Doka Calculation Guide

The Formwork Experts

Regulations, standardsand tables

Design loadings

Design values for Dokasystem parts

Calculation informationWall formwork

Calculation informationFloor formwork

Tables

DokaCalculation Guide

Auszugslänge zul. axiale Last a. Druck [kN]

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

6,0 - 7,440,0 40,0 27,8

7,1 - 8,540,0 38,2 24,3

8,4 - 9,840,0 35,6 21,7

9,7 - 11,140,0 31,7 19,0 40

10,8 - 12,240,0 27,8 16,1

11,9 - 13,334,2 24,1 13,4

13,2 - 14,627,1 21,5 12,2

14,5 - 15,920,8 17,5

9,5

12/2002 NK

The Formwork Experts2

© by Doka Industrie GmbHA-3300 Amstetten

Reprinting and reproduction of this Calculation Aids documentation - even in part - is notpermissible without the express permission of Messrs. Doka Industrie GmbH.

DIN Standards are reproduced with the permission of DIN Deutsches Institut für Normunge.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-10787Berlin 30, shall be applicable.

We reserve the right to effect modifications in the interests of technical progress.

The Formwork Experts 3

TablesProfile tables Page 49Characteristic material values Page 62Frequently used formulae Page 66

Calculation information: Floor formworkBeam-forming supports Page 39Dokaflex 20 Page 41Tableforms d2 Page 42Tower frames d2 Page 43Supporting scaffold Aluxo Page 44Supporting scaffold Staxo Page 46

Calculation information: Wall formworkLarge-area formwork: Timber formwork beam Doka H 20 Page 22Steel walings Page 24Column formwork Page 26Supporting construction frames Page 28Struts Page 30Panel stabilisers Page 32Form ties Page 33Climbing formwork Page 34Folding platforms Page 36Shaft platforms Page 38

Design values for Doka system partsFormwork sheathing Page 11Timber beams Page 15Steel components Page 19

Design LoadingsVertical and horizontal loads Page 7Pressure of fresh concrete on vertical formwork Page 9

Regulations, Standards and TablesGeneral remarks Page 5



General remarksRegulations 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 dispositifd'extension

DIN 18.202 - Tolerances in building / Tolerances dimensionelles dans la constructionimmobilière

DIN 18.215 - Timber form boards for concrete and reinforced concrete structures, standarddimension 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> 1,50m, 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 fraichementmalaxé sur des coffrages verticaux

DIN 18.800 - Structural steelwork / Construction métalliques

DIN 68791 - Large area shuttering panels of core plywood for concrete and reinforcedconcrete / Panneaux de coffrage à grande surface en contreplaqué latté oulamellé 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/KrapfenbauerPublishers: Verlag Jugend und Volk

Stahl im Hochbau (Steel in building construction),Verein Deutscher EisenhüttenleutePublishers: Verlag Stahleisen, Düsseldorf

Stahlbauprofile (Structural steel sections)Verein Deutscher EisenhüttenleutePublishers: Verlag Stahleisen, Düsseldorf

Bautechnische Zahlentafeln (Numerical tables for construction engineering), Wendehorst/MuthPublishers: B.G. Teubner, Stuttgart

Holzbau Taschenbuch (Timber construction pocket book), Halász/ScheerPublishers: Verlag Wilhelm Ernst & Sohn, Berlin



Vertical and horizontal loadsVertical loads

Constant loadsSelf-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/m³Addition for fresh concrete 1 kN/m³

26 kN/m³

Horizontal loads

Pressure of fresh concretePressure of fresh concrete on vertical formwork - DIN 18.218

V100

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

Wind loadsWind loads as per DIN 1055, Part 4

Wind speed Dynamic Wind pressure w for wall pressure q formwork (Cf = 1.3)

0 to 8 m above ground 28.3 m/s 102 km/h 0.5 kN/m² 0.65 kN/m²8 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/m²over 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 cf (as a rule, thiswill be cf = 1.3 for wall formwork).

Horizontal loadssuch as tension loads from cables, thrust loads etc.

Lateral forces on balustradesHorizontal single load P = 0.3 kNin the most unfavourable position as defined by DIN 4420, Part 1


Pressure of fresh concrete onvertical formwork DIN 18 218

Consistency ranges Slump a Compaction vMeaning 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 vMeaning 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

flowing KF 49 to 60 -

to DIN 1045, Edition1980to DIN 1045, Edition 1972and DIN 18218

Consistency ranges of fresh concrete

September 1980

Prerequisites:

Weight of fresh concrete 25 kN/m³Setting of concrete 5 hTight formworkCompaction with internal vibratorFresh 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 7.00

10

20

30

40

50

60

70

80

90

100

110

120

130

140

0

1

2

3

4

5

Speed of placing vb [m/h]

Fres

h c

on

cret

e p

ress

ure

p

[kN

/m²]

Hyd

rost

atic

pre

ssu

re h

eig

ht

h [

m]

1.0

1.1

1.2

1.3

1.4

Co

mp

acti

on

acco

rdin

g t

o w

alz

Flow concre

te

K3

K1 5 · vb + 21

K210 · v b

+ 19

17 · vb + 17

14 · v b + 18


Pressure of fresh concrete onvertical formwork DIN 18 218

All other prerequisites as per DIN 18218:

Weight of fresh concrete 25 kN/m³Tight formworkCompaction with internal vibrator

Fresh concrete temperature 15 °Cwith setting retarded by 5 h

140

130

120

110

100

90

80

70

60

50

40

30

20

10

00 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7

Walls

Columns

Flow

con

cret

e

K2

K1

K3


Fres

h c

on

cret

e p

ress

ure

p [k

N/m

²]

140

130

120

110

100

90

80

70

60

50

40

30

20

10

00 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7

Walls

Columns

Flow

con

cret

e

K3

K2

K1


Fres

h c

on

cret

e p

ress

ure

p [k

N/m

²]

140

130

120

110

100

90

80

70

60

50

40

30

20

10

00 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7

Walls

Columns

Flow

concr

ete

K1

K2

K3

Fresh concrete temperature 15 °Cwithout retarding admix


Fres

h c

on

cret

e p

ress

ure

p [k

N/m

²]

140

130

120

110

100

90

80

70

60

50

40

30

20

10

00 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


Fres

h c

on

cret

e p

ress

ure

p [k

N/m

²]

Fresh concrete temperature 5 °Cwithout retarding admix

September 1980

Fresh concrete temperature 5 °Cwith setting retarded by 5 h

Flow concre

te



Deflection diagram Doka-3-SO-Panels 21 and 27 mm

Doka three-ply formwork sheets 3-SODoka three-ply formwork sheets GDoka three-ply board texture formwork sheetsDokadur-3S panels

The direction of grain in surface veneers lies at right angles to the supports.

4.0

3.5

3.0

2.5

2.0

1.5

0.5

1.0

20 60 7030 40 50 80

30.0 20

.0 kN

/m²

5.0

7.5

p [kN/m²]

Support spacing I [cm]

Def

lect

ion

[m

m]

80.0

100.

0

50.0

40.0

60.0

10.0

max pmtd M 15.0

2.5l/500

27 mmEJ = 15.4 kNm²/m(15 % moisturecontent)

L L L L L L

4.0

3.5

3.0

2.5

2.0

1.5

0.5

1.0

20 60 7030 40 50 8020

.0

10.0

7.540.0

30.0

2.5

5.0


Def

lect

ion

[m

m] 10

0.0

15.0

kN

/m²

80.0 60

.0 50.0

l/500

p [kN/m²]


L LLL L L

max pmtd M


Deflection diagramFinnish birch plywood

The direction of grain in surface veneers is of no importance.

1510 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


Def

lect

ion

[m

m]

80.0

100.

0

50.0

60.0 10

.0 k

N/m

²

5,0

l/500

p [kN/m²]


L L L L L L

20.0

15.0

7.5 5.0

2.5

1510 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


Def

lect

ion

[m

m]

50.0

60.0

30.0

100.

0

40.0

10.0

kN

/m²

l/500

p [kN/m²]


L L L L L L

80.0

max pmtd M

max. pmtd. M


The direction of grain in surface veneers is of no importance.

3.5

3.0

2.5

2.0

1.5

0,5

1.0

20 60 7030 40 50 80

60.0

30.0

15.0

20.0

7.5

5.0

2.5


Def

lect

ion

[m

m]

4.0

80.0

50.0

40.0

10.0

kN

/m²

l/500

p [kN/m²]


Deflection diagramFinnish 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


Def

lect

ion

[m

m]

80.0

100.

0

10.0

kN

/m²

l/500

2.5

p [kN/m²]


L L L L L L

Dokaplex formwork sheets, 21 mmDokadur-Plex panels, 21

60.0

max

. pm

td.

M

max. pmtd. M



Doka timber formwork beams

Design values

H 16 H 20 H 30 H 36

max. 8.5 11.0 15.0 17.0 kNpermitted Q

max. 2.7 5.0 13.5 17.0 kNmpermitted 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. supportspacing


Deflection diagramDoka timber formwork beams

Support spacing l [m]

Def

lect

ion

[m

m]

2.0

Support spacing l [m]

Def

lect

ion

[m

m]

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

123456789

1011

1213141516

1.0

2.0

kN/m

p [kN/m]

H20

p [kN/m]

H16

15.0

0 10.0

0

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

/m0

l/500

l/500

max. pmtd. M

max

. pm

td. Q

max. p

mtd

. M

max

. pm

td. Q


Deflection diagramDoka timber formwork beams

0

support spacing I [m]

Def

lect

ion

[m

m]

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

. per

m M

0

Support spacing I [m]

Def

lect

ion

[m

m]

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

. per

m Q

l/500

l/500

max

. pm

td.

M

max

. pm

td.

