999736002_2012_03_online Doka Formwork Engineering Design

The Formwork Experts

03/2012

en-GB999736002

Calculation Guide

Doka formwork engineering

9736-174

2 999736002 - 03/2012

Introduction Calculation Guide Doka formwork engineering


IntroductionImportant notice:Reprinting and duplication of this Calculation Guide documentation, even in abridged form, is not permitted without the express prior consent of Doka Industrie GmbH.We reserve the right to make alterations in the interests of technical progress. by Doka Industrie GmbH, A-3300 Amstetten

Calculation Guide Doka formwork engineering Introduction

3999736002 - 03/2012


Contents4 Eurocodes at Doka

6 Rules, standards and reference tables

7 Design loads

12 Structural-design values for Doka system components

18 Composite formwork beams

19 Timber formwork beams

20 Formwork sheets

23 Doka floor props Eurex

26 Doka floor props Eco

28 Doka floor prop Eurex 60 550

30 Form-ties

32 Plumbing accessories

40 Large-area formwork Top 50

51 Column formwork

56 Supporting construction frames

62 Dokamatic table

65 Dokaflex table

66 Dokaflex

72 Doka floor end-shutter clamp

74 Guided climbing formwork Xclimb 60

77 Climbing formwork MF 240

80 Climbing formwork 150 F

82 Shaft platform

84 Load-bearing tower Staxo 100

86 Load-bearing tower Staxo 40

88 Load-bearing tower d2

90 Back-stays/shoring supports for the load-bearing towers

92 Heavy-duty supporting system SL-1

96 Bridge edge beam formwork T

100 Folding platform K

103 Edge protection system XP

112 Guard rails

115 Formulae and tables119 Medium flange-width I-beams120 Wide-flange I-beams124 Narrow I-beams125 U-section steel126 Rectangular shaped tubes129 Quadratic shaped tubes131 Hollow profiles (tubes) with circular cross-

sections134 Squared timbers135 Material constants136 Buckling diagram for rectangular shaped

tubes137 Buckling diagram for quadratic shaped tubes138 Buckling diagram for steel sections139 Buckling diagram for U-sections140 Buckling diagram for tubes141 Platform decking and edge protection143 Nailed joins145 Systems of measuring units146 Conversion tables

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Eurocodes at Doka Calculation Guide Doka formwork engineering


Eurocodes at DokaEurocodes at DokaIn Europe, a uniform series of Standards known as Eurocodes (EC) was developed for the construction field by the end of 2007. These are intended to provide a uniform basis, valid throughout Europe, for product specifications, tenders and mathematical verification.The EC are the world's most highly developed Stand-ards in the construction field.In the Doka Group, the EC are to be used as standard from the end of 2008. They will thus supersede the DIN norms as the "Doka standard" for product design.

The widely used "Permissible stress design" (compar-ing the actual stresses with the permissible stresses) has been superseded by a new safety concept in the EC.The EC contrast the actions (loads) with the resistance (capacity). The previous safety factor in the permissible stresses is now divided into several partial factors. The safety level remains the same!

Comparison of the safety concepts (example)

Ed Design value of effect of actions (E ... effect; d ... design) Internal forces from action Fd (VEd, NEd, MEd)

Rd Design value of the resistance (R ... resistance; d ... design) Design capacity of cross-section (VRd, NRd, MRd)

Fd Design value of an action Steel: Rd =Rk Timber: Rd = kmod

RkFd = F Fk M M(F ... force)

Fk Characteristic value of an action "actual load", service load (k ... characteristic) e.g. dead weight, live load, concrete pressure, wind

Rk Characteristic value of the resistance e.g. moment resistance to yield stress

F Partial factor for actions (in terms of load; F ... force) e.g. for dead weight, live load, concrete pres-sure, wind Values from EN 12812

M Partial factor for a material property (in terms of material; M...material) e.g. for steel or timber Values from EN 12812

kmod Modification factor (only for timber to take account of the moisture and the duration of load action) e.g. for Doka beam H20 Values as given in EN 1995-1-1 and EN 13377

Ed

Rd

Permissible stress design EC/DIN concept

Factual Fpermissible Ed RdA Utilisation factor

60 [kN]60

Calculation Guide Doka formwork engineering Eurocodes at Doka

5999736002 - 03/2012


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Rules, standards and reference tables Calculation Guide Doka formwork engineering


Rules, standards and reference tablesGeneral remarks

Rules and standards

Reference tablesFor unusual applicational problems, the following (Ger-man-language) reference works may be found helpful: Bautabellen ('construction tables'), Strussler &

Krapfenbauer, published by Jugend und Volk Stahl im Hochbau ('steel in building construc-

tion'), Verein Deutscher Eisenhttenleute, Verlag Stahleisen, Dsseldorf

Stahlbauprofile ('steel structural sections'), Verein Deutscher Eisenhttenleute, Verlag Stahl-eisen, Dsseldorf

Bautechnische Zahlentafeln ('construction-engi-neering tables', Wendehorst & Muth, B.G. Teubner, Stuttgart

Holzbau Taschenbuch ('manual of practice for timber construction work', Halsz & Scheer, pub-lished by Wilhelm Ernst & Sohn, Berlin

The Calculation Guide 'Doka formwork engi-neering' contains the principal structural-design data relating to Doka formwork systems. You will find in-depth information on each of our systems, and on the correct way to use them, in our User Information booklets.

EN 1065 Adjustable telescopic steel propsEN 1991 Actions on structuresEN 1993 Eurocode 3 - Design of steel structuresEN 1995 Eurocode 5 - Design of timber structuresEN 1999 Eurocode 9 - Design of aluminium structuresEN 12811 Temporary works equipment

EN 12812Falsework Performance requirements and general design

DIN 18.202 Tolerances in building constructionDIN 18.216 Formwork ties; requirements, testing, useDIN 18.217 Concrete surfaces and formwork surfaceDIN 18.218 Pressure of fresh concrete on vertical formwork

Accident protection regulations of (German) construc-tion-employee safety organisation

Calculation Guide Doka formwork engineering Design loads

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Design loadsVertical and horizontal loads

Vertical loads

Permanent loadsFor details of the unit weights of Doka system compo-nents, see the Doka User Information booklets.The data stated in EN 1991-1-1, or the following val-ues, may be used as rough approximations: Large-area formwork Top 50 0.5 kN/m2 Framed formwork Framax 0.7 kN/m2 Framed formwork Frami 0.5 kN/m2

Concrete loadsFor ordinary fresh concrete with reinforcement, EN 12812 states that a density of 2500 kg/m3 should be assumed.

Live loads

1. for floor-slab formwork:EN 12812 states that a service load of at least 0.75 kN/m2 should be assumed over the entire area, and on a 3 m x 3 m area a variable load of 10% of the concrete, but no more than 1.75 kN/m2 and no less than 0.75 kN/m2.

Live load as a function of slab thickness

2. for working and protection platforms:EN 12812 states that a minimum service load of 0.75 kN/m2 should be assumed for all access zones and scaffold levels. Depending on the type of work to be carried out, it may also be necessary to assume higher live loads. For these live loads on work decks, EN 12811 specifies the following Load Classes.

Service loads on scaffold levels (EN 12811)

1) See EN12811-1 Point 6.2.2.42) See EN12811-1 Point 6.2.2.1

Live

load

p [k

N/m

2 ]

Slab thickness [m]

A EN 12812

0,3

01

23

4

0,20,1 0,4 0,5 0,6 0,7 0,8 0,9 1,0 1,1

A

94503-821

Load Class

Evenly distrib-

uted load

Load con-centrated on

a 500x500mm

area

Load con-centrated on

a 200x200mm

area

Partial-area load

q1 F1 F2 q2 Partial area fac-tor ap1)kN/m

2 kN kN kN/m2

1 0.752) 1.50 1.00 - -2 1.50 1.50 1.00 - -3 2.00 1.50 1.00 - -4 3.00 3.00 1.00 5.00 0.45 4.50 3.00 1.00 7.50 0.46 6.00 3.00 1.00 10.00 0.5

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Design loads Calculation Guide Doka formwork engineering


Practical examples of Load ClassesLoad Class

2Load Class

3Load Class

4, 5, 6

For service and maintenance work, especially for cleaning operations on facades

e.g. for external rendering and stucco work, coating, pointing or repair work; as a reinforce-ment or pouring platform in reinforced-concrete

construction work.

Normally for masonry and external rendering work, tiling and squared-stone facing work, and

heavy site-erection work.

Only for work in which it is not necessary to store building materials or parts on the platform

decking.

The materials and equipment stored on the platform decking may not be set down on the

platform by lifting-appliances.

Building materials and parts may be set down on the platform by lifting-appliances and stored

on the platform decking.Necessary precondition:

When materials are stored on the platform decking, a clear access passage at least

0.20 m wide must be left free.

Necessary precondition:When materials are stored on the platform decking, a clear access passage at least

0.20 m wide must be left free.

Permitted service load: 1.5 kN/m2 (150 kg/m2) Permitted service load: 2.0 kN/m2 (200 kg/m2)

Permitted service loadLoad Class

43.0 kN/m2

(300 kg/m2)

54.5 kN/m2

(450 kg/m2)

66.0 kN/m2

(600 kg/m2)plus partial-area load

The actual load is made up of the weight of the stored material and of the persons on the plat-

form. For each person, a weight of 100 kg must be

assumed.

The actual load is made up of the weight of the stored material and of the persons on the plat-

form. For each person, a weight of 100 kg must be

assumed.


9999736002 - 03/2012


Horizontal loads

Horizontal load for working operationsFor load-bearing towers, the load to be assumed here is 1/100 of the vertical load at the height of the bottom of the formwork.

Horizontal load from imperfectionsWhen calculating the supports of 'top-held load-bearing towers', an additional horizontal load of 1/100 must be allowed for.

Wind loadsTo be determined in accordance with EN 1991-1-4 or the Calculation Guide entitled 'Wind loads to the Euro-codes'

Simplified method of determining the peak velocity pressure qp(ze)In cases where no wind-load information is yet avail-able for a structure, the approximate peak velocity pressure qp(ze) can be read off from the following sim-plified diagram. An exposure-time factor of 0.7 has already been allowed for:

A working wind of q = 0.2 kN/m2 should always be assumed.The aerodynamic wind pressure w is obtained by mul-tiplying the dynamic pressure q with the force coeffi-cient cf (as a rule, for wall formwork cp,net = 1.3).

