Doka formwork engineering

Transcription

Calculation Guide
03/2012
999736002 en-GB
Doka formwork engineering
9736174
The Formwork Experts
Introduction
Calculation Guide Doka formwork engineering
Important 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
Introduction
2
999736002 - 03/2012
Introduction
Contents
4
Eurocodes at Doka
84
Load-bearing tower Staxo 100
6
Rules, standards and reference tables
86
7
Design loads
88
Load-bearing tower d2
12
Structural-design values for Doka system
components
90
Back-stays/shoring supports for the loadbearing towers
18
Composite formwork beams
92
Heavy-duty supporting system SL-1
19
Timber formwork beams
96
Bridge edge beam formwork T
20
Formwork sheets
100
Folding platform K
23
Doka floor props Eurex
103
Edge protection system XP
26
Doka floor props Eco
112
Guard rails
28
Doka floor prop Eurex 60 550
30
Form-ties
32
Plumbing accessories
40
Large-area formwork Top 50
115
119
120
124
125
126
129
131
51
Column formwork
Formulae and tables
Medium flange-width I-beams
Wide-flange I-beams
Narrow I-beams
U-section steel
Rectangular shaped tubes
Quadratic shaped tubes
Hollow profiles (tubes) with circular crosssections
Squared timbers
Material constants
Buckling diagram for rectangular shaped
tubes
Buckling diagram for quadratic shaped tubes
Buckling diagram for steel sections
Buckling diagram for U-sections
Buckling diagram for tubes
Platform decking and edge protection
Nailed joins
Systems of measuring units
Conversion tables
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
134
135
136
137
138
139
140
141
143
145
146
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3
Eurocodes at Doka
Eurocodes at Doka
Eurocodes at Doka
In 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 Standards 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.
Ed
Ed
Fd
Fk
γF
Design value of effect of actions
(E ... effect; d ... design)
Internal forces from action Fd
(VEd, NEd, MEd)
Design value of an action
Fd = γ F · Fk
(F ... force)
Characteristic value of an action
"actual load", service load
(k ... characteristic)
e.g. dead weight, live load, concrete pressure,
wind
Partial factor for actions
(in terms of load; F ... force)
e.g. for dead weight, live load, concrete pressure, wind
Values from EN 12812
Comparison of the safety concepts (example)
Permissible stress design
115.5 [kN]
Fyield
EC/DIN concept
Rk
115.5 [kN]
Rd gM = 1.1
90<105 [kN]
n ~ 1.65
Factual
A
98013-100
60 [kN]
gF = 1.5
Fpermissible
98013-102
60<70 [kN]
A
Ed
90 [kN]
Factual≤ Fpermissible
The widely used "Permissible stress design" (comparing 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!
Rd
Rd
Design value of the resistance
(R ... resistance; d ... design)
Design capacity of cross-section
(VRd, NRd, MRd)
Rk
Rk
Timber: Rd = kmod ·
Steel: Rd =
γM
γM
Rk
Characteristic value of the resistance
e.g. moment resistance to yield stress
γM
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
The "permissible values" communicated in
Doka documents (e.g.: Qpermissible = 70 kN)
do not correspond to the design values
(e.g.: VRd = 105 kN)!
➤ Avoid any confusion between the two!
➤ Our documents will continue to state the permissible values.
Allowance has been made for the following partial factors:
γF = 1.5
γM, timber = 1.3
γM, steel = 1.1
kmod = 0.9
In this way, all the design values needed in an
EC design calculation can be ascertained from
the permissible values.
Ed≤ Rd
A Utilisation factor
4
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Eurocodes at Doka
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5
General remarks
The Calculation Guide 'Doka formwork engineering' 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.
Rules and standards
EN 1065
EN 1991
EN 1993
EN 1995
EN 1999
EN 12811
EN 12812
DIN 18.202
DIN 18.216
DIN 18.217
DIN 18.218
Adjustable telescopic steel props
Actions on structures
Eurocode 3 - Design of steel structures
Eurocode 5 - Design of timber structures
Eurocode 9 - Design of aluminium structures
Temporary works equipment
Falsework –
Performance requirements and general design
Tolerances in building construction
Formwork ties; requirements, testing, use
Concrete surfaces and formwork surface
Pressure of fresh concrete on vertical formwork
Accident protection regulations of (German) construction-employee safety organisation
6
Reference tables
For unusual applicational problems, the following (German-language) reference works may be found helpful:
● Bautabellen ('construction tables'), Sträussler &
Krapfenbauer, published by Jugend und Volk
● Stahl im Hochbau ('steel in building construction'), Verein Deutscher Eisenhüttenleute, Verlag
Stahleisen, Düsseldorf
● Stahlbauprofile ('steel structural sections'),
Verein Deutscher Eisenhüttenleute, Verlag Stahleisen, Düsseldorf
● Bautechnische Zahlentafeln ('construction-engineering tables', Wendehorst & Muth, B.G. Teubner,
Stuttgart
● Holzbau Taschenbuch ('manual of practice for
timber construction work', Halász & Scheer, published by Wilhelm Ernst & Sohn, Berlin
999736002 - 03/2012
Design loads
Vertical and horizontal loads
Design loads
Vertical loads
Permanent loads
For details of the unit weights of Doka system components, see the Doka User Information booklets.
The data stated in EN 1991-1-1, or the following values, 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
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)
Load
Class
Concrete loads
For ordinary fresh concrete with reinforcement,
EN 12812 states that a density of 2500 kg/m3 should be
assumed.
1
2
3
4
5
6
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.
Load conLoad conEvenly centrated on centrated on
a
a
distributed load 500x500mm 200x200mm
area
area
q1
F1
F2
Partial-area load
q2
kN/m2
kN
kN
kN/m2
0.752)
1.50
1.50
1.50
3.00
3.00
3.00
1.00
1.00
1.00
1.00
1.00
1.00
5.00
7.50
10.00
1.50
2.00
3.00
4.50
6.00
1)
See EN12811-1 Point 6.2.2.4
2)
See EN12811-1 Point 6.2.2.1
Partial
area factor ap1)
0.4
0.4
0.5
4
Live load as a function of slab thickness
3
1
2
A
0
Live load p [kN/m2]
94503-821
0,1 0,2 0,3 0,4 0,5 0,6 0,7 0,8 0,9 1,0 1,1
Slab thickness [m]
A EN 12812
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7
Design loads
Practical examples of Load Classes
Load Class
2
Load Class
Load Class
3
4, 5, 6
e.g. for external rendering and stucco work,
Normally for masonry and external rendering
For service and maintenance work, especially coating, pointing or repair work; as a reinforcework, tiling and squared-stone facing work, and
ment or pouring platform in reinforced-concrete
for cleaning operations on facades
heavy site-erection work.
construction work.
Only for work in which it is not necessary to
The materials and equipment stored on the
Building materials and parts may be set down
store building materials or parts on the platform platform decking may not be set down on the on the platform by lifting-appliances and stored
decking.
platform by lifting-appliances.
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.
Permitted service load
Load Class
4
5
6
2
2
2
2
Permitted service load: 1.5 kN/m (150 kg/m ) Permitted service load: 2.0 kN/m (200 kg/m )
3.0 kN/m2
4.5 kN/m2
6.0 kN/m2
(300 kg/m2)
(450 kg/m2)
(600 kg/m2)
plus partial-area load
The actual load is made up of the weight of the The actual load is made up of the weight of the
stored material and of the persons on the plat- stored material and of the persons on the platform.
form.
For each person, a weight of 100 kg must be For each person, a weight of 100 kg must be
assumed.
assumed.
8
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Design loads
Horizontal loads
Horizontal load for working operations
For 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.
Simplified method of determining the aerodynamic
coefficient cp
The aerodynamic coefficient allows for the geometry of
the formwork and of the building member or building
element.
cpe
Horizontal load from imperfections
When calculating the supports of 'top-held load-bearing
towers', an additional horizontal load of 1/100 must be
allowed for.
Wind loads
To be determined in accordance with EN 1991-1-4 or
the Calculation Guide entitled 'Wind loads to the Eurocodes'
we = qp(ze)·cp
cp,net
Aerodynamic coefficient for...
External pressure
Free-standing walls, structural elements
with sharp-edged sections
The following simplified c-values are stipulated for
everyday "Doka practice":
Single structural elements with sharp-edged sections
● cp,net Handrail plank = 1.3
● cp,net Scaffolding tube = 1.3
Horizontal loads
such as block-and-tackle forces, shear forces, etc.
kN/m2
we
Wind pressure on surface in
Peak velocity pressure in kN/m2 (old
qp(ze)
term: impact pressure)
ze Reference height, height above ground
cp Aerodynamic coefficient
Lateral forces on railings
Horizontal point load P = 0.3 kN in unfavourable positions as per EN 12811 or EN 13374.
Simplified method of determining the peak velocity
pressure qp(ze)
In cases where no wind-load information is yet available for a structure, the approximate peak velocity
pressure qp(ze) can be read off from the following simplified diagram. An exposure-time factor of 0.7 has
already been allowed for:
A
1.00
B
0.50
98019-105
Peak velocity pressure qp(ze) [kN/m2]
1.50
0
0
10
20
30
40
50
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
A working wind of q = 0.2 kN/m2 should always be
assumed.
The aerodynamic wind pressure w is obtained by multiplying the dynamic pressure q with the force coefficient cf (as a rule, for wall formwork cp,net = 1.3).
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9
Design loads
Pressure of fresh concrete on vertical formwork, DIN 18218
The fresh-concrete pressure σh is calculated in conformity 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 γc
● compaction
● chemical admixtures
● vibrations
● reinforcement
● rate of placing v
☞
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-pressure-calculator/fresh-concrete-pressure-calculator.en.php
Screenshot
DIN 18218 contains diagrams illustrating these
dependencies of the maximum horizontal fresh-concrete pressure.
Sample diagram based on the following preconditions:
6
150
94511-806
G
5
125
F
D
100
4
C
E
H
75
B
3
50
A
2
1
25
0
hydrostatic head hs [m]
max. wet-concrete pressure [kN/m2]
Time of 5 hours to end of initial setting tE
0
0
1
2
3
4
5
6
7
rate of rise v [m/h]
A Consistency class F1
B Consistency class F2
C Consistency class F3
D Consistency class F4
E ECC, consistency class F5
F ECC, consistency class F6
G SCC
H Hydrostatic to tE
Ensure that the following conditions are met:
● Unit weight of fresh concrete γc: 25 kN/m3
● Time tE to end of initial setting: 5 h
● Formwork joins tightly closed
● Compaction with internal vibrator
● Fresh-concrete temperature: +15°C
10
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Design loads
Properties of fresh concrete
to DIN 1045 (1972 edition) or DIN 18218
Consistency ranges
Meaning
Symbol
Stiff
K1
Plastic
K2
Soft
K3
Slump-flow 'a'
(cm)
Degree of compactibility v
—
≤40
41 - 50
1.45 - 1.26
1.25 - 1.11
1.10 - 1.04
to DIN 1045 (1980 edition)
to ÖNORM B 4710-1, 2002-01-01 edition
Table 3 - Slump-test classes: not relevant in Austria
Table 4 - Slump-time classes: not relevant in Austria
Table 5 - Compactability classes
Class
C01)
C1
C2
C31)
1)
Consistency ranges
Meaning
Symbol
Stiff
KS
Plastic
KP
Soft
KR
Flowable
KF
Slump-flow 'a'
(cm)
Degree of compactibility v
—
35 - 41
42 - 48
49 - 60
≥1.20
1.19 - 1.08
1.07 - 1.02
—
to DIN EN 206-1 (July 2001 edition)
Table 3 - Slump-test classes
Class
S1
S2
S3
S4
S5
Slump-test
classes
10 - 40
50 - 90
100 - 150
160 - 210
≥220
Table 4 - Slump-time classes (Vébé)
Class
V0
V1
V2
V3
V4
Slump-time
in s
≥31
30 - 21
20 - 11
10 - 6
5-3
Table 5 - Compactability classes
Class
C0
C1
C2
C3
Degree of compactibility
≥1.46
1.45 - 1.26
1.25 - 1.11
1.10 - 1.04
Table 6 - Slump-flow classes
Class
F1
F2
F3
F4
F5
F6
Slump-flow
(diameter in mm)
≤340
350 - 410
420 - 480
490 - 550
560 - 620
≥630
Degree of compactibility
≥1.46
1.45 - 1.26
1.25 - 1.11
1.10 - 1.04
Description
Very stiff
Stiff
Stiff/plastic
—
... not relevant in Austria
Table 6 - Slump-flow classes
Class desigClass nation in Austria
—
F11)
F2
F38
F3
F45
F4
F52
F5
F59
F61)
—
F66
Slump-flow
in mm
(diameter)
≤340
350 - 410
420 - 480
490 - 550
560 - 620
≥630
630 - 690
F73
1)
700 - 760
Description
—
Plastic
Soft
Very soft
Flowable
—
Highly flowable
Extremely flowable
... not relevant in Austria
Comparative tables
Compactability classes to
Approximately corresponds
EN 206-1 2001 edition
to consistency classes as per
DIN 1045 2001 edition
DIN 1045 1972 edition or
ÖNORM B4710-1 2002 edition
Class Degree of compactibility
C0
≥1.46
—
C1
1.45 - 1.26
K1
C2
1.25 - 1.11
K2
C3
1.10 - 1.04
K3
Slump-flow classes to ÖNORM B4710-1
2002 edition
Approximately corresponds to consistEN 206-1
ency classes as per
2001 edition
DIN 1045
or
2001 edition Class desigClass
nation
Slump-flow DIN 18218 1980 edition
F1
—
≤340
K1
F2
F38
350 - 410
K2
F3
F45
420 - 480
K3
F4
F52
490 - 550
Fluid concrete
F5
F59
560 - 620
Fluid concrete
F6
—
≥630
Fluid concrete
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11
Structural-design values for Doka system components
Doka steel components
Connector components
Splice plate Top50 Z
Adjustable waling extension 1.40m Top50
Universal support Top50.....mm
Formwork element connector FF20/50
Formwork element connector FF20/50 Z
Adjustable waling extension FF20/50
Anchoring plate FF20/50
Framax universal waling 0.90m
Framax universal waling 1.50m
Frami universal waling 0.70m
Frami universal waling 1.25m
Top100 tec formwork element connector
Top100 tec adjustable waling extension
12
G
[kg]
8.5
15.0
11.1
per lin.m.
6.3
6.0
9.1
6.6
10.6
16.8
3.7
6.4
11.6
20.9
F
[cm2]
14.4
14.4
Wx
[cm3]
21.6
21.6
Ix
[cm4]
97
97
Mperm.
[kNm]
3.13
3.13
Qperm.
[kN]
80.4
80.4
12.4
26.8
129
4.16
60
14.4
21.6
97
3.13
80.4
14.4
14.4
14.6
14.6
6.2
6.2
20
20
21.6
21.6
32.2
32.2
6.8
6.8
41.6
41.6
97
97
180
180
17
17
260
260
3.13
3.13
5.2
5.2
1.3
1.3
8.96
8.96
80.4
80.4
65
65
32.33
32.33
165.6
165.6
999736002 - 03/2012
Load-bearing capacity of Doka standard profiles
Multi-purpose waling WS10 Top50
Doka 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 loadbearing capacities shall apply:
Connector component
Corner connecting plate SK with WS10
Corner connecting plate SK with WU12
Waling connector SL-1 WU16 0.75m with WS10
Waling connector SL-1 WU16 0.75m with WU12
Waling connector SL-1 WU16 0.75m with WU14
Waling connector SL-1 WU16 0.75m with WS16
Splice plate SKE 50 plus with WS10
Splice plate SKE 50 plus with WU12
Mperm. [kN]
10.0
12.0
10.0
15.0
15.0
27.4
10.0
11.0
When calculating Doka standard profiles with the Doka
software 'Tipbeam', select 'Multi-purpose walings', not
double U-sections.
a
a
Tr824-200-01
a ... 30 cm
Permitted moment M[kNm]
Permitted shear force V [kN]
Permitted normal force N [kN]1)
Permitted moment of inertia
[cm4]
Middle
zone
12.3
82
325
End zone 'a'
10.0
82
268
412
Interaction diagram
14
12.37
12
10.48
10
Permitted moment M [kNm]
☞
● The data given below relate to plastic boundary internal forces. This means that the specified interaction data must be complied with.
● The decreased load-bearing capacities in
the end zones of the WS10 and WU12 profiles are only relevant for special applications
(e.g. flexurally rigid special connecting
plates), but not when used on Large-area
formwork Top 50.
10.05
8.64
A
B
C
D
8.65
8
6.33
6
5.23
4
2.98
0
20
40
60
80
Tr824-100
41.4
21.1
0
82.76
2
100
A Middle zone Nk = 0 kN1)
B Middle zone Nk = 70 kN1)
C End zone Nk = 0 kN1)
D End zone Nk = 70 kN1)
1)
without proof of stability
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13
Multi-purpose waling WU12 Top50
Multi-purpose waling SL-1 WU16
a
a
a
a
Tr824-200-05
Tr824-200-02
a ... 20 cm
a ... 30 cm
[cm4]
Middle
zone
18.3
117
418
[cm4]
15.2
117
356
728
28
161
468
1850
35
20
18.37
31.94
A
18
16.97
30
B
28.04
A
15.26
C
14.32
25
D
14
End zone 'a'
Interaction diagram
Interaction diagram
16
Middle
zone
31.9
161
520
End zone 'a'
12.17
12
10
9.06
8.31
8
6
C
23.14
22.74
20.51
20
16.61
B
15
D
10
4.98
8.12
4
0
20
40
60
80
100
120
0
1)
14
20
161.8
Tr824-104
80.9
0
140
40
60
80
100
120
140
160
4.28
34.7
117.4
58.7
38.5
0
Tr824-101
5
2
1)
999736002 - 03/2012
Top100 tec waling WU14
Facade waling WU14
a
a
Tr824-200-03
Overall
23.4
143
462
98036-207-01
a ... 30 cm
Permitted moment of inertia [cm4]
Middle
23.4
462
End zone a
21.9
143
442
1210
[cm4]
Interaction diagram
24
Interaction diagram
22
24
23.41
22
22.25
21.92
21.20
22.25
A
18
A
C
18
16
B
14.49
14
D
12.99
12
10
9.64
8.17
8
16
B
14.49
14
12
10
9.64
8
6
0
20
40
60
80
100
120
140
20
40
60
80
100
120
140
160
160
A Nk = 0 kN1)
B Nk = 70 kN1)
0
71.5
0
Tr824-102
143.0
71.5
51.0
2
143.0
2
4
Tr824-102
4
6
51.0
23.41
20
20
0
1210
1)
1)
999736002 - 03/2012
15
Steel waling WU14 Top50
Deflection diagrams
/m
kN
30
20
.0
50
.0
10
.0
40.