Q



Doka steel components

Steel walings G F Wx lxMaterial grade St-37 [kg/m] [cm²] [cm³] [cm4]

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 Wx lxMaterial grade St-37 [kg] [cm²] [cm³] [cm4]

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 129per 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


Deflection diagramSteel waling WS10 and WU12


Def

lect

ion

[m

m]

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


Def

lect

ion

[m

m]

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

7.510.0

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


Deflection diagramSteel waling WU14 and WU16


Def

lect

ion

[m

m]

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/m30

.0

40.0

50.0

75.0


Def

lect

ion

[m

m]

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.pmtd M

10.0

15.0

20.0

30.040

.0 kN

/m

50.0

75.0

L

L10

0.0max. p

mtd M


Large area formwork:Timber formwork beam Doka H20Max. 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 0.06 0

Waling load B [kN/m] 28 29 29 28 0

Waling load A [kN/m] 29 39 46 50 0



Max. span deflection [mm] 0.31 0.26 0.29 0.32 0.29

Max. cantilever-arm deflection [mm] 0 0.10 0.06 0.05 0.09

Waling load C [kN/m] 21 21 21 20 20






Max. cantilever-arm deflection [mm] 0 0 0 0 0



Formwork height 2.50 m



250

245

4012

0

A

hs

A

B

120

360

B

300

290

B

A

hs

160

4512

045

Pb

Pb

Pb

hs

C


Large area formwork:Timber formwork beam Doka H20




Max. cantilever-arm deflection [mm] 0 0 0 0 0

Waling load D [kN/m] 32 34 35 35 34


Waling load B [kN/m] 48 64 80 97 114





Max. cantilever-arm deflection [mm] 0.85 0.45 0.38 0.38 0.35

Waling load D [kN/m] 29 30 30 29 29









Max. cantilever-arm deflection [mm] 0.32 0.08 0.05 0.05 0.11





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

hs

Pb

D

C

B

A

500

A

B

C

hs

hs

C

D

155

155

150

45

B

A

600

590

Pb

490

120

120

120

45

400

390

125

125

45

Pb


90.0

Large area formwork:Doka steel walings Top 50Max. permissible waling load per m fornormal steel walings WS 10 Top 50 andWU 12 Top 50; respective anchor forces.

* Normally only used as compensating element, with one tie

Standard element 0.75 m*

Standard element 1.00 m*

Standard element 1.25 m





20 35

25.0 50.0

25.025.0 75.0

30.0 30.0

30.0 30.0115.0

52.5 52.595.0

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 84 123 123

76 86 112 126

Max

.p

erm

issi

ble

wal

ing

load

An

cho

r fo

rce

An

cho

r fo

rce

Max

.p

erm

issi

ble

wal

ing

load


Large area formwork:Doka steel walings Top 50

Max. permissible waling load per m fornormal steel walings WS 10 Top 50 andWU 12 Top 50; respective anchor forces.

WS 10 WU 12Top 50 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










55.0 55.0140.0

55.0 82.5 82.5 55.0

55.0 55.0

55.0 55.0120.0

55.0 55.0100.0100.0

55.0 55.0112.0 116.0 112.0

95.095.0

120.0

90.0

55.0 132.5 132.5125.0 55.0

55.0

130.0115.0

55.0

55.0

105.0

130.0

115.0 115.0

115.0 55.0

105.0

Max

.p

erm

issi

ble

wal

ing

load

An

cho

r fo

rce

An

cho

r fo

rce

Max

.p

erm

issi

ble

wal

ing

load


B 165 165 165 165 165 165A 40 40 40 40 40 40

C 170 170 170 170 170 170B 140 140 140 140 140 140A 40 40 40 40 40 40

D 150 150 150 150 150 150C 130 130 130 130 130 130B 130 130 130 130 130 130A 40 40 40 40 40 40

E 130 130 130 130D 130 130 130 130C 130 130 130 130B 130 130 130 130A 40 40 40 40

E 180 180 180 180D 150 150 150 150C 140 140 140 140B 140 140 140 140A 40 40 40 40

F 150 150 150 150E 140 140 140 140D 140 140 140 140C 140 140 140 140B 140 140 140 140A 40 40 40 40

G 140 140 140 140F 140 140 140 140E 140 140 140 140D 140 140 140 140C 140 140 140 140B 130 130 130 130A 40 40 40 40

G 195 195 195 195F 155 155 155 155E 140 140 140 140D 140 140 140 140C 140 140 140 140B 140 140 140 140A 40 40 40 40

Column formwork withsteel walings WS10 Top 50Waling 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 2 3 4 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 thelonger side.

Max. fresh-concrete pressure 90 kN/m²

Co

lum

n h

eig

ht

AB

CD

EF

G

Steel waling WS 10 Top 50Corner connecting

plate 90/50


C 135 135 135B 165 165 95 95 95A 40 40 30 30 30

D 135 135 135C 170 170 95 95 95B 140 140 95 95 95A 40 40 30 30 30

E 135 135 135D 170 170 100 100 100C 130 130 95 95 95B 110 110 95 95 95A 40 40 30 30 30

F 135 135 135E 150 150 100 100 100D 120 120 95 95 95C 120 120 95 95 95B 120 120 95 95 95A 40 40 30 30 30

G 135 135 135F 140 140 105 105 105E 120 120 95 95 95D 120 120 95 95 95C 120 120 95 95 95B 120 120 95 95 95A 40 40 30 30 30

H 135 135G 170 170 170 110 110F 120 120 120 95 95E 105 105 105 95 95D 105 105 105 95 95C 105 105 105 95 95B 105 105 105 95 95A 40 40 40 30 30

I 155 155H 165 165 165 110 110G 120 120 120 95 95F 105 105 105 95 95E 105 105 105 95 95D 105 105 105 95 95C 105 105 105 95 95B 105 105 105 95 95A 40 40 40 30 30

K 145 145I 160 110 110H 170 170 120 95 95G 140 140 105 95 95F 120 120 105 95 95E 120 120 105 95 95D 120 120 105 95 95C 120 120 105 95 95B 120 120 105 95 95A 40 40 40 30 30

Column formwork with steelwalings 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 5 5 6 6

10.0

9.0

8.0

7.0

6.0

5.0

4.0

3.0

AB

CD

EF

GH

IK

Co

lum

n h

eig

ht

Steel waling WU 12 Top 50Corner connecting

plate 90/50

The design dimensions forrectangular columns are those forthe longer side.

Max. fresh-concrete pressure90 kN/m²

Height ofcolumn[m]


Supporting construction frameVariable: Calculation

H

��VZ

�Z

H

�V

Formwork height up to 4.00 m

3.253.503.754.00

Pouringheight H

[m]

3.253.503.754.00

Influence width Influence width Influence width Influence widthe = 0.90 m e = 1.00 m e = 1.25 m e = 1.35 m

Anchor Shoring Anchor Shoring Anchor Shoring Anchor Shoringforce 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 93137 75 153 83 191 104150 89 167 99163 105 181 116


143 67 159 75 199 94 215 101159 82 177 91175 99 194 110191 117 212 130


2.502.753.003.25

Pouringheight H

[m]

2.502.753.003.25


Anchor Shoring Anchor Shoring Anchor Shoring Anchor Shoringforce Z force V force Z force V force Z force V force Z force V



87 31 96 34 120 43 130 4799 40 110 45 138 56 149 60

112 51 124 56 156 70 168 76125 62 139 69 173 86 187 93


95 32 106 36 133 45 143 48111 42 124 47 155 59 167 64127 54 141 60 177 75 191 81143 67 159 75 199 94

Anchor walings must be used that are of suitable size for the anchoring forces encountered. The bearingcapacity of the foundation / floor slab must also be checked.

Waling WU 14

for supportingconstr. frame

Waling WU 14

for supportingconstr. frame


Supporting construction frameUniversal F: Calculation


3.003.504.004.50

Pouringheight H

[m]

3.003.504.004.50


Anchor Spindle Anchor Spindle Anchor Spindle Anchor Spindleforce Z force V force Z force V force Z force V force Z force V



112 49 124 55 156 68 168 74137 73 153 81 191 101 206 110163 102 181 113 226 141 244 153188 135 209 150 262 188 283 203


127 53 141 59 177 73 191 79159 80 177 89 221 111 239 120191 114 212 126 265 158 286 170223 153 247 170 309 213 334 230

H

�Z

�V


4.505.005.506.00

Pouringheight H

[m]

4.505.005.506.00





188 94 209 105 262 131 283 142214 121 238 135 297 168 321 182239 151 266 168 332 210 359 227265 185 294 206 368 257 397 278


223 107 247 119 309 148 334 160255 139 283 154 354 193 382 208286 175 318 194 398 243 430 262318 215 354 239 442 299

H

�Z

�V

6.006.507.007.508.00

Pouringheight H

[m]





265 131 294 145 368 182 397 196290 157 322 174 403 218 435 235316 186 351 206 438 258 473 278341 216 379 241 474 301367 250 407 278

6.006.507.007.508.00


318 152 354 169 442 211 477 228350 184 389 204 486 255382 218 424 242414 255 460 284445 296 495 329


�V

�Z

H

Anchor walings must be used that are of suitable size for the anchoring forces encountered. The bearingcapacity of the foundation / floor slab must also be checked.


Universal struts - Top 50

0 0.5 1.0 1.5 2.0 2.50

10203040506070

Max

. per

mit

ted

load

[kN

]

Length of strut [m]

Univ. strut T5/3 - Top 50

0 0.5 1.0 1.5 2.0 2.50

10203040506070

Per

mit

ted

lo

ad [

kN]

Length of strut [m]


0 1.0 2.0 3.0 4.0 5.0 5.40

10203040506070

Per

mit

ted

lo

ad [

kN]

Length of strut [m]


� 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 strutand steel waling = 30 °

Universal strut

Bracing

Bracing

Universal strut

��

��

��


Spindle struts - Top 50

Bracing

Spindle strut

Spindle strut T5/3-Top 50

� Spindle not unscrewed = min. length�� Spindle unscrewed 18 cm = max. length

� Spindle not unscrewed = min. length�� Spindle unscrewed 12 cm = max. length

Min. angle between strutand steel waling = 30 °

Spindle strut

Bracing

0 1.0 2.0 3.0 4.0 5.0 5.40

10203040506070

Per

mit

ted

lo

ad [

kN]

Length of strut [m]

��

Spindle strut T8/4-Top 50

0 0.5 1.0 1.5 2.0 2.50

10203040506070

Per

mit

ted

lo

ad [

kN]

Length of strut [m]

�

�

70

50

40

30

20

10

0

60

Spindle struts T6, T7, T10

Spindle strut T6 100/150 cm





1.0 5.04.03.02.0

T7 150/200 cmT7 200/250 cm

T6 100/150 cm

T10

T7 305/355 cm

T7 250/300 cm

Length of strut [m]

Per

mit

ted

lo

ad [

kN]


Panel stabilisersPanel strut 340Loadability data

Length extended Permissible load [kN]

L [m] Pressure Tension2.00 22.02.20 21.02.40 17.52.60 14.5 152.80 12.53.00 11.03.20 9.53.40 8.0

Loadability data

Length extended Permissible load [kN]L [m] Pressure Tension

3.20 30.03.40 30.03.60 30.03.80 25.54.00 21.54.20 19.04.40 16.5 304.60 15.04.80 13.55.00 12.05.20 11.05.40 10.05.50 9.5

Adjustable plumbing strutLoadability 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 27.87.1 - 8.5 40.0 38.2 24.38.4 - 9.8 40.0 35.6 21.79.7 - 11.1 40.0 31.7 19.0 40

10.8 - 12.2 40.0 27.8 16.111.9 - 13.3 34.2 24.1 13.413.2 - 14.6 27.1 21.5 12.214.5 - 15.9 20.8 17.5 9.5

Univ. stabilising strutLoadability data

Length extended Permissible load [kN]

L [m] Pressure Tension

5.00 405.50 406.00 396.50 387.00 377.50 36 308.00 338.50 309.00 279.50 25

10.00 23

To

p v

iew

of s

way

bra

cin

g

L

Spindle element

Intermediate piece 3.70 m

Intermediate piece 2.40 m

Spindle element

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 bracingmade of 3/15 cm planksUnit spacing 'a' ≤ 100 cm

a

L


Doka form-tiesElongation 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 d1 15.0 20.0 26.5 mm

Diameter d2 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 loadedlength 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 ⋅ Z21 ⋅ A

d1

d2

Safety instruction:Never weld or heat tie rods - risk of fracture!Do not bend tie rods or load them perpendicular to the rod axis!