Simplified method of determining the aerodynamic coefficient cpThe aerodynamic coefficient allows for the geometry of the formwork and of the building member or building element.

The following simplified c-values are stipulated for everyday "Doka practice":

Single structural elements with sharp-edged sec-tions cp,net Handrail plank = 1.3 cp,net Scaffolding tube = 1.3

Horizontal loadssuch as block-and-tackle forces, shear forces, etc.

Lateral forces on railingsHorizontal point load P = 0.3 kN in unfavourable posi-tions as per EN 12811 or EN 13374.

we Wind pressure on surface in kN/m2

qp(ze) Peak velocity pressure in kN/m2 (old

term: impact pressure)ze Reference height, height above groundcp Aerodynamic coefficient

Pea

k ve

loci

ty p

ress

ure

q p(z

e) [k

N/m

2 ]

Structure height z [m]

A will not be exceeded in large parts of Europe qb,0 = 0.49 kN/m2, TC II

B is exceeded in some parts of Europe (e.g. coastal and mountain areas) qb,0 = 0.39 kN/m2, TC II

w = q (z )ce p e p

1.50

1.00

0.50

00 10 20 30 40 50

B

A

9801

9-10

5

Aerodynamic coefficient for...cpe External pressure

cp,netFree-standing walls, structural elements with sharp-edged sections

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Design loads Calculation Guide Doka formwork engineering


Pressure of fresh concrete on vertical formwork, DIN 18218The fresh-concrete pressure h is calculated in con-formity with DIN 18218. It will depend upon the: time tE to end of initial setting fresh-concrete temperature Tc,PLACEMENT ambient temperature T unit weight of fresh concrete c compaction chemical admixtures vibrations reinforcement rate of placing vDIN 18218 contains diagrams illustrating these dependencies of the maximum horizontal fresh-con-crete pressure.Sample diagram based on the following preconditions:

Time of 5 hours to end of initial setting tE

Ensure that the following conditions are met: Unit weight of fresh concrete c: 25 kN/m3 Time tE to end of initial setting: 5 h Formwork joins tightly closed Compaction with internal vibrator Fresh-concrete temperature: +15C

max

. wet

-con

cret

e pr

essu

re [k

N/m

2 ]

hydr

osta

tic h

ead

h s [m

]

rate of rise v [m/h]

A Consistency class F1B Consistency class F2C Consistency class F3D Consistency class F4E ECC, consistency class F5F ECC, consistency class F6G SCCH Hydrostatic to tE

94511-806

A

D

0

1

2

3

4

5

6

0 1 2 3 4 5 6 7

150

125

100

75

50

25

0

B

CH

G

F

E

Fresh-Concrete Pressure Calculator: The permitted rate of placing, as determined by its various dependencies, can be determined with the Fresh-Concrete Pressure Calculator. This can be accessed on the Doka website.www.doka.com/web/tools/fresh-concrete-pres-sure-calculator/fresh-concrete-pressure-calcu-lator.en.php

Screenshot


11999736002 - 03/2012


Properties of fresh concrete

to DIN 1045 (1972 edition) or DIN 18218

to DIN 1045 (1980 edition)

to DIN EN 206-1 (July 2001 edition)

Table 3 - Slump-test classes

Table 4 - Slump-time classes (Vb)

Table 5 - Compactability classes

Table 6 - Slump-flow classes

to NORM B 4710-1, 2002-01-01 editionTable 3 - Slump-test classes: not relevant in AustriaTable 4 - Slump-time classes: not relevant in Austria

Table 5 - Compactability classes

1) ... not relevant in Austria

Table 6 - Slump-flow classes

1) ... not relevant in Austria

Comparative tables

Consistency ranges Slump-flow 'a' (cm)

Degree of compacti-bility vMeaning Symbol

Stiff K1 1.45 - 1.26Plastic K2 40 1.25 - 1.11Soft K3 41 - 50 1.10 - 1.04

Consistency ranges Slump-flow 'a' (cm)

Degree of compacti-bility vMeaning Symbol

Stiff KS 1.20Plastic KP 35 - 41 1.19 - 1.08Soft KR 42 - 48 1.07 - 1.02Flowable KF 49 - 60

Class Slump-test classesS1 10 - 40S2 50 - 90S3 100 - 150S4 160 - 210S5 220

Class Slump-time in sV0 31V1 30 - 21V2 20 - 11V3 10 - 6V4 5 - 3

Class Degree of com-pactibilityC0 1.46C1 1.45 - 1.26C2 1.25 - 1.11C3 1.10 - 1.04

Class Slump-flow(diameter in mm)F1 340F2 350 - 410F3 420 - 480F4 490 - 550F5 560 - 620F6 630

Class Degree of com-pactibility Description

C01) 1.46 Very stiffC1 1.45 - 1.26 StiffC2 1.25 - 1.11 Stiff/plasticC31) 1.10 - 1.04

ClassClass desig-

nation in Aus-tria

Slump-flowin mm

(diameter)Description

F11) 340 F2 F38 350 - 410 PlasticF3 F45 420 - 480 SoftF4 F52 490 - 550 Very softF5 F59 560 - 620 FlowableF61) 630

F66 630 - 690 Highly flowable

F73 700 - 760 Extremely flowa-ble

Compactability classes toEN 206-1 2001 editionDIN 1045 2001 edition

NORM B4710-1 2002 edition

Approximately corresponds to consistency classes as per

DIN 1045 1972 edition orDIN 18218 1980 edition

Class Degree of compactibilityC0 1.46 C1 1.45 - 1.26 K1C2 1.25 - 1.11 K2C3 1.10 - 1.04 K3

Slump-flow classes to NORM B4710-1 2002 edition Approximately corre-

sponds to consist-ency classes as per

DIN 1045 1972 edition or

DIN 18218 1980 edition

EN 206-1 2001 edition

DIN 1045 2001 edition

ClassClass desig-

nation Slump-flowF1 340 K1F2 F38 350 - 410 K2F3 F45 420 - 480 K3F4 F52 490 - 550 Fluid concreteF5 F59 560 - 620 Fluid concreteF6 630 Fluid concrete

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Structural-design values for Doka system components Calculation Guide Doka formwork engineering


Structural-design values for Doka system componentsStructural-design values for Doka system components

Doka steel components

Connector components G[kg]

F[cm2]

Wx[cm3]

Ix[cm4]

Mperm.[kNm]

Qperm.[kN]

Splice plate Top50 Z 8.5 14.4 21.6 97 3.13 80.4Adjustable waling extension 1.40m Top50 15.0 14.4 21.6 97 3.13 80.4

Universal support Top50.....mm 11.1per lin.m. 12.4 26.8 129 4.16 60

Formwork element connector FF20/50 6.3 14.4 21.6 97 3.13 80.4Formwork element connector FF20/50 Z 6.0Adjustable waling extension FF20/50 9.1 14.4 21.6 97 3.13 80.4Anchoring plate FF20/50 6.6 14.4 21.6 97 3.13 80.4Framax universal waling 0.90m 10.6 14.6 32.2 180 5.2 65Framax universal waling 1.50m 16.8 14.6 32.2 180 5.2 65Frami universal waling 0.70m 3.7 6.2 6.8 17 1.3 32.33Frami universal waling 1.25m 6.4 6.2 6.8 17 1.3 32.33Top100 tec formwork element connector 11.6 20 41.6 260 8.96 165.6Top100 tec adjustable waling extension 20.9 20 41.6 260 8.96 165.6

Calculation Guide Doka formwork engineering Structural-design values for Doka system components

13999736002 - 03/2012


Load-bearing capacity of Doka standard pro-filesDoka standard profiles (Multi-purpose walings WS10, WU12, WU14 and WU16) can also be used for custom constructions.

In order to increase the operational safety of flexurally rigid connecting devices, the following maximum load-bearing capacities shall apply:

When calculating Doka standard profiles with the Doka software 'Tipbeam', select 'Multi-purpose walings', not double U-sections.

Multi-purpose waling WS10 Top50

a ... 30 cm

Interaction diagram

1) without proof of stability

The data given below relate to plastic bound-ary internal forces. This means that the spec-ified interaction data must be complied with.

The decreased load-bearing capacities in the end zones of the WS10 and WU12 pro-files are only relevant for special applications (e.g. flexurally rigid special connecting plates), but not when used on Large-area formwork Top 50.

Connector component Mperm. [kN]Corner connecting plate SK with WS10 10.0Corner connecting plate SK with WU12 12.0Waling connector SL-1 WU16 0.75m with WS10 10.0Waling connector SL-1 WU16 0.75m with WU12 15.0Waling connector SL-1 WU16 0.75m with WU14 15.0Waling connector SL-1 WU16 0.75m with WS16 27.4Splice plate SKE 50 plus with WS10 10.0Splice plate SKE 50 plus with WU12 11.0

Middle zone End zone 'a'

Permitted moment M[kNm] 12.3 10.0Permitted shear force V [kN] 82 82Permitted normal force N [kN]1) 325 268Permitted moment of inertia [cm4] 412

Per

mitt

ed m

omen

t M [k

Nm

]

Permitted shear force V [kN]

A Middle zone Nk = 0 kN1)

B Middle zone Nk = 70 kN1)

C End zone Nk = 0 kN1)

D End zone Nk = 70 kN1)

Tr824-200-01

a a

Tr82

4-10

0

21

.1

41

.4

82

.76

2.98

5.23

6.33

8.65

12.37

10.48

10.05

8.64

14

12

10

8

6

4

2

00 20 40 60 80 100

A

B

C

D

14 999736002 - 03/2012



Multi-purpose waling WU12 Top50

a ... 30 cm

Interaction diagram


Multi-purpose waling SL-1 WU16

a ... 20 cm

Interaction diagram



Permitted moment M[kNm] 18.3 15.2Permitted shear force V [kN] 117 117Permitted normal force N [kN]1) 418 356Permitted moment of inertia [cm4] 728

Per

mitt

ed m

omen

t M [k

Nm

]