0
L
M
5
5
7.
15
.0
5
4
.0
10
3
7.5
2
5.0
1
2.5
.0
4
M
L
75
.0
30.
0
15
.0
p [kN/m]
Deflection [mm]
20
kN
/m
.0
6
50
Deflection [mm]
6
40
.0
p [kN/m]
7
8
7
.0
8
Steel waling WS10 Top50
3
5.0
2
9736-162
1.50
2.5
1.75
2.00
2.25
2.50
2.75
3.00
1
Support centres L [m]
9736-160
1.50
1.75
2.00
2.25
2.50
M ... permitted bending moment
.0
k
40
.0
.0
0
5.
75
1
L
.0
5
0.
0
20
M
.0
4
15
3
0
10.
2
7.5
0
4
50
30
.0
20
.0
50
5
0.
5.0
10
Deflection [mm]
kN
40
/m
.0
7
Deflection [mm]
.0
30
p [kN/m]
75
6
L
.0
p [kN/m]
7
8
6
N/
m
8
.0
1.25
10
1.00
1
M
3
2.5
.0
10
2
9736-158
7.5
1.50
1.75
2.00
2.25
2.50
2.75
3.00
5.0
1
2.5
9736-161
1.00
1.25
1.50
1.75
2.00
2.25
2.50
16
999736002 - 03/2012
999736002 - 03/2012
17
Composite formwork beam I tec 20
Permitted values from technical approval
A
C
These values allow for a γF = 1.5, a kmod of 0.9 and a γM
= 1.3.
Based on a residual moisture content of 20 % or less.
The values must be adjusted accordingly if conditions
of use differ.
G
D
I tec 20
20.0
9.0
640
Perm. Q [kN]
Perm. M [kNm]
E · J [kNm2]
B
F
I tec 20
20.0
E
A Web (grey)
C Distance-marks on beam-flanges, for Dokaflex system
4.0
B Flange (yellow top and bottom with grey I tec sheet)
8.0
D System holes
Approval
Number
Z-9.1-773
E End-reinforcement (grey)
F Notch for chalk line
G I tec sheet (grey)
Overall height tolerance ±1.0 mm, assuming 12% timber moisture
content.
Deflection diagram
30
3
98036-100
4
2.5
3.5
p [kN/m]
2
4.5
25
L
5
M
1.5
Deflection [mm]
20
6
7
8
15
Q
9
1
10
12.5
10
L/500
15
0.5 kN/m
20
L/250
5
25
30
0
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Q ... permitted shear force
p ... actual load (service load)
18
999736002 - 03/2012
H24 N
H30
H36
A
8.0
F
4.0
Approval Number
Z-9.1-21
B Flange (yellow)
Deflection diagrams
D System holes
E End reinforcement (blue plastic cap for Doka beam H20 top, rivet
for Doka beam H20 eco)
Doka formwork beams H20 N and P
F Notch for chalking line
16
Permissible values from EN 13377, Schedule E
H16 P H16 N H24 H30* H36*
7.5
2.7
250
3.20
12.5
6.5
700
4.80
15.0
13.5
1250
6.00
17.0
17.0
1850
6.00
These values allow for a γF = 1.5, a kmod of 0.9 and a γM
= 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 Construction Engineering, Berlin
Types of beam
H20 P
12
4
L
10
8
6
10
0
0.5 kN/m
15
40
30
0
20
1.0
2.0
3.0
4.0
5.0
Span L [m]
M ... Permitted bending moment
Q ... Permitted transverse force
p ... Applied load (working load)
Doka formwork beams H16 N and P
16
9732-110
content.
p [kN/m]
12
L
2
2.5
10
3
8
M
1.5
3.5
Q
Approval Number
Z-9.1-222
Z-9.1-391
Z-9.1-21
Z-9.1-391
or EN 13377
Doka 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.
Deflection [mm]
8.0
L/500
1
7.5
2
4.0
8.0
4.0
3.5
3.5
6.5
1.5
4.5
5
14
6.5
3.5
4
20.0
20.0
H20 N
16.0
16.0
H16 P
p [kN/m]
Q
8.5
2.7
250
3.20
2
14
Deflection [mm]
H20
N and P
11.0
5.0
450
4.00
2.5
3
9732-105
M
C Beam-flange markings for the Dokaflex system
H16 N
Z-9.1-21
content.
A Web (yellow)
perm. Q [kN]
perm. M [kNm]
E · J [kNm2]
perm. span [m]
9.7
9.7
Z-9.1-317
E
5.4
5.4
B
9736-252-01
30.5
24.0
D
36.0
C
4
6
L/500
1
4.5
5
4
7.5
2
0
0.5 kN/m
10
40 30
0
0.5
20
15
1.0
1.5
2.0
2.5
3.0
3.5
Span L [m]
M ... permissible bending moment
Q ... permissible transverse force
p ... applied load (working load)
999736002 - 03/2012
19
Formwork sheets
Formwork sheets
Formwork sheets
21 mm
Doka formwork sheets 3-S plus, 3-SO, 3-S eco,
Doka textured formwork sheets 3-SO
Dokadur panel
ProFrame panel
☞
4.0
10
9732-101
p [kN/m²]
15
3.5
L
3.0
L
L
7.5
M
20
2.5
5
25
2.0
30
L/500
1.5
40
50
1.0
2.5 kN/m²
60
100
0.5
The grain of the face layer (A) must run at right
angles to the supports (B) .
L
Q
If the moisture content is higher than shown in the diagrams below, the modulus of elasticity diminishes significantly (i.e. deformation increases), and this is
accompanied by a reduction in strength. This, in consequence, means a reduction in the ability to bear loads.
Deflection [mm]
Deflection diagrams
20
80
30
40
50
60
70
80
Span L [cm]
9792-210-01
A
B
Bending strength EJ = 7.82 kNm2/m
(15% residual moisture content in the wood)
Q ... Permitted shear force
27 mm
4.0
9732-102
p [kN/m²]
3.5
Deflection [mm]
3.0
L
L
Q
20
L
L
M
15
25
2.5
30
10
2.0
40
1.5
L/500
50
7.5
60
1.0
80
5
100
2.5 kN/m²
0.5
20
30
40
50
60
70
80
Span L [cm]
20
999736002 - 03/2012
Formwork sheets
Dokaplex formwork sheets
Finnish birch plywood
☞
☞
The fibre direction of the face ply relative to the
supports is of no significance.
L
L
L
L
L
L
L
7.5
1.0
60
2.5 kN/m²
1,0
15.
0
M
l/500
0
5
L/500
1,2
5.
50
1.5
.0
40
80.0
1,4
2.0
10.
0k
N/m
²
L
1,6
M
7.5
L
100
Deflection [mm]
L
Q
2.5
p [kN/m²]
20.
0
30
9736-127
1,8
10
40.0
2,0
15
50.0
20
p [kN/m²]
30.
0
25
9732-103
Deflection [mm]
3.0
15 mm
60.0
18 mm
The fibre direction of the face ply relative to the
supports is of no significance.
0,8
0,6
2.5
0.5
0,4
0,2
20
30
40
50
60
10
Span L [cm]
15
30
25
20
35
40
45
Support centres L [cm]
L
7.5
50
L/500
1.0
60
5
N/m
0k
5.0
L
7.5
L
10.
L
80.0
10
1.5
1,2
1,0
L/500
5
2.
0,8
0,6
0,4
80
2.5 kN/m²
20
L
1,4
40
2.0
0.5
L
50.0
1,6
L
.0
L
Deflection [mm]
Deflection [mm]
L
p [kN/m²]
60.0
M
2.5
L
9736-102
1,8
15
15.0
20
100
Q
p [kN/m²]
25
20.0
2,0
30
9732-104
²
12 mm
M
21 mm
30.0
Modulus of bending EJ = 2.0 kNm2/m (15% moisture content)
40.0
3.0
50
30
40
50
0,2
60
10
Span L [cm]
15
20
25
30
35
40
45
50
Modulus of bending EJ = 1.1 kNm2/m (15% moisture content)
9mm
The Dokaplex formwork sheet 9mm is only used for facing profiled
timber formers, e.g. as a simple way of forming curved surfaces.
999736002 - 03/2012
21
Formwork sheets
Xlife sheets 21mm
☞
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).
Lettering falling from left to right (Xlife sheet sideways)
Lettering rising from left to right (Xlife sheet in the
upright)
B
9732-403-01
9732-404-01
B
A
A
A Support
A Support
B Lettering on formwork sheet
B Lettering on formwork sheet
4.0
30 25
9732-117
20
15
10
4.0
7.5
3.5
3.5
L
L
2.5
5
60
L/500
80
1.5
L
3.0
M
50
2.0
10
7.5
5
20
40
L
100
2.5 kN/m²
1.0
Deflection [mm]
Deflection [mm]
3.0
L
15
9732-118
p [kN/m²]
p [kN/m²]
L
L
L
25
M
2.5
30
2.5 kN/m²
2.0
L/500
40
1.5
50
60
1.0
80
100
0.5
0.5
20
30
40
50
Flexural stiffness EJ = 4.97 kNm2/m
(15% timber moisture content)
22
60
70
80
20
30
40
50
60
70
80
Flexural stiffness EJ = 3.1 kNm2/m
(15% timber moisture content)
999736002 - 03/2012
Floor props Eurex top and Eurex
Permitted capacities of Doka floor
props
Used as free-standing construction props
*) Position of outer tube
Bottom
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 relevant User Information booklets.
999736002 - 03/2012
23
Table 1: Permitted prop loads [kN]
Eurex 30 and Eurex 30 top
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
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
B25
B25
B30
B30
B35
B35
B40
B40
B55
B55
B70
B70
B25
B25
B30
B30
B35
B35
B40
B40
B45
B45
B55
B55
C25
C25
C30
C30
C35
C35
C40
C40
C55
C55
C70
C70
C25
C25
C30
C30
C35
C35
C40
C40
C45
C45
C55
C55
D25
D25
D30
D30
D35
D35
D40
D40
D55
D55
D70
D70
D25
D25
D30
D30
D35
D35
D40
D40
D45
D45
D55
D55
A70
A70
E25
E25
E30
E30
E35
E35
E40
E40
E45
E45
E55
E55
7.0
20.0
21.1
6.9
20.9
22.0
6.8
21.8
22.9
6.7
22.6
23.8
6.6
23.5
24.7
6.5
24.4
25.6
6.4
25.5
26.7
6.3
26.6
27.8
6.2
27.7
28.9
6.1
28.7
30.0
6.0
29.8
31.1
5.9
31.2
32.9
5.8
32.6
34.7
5.7
34.0
Prop length [m]
Bottom
550
Top
450
Bottom
400
Top
350
Bottom
300
Top
250
Bottom
700
Top
550
Bottom
400
Top
350
Bottom
300
Top or bottom
250
D15
E25
5.6
Prop category to EN 1065 Position of outer tube
150
35.4
5.5
20.0
22.1
30.9
32.4
5.4
20.9
23.2
32.6
34.2
5.3
21.9
24.4
34.4
36.1
5.2
22.9
25.7
36.2
38.0
5.1
23.9
27.1
38.1
39.8
5.0
25.0
28.5
4.9
26.4
30.1
4.8
27.8
31.6
4.7
29.2
33.2
4.6
30.6
34.9
4.5
32.2
31.8
33.5
4.4
33.9
33.8
35.8
4.3
35.8
38.0
4.2
38.0
40.0
40.0
35.6
35.6
4.1
4.0
20.9
24.1
3.9
22.3
26.0
3.8
23.7
27.9
3.7
25.2
29.9
3.6
35.6
35.6
26.9
32.2
20.2
23.8
28.5
34.4
3.4
21.7
25.9
30.1
32.4
35.7
3.3
23.1
28.1
31.4
34.7
38.2
3.2
24.6
30.4
32.5
37.1
26.3
33.0
20.1
24.1
27.9
34.4
2.9
21.7
26.6
28.8
35.4
2.8
23.3
29.1
29.6
2.7
24.6
31.6
30.6
25.4
34.3
31.8
2.5
30.0
35.6
32.9
2.4
27.1
33.4
27.0
2.3
27.9
27.8
2.2
28.9
28.9
2.1
29.6
30.2
2.0
30.3
31.5
35.9
1.9
31.7
33.0
37.5
1.8
33.1
34.5
39.2
1.7
34.6
30.0
35.9
34.0
31.3
37.4
35.1
32.6
38.9
33.8
35.6
38.2
33.2
40.0
40.0
33.8
36.2
35.2
38.5
40.0
40.0
40.0
40.0
40.0
40.0
34.9
40.0
40.0
35.6
1.5
30.0
32.6
38.8
26.2
1.6
35.6
35.6
31.2
35.6
35.7
35.1
37.5
26.2
35.6
32.8
33.5
3.0
2.6
33.2
37.5
3.5
3.1
30.6
1.4
1.3
1.2
20.0
1.1
1.0
24
999736002 - 03/2012
When used in Dokamatic and Dokaflex tables,
or as temporary repropping (with props
restrained)
Practical examples
With enhanced
load-bearing capacity
Without enhanced
700 1) 2)
250 300 350 400 450 5501)
Eurex top
550
Eurex
400
Eurex top
150 250 300 350
Eurex
Prop length [m]
Permitted load-bearing capacity [kN]
A
7.0
6.9
6.8
6.7
6.6
6.5
6.4
6.3
6.2
6.1
6.0
5.9
5.8
5.7
5.6
5.5
30 30
5.4
32 32
5.3
34 34
5.2
36
5.1
38
Tr570-200-01
35
5.0
4.9
4.8
4.7
4.6
4.5
4.4
4.3
40
4.2
4.1
35
4.0
30 30 40
3.9
32 32
3.8
34 34
3.7
36
3.6
38
3.5
30
3.4
32
3.3
34
40
3.2
Tr570-200-01
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 capacities of Doka floor props'.
This increase in capacity
only applies if the headand baseplate are placed
directly against the floorslabs (a formwork-sheeting packing strip (A) is permissible).
40
3.1
3.0
30
2.9
32
2.8
34
35
40
40
2.7
2.6
35
2.5
30
2.4
32
2.3
34
2.2
40
35
2.1
2.0
40
1.9
35
1.8
1.7
1.6
1.5
1.4
1.3
1.2
25
1.1
1.0
1)
'Eurex top' prop only
2)
not allowed to be used in Dokamatic and Dokaflex tables
999736002 - 03/2012
25
Floor props Eco
Used as free-standing construction
props
Prop length [m]
Permitted capacities [kN] as a function of the extension length of the outer tube
(to ÖNORM B4009)
4.1
4.0
3.9
3.8
3.7
3.6
3.5
3.4
3.3
3.2
3.1
3.0
2.9
2.8
2.7
2.6
2.5
2.4
2.3
2.2
2.1
2.0
1.9
1.8
1.7
1.6
1.5
Eco 20
250
(260)
300
350
400
(410)
(20.5)
21.6
22.8
23.9
21.3
22.6
24
20.1
21
21.9
22.8
23.7
24.7
25
(25)
25
25
25
Floor props Eco 20, moreover, are also compliant with
European standard EN 1065, class A.
For details of the permitted capacities of the
Doka floor props when used with the Dokaflex
and Doka-Xtra systems, please refer to the relevant User Information booklets.
26
999736002 - 03/2012
Example of use - Doka floor props
Eco for temporary shoring
Practical examples
With enhanced
Without enhanced
A
Tr570-200-01
Tr570-200-01
When Doka floor props
Eco are used as temporary
reshores, their permitted
increases to 25 kN.
This increase in capacity
only applies if the headand baseplate are placed
directly against the floorslabs (a formwork-sheeting packing strip (A) is permissible).
999736002 - 03/2012
27
Floor prop Eurex 60 550
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!
Load-bearing capacity data for Eurex 60 550
- when used as a floor prop
60
The extension range of the floor prop Eurex 60 550 can
be enlarged by using lengthening-pieces.
Fig. 13.50 - 5.50 m
Fig. 2 5.50 - 7.50 m
Fig. 3 7.00 - 11.00 m
Max. load [kN]
50
Height ranges and lengtheningpieces
40
30
20
10
0
9745-100
3
4
5
6
7
8
9
10
11
12
Length extended [m]
A
B
C
A
A
9745-202-01
9745-202-01
9745-202-01
A
A Floor prop Eurex 60 550
B Extension Eurex 60 2.00m (with integrated Coupler Eurex 60)
C Coupler Eurex 60
28
999736002 - 03/2012
999736002 - 03/2012
29
Form-ties
Tie rods
Form-ties
Elongation of the form-ties as a percentage of
the length of rod under load
250
F E
D
C
B
Diameter d1 [mm]
Diameter d2 [mm]
Cross-sectional area A [cm2]
Permitted capacity [kN],
allowing a 1.6 : 1 factor of safety against failure
Permitted capacity [kN] to DIN 18216
Permitted capacity [kN],
allowing a 2 : 1 factor of safety against failure
as required by French standard
15.0
20.0
26.5
32.0
36.0
40.0
15.0
20.0
26.5
32.0
36.0
40.0
17.0
22.5
30.0
36.0
40.5
44.0
1.77
3.14
5.52
8.04
10.18
12.57
120
220
350
520
660
820
90
150
250
400
500
600
98
172
273
400
500
600
150
A
100
50
0
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
Elongation of the length of rod under load [%]
A Tie-rod 15.0
B Tie-rod 20.0
C Tie-rod 26.5
D Tie-rod 32.0
E Tie-rod 36.0
F Tie-rod 40.0
L=
L·Z
21 · A
ΔL ... tie-rod elongation [mm]
L ... tie-rod length [m]
Z ... form-tie load [kN]
A ... cross-sectional area [cm2]
d2
Tie-rod
Permitted load-bearing capacities of
form-ties
Form-tie load [kN]
200
9736-207-01
d1
WARNING
Sensitive 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.
30
999736002 - 03/2012
Form-ties
Shear stress and bending stress on
tie-rods
Until recently, it has not been permitted to subject tierods to shear force.
Owing to improved manufacturing methods, this is now
allowed to a permitted extent.
Practical examples
Timber on concrete
A
Q
Tr705-200-01
B
C
Steel on concrete
A
B
Tr705-201-01
D
Q
A Super-plate
B Tie-rod
C Squared timber
D e.g. flat-bar steel and weldable coupler
Required cube compressive strength of the concrete
at the time of loading:
At least B10 or fck,cube,current≥10 N/mm2
➤ Separate proof must be provided of the load-bearing
capacity of the mounted part (squared timber or flatbar steel).
➤ Ensure that there is no possibility of extraneous tensile 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
Tie-rod
15.0
20.0
26.5
Shear force
5 kN
11 kN
15 kN
To introduce higher loads than these, cones – e.g.
bridge-edge beam anchors, climbing cones etc. – must
be used.