Max. permissible loadabilitywith 1.6 safety factor againstbreaking load


Doka climbing formwork F

as per DIN 1055 for heights of up to 100 m abovegeneral ground level

For wind speeds of up to130 km/has per DIN 1055 for heights of up to 20 m above generalground 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

Form

wo

rk h

eig

ht [

m]

Influence width per bracket [m]

With wind-load supportWithout wind-load support

For wind speeds of up to150 km/h

Influence width per bracket [m]0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

Form

wo

rk h

eig

ht [

m]

Without wind-load support With wind-load support

For short-term work phases notin the normal position, calculatorysafety is given for wind speeds ofup to 100 km/h.

The above calculation diagramsare valid for climbing formworkwhich conforms completely toDoka's technical directions anddocumentation.

Normal position

Guy-bracing


Doka climbing formwork MF

3.0kN/m²

1.5kN/m²

1.5kN/m²

0.75kN/m²

0.75kN/m²

3.0kN/m²

3.0kN/m²

Wind loads:

In both positions Formwork up against

concrete Formwork retracted

� full wind load as perDIN 1055 part 4 ispermissible- structure heights of up

to 100 m: 1.1 kN/m²- structure heights of

over 100 m: 1.3 kN/m²

��

��

Working loads: Working loads:

Vertical load per bracket: 50 kN

0 1 2 3 4Influence width per bracket [m]

0

1

2

3

4

5

6

Form

wo

rk h

eig

ht

[m]

Structure heights of over 100 mStructure heights of up to 100 m

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

This diagram refers to the climbingbracket MF used with both pressure strutMF long and pressure strut MF short (it doesnot refer to the adjustable variant, or towhen the formwork is used with automaticclimbers).


Th

e ad

just

able

plu

mb

ing

str

ut m

ust

be

set u

p in

eve

ryb

rack

et a

xis

and

fixe

d in

to th

e cl

amp

ing

lpo

ints

.If

adju

stab

le p

lum

bin

g s

tru

ts a

re s

et u

p o

n t

he

fold

ing

pla

tfo

rm,

they

may

on

ly b

e p

osi

tion

ed i

n t

he

bra

cket

axis

an

d fi

xed

into

the

clam

pin

g p

oin

ts p

rovi

ded

, usi

ng

a tie

ro

d 1

5.0/

20cm

or

tie r

od

15.

0 .

May

on

ly b

e fix

ed w

ith ti

e-ro

d15

.0/2

0cm

.U

se o

f pre

-str

esse

d s

teel

tie-

rod

s is

pro

hib

ited

!

Load

s at

th

e su

s-p

ensi

on

po

int:

Ho

rizo

nta

l lo

adV

erti

cal l

oad

Co

lum

n 3

Form

wor

k on

fold

ing

plat

form

wit

hgu

y-br

aced

form

wor

k an

d br

acke

t

Co

lum

n 2

Form

wo

rk s

up

po

rted

on

flo

or

Co

lum

n 1

Form

wo

rk s

up

po

rted

on

fold

ing

pla

tfo

rm

Th

e ad

just

able

plu

mb

ing

str

ut m

ust

be

set u

p in

eve

ryb

rack

et a

xis

and

fix

ed i

nto

th

e cl

amp

ing

po

ints

pro

vid

ed, u

sin

g a

tie

rod

15.

0/20

cm o

r tie

ro

d 1

5.0.

Bo

w h

ead

K-E

S

Load

s at

th

esu

spen

sio

n p

oin

t:

Ho

rizo

nta

l lo

ad

36kN

Ver

tica

l lo

ad

20kN

Folding platforms

Fold

. p

latf

ms

A,

B &

K14

kN24

kN

Fold

ing

pla

tfo

rm E

SFo

ldin

g p

latf

orm

K +

14kN

18kN


*ab

ove

a w

ind

sp

eed

of 5

5km

/h, t

he

acci

den

t pre

ven

tio

n r

egu

lati

on

s al

so s

tip

ula

te r

estr

icti

on

s in

cra

ne

uti

lisat

ion

.

Sca

ffo

ld c

ateg

ory

2 t

o D

IN 4

420

(live

load

per

un

it ar

ea o

n fo

ldin

g p

latf

orm

and

po

uri

ng

pla

tfo

rm 1

50kg

/m²)

For

hig

her

win

d s

pee

ds

(as

ind

icat

ed b

elo

w) a

nd

wh

en w

ork

is fi

nis

hed

for

the

day

or

inte

rru

pte

dfo

r lo

ng

per

iod

s, th

e m

easu

res

des

crib

ed in

Co

lum

ns

2 o

r 3

mu

st b

e ta

ken

.

Sca

ffo

ld c

ateg

ory

2 t

o D

IN 4

420

(live

load

per

un

it ar

ea o

n fo

ldin

g p

latf

orm

and

po

uri

ng

pla

tfo

rm 1

50kg

/m²)

Sca

ffo

ld c

ateg

ory

2 t

o D

IN 4

420

(live

load

per

un

it ar

ea o

n fo

ldin

g p

latf

orm

and

po

uri

ng

pla

tfo

rm 1

50kg

/m²)

Per

mitt

ed fo

r fo

ldin

g p

latf

orm

s A

man

uf.

fro

m 1

994

on

.(C

har

acte

rist

ic: O

nly

1 c

lam

pin

g p

oin

t fo

r ad

just

able

plu

mb

ing

str

ut )

Sus

pens

ion

only

per

mitt

ed in

top

posi

tion

Incl

usio

n of

sus

pend

ed fo

ldin

g pl

atfo

rm o

rsu

spen

ded

plat

form

(sca

ffol

d ca

t.2) p

ossi

ble

Plan

king

bri

dge

max

. 1.0

m

Max

. for

mw

ork

heig

ht 5

.50

m

Sus

pens

ion

only

per

mitt

ed in

top

posi

tion

Incl

usio

n of

sus

pend

ed fo

ldin

g pl

atfo

rm o

rsu

spen

ded

plat

form

(sca

ffol

d ca

t.2) p

ossi

ble

Pla

nki

ng

bri

dg

ing

on

ly w

ith e

xtra

bra

cket

.A

nch

ori

ng

an

d g

uy-

bra

cin

g a

s ab

ove

.

Max

. for

mw

ork

heig

ht 3

.75

m

Sus

pens

ion

only

per

mitt

ed in

top

posi

tion

Incl

usio

n of

sus

pend

ed fo

ldin

g pl

atfo

rm o

rsu

spen

ded

plat

form

(sc

affo

ld c

at.2

) po

ssib

le

Plan

king

bri

dge

max

. 1.0

m

Sus

pens

ion

only

per

mitt

ed in

top

posi

tion

Incl

usio

n of

sus

pend

ed fo

ldin

g pl

atfo

rm o

rsu

spen

ded

plat

form

(sca

ffol

d ca

t.2) p

ossi

ble

Plan

king

bri

dge

max

. 1.0

m

Max

. for

mw

ork

heig

ht 5

.50

m

Sus

pens

ion

only

per

mitt

ed in

top

posi

tion

Incl

usio

n of

sus

pend

ed fo

ldin

g pl

atfo

rm o

rsu

spen

ded

plat

form

(sca

ffol

d ca

t.2) p

ossi

ble

Plan

king

bri

dge

max

. 1.0

m

Form

wor

k up

to4.

00m

hig

h

Win

d sp

eed

max

. 45

km/h

Form

wor

k up

to3.

00m

hig

h

Win

d sp

eed

max

. 55

km/h

*

Form

wor

k up

to3.

00m

hig

h

Win

d sp

eed

max

. 55

km/h

*

Form

wor

k up

to4.

00m

hig

h

Win

d sp

eed

max

. 45

km/h

with

out i

nclu

sion

of s

uspe

nded

fold

ing

plat

form

Plan

king

bri

dge

max

. 0.7

5m

Form

wor

k up

to3.

00m

hig

h

Win

d sp

eed

max

. 55

km/h

*

Form

wor

k up

to4.

00m

hig

h

Win

d sp

eed

max

. 45

km/h

Sus

pens

ion

only

per

mitt

ed in

top

posi

tion

with

out i

nclu

sion

of s

uspe

nded

fold

ing

plat

form

Plan

king

bri

dge

max

. 0.7

5m

Max

. for

mw

ork

heig

ht 4

.00

m

Fold

ing

pla

tfo

rm E

S

Fold

ing

pla

tfo

rm K

+B

ow

hea

dK

-ES

Fold

ing

pla

tfo

rm A

Fold

ing

pla

tfo

rm K

Fold

ing

pla

tfo

rm B


Shaft platformsStructural design diagram for telescopic shaft-platformbeams 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 wholeplatform area (at least 2.0 kN/m²). If reinforcement is to be stored on theplatform 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 forexceptional circumstances where more than two main beams are used thiswidth is always b/2.

Note: The reaction is limited by the pawl mounting / universal climbing cone 15.0plus cone screw B 7 cm to A = 40 kN.

q =m² platform area

effective loading+permanent loadx

10

20

30

40

1,0 2,0 3,0 4,0 5,0 6,0Length I [m]

Load

q [

kN/m

]

1) 2) 3) 4) 5)

1) Telescopic shaft-platform beam 1.45 - 1.65 m2) Telescopic shaft-platform beam 1.65 - 2.00 m3) Telescopic shaft-platform beam 2.00 - 2.70 m4) Telescopic shaft-platform beam 2.70 - 3.80 m5) Telescopic shaft-platform beam 3.80 - 5.90 m

][ 160

][ 140

][ 120

][ 100

Telescopic shaft-platform beam

Suspensionwith pawl

Suspensionwith mainbeam head

Width of influenceof the beam

Max. capacity per lifting point:Permissible vertical tensile force2000 kg (20 kN)


Doka beam forming supportsTable:

Max. spacing ofbeam-forming supports

Height H of side form-

work Without Floor Floorfloor d=20 cm d=30 cm

[cm] [m] [m] [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 wheresufficiently stiff side formworks are used.