Tr824-200-02

a a

Tr82

4-10

1

20

18

16

14

12

10

8

6

4

2

00 20 40 60 80 100 120 140

18.37

16.97

15.26

14.32

12.17

9.06

8.31

4.98

38

.5

58

.7

11

7.4

A

B

C

D


Permitted moment M[kNm] 31.9 28Permitted shear force V [kN] 161 161Permitted normal force N [kN]1) 520 468Permitted moment of inertia [cm4] 1850

Per

mitt

ed m

omen

t M [k

Nm

]






Tr824-200-05

a a

Tr82

4-10

4

35

30

25

20

15

10

5

00 20 40 60 80 100 120 140

31.94

28.04

23.14

22.74

20.51

16.61

8.12

4.28

34

.7

80

.9

16

1.8

160

A

B

C

D


15999736002 - 03/2012


Top100 tec waling WU14

a ... 30 cm

Interaction diagram


Facade waling WU14

Interaction diagram


Middle End zone aPermitted moment M[kNm] 23.4 21.9Permitted shear force V [kN] 143Permitted normal force N [kN]1) 462 442Permitted moment of inertia [cm4] 1210

Per

mitt

ed m

omen

t M [k

Nm

]






98036-207-01

a a

Tr82

4-10

2

24

22

20

18

16

14

12

10

8

6

4

2

00 20 40 60 80 100 120 140

23.41

22.25

21.9221.20

14.49

12.99

9.64

8.17

51

.0

71

.5

14

3.0

160

A

B

C

D

OverallPermitted moment M[kNm] 23.4Permitted shear force V [kN] 143Permitted normal force N [kN]1) 462Permitted moment of inertia [cm4] 1210

Perm

itted

mom

ent M

[kN

m]


A Nk = 0 kN1)

B Nk = 70 kN1)

Tr824-200-03

Tr82

4-10

2

24

22

20

18

16

14

12

10

8

6

4

2

00 20 40 60 80 100 120 140

23.41

22.25

14.49

9.64

51

.0

71

.5

14

3.0

160

A

B

16 999736002 - 03/2012



Deflection diagrams

Multi-purpose waling WS10 Top50 Steel waling WS10 Top50

M ... permitted bending moment

Multi-purpose waling WU12 Top50 Steel waling WU12 Top50


Steel waling WU14 Top50


Steel waling WU16 Top50


Def

lect

ion

[mm

]

Support centres L [m]

Def

lect

ion

[mm

]


9736-160

7

6

5

4

3

2

1

1.00 1.25 1.50 1.75 2.00 2.25 2.50

8

50.0

40.0

30.0

20.0

15.0

kN/m

10.0

7.5

5.0

2.5

L

p [kN/m]

M

9736-161

7

6

5

4

3

2

1

1.00 1.25 1.50 1.75 2.00 2.25 2.50

8

100.

0

75.0

50.0

40.0

20.0

kN/m

30.0

15.0

10.0

7.5

5.0

2.5

L

p [kN/m]

M

Def

lect

ion

[mm

]


Def

lect

ion

[mm

]


9736-162

7

6

5

4

3

2

1

1.50 1.75 2.00 2.25 2.50 2.75 3.00

8

50.0

40.0

30.0

20.0

kN

/m15

.0

10.0

7.5

75.0

2.5

5.0

L

p [kN/m]

M

9736-158

7

6

5

4

3

2

1

1.50 1.75 2.00 2.25 2.50 2.75 3.00

8

100.

0

75.0

50.0

40.0

kN/m

20.0

30.0

15.0

10.0

7.5

5.0

2.5

L

p [kN/m]

M


17999736002 - 03/2012


18 999736002 - 03/2012

Composite formwork beams Calculation Guide Doka formwork engineering


Composite formwork beamsComposite formwork beam I tec 20Permitted values from technical approval

These values allow for a F = 1.5, a kmod of 0.9 and a M = 1.3.Based on a residual moisture content of 20 % or less. The values must be adjusted accordingly if conditions of use differ.

Overall height tolerance 1.0 mm, assuming 12% timber moisture content.

Deflection diagram

M ... permitted bending moment Q ... permitted shear force p ... actual load (service load)

A Web (grey)B Flange (yellow top and bottom with grey I tec sheet)C Distance-marks on beam-flanges, for Dokaflex systemD System holesE End-reinforcement (grey)F Notch for chalk lineG I tec sheet (grey)

A

B

E

C

D

F

G

I tec 20Perm. Q [kN] 20.0Perm. M [kNm] 9.0E J [kNm2] 640

I tec 20

Approval Number

Z-9.1-773

20.0

4.08.0

Def

lect

ion

[mm

]


L

p [kN/m]

30

25

20

15

10

5

0

1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0

98036-100

Q

M

L/250

L/500

0.5 kN/m

1

2

2.53

3.54

4.5

5

6

7

8

9

10

12.5

15

20

25

30

1.5

Calculation Guide Doka formwork engineering Timber formwork beams

19999736002 - 03/2012


Timber formwork beamsTimber formwork beams

Permissible values from EN 13377, Schedule E

These values allow for a F = 1.5, a kmod of 0.9 and a M = 1.3.Based on a residual moisture content of 20 % or less. The values must be adjusted accordingly if conditions of use differ.*According to approval issued by the Institute for Con-struction Engineering, Berlin

Types of beam



Deflection diagrams

Doka formwork beams H20 N and P

M ... Permitted bending moment Q ... Permitted transverse force p ... Applied load (working load)

Doka formwork beams H16 N and P

M ... permissible bending moment Q ... permissible transverse force p ... applied load (working load)

A Web (yellow)B Flange (yellow)C Beam-flange markings for the Dokaflex systemD System holesE End reinforcement (blue plastic cap for Doka beam H20 top, rivet

for Doka beam H20 eco)F Notch for chalking line

H20N and P H16 P H16 N H24 H30* H36*

perm. Q [kN] 11.0 8.5 7.5 12.5 15.0 17.0perm. M [kNm] 5.0 2.7 2.7 6.5 13.5 17.0E J [kNm2] 450 250 250 700 1250 1850perm. span [m] 4.00 3.20 3.20 4.80 6.00 6.00

H16 N H16 P H20 N H20 P

Approval NumberZ-9.1-222 Z-9.1-391 Z-9.1-21 Z-9.1-391

or EN 13377Doka beams with no EN mark (i.e. those produced on or before 3rd Nov. 2008) are covered by the above-mentioned DIB ( German Institute of Building Technology) Approval. Doka beams with an EN mark (i.e. those produced from 4th Nov. 2008 onward) are covered by EN 13377.

A

B

E

C

D

F

16.0

3.56.5

16.0

3.56.5

20.0

4.08.0

20.0

4.08.0

H24 N H30 H36

Approval NumberZ-9.1-317 Z-9.1-21 Z-9.1-21

Def

lect

ion

[mm

]

Span L [m]

Def

lect

ion

[mm

]

Span L [m]

24.0

8.0 4.0

30.5

5.4

9.7 9.7

36.0

5.4

9736

-252

-01

9732-105

0 1.0 2.0 3.0 4.0 5.0

16

14

12

10

8

6

4

2

0

L/500Q M

0.5 kN/m

1

1.5

2

2.53

3.5

4

4.55

10

1520

3040

7.5

L

p [kN/m]

9732-110

0 0.5 1.0 1.5 2.0 2.5

16

14

12

10

8

6

4

2

03.0 3.5

L/500Q

M

0.5 kN/m

1

1.5

22.5

33.5

44.5

5

1015203040

7.5

L

p [kN/m]

20 999736002 - 03/2012

Formwork sheets Calculation Guide Doka formwork engineering


Formwork sheetsFormwork sheets

Deflection diagramsIf the moisture content is higher than shown in the dia-grams below, the modulus of elasticity diminishes sig-nificantly (i.e. deformation increases), and this is accompanied by a reduction in strength. This, in conse-quence, means a reduction in the ability to bear loads.

Doka formwork sheets 3-S plus, 3-SO, 3-S eco, Doka textured formwork sheets 3-SO Dokadur panel ProFrame panel

21 mm

Bending strength EJ = 7.82 kNm2/m (15% residual moisture content in the wood) M ... Permitted bending moment Q ... Permitted shear force

27 mm


The grain of the face layer (A) must run at right angles to the supports (B) .

9792

-210

-01 B

A

Def

lect

ion

[mm

]

Span L [cm]

Def

lect

ion

[mm

]

Span L [cm]

2.5 kN/m

5

7.5

10

15

20

25

30

4050

6080

100

L/500

M

9732-101

20 30 40 50 8060 70

4.0

3.5

3.0

2.5

2.0

1.5

1.0

0.5

QL

p [kN/m]

L L L

L

p [kN/m]

L L L

2.5 kN/m

5

7.5

10

15

20

25

30

40

5060

80100

L/500

M

9732-102

20 30 40 50 8060 70

4.0

3.5

3.0

2.5

2.0

1.5

1.0

0.5

Q

Calculation Guide Doka formwork engineering Formwork sheets

21999736002 - 03/2012


Dokaplex formwork sheets

18 mm


21 mm


9mm

Finnish birch plywood

15 mm

Modulus of bending EJ = 2.0 kNm2/m (15% moisture content) M ... permitted bending moment

12 mm

Modulus of bending EJ = 1.1 kNm2/m (15% moisture content) M ... permitted bending moment

The fibre direction of the face ply relative to the supports is of no significance.D

efle

ctio

n [m

m]

Span L [cm]

Def

lect

ion

[mm

]

Span L [cm]

The Dokaplex formwork sheet 9mm is only used for facing profiled timber formers, e.g. as a simple way of forming curved surfaces.

L L

p [kN/m]

L L

3.0

2.5

2.0

1.5

1.0

0.5

20 30 40 50 60

2.5 kN/m

5

7.5

10

152025

30

40

60

50

L/500

M

9732-103

Q

L L

p [kN/m]

L L

3.0

2.5

2.0

1.5

1.0

0.5

20 30 40 50 60

2.5 kN/m

5

7.5

10

15

202530

40

60

50

80

L/500

M

9732-104

Q

The fibre direction of the face ply relative to the supports is of no significance.

Def

lect

ion

[mm

]

Support centres L [cm]

Def

lect

ion

[mm

]


9736-127

1,2

1,0

0,8

0,6

0,4

0,2

10 15 20 30 35 40 45

1,4

l/500

1,8

1,6

2,0

25 50

10.0

kN/m

7.