999736002 - 03/2012
31
Panel strut 540
c
a
c
a
Panel strut 340
9736-204-01
b
a ... 193.8 - 341.7 cm
b ... 103.0 - 152.1 cm
c ... 165.0 - 330.0 cm
Loadability data
Extension length
'a'
[m]
2.00
2.20
2.40
2.60
2.80
3.00
3.20
3.40
Permitted load [kN]
CompresTension
sion
22.0
21.0
17.5
14.5
15.0
12.5
11.0
9.5
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.
32
b
9736-203-01
a ... 309.0 - 550.0 cm
b ... 192.5 - 248.9 cm
c ... 279.0 - 505.0 cm
Loadability data
Extension length
'a'
[m]
3.20
3.40
3.60
3.80
4.00
4.20
4.40
4.60
4.80
5.00
5.20
5.40
5.50
Permitted load [kN]
CompresTension
sion
30.0
30.0
30.0
25.5
21.5
19.0
16.5
15.0
15.0
13.5
12.0
11.0
10.0
9.5
999736002 - 03/2012
Eurex 60 550 used as a shoring &
plumbing accessory
Loading capacity data for Eurex 60 550 (compressive force)*
- when used as a shoring & plumbing accessory
35
Permitted load [kN]
30
25
20
15
10
5
0
9745-101
3
4
5
6
7
8
9
10
11
12
13
14
Length extended [m]
* 15 kN tensile force at any extension length
30 kN tensile force at any extension length and when anchored with
2 dowels
Connector Eurex 60 IB (D)
Plumbing strut shoe Eurex 60 EB (E)
Adjusting strut 540 Eurex 60 IB (F)
Prop head EB (G)
Weight [kg]
9745-208-01
Coupler Eurex 60 (C)
5
Extension Eurex 60 2.00m (B)
4
Plumbing strut Eurex 60 550 (A)
3
Extension length L [m]
2
Type
1
1
2
3
4
5
3.79 - 5.89
5.79 - 7.89
7.79 - 9.89
7.22 - 11.42
9.22 - 13.42
1
1
1
2
2
—
1
2
—
1
—
—
—
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
2
2
2
2
2
91.1
112.4
133.7
142.5
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.
999736002 - 03/2012
33
C Intermediate piece 2.40m
Adjustable plumbing strut
D Intermediate piece 3.70m
E Spindle element with hinged end-plate
A
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 supported.
B
C
E
a
9727-345-01
D
a
See table below for required numbers and types of intermediate
pieces
A Spindle head
B Spindle element without hinged end-plate
Type
1
2
3
4
5
6
7
8
Length L
[m]
6.0 - 7.4
7.1 - 8.5
8.4 - 9.8
9.7 - 11.1
10.8 - 12.2
12.1 - 13.5
13.4 - 14.8
14.5 - 15.9
Permitted axial load
[kN]
under compression 1)
min. L
half L
max. L
Spindle element with
hinged endplate
40.0
40.0
40.0
40.0
40.0
34.2
27.1
20.8
40.0
38.2
35.6
31.7
27.8
24.1
21.5
17.5
27.8
24.3
21.7
19.0
16.1
13.4
12.2
9.5
1
1
1
1
1
1
1
1
Intermediate
pieces
short
long
2.40 m 3.70 m
—
1
2
—
1
1
—
2
2
1
1
2
—
3
2
2
Spindle element without
hinged endplate
Spindle head 2)
Hexagonal bolts
M16 x 60 8.8
Nut M16 8
Spring washer A16 3)
Weight
[kg]
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
8
12
12
12
16
16
20
20
153.9
183.7
209.1
234.5
264.3
289.7
315.7
344.9
... Permitted axial load under tension = 40 kN
... On timber-beam formwork: Also allow for the Connecting pin 10cm and the Spring cotter 5mm
3 ... Included in scope of supply
1
2
34
999736002 - 03/2012
Examples of usage in Doka formwork systems
In 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:
Panel strut
Formwork height [m]
340
540
Eurex 60 550 /
Adjustable plumbing
strut
4.05
1 *)
5.40
1
6.00
1
1
7.20
1
2
8.10
1
1
Max. anchoring load: Fk = 13.5 kN (Rd = 20.3 kN)
*) 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 plumbing accessories (e.g. struts or pipe-braces). In cases
where higher wind pressure is encountered, the
number of struts must be determined by statical calculation.
For more information, see the Calculation
Guide "Wind loads to the Eurocodes" or ask
your Doka technician!
Note:
Every gang-form must be supported by at least 2
plumbing accessories.
Example: Where the formwork height is 7.20 m, the following are needed for every 5.40 m wide gang-form:
● 2 Panel struts 340
Framed formwork Frami Xlife
Plumbing strut 260:
Formwork height [m]
Permissible spacing [m]
1.80
2.10
2.25
1.90
2.70
1.35
3.00
1.20
3.60
0.80
Panel strut 340:
Formwork height [m]
Permissible spacing [m]
2.70
1.45
3.00
1.35
3.60
1.00
4.20
0.95
4.50
0.70
Note:
● 5 Plumbing struts 260
or
999736002 - 03/2012
35
Wall formwork FF20
Permitted spacings [m] of the plumbing accessories:
Permitted spacings [m] of the plumbing accessories:
Formwork height [m]
3.00
4.00
5.00
6.00
7.00
8.00
Panel strut
340
4.00
3.00
Eurex 60 550 /
Adjustable plumbing strut
540
3.00
2.00
4.00
3.00
4.00
4.00
Formwork height [m]
3.25
4.75
5.50
6.00
6.50
7.50
8.25
Panel strut
340
4.80
4.00
3.20
2.40
3.20
4.80
Eurex 60 550 or
pipe brace
540
3.20
4.00
3.00
2.20
2.30
4.80
4.80
Note:
Note:
● 2 Eurex 60 550 / Adjustable plumbing struts
● 1 Panel strut 340
● 1 Panel strut 540
36
999736002 - 03/2012
Doka Express anchor 16x125mm
Loading data
The data specified here apply to temporary fixing points
in uncracked concrete, irrespective of the load-direction
angle F.
Attaching components
c
F
9432-204-01
c ... max. 15 mm
Permitted load in 'green' (new) concrete with
characteristic cube compressive strength
fck,cube≥14 N/mm2:
Fperm. = 9.5 kN (Rd = 14.25 kN)
Permitted load in C20/25 concrete with
characteristic cube compressive strength
fck,cube≥25 N/mm2:
Fperm. = 17.0 kN (Rd = 25.5 kN)
Back-stay on ring
c
F
9432-202-02
c ... max. 27 mm (steel, timber, ...)
☞
If the ring is damaged (deformed), it is not permitted to use this back-stay!
Permitted load in "green" (new) concrete and in cured
C20/25 concrete with a characteristic cube compressive strength of fck,cube≥14 N/mm2:
Fperm. = 5.0 kN (Rd = 7.5 kN)
999736002 - 03/2012
37
Load-bearing capacity of EN 74 compliant couplers
Steel
Permitted resistance values for couplers
General
Steels of deoxidation type FU (rimmed steels) may not
be used.
Non-system tubes
Non-system tubes to which prEN 74-1-compliant couplers can be attached (i.e. with a nominal outside diameter 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.
Type of coupler
Right-angled coupler (RA)
Sleeve coupler
(SF)
Swivel coupler
(SW)
Parallel coupler
(PA)
Internal force
Permitted values
Class A
Class B
Slip force, FS perm.
6.0 kN
9.0 kN
3.5 kN
5.5 kN
6.0 kN
9.0 kN
6.0 kN
9.0 kN
Aluminium alloys
Non-system tubes
Non-system tubes to which prEN 74-1-compliant couplers can be attached (i.e. with a nominal outside diameter 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. eccentricities
At 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.
A
A
e
B
e
C
B
9736-186
A
A
e
e
e ... eccentricity
A Diagonal
B Coupler
C Single coupler attached to prop
To determine the rigidity of tube-coupler connections, a
reduction factor (as defined by EN 12812) should be
assumed.
38
999736002 - 03/2012
999736002 - 03/2012
39
9732-383-01
40
999736002 - 03/2012
Top 50 elements
Formwork height 2.70 m
Doka beam H20
hs
135
270
hs
180
100
190
Bk
265
Bk
Ak
40
45
Ak
9732-560-03
9732-560-01
ϭhk,max
ϭhk,max
30
40
50
60
71
0.3
0.4
12
27
63
0.2
0.4
11
33
62
0.1
0.3
11
35
-
70 80
-
-
Perm. fresh-concrete pressure
ϭhk,max [kN/m2]
Beam centres [cm]
Max. span deflection [mm]
Max. cantilever deflection [mm]
Waling load Bk [kN/m]
Waling load Ak [kN/m]
Bk
50
60
54
0.7
0
30
34
41
0.7
0
31
45
35
0.6
0
31
54
33
0.5
0
31
59
-
-
Ak
9732-560-02
45
ϭhk,max
9732-560-04
ϭhk,max [kN/m2]
Beam centres [cm]
70 80
160
300
45
Ak
290
hs
Bk
120
245
40
250
30
hs
ϭhk,max [kN/m2]
Beam centres [cm]
30
40
50
60
70
80
63 48
0.7 0.7
0
0
30 31
34 45
42
0.6
0
31
54
41
0.5
0
31
59
-
-
ϭhk,max
ϭhk,max [kN/m2]
Beam centres [cm]
30
40
50
60
70
80
47 35
1.5 1.6
0
0
35 38
37 50
29
1.5
0
40
60
26
1.3
0
39
69
26
1.2
0
39
73
-
999736002 - 03/2012
41
185
370
360
330
Bk
165
340
Bk
hs
hs
Ak
55
55
Ak
9732-560-05
ϭhk,max
ϭhk,max [kN/m2]
Beam centres [cm]
30
9732-560-07
40
50
60
70
80
41 34
0.9 1.2
0
0
45 50
40 54
27
1.2
0
52
68
23
1.1
0
53
79
22
0.9
0
48
88
21
0.8
0.1
51
93
ϭhk,max
ϭhk,max [kN/m2]
Beam centres [cm]
30
40
50
60
70
80
35 29
1.3 1.8
0
0
52 59
42 57
24
2.0
0
63
73
20
2.0
0
65
86
19 18
1.8 1.6
0
0.0
65 64
96 105
hs
Ck
120
Bk
45
120
Ak
360
370
330
Bk
120
340
120
hs
Ck
Ak
9732-560-06
45
ϭhk,max
9732-560-08
ϭhk,max [kN/m2]
Beam centres [cm]
Waling load Ck [kN/m]
30
40
54
0.3
0.1
15
39
31
44
0.3
0.1
14.4
49
41
42
50
60
70
36 31 28
0.3 0.3 0.3
0.1 0.1 0.1
14 13.6 13.7
55 56 56
52 62 71
ϭhk,max
80
27
0.2
0.3
13.9
55
75
ϭhk,max [kN/m2]
Beam centres [cm]
30
40
50
60
70
80
57 44
0.3 0.3
0.2 0.1
25 26
38 50
31 41
35
0.3
0.1
25
59
52
31
0.3
0.2
25
56
56
26
0.3
0.2
25
65
73
25
0.3
0.2
25
64
80
999736002 - 03/2012
130
120
hs
hs
Dk
120
500
490
Ck
Bk
120
400
390
Ck
Bk
120
45
Ak
9732-560-09
ϭhk,max
45
Ak
ϭhk,max [kN/m2]
Beam centres [cm]
30
40
50
60
70
80
52 39
0.4 0.4
0.3 0.1
30 32
41 55
31 41
33
0.4
0.1
32
66
52
28
0.3
0.1
31
74
63
26
0.4
0.1
31
77
74
23
0.4
0.2
34
74
84
Dk
ϭhk,max
ϭhk,max [kN/m2]
Beam centres [cm]
Waling load Dk [kN/m]
30
40
50
60
70
80
60
0.3
0.8
29
36
37
31
44
0.3
0.5
30
48
49
41
35
0.2
0.4
30
57
62
52
29
0.3
0.4
29
62
77
62
25
0.3
0.4
29
64
87
72
22
0.3
0.4
29
64
96
83
70
80
hs
120
9732-560-11
hs
450
Dk
120
460
Ck
155
Bk
9732-560-10
ϭhk,max
40
50
60
70
80
55 44
0.4 0.3
0.1 0.1
15 15
39 47
37 49
31 41
35
0.2
0.1
14
53
62
51
29
0.3
0.1
14
54
74
62
25
0.3
0.1
14
54
84
72
22
0.3
0.1
14
53
90
83
150
30
Bk
Ak
45
ϭhk,max [kN/m2]
Beam centres [cm]
155
45
600
Ak
590
120
Ck
9732-560-12
ϭhk,max
ϭhk,max [kN/m2]
Beam centres [cm]
30
40
50
60
44 33
0.7 0.7
0
0
32 34
48 65
48 64
34 45
27
0.6
0
35
79
80
56
22 19 15
0.6 0.6 0.6
0
0
0
35 34 38
89 95 95
97 114 129
67 78 90
999736002 - 03/2012
43
Practical example:
400-1200-400 tie-spacing in a Top100 tec waling
WU14 2.00m
Doka walings
☞
Important note:
98036-212-01
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.
1.50
1.75
2.00
2.25
2.50
2.75
3.00
3.50
4.00
44
qR,k
[kN/m]
395
144
306
94
260
65
152
177
163
144
131
292
83
117
115
94
226
165
140
119
90
94
112
118
162
141
119
NR,k
[kN]
198
144
191
118
195
98
133
177
163
144
131
219
104
146
144
118
202
169
149
136
135
131
141
140
165
148
136
qR,k
[kN/m]
516
695
281
515
181
380
119
309
83
194
217
203
182
166
107
149
144
119
278
205
176
150
113
138
163
148
206
177
150
NR,k
[kN]
258
261
211
258
181
238
149
232
125
170
217
203
182
166
134
186
180
149
249
210
187
172
170
192
206
176
210
186
171
qR,k
[kN/m]
480
800
370
610
235
427
160
359
113
265
265
254
236
217
226
215
198
146
195
184
160
257
225
196
144
-
Characteristic
anchor force
NR,k
[kN]
154
141
122
136
97
134
79
137
65
89
123
112
97
89
154
109
105
91
145
70
99
99
79
140
111
100
92
116
102
93
92
86
93
95
111
101
92
WU16
SL-1
Permitted waling load
qR,k
[kN/m]
307
376
163
271
97
214
63
182
43
102
123
112
97
89
205
97
93
81
184
56
79
79
63
157
115
96
81
113
96
81
61
62
74
80
109
96
81
Characteristic
anchor force
1.25
Characteristic
anchor force
1.00
250 - 250
312 - 312
200 - 350 - 200
375 - 375
250 - 500 - 250
500 - 500
250 - 750 - 250
625 - 625
300 - 900 - 300
750 - 750
300 - 1150 - 300
400 - 1200 - 400
450 - 1100 - 450
500 - 1000 - 500
525 - 950 - 525
275 - 725 - 725 - 275
450 - 1350 - 450
500 - 1250 - 500
550 - 1150 - 550
330 - 795 - 795 - 330
450 - 1600 - 450
500 - 1500 - 500
550 - 1400 - 550
625 - 1250 - 625
360 - 890 - 890 - 360
450 - 925 - 450
500 - 875 - 875 - 500
550 - 825 - 825 - 550
450 - 1050 - 1050 - 450
500 - 1000 - 1000 - 500
550 - 950 - 950 - 550
625 - 1750 - 625
450 - 1300 - 1300 - 450
500 - 1250 - 1250 - 500
550 - 1200 - 1200 - 550
450 - 1030 - 1040 - 1030 - 450
500 - 1000 - 1000 - 1000 - 500
550 - 1000 - 900 - 1000 - 550
0.75
1
1
2
1
2
1
2
1
2
1
2
2
2
2
2
3
2
2
2
3
2
2
2
2
3
2
3
3
3
3
3
2
3
3
3
4
4
4
[mm]
WU14
Top100 tec
Characteristic
anchor force
0.50
0.625
Spacing of form-ties on standard elements
WU12
Top50
[m]
Number of ties
Length of waling
WS10
Top50
NR,k
[kN]
300
300
278
305
235
267
200
269
170
232
265
254
236
217
254
242
223
183
244
230
200
263
239
224
216
-
999736002 - 03/2012
NR,k
[kN]
115
111
92
102
105
101
105
104
98
93
96
96
qR,k
[kN/m]
-
NR,k
[kN]
-
qR,k
[kN/m]
171
174
150
134
144
146
186
173
150
153
164
147
NR,k
[kN]
208
203
173
187
194
186
216
191
183
201
206
176
WU16
SL-1
qR,k
[kN/m]
94
95
80
73
78
79
90
94
80
71
76
80
Characteristic
anchor force
6.00
Characteristic
anchor force
5.50
450 - 1200 - 1200 - 1200 - 450
500 - 1150 - 1200 - 1150 - 500
550 - 1120 - 1160 - 1120 - 550
450 - 1400 - 1300 - 1400 - 450
500 - 1340 - 1320 - 1340 - 500
550 - 1325 - 1250 - 1325 - 550
450 - 1150 - 1150 - 1150 - 1150 - 450
500 - 1150 - 1100 - 1100 - 1150 - 500
550 - 1050 - 1150 - 1150 - 1050 - 550
450 - 1250 - 1300 - 1300 - 1250 - 450
500 - 1250 - 1250 - 1250 - 1250 - 500
550 - 1250 - 1200 - 1200 - 1250 - 550
5.00
4
4
4
4
4
4
5
5
5
5
5
5
[mm]
WU14
Top100 tec
Characteristic
anchor force
4.50
Spacing of form-ties on standard elements
WU12
Top50
[m]
Number of ties
Length of waling
WS10
Top50
qR,k
[kN/m]
-
999736002 - 03/2012
Characteristic
anchor force
NR,k
[kN]
-
45
Permissible values for lateral pressure
The following table shows common types of timber connection, with the lateral-pressure values that are permissible in each case.
Junction
WS10
H20
Web board 32mm
Plank 50mm
Plank 45mm
H20
SN019-203-01
22kN1
SN019-203-03
SN019-203-04
SN019-203-05
SN019-203-02
16kN
4kN
10kN
9kN
2 x H20
SN019-204-03
SN019-204-04
SN019-204-05
SN019-204-02
22kN1
8kN
15kN
14kN
WS10
SN019-205-02
22kN1
1
SN019-205-03
11kN
SN019-205-04
15kN
SN019-205-05
13.5kN
Because of the shear force, on prefabricated timber formwork beams the permissible value is limited to 22kN (according to EN 13377:2002).