Other heights and spacings are possible whereform-ties are incorporated. (Must be designedon case-by-case basis).

Floor beamwithout floor

H

Floor beamwith floor

H

Hd

HThe height (H) of the side formwork is decisive forthe structural design. For perimeter floor beams, itis the height of the outside that is decisive.

Always position beam forming supports oppositeone another. For floor perimeters, suitably long endtransverse beams must be used.

The spacings given in the table are maximumdistances that must not be exceeded.

Perimeterfloor beam

Floor perimeter

With longitudinal timber formworkbeams H 20, or squared timbers

With vertical side beams H 20


Dokaflex 20The max. permitted spacing of the longitudinal beams depends upon the desired floor thickness and thepreselected spacing of the transverse beams - as well as upon the formwork sheathing. The max. permittedspacing of the floor props is then determined by the spacing of the longitudinal beams and the floor thickness.

Spacing of transverse beamsMax. spacing of transverse beams [m]

with different types of sheathingFloor thickness Dokaplex 21 mm 3-SO 21 mm 3-SO 27 mm

up to 18 cm 0.75 m 0.750 m 0.75 mup to 40 cm 0.67 m 0.670 m 0.75 mup to 50 cm 0.50 m 0.625 m 0.67 m

Timber formwork beam Doka H 16 PMax. 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

45 14.34 2.26 2.10 2.04 1.93 1.39 1.12 0.93 0.80 0.70 0.62 0.56

50 15.90 2.18 2.01 1.94 1.83 1.26 1.01 0.84 0.72 0.63 0.56

These tables allow for a live load of 20% of the self-weight of the fresh concrete, but not less than1.5 kN/m² (150 kp/m²). The mid-span deflection has been limited to l/500.

Max. permitted spacingof longitudinal beams

[m]

Max. permitted spacingof floor props [m]


Permitted prop loads

5.5

28.7

5.4

31.3

5.3

33.8

5.2

36.1

5.1

38.4

5.0

40.3

4.9

42.2

4.8

44.0

4.7

45.7

4.6

47.2

4.5

48.6

4.4

49.8

4.3

50.0

4.2

kNkN

4.1

23.2

44.9

4.0

24.7

47.9

3.9

26.3

50.0

3.8

27.7

3.7

29.4

3.6

kN31

.03.

532

.532

.53.

434

.234

.23.

335

.935

.93.

236

.536

.53.

1kN

50.0

3.0

36.5

2.9

2.8

2.7

kN2.

636

.52.

52.

450

.02.

336

.52.

22.

12.

036

.51.

91.

836

.51.

71.

636

.51.

51.

41.

31.

21.

11.

00.

90.

80.

70.

60.

50.

40.

30.

20.

1

Hei

gh

t l o

f pro

pin

mkN

Eco

20

Eu

rex

2026

0

Eco

20

Eu

rex

2030

0

Eco

20

Eu

rex

2035

0

Eco

20

Eu

rex

2041

0E

ure

x 20

550

Hei

gh

t l o

f pro

pin

m

Eu

rex

3026

0E

ure

x 30

300

Eu

rex

3035

0E

ure

x 30

410

kN

kN

kN

Flo

or

pro

ps

Eco

20

Flo

or

pro

ps

Eu

rex

20

Flo

or

pro

ps

Eu

rex

30

kN

kN

kN

kN

Hei

gh

t l o

f pro

pin

mkN

G55

0G

410

N41

0N

350

N30

0N

260

Flo

or

pro

ps

N a

nd

G

Exte

nsio

nra

nge

from

3.0

5 m

to 5

.50

m

Exte

nsio

nra

nge

from

2.3

0 m

to 4

.10

m

Exte

nsio

nra

nge

from

2.3

0 m

to 4

.10

m

Exte

nsio

nra

nge

from

1.9

7 m

to 3

.50

m

Exte

nsio

nra

nge

from

1.7

2 m

to 3

.00

m

Exte

nsio

nra

nge

von

1.52

mbi

s 2.

60 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

kN4.

130

.04.

03.

93.

83.

73.

63.

530

.03.

43.

33.

23.

13.

030

.02.

92.

82.

72.

630

.02.

52.

42.

330

.02.

22.

12.

030

.01.

91.

830

.01.

71.

630

.01.

51.

41.

31.

21.

11.

00.

90.

80.

70.

60.

50.

40.

30.

20.

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

20.0

3.4

3.3

3.2

3.1

3.0

20.0

20.0

2.9

2.8

2.7

2.6

20.0

2.5

2.4

2.3

20.0

2.2

2.1

2.0

20.0

1.9

1.8

20.0

1.7

1.6

20.0

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

Exte

nsio

nra

nge

from

1.5

2 m

to 2

.60

m

Exte

nsio

nra

nge

from

1.7

2 m

to 3

.00

m

Exte

nsio

nra

nge

from

1.9

7 m

to 3

.50

m

Exte

nsio

nra

nge

from

2.2

7 m

to 4

.10

m

Exte

nsio

nra

nge

from

2.9

7 m

to 5

.50

m

Exte

nsio

nra

nge

from

1.5

2 m

to 2

.60

m

Exte

nsio

nra

nge

from

1.7

2 m

to 3

.00

m

Exte

nsio

nra

nge

from

1.9

7 m

to 3

.50

m

Exte

nsio

nra

nge

from

2.3

0 m

to 4

.10

m

Per

mit

ted

load

abili

ty a

s d

eter

min

ed b

y

exp

erim

ents

at t

he

Tec

hn

ical

Un

iver

sity

of V

ien

na

Per

mit

ted

load

abili

ty o

f Eco

20

pro

ps

to Ö

-No

rm B

400

9

Per

mit

ted

load

abili

ty o

f Eu

rex

20 p

rop

s

to D

raft

EN

106

5,

Cat

ego

ry D

Per

mit

tted

load

abili

ty o

f Eu

rex

30 p

rop

s

to D

raft

EN

106

5,

Cat

ego

ry E


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

≤70

U-head directly on baseframe

≤70

Permitted loadability per leg* for tableformswith 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 tableformswith 1.20 m baseframe and stacked tableformswith any combination of 1.80 m and 1.20 mbaseframes.

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 withtelescopic frame feet are usedinstead of the heavy-duty screw-jack 70, the permitted maximumloadability values given in the tablemust be limited to 36 kN.


Tower frames d2 -free standing supporting scaffoldExcerpt from Test Certificate N° V 66975/2 of the Technical Testing and Research Institute at the TechnicalUniversity of Vienna

Breaking load per leg where a horizontal load of 2 % of the vertical loadis acting simultaneously (test result)

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

3518

018

018

025

600

100 100 152

V V V

H H 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

VBREAK = 144.00 kN

HBREAK = 2.88 kN

VPERM = 57.60 kN

HPERM = 1.15 kN


0 10 20 30 40 500

10

20

30

40

50

60

Lf 70 cm

Lf 45 cm

0 10 20 30 40 500

10

20

30

40

50

60

Per

mit

ted

load

on

leg

Fv

(eff

ecti

ve r

esis

tan

ce)

[kN

]

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

Lf 15 cm

Lf 30 cm

Lf 60 cm

Lf 70 cm

Lf 45 cm

Aluxosupporting scaffold held at top

1.0 - 2.5 m 1.5 m

Fv Fv FvFv

L fL k

∇ 2-storey,1.80/1.20 frames

∇ 1-storey1.20 frame


1.0 - 2.5 m 1.5 m

FvFv FvFv


L fL k

Aluxo supporting scaffold

Bottom height adjustment:Heavy-duty screw-jack 70or screw-jack foot

Top height adjustment:U-head (direct) or screw-jack U-head

Per

mit

ted

load

on

leg

Fv

(eff

ecti

ve r

esis

tan

ce)

[kN

]

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

Calculationallowing for windon the supportingscaffold


Aluxosupporting scaffold held at top

0 10 20 30 40 50 60 70 800

10

20

30

40

50

60

Per

mit

ted

load

on

leg

Fv

(eff

ecti

ve r

esis

tan

ce)

[kN

]

Lf 70 cm

Lf 45 cm

Length Lk of telescopic tube [cm]

0

10

20

30

40

50

60

Length Lk of telescopic tube [cm]

Per

mit

ted

load

on

leg

Fv

(eff

ecti

ve r

esis

tan

ce)

[kN

]

0 10 20 30 40 50 60 70 80

Lf 70 cm

Lf 45 cm

1.0 - 2.5 m 1.5 m

Fv Fv FvFv

L fL k




1.0 - 2.5 m 1.5 m

FvFv FvFv


L fL k

Aluxo supporting scaffold

Bottom height adjustment:Heavy-duty screw-jack 70or screw-jack foot

Top height adjustment:Telescopic tube 70 and 4-way head H20



70.0

Per

mit

ted

ver

tica

l lo

ad

F V p

er le

g[k

N]

Height up to 6.0 m

50.0

Per

mit

ted

ver

tica

l lo

ad F

V p

er le

g

[kN

]

Permitted horizontal load FH per leg [kN]

bracing-strut plane

frame plane

bracing-strut plane

0 0.5 1.0 1.5

80.0

60.0

50.0

40.0

20.0

30.0

10.0

Permitted horizontal load FH per leg [kN]0 0.5 1.0 1.5

80.0

70.0

60.0

40.0

30.0

20.0

10.0

Staxofree standing supporting scaffold

LF max. 30 cmLK max. 30 cm

FVFV FVFV

1.5 - 2.5 m

max

.6.0

m

Staxo-frames1.80 m, 1.20 m or0.90 m

FH FHFH FH

Screw jack U-head or 4-wayscrew-jackhead

Screw-jack footor heavy-dutyscrew-jack 70

L KL F

Bracing-strut plane Frame plane

frame planebracing-strut plane

frame plane




Per

mit

ted

ver

tica

l lo

ad F

Vp

erle

g [

kN]

60.0

Height up to 8.0 m

Permitted horizontal load FH 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