5

2.5

15.0

100.

0

80.0

60.0

50.0 4

0.0

30.0

20.0

5.0

L

p [kN/m]

L L L L L

M

9736-102

1,2

1,0

0,8

0,6

0,4

0,2

10 15 20 30 35 40 45

1,4

100.

0

1,8

1,6

2,0

25 50

80.0

60.0

50.0

40.0 30.0

20.0

15.0

10.0

kN

/m

7.5

5.0

2.5

L

p [kN/m]

L L L L L

L/500

M

22 999736002 - 03/2012

Formwork sheets Calculation Guide Doka formwork engineering


Xlife sheets 21mm

Lettering falling from left to right (Xlife sheet side-ways)

Flexural stiffness EJ = 4.97 kNm2/m (15% timber moisture content) M ... Permitted bending moment

Lettering rising from left to right (Xlife sheet in the upright)

Flexural stiffness EJ = 3.1 kNm2/m (15% timber moisture content) M ... Permitted bending moment

The deflection characteristics of the Xlife sheet in the longitudinal are different from those in the transverse direction. The only way to tell which is the longitudinal and which is the transverse direction is by the direction of the lettering on the formwork sheets.For the purpose of the following diagrams, then, be sure to know which way round the Xlife sheets are placed in relation to the supports (e.g. Doka beams).

A SupportB Lettering on formwork sheet

Def

lect

ion

[mm

]


9732

-404

-01

A

B

20 30 40 50 8060 70

4.0

3.5

3.0

2.5

2.0

1.5

1.0

0.5

L

p [kN/m]

L L L

9732-117

M

L/500

2.5 kN/m

5

7.51015202530

40

50

60

10080

A SupportB Lettering on formwork sheet

Def

lect

ion

[mm

]


9732

-403

-01 A

B

L

p [kN/m]

L L L

9732-118

20 30 40 50 8060 70

4.0

3.5

3.0

2.5

2.0

1.5

1.0

0.5

M

L/500

2.5 kN/m

57.51015

20

25

30

4050

60

10080

Calculation Guide Doka formwork engineering Doka floor props Eurex

23999736002 - 03/2012


Doka floor props EurexFloor props Eurex top and Eurex

Permitted capacities of Doka floor props

Used as free-standing construction props

*) Position of outer tubeBottom Top

For details of the permitted capacities of the Doka floor props when used with the Dokaflex and Doka-Xtra systems, please refer to the rel-evant User Information booklets.

24 999736002 - 03/2012

Doka floor props Eurex Calculation Guide Doka formwork engineering


Table 1: Permitted prop loads [kN]Eurex 20 and Eurex 20 top Eurex 30 and Eurex 30 top

150 250 300 350 400 550 700 250 300 350 400 450 550

Pro

p le

ngth

[m]

Top

or b

otto

m

Bot

tom

Top

Bot

tom

Top

Bot

tom

Top

Bot

tom

Top

Bot

tom

Top

Bot

tom

Top

Bot

tom

Top

Bot

tom

Top

Bot

tom

Top

Bot

tom

Top

Bot

tom

Top

Bot

tom

Top

Pos

ition

of o

uter

tube

A15 A25 A25 A30 A30 A35 A35 A40 A40 A55 A55 A70 A70 A25 A25 A30 A30 A35 A35 A40 A40 A45 A45 A55 A55

Pro

p ca

tego

ry to

EN

106

5

B25 B25 B30 B30 B35 B35 B40 B40 B55 B55 B70 B70 B25 B25 B30 B30 B35 B35 B40 B40 B45 B45 B55 B55C25 C25 C30 C30 C35 C35 C40 C40 C55 C55 C70 C70 C25 C25 C30 C30 C35 C35 C40 C40 C45 C45 C55 C55

D15 D25 D25 D30 D30 D35 D35 D40 D40 D55 D55 D70 D70 D25 D25 D30 D30 D35 D35 D40 D40 D45 D45 D55 D55

E25

A70 A70 E25 E25 E30 E30 E35 E35 E40 E40 E45 E45 E55 E55

7.0 20.0 21.16.9 20.9 22.06.8 21.8 22.96.7 22.6 23.86.6 23.5 24.76.5 24.4 25.66.4 25.5 26.76.3 26.6 27.86.2 27.7 28.96.1 28.7 30.06.0 29.8 31.15.9 31.2 32.95.8 32.6 34.75.7 34.0

35.6

5.6 35.45.5 20.0 22.1

35.6

30.9 32.45.4 20.9 23.2 32.6 34.25.3 21.9 24.4 34.4 36.15.2 22.9 25.7 36.2 38.05.1 23.9 27.1 38.1 39.85.0 25.0 28.5

40.0 40.0

4.9 26.4 30.14.8 27.8 31.64.7 29.2 33.24.6 30.6 34.94.5 32.2

35.6

31.8 33.54.4 33.9 33.8 35.84.3

35.6

35.8 38.04.2 38.0

40.0

4.1

40.0

4.0 20.9 24.1 30.6 33.23.9 22.3 26.0 32.8 35.73.8 23.7 27.9 35.1 38.23.7 25.2 29.9 37.5

40.0

3.6 26.9 32.2

40.0

3.5 20.2 23.8 28.5 34.4 30.0 33.23.4 21.7 25.9 30.1

35.6

32.4 35.73.3 23.1 28.1 31.4 34.7 38.23.2 24.6 30.4 32.5 37.1

40.0

3.1 26.3 33.0 33.5

40.0

3.0 20.1 24.1 27.9

35.6

34.4 30.0 33.82.9 21.7 26.6 28.8 35.4 32.6 36.22.8 23.3 29.1 29.6

35.6

35.2 38.52.7 24.6 31.6 30.6 37.5

40.0

2.6 25.4 34.3 31.8 38.82.5 26.2 31.2 26.2

35.6

32.9 30.0 35.9

40.0

2.4 27.1 33.4 27.0 34.0 31.3 37.42.3 27.9

35.6

27.8 35.1 32.6 38.92.2 28.9 28.9

35.633.8

40.0

2.1 29.6 30.2 34.92.0 30.3 31.5 35.91.9 31.7 33.0 37.51.8 33.1 34.5 39.21.7 34.6

40.01.635.6

1.5

20.0

1.41.31.21.11.0

Calculation Guide Doka formwork engineering Doka floor props Eurex

25999736002 - 03/2012


When used in Dokamatic and Dokaflex tables, or as temporary repropping (with props restrained)

Permitted load-bearing capacity [kN]

1) 'Eurex top' prop only2) not allowed to be used in Dokamatic and Dokaflex tables

Practical examplesP

rop

leng

th [m

] Eurex 20 and Eurex 20 top Eurex 30 and Eurex 30 top150 250 300 350 400 550 700 1) 2) 250 300 350 400 450 5501)

Eur

ex

Eur

ex to

p

Eur

ex

Eur

ex to

p7.06.96.86.76.6

35

6.56.46.36.26.16.05.95.85.75.65.5 30 30

40

5.4 32 325.3 34 345.2 36

35

5.1 385.0

40

4.94.84.74.64.5

40

4.44.34.24.14.0 30 30

40

3.9 32 323.8 34 343.7 36

35

3.6 383.5 30

40

40

3.4 323.3 343.2

35

3.13.0 30

40

2.9 322.8 342.7

35

2.62.5 30

40

2.4 322.3 342.2

35

2.12.01.91.81.71.61.5

25

1.41.31.21.11.0

With enhancedload-bearing capacity

Without enhancedload-bearing capacity

When the Doka Eurex and 'Eurex top' floor props are used as temporary reshores, the permitted carrying capacities increase as shown in the table in 'Permitted capaci-ties of Doka floor props'.This increase in capacity only applies if the head- and baseplate are placed directly against the floor-slabs (a formwork-sheet-ing packing strip (A) is per-missible).

Tr570-200-01

A

Tr570-200-01

26 999736002 - 03/2012

Doka floor props Eco Calculation Guide Doka formwork engineering


Doka floor props EcoFloor props Eco

Used as free-standing construction propsPermitted capacities [kN] as a function of the exten-sion length of the outer tube (to NORM B4009)

Floor props Eco 20, moreover, are also compliant with European standard EN 1065, class A.

Pro

p le

ngth

[m] Eco 20

250(260) 300 350

400(410)

4.1 (20.5)4.0 21.63.9 22.83.8 23.93.7

25

3.63.5 20.13.4 213.3 21.93.2 22.83.1 23.73.0 21.3 24.72.9 22.6

25

2.8 242.7

25

2.6 (25)2.5

25

2.42.32.22.12.01.91.81.71.61.5

For details of the permitted capacities of the Doka floor props when used with the Dokaflex and Doka-Xtra systems, please refer to the rel-evant User Information booklets.

Calculation Guide Doka formwork engineering Doka floor props Eco

27999736002 - 03/2012


Example of use - Doka floor props Eco for temporary shoringPractical examples

With enhancedload-bearing capacity

Without enhancedload-bearing capacity

When Doka floor props Eco are used as temporary reshores, their permitted load-bearing capacity increases to 25 kN.This increase in capacity only applies if the head- and baseplate are placed directly against the floor-slabs (a formwork-sheet-ing packing strip (A) is per-missible).

Tr570-200-01

A

Tr570-200-01

28 999736002 - 03/2012

Doka floor prop Eurex 60 550 Calculation Guide Doka formwork engineering


Doka floor prop Eurex 60 550Floor prop Eurex 60 550

Height ranges and lengthening- piecesThe extension range of the floor prop Eurex 60 550 can be enlarged by using lengthening-pieces.

Load-bearing capacity data for Eurex 60 550

- when used as a floor prop

Permitted capacity: 60 kN at any extension length from 3.50 to 5.50 m.If the prop is lengthened, allow for the reduction in capacity as shown in the diagram!