46
999736002 - 03/2012
999736002 - 03/2012
47
Struts
Fixed struts
A
9732-330-01
B
9732-331-01
B
A
Min. angle α between strut and waling = 30°
A Strut
B Bracing
Universal strut T5/5 .....mm
70
50
A
40
B
C
30
D
20
9732-107
Permitted load [kN]
60
10
0
0
0,5
1,0
1,5
2,0
2,5
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 strut
C With bracing on the strut + 2% longitudinal bridge slope
D With bracing on the strut + 4% longitudinal bridge slope
48
999736002 - 03/2012
Spindle struts
B
9732-331-01
9732-332-01
B
A
A
Min. angle α between strut and waling = 30°
A Spindle strut
B Bracing
Permitted compressive forces
100
90
L
80
70
B
C
H
D E
Permitted load [kN]
F
60
I
G
A
50
J
40
K
30
20
Tr826-100
10
0
0
1.0
3.0
2.0
4.0
5.0
6.0
7.0
Length of strut [m]
Legend and permitted tensile forces
Item
A
B
C
D
E
F
G
H
I
J
K
L
☞
Designation
Spindle strut T6 73/110cm
Spindle strut T10 ....mm (specify min. length of strut)
Spindle strut GS T5 65/101cm
Permitted tensile force [kN]
57
70
70
70
70
70
70
70
70
42
38
105
Important note:
Have regard to the connection geometry (bolt
diameter, distance from edge)!
999736002 - 03/2012
49
50
999736002 - 03/2012
Column formwork
Column formwork
Column formwork
9732-398-01
Perm. concrete pressure: 90 kN/m2
999736002 - 03/2012
51
Column formwork
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
Example 20 x 20 cm
Example 56 x 56 cm
9732-306-01
A
B
A
9732-305-01
B
A Multi-purpose waling WS10 Top50 1.00m
B Multi-purpose waling WS10 Top50 1.25m
Corner connecting plate "inside"
52 x 52 up to 70 x 70 cm
20 x 52 up to 70 x 70 cm
☞
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.
Example 52 x 52 cm
Example 70 x 70 cm
9732-307-01
A
9732-308-01
C
A
B
B
A Multi-purpose waling WS10 Top50 1.00m
B Multi-purpose waling WS10 Top50 1.25m
C Steel-tube sleeve
52
999736002 - 03/2012
Spacing of the walings
B
A
9732-313-01
C
D
h
E
F
G
☞
With rectangular columns, the longer of the
two sides is the applicable dimension for structural design purposes.
Column formwork
Column
dimensions [cm]
Number of Doka
beams H20 on each
side
Column height h
[m]
G
F
E
10.0
D
C
B
A
G
F
E
9.0
D
C
B
A
F
E
D
8.0
C
B
A
E
D
C
7.0
B
A
E
D
6.0
C
B
A
D
C
5.0
B
A
C
4.0
B
A
B
3.0
A
20x20 30x30 40x40 50x50 60x60 70x70
2
2
3
4
4
5
Space [cm] between walings
—
—
—
—
—
—
—
—
—
—
150
130
130
40
170
140
40
165
40
150
130
130
40
170
140
40
165
40
195
155
140
140
140
140
40
140
140
140
140
140
130
40
150
140
140
140
140
40
180
150
140
140
40
130
130
130
130
40
150
130
130
40
170
140
40
165
40
195
155
140
140
140
140
40
140
140
140
140
140
130
40
150
140
140
140
140
40
180
150
140
140
40
130
130
130
130
40
150
130
130
40
170
140
40
165
40
999736002 - 03/2012
195
155
140
140
140
140
40
140
140
140
140
140
130
40
150
140
140
140
140
40
180
150
140
140
40
130
130
130
130
40
150
130
130
40
170
140
40
165
40
195
155
140
140
140
140
40
140
140
140
140
140
130
40
150
140
140
140
140
40
180
150
140
140
40
130
130
130
130
40
150
130
130
40
170
140
40
165
40
53
Column formwork
Column formwork with Multi-purpose walings WU12 Top50
Corner connecting plate "outside"
70 x 70 up to 107 x 107 cm
70 x 70 up to 107 x 120 cm
9732-309-01
Example 70 x 70 cm
Example 107 x 107 cm
A
9732-310-01
A
B
B
A Multi-purpose waling WU12 Top50 1.50m
B Multi-purpose waling WU12 Top50 1.75m
Corner connecting plate "inside"
107 x 107 up to 120 x 120 cm
70 x 107 up to 120 x 120 cm
☞
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.
9732-311-01
A
9732-312-01
C
B
A
B
A Multi-purpose waling WU12 Top50 1.50m
B Multi-purpose waling WU12 Top50 1.75m
C Steel-tube sleeve
54
999736002 - 03/2012
Spacing of the walings
A
B
C
D
E
F
h
G
H
I
K
☞
With rectangular columns, the longer of the
two sides is the applicable dimension for structural design purposes.
9732-314-01
Column formwork
Column
dimensions
[cm]
Number of
Doka beams
H20 on each
side
Column
height h
[m]
K
I
H
G
F
10.0
E
D
C
B
A
I
H
G
F
9.0
E
D
C
B
A
H
G
F
E
8.0
D
C
B
A
G
F
E
7.0
D
C
B
A
F
E
D
6.0
C
B
A
E
D
5.0
C
B
A
D
C
4.0
B
A
C
3.0
B
A
70x70 80x80 90x90 100x100 110x110 120x120
5
5
5
5
6
6
Space [cm] between walings
—
—
—
195
155
140
140
140
140
40
—
—
140
140
140
140
140
130
40
—
—
150
140
140
140
140
40
—
—
180
150
140
140
40
—
130
130
130
130
40
—
150
130
130
40
—
170
140
40
—
165
40
—
—
170
140
120
120
120
120
120
40
—
165
120
105
105
105
105
105
40
—
170
120
105
105
105
105
40
—
140
120
120
120
120
40
—
150
120
120
120
40
—
170
130
110
40
—
170
140
40
—
165
40
—
—
170
140
120
120
120
120
120
40
—
165
120
105
105
105
105
105
40
—
170
120
105
105
105
105
40
ó
140
120
120
120
120
40
—
150
120
120
120
40
—
170
130
110
40
—
170
140
40
—
165
40
—
160
120
105
105
105
105
105
105
40
—
165
120
105
105
105
105
105
40
—
170
120
105
105
105
105
40
135
105
95
95
95
95
30
135
100
95
95
95
30
135
100
95
95
30
135
95
95
30
135
95
30
145
110
95
95
95
95
95
95
95
30
155
110
95
95
95
95
95
95
30
135
110
95
95
95
95
95
30
135
105
95
95
95
95
30
135
100
95
95
95
30
135
100
95
95
30
135
95
95
30
135
95
30
999736002 - 03/2012
145
110
95
95
95
95
95
95
95
30
155
110
95
95
95
95
95
95
30
135
110
95
95
95
95
95
30
135
105
95
95
95
95
30
135
100
95
95
95
30
135
100
95
95
30
135
95
95
30
135
95
30
55
9739-204-01
56
999736002 - 03/2012
Anchor walings for Variabel and
Universal F supporting construction
frames
h
Supporting construction
Permitted loads for anchor walings
H
V
Pour-height h
[m]
0.30
0.45
0.60
0.75
0.90
1.05
1.20
9739-257-01
Influence width Vertical force Vk Horizontal force
e [m]
[kN]
Hk [kN]
3.00
0.00
3.40
3.00
0.20
7.60
1.80
1.00
8.10
1.15
1.80
8.10
0.80
2.60
8.10
0.60
3.40
8.10
0.45
4.10
8.10
Anchor waling
Anchor waling 1.95m and 2.95m (WU16)
Anchoring profile 0.55m
☞
permitted
anchor force: Z
175 kN
259 kN
430 kN
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.
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).
999736002 - 03/2012
57
Supporting construction frame Variabel
Combining with Doka timber-beam formwork
The 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
Influence width
Influence width
1.00 m
1.25 m
Pour height Anchor force Shoring force Deformation Anchor force Shoring force Deformation
H
Zk
Vk
at top
Zk
Vk
at top
[m]
[kN]
[kN]
[mm]
[kN]
[kN]
[mm]
SC-frame type
A
9739-306-01
40 kN/m2
V
2.50
2.75
3.00
3.25
96
110
124
139
34
45
56
69
2
3
3
4
120
138
156
173
43
56
70
86
2
3
4
5
50 kN/m2
Z
Permitted pressure
of fresh concrete
H
frame Variabel
2.50
2.75
3.00
3.25
106
124
141
159
36
47
60
75
2
3
4
5
133
155
177
199
45
59
75
94
2
3
5
6
Pour heights from 3.25 m to 4.00 m
Influence width
1.00 m
Pour height Anchor force Shoring force Deformation
H
Zk
Vk
at top
[m]
[kN]
[kN]
[mm]
SC-frame type
B
Influence width
1.25 m
Anchor force Shoring force Deformation
Zk
Vk
at top
[kN]
[kN]
[mm]
9739-307-01
58
40 kN/m2
V
3.25
3.50
3.75
4.00
139
153
167
181
69
83
99
116
2
2
3
5
173
191
-------
86
104
-------
2
3
-------
50 kN/m2
Z
Permitted pressure
of fresh concrete
H
Vertically extended SCframe Variabel
3.25
3.50
3.75
4.00
159
177
194
212
75
91
110
130
2
3
4
5
199
----------
94
----------
2
----------
999736002 - 03/2012
Supporting construction frame Variabel
Combining with Doka framed formwork Framax Xlife
must be reviewed.
is angled at 45°.
SC-frame type
A
Influence width
1.35 m
Zk
Vk
at top
[kN]
[kN]
[mm]
Permitted pressure of
fresh concrete
Pour height
H
[m]
40 kN/m2
2.70
3.00
145
168
57
76
3
4
50 kN/m2
2.70
3.00
162
191
60
81
3
5
H
frame Variabel
V
Z
9739-306-01
SC-frame type
B
Influence width
1.35 m
Zk
Vk
at top
[kN]
[kN]
[mm]
fresh concrete
Pour height
H
[m]
40 kN/m2
3.15
3.30
179
191
86
97
2
2
50 kN/m2
3.15
3.30
205
220
93
105
2
3
H
Vertically extended SC-frame
Variabel
V
Z
9739-307-01
SC-frame type
fresh concrete
B
Pour height
H
[m]
Influence width
0.90 m
Zk
Vk
at top
[kN]
[kN]
[mm]
Vertically extended SC-frame
Variabel
kN/m2
3.60
3.75
3.90
4.05
143
150
158
165
81
89
98
108
2
3
4
4
50 kN/m2
3.60
3.75
3.90
4.05
165
175
185
194
89
99
109
120
3
3
4
5
H
40
V
Z
9739-307-01
999736002 - 03/2012
59
Supporting construction frame Universal F
Combining with Doka timber-beam formwork
must be reviewed.
is angled at 45°.
Influence width
1.00 m
Pour height Anchor force Spindle force Deformation
H
Zk
Vk
at top
[m]
[kN]
[kN]
[mm]
SC-frame type
A
Influence width
1.25 m
Anchor force Spindle force Deformation
Zk
Vk
at top
[kN]
[kN]
[mm]
V
9739-308-01
40 kN/m2
Z
3.00
3.50
4.00
4.50
124
153
181
209
55
81
113
150
1
2
3
10
156
191
226
262
68
101
141
188
2
2
4
12
50 kN/m2
H
Permitted pressure
of fresh concrete
SC-frame Universal
F 4.50m
3.00
3.50
4.00
4.50
141
177
212
247
59
89
126
170
1
2
4
10
177
221
265
309
73
111
158
213
2
2
4
12
Influence width
1.00 m
H
Zk
Vk
at top
[m]
[kN]
[kN]
[mm]
SC-frame type
B
Influence width
1.25 m
Zk
Vk
at top
[kN]
[kN]
[mm]
9739-309-01
40 kN/m2
V
Z
4.50
5.00
5.50
6.00
209
238
266
294
105
135
168
206
3
5
9
16
262
297
332
368
131
168
210
257
3
7
11
20
50 kN/m2
H
Permitted pressure
of fresh concrete
SC-frame Universal
F 4.50m +
Attachable frame F 1.50m
4.50
5.00
5.50
6.00
247
283
318
354
119
154
194
239
3
5
9
17
309
354
398
-----
148
193
243
-----
4
7
12
-----
Influence width
1.00 m
H
Zk
Vk
at top
[m]
[kN]
[kN]
[mm]
SC-frame type
C
Influence width
1.25 m
Zk
Vk
at top
[kN]
[kN]
[mm]
9739-310-01
60
40 kN/m2
Z
6.00
6.50
7.00
7.50
8.00
294
322
351
379
407
145
174
206
241
278
5
6
7
9
15
368
403
438
474
-----
182
218
258
301
-----
6
7
9
12
-----
50 kN/m2
V
Permitted pressure
of fresh concrete
H
SC-frame Universal
F 4.50m +
Attachable frame F 1.50m +
6.00
6.50
7.00
7.50
8.00
354
389
424
460
495
169
204
242
284
329
6
7
8
10
16
442
486
-------------
211
255
-------------
7
8
-------------
999736002 - 03/2012
Supporting construction frame Universal F
Combining with Doka framed formwork Framax Xlife
must be reviewed.
is angled at 45°.
Influence width
0.90 m
Zk
Vk
at top
H
[mm]
[m]
[kN]
[kN]
SC-frame type
A
Influence width
1.35 m
Zk
Vk
at top
[mm]
[kN]
[kN]
V
9739-308-01
40 kN/m2
Z
3.15
3.60
4.05
4.50
120
143
165
188
56
78
105
135
1
2
3
9
179
214
248
283
84
118
157
203
2
3
5
13
50 kN/m2
H
Permitted pressure
of fresh concrete
SC-frame Universal
F 4.50m
3.15
3.60
4.05
4.50
137
165
194
223
60
86
117
153
1
2
3
9
205
248
291
334
90
129
176
230
2
3
5
13
Influence width
0.90 m
H
Zk
Vk
at top
[m]
[kN]
[kN]
[mm]
SC-frame type
B
Influence width
1.35 m
Zk
Vk
at top
[kN]
[kN]
[mm]
9739-309-01
40 kN/m2
V
Z
4.65
5.10
5.55
6.00
196
219
242
265
102
127
155
185
3
5
9
15
294
328
363
397
153
191
232
278
4
8
13
22
50 kN/m2
H
Permitted pressure
of fresh concrete
SC-frame Universal
F 4.50m +
4.65
5.10
5.55
6.00
232
261
290
318
116
146
179
215
3
6
9
15
348
391
434
-----
174
218
268
-----
5
8
13
-----
Influence width
0.90 m
H
Zk
Vk
at top
[m]
[kN]
[kN]
[mm]
SC-frame type
C
Influence width
1.35 m
Zk
Vk
at top
[kN]
[kN]
[mm]
40 kN/m2
9739-216-01
6.00
6.45
6.90
7.20
7.65
8.10
265
288
311
326
349
372
131
154
180
198
226
257
4
5
6
7
9
15
397
431
466
489
---------
196
231
269
296
---------
7
8
9
11
---------
50 kN/m2
V
Z
Permitted pressure
of fresh concrete
H
SC-frame Universal
F 4.50m +
Attachable frame F 1.50m +
6.00
6.50
6.90
7.20
7.65
8.10
318
347
375
395
423
452
152
180
211
233
267
304
5
6
7
8
10
17
477
---------------------
228
---------------------
8
---------------------
999736002 - 03/2012
61
Dokamatic table
Dokamatic table
Dokamatic table
9767-200-01
62
999736002 - 03/2012
Dokamatic table
Structural design – Dokamatic table without formwork sheeting
The tables in the section headed "Structural design"
allow for a service load of 20 % of the dead load of the
fresh concrete – but not less than 1.5 kN/m2
(150 kg/m2).
9767-236-01
Markings on the Dokamatic table waling 12
Spacing in cm
2 props per 3 props per
Length of table waling table waling
table waling
a
b
4.00 m
211
138
5.00 m
279
177
4 props per table waling
c
107
128
d
104
140
a
b
b
d
c
c
Max. slab thickness / permitted closures
Table format [m]
Type of
prop
Eurex 20
2.50x5.00
Eurex 30
Eurex 20
2.50x4.00
Eurex 30
Eurex 20
2.00x5.00
Eurex 30
Eurex 20
2.00x4.00
Eurex 30
Options
1&2
0
20
30
40
60
80
0
20
30
40
60
80
0
20
30
40
60
80
0
20
30
40
60
80
0
20
30
40
60
80
0
20
30
40
60
80
0
20
30
40
60
80
0
20
30
40
60
80
Option
3
0
40
60
80
--0
40
60
80
--0
40
60
80
--0
40
60
80
--0
40
60
80
--0
40
60
80
--0
40
60
80
--0
40
60
80
---
Max. slab thickness [cm]
30
27
26
25
23
21
40
37
35
34
32
30
37
35
34
32
30
28
50
47
45
43
40
38
38
34
33
31
29
26
50
46
44
42
38
36
47
43
41
39
36
33
63
57
55
52
48
45
43
39
38
37
34
32
57
53
51
49
46
43
56
52
50
48
45
42
75
69
67
64
60
57
54
49
47
45
41
38
72
65
63
60
55
51
70
64
61
58
54
50
84
84
81
78
72
67
56
52
50
48
45
42
75
69
67
64
60
56
71
66
64
61
57
54
84
84
84
82
77
71
70
63
61
58
54
50
84
84
81
78
72
67
84
81
78
74
68
64
84
84
84
84
79
70
2 intermediate props with
swivel-head, edge prop relocated
9767-226-05
9767-226-03
1 intermediate prop with
swivel-head, edge prop relocated
9767-226-01
The formwork sheet and
the type of closure must
be chosen with reference
to the slab thickness (see
“Structural design – form- Permitted closure x
work sheet and closure
[cm]
options”).
Standard tables
999736002 - 03/2012
63
Dokamatic table
Structural design – formwork sheet and closure options
Closures in the transverse direction
Option 1
Bridged with formwork sheeting only
s
9767-221-01
Permitted thicknesses of slab in cm
x
s
3-SO 21mm
3-SO 27mm
0
20
50
80
5
25
35
65
10
30
25
50
15
35
20
40
20
40
-35
25
45
-30
30
50
-20
Check the selected table configuration once again, with reference to
the value x.
Options 2 and 3
Dokamatic insertion beams
with no additional propping (Option 2)
s
9767-224-01
Dokamatic insertion beams
centre-propped (Option 3)
s
9767-225-01
Permitted thicknesses of slab in cm
x
s
3-SO 21mm
3-SO 27mm
20
40
60
85
30
50
60
85
40
60
25/50*
50/80*
50
70
25/35*
50/65*
60
80
25
50
70
90
20
40
80
100
-35
Check the selected table configuration once again, with reference to
the value x.