Per

mit

ted

ver

tica

l lo

ad F

V p

erle

g [

kN] 80.0

70.0

60.0

50.0

40.0

30.0

20.0

10.0

0 0.5 1.0 1.5Permitted horizontal load FH per leg [kN]

frame planebracing strut plane

bracing strut plane

Staxofree standing supporting scaffold

FVFV FVFV

1.5 - 2.5 m

max

.8.0

m

Staxo frame1.80 m,1.20 mor 0.90 m

FH FHFH FH

Screw jack U-head or 4-wayscrew-jack head

Screw jack footor heavy dutyscrew jack 70

Frame planeBracing-strut plane

L KL F





Per

mit

ted

ver

tica

l lo

ad F

Vp

er l

eg [

kN]

10.0

20.0

30.0

40.0

70.0

50.0

60.0

0 5 10 15

without wind

80.0

Per

mit

ted

ver

tica

l lo

ad F

V p

er le

g

[kN

]

Staxo framesassembled in any waydesired

Top and bottom Staxoframes 1.20 or 0.90 m

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

Staxosupporting scaffold held at top

0 5 10 15

Height H of supporting scaffold [m]

Height H of supporting scaffold [m]

without windwith wind

FV

Bracing-strut or frame planeFV FVFV

H

L K

1.5 - 2.5 m

Staxo-frames1.80 m, 1.20 mor 0.90 m

Screw-jack footor heavy-dutyscrew-jack 70 L F

with wind

Screw jackU-head or 4-wayscrew-jack head





I-beams

Excerpt from "Stahlbauprofile" (Structural steel sections), 16th reprint

Des

ign

atio

n DimensionsSection properties

weak axis z-zstrong axis y-y

h b tw tf r1 r2 A G Iy Wy Wpl,y iy Iz Wz Wpl,z iz IT

mm mm mm mm mm mm cm2 kg/m cm4 cm3 cm3 cm cm4 cm3 cm3 cm cm4

IPN 80 80 42 3.9 5.9 3.9 2.3 7.6 5.9 77.8 19.5 22.8 3.2 6.3 3. 5. 0.91 0.87IPN 100 100 50 4.5 6.8 4.5 2.7 10.6 8.3 171. 34.2 39.8 4.01 12.2 4.9 8.1 1.07 1.6IPN 120 120 58 5.1 7.7 5.1 3.1 14.2 11.1 328. 54.7 63.6 4.81 21.5 7.4 12.4 1.23 2.71IPN 140 140 66 5.7 8.6 5.7 3.4 18.3 14.3 573. 81.9 95.4 5.61 35.2 10.7 17.9 1.4 4.32IPN 160 160 74 6.3 9.5 6.3 3.8 22.8 17.9 935. 117. 136. 6.4 54.7 14.8 24.9 1.55 6.57IPN 180 180 82 6.9 10.4 6.9 4.1 27.9 21.9 1450. 161. 187. 7.2 81.3 19.8 33.2 1.71 9.58IPN 200 200 90 7.5 11.3 7.5 4.5 33.4 26.2 2140. 214. 250. 8. 117. 26. 43.5 1.87 13.5IPN 220 220 98 8.1 12.2 8.1 4.9 39.5 31.1 3060. 278. 324. 8.8 162. 33.1 55.7 2.02 18.6IPN 240 240 106 8.7 13.1 8.7 5.2 46.1 36.2 4250. 354. 412. 9.59 221. 41.7 70. 2.2 25.IPN 260 260 113 9.4 14.1 9.4 5.6 53.3 41.9 5740. 442. 514. 10.4 288. 51. 85.9 2.32 33.5IPN 280 280 119 10.1 15.2 10.1 6.1 61. 47.9 7590. 542. 632. 11.1 364. 61.2 103. 2.45 44.2IPN 300 300 125 10.8 16.2 10.8 6.5 69. 54.2 9800. 653. 762. 11.9 451. 72.2 121. 2.56 56.8IPN 320 320 131 11.5 17.3 11.5 6.9 77.7 61. 12510. 782. 914. 12.7 555. 84.7 143. 2.67 72.5IPN 340 340 137 12.2 18.3 12.2 7.3 86.7 68. 15700. 923. 1080. 13.5 674. 98.4 166. 2.8 90.4IPN 360 360 143 13. 19.5 13. 7.8 97. 76.1 19610. 1090. 1276. 14.2 818. 114. 194. 2.9 115.IPN 380 380 149 13.7 20.5 13.7 8.2 107. 84. 24010. 1260. 1482. 15. 975. 131. 221. 3.02 141.IPN 400 400 155 14.4 21.6 14.4 8.6 118. 92.4 29210. 1460. 1714. 15.7 1160. 149. 253. 3.13 170.IPN 450 450 170 16.2 24.3 16.2 9.7 147. 115. 45850. 2040. 2400. 17.7 1730. 203. 345. 3.43 267.IPN 500 500 185 18. 27. 18. 10.8 179. 141. 68740. 2750. 3240. 19.6 2480. 268. 456. 3.72 402.IPN 550 550 200 19. 30. 19. 11.9 212. 166. 99180. 3610. 4240. 21.6 3490. 349. 592. 4.02 544.

European standard beams

h depth of section I moment of inertia

b width of section W elastic section modulus

tw web thickness Wpl plastic section modulus

tf flange thickness i radius of gyration

r1 radius of root fillet IT torsional constant

r2 toe radius

A sectional area

G weight per meter



IPE-beams

h b tw tf r hi A G Iy Wy Wpl,y iy Iz Wz Wpl,z iz IT


IPE 80 80 46 3.8 5.2 5 69.6 7.6 6. 80.1 20. 23.2 3.24 8.5 3.7 5.8 1.05 0.7IPE 100 100 55 4.1 5.7 7 88.6 10.3 8.1 171. 34.2 39.4 4.07 15.9 5.8 9.2 1.24 1.2IPE 120 120 64 4.4 6.3 7 107.4 13.2 10.4 317.8 53. 60.7 4.9 27.7 8.7 13.6 1.45 1.74IPE 140 140 73 4.7 6.9 7 126.2 16.4 12.9 541.2 77.3 88.3 5.74 44.9 12.3 19.3 1.65 2.45IPE 160 160 82 5. 7.4 9 145.2 20.1 15.8 869.3 108.7 123.9 6.58 68.3 16.7 26.1 1.84 3.6IPE 180 180 91 5.3 8. 9 164. 24. 18.8 1317. 146.3 166.4 7.42 100.9 22.2 34.6 2.05 4.79IPE 200 200 100 5.6 8.5 12 183. 28.5 22.4 1943. 194.3 220.6 8.26 142.4 28.5 44.6 2.24 6.98IPE 220 220 110 5.9 9.2 12 201.6 33.4 26.2 2772. 252. 285.4 9.11 204.9 37.3 58.1 2.48 9.07IPE 240 240 120 6.2 9.8 15 220.4 39.1 30.7 3892. 324.3 366.6 9.97 283.6 47.3 73.9 2.69 12.88IPE 270 260 135 6.6 10.2 15 249.6 45.9 36.1 5790. 428.9 484. 11.23 419.9 62.2 97. 3.02 15.94IPE 300 300 150 7.1 10.7 15 278.6 53.8 42.2 8356. 557.1 628.4 12.46 603.8 80.5 125.2 3.35 20.12IPE 330 330 160 7.5 11.5 18 307. 62.6 49.1 11770. 713.1 804.3 13.71 788.1 98.5 153.7 3.55 28.15IPE 360 360 170 8. 12.7 18 334.6 72.7 57.1 16270. 903.6 1019. 14.95 1043. 122.8 191.1 3.79 37.32IPE 400 400 180 8.6 13.5 21 373. 84.5 66.3 23130. 1156. 1307. 16.55 1318. 146.4 229. 3.95 51.08IPE 450 450 190 9.4 14.6 21 420.8 98.8 77.6 33740. 1500. 1702. 18.48 1676. 176.4 276.4 4.12 66.87IPE 500 500 200 10.2 16. 21 468. 115.5 90.7 48200. 1928. 2194. 20.43 2142. 214.2 335.9 4.31 89.29IPE 550 550 210 11.1 17.2 24 515.6 134.4 106. 67120. 2441. 2787. 22.35 2668. 254.1 400.5 4.45 123.2IPE 600 600 220 12. 19. 24 562. 156. 122. 92080. 3069. 3512. 24.3 3387. 307.9 485.6 4.66 165.4

IPE O 180 182 92 6. 9. 9 164. 27.1 21.3 1505. 165.4 189.1 7.45 117.3 25.5 39.9 2.08 6.76IPE O 200 202 102 6.2 9.5 12 183. 32. 25.1 2211. 218.9 249.4 8.32 168.9 33.1 51.9 2.3 9.45IPE O 220 222 112 6.6 10.2 12 201.6 37.4 29.4 3134. 282.3 321.1 9.16 239.8 42.8 66.9 2.53 12.27IPE O 240 242 122 7. 10.8 15 220.4 43.7 34.3 4369. 361.1 410.3 10. 328.5 53.9 84.4 2.74 17.18IPE O 270 274 136 7.5 12.2 15 249.6 53.8 42.3 6947. 507.1 574.6 11.36 513.5 75.5 117.7 3.09 24.9IPE O 300 304 152 8. 12.7 15 278.6 62.8 49.3 9994. 657.5 743.8 12.61 745.7 98.1 152.6 3.45 31.06IPE O 330 334 162 8.5 13.5 18 307. 72.6 57. 13910. 833. 942.8 13.84 960.4 118.6 185. 3.64 42.15IPE O 360 364 172 9.2 14.7 18 334.6 84.1 66. 19050. 1047. 1186. 15.05 1251. 145.5 226.9 3.86 55.76IPE O 400 404 182 9.7 15.5 21 373. 96.4 75.7 26750. 1324. 1502. 16.66 1564. 171.9 269.1 4.03 73.1IPE O 450 456 192 11. 17.6 21 420.8 117.7 92.4 40920. 1795. 2046. 18.65 2085. 217.2 341. 4.21 109.IPE O 500 506 202 12. 19. 21 468. 136.7 107. 57780. 2284. 2613. 20.56 2622. 259.6 408.5 4.38 143.5IPE O 550 556 212 12.7 20.2 24 515.6 156.1 123. 79160. 2847. 3263. 22.52 3224. 304.2 480.5 4.55 187.5IPE O 600 610 224 15. 24. 24 562. 196.8 154. 118300. 3879. 4471. 24.52 4521. 403.6 640.1 4.79 318.1