Fig. 13.50 - 5.50 m Fig. 2 5.50 - 7.50 m Fig. 3 7.00 - 11.00 m

A Floor prop Eurex 60 550B Extension Eurex 60 2.00m (with integrated Coupler Eurex 60)C Coupler Eurex 60

9745

-202

-01

A

9745

-202

-01

A

B

9745

-202

-01

A

A

C

Max

. loa

d [k

N]

Length extended [m]

9745-100

3 4 5 6 7 8 9 10 11 12

60

50

40

30

20

10

0

Calculation Guide Doka formwork engineering Doka floor prop Eurex 60 550

29999736002 - 03/2012


30 999736002 - 03/2012

Form-ties Calculation Guide Doka formwork engineering


Form-tiesTie rods

Permitted load-bearing capacities of form-ties

Elongation of the form-ties as a percentage of the length of rod under load

L ... tie-rod elongation [mm] L ... tie-rod length [m] Z ... form-tie load [kN] A ... cross-sectional area [cm2]

Tie-

rod

Dia

met

er d

1 [m

m]

Dia

met

er d

2 [m

m]

Cro

ss-s

ectio

nal a

rea

A [c

m2 ]

Per

mitt

ed c

apac

ity [k

N],

al

low

ing

a 1.

6 : 1

fact

or o

f saf

ety

agai

nst f

ailu

re

Per

mitt

ed c

apac

ity [k

N] t

o D

IN 1

8216

Per

mitt

ed c

apac

ity [k

N],

al

low

ing

a 2

: 1 fa

ctor

of s

afet

y ag

ains

t fai

lure

as

requ

ired

by F

renc

h st

anda

rd

15.0 15.0 17.0 1.77 120 90 9820.0 20.0 22.5 3.14 220 150 17226.5 26.5 30.0 5.52 350 250 27332.0 32.0 36.0 8.04 520 400 40036.0 36.0 40.5 10.18 660 500 50040.0 40.0 44.0 12.57 820 600 600

WARNINGSensitive rod steel! Never weld or heat tie-rods. Tie rods that are damaged or have been

weakened by corrosion or wear must be withdrawn from use.

Only use approved tie-rods.

9736-207-01

d1

d2

Form

-tie

load

[kN

]Elongation of the length of rod under load [%]

A Tie-rod 15.0B Tie-rod 20.0C Tie-rod 26.5D Tie-rod 32.0E Tie-rod 36.0F Tie-rod 40.0

250

200

150

100

50

00 0.05 0.1 0.15 0.2 0.25 0.3 0.35

A

BCDEF

L = L Z21 A

Calculation Guide Doka formwork engineering Form-ties

31999736002 - 03/2012


Shear stress and bending stress on tie-rodsUntil recently, it has not been permitted to subject tie-rods to shear force.Owing to improved manufacturing methods, this is now allowed to a permitted extent.

Practical examples

Timber on concrete

Steel on concrete

Required cube compressive strength of the concrete at the time of loading: At least B10 or fck,cube,current10 N/mm2 Separate proof must be provided of the load-bearing

capacity of the mounted part (squared timber or flat-bar steel).

Ensure that there is no possibility of extraneous ten-sile forces being transmitted at the same time.

Tighten the form-ties in the usual way.Tabular values for: the practical examples shown above maximum lever arm 6 cm cube compressive strength min. 10 N/mm2

To introduce higher loads than these, cones e.g. bridge-edge beam anchors, climbing cones etc. must be used.

A Super-plateB Tie-rodC Squared timberD e.g. flat-bar steel and weldable coupler

Tie-rod Shear force15.0 5 kN20.0 11 kN26.5 15 kN

Tr70

5-20

0-01

QA

B

C

Tr70

5-20

1-01

Q

A

B

D

32 999736002 - 03/2012

Plumbing accessories Calculation Guide Doka formwork engineering


Plumbing accessoriesPlumbing accessories

Panel strut 340

a ... 193.8 - 341.7 cmb ... 103.0 - 152.1 cmc ... 165.0 - 330.0 cm

Loadability data

Panel strut 540

a ... 309.0 - 550.0 cmb ... 192.5 - 248.9 cmc ... 279.0 - 505.0 cm

Loadability data

Extension length 'a'[m]

Permitted load [kN]Compres-

sion Tension

2.00 22.0

15.0

2.20 21.02.40 17.52.60 14.52.80 12.53.00 11.03.20 9.53.40 8.0

The rule-of-thumb here is:

The length 'a' of the panel strut should be the same as the height of the formwork to be braced.

9736-204-01

a

b

c

Extension length 'a'[m]

Permitted load [kN]Compres-

sion Tension

3.20 30.0

15.0

3.40 30.03.60 30.03.80 25.54.00 21.54.20 19.04.40 16.54.60 15.04.80 13.55.00 12.05.20 11.05.40 10.05.50 9.5

9736-203-01

a

b

c

Calculation Guide Doka formwork engineering Plumbing accessories

33999736002 - 03/2012


Eurex 60 550 used as a shoring & plumbing accessory

Loading capacity data for Eurex 60 550 (com-pressive force)*

- when used as a shoring & plumbing accessory

* 15 kN tensile force at any extension length 30 kN tensile force at any extension length and when anchored with 2 dowels

Type

Ext

ensi

on le

ngth

L [m

]

Plu

mbi

ng s

trut E

urex

60

550

(A)

Ext

ensi

on E

urex

60

2.00

m (B

)

Cou

pler

Eur

ex 6

0 (C

)

Con

nect

or E

urex

60

IB (D

)

Plu

mbi

ng s

trut s

hoe

Eur

ex 6

0 E

B (E

)

Adj

ustin

g st

rut 5

40 E

urex

60

IB (F

)

Pro

p he

ad E

B (G

)

Wei

ght [

kg]

1 3.79 - 5.89 1 1 1 1 2 91.12 5.79 - 7.89 1 1 1 1 1 2 112.43 7.79 - 9.89 1 2 1 1 1 2 133.74 7.22 - 11.42 2 1 1 1 1 2 142.55 9.22 - 13.42 2 1 1 1 1 1 2 163.8

The rule-of-thumb here is:

The length of the Eurex 60 550 prop should be the same as the height of the formwork to be braced.

9745-208-011 2 3 4 5

Per

mitt

ed lo

ad [k

N]

Length extended [m]

3 4 5 6 7 8 9 10 13 14

35

30

25

20

15

10

5

011 12

9745-101

34 999736002 - 03/2012



Adjustable plumbing strut

See table below for required numbers and types of intermediate pieces

1 ... Permitted axial load under tension = 40 kN 2 ... On timber-beam formwork: Also allow for the Connecting pin 10cm and the Spring cotter 5mm 3 ... Included in scope of supply

A Spindle headB Spindle element without hinged end-plate

9727

-345

-01

A

B

C

D

E

C Intermediate piece 2.40mD Intermediate piece 3.70mE Spindle element with hinged end-plate

A good rule of thumb here is:

The length of the Adjustable plumbing strut should be the same as the height of the formwork to be sup-ported.

Type Length L [m]

Permitted axial load [kN]

under compression 1)Spindle ele-ment with

hinged end-plate

Intermediate pieces

Spindle ele-ment without hinged end-

plate

Spindle head 2)Hexagonal bolts

M16 x 60 8.8Nut M16 8

Spring washer A16 3)

Weight[kg]

min. L half L max. L short2.40 mlong

3.70 m1 6.0 - 7.4 40.0 40.0 27.8 1 1 1 1 8 153.92 7.1 - 8.5 40.0 38.2 24.3 1 2 1 1 12 183.73 8.4 - 9.8 40.0 35.6 21.7 1 1 1 1 1 12 209.14 9.7 - 11.1 40.0 31.7 19.0 1 2 1 1 12 234.55 10.8 - 12.2 40.0 27.8 16.1 1 2 1 1 1 16 264.36 12.1 - 13.5 34.2 24.1 13.4 1 1 2 1 1 16 289.77 13.4 - 14.8 27.1 21.5 12.2 1 3 1 1 20 315.78 14.5 - 15.9 20.8 17.5 9.5 1 2 2 1 1 20 344.9


35999736002 - 03/2012


Examples of usage in Doka form-work systemsIn the case of free-standing walls, an aerodynamic coefficient cp,net of 1.3 should be assumed for Doka products (formwork). The greater wind loads at the ends must be constructionally sustained by additional plumbing accessories (e.g. struts or pipe-braces).

Framax Xlife framed formwork

Number of struts per 2.70 m width of gang-form:

*) Up to a height of 3.30 m, the spacing of the props can be extended to 4.05 m apart.The values apply where the wind pressure we = 0.65 kN/m2. This results in a dynamic pressure qp = 0.5 kN/m2 (102 km/h) where cp, net = 1.3. The greater wind loads encountered at exposed formwork-ends must be constructionally sustained by additional plumb-ing accessories (e.g. struts or pipe-braces). In cases where higher wind pressure is encountered, the number of struts must be determined by statical calcu-lation.

Note:Every gang-form must be supported by at least 2 plumbing accessories.

Example: Where the formwork height is 7.20 m, the fol-lowing are needed for every 5.40 m wide gang-form: 2 Panel struts 340 4 Panel struts 540

Framed formwork Frami Xlife

Plumbing strut 260:

Panel strut 340:

The values apply where the wind pressure we = 0.65 kN/m2. This results in a dynamic pressure qp = 0.5 kN/m2 (102 km/h) where cp, net = 1.3. The greater wind loads encountered at exposed formwork-ends must be constructionally sustained by additional plumb-ing accessories (e.g. struts or pipe-braces). In cases where higher wind pressure is encountered, the number of struts must be determined by statical calcu-lation.


Example: Where the formwork height is 3.00 m, the fol-lowing are needed for every 5.40 m wide gang-form: 5 Plumbing struts 260

or 4 Panel struts 340

Formwork height [m]Panel strut Eurex 60 550 /

Adjustable plumbing strut340 540

4.05 1 *)

5.40 16.00 1 17.20 1 28.10 1 1Max. anchoring load: Fk = 13.5 kN (Rd = 20.3 kN)

For more information, see the Calculation Guide "Wind loads to the Eurocodes" or ask your Doka technician!

