_f

70 cm

L

_f

45 cm

0 10 20 30 40 50 0 10 20 30 40 50 60

Permitted load on leg F

v

(effective resistance) [kN]

Length L

_k

by which screw-jack U-head is extended [cm]

L

_f

15 cm

L

_f

30 cm

L

_f

60 cm

L

_f

70 cm

L

_f

45 cm

Aluxo

supporting scaffold held at top

1.0 - 2.5 m 1.5 m

F

_v

F

_v

F

_v

F

_v

L

f

L

k ∇ 2-storey, 1.80/1.20 frames ∇ 1-storey 1.20 frame ∇ 3-storey, 1.80/1.20 frames 1.0 - 2.5 m 1.5 m

F

_v

F

_v

F

_v

F

_v ∇ 1-storey 1.80 frame

L

f

L

k

Aluxo supporting scaffold

I

_{Bottom height adjustment:}

Heavy-duty screw-jack 70

or screw-jack foot

I

Top height adjustment:

U-head (direct) or screw-jack U-head

v

(effective resistance) [kN]

Calculation allowing for wind on the supporting scaffold

(45)

Aluxo

supporting scaffold held at top

10 20 30 40 50 60

Permitted load on leg F

v

(effective resistance) [kN]

L

_f

70 cm

L

_f

45 cm

0 10 20 30 40 50 60

Length L

_k

of telescopic tube [cm]

Permitted load on leg F

v

(effective resistance) [kN]

0 10 20 30 40 50 60 70 80

L

_f

70 cm

L

_f

45 cm

1.0 - 2.5 m 1.5 m

F

_v

F

_v

F

_v

F

_v

L

f

L

k ∇ 2-storey, 1.80/1.20 frames ∇ 1-storey 1.20 frame ∇ 3-storey, 1.80/1.20 frames 1.0 - 2.5 m 1.5 m

F

_v

F

_v

F

_v

F

_v ∇ 1-storey 1.80 frame

L

f

L

k

Aluxo supporting scaffold

I

Bottom height adjustment:

Heavy-duty screw-jack 70

or screw-jack foot

I

Top height adjustment:

Telescopic tube 70 and 4-way head H20

(46)

70.0 Permitted vertical load F

V

per leg[kN]

Height up to 6.0 m

50.0 Permitted vertical load F

V

per leg [kN]

bracing-strut plane

frame plane

bracing-strut plane

80.0

60.0

50.0

40.0

20.0

30.0

10.0 Permitted horizontal load F

_H

per leg [kN]

0

0.5

1.0

1.5

80.0

70.0

60.0

40.0

30.0

20.0

10.0 Staxo

free standing supporting scaffold

L

_F

max. 30 cm

L

_K

max. 30 cm

F

_V

F

_V

F

_V

F

_V 1.5 - 2.5 m max. 6.0 m

Staxo-frames

1.80 m, 1.20 m or

0.90 m

F

_H

F

_H

F

_H

F

_H

Screw jack

U-head or 4-way

screw-jackhead

Screw-jack foot

or heavy-duty

screw-jack 70

LK LF

Bracing-strut plane Frame plane

frame plane

bracing-strut plane

frame plane

L

_F

max. 20 cm

L

_K

max. 20 cm

(47)

Permitted vertical load F

V

per

leg [kN]

60.0 Height up to 8.0 m

Permitted horizontal load F

_H

per leg [kN]

0

0.5

1.0

1.5

80.0

70.0

50.0

40.0

30.0

20.0

10.0 frame plane

Permitted vertical load F

V

per

leg [kN]

80.0

70.0

60.0

50.0

40.0

30.0

20.0

10.0 frame plane

bracing strut plane

Staxo

free standing supporting scaffold

F

_V

F

_V

F

_V

F

_V 1.5 - 2.5 m max. 8.0 m

Staxo frame

1.80 m,1.20 m

or 0.90 m

F

_H

F

_H

F

_H

F

_H

Screw jack

U-head or 4-way

screw-jack head

Screw jack foot

or heavy duty

screw jack 70

Frame plane

Bracing-strut plane

LK LF

L

_F

max. 30 cm

L

_K

max. 30 cm

L

_F

max. 20 cm

L

_K

max. 20 cm

(48)

Permitted vertical load F

V

per leg [kN]

10.0

20.0

30.0

40.0

70.0

50.0

60.0 without wind

80.0 Permitted vertical load F

V

per leg [kN]

Staxo frames

assembled in any way

desired

Top and bottom Staxo

frames 1.20 or 0.90 m

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0 Staxo

supporting scaffold held at top

0

5

10

15 Height H of supporting scaffold [m]

without wind

with wind

F

_V

Bracing-strut or frame plane

F

_V

F

_V

F

_V H LK 1.5 - 2.5 m

Staxo-frames

1.80 m, 1.20 m

or 0.90 m

Screw-jack foot

or heavy-duty

screw-jack 70

LF

with wind

Screw jack

U-head or 4-way

screw-jack head

L

_F

max. 70 cm

L

_K

max. 35 cm

L

_F

max. 30 cm

L

_K

max. 30 cm