Des

ign

atio

n Dimensions

Section properties

weak axis z-zstrong axis y-y

European I-beams





r radius of root fillet IT torsional constant

hi inner depth between flanges

A sectional area

G weight per meter



IPBI-beams



HE 100 A 96 100 5. 8. 12 80 21.2 16.7 349.2 72.8 83. 4.06 133.8 26.8 41.1 2.51 5.24HE 120 A 114 120 5. 8. 12 98 25.3 19.9 606.2 106.3 119.5 4.89 230.9 38.5 58.9 3.02 5.99HE 140 A 133 140 5.5 8.5 12 116 31.4 24.7 1033. 155.4 173.5 5.73 389.3 55.6 84.9 3.52 8.13HE 160 A 152 160 6. 9. 15 134 38.8 30.4 1673. 220.1 245.1 6.57 615.6 77. 117.6 3.98 12.19HE 180 A 171 180 6. 9.5 15 152 45.3 35.5 2510. 293.6 324.9 7.45 924.6 102.7 156.5 4.52 14.8HE 200 A 190 200 6.5 10. 18 170 53.8 42.3 3692. 388.6 429.5 8.28 1336. 133.6 203.8 4.98 20.98

HE 220 A 210 220 7. 11. 18 188 64.3 50.5 5410. 515.2 568.5 9.17 1955. 177.7 270.6 5.51 28.46HE 240 A 230 240 7.5 12. 21 206 76.8 60.3 7763. 675.1 744.6 10.05 2769. 230.7 351.7 6. 41.55HE 260 A 250 260 7.5 12.5 24 225 86.8 68.2 10450. 836.4 919.8 10.97 3668. 282.1 430.2 6.5 52.37HE 280 A 270 280 8. 13. 24 244 97.3 76.4 13670. 1013. 1112. 11.86 4763. 340.2 518.1 7. 62.1HE 300 A 290 300 8.5 14. 27 262 112.5 88.3 18260. 1260. 1383. 12.74 6310. 420.6 641.2 7.49 85.17

HE 320 A 310 300 9. 15.5 27 279 124.4 97.6 22930. 1479. 1628. 13.58 6985. 465.7 709.7 7.49 108.HE 340 A 330 300 9.5 16.5 27 297 133.5 105. 27690. 1678. 1850. 14.4 7436. 495.7 755.9 7.46 127.2HE 360 A 350 300 10. 17.5 27 315 142.8 112. 33090. 1891. 2088. 15.22 7887. 525.8 802.3 7.43 148.8HE 400 A 390 300 11. 19. 27 352 159. 125. 45070. 2311. 2562. 16.84 8564. 570.9 872.9 7.34 189.

HE 450 A 440 300 11.5 21. 27 398 178. 140. 63720. 2896. 3216. 18.92 9465. 631. 965.5 7.29 243.8HE 500 A 490 300 12. 23. 27 444 197.5 155. 86970. 3550. 3949. 20.98 10370. 691.1 1059. 7.24 309.3HE 550 A 540 300 12.5 24. 27 492 211.8 166. 111900. 4146. 4622. 22.99 10820. 721.3 1107. 7.15 351.5HE 600 A 590 300 13. 25. 27 540 226.5 178. 141200. 4787. 5350. 24.97 11270. 751.4 1156. 7.05 397.8

HE 650 A 640 300 13.5 26. 27 588 241.6 190. 175200. 5474. 6136. 26.93 11720. 781.6 1205. 6.97 448.3HE 700 A 690 300 14.5 27. 27 636 260.5 204. 215300. 6241. 7032. 28.75 12180. 811.9 1257. 6.84 513.9HE 800 A 790 300 15. 28. 30 734 285.8 224. 303400. 7682. 8699. 32.58 12640. 842.6 1312. 6.65 596.9

HE 900 A 890 300 16. 30. 30 830 320.5 252. 422100. 9485. 10810. 36.29 13550. 903.2 1414. 6.5 736.8HE 1000 A 990 300 16.5 31. 30 928 346.8 272. 553800. 11190. 12820. 39.96 14000. 933.6 1470. 6.35 822.4

Des

ign

atio

n Dimensions

Section properties

strong axis y-y weak axis z-z







A sectional area

G weight per meter

European wide flange beams



IPB-beamsD

esig

nat

ion Dimensions

Section properties




HE 100 B 100 100 6. 10. 12. 80. 26. 20.4 449.5 89.9 104.2 4.16 167.3 33.5 51.4 2.53 9.25HE 120 B 120 120 6.5 11. 12. 98. 34. 26.7 864.4 144.1 165.2 5.04 317.5 52.9 81. 3.06 13.84HE 140 B 140 140 7. 12. 12. 116. 43. 33.7 1509. 215.6 245.4 5.93 549.7 78.5 119.8 3.58 20.06HE 160 B 160 160 8. 13. 15. 134. 54.3 42.6 2492. 311.5 354. 6.78 889.2 111.2 170. 4.05 31.24HE 180 B 180 180 8.5 14. 15. 152. 65.3 51.2 3831. 425.7 481.4 7.66 1363. 151.4 231. 4.57 42.16HE 200 B 200 200 9. 15. 18. 170. 78.1 61.3 5696. 569.6 642.5 8.54 2003. 200.3 305.8 5.07 59.28

HE 220 B 220 220 9.5 16. 18. 188. 91. 71.5 8091. 735.5 827. 9.43 2843. 258.5 393.9 5.59 76.57HE 240 B 240 240 10. 17. 21. 206. 106. 83.2 11260. 938.3 1053. 10.31 3923. 326.9 498.4 6.08 102.7HE 260 B 260 260 10. 17.5 24. 225. 118.4 93. 14920. 1148. 1283. 11.22 5135. 395. 602.2 6.58 123.8HE 280 B 280 280 10.5 18. 24. 244. 131.4 103. 19270. 1376. 1534. 12.11 6595. 471. 717.6 7.09 143.7HE 300 B 300 300 11. 19. 27. 262. 149.1 117. 25170. 1678. 1869. 12.99 8563. 570.9 870.1 7.58 185.

HE 320 B 320 300 11.5 20.5 27. 279. 161.3 127. 30820. 1926. 2149. 13.82 9239. 615.9 939.1 7.57 225.1HE 340 B 340 300 12. 21.5 27. 297. 170.9 134. 36660. 2156. 2408. 14.65 9690. 646. 985.7 7.53 257.2HE 360 B 360 300 12.5 22.5 27. 315. 180.6 142. 43190. 2400. 2683. 15.46 10140. 676.1 1032. 7.49 292.5HE 400 B 400 300 13.5 24. 27. 352. 197.8 155. 57680. 2884. 3232. 17.08 10820. 721.3 1104. 7.4 355.7

HE 450 B 450 300 14. 26. 27. 398. 218. 171. 79890. 3551. 3982. 19.14 11720. 781.4 1198. 7.33 440.5HE 500 B 500 300 14.5 28. 27. 444. 238.6 187. 107200. 4287. 4815. 21.19 12620. 841.6 1292. 7.27 538.4HE 550 B 550 300 15. 29. 27. 492. 254.1 199. 136700. 4971. 5591. 23.2 13080. 871.8 1341. 7.17 600.3HE 600 B 600 300 15.5 30. 27. 540. 270. 212. 171000. 5701. 6425. 25.17 13530. 902. 1391. 7.08 667.2

HE 650 B 650 300 16. 31. 27. 588. 286.3 225. 210600. 6480. 7320. 27.12 13980. 932.3 1441. 6.99 739.2HE 700 B 700 300 17. 32. 27. 636. 306.4 241. 256900. 7340. 8327. 28.96 14440. 962.7 1495. 6.87 830.9HE 800 B 800 300 17.5 33. 30. 734. 334.2 262. 359100. 8977. 10230. 32.78 14900. 993.6 1553. 6.68 946.HE 900 B 900 300 18.5 35. 30. 830. 371.3 291. 494100. 10980. 12580. 36.48 15820. 1054. 1658. 6.53 1137.HE 1000 B 1000 300 19. 36. 30. 928. 400. 314. 644700. 12890. 14860. 40.15 16280. 1085. 1716. 6.38 1254.







A sectional area

G weight per meter




IPBV-beams



HE 100 M 120 106 12. 20. 12 80 53.2 41.8 1143 190.4 235.8 4.63 399.2 75.3 116.3 2.74 68.21HE 120 M 140 126 12.5 21. 12 98 66.4 52.1 2018 288.2 350.6 5.51 702.8 111.6 171.6 3.25 91.66HE 140 M 160 146 13. 22. 12 116 80.6 63.2 3291 411.4 493.8 6.39 1144. 156.8 240.5 3.77 120.HE 160 M 180 166 14. 23. 15 134 97.1 76.2 5098 566.5 674.6 7.25 1759. 211.9 325.5 4.26 162.4HE 180 M 200 186 14.5 24. 15 152 113.3 88.9 7483 748.3 883.4 8.13 2580. 277.4 425.2 4.77 203.3HE 200 M 220 206 15. 25. 18 170 131.3 103. 10640 967.4 1135. 9. 3651. 354.5 543.2 5.27 259.4

HE 220 M 240 226 15.5 26. 18 188 149.4 117. 14600 1217. 1419. 9.89 5012. 443.5 678.6 5.79 315.3HE 240 M 270 248 18. 32. 21 206 199.6 157. 24290 1799. 2117. 11.03 8153. 657.5 1006. 6.39 627.9HE 260 M 290 268 18. 32.5 24 225 219.6 172. 31310 2159. 2524. 11.94 10450. 779.7 1192. 6.9 719.HE 280 M 310 288 18.5 33. 24 244 240.2 189. 39550 2551. 2966. 12.83 13160. 914.1 1397. 7.4 807.3HE 300 M 340 310 21. 39. 27 262 303.1 238. 59200 3482. 4078. 13.98 19400. 1252. 1913. 8. 1408.

HE 320 M 359 309 21. 40. 27 279 312. 245. 68130 3796. 4435. 14.78 19710. 1276. 1951. 7.95 1501.HE 340 M 377 309 21. 40. 27 297 315.8 248. 76370 4052. 4718. 15.55 19710. 1276. 1953. 7.9 1506.HE 360 M 395 308 21. 40. 27 315 318.8 250. 84870 4297. 4989. 16.32 19520. 1268. 1942. 7.83 1507.HE 400 M 432 307 21. 40. 27 352 325.8 256. 104100 4820. 5571. 17.88 19340. 1260. 1934. 7.7 1515.

HE 450 M 478 307 21. 40. 27 398 335.4 263. 131500 5501. 6331. 19.8 19340. 1260. 1939. 7.59 1529.HE 500 M 524 306 21. 40. 27 444 344.3 270. 161900 6180. 7094. 21.69 19150. 1252. 1932. 7.46 1539.HE 550 M 572 306 21. 40. 27 492 354.4 278. 198000 6923. 7933. 23.64 19160. 1252. 1937. 7.35 1554.HE 600 M 620 305 21. 40. 27 540 363.7 285. 237400 7660. 8772. 25.55 18980. 1244. 1930. 7.22 1564.