Formwork height [m] Permissible spacing [m]1.80 2.102.25 1.902.70 1.353.00 1.203.60 0.80

Max. anchoring load: Fk = 4.5 kN (Rd = 6.8 kN)

Formwork height [m] Permissible spacing [m]2.70 1.453.00 1.353.60 1.004.20 0.954.50 0.70

Max. anchoring load: Fk = 4.5 kN (Rd = 6.8 kN)


36 999736002 - 03/2012



Large-area formwork Top 50

Permitted spacings [m] of the plumbing accesso-ries:



Example: Where the formwork height is 7.00 m, the fol-lowing are needed for every 8.00 m wide gang-form: 2 Panel struts 340 2 Eurex 60 550 / Adjustable plumbing struts

Wall formwork FF20

Permitted spacings [m] of the plumbing accesso-ries:



Example: Where the formwork height is 5.50 m, the fol-lowing are needed for every 4.00 m wide gang-form: 1 Panel strut 340 1 Panel strut 540

Formwork height [m]Panel strut

Eurex 60 550 / Adjustable plumb-

ing strut340 540

3.00 4.004.00 3.005.00 3.006.00 2.007.00 4.00 4.008.00 3.00 4.00


Formwork height [m]Panel strut Eurex 60 550 or pipe brace

340 5403.25 4.804.75 3.205.50 4.00 4.006.00 3.20 3.006.50 2.40 2.207.50 3.20 4.808.25 4.80 2.30 4.80



37999736002 - 03/2012


Doka Express anchor 16x125mm

Loading dataThe data specified here apply to temporary fixing points in uncracked concrete, irrespective of the load-direction angle F.

Attaching components

c ... max. 15 mm

Back-stay on ring

c ... max. 27 mm (steel, timber, ...)

Permitted load in 'green' (new) concrete with characteristic cube compressive strength fck,cube14 N/mm2: Fperm. = 9.5 kN (Rd = 14.25 kN)Permitted load in C20/25 concrete with characteristic cube compressive strength fck,cube25 N/mm2: Fperm. = 17.0 kN (Rd = 25.5 kN)

If the ring is damaged (deformed), it is not per-mitted to use this back-stay!Permitted load in "green" (new) concrete and in cured C20/25 concrete with a characteristic cube compres-sive strength of fck,cube14 N/mm2: Fperm. = 5.0 kN (Rd = 7.5 kN)

F

9432-204-01

c

F

9432-202-02

c

38 999736002 - 03/2012



Load-bearing capacity of EN 74 compliant couplers

Steel

GeneralSteels of deoxidation type FU (rimmed steels) may not be used.

Non-system tubesNon-system tubes to which prEN 74-1-compliant cou-plers can be attached (i.e. with a nominal outside diam-eter of 48.3 mm) must have a yield strength of at least 235 N/mm2 and a nominal wall thickness of at least 3.2 mm.

Aluminium alloys

Non-system tubesNon-system tubes to which prEN 74-1-compliant cou-plers can be attached (i.e. with a nominal outside diam-eter of 48.3 mm) must have a 0.2% creep limit of at least 195 N/mm2 and a nominal wall thickness of at least 4.0 mm.

Max. eccentricitiesAt junctions, a single node may be assumed if the eccentricity e of the system-lines from the selected node point of all coupler-fixed components is smaller than 160 mm.

e ... eccentricity

To determine the rigidity of tube-coupler connections, a reduction factor (as defined by EN 12812) should be assumed.

Permitted resistance values for cou-plers

A DiagonalB CouplerC Single coupler attached to prop

9736-186

e

e

ee

A

A

A

A

B

B

C

Type of coupler Internal forcePermitted values

Class A Class BRight-angled cou-pler (RA) Slip force, FS perm. 6.0 kN 9.0 kN

Sleeve coupler (SF) Slip force, FS perm. 3.5 kN 5.5 kN

Swivel coupler (SW) Slip force, FS perm. 6.0 kN 9.0 kN

Parallel coupler (PA) Slip force, FS perm. 6.0 kN 9.0 kN


39999736002 - 03/2012


40 999736002 - 03/2012

Large-area formwork Top 50 Calculation Guide Doka formwork engineering


Large-area formwork Top 50Large-area formwork Top 50

9732-383-01

Calculation Guide Doka formwork engineering Large-area formwork Top 50

41999736002 - 03/2012


Top 50 elements

Doka beam H20

Formwork height 1.90 m




Perm. fresh-concrete pressure hk,max [kN/m2] 30 40 50 60 70 80

Beam centres [cm] 71 63 62 - - -Max. span deflection [mm] 0.3 0.2 0.1 - - -Max. cantilever deflection [mm] 0.4 0.4 0.3 - - -Waling load Bk [kN/m] 12 11 11 - - -Waling load Ak [kN/m] 27 33 35 - - -


Beam centres [cm] 63 48 42 41 - -Max. span deflection [mm] 0.7 0.7 0.6 0.5 - -Max. cantilever deflection [mm] 0 0 0 0 - -Waling load Bk [kN/m] 30 31 31 31 - -Waling load Ak [kN/m] 34 45 54 59 - -

9732-560-01

19

0

18

0

10

04

0

hs

Bk

Ak

hk,max

9732-560-02

25

0

24

5

12

04

5

hs

Bk

Ak

hk,max


Beam centres [cm] 54 41 35 33 - -Max. span deflection [mm] 0.7 0.7 0.6 0.5 - -Max. cantilever deflection [mm] 0 0 0 0 - -Waling load Bk [kN/m] 30 31 31 31 - -Waling load Ak [kN/m] 34 45 54 59 - -


Beam centres [cm] 47 35 29 26 26 -Max. span deflection [mm] 1.5 1.6 1.5 1.3 1.2 -Max. cantilever deflection [mm] 0 0 0 0 0 -Waling load Bk [kN/m] 35 38 40 39 39 -Waling load Ak [kN/m] 37 50 60 69 73 -

9732-560-03

27

0

26

5

13

54

5

hs

Bk

Ak

hk,max

9732-560-04

30

0

29

0

16

04

5

hs

Bk

Ak

hk,max

42 999736002 - 03/2012







Perm. fresh-concrete pressure hk,max [kN/m2]

30 40 50 60 70 80

Beam centres [cm] 41 34 27 23 22 21Max. span deflection [mm] 0.9 1.2 1.2 1.1 0.9 0.8Max. cantilever deflection [mm] 0 0 0 0 0 0.1Waling load Bk [kN/m] 45 50 52 53 48 51Waling load Ak [kN/m] 40 54 68 79 88 93


Beam centres [cm] 54 44 36 31 28 27Max. span deflection [mm] 0.3 0.3 0.3 0.3 0.3 0.2Max. cantilever deflection [mm] 0.1 0.1 0.1 0.1 0.1 0.3Waling load Ck [kN/m] 15 14.4 14 13.6 13.7 13.9Waling load Bk [kN/m] 39 49 55 56 56 55Waling load Ak [kN/m] 31 41 52 62 71 75

9732-560-05

34

0

33

0

16

55

5

hsBk

Ak

hk,max

9732-560-06

34

0

33

0

12

01

20

45

hs

Bk

Ak

Ck

hk,max


Beam centres [cm] 35 29 24 20 19 18Max. span deflection [mm] 1.3 1.8 2.0 2.0 1.8 1.6Max. cantilever deflection [mm] 0 0 0 0 0 0.0Waling load Bk [kN/m] 52 59 63 65 65 64Waling load Ak [kN/m] 42 57 73 86 96 105


Beam centres [cm] 57 44 35 31 26 25Max. span deflection [mm] 0.3 0.3 0.3 0.3 0.3 0.3Max. cantilever deflection [mm] 0.2 0.1 0.1 0.2 0.2 0.2Waling load Ck [kN/m] 25 26 25 25 25 25Waling load Bk [kN/m] 38 50 59 56 65 64Waling load Ak [kN/m] 31 41 52 56 73 80

9732-560-07

37

0

36

0

18

55

5

hs

Bk

Ak

hk,max

9732-560-08

37

0

36

0

12

01

20

45

hs

Bk

Ak

Ck

hk,max


43999736002 - 03/2012







30 40 50 60 70 80

Beam centres [cm] 52 39 33 28 26 23Max. span deflection [mm] 0.4 0.4 0.4 0.3 0.4 0.4Max. cantilever deflection [mm] 0.3 0.1 0.1 0.1 0.1 0.2Waling load Ck [kN/m] 30 32 32 31 31 34Waling load Bk [kN/m] 41 55 66 74 77 74Waling load Ak [kN/m] 31 41 52 63 74 84


30 40 50 60 70 80

Beam centres [cm] 55 44 35 29 25 22Max. span deflection [mm] 0.4 0.3 0.2 0.3 0.3 0.3Max. cantilever deflection [mm] 0.1 0.1 0.1 0.1 0.1 0.1Waling load Dk [kN/m] 15 15 14 14 14 14Waling load Ck [kN/m] 39 47 53 54 54 53Waling load Bk [kN/m] 37 49 62 74 84 90Waling load Ak [kN/m] 31 41 51 62 72 83

9732-560-09

40

0

39

0

12

01

30

45

hs

Bk

Ak

Ck

hk,max

9732-560-10

46

0

45

0

12

01

20

12

04

5

hs

Bk

Ak

Ck

Dk

hk,max


30 40 50 60 70 80

Beam centres [cm] 60 44 35 29 25 22Max. span deflection [mm] 0.3 0.3 0.2 0.3 0.3 0.3Max. cantilever deflection [mm] 0.8 0.5 0.4 0.4 0.4 0.4Waling load Dk [kN/m] 29 30 30 29 29 29Waling load Ck [kN/m] 36 48 57 62 64 64Waling load Bk [kN/m] 37 49 62 77 87 96Waling load Ak [kN/m] 31 41 52 62 72 83


30 40 50 60 70 80

Beam centres [cm] 44 33 27 22 19 15Max. span deflection [mm] 0.7 0.7 0.6 0.6 0.6 0.6Max. cantilever deflection [mm] 0 0 0 0 0 0Waling load Dk [kN/m] 32 34 35 35 34 38Waling load Ck [kN/m] 48 65 79 89 95 95Waling load Bk [kN/m] 48 64 80 97 114 129Waling load Ak [kN/m] 34 45 56 67 78 90

9732-560-11

50

0

49

0

12

01

20

12

04

5

hs

Bk

Ak

Ck

Dk

hk,max

9732-560-12

60

0

59

0

15

01

55

15

54

5

hs

Bk

Ak

Ck

Dk

hk,max

44 999736002 - 03/2012



Doka walingsPractical example: 400-1200-400 tie-spacing in a Top100 tec waling WU14 2.00m

Important note:This table refers only to one single element with 2 cantilever arms.It takes no account of: continuity effects with other elements combinations of elements closures stop-ends etc.