* only applies where the tables are covered in "wall-towall" sheeting (e.g. width 60 cm) or where the sheets
are arranged symmetrically (e.g. 30+30 cm - not
50+10 cm)
64
999736002 - 03/2012
Dokaflex table
Dokaflex table
Dokaflex table
9720-215-01
Structural design of standard-format
tables
Max. slab thickness
Table format
[m]
2.50x4.00m
2.50x5.00m
2.00x4.00m
2.00x5.00m
Dokaflex table with extra props in
mid-span and at edges
Type of prop
Eurex 20
Eurex 30
Eurex 20
Eurex 30
Eurex 20
Eurex 30
Eurex 20
Eurex 30
40
50
30*
35*
45
60
37*
46*
42*
55*
32*
42*
50*
70*
40*
52*
45
65
32
48
55
80
40
60
9720-326-01
9720-327-01
Dokaflex table with extra props in
mid-span
9720-325-01
Dokaflex table
*On projects with stringent quality requirements regarding the finish of the soffits, attention must be paid to the
different deflections occurring at the boundaries
between the tables and areas formed with Dokaflex 12-4.
999736002 - 03/2012
65
Dokaflex
Dokaflex
Dokaflex
9797-216-01
66
999736002 - 03/2012
Dokaflex
Timber formwork beams H20
Slab thickness
[cm]
Slab load
[kN/m2]
10
12
14
16
18
20
22
24
26
28
30
35
40
45
50
1)
4.30
4.80
5.30
5.80
6.30
6.80
7.30
7.80
8.30
8.80
9.30
10.68
12.05
13.43
14.80
Max. permitted spacing of
primary beams [m]
for a secondary-beam
spacing [m] of
0.500 0.625 0.667 0.750
3.67
3.41
3.33
3.20
3.47
3.22
3.15
3.03
3.31
3.08
3.01
2.89
3.18
2.95
2.89
2.78
3.07
2.85
2.78
2.68
2.97
2.75
2.69
2.59
2.88
2.67
2.61
2.51
2.80
2.60
2.54
2.45
2.73
2.53
2.48
2.38
2.67
2.47
2.42
2.33
2.61
2.42
2.37
2.28
2.48
2.30
2.25
2.17
2.38
2.21
2.16
2.08
2.29
2.12
2.08
1.99
2.21
2.05
2.01
1.90
Max. permitted spacing of props [m]
for the selected primary-beam spacing [m] of
1.00
2.91
2.76
2.63
2.52
2.43
2.35
2.28
2.22
2.17
2.12
2.07
1.87
1.66
1.49
1.35
1.25
2.70
2.56
2.44
2.34
2.25
2.17
2.09
2.03
1.93
1.82
1.72
1.50
1.33
1.19
1.08
1.50
2.49
2.36
2.24
2.14
2.06
1.96
1.83
1.71
1.61
1.52
1.43
1.25
1.11
0.99
0.90
1.75
2.31
2.18
2.08
1.97
1.81
1.68
1.57
1.47
1.38
1.30
1.23
1.07
0.95
0.85
0.77
2.00
2.16
2.04
1.89
1.72
1.59
1.47
1.37
1.28
1.20
1.14
1.08
0.94
0.83
0.74
0.68
2.25
2.03
1.85
1.68
1.53
1.41
1.31
1.22
1.14
1.07
1.01
0.96
0.83
0.74
0.66
—
2.50
1.86
1.67
1.51
1.38
1.27
1.18
1.10
1.03
0.96
0.91
0.86
—
—
—
—
2.75
1.69
1.52
1.37
1.25
1.15
1.07
1.00
0.93
—
—
—
—
—
—
—
3.00 3.50
1.55 1.33
1.39 —
1.26 —
1.15 —
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
1) In accordance with EN 12812, this allows for a service load of 0.75 kN/m² and a variable load of 10 % of a massive concrete floor-slab, totalling
at least 0.75 kN/m² but no more than 1.75 kN/m² (assuming a unit weight of 25 kN/m³ for the fresh concrete). Mid-span deflection has been limited
to l/500. In the case of cavity flat-slab floors, significantly lower slab loads occur.
Timber formwork beams H16
Slab thickness
[cm]
Slab load 1)
[kN/m2]
10
12
14
16
18
20
22
24
26
28
30
35
40
45
50
4.30
4.80
5.30
5.80
6.30
6.80
7.30
7.80
8.30
8.80
9.30
10.68
12.05
13.43
14.80
Max. permitted spacing of primary
beams [m]
for a secondary-beam spacing [m] of
0.400 0.500 0.625 0.667 0.750
3.25
3.02
2.80
2.74
2.59
3.08
2.86
2.65
2.59
2.45
2.93
2.72
2.53
2.47
2.33
2.82
2.61
2.43
2.36
2.23
2.71
2.52
2.34
2.27
2.14
2.63
2.44
2.25
2.18
2.06
2.55
2.37
2.18
2.11
1.99
2.48
2.30
2.10
2.04
1.92
2.42
2.24
2.04
1.98
1.86
2.36
2.19
1.98
1.92
1.81
2.31
2.14
1.93
1.87
1.76
2.20
2.01
1.80
1.74
1.64
2.10
1.89
1.69
1.64
1.55
2.01
1.79
1.60
1.55
1.46
1.91
1.71
1.53
1.48
1.39
Max. permitted spacing of props [m]
for the selected primary-beam spacing [m] of
1.00
2.91
2.76
2.63
2.52
2.43
2.35
2.28
2.22
2.17
2.12
2.07
1.87
1.66
1.49
1.35
1.25
2.70
2.56
2.44
2.34
2.25
2.17
2.09
2.03
1.93
1.82
1.72
1.50
1.33
1.19
1.08
1.50
2.49
2.36
2.24
2.14
2.06
1.96
1.83
1.71
1.61
1.52
1.43
1.25
1.11
0.99
0.90
1.75
2.31
2.18
2.08
1.97
1.81
1.68
1.57
1.47
1.38
1.30
1.23
1.07
0.95
0.85
0.77
2.00
2.16
2.04
1.89
1.72
1.59
1.47
1.37
1.28
1.20
1.14
1.08
0.94
0.83
0.74
—
2.25
2.03
1.85
1.68
1.53
1.41
1.31
1.22
1.14
1.07
1.01
0.96
—
—
—
—
2.50
1.86
1.67
1.51
1.38
1.27
1.18
1.10
—
—
—
—
—
—
—
—
2.75 3.00 3.50
1.69 1.55 —
1.52 1.39 —
1.37 —
—
1.25 —
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
1) The slab loads given here are based on massive concrete floor-slabs.
In the case of cavity flat-slab floors, significantly lower slab loads occur.
Spacing of secondary beams
Slab thickness [cm]
Up to 18
Up to 25
Up to 30
Up to 40
Up to 50
Max. spacing of secondary beams [m] when using the following
sheeting:
3-SO 21mm 3-SO 27mm Dokaplex 18mm Dokaplex 21mm
0.75
0.75
0.50
0.667
0.667
0.75
0.50
0.667
0.625
0.75
0.50
0.625
0.50
0.75
0.50
0.50
0.667
0.50
999736002 - 03/2012
67
Dokaflex
Beam forming support
Formwork beams horizontal
(up to a height of 60 cm)
9720-232-01
Note:
As a basic rule, it is forbidden to use formwork beams
"horizontally" (i.e. with the load-direction perpendicular
to the web). However, the specific applications shown
here, using the Beam forming support, are permitted.
Formwork beams vertical
(up to a height of 90 cm)
9720-233-01
68
999736002 - 03/2012
Dokaflex
Drop-beam not integrated into the floor-slab / stop-end formwork
All the data below apply where 3-SO 21 mm and
3-SO 27 mm formwork sheets are used.
h
h
Drop beams of between 10 and
30 cm in height
70 cm in height
9720-251-01
b
9720-249-01
l
b
l
b ... max. 100 cm
l ... max. 150 cm
Sidewall formwork:
● 2 Doka beams H20 top
b ... max. 100 cm
l ... max. 150 cm
Sidewall formwork:
● Doka beam H20 top
Spacing of
secondary beams
50.0 cm
Spacing of
secondary beams
Up to 60 cm
50.0 cm
From 60 cm
33.3 cm
h
Position of Beam
forming support
On every 3rd secondary beam
47 cm in height
Position of Beam
forming support
On every 2nd secondary beam
90 cm in height
h
h
A
9720-252-01
9720-250-01
b
b
l
l
b ... max. 100 cm
l ... max. 150 cm
b ... max. 100 cm
l ... max. 150 cm
Sidewall formwork:
● Squared timber 4/8 cm for drop beams of between
30 and 34 cm in height
Spacing of
secondary beams
50.0 cm
Position of Beam
forming support
Where the dimensional requirements are especially stringent, we recommend placing a formtie (A) through the sidewall formwork as an
additional precaution.
Sidewall formwork:
● Doka formwork beams H20 in the upright
Spacing of
secondary beams
Up to 85 cm
41.7 cm
From 85 cm
36.0 cm
h
Position of Beam
forming support
On every secondary beam
h... Drop-beam height
b... Drop-beam width
l... Spacing of primary beams
999736002 - 03/2012
69
Dokaflex
Drop-beam integrated into the floor-slab
Drop beams of between 47 and 60 cm in height
d
Secondary beams parallel to dropbeam
h
d
h
9720-255-01
b
l
b ... max. 100 cm
l ... max. 150 cm
9720-253-01
b
l
b ... max. 100 cm
l ... max. 150 cm
Base formwork
● Height of squared timber = 30-h (cm)
Position of Beam
forming support
Position of Beam
forming support
h
Slab
Spacing of
thickness d secondary beams
20 cm
62.5 cm
30 cm
41.7 cm
Slab
Spacing of
20 cm
31.25 cm
30 cm
25.00 cm
d
Sidewall formwork:
● Squared timber 10/8 cm
Sidewall formwork:
9720-256-01
b
d
b ... max. 100 cm
l ... max. 150 cm
h
l
Sidewall formwork:
● Height of squared timber = h-60 (cm)
9720-254-01
b
Slab
Spacing of
20 cm
40.0 cm
30 cm
-
l
b ... max. 100 cm
l ... max. 150 cm
Position of Beam
forming support
-
Sidewall formwork:
Slab
Spacing of
20 cm
41.7 cm
30 cm
33.3 cm
Position of Beam
forming support
70
999736002 - 03/2012
d
Secondary beams perpendicular to
drop-beam
Dokaflex
h
Floor influence zone on either side of the drop-beam
max. 1.0 m
9720-259-01
b
d
l
h
b ... max. 100 cm
l ... max. 150 cm
9720-257-01
b
l
Slab
Spacing of
20 cm
41.70 cm
30 cm
31.25 cm
b ... max. 100 cm
l ... max. 150 cm
Base formwork
● Height of squared timber = 30-h (cm)
Position of Beam
forming support
Position of Beam
forming support
h
d
Sidewall formwork:
● Squared timber 10/8 cm
Slab
Spacing of
20 cm
62.5 cm
30 cm
41.7 cm
Sidewall formwork:
9720-260-01
b
l
h
d
b ... max. 100 cm
l ... max. 150 cm
9720-258-01
b
l
b ... max. 100 cm
l ... max. 150 cm
Sidewall formwork:
Slab
Spacing of
20 cm
50.0 cm
30 cm
41.7 cm
Position of Beam
forming support
Sidewall formwork:
Slab
Spacing of
20 cm
40.0 cm
30 cm
-
Position of Beam
forming support
-
h... Drop-beam height
b... Drop-beam width
l... Spacing of primary beams
999736002 - 03/2012
71
Also meets the requirements of DIN EN 13374
Structural design
☞
Important note:
Every stop-end element must be supported by
2 Doka floor end-shutter clamps. This requires
planning!
with guard rails
e
98023-223-01
e
d
a
30
8.7
8.9
8.7
8.7
8.9
8.7
8.1
7.2
6.4
5.6
4.9
4.3
35
9.6
9.9
9.7
9.7
9.9
9.7
9.1
8.0
7.1
6.2
5.5
4.8
40
9.7
10.2
10.2
10.3
10.7
10.6
10.2
9.1
8.0
7.1
6.2
5.4
45
9.9
10.7
10.8
11.1
11.2
11.4
11.4
10.4
9.2
8.1
7.1
6.2
50
11.6
11.3
11.6
12.2
11.9
12.4
12.7
12.2
10.8
9.5
8.3
7.2
57.5
13.6
13.5
14.3
14.3
15.2
14.8
15.3
15.3
14.6
12.8
11.2
9.8
Frami Xlife panel 0.45m
25
7.9
8.1
7.9
7.9
8.1
7.9
7.4
6.5
5.8
5.1
4.4
3.9
Alu-Framax Xlife panel 0.60m
20
7.2
7.4
7.2
7.2
7.4
7.3
6.7
6.0
5.3
4.6
4.1
3.5
Framax Xlife panel 0.60m
15
6.6
6.8
6.7
6.6
6.8
6.7
6.2
5.5
4.9
4.3
3.7
3.3
Planks, 5x20 cm
Slab thickness 'd'
[cm]
15 - 35 402) 452) 502) 57.52)
60
80
70
60
60
50
55
100
90
80
70
60
50
120
110 100
90
80
45
1503) 1403) 1303) 120 100
40
2003) 1903) 1703) 1503) 1403)
35
2303) 2303) 2303) 2103) 1803)
30
2503)
28
2603)
26
2703)
24
2803)
22
2903)
20
3003)
Permitted spans [cm]
of the stop-ends1)
Doka beam H20 + form-ply
Permissible influence width 'e'
Tensile force occurring
[cm]
[kN]5)
Distance 'a' [cm] of anchor-point from top of wall
1104)
1104)
1104)
1204)
1204)
1304)
130
140
140
150
150
160
90
100
100
100
110
110
110
120
120
130
130
140
—
200
200
210
220
230
250
260
270
280
290
300
—
165
170
175
180
190
200
210
220
230
240
250
—
—
—
—
170
170
180
190
190
200
210
220
1) Sealing tape KS required (deflection of 2 mm has been allowed for)
2) When used without Sealing tape KS, the influences must be reduced by 20% (deflection 1 mm)
3) Max. influence when erected with guard-rail boards 20 cm: 120 cm; with guard-rail boards 15 cm: 170 cm; with Protective grating XP
2.70x1.20m: 250 cm
4) 2 Doka beams H20 required (see the "Practical example")
5) For dimensioning when using alternative (i.e. non-Doka) anchorages
72
999736002 - 03/2012
without guard rails
e
98023-228-01
e
d
a
57.52)
70
90
110
140
180
15
6.2
6.3
6.0
5.9
6.0
6.0
5.1
4.4
3.8
3.2
2.6
2.2
20
6.7
6.8
6.5
6.4
6.5
6.5
5.6
4.8
4.1
3.5
2.9
2.3
25
7.4
7.4
7.1
7.0
7.1
7.1
6.1
5.2
4.5
3.8
3.1
2.6
30
8.1
8.2
7.9
7.7
7.9
7.9
6.7
5.8
4.9
4.2
3.5
2.8
35 40
45
50
9.1 10.2 11.7 12.2
9.2 10.3 11.9 12.6
8.8 9.9 11.4 12.3
8.6 9.7 11.1 13.1
8.8 9.9 11.4 12.7
8.8 9.9 11.4 12.9
7.5 8.4 9.7 11.3
6.4 7.3 8.4 9.8
5.5 6.2 7.1 8.4
4.6 5.3 6.0 7.1
3.9 4.4 5.0 5.9
3.2 3.6 4.1 4.8
57.5
14.5
15.4
15.2
15.4
15.4
15.4
15.3
13.2
11.3
9.6
8.0
6.5
Frami Xlife panel 0.45m
502)
80
100
120
160
200
Alu-Framax Xlife panel 0.60m
452)
90
110
130
160
210
230
250
260
270
280
290
300
Framax Xlife panel 0.60m
402)
90
110
130
160
210
Planks, 5x20 cm
Slab thickness 'd'
[cm]
15 - 35
60
90
55
110
50
130
45
160
40
210
35
30
28
26
24
22
20
Permitted spans [cm]
of the stop-ends1)
Doka beam H20 + form-ply
Permissible influence width 'e'
Tensile force occurring
[cm]
[kN]5)
Distance 'a' [cm] of anchor-point from top of wall
1104)
1104)
1104)
1204)
1204)
1304)
130
140
140
150
150
160
90
100
100
100
110
110
110
120
120
130
130
140
—
200
200
210
220
230
250
260
270
280
290
300
—
165
170
175
180
190
200
210
220
230
240
250
—
—
—
—
170
170
180
190
190
200
210
220
1) Sealing tape KS required (deflection of 2 mm has been allowed for)
2) When used without Sealing tape KS, the influences must be reduced by 20% (deflection 1 mm)
4) 2 Doka beams H20 required (see the "Practical example")
5) For dimensioning when using alternative (i.e. non-Doka) anchorages
Practical example:
Stop-end with 2 Doka beams H20
Permitted vertical load FV on End-shutter shoe (without horizontal load): 3 kN
a
98023-230-01
A
FV
98023-229-01
a ... max. 10 cm
A Wooden spacer
999736002 - 03/2012
73
Loading data
Anchoring on the structure
Imposed loads
V
N
Z
V
H
98010-340-03
V
98007-200-02
V ... permitted vertical load: 60 kN
H ... permitted horizontal load: 60 kN
The horizontal load H and the vertical load V will influence:
● the force in the Stop-anchor "Z" (needs to be
known for correct dimensioning of the tie-rod), and
● the force in the concrete cone pull-out "N". This is
the force to which the concrete cone pull-out is subjected, and which can be directly compared with the
permitted tensile forces of the Universal climbing
cone in the concrete.
Note:
Revised static calculations are required for the loads in
the stop-anchor "Z" and for the concrete cone pull-out
load "N".
Follow the directions in the Calculation Guide
entitled "Calculating suspension loads in concrete" or ask your Doka technician!
98011-200-01
74
entitled "Load-bearing capacity of anchorages
in concrete" or ask your Doka technician!
999736002 - 03/2012
Service loads
Permitted live load per vertical profile:
● when anchored: 15 kN
● while being repositioned: 10 kN
Note:
The sum of the service loads on all platforms must not
exceed the permitted live load per vertical profile!
A
A
B
A
98011-200-02
A 150 kg/m2
B 300 kg/m2
999736002 - 03/2012
75
Influence width of the vertical profiles
Structural design
☞
The structural design data given here apply
only to standard assignments on straight walls.
For assignments on e.g. inclined walls, separate statical verification must be performed.
4.50
Wind pressure
1) Determine the wind pressure as a function of the
wind speed, the building environment and the
structure height.
2) Use the relevant curve (A) to (E) in the following
diagram.
Curve
2.21
(A)
Wind pressure [kN/m2]
we = cp, net x q(Ze)
1.70
1.43
0.85
(B)
(C)
(D)
0.65
(E)
"Wind loads to the Eurocodes" when determining the wind pressure or ask your Doka technician!