HE 650 M 668 305 21. 40. 27 588 373.7 293. 281700 8433. 9657. 27.45 18980. 1245. 1936. 7.13 1579.HE 700 M 716 304 21. 40. 27 636 383. 301. 329300 9198. 10540. 29.32 18800. 1237. 1929. 7.01 1589.HE 800 M 814 303 21. 40. 30 734 404.3 317. 442600 10870. 12490. 33.09 18630. 1230. 1930. 6.79 1646.HE 900 M 910 302 21. 40. 30 830 423.6 333. 570400 12540. 14440. 36.7 18450. 1222. 1929. 6.6 1671.HE 1000 M 1008 302 21. 40. 30 928 444.2 349. 722300 14330. 16570. 40.32 18460. 1222. 1940. 6.45 1701.

Des

ign

atio

n DimensionsSection properties








A sectional area

G weight per meter



U-sections


h b tw tf r1 r2 A G Iy Wy Wpl,y iy Iz Wz Wpl,z iz IT


UPN 80 80 45 6. 8. 8. 4. 11. 8.6 106 26.5 31.8 3.1 19.4 6.4 12.1 1.33 2.16UPN 100 100 50 6. 8.5 8.5 4.5 13.5 10.6 206 41.2 49. 3.91 29.3 8.5 16.2 1.47 2.81

UPN 120 120 55 7. 9. 9. 4.5 17. 13.4 364 60.7 72.6 4.62 43.2 11.1 21.2 1.59 4.15UPN 140 140 60 7. 10. 10. 5. 20.4 16. 605 86.4 103. 5.45 62.7 14.8 28.3 1.75 5.68UPN 160 160 65 7.5 10.5 10.5 5.5 24. 18.8 925 116. 138. 6.21 85.3 18.3 35.2 1.89 7.39UPN 180 180 70 8. 11. 11. 5.5 28. 22. 1350 150. 179. 6.95 114. 22.4 42.9 2.02 9.55UPN 200 200 75 8.5 11.5 11.5 6. 32.2 25.3 1910 191. 228. 7.7 148. 27. 51.8 2.14 11.9

UPN 220 220 80 9. 12.5 12.5 6.5 37.4 29.4 2690 245. 292. 8.48 197. 33.6 64.1 2.3 16.UPN 240 240 85 9.5 13. 13. 6.5 42.3 33.2 3600 300. 358. 9.22 248. 39.6 75.7 2.42 19.7UPN 260 260 90 10. 14. 14. 7. 48.3 37.9 4820 371. 442. 9.99 317. 47.7 91.6 2.56 25.5UPN 280 280 95 10. 15. 15. 7.5 53.3 41.8 6280 448. 532. 10.9 399. 57.2 109. 2.74 31.UPN 300 300 100 10. 16. 16. 8. 58.8 46.2 8030 535. 632. 11.7 495. 67.8 130. 2.9 37.4

UPN 320 320 100 14. 17.5 17.5 8.8 75.8 59.5 10870 679. 826. 12.1 597. 80.6 152. 2.81 66.7UPN 350 350 100 14. 16. 16. 8. 77.3 60.6 12840 734. 918. 12.9 570. 75. 143. 2.72 61.2UPN 380 380 102 13.5 16. 16. 8. 80.4 63.1 15760 829. 1014. 14. 615. 78.7 148. 2.77 59.1UPN 400 400 110 14. 18. 18. 9. 91.5 71.8 20350 1020. 1240. 14.9 846. 102. 190. 3.04 81.6

Designation Dimensions

Section properties


European standard channels





r1 radius of root fillet IT torsional constant

r2 toe radius

A sectional area

G weight per meter


Excerpt from VÖEST works standard specification

Section tubes, square

A dimensions J moment of inertia

t thickness W elastic section modulus

F sectional area i radius of gyration

G weight per meter JD torsinal constant

M outer surface WD torsional section modulus



Section tubes, rectangular

a depth of section M outer surface

b Width of section J moment of inertia

s thickness W elastic section modulus

F sectional area i radius of gyration

G weight per meter



Section tubes, rectangular


Excerpt from "Stahl im Hochbau" (Steel in building construction),1969 edition, 13th reprint

Steel tubes

D diameter

G weight per meter

F sectional area

I moment of inertia

W elastic section modulus

i radius of gyration


Excerpt from "Stahl im Hochbau" (Steel in building construction),1969 edition, 13th reprint

Steel tubes


Excerpt from "Bautechnische Zahlentafeln", (Numerical tables for construction engineering),23rd reprint

Squared timbers, cross-sectionaldimensions and statical values



Squared timbers, cross-sectionaldimensions and statical values


Characteristic materials values

Combination of building materials Frictional coefficient

max. min

1 Timber/timber

Friction surface parallel to grain

or perpendicular to grain 1.0 0.4

2 Timber/timber

at least one friction surfaceperpendicular to grain(end-grained wood) 1.0 0.6

3 Timber/steel 1.2 0.5

4 Timber /concrete or /mortar bed 1.0 0.8

5 Steel/steel 0.8 0.2

6 Steel/concrete 0.4 0.3

7 Steel/mortar bed 1.0 0.5

8 Concrete/concrete 1.0 0.5

Frictional coefficients

MetalModulus of elasticity Shear modulus Thermal coefficient of

E G linear expansion αααααt

kN/cm² kN/cm² 1/°C

Steel 21000 8100 0.000012

Aluminium 7000 2700 0.000023

TimberModulus of elasticity

Parallel to Perpendicular tograin grain Shear modulus

EII E⊥⊥⊥⊥⊥ G

kN/cm² kN/cm² kN/cm²

Softwoods 1000 30 50(European)

Oak and beech 1250 60 100

Laminated wood(from European 1100 30 50softwoods)

(grain direction)

or


Fundamentals: DIN 18 800 Part 2/1990Steel grade: St 37-2

Safety factors: γF = 1.5 γM = 1.1

λmax = 250

Loadability ofbuckling columns

0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0

10

20

30

40

50

60

70

80

90

100

110

120

130

140

150

160

170

180

190

200

0per

mis

sib

le p

ress

ure

load

[kN

]

Free buckling length SK [m]

48.3/3,2

48.3/4,0 50/50/3

50/50/5

60.3/4,5

108/5.0

80/60/4

80/80/4


Platform flooringto DIN 4420

December 1990

Live loads for platform floors

Scaffold category 1Category 1 scaffolds may be used for inspection purposes only. Surveying or control work on a facade would be anexample of such inspection work. Note that only one person at a time, bearing light tools only, may stand on eachsection of scaffold flooring. Manual handiwork in the usual sense of the term may not be carried out on a Category1 scaffold.

Scaffold category 2Category 2 scaffolds may only be used for work not requiring building materials or components to be stored on thescaffold. Scaffolds of this category may be used for maintenance work, for example, and in particular for cleaningwork on facades. The permitted load on the flooring may not exceed 150 kg/m² here. For a platform floor measuring0.60 m x 2.50 m, for example, the permitted load would be 225 kg. However, it must be remembered that in thiscategory, no single flooring member (i.e. scaffold plank) that is less than 0.35 m wide may be loaded with a weightof more than 150 kg. Category 2 scaffolds may also be used as protective scaffolding where the flooring used isappropriately designed.

Scaffold category 3Category 3 scaffolds may only be used for work in which the load from both materials and persons does not exceeda live weight per unit area of 200 kg/m². The materials stored on the flooring may not be set down by means of hoistingappliances.

Scaffolds of this category may be used, for example, for exterior rendering and plastering work; for coating, pointingor repair work; as reinforcement-placement or concrete-pouring scaffolds in the reinforced-concrete constructionfield, or as erection scaffolds in the fields of steel construction, shipbuilding and aerospace engineering.

The precondition for such usage, however, is that a passageway of at least 0.20 m in width is left clear where materialsare stored on the flooring. If machine rendering is carried out on these scaffolds, care must be taken to use onlypressure-gun equipment that can still be operated in an ergonomically acceptable manner on scaffolds of only 0.60m in width.

Scaffold categories 4, 5 and 6Scaffolds of categories 4, 5 and 6 may be used for work in which building materials and components are, as a rule,set down by means of hoisting appliances and stored on the scaffold. The precondition for such usage, however, isthat the permitted loads and surface pressures do not exceed the values stipulated in Table 1. Scaffolds of thesecategories are generally used for masonry and rendering work, tiling and stone-ashlar work, and for heavy erectionwork in the steel construction and shipbuilding fields. Where materials are stored on the scaffold, care should betaken - as with Category 3 scaffolds - to ensure that a passageway of at least 0.20 m in width is left clear on the flooring.

If brackets are used on the wall-facing side of the scaffold for repetitive (storey-cycle) masonry operations, thesebrackets must be compatible with the scaffold category of the main area of platform flooring - if, that is, they arepositioned at the same height as the main floor, i.e. with a maximum height difference of 0.25 m. If the heightdifference is more than 0.25 m, it is also permissible to select a bracket flooring that corresponds to scaffold category2 or 3.