98036-212-01

WS10 WU12 WU14 WU16Top50 Top50 Top100 tec SL-1

Leng

th o

f wal

ing

Num

ber o

f tie

s

Spacing of form-ties on standard elements Per

mitt

ed w

alin

g lo

ad

Cha

ract

eris

tic

anch

or fo

rce

Per

mitt

ed w

alin

g lo

ad

Cha

ract

eris

tic

anch

or fo

rce

Per

mitt

ed w

alin

g lo

ad

Cha

ract

eris

tic

anch

or fo

rce

Per

mitt

ed w

alin

g lo

ad

Cha

ract

eris

tic

anch

or fo

rce

[m] [mm] qR,k [kN/m]NR,k [kN]

qR,k [kN/m]

NR,k [kN]

qR,k [kN/m]

NR,k [kN]

qR,k [kN/m]

NR,k [kN]

0.50 1 250 - 250 307 154 - - 516 258 - -0.625 1 312 - 312 - - - - - - 480 300

0.752 200 - 350 - 200 376 141 - - 695 261 800 3001 375 - 375 163 122 - - 281 211 370 278

1.002 250 - 500 - 250 271 136 395 198 515 258 610 3051 500 - 500 97 97 144 144 181 181 235 235

1.252 250 - 750 - 250 214 134 306 191 380 238 427 2671 625 - 625 63 79 94 118 119 149 160 200

1.502 300 - 900 - 300 182 137 260 195 309 232 359 2691 750 - 750 43 65 65 98 83 125 113 170

1.75 2 300 - 1150 - 300 102 89 152 133 194 170 265 232

2.00

2 400 - 1200 - 400 123 123 177 177 217 217 265 2652 450 - 1100 - 450 112 112 163 163 203 203 254 2542 500 - 1000 - 500 97 97 144 144 182 182 236 2362 525 - 950 - 525 89 89 131 131 166 166 217 2173 275 - 725 - 725 - 275 205 154 292 219 - - - -

2.25

2 450 - 1350 - 450 97 109 - - - - 226 2542 500 - 1250 - 500 93 105 - - - - 215 2422 550 - 1150 - 550 81 91 - - - - 198 2233 330 - 795 - 795 - 330 184 145 - - - - - -

2.50

2 450 - 1600 - 450 56 70 83 104 107 134 146 1832 500 - 1500 - 500 79 99 117 146 149 186 195 2442 550 - 1400 - 550 79 99 115 144 144 180 184 2302 625 - 1250 - 625 63 79 94 118 119 149 160 2003 360 - 890 - 890 - 360 157 140 226 202 278 249 - -

2.752 450 - 925 - 450 115 111 - - - - - -3 500 - 875 - 875 - 500 96 100 - - - - - -3 550 - 825 - 825 - 550 81 92 - - - - - -

3.00

3 450 - 1050 - 1050 - 450 113 116 165 169 205 210 257 2633 500 - 1000 - 1000 - 500 96 102 140 149 176 187 225 2393 550 - 950 - 950 - 550 81 93 119 136 150 172 196 2242 625 - 1750 - 625 61 92 90 135 113 170 144 216

3.503 450 - 1300 - 1300 - 450 62 86 94 131 138 192 - -3 500 - 1250 - 1250 - 500 74 93 112 141 163 206 - -3 550 - 1200 - 1200 - 550 80 95 118 140 148 176 - -

4.004 450 - 1030 - 1040 - 1030 - 450 109 111 162 165 206 210 - -4 500 - 1000 - 1000 - 1000 - 500 96 101 141 148 177 186 - -4 550 - 1000 - 900 - 1000 - 550 81 92 119 136 150 171 - -


45999736002 - 03/2012


4.504 450 - 1200 - 1200 - 1200 - 450 94 115 - - 171 208 - -4 500 - 1150 - 1200 - 1150 - 500 95 111 - - 174 203 - -4 550 - 1120 - 1160 - 1120 - 550 80 92 - - 150 173 - -

5.004 450 - 1400 - 1300 - 1400 - 450 73 102 - - 134 187 - -4 500 - 1340 - 1320 - 1340 - 500 78 105 - - 144 194 - -4 550 - 1325 - 1250 - 1325 - 550 79 101 - - 146 186 - -

5.505 450 - 1150 - 1150 - 1150 - 1150 - 450 90 105 - - 186 216 - -5 500 - 1150 - 1100 - 1100 - 1150 - 500 94 104 - - 173 191 - -5 550 - 1050 - 1150 - 1150 - 1050 - 550 80 98 - - 150 183 - -

6.005 450 - 1250 - 1300 - 1300 - 1250 - 450 71 93 - - 153 201 - -5 500 - 1250 - 1250 - 1250 - 1250 - 500 76 96 - - 164 206 - -5 550 - 1250 - 1200 - 1200 - 1250 - 550 80 96 - - 147 176 - -

WS10 WU12 WU14 WU16Top50 Top50 Top100 tec SL-1

Leng

th o

f wal

ing

Num

ber o

f tie

s

Spacing of form-ties on standard elements Per

mitt

ed w

alin

g lo

ad

Cha

ract

eris

tic

anch

or fo

rce

Per

mitt

ed w

alin

g lo

ad

Cha

ract

eris

tic

anch

or fo

rce

Per

mitt

ed w

alin

g lo

ad

Cha

ract

eris

tic

anch

or fo

rce

Per

mitt

ed w

alin

g lo

ad

Cha

ract

eris

tic

anch

or fo

rce

[m] [mm] qR,k [kN/m]NR,k [kN]

qR,k [kN/m]

NR,k [kN]

qR,k [kN/m]

NR,k [kN]

qR,k [kN/m]

NR,k [kN]

46 999736002 - 03/2012



Permissible values for lateral pressureThe following table shows common types of timber con-nection, with the lateral-pressure values that are per-missible in each case.

1 Because of the shear force, on prefabricated timber formwork beams the permissible value is limited to 22kN (according to EN 13377:2002).

Junction WS10 H20 Web board 32mm Plank 50mm Plank 45mm

H20

22kN1 16kN 4kN 10kN 9kN

2 x H20

22kN1 8kN 15kN 14kN

WS10

22kN1 11kN 15kN 13.5kN

SN019-203-01SN019-203-02

SN019-203-03 SN019-203-04 SN019-203-05

SN019-204-02SN019-204-03 SN019-204-04 SN019-204-05

SN019-205-02 SN019-205-03 SN019-205-04 SN019-205-05


47999736002 - 03/2012


48 999736002 - 03/2012



Struts

Fixed struts

Min. angle between strut and waling = 30

Universal strut T5/5 .....mm

A StrutB Bracing

Per

mitt

ed lo

ad [k

N]

Length of strut [m]

A With no bracing on the strut Ensure that the parallel frame sections are adequately braced!

B With bracing on the strutC With bracing on the strut + 2% longitudinal bridge slopeD With bracing on the strut + 4% longitudinal bridge slope

9732

-330

-01

B

A

9732

-331

-01

B A

9732

-107

70

60

50

40

30

20

10

00 0,5 1,0 1,5 2,0 2,5

D

B

C

A


49999736002 - 03/2012


Spindle struts

Min. angle between strut and waling = 30

Permitted compressive forces

Legend and permitted tensile forces

A Spindle strutB Bracing

Perm

itted

load

[kN

]

Length of strut [m]

Item Designation Permitted ten-sile force [kN]A Spindle strut T6 73/110cm 57B Spindle strut T7 75/110cm 70C Spindle strut T7 100/150cm 70D Spindle strut T7 150/200cm 70E Spindle strut T7 200/250cm 70F Spindle strut T7 250/300cm 70G Spindle strut T7 305/355cm 70H Spindle strut T10 350/400cm 70I Spindle strut T10 ....mm (specify min. length of strut) 70J Spindle strut GS T5 65/101cm 42K Spindle strut GS T6 95/140cm 38L Spindle strut GS T7 109/166cm 105

9732

-332

-01

B

A97

32-3

31-0

1

B A

Tr82

6-10

0

100

90

80

70

60

50

40

30

20

10

01.0 2.0 3.0 4.0 5.0 7.06.00

DB C

A

E

F

G

H

I

J

K

L

Important note:Have regard to the connection geometry (bolt diameter, distance from edge)!

50 999736002 - 03/2012



Calculation Guide Doka formwork engineering Column formwork

51999736002 - 03/2012


Column formworkColumn formworkPerm. concrete pressure: 90 kN/m2

9732

-398

-01

52 999736002 - 03/2012

Column formwork Calculation Guide Doka formwork engineering


Column formwork with Multipurpose walings WS10 Top50

Corner connecting plate "outside" Possible quadratic columns:

20 x 20 up to 56 x 56 cm Possible rectangular columns:

20 x 20 up to 56 x 70 cm

Corner connecting plate "inside" Possible quadratic columns:


20 x 52 up to 70 x 70 cm

Example 20 x 20 cm Example 56 x 56 cm

A Multi-purpose waling WS10 Top50 1.00mB Multi-purpose waling WS10 Top50 1.25m

On 70 x 70 cm columns: Place an approx. 4 cm long steel-tube sleeve (inside diameter 20 mm) in front of the Wing nut 15.0.


A Multi-purpose waling WS10 Top50 1.00mB Multi-purpose waling WS10 Top50 1.25mC Steel-tube sleeve

9732-305-01B

A

9732

-306

-01

B

A

9732

-307

-01

B

A

9732

-308

-01

B

A

C


53999736002 - 03/2012


Spacing of the walings

With rectangular columns, the longer of the two sides is the applicable dimension for struc-tural design purposes.