D
E
3.50
2.50
2.00
3.00
A
B
4.00
5.00
98011-101
3.00
C
6.00
Influence width [m]
Example
● Basic data:
- Curve (B) (wind pressure = 1.70 kN/m2)
- Formwork height: 4.00 m
● Influence width: 4.10 m
☞
Important note:
● During pouring, the vertical profile is only
allowed to be held in 2 shoes.
where universal climbing cone is more than
250 mm below top of concrete
➤ When determining the influence width, add the difference (b – 250 mm) to the actual formwork height.
b
Note:
Intermediate values may be linearly interpolated.
Formwork height [m]
4.00
➤ If wind speeds > 72 km/h are likely, and
when work finishes for the day or before prolonged work-breaks, always take extra precautions to fix the formwork in place.
Suitable precautions:
- set up the opposing formwork
- move the travelling unit forward (together with
the formwork) until it meets the top of the previously cast section, and knock the fixingwedges into place
98011-274-01
b ... min. 250 mm
Example
● Basic data:
- Formwork height: 4.00 m
- Distance from edge 'b': 0.5 m
● Formwork height for determining the influence width:
4.00 m + (0.5 m - 0.25 m) = 4.25 m
Influence width: 3.70 m
76
999736002 - 03/2012
Service loads
A
B
9710-304-05
C
Loading data
Imposed loads
V
9710-339-01
H
A 150 kg/m2
B 300 kg/m2
C 75 kg/m2
9710-300-11
entitled "Load-bearing capacity of anchorages
in concrete" or ask your Doka technician!
999736002 - 03/2012
77
Influence width of climbing brackets
Structural design
☞
The structural design data given here apply
only to standard assignments on straight walls.
For assignments on e.g. inclined walls, separate statical verification must be performed.
6.0
A
5.5
B
4.5
4.0
3.5
3.0
9710-100-01
CAUTION
- move the travelling unit forward (together with
the formwork) until it meets the top of the previously cast section, and knock the fixingwedges into place
Formwork height [m]
5.0
2.5
2.0
0.0
structure height.
2) Determine Curve (A) or (B) from the following table.
Wind pressure
[kN/m2]
(A)
1.69
(B)
1.43
1.0
1.5
2.0
2.5
3.0
3.5
4.0
Influence width [m]
Wind pressure
Curve
0.5
Example:
Where cp, net = 1.3:
Permissible wind speed = 164 km/h
Example
● Basic data:
- formwork height: 4.50 m
Larger influence widths may be possible when
the live loads are determined on a project-specific basis.
Note:
Intermediate values may be linearly interpolated.
78
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999736002 - 03/2012
79
Service loads
A
B
9775-239-01
C
9775-200-02
Loading data
Imposed loads
A 150 kg/m2
B 300 kg/m2
C 75 kg/m2
V
H
9775-256-01
80
999736002 - 03/2012
Influence width of climbing brackets
Wind pressure
structure height.
2) Use the relevant diagram, (A) or (B) .
Diagram (A) (wind pressure = 1.00 kN/m2)
6.0
5.5
C
D
5.0
4.5
4.0
3.5
3.0
2.5
9736-124
CAUTION
- turn the screwjack mechanism until the formwork meets the top of the previously cast section, and knock the fixing-wedges into place
Formwork height [m]
Structural design
2.0
Diagram
Wind pressure
[kN/m2]
(A)
1.00
(B)
1.365
0.0
0.5
1.0
Example:
Larger influence widths may be possible when
the live loads are determined on a project-specific basis.
1.5
2.0
2.5
3.0
3.5
4.0
Influence width [m]
C Without Wind bracing MF/150F/K 6.00m
D With Wind bracing MF/150F/K 6.00m
Example
● Basic data:
- Diagram (A) (wind pressure = 1.00 kN/m2)
Diagram (B) (wind pressure = 1.365 kN/m2)
6.0
5.5
C
D
Formwork height [m]
5.0
4.5
4.0
3.5
3.0
9736-125
2.5
2.0
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
Influence width [m]
C Without Wind bracing MF/150F/K 6.00m
D With Wind bracing MF/150F/K 6.00m
Example
● Basic data:
- Diagram (B) (wind pressure = 1.365 kN/m2)
● Influence width: 2.60 m (without "Wind bracing")
● Influence width: 2.95 m (with "Wind bracing")
999736002 - 03/2012
81
Shaft platform
Shaft platform
9736-236-01
Shaft platform
B
A
C
a
a ... Inside dimension of shaft
A Telescopic shaft beam
B Pawl-type mounting
C With main beam head (cone-type mounting)
Max. load per hitching point
Permitted vertical force: 2000 kg (20 kN)
Explanation of terms
q
=
Service load
Permanent
load
(Service load + Permanent
Influence width "b"
load)
x of the telescopic
shaft beam
Platform area in m2
Formwork load + service load distributed across
entire platform area (at least 2.0 kN/m²). If it is also
intended to store rebar on the platform, an exact
loading calculation will be necessary.
comprises the decking (0.3 kN/m² for 50 mm thick
decking), the transverse squared timbers
(6.0 kN/m³) and an estimate for the main-beam sections:
][100 = 0.22 kN/lin.m
][120 = 0.27 kN/lin.m
][140 = 0.33 kN/lin.m
][160 = 0.38 kN/lin.m
If a suspended platform is being used, its dead
weight must also be allowed for in the permanent
load.
Example
● Basic data:
- Inside dimension of shaft: 2.30 m = Curve (C)
● Result:
- Permitted load: 26 kN/m
Design diagram for telescopic shaft beams with
gravity pawls or main beam heads
40
☞
A
Load q [kN/m]
30
C
Important note:
The support reaction force is limited by the pawl
support, or platform climbing cone, to 40 kN.
B
20
D
E
10
0
0
9736-143
1,0
2,0
3,0
4,0
5,0
6,0
Inside dimension of shaft 'a' [m]
A Telescopic shaft beam 1.45-1.65m (2 x U100)
B Telescopic shaft beam 1.65-2.00m (2 x U100)
C Telescopic shaft beam 2.00-2.70m (2 x U120)
D Telescopic shaft beam 2.70-3.80m (2 x U140)
E Telescopic shaft beam 3.80-5.90m (2 x U160)
82
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Shaft platform
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83
98003-287-01
84
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Structural design
Screw-jack extension lengths
at top and bottom respectively
Unbraced
Braced
98003-288-01
98003-288-03
98003-304-01
Statical system
Held at top 1)
98003-288-02
98003-288-04
Permitted leg load
a
a
Frame height
Up to 1.80 m
30 cm
70 cm
Up to 1.20 m
30 cm
45 cm 6)
Up to 1.20 m 3)
25 cm
40 cm 6)
Up to 1.80 m
30 cm
45 cm 6)
Max. height of
load-bearing
tower without
intermediate
anchoring
20 m 4)
2.10 m 4)
10 m 4)
20 m 4)
10 m 4)
Head units
restrained
62 kN
81 kN
84 kN
78 kN
93 kN
Head units not
restrained
51 kN
74 kN
—
—
—
20 m 4)
88 kN
—
6m
61 kN 5)
48 kN 5)
98003-305-01
Free-standing 2)
a ... 1.5 - 3.0 m
1) e.g. enclosed space, or with back-stay
2) without back-stay, without holding device
3) with Staxo 100 frames 0.90m in the top and bottom 'storeys'
4) Intermediate anchoring planes may be necessary while the towers are being erected.
5) assuming a simultaneously acting horizontal load of 1 kN per leg
6) Not permitted in Germany as no type-test is available.
Head units not restrained
Superstructure with
spindle struts
98003-330-01
Single primary beam, H20
98024-227-01
Swivel bearing plate for
Screw jack U-head
98003-329-01
98003-328-01
98024-226-01
Head units restrained
Double primary beams, H20
or single primary beam I tec
Multi-purpose walings
20
Max. influence width of the secondary beams for the superstructure: 50 cm
Preconditions for use
Inclination adjustment
● Load-bearing towers with min. 2 frame planes
(4 legs)
● Working wind of 0.2 kN/m2 (64.4 km/h) must be
allowed for
● Separate proof must be provided, by a suitably
skilled person, regarding the foundation. Particular
attention must be paid here to the ground-bearing
pressure!
● If the boundary conditions (e.g. max. wind) differ
from those stated here, the User Information booklet
"Load-bearing tower Staxo 100 stating design loads
as per German type-test", or the type test itself, must
be referred to as the basis for ensuring stable structural design.
● The calculated values conform to EN 12812 and
EN 1993.
● Inclination is adjusted with a wooden wedge = no
effect on the restraint situation.
- e.g. with Wedge for screw jack U-head or Staxo
wedge support
● Inclination is adjusted with a centering strip, e.g. with
hexagon bolt M20x230, or Swivel bearing plate for
Screw jack U-head = Screw jack U-head not
restrained.
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85
98024-310-01
86
999736002 - 03/2012
Structural design
Screw-jack extension lengths
at top and bottom respectively
Unbraced
Braced
98024-323-01
Permissible leg load
Statical system
Held at top 2)
70 cm
—
—
70 cm
—
70 cm
70 cm
—
12.2 m
28.0 kN 1)
—
15 cm
30 cm
15 cm
30 cm
15 cm
70 cm
—
70 cm
—
70 cm
3.2 m
2.4 m
7.5 m
7.8 m
7.5 m
33.5 kN
29.4 kN 4)
31.5 kN 1) 4)
26.0 kN 1) 4)
39.0 kN 1) 4)
26.5 kN 4)
20.5 kN 4)
28.2 kN 1) 4)
—
37.0 kN 1) 4)
30 cm
—
7.8 m
32.0 kN 1) 4)
26.5 kN 1) 4)
a
Frame height
98024-223-01
Up to 1.80 m
a ... 1.0 - 3.0 m
Free-standing 3)
Up to 1.20 m
98024-223-02
Up to 1.80 m
Up to 1.20 m
98024-302-01
15 cm
30 cm
70 cm
30 cm
70 cm
30 cm
Max. height of
load-bearing
tower without
intermediate
anchoring
3.2 m
2.4 m
3.2 m
12.2 m
12.2 m
12.2 m
a
Head units
restrained
33.5 kN
27.0 kN
19.0 kN
34.5 kN 1)
23.3 kN 1)
43.0 kN 1)
Head units not
restrained
27.5 kN
23.0 kN
—
27.5 kN 1)
—
36.5 kN 1)
4)
a ... 1.5 - 3.0 m
does not apply to frames used as single frames. Intermediate anchoring planes may be necessary while the towers are being erected.
e.g. enclosed space, or with back-stay
3) without back-stay, without holding device
4) assuming a simultaneously acting horizontal load of 0.8 kN per leg
1)
2)
Head units not restrained
Superstructure with spindle
struts
98024-230-01
Single primary beam, H20
98024-227-01
Swivel bearing plate for
Screw jack U-head
98024-229-01
98024-228-01
98024-227-02
Head units restrained
Single primary beam (I tec
20) or Double primary
Multi-purpose waling
beams (H20)
Max. influence width of the secondary beams for the superstructure: 50 cm
Preconditions for use
Inclination adjustment
● Load-bearing towers with min. 2 frame planes
(4 legs)
● Working wind of 0.2 kN/m2 (64.4 km/h) must be
allowed for
● Separate proof must be provided, by a suitably
skilled person, regarding the foundation. Particular
attention must be paid here to the ground-bearing
pressure!
● If the boundary conditions (e.g. max. wind) differ
from those stated here, the User Information booklet
"Load-bearing tower Staxo 40 stating design loads
as per German type-test", or the type test itself, must
be referred to as the basis for ensuring stable structural design.
● The calculated values conform to EN 12812 and
EN 1993.
● Inclination is adjusted with a wooden wedge = no
effect on the restraint situation.
- e.g. with Wedge for screw jack U-head or Staxo
wedge support
● Inclination is adjusted with a centering strip, e.g. with
hexagon bolt M20x230, or Swivel bearing plate for
Screw jack U-head = Screw jack U-head not
restrained.
999736002 - 03/2012
87
88
999736002 - 03/2012
Load-bearing tower d2 held at top
Free standing load-bearing tower d2
Max. 5 storeys, with any combination of the
1.80/1.20/0.90 m frames, or single-storey with
1.20 m frames
F
V
F
F
V
F
V
L
F
9734-259-01
V
a
b
Also allows for wind-loads acting on the load-bearing tower
a ... 1.5 - 2.5 m
b ... 1.5 m
h ... max. 8.0 m
LK max 25 cm
LF max 35 cm
Also allows for wind-loads acting on the load-bearing tower
a ... 1.0 - 2.5 m
b ... 1.5 m
70
Permitted leg load Fv (effective resistance) [kN]
Permitted vertical load FV per leg: 57.6 kN Permitted
horizontal load FH per leg: 1.15 kN
L
K
● Bottom height adjustment:
- Heavy duty screw jack 70 or Screw jack foot
● Top height adjustment:
- Screw jack U-head, 4-way screw-jack head or Uhead placed directly on frame
● Bottom height adjustment:
- Heavy duty screw jack 70 or Screw jack foot
● Top height adjustment:
- Screw jack U-head, 4-way screw-jack head or Uhead placed directly on frame
60
A
50
B
40
30
20
10
0
9734-100
0
10
20
30
35
Length LK by which Screw-jack U-head is extended [cm]
A LF 35 cm
B LF 70 cm
999736002 - 03/2012
89
Back-stays/shoring supports for the load-bearing towers
Back-stay on the superstructure
☞
For transferring planned horizontal loads e.g. wind
loads, concrete loads or in custom applications (e.g. on
inclined load-bearing towers or for high load-bearing
capacities).
☞
Screw the tie-rods all the way in to the rod connectors of the back-stay (i.e. until they are fully
engaged)!
Important note:
Lashing straps are not suitable for transferring
planned horizontal loads.
78.
0
C
a
A ... Back-stay force
Q ... Shear force (corresponds to horizontal force H)
R ... Resulting anchor force
Z ... Anchor tensile force
☞
X
Back-stay force Ak = 30 kN (Ad = 45 kN)
41.
0
C
Anchor force [kN]
α = 30° a)
α = 45° a)
α = 60° a)
H
D E
F
C
Zk Qk = Hk
18.2 26.0
27.6 21.2
44.8 15.0
Rk Zd Qd = Hd
31.7 27.3 39.0
34.8 41.4 31.8
47.2 67.2 22.5
Rd
47.6
52.2
70.8
Anchor force [kN]
α = 30° a)
α = 45° a)
α = 60° c)
A
V
When calculating the leg loads, allow for the
additional forces imposed by the back-stay!
With high loads and long back-stays, watch out
for any elongation of the back-stay!
Zk Qk = Hk
24.3 34.6
36.8 28.3
59.7 20.0
Rk Zd Qd = Hd
42.3 36.5 51.9
46.4 55.2 42.5
62.9 89.6 30.0
Rd
63.5
69.6
94.4
Anchor force [kN]
α = 30° b)
α = 45° b)
α = 60° c)
B
C
98003-249-01
H ... Horizontal force
V ... Resulting vertical force from H
A ... Back-stay/shoring force
B Load-bearing tower
Zk Qk = Hk
30.4 43.3
46.0 35.4
74.6 25.0
Rk
Zd Qd = Hd Rd
52.9 45.6
65.0
79.4
58.0 69.0
53.1
87.0
78.7 111.9 37.5 118.1
Examples of anchor points in uncracked C 25/30 concrete:
a) HILTI heavy duty anchor HSL M20
b) HILTI self-undercutting anchor HDA-T-M16
c) HILTI self-undercutting anchor HDA-P-M20, with an extra 50x10
washer with a diam. 22 mm hole
or equivalent products from other manufacturers.
Follow the manufacturer's applicable fitting instructions.
CAUTION
➤ The "Back-stay for load-bearing towers"
must not be dismounted until it is certain that
there is sufficient stability for the load-bearing tower.
C Bracing for load-bearing towers
D Multi-purpose waling
E Connecting pin 10cm
F Spring cotter 5mm
X Tie-rod 15.0 (not included in scope of supply)
Length = 'a' minus 119 cm
This leaves a 17 cm adjustment range available
90
999736002 - 03/2012
Shoring to the superstructure
For transferring planned horizontal loads e.g. wind
loads, concrete loads or in custom applications (e.g. on
inclined load-bearing towers or for high load-bearing
capacities).
Loading capacity data for Eurex 60 550 (compressive force)*
- when used as a shoring & plumbing accessory
35
D
V
A
Permitted load [kN]
30
H
25
20
15
10
5
0
9745-101
3
4
5
6
7
8
9
10
11
12
13
14
Length extended [m]
B
A
* 15 kN tensile force at any extension length
30 kN tensile force at any extension length and when anchored with
2 dowels
For more detailed information, see the User
Information booklet "Eurex 60 550"
C
98003-307-01
H ... Horizontal force
V ... Resulting vertical force from H
A ... Back-stay/shoring force
A Load-bearing tower
B Plumbing strut Eurex 60 550
Temporary back-stays directly on
the load-bearing tower, for site-erection
☞
Important note:
Only suitable for use during erection of the
load-bearing tower, but not for transferring
planned horizontal loads.
C Plumbing strut shoe Eurex 60 EB
D Prop head Eurex 60 Top50
B
A
C
Required load-bearing capacity of the dowels
used:
Rd≥ 25.5 kN (Rperm.≥ 17 kN) in any direction when 2
dowels are used.
D
CAUTION
➤ The plumbing strut must not be dismounted
until it is certain that there is sufficient stability for the load-bearing tower.
98003-308-01
E
A Scaffolding tube 48.3mm (with drilled hole ∅17mm)
B Normal coupler 48mm
C Spindle connecting plate T
D Back-stay for load-bearing towers
E Tie-rod 15.0mm
999736002 - 03/2012
91
9759-254-01
92
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System beams SL-1
Spindle struts SL-1 T16
The System beams SL-1 are modular, combinable
steel girders from which universal heavy-duty supporting units can be assembled.
● Four sizes with usable lengths of 100 cm to 375 cm
● Overlap with next size: 55 cm
● Couplers for connecting up the scaffolding-tube
bracing are permanently attached
Overview of variants
System beams SL-1
min.
Usable length
max.
100/140cm
100 cm
140 cm
Permitted load
Compressive
160 kN 160 kN
140/225cm
140 cm
225 cm
80 kN
160 kN
170/275cm
170 cm
275 cm
80 kN
160 kN
220/375cm
220 cm
375 cm
80 kN
160 kN
Spindle strut SL-1 T16
5.00m
4.00m
3.00m
1.00m
Tensile
0.75m
The Offset pin SL-1 makes it easier to align the
drilled holes during assembly.
c
c
c
c
c
b
c
a
9759-236-01
a ... 22.6 cm
b ...24.0 cm
c ... System increment-grid 50.0 cm
Technical data:
Section modulus: 1200 cm3
Moment of inertia: 14,600 cm4
999736002 - 03/2012
93
Multi-purpose walings SL-1 WU16
Practical examples
● Waling lengths from 0.625 m to 3.00 m
● 20 mm diam. hole-grid (of the WS 10), to permit utilisation with Top 50 components
● 32 mm diam. hole-grid for connecting the Spindle
struts SL-1 T16, and for flexurally rigid joints.