1 2 3 4 5 6

Concentrated load Load on partial areaUniformly on an area of Parial area

Category distributed 500 x 500 mm 200 x 200 mm Acload in kN/m² kN kN kN/m² m²

1 0.75 1.50 1.00 not required

2 1.50 1.50 1.00 not required

3 2.00 1.50 1.00 not required

4 3.00 3.00 1.00 5.00 0.4 · A

5 4.50 3.00 1.00 7.50 0.4 · A

6 6.00 3.00 1.00 1000 0.4 · A


Platform flooringand side protection

Permitted effective span in m for scaffold flooring made oftimber planks or boards

Scaffold Width of Thickness of plank or boardcategory plank or board cm

cm 3.00 3.50 4.00 4.50 5.00

1, 2, 3 20 1.25 1.50 1.75 2.25 2.50

24 and 28 1.25 1.75 2.25 2.50 2.75

4 20 1.25 1.50 1.75 2.25 2.50

24 and 28 1.25 1.75 2.00 2.25 2.50

5 20, 24, 28 1.25 1.25 1.50 1.75 2.00

6 20, 24, 28 1.00 1.25 1.25 1.50 1.75

Excerpt from DIN 4420, Part 1

Timber planks as flooring on fall barriers

Drop Permitted span in m forh plank cross-section in cm x cm

[m] Double layer flooringmax. 24 x 4.5 28 x 4.5 24 x 4.5 28 x 4.5

1.0 1.4 1.5 2.5 2.71.5 1.2 1.4 2.2 2.52.0 1.2 1.3 2.0 2.22.5 1.1 1.2 1.9 2.03.0 1.0 1.1 1.8 2.0

Excerpt from DIN 4420, Part 1

Timber side protection - except on ladder scaffolding

Minimum dimensions in cm forrailing boards and posts

Spacing of posts Scaffold boards Scaffold poles Edge boardsor planks

(thickness/width) (diameter) (thickness/width)

2.00 3/15

2.50 4/15 or 3/20 8 3/10

3.00 4/20

4.00 5/20

Excerpt from ZH 1/534 "Arbeits- und Schutzgerüste" (Working and safety scaffolds)


Frequently used formulae



Frequently used formulae



Nailed joinsStrain perpendicular to nail axis(shearing-off) to DIN 1052

Timber thicknesses, penetration depths and permitted loads per nail andshear plane (shearing off) in loading case H for

a) round wire nails to DIN 1151 for all grades of timber

Nail Min. timber Minimum Permitted nail load N1 in Nsize dn thickness depth of for one shear in:

in 1/10 mm in mm for penetrationtimes ln nail holes: in mm Softwood Hardwood

per Table 1 per Table 1

without with single- multi- without with alwaysin mm pilot-drillhole shear pilot-drillhole pilot-drilled

18 x 35 24 22 15 135 170 20520 x 40 24 24 16 165 205 25020 x 45 24 24 16 165 205 25022 x 45 24 27 18 200 250 30022 x 50 24 27 18 200 250 30025 x 55 24 30 20 250 310 37525 x 60 24 30 20 250 310 37528 x 65 24 34 23 305 380 46031 x 65 24 38 25 365 460 55031 x 70 24 38 25 365 460 55031 x 80 24 38 25 365 460 55034 x 80 24 41 27 430 540 65034 x 90 24 41 27 430 540 650

38 x 100 24 46 30 525 655 78542 x 100 26 51 34 620 775 93042 x 110 26 51 34 620 775 93042 x 120 26 51 34 620 775 93046 x 130 30 28 56 37 725 905 109055 x 140 40 35 66 44 975 1220 146555 x 160 40 35 66 44 975 1220 146560 x 180 50 35 72 48 1125 1405 169070 x 210 60 45 84 56 1440 1800 216076 x 230 70 45 92 62 1640 2050 246076 x 260 70 45 92 62 1640 2050 246088 x 260 90 55 106 70 2060 2570 3090

Excerpt from "Bautechnische Zahlen-tafeln", (Numerical tables for constructionengineering),23rd reprint

Minimum distance of nails

Values in ( ) Direction Nail distance parallelonly for of grain to direction of forcedn > 4,2 mm

not bored bored

between 10 dn (12 dn)5 dn

nails 5 dn

in direction 15 dn 10 dnof loadedborder

7 dn (10 dn) 5 dnin directon ofunloadedborder 5 dn 3 dn

Penetration dephts s1) and permitted nail loads perm. N1 for roundwire nails (DN) and special nails (SN) of load bearing capacity grades I, II, III

penetr.depth s perm. nail load

single s > 12dn perm. N1shear DN,plan SN 6dn < sw < 12dn perm. N1

. sw/12dnI

s < 6dn 0

s > 8dn perm. N1

SN 4dn < sw < 8dn perm. N1 . sw/8dn

II, IIIs < 4dn 0

m-shear s > 8dn m . perm. N1plan for DN DN,and SN SN 4dn < sw < 8dn [(m-1)+sw/8dn]

. perm. N1

nailing both I, II, IIIsides s < 4dn (m-1) . perm. N11) s = nominal depth, sw = real depth, for special nails II, III only treaded shaft lg

Reduction of nailnumbers at joints: for n >10 nails close together use ef n = 10 + 0,666 (n-10),n > 30 close together don't calculate

twice shear plane

single shear plane

= =

=

=

= =

=

= =

=


Systems of unitsSI basic units

Physical property UnitName Symbol

Length Metre mMass Kilogram kgTime Second sAmperage Ampere ATemperature*) Kelvin KAmount of mass Mol molLight intensity Candela cd

*) The celsius temperature scale continues to be used in the iron and steel industry.

Comparison of the principal SI unitswith former measuring units

s²=

mm²N 1mm²

N = 1NewtonKilopound kp

mm²

Property Previous term Unit New unit Symbol Relationship to basic(excepting magnetic symbol in SI system of unit units of SI system

units permitteduntil• 31.12.1977)

Force• Kilopound kp Newton N 1 N 1

Mechanicalstrain(strength)

Kilopound kp Pascal PaSquare centimetre cm² or

Pressure Atmosphere at Newton NMillimetres w•ater column mm WS Square millimetre mm²

Millimetres mercury column Torr

Energy, work, Calorie calquantity of heat Kilopound metre kpm

Notch Kilopound metre kpmtoughness Square centimetre cm²

1 Pa = kg · ms² · m²1

kg · m=s² · 10-6m²

Nmm² 11

Joule

Joule

J

J

= 1kg · m²

s²1J

1J = 1kg · m²

s²

Force SI unit: Newton Mechanical strain SI unit:(strength)

Square millimetreNewton

kp J/cm N

kp 1 9.81 · 10-2 9.81J/cm 10.2 1 100N 0.102 0.01 1

kp/mm² kp/cm² N/mm²

kp/mm² 1 100 9.81kp/cm² 0.01 1 9.81 · 10-2

N/mm² 0.102 10.2 1

The exact conversion factor is: 1 kp = 9.80665 N

Prefixes and their symbols

Name of Prefix Decimal Name of Prefix Decimalprefix symbol exponent prefix symbol exponent

Deca da 10 Deci d 10-1

Hecto h 10² Centi c 10-2

Kilo k 10³ Milli m 10-3

Mega M 106 Micro µ 10-6

Giga G 109 Nano n 10-9

Tera T 1012 Pico p 10-12

The prefix is written directly in front of the name of the unit, and the prefix symbol directlyin front of the symbol for the unit, with no intervening space in either case.

Square millimetreSquare millimetre

kg · m

kg · ms² · 10-6m²

The Formwork Experts

Correct formwork designsaves materials and time

In all formwork tasks, it is exceedingly importantto ensure that the formwork is correctly designed.

The Doka branch nearest you will be pleased to give youinformation and literature on Doka's formwork systems.

A telephone call is all it takes!

The Doka Group’s central plant at Amstetten, Austria

Doka internationalDeutsche Doka

Schalungstechnik GmbH Frauenstrasse 35

D-82216 Maisach, GermanyTelephone: (0 81 41) 3 94-0Telefax: (0 81 41) 3 94 405

E-Mail: [email protected]

Österreichische DokaSchalungstechnik GmbHReichsstrasse 23A-3300 Amstetten, AustriaTelephone: (0 74 72) 6 05-0Telefax: (0 74 72) 6 44 30E-Mail: [email protected]

Internet: http: // www.doka.com

BelgiumNV Doka SAHandelsstraat 3B-1740 TernatTelephone: (02) 5 82 02 70Telefax: (02) 5 82 29 14

BrazilDoka BrasilFôrmas para Concreto Ltda.Rua Guilherme Lino dos Santos, 800Jardim Flôr do Campo -Guarulhos/SP CEP 07.190-010Telephone: (011) 6404-3500Telefax: (011) 6404-5700

FinlandDoka Finland OySelintie 542FIN-03320 SelkiTelephone: (09) 22 42 64 0Telefax: (09) 22 42 64 20

FranceDoka France SA3, chemin des Iles, Z.I.F-78610 Le Perray en YvelinesTelephone: 01 34 84 27 27Telefax: 01 34 84 27 00

ItalyDoka Italia S.p.A.Via Bruno Buozzi, 9I-20097 S. Donato Milanese (MI)Telephone: (02) 52 77 51Telefax: (02) 5 27 98 98

KoreaKumkang DokaJung-Am Building 6th Floor769-12 Yeoksam-Dong, Kangnam-KuSeoul 135-080Telephone: (02) 562-3030Telefax: (02) 565-4466

KuwaitDoka KuwaitDiv.of Riham Gen. Trad.& Contr. Co.P.O. Box 2217 Salmiyah22023 KuwaitTelephone: 482 24 62Telefax: 482 24 72

LebanonÖsterreichische DokaSchalungstechnik GmbHDoka Branch LebanonEl-Arab BuildingSidani Street / Hamra RegionBeirut/LebanonTelephone: (03) 88 00 17Telefax: (01) 74 52 33

Other subsidiaries andrepresentatives:

ArgentinaAustraliaChileChinaCroatiaCzech RepublicDenmarkGreeceGuatemalaHungaryIcelandIndiaIndonesiaIranJapanMalaysiaMexicoNew ZealandNorwayPolandRomaniaRussiaSlovakiaSloveniaSwedenSwitzerlandThailandTurkeyUruguayUSAYugoslavia

NetherlandsDoka Nederland BVLongobardenweg 11NL-5342 PL OssTelephone: (04 12) 65 00 00Telefax: (04 12) 65 00 05

PortugalDoka Portugal Cofragens Lda.Zona Industrial da MaiaSector III - Lote 20 - Outeiro - GemundeP-4470 MaiaTelephone: (02) 943 80 80Telefax: (02) 949 03 62

Saudi ArabiaDoka JeddahDiv. of Mahmoud Othman Est.P.O. Box 7620Jeddah 21472Telephone: (2) 6 94 09 14Telefax: (2) 6 94 12 81

SpainDoka España Encofrados, S.A.Poligono Industrial ButarqueCalle Julio Palacios 20 - 22E-28914 Leganés - MadridTelephone: (91) 685 75 00Telefax: (91) 685 75 01

SingaporeDFS Technology Pte. Ltd.No. 167 Geylang Road # 04-01Singapore 389242Telephone: 747-3890Telefax: 747-9770

TaiwanDEC Engineering Corp.7 Fl., No.123, Sec.4, Pa-Te Rd.Taipei, Taiwan, R.O.C.Telephone: (2) 27 53 42 61Telefax: (2) 27 53 33 38

United Arab EmiratesDoka Gulf FZEP.O. Box 61407Jebel Ali Free Zone Dubai, U.A.E.Telephone: (04) 81 80 96Telefax: (04) 81 80 97

United KingdomDoka UKFormwork Technologies LtdMonchelsea Farm, Heath RoadBoughton MonchelseaMaidstone, Kent, ME17 4JDTelephone: (01622) 74 90 50Telefax: (01622) 74 90 33

Documents

Doka Calculation Guide