9732

-313

-01

AB

CD

EF

G

h

Column dimensions [cm] 20x20 30x30 40x40 50x50 60x60 70x70

Number of Doka beams H20 on each side

2 2 3 4 4 5

Column height h [m] Space [cm] between walings

10.0

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

9.0

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

8.0

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

7.0

E

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

6.0

E

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

5.0

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

4.0C 170 170 170 170 170 170B 140 140 140 140 140 140A 40 40 40 40 40 40

3.0B 165 165 165 165 165 165A 40 40 40 40 40 40

54 999736002 - 03/2012

Column formwork Calculation Guide Doka formwork engineering


Column formwork with Multi-purpose walings WU12 Top50

Corner connecting plate "outside" Possible quadratic columns:


70 x 70 up to 107 x 120 cm

Corner connecting plate "inside" Possible quadratic columns:


70 x 107 up to 120 x 120 cm


A Multi-purpose waling WU12 Top50 1.50mB Multi-purpose waling WU12 Top50 1.75m

On 120 x 120 cm columns: Place an approx. 4 cm long steel-tube sleeve (inside diameter 20 mm) in front of the Wing nut 15.0.


A Multi-purpose waling WU12 Top50 1.50mB Multi-purpose waling WU12 Top50 1.75mC Steel-tube sleeve

9732

-309

-01

B

A

9732

-310

-01

B

A

9732

-311

-01

B

A

9732

-312

-01

B

C

A


55999736002 - 03/2012


Spacing of the walings

With rectangular columns, the longer of the two sides is the applicable dimension for struc-tural design purposes.

9732-314-01

AB

CD

EF

G

h

HI

K

Column dimensions [cm]

70x70 80x80 90x90 100x100 110x110 120x120

Number of Doka beams H20 on each side

5 5 5 5 6 6

Column height h

[m]Space [cm] between walings

10.0

K 145 145I 160 110 110H 170 170 120 95 95G 195 140 140 105 95 95F 155 120 120 105 95 95E 140 120 120 105 95 95D 140 120 120 105 95 95C 140 120 120 105 95 95B 140 120 120 105 95 95A 40 40 40 40 30 30

9.0

I 155 155H 165 165 165 110 110G 140 120 120 120 95 95F 140 105 105 105 95 95E 140 105 105 105 95 95D 140 105 105 105 95 95C 140 105 105 105 95 95B 130 105 105 105 95 95A 40 40 40 40 30 30

8.0

H 135 135G 170 170 170 110 110F 150 120 120 120 95 95E 140 105 105 105 95 95D 140 105 105 105 95 95C 140 105 105 105 95 95B 140 105 105 105 95 95A 40 40 40 40 30 30

7.0

G 135 135 135F 140 140 105 105 105E 180 120 120 95 95 95D 150 120 120 95 95 95C 140 120 120 95 95 95B 140 120 120 95 95 95A 40 40 40 30 30 30

6.0

F 135 135 135E 130 150 150 100 100 100D 130 120 120 95 95 95C 130 120 120 95 95 95B 130 120 120 95 95 95A 40 40 40 30 30 30

5.0

E 135 135 135D 150 170 170 100 100 100C 130 130 130 95 95 95B 130 110 110 95 95 95A 40 40 40 30 30 30

4.0

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

3.0C 135 135 135B 165 165 165 95 95 95A 40 40 40 30 30 30

56 999736002 - 03/2012

Supporting construction frames Calculation Guide Doka formwork engineering


Supporting construction framesSupporting construction frames

9739-204-01

Calculation Guide Doka formwork engineering Supporting construction frames

57999736002 - 03/2012


Supporting construction

The vertical and horizontal forces (Vk and Hk) must be transferred into the ground by suitable means e.g. 2 ground nails per supporting construction, or dowel-and-screw type fixing points in the sub-base course (no need to prepare anchoring points).

Anchor walings for Variabel and Universal F supporting construction framesPermitted loads for anchor walings

Pour-height h [m]

Influence width e [m]

Vertical force Vk [kN]

Horizontal force Hk [kN]

0.30 3.00 0.00 3.400.45 3.00 0.20 7.600.60 1.80 1.00 8.100.75 1.15 1.80 8.100.90 0.80 2.60 8.101.05 0.60 3.40 8.101.20 0.45 4.10 8.10

9739-257-01h

V

HAnchor waling permitted anchor force: ZMulti-purpose waling WS10 Top50 175 kNMulti-purpose waling WU12 Top50 259 kNAnchor waling 1.95m and 2.95m (WU16) 430 kNAnchoring profile 0.55m 700 kN

The tensile forces that can be sustained only apply where the anchor is positioned exactly as required, i.e. 15 cm either side of the vertical axis of the SC-frame.

58 999736002 - 03/2012



Supporting construction frame Vari-abel

Combining with Doka timber-beam formworkThe values given in the table are only applicable to forming situations where there is no kicker. In cases

with large kickers, the overall stability of the SC-frame must be reviewed.The loading data is per parallel frame where the anchor is angled at 45.Fields containing no data (-----) are not permissible SC-frame would be overloaded!

Pour heights of up to 3.25 m

Pour heights from 3.25 m to 4.00 m

SC-frame type Influence width 1.00 mInfluence width

1.25 mPour height

H[m]

Anchor forceZk

[kN]

Shoring forceVk

[kN]

Deformationat top[mm]

Anchor forceZk

[kN]

Shoring forceVk

[kN]


Supporting construction frame Variabel

Per

mitt

ed p

ress

ure

of fr

esh

conc

rete

40 k

N/m

2 2.50 96 34 2 120 43 22.75 110 45 3 138 56 33.00 124 56 3 156 70 43.25 139 69 4 173 86 5

50 k

N/m

2 2.50 106 36 2 133 45 22.75 124 47 3 155 59 33.00 141 60 4 177 75 53.25 159 75 5 199 94 6

A

H

ZV

9739-306-01


1.25 mPour height

H[m]

Anchor forceZk

[kN]

Shoring forceVk

[kN]


Anchor forceZk

[kN]

Shoring forceVk

[kN]


Vertically extended SC-frame Variabel

Perm

itted

pre

ssur

e of

fres

h co

ncre

te

40 k

N/m

2 3.25 139 69 2 173 86 23.50 153 83 2 191 104 33.75 167 99 3 ---- ---- ----4.00 181 116 5 ---- ---- ----

50 k

N/m

2 3.25 159 75 2 199 94 23.50 177 91 3 ---- ---- ----3.75 194 110 4 ---- ---- ----4.00 212 130 5 ---- ---- ----

B

H

ZV

9739-307-01


59999736002 - 03/2012


Supporting construction frame Vari-abel

Combining with Doka framed formwork Fra-max XlifeThe values given in the table are only applicable to forming situations where there is no kicker. In cases with large kickers, the overall stability of the SC-frame must be reviewed.The loading data is per parallel frame where the anchor is angled at 45.




SC-frame type Influence width 1.35 m

Permitted pressure of fresh concrete

Pour heightH

[m]

Anchor forceZk

[kN]

Shoring forceVk

[kN]


Supporting construction frame Variabel

40 kN/m22.70 145 57 33.00 168 76 4

50 kN/m22.70 162 60 33.00 191 81 5

A

H

ZV

9739-306-01



Pour heightH

[m]

Anchor forceZk

[kN]

Shoring forceVk

[kN]



40 kN/m23.15 179 86 23.30 191 97 2

50 kN/m23.15 205 93 23.30 220 105 3

B

H

ZV

9739-307-01



Pour heightH

[m]

Anchor forceZk

[kN]

Shoring forceVk

[kN]



40 kN/m2

3.60 143 81 23.75 150 89 33.90 158 98 44.05 165 108 4

50 kN/m2

3.60 165 89 33.75 175 99 33.90 185 109 44.05 194 120 5

B

H

ZV

9739-307-01

60 999736002 - 03/2012



Supporting construction frame Uni-versal F

Combining with Doka timber-beam formworkThe values given in the table are only applicable to forming situations where there is no kicker. In cases






1.25 mPour height

H[m]

Anchor forceZk

[kN]

Spindle forceVk

[kN]


Anchor forceZk

[kN]

Spindle forceVk

[kN]


SC-frame Universal F 4.50m

Per

mitt

ed p

ress

ure

of fr

esh

conc

rete

40 k

N/m

2 3.00 124 55 1 156 68 23.50 153 81 2 191 101 24.00 181 113 3 226 141 44.50 209 150 10 262 188 12

50 k

N/m

2 3.00 141 59 1 177 73 23.50 177 89 2 221 111 24.00 212 126 4 265 158 44.50 247 170 10 309 213 12


1.25 mPour height

H[m]

Anchor forceZk

[kN]

Spindle forceVk

[kN]


Anchor forceZk

[kN]

Spindle forceVk

[kN]


SC-frame Universal F 4.50m +

Attachable frame F 1.50m

Per

mitt

ed p

ress

ure

of fr

esh

conc

rete

40 k

N/m

2 4.50 209 105 3 262 131 35.00 238 135 5 297 168 75.50 266 168 9 332 210 116.00 294 206 16 368 257 20

50 k

N/m

2 4.50 247 119 3 309 148 45.00 283 154 5 354 193 75.50 318 194 9 398 243 126.00 354 239 17 ----- ----- -----


1.25 mPour height

H[m]

Anchor forceZk

[kN]

Spindle forceVk

[kN]


Anchor forceZk

[kN]

Spindle forceVk

[kN]


SC-frame Universal F 4.50m +

Attachable frame F 1.50m +Attachable frame F 2.00m

Per

mitt

ed p

ress

ure

of fr

esh

conc

rete

40 k

N/m

2

6.00 294 145 5 368 182 66.50 322 174 6 403 218 77.00 351 206 7 438 258 97.50 379 241 9 474 301 128.00 407 278 15 ----- ----- -----

50 k

N/m

2

6.00 354 169 6 442 211 76.50 389 204 7 486 255 87.00 424 242 8 ----- ----- -----7.50 460 284 10 ----- ----- -----8.00 495 329 16 ----- ----- -----

A

V

H

Z

9739-308-01

B

V

H

Z

9739-309-01

C

V

H

Z

9739-310-01


61999736002 - 03/2012


Supporting construction frame Uni-versal F

Combining with Doka framed formwork Fra-max XlifeThe values given in the table are only applicable to forming situations where there is no kicker. In cases






1.35 mPour height

H[m]

Anchor forceZk

[kN]

Spindle forceVk

[kN]


Anchor forceZk

[kN]

Spindle forceVk

[kN]

Deformationat to

Documents

999736002_2012_03_online Doka Formwork Engineering Design