● Higher permitted loads, permitting greater influence
widths
Connection for Spindle struts SL-1 T16 in the
diam. 32 mm hole grid
The two different integrated hole-grids make it possible
to use a range of different connection methods, ensuring suitability for both cut-and-cover and underground
tunnel construction situations.
A
C
B
a
a
9759-273-01
Tr824-200-05
a ... 20 cm
A Multi-purpose waling SL-1 WU 16
B Spindle strut SL-1 T16
Middle
zone
31.9
161
520
[cm4]
End zone 'a'
28
161
468
C Spacer bolt (welded in)
Note:
Allowance must be made for the welded-in spacer bolts
when fitting connecting plates.
1850
Connected to a spindle or strut along the continuous 20 mm diam. hole-grid.
Interaction diagram
35
B
31.94
30
28.04
A
25
C
23.14
C
22.74
20.51
20
D
A
16.61
9759-281-01
B
15
A Multi-purpose waling SL-1 WU16
B Spindle strut
D
10
C Splice plate Top 50
8.12
5
D Connecting pin 25 cm with spring cotter 5mm
Connected to bracing tubes by screw-on couplers
0
20
161.8
Tr824-104
0
80.9
34.7
4.28
40
60
80
100
120
140
B
C
160
D
9759-282-01
1)
☞
Important note:
A
A Multi-purpose waling SL-1 WU16
B Bracing tube
C Screw-on coupler
D Limpet washer 17 + Spring washer A16
Bending and buckling loading in the weak direction decreases the permissible internal forces
many times over.
94
999736002 - 03/2012
999736002 - 03/2012
95
9770-200-01
96
999736002 - 03/2012
Basic system
The basic system comprises the components illustrated here. It does not include add-ons such as the
Bridge edge beam platform T 2.70m, Handrail post T
1.80m, etc.
~134
±15°
b
D
c
C
h
71.0
9730-273-01
s
Q
A
11.4 - 43.7
3°
N
10°*
B
22°*
* ... where the underside of the cantilever slab has an inclination of 3°
Max. dimensions of kerb when Doka formwork
beams H20 are used
b
s
c
h
Diagram for determining the centre-to-centre distance 'a' (excerpt from the type-test)
8.0 - 60.0cm
0 - 15.5 cm (where cantilever-slab inclination = 0°)
0 - 13.5 cm (where cantilever-slab inclination = 5°)
Standard 25.0 cm
Where the Bridge edge beam support (B) has a pronounced
rearward inclination, this dimension must be determined with
the aid of construction-design drawings
0 - 76 cm
80
70
a=
a=
50
The centre-to-centre distance a between the Bridge
edge beam brackets along the longitudinal axis of the
bridge superstructure will depend on the kerb dimensions (b and h) and can be read off from the diagram.
a=
h [cm]
Max. reaction forces of the basic system which will
occur when the 'Diagram for determining the centreto-centre distance a' is used:
Nd = 34.5 kN (Nk = 23 kN)
Qd = 10.5 kN (Qk = 7 kN)
Proofs must be provided in each individual case for
the inward/onward transfer of these reaction forces
into the structure.
80
60
40
100
120
a=1
40
60
a=1
80
a=1
30
20
10
0
20
9730-104
25
30
35
40
45
50
55
60
b [cm]
9730-237-01
a
999736002 - 03/2012
97
Other possible applications for
Important note:
● Max. width of guard-rail boards 15cm. Where
larger areas are exposed to wind, this
reduces the possible influence widths!
● Depending upon the height above the
ground, the influence will need to be limited
because of the max. load-bearing capacity of
the Handrail post T 1.80m (see 'Bridge edge
beam formwork T' User Information booklet).
● The Doka beams H20 of the side-formwork
must be statically verified! Where necessary,
use them in the upright (i.e. loaded in the
'strong' direction)!
● A working wind of 0.2 kN/m2 (64 km/h) and a
storm wind of 0.8 kN/m2 (129 km/h) have
been allowed for.
b
h
25.0
3°
Tr854-200-02
Max. service load on
platform
Service load on platform during pouring
Abutments, Variant 1
WxH
13.2
30 x 45 cm
35 x 50 cm
40 x 60 cm
45 x 70 cm
40 x 80 cm
h
b
1.50 kN/m2
1.50 kN/m2
0.75 kN/m2
Nmax = 10.0 kN; Qmax =12.5 kN
Permissible influences (effect of continuous
beams is allowed for!)
1.40 m
1.70 m
1.25 m
1.40 m
0.95 m
1.05 m
0.75 m
0.80 m
0.60 m
0.65 m
Bridge edge beam platform T 2.70m
30.5
41.7
25.2
27.7
☞
Short cantilever-arm lengths
b
25.2
h
25.0
Tr854-200-01
WxH
30 x 45 cm
35 x 50 cm
40 x 60 cm
45 x 70 cm
40 x 80 cm
3°
1.50 kN/m2
1.50 kN/m2
0.75 kN/m2
2.50 m
2.50 m
2.35 m
2.35 m
1.50 m
1.50 m
1.00 m
1.00 m
0.64 m
0.64 m
27.7
platform
87.7°
Tr854-200-03
198.5
205.8
platform
WxH
30 x 45 cm
35 x 50 cm
40 x 60 cm
45 x 70 cm
40 x 80 cm
98
1.00 kN/m2
1.50 kN/m2
0.75 kN/m2
Without support
With support beam
beam
0.80 m
1.30 m
0.80 m
1.30 m
0.80 m
1.07 m
0.80 m
0.85 m
0.70 m
0.70 m
999736002 - 03/2012
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99
Folding platform K
Folding platform K
Folding platform K
Areas of use
The comprehensive ready-to-use platform-range of the
Folding platform K series meets the requirements of
EN 12811-1, DIN 4420 Part 1 and ÖNORM B4007, and
the Construction Worker Protection Ordinance (BauV).
Practical examples of Load Classes
Load Class
2
Load Class
Load Class
3
4, 5, 6
e.g. for external rendering and stucco work,
Normally for masonry and external rendering
For service and maintenance work, especially coating, pointing or repair work; as a reinforcework, tiling and squared-stone facing work, and
ment or pouring platform in reinforced-concrete
for cleaning operations on facades
heavy site-erection work.
construction work.
Only for work in which it is not necessary to
The materials and equipment stored on the
Building materials and parts may be set down
store building materials or parts on the platform platform decking may not be set down on the on the platform by lifting-appliances and stored
decking.
platform by lifting-appliances.
on the platform decking.
Load Class
4
5
6
2
2
2
2
Permitted service load: 1.5 kN/m (150 kg/m ) Permitted service load: 2.0 kN/m (200 kg/m )
3.0 kN/m2
4.5 kN/m2
6.0 kN/m2
(300 kg/m2)
(450 kg/m2)
(600 kg/m2)
plus partial-area load
The actual load is made up of the weight of the The actual load is made up of the weight of the
stored material and of the persons on the plat- stored material and of the persons on the platform.
form.
For each person, a weight of 100 kg must be For each person, a weight of 100 kg must be
assumed.
assumed.
Working platform
with formwork
without formwork
9725-354-01
9725-353-01
100
999736002 - 03/2012
Folding platform K
Working platform with formwork
H (horizontal load) and V (vertical load) refer to the
loads at the suspension point. These loads cover all the
Formwork shored from folding platform
usage situations given here. The structure, and all parts
of the structure, must be verified for stability on the
basis of this data.
Formwork shored from floor slab
Formwork shored from folding platform,
with back-stay for formwork and folding
platform
B
A
9725-334-01
A
A
9725-335-01
C
9725-336-01
kN/m2
Type of suspension
point
Closures
Suspended platform
Formwork height
Load Class 2 (Permitted service load: 1.5
(150
on folding platform and pouring platform).
Max. width of pouring platforms 1.20 m.
Suspension loop
Suspension loop
Suspension cone
Suspension cone
Suspension cone
ES*
ES*
H = 14.0 kN
H = 14.0 kN
H = 14.0 kN
H = 14.0 kN
H = 36.0 kN
V = 24.0 kN
V = 18.0 kN
V = 24.0 kN
V = 18.0 kN
V = 20.0 kN
1.00 m
0.75 m
1.00 m
0.75 m
Not allowed
Allowed
Not allowed
Allowed
Not allowed
Allowed
3.00 m
3.00 m
5.50 m
4.00 m
3.75 m
Wind speeds up to 55 km/h (as per
"UVV" accident prevention rule for
cranes).
Formwork heights of up to 4.00 m are
possible if the max. wind speed is
lowered to 45 km/h.
Follow the directions in the "Doka
For higher wind speeds, and when
climbing formwork K" User Information!
work finishes for the day or for a prolonged break in site operations, precautions must be taken (like attaching to the inside formwork or backstaying) as shown here in the adjacent columns.
kg/m2)
* Ensure that the Folding platform K is at the correct height relative to the top of the floor slab. See the section headed "Loop-type suspension
points"
B Secure the formwork to the folding platform in a tension-proof
manner (11kN)
C Tension-proof back-stay (14 kN)
999736002 - 03/2012
101
Folding platform K
usage situations given here. The structure, and all parts
of the structure, must be verified for stability on the
basis of this data.
Types of suspension point 1)
Working platform without formwork
H (horizontal load) and V (vertical load) refer to the
loads at the suspension point. These loads cover all the
Suspension cone
Rock anchor spreader unit 15.0 + Suspension cone 15.0 with collar
Suspension cone 15.0 for insulation up to 11 cm (insulation thickness up to 6 cm)
Suspension cone 15.0 for insulation up to 11 cm (insulation thickness up to 11 cm)
Suspension loop ES
Bridge edge beam anchor 30kN 15.0
Suspension profile AK/ES
Suspension plate AK/ES
H = 9.2 kN
V = 9.2 kN
H = 16.2 kN
V = 16.0 kN
Load Class 2
Load Class 3
Load Class 4
Permitted service load Permitted service load Permitted service load
1.5 kN/m2
2.0 kN/m2
3.0 kN/m2
(150 kg/m2)
(200 kg/m2)
(300 kg/m2)
Closures
Height adjustment with
Suspension beam K2
Down
-1.00 m
-1.00 m
-1.00 m
Up
+1.00 m
+0.50 m
+1.00 m
1.00 m
Corners
1)
2)
2.50 m 2)
0.00 m
1.50 m 2)
0.00 m
1.00 m
-1.00 m
-1.00 m
+0.50 m
+0.50 m
-1.00 m
Not
allowed
Possible with Closure platform 3.00m or platform planking unit
H = 25.0 kN
V = 26.0 kN
Load Class 5
Load Class 6
Permitted service
load
6.0 kN/m2
4.5 kN/m2
(600 kg/m2)
2
(450 kg/m )
0.75 m
0.50 m
Not allowed
Not allowed
Not allowed
Not allowed
Only allowed with Corner folding platform A
(Art.n° 580473000), otherwide corner zones
are reclassified down to Load Class 4
For information on how to set up and use
the Corner folding platform A, see Technical Newsletter N° 494 (12/2000)
See also "Overview of suspension methods".
For closures of longer than 1.00 m, only use the Closure platform 3.00m.
Protection platform
Sloping-rooftop fall barrier
9725-356-01
Fall barrier
9725-357-01
Protection platforms: General remarks
Type of suspension point
Closures
Height adjustment with
Suspension beam K2
Down
Up
Corners
Protective canopy
9725-355-01
* For closures of longer than 1.00 m, only use the Closure platform
3.00m
Load Class 2
Permitted service load: 1.5 kN/m2
(150 kg/m2)
All types of suspenAll types of
sion point possible
suspension point
except for Suspenpossible
sion plate AK/ES
1.00 m
2.50 m*
-1.00 m
-1.00 m
+1.00 m
+0.50 m
Corner configurations possible with Closure platform 3.00m or platform planking
unit
102
999736002 - 03/2012
geprüfte
Sicherheit
98031-256-01
BAU
10273
999736002 - 03/2012
103
Edge protection on the structure – railing-height 1.20 m
e
e
98031-222-01
a
e
a
Railing clamp XP 40cm
b
a ... span
b ... cantilever
e ... influence width
Important note:
3 x 15 cm
4 x 15 cm
3 x 20 cm
4 x 20 cm
5 x 20 cm
Scaffold tubes 48.3mm 2)
Gap-free boarding
Dynamic
pressure q
[kN/m2]
0.2
0.6
1.1
1.3
Permissible influence width 'e' [m]
Guard-rail boards
2.4 x 15 cm
● The span (a) of the handrail-post uprights is
roughly equal to the influence width (e) if
- they are evenly spaced
- the guard-rail boards are either continuous or are jointed at the handrail posts,
and
- there are no cantilevering projections
● The wind conditions likely to be encountered
in Europe, in accordance with EN 13374, are
largely recognised by the dynamic pressure
q=0.6 kN/m2 (highlighted grey in the tables).
Clamped to concrete
2.5 x 12.5 cm 1)
A fundamental distinction must be made
between the span (a) and the influence width
(e):
● The span is the distance between the handrail-post uprights (posts).
● The permitted influence width of a handrailpost upright is stated in the respective tables.
● The actual influence width can only be determined by calculation, and corresponds to
roughly the distance between the handrailpost uprights (posts) b and in the case of a
cantilever b + a/2.
Protective grating XP 2.70x1.20m
☞
1.8
1.8
2.5
1.8
1.8
1.9
1.9
1.8
1.5
2.7
2.7
1.8
1.5
3.6
3.3
1.8
1.5
2.9
2.4
1.3
1.1
3.4
2.4
1.3
1.1
3.4
2.4
1.3
1.1
5.0
5.0
5.0
4.4
1.8
1.3
0.7
0.6
1)
with toeboard 3 x 20 cm, 4 x 20 cm or 5 x 20 cm
2)
with toeboard 5 x 20 cm
Screw-on shoe XP
Note:
The plank and board thicknesses given here comply
with the C24 category of EN 338.
Distance of anchorage point from edge: min. 10 cm
104
4 x 20 cm
5 x 20 cm
Gap-free boarding
98031-223-01
A
3 x 20 cm
Dynamic
pressure q
[kN/m2]
0.2
0.6
1.1
1.3
4 x 15 cm
When gap-free boarding is used, 2 extra Handrail posts XP (A) must be mounted at the corners.
3 x 15 cm
Important note:
Guard-rail boards
2.4 x 15 cm
☞
Permitted cantilever
0.3 m
0.5 m
0.8 m
1.4 m
1.0 m
1.6 m
1.9 m
1.3 m
2.5 x 12.5 cm 1)
Side-protection component
Guard-rail board 2.5 x 12.5 cm
Guard-rail board 2.4 x 15 cm
Guard-rail board 3 x 15 cm
Scaffold tube 48.3mm
Anchored in B10 grade concrete / fastened to
reinforcement hoops (with Bridge-deck
clamp XP)
Permitted cantilever (b) of side-protection components
1.8
1.8
2.5
1.8
1.6
1.9
1.9
1.5
1.3
2.7
2.7
1.5
1.3
3.0
2.8
1.5
1.3
2.2
2.0
1.1
0.9
2.2
2.0
1.1
0.9
2.2
2.0
1.1
0.9
5.0
5.0
4.3
3.7
1.2
1.1
0.6
0.5
1)
2)
999736002 - 03/2012
Step bracket XP
3 x 20 cm
4 x 20 cm
5 x 20 cm
Gap-free boarding
3.6
3.3
1.8
1.5
2.9
2.4
1.3
1.1
3.4
2.4
1.3
1.1
3.4
2.4
1.3
1.1
5.0
5.0
5.0
4.4
1.8
1.3
0.7
0.6
4 x 15 cm
3 x 20 cm
4 x 20 cm
5 x 20 cm
Gap-free boarding
2.0
1.9
1.1
0.9
2.0
1.9
1.1
0.9
2.0
1.9
1.1
0.9
5.0
5.0
4.1
3.5
1.1
1.0
0.5
0.5
5 x 20 cm
3 x 15 cm
3.0
2.7
1.5
1.2
1)
4 x 20 cm
2.4 x 15 cm
3.0
2.7
1.5
1.0
Dynamic
pressure q
[kN/m2]
0.2
0.6
1.1
1.3
3 x 20 cm
Guard-rail boards
4 x 15 cm
2.5 x 12.5 cm 1)
1.9
1.9
1.5
1.2
Protective grating XP
2.70x1.20m
1.8
1.8
2.5
1.8
1.5
3.4
2.4
1.3
1.1
Guard-rail boards
3.4
2.4
1.3
1.1
Actual tensile force in Express anchor:
Ed = 15.1 kN (F= 10.1 kN)
Distance of anchorage point from edge: min. 12 cm, in
building-elements that are at least 15 cm thick
2)
2.9
2.4
1.3
1.1
Anchored with an alternative anchor-bolt, e.g.
Hilti push-in anchor M12x50, in C20/25 grade
concrete
1)
3.6
3.3
1.8
1.5
Anchored with an alternative anchor-bolt, e.g.
Hilti push-in anchor M12x50, in C20/25 grade
concrete
Ed= 13.6 kN (F = 9.1 kN)
Dynamic
pressure q
[kN/m2]
0.2
0.6
1.1
1.3
2.7
2.7
1.8
1.5
3 x 15 cm
1.9
1.9
1.8
1.5
2.4 x 15 cm
2)
1.8
1.8
1.8
1.8
2.5 x 12.5 cm 1)
1)
1)
5 x 20 cm
4 x 15 cm
2.7
2.7
1.8
1.5
4 x 20 cm
3 x 15 cm
1.9
1.9
1.8
1.5
Dynamic
pressure q
[kN/m2]
0.2
0.6
1.1
1.3
3 x 20 cm
2.4 x 15 cm
1.8
1.8
2.5
1.8
1.8
2.70x1.20m
Dynamic
pressure q
[kN/m2]
0.2
0.6
1.1
1.3
2.5 x 12.5 cm 1)
Guard-rail boards
4 x 15 cm
Guard-rail boards
3 x 15 cm
Characteristic cube compressive strength of the new
concrete (fck,cube): ≥ 14 N/mm2
Anchored by Doka Express anchor 16x125mm
in C20/25 grade concrete
2.4 x 15 cm
in "green" (new) concrete
2.5 x 12.5 cm 1)
Handrail-post shoe XP
1.8
1.8
1.7
1.4
1.9
1.9
1.4
1.2
2.7
2.6
1.4
1.2
2.7
2.6
1.4
1.2
1.8
1.9
1.0
0.9
1.8
1.9
1.0
0.9
1.8
1.9
1.0
0.9
Required safe working load of alternative anchorbolts:
Rd≥ 9.9 kN (Fperm.≥ 6.6 kN)
Bridge-deck clamp XP
Required safe working load of alternative anchorbolts:
Rd≥ 9.9 kN (Fperm.≥ 6.6 kN)
For dimensioning-calculation table, see Screw-on
shoe XP.
999736002 - 03/2012
105
Edge protection on the structure – railing-height 1.80 m
98031-240-02
e
a
e
a
b
a ... span
b ... cantilever
☞
Important note:
(e):
cantilever b + a/2.
☞
0.3 m
0.5 m
0.8 m
1.4 m
1.0 m
1.6 m
1.9 m
1.3 m
Important note:
When gap-free boarding is used, 2 extra Handrail posts XP (A) must be mounted at the corners.
A
98031-242-01
e
and
Note:
106
999736002 - 03/2012
Handrail-post shoe XP
in "green" (new) concrete
Characteristic cube compressive strength of the new
concrete (fck,cube): ≥ 14 N/mm2
3.2
3.2
2.3
1.9
1)
2)
2.5
2.3
0.9
0.9
0.7
0.6
5 x 20 cm
0.9
0.9
0.7
0.6
4 x 20 cm
0.9
0.9
0.7
0.6
3 x 20 cm
5 x 20 cm
1.3
1.3
0.9
0.8
4 x 15 cm
4 x 20 cm
1.3
1.3
0.9
0.8
3 x 15 cm
3 x 20 cm
1.3
1.3
0.9
0.8
2.4 x 15 cm
4 x 15 cm
1.6
1.6
1.1
0.9
Dynamic
pressure q
[kN/m2]
0.2
0.6
1.1
1.3
Guard-rail boards
2.5 x 12.5 cm 1)
3 x 15 cm
2.3
2.4 x 15 cm
2.5
2.5 x 12.5 cm 1)
and 2.70x0.60m
Dynamic
pressure q
[kN/m2]
0.2
0.6
1.1
1.3
Guard-rail boards
and 2.70x0.60m
Clamped to concrete
1.6
1.6
1.1
0.9
1.3
1.3
0.9
0.8
1.3
1.3
0.9
0.8
1.3
1.3
0.9
0.8
0.9
0.9
0.7
0.6
0.9
0.9
0.7
0.6
0.9
0.9
0.7
0.6
3.2
3.2
2.3
1.9
1)
2)
Ed= 14.0 kN (F = 9.0 kN)
in C20/25 grade concrete
2.4 x 15 cm
3 x 15 cm
4 x 15 cm
3 x 20 cm
4 x 20 cm
5 x 20 cm
Gap-free boarding
2.5
Guard-rail boards
2.5 x 12.5 cm 1)
Dynamic
pressure q
[kN/m2]
0.2
0.6
1.1
1.3
and 2.70x0.60m
1.8
1.8
1.8
1.6
1.9
1.9
1.5
1.3
2.7
2.7
1.5
1.3
3.6
2.8
1.5
1.3
2.9
2.1
1.1
1.0
3.3
2.1
1.1
1.0
3.3
2.1
1.1
1.0
5.0
5.0
3.7
3.2
1.5
0.9
0.5
0.4
1)
2)
Ed= 22.9 kN (F = 15.3 kN)
999736002 - 03/2012
107
Edge protection on the formwork
e
e
a
98031-248-03
e
a
b
a ... span
b ... cantilever
Important note:
Railing-height 1.20 m
1)
108
2.0
2.0
—
—
5.0
5.0
3.5
2.9
Used on deck-boards 5 x 20 cm
4 x 15 cm
3 x 20 cm
4 x 20 cm
5 x 20 cm
2.5
3 x 15 cm
Dynamic
pressure q
[kN/m2]
0.2
0.6
1.1
1.3
Guard-rail boards
2.4 x 15 cm
0.3 m
0.5 m
0.8 m
1.4 m
1.0 m
1.6 m
1.9 m
1.3 m
2.2
2.0
2.0
—
—
Note:
2.5
4 x 15 cm
Dynamic
pressure q
[kN/m2]
0.2
0.6
1.1
1.3
3 x 15 cm
Guard-rail boards
and
Used in direction of either secondary or primary
beams
2.5 x 12.5 cm 1)
(e):
cantilever b + a/2.
☞
1.8
1.8
1.5
1.3
1.6
1.6
1.2
1.0
1.6
1.6
1.2
1.0
1.6
1.6
1.2
1.0
1.0
1.0
0.9
0.7
1.0
1.0
0.9
0.7
1.0
1.0
0.9
0.7
4.6
4.6
3.5
2.9
1)
2)
999736002 - 03/2012
Dokamatic adapter XP
2.4 x 15 cm
3 x 15 cm
4 x 15 cm
3 x 20 cm
4 x 20 cm
5 x 20 cm
Gap-free boarding
1.8
1.8
2.5
1.8
1.8
1.9
1.9
1.8
1.5
2.7
2.7
1.8
1.5
3.6
3.3
1.8
1.5
2.9
2.4
1.3
1.1
3.4
2.4
1.3
1.1
3.4
2.4
1.3
1.1
5.0
5.0
5.0
4.4
1.8
1.3
0.7
0.6
2.70x1.20m
Dynamic
pressure q
[kN/m2]
0.2
0.6
1.1
1.3
2.5 x 12.5 cm 1)
Guard-rail boards
1)
2)
2.4 x 15 cm
3 x 15 cm
4 x 15 cm
3 x 20 cm
4 x 20 cm
5 x 20 cm
Gap-free boarding
2.5
Guard-rail boards
2.5 x 12.5 cm 1)
Dynamic
pressure q
[kN/m2]
0.2
0.6
1.1
1.3
and 2.70x0.60m
1.8
1.8
1.8
1.6
1.9
1.9
1.5
1.3
2.7
2.7
1.5
1.3
3.6
2.8
1.5
1.3
2.9
2.1
1.1
1.0
3.3
2.1
1.1
1.0
3.3
2.1
1.1
1.0
5.0
5.0
3.7
3.2
1.5
0.9
0.5
0.4
1)
2)
999736002 - 03/2012
109
Special applications
Demarcation of work-zones
When combined with fence-feet baseblocks, the Edge
protection system XP can also be used to demarcate
different working areas within a jobsite.
Required spacing of the handrail posts: 2.50 m
(as the Protective gratings XP have to be mounted in a
higher position).
Requirements for fence-feet baseblocks:
● Dead weight min. 25 kg; length of baseblock foot
80 cm
● Recess for 40 x 40 mm squared tube
b
h
B
C
A
98031-234-01
b ... 250 cm
h ... max. 130 cm
A Fence-feet baseblock (site-provided)
B Handrail post XP 1.20m
C Protective grating XP 2.70x1.20m
☞
Important note:
● This demarcation fence is not a fall-arrest
barrier as defined by EN 13374!
● Ensure that it has sufficient stability against
overturning, and allow for wind loads!
● When used as a safety guard and demarcation fence for fall-hazard locations, it must be
placed min. 2.00 m from the drop-off edge!
● Observe all local Standards and regulations!
110
999736002 - 03/2012
Structural design
The Weld-on connecting piece XP can be used for fixing the Handrail post XP to steel components.
Underside of Weld-on connecting piece XP welded to e.g. an
I-section girder
Rear of Weld-on connecting
piece XP welded to e.g. a
squared tube
4 x 15 cm
3 x 20 cm
4 x 20 cm
5 x 20 cm
Gap-free boarding
2.4 x 15 cm
Dynamic pressure q
[kN/m2]
0.2
1.8 1.9
0.6
1.8 1.9
2.5
1.1
1.8 1.8
1.3
1.6 1.5
3 x 15 cm
Practical examples
Guard-rail boards
2.5 x 12.5 cm 1)
WARNING
➤ For all fixing-situations other than those
shown here, the weld-seam must be individually designed in each case.
➤ Make sure that the Weld-on connecting
piece XP is attached in the correct mounting
position!
➤ Observe all the standards and regulations
applying to on-site welding work!
➤ The Weld-on connecting piece XP must be
welded onto the steel component with a fillet
weld (a = 4 mm) on all 4 sides.
Fixing to steel components
2.7
2.7
1.8
1.5
3.6
3.3
1.8
1.5
2.9
2.4
1.3
1.1
3.4
2.4
1.3
1.1
3.4
2.4
1.3
1.1
5.0
5.0
5.0
4.4
1.8
1.3
0.7
0.6
1)
2)
Acting moment MEd: 112 kNcm
A
Gap-free boarding
2.5
B Decking board
5 x 20 cm
Dynamic
pressure q
[kN/m2]
0.2
0.6
1.1
1.3
A Weld-on connecting piece XP
4 x 20 cm
h ... 5 cm
3 x 20 cm
98031-237-02
4 x 15 cm
98031-237-01
3 x 15 cm
h
Guard-rail boards
2.4 x 15 cm
A
2.5 x 12.5 cm 1)
B
and 2.70x0.60m
B
1.8
1.8
1.8
1.6
1.9
1.9
1.5
1.3
2.7
2.7
1.5
1.3
3.6
2.8
1.5
1.3
2.9
2.1
1.1
1.0
3.3
2.1
1.1
1.0
3.3
2.1
1.1
1.0
5.0
5.0
3.7
3.2
1.5
0.9
0.5
0.4
1)
2)
Acting moment MEd: 191 kNcm
999736002 - 03/2012
111
Guard rails
Guard rails
Guard rails
Handrail clamp S
Handrail post 1.10m
Permitted centre-to-centre distances
a
>1.0 m
a
b
b
h
> 1.0 m
h
9756-207-01
9430-202-01
Guard-rail boards
Width w
Height h
3 cm
15 cm
3, 4, 5 cm
20 cm
Scaffolding tube 48.3mm
Perm. centre-to-centre distance
'a' for heights above ground of
up to 40 m
40 to 100 m
q(Ze) ≤ 0.84 kN/m2 q(Ze) ≤ 1.1 kN/m2
2.00 m
1.60 m
1.50 m
1.15 m
3.00 m
3.00 m
q(Ze) ... Impact pressure
The smaller permitted centre-to-centre distance when 20 cm high
guard-rail boards are used is due to the higher wind loads which are
exerted upon the Handrail clamp.
Note:
Observe all national regulations applying to deckboards and guard-rail boards.
112
Guard-rail boards
Width 'w'
Height 'h'
3 cm
15 cm
4 cm
15 cm
3, 4, 5 cm
20 cm
Perm. centre-to-centre distance
'a'
for heights above ground of
Up to 40 m
40 to 100 m
q ≤ 0.84 kN/m2
q ≤ 1.1 kN/m2
2.00 m
1.80 m
2.20 m
1.80 m
2.00 m
1.30 m
3.00 m
3.00 m
q ... Dynamic pressure
exerted upon the Guard rail 1.10m.
999736002 - 03/2012
Guard rails
Handrail clamp T
Handrail post T 1.80m
Structural design
The table applies to installation situations with:
● Bridge edge beam support 1.40m
● Bridge edge beam platform T 2.70m
● Bridge edge beam bracket T 0.80m
● Multi-purpose waling or Steel waling WS10 Top50
9755-212-01
a
>1.0 m
Permitted influence widths for different sideguard
configurations
b
Guardrail
board
[cm]
15x3
15x4
Height above ground
up to
20 m
20 100 m
up to
20 m
20 100 m
up to
20 m
20 100 m
2.00 m
2.50 m
1.80 m
1.80 m
2.00 m
2.25 m
1.60 m
1.60 m
1.00 m
0.75 m
Guard-rail boards
Width 'w'
Height 'h'
3 cm
15 cm
4 cm1)
15 cm
20 cm
3, 41), 5 cm1)
h ... 0.50 m
TR507-209-01
h
TR507-208-01
Perm. centre-to-centre distance 'a'
for heights above ground of
Up to 40 m
40 to 100 m
q(Ze) ≤ 0.84 kN/m2 q(Ze) ≤ 1.1 kN/m2
2.00 m
2.00 m
2.50 m
2.00 m
2.00 m
1.50 m
3.00 m
3.00
TR507-207-01
h
h
h ... 1.80 m
q(Ze) ... Dynamic pressure
exerted upon the Handrail clamp T.
1) 4 cm and 5 cm guard-rail boards cannot be overlapped.
999736002 - 03/2012
113
Guard rails
Other ways of erecting guard rails
Max. influence width per handrail-post upright
Screw-on handrail post 1.50m
Scaffold tube
Guard-rail board
A
A
C
Impact pressure q(ze)
B
b
D
F
F
G
≤ 1.1 kN/m2
≤ 1.3 kN/m2
≤ 1.7 kN/m2
G
98010-328-02
98010-328-01
4.0 m
3.4 m
2.6 m
Height of guard-rail
boards
≤15 cm
≤20 cm
1.7 m
1.3 m
1.5 m
1.1 m
1.1 m
0.8 m
b ... 1500 mm
A Screw-on handrail post 1.50m
B Screw-on coupler 48mm 50 + Scaffold tube connector
C Scaffold tube
D Guard-rail boards
F Plank, 5x20 cm
G Square bolt, M10x120
☞
Important note:
In this handrail-post configuration, full-area
enclosures are not allowed!
How to mount:
☞
Important note:
➤ Screw planks (F) to the underside of the
deck-boards to distribute the loads.
F
A
b a
F
A
98016-292-01
a ... 10 cm
b ... 15 cm
➤ Attach the Screw-on handrail posts 1.50m (A) using
square bolts (G) .
114
999736002 - 03/2012
Formulae and tables
Formulae and tables
Formulae and tables
Statical calculation of single-span
beam
Load case
Reaction forces
Bending moments
Deflection
for
for
max
max
(see Table 24a)
max
(see Table 24a)
max
max
(see Table 24a, Load Case 1)
max
where
where
max
where
where
max
Extract from 'Bautechnische Zahlentafeln' (construction-engineering tables), 32nd edition
999736002 - 03/2012
115
Formulae and tables
Load case
Reaction forces
Bending moments
Deflection
max
where
where
max
where
max
,
With
max
for
for
where
see Case 8
see Case 7
max
for
for
max
2nd order parabola
max
where
where
2nd order parabola
max
116
999736002 - 03/2012
Load case
Reaction forces
Formulae and tables
Bending moments
Deflection
where
max
where
max
where
for
for
,
,
999736002 - 03/2012
117
Formulae and tables
Cross-sectional values
9736-192
Cross-section
Centre of gravity
Shear centre
Centre of gravity and shear centre
Extract from 'Bautabellen für Ingenieure' (construction tables for engineers), 12th edition
118
999736002 - 03/2012
Formulae and tables
Medium flange-width I-beams
IPE series, IPEo and IPEv series
z
b
z
c
Excerpt from 'Stahlbauprofile' (steel structural
sections), 24th edition
tg
Standard lengths for profile heights of
● less than 300 mm: 8 to 16 m
● 300 mm and above: 8 to 18 m
h
h-2c
r
y
y
y
y
ts
d1
a1
9736-269-02
9736-269-01
z
w1
z
For reasons of corrosion protection, DIN EN ISO 12944-3 must be
complied with in respect of a1.
Symbol
Dimensions in mm for
h
b
ts
I PE
1)
2)
tg
r
A
G
y-y
sy
z-z
h-2c
Iy
Wy
iy
Iz
Wz
iz
cm2 kg/m
cm4
cm3
cm
cm4 cm3 cm
cm
t1)
F1)
Jx1)
Wx1)
ix1)
Jy1) Wy1) iy1)
sx1)
Medium flange-width I-beams with parallel flange faces,
I PE series (hot-rolled), to DIN 1025 Part 5 March 1994 edition and EURONORM 19-57
Tolerances on shape and dimensions to DIN EN 10034, March 1994 edition
5.2 5
59
2.84 7.64 6.00
80.1
20.0 3.24 8.49 3.69 1.05 6.9
5.7 7
74
3.87 10.3 8.10
171
34.2 4.07 15.9 5.79 1.24 8.6
6.3 7
93
5.00 13.2 10.4
318
53.0 4.90 27.7 8.65 1.45 10.5
6.9 7 112 6.26 16.4 12.9
541
77.3 5.74 44.9 12.3 1.65 12.3
7.4 9 127 7.63 20.1 15.8
869
109 6.58 68.3 16.7 1.84 14.0
8.0 9 146 9.12 23.9 18.8
1320
146 7.42 101 22.2 2.05 15.8
8.5 12 159 10.7 28.5 22.4
1940
194 8.26 142 28.5 2.24 17.6
9.2 12 177 12.4 33.4 26.2
2770
252 9.11 205 37.3 2.48 19.4
9.8 15 190 14.3 39.1 30.7
3890
324 9.97 284 47.3 2.69 21.2
10.2 15 219 17.1 45.9 36.1
5790
429 11.2 420 62.2 3.02 23.9
10.7 15 248 20.5 53.8 42.2
8360
557 12.5 604 80.5 3.35 26.6
11.5 18 271 23.9 62.6 49.1
11770
713 13.7 788 98.5 3.55 29.3
12.7 18 298 27.8 72.7 57.1
16270
904 15.0 1040 123 3.79 31.9
13.5 21 331 33.2 84.5 66.3
23130 1160 16.5 1320 146 3.95 35.4
14.6 21 378 40.9 98.8 77.6
33740 1500 18.5 1680 176 4.12 39.7
16.0 21 426 49.4 116 90.7
48200 1930 20.4 2140 214 4.31 43.9
17.2 24 467 59.1 134
106
67120 2440 22.3 2670 254 4.45 48.2
19.0 24 514 69.7 156
122
92080 3070 24.3 3390 308 4.66 52.4
cm2
s1)
80
100
120
140
160
180
200
220
240
270
300
330
360
400
450
500
550
600
I PEo
I PEv
180 o
200 o
220 o
240 o
270 o
300 o
330 o
360 o
400 o
400 v
450 o
450 v
500 o
500 v
550 o
550 v
600 o
600 v
For the axes of bending
ASteg
80
100
120
140
160
180
200
220
240
270
300
330
360
400
450
500
550
600
46
55
64
73
82
91
100
110
120
135
150
160
170
180
190
200
210
220
3.8
4.1
4.4
4.7
5.0
5.3
5.6
5.9
6.2
6.6
7.1
7.5
8.0
8.6
9.4
10.2
11.1
12.0
Flange holes
to DIN 997
Oct. 1970 edition
d1
w1
mm
mm
6.4
8.4
8.4
11
132)
13
13
17
17
21/17
23
25/23
25
28/25
28
28
28
28
26
30
36
40
44
50
56
60
68
72
80
86
90
96
106
110
120
120
13
13
17
17
21/17
23
25/23
25
28/25
28/25
28
28
28
28
28
28
28
28
50
56
62
68
72
80
86
90
98
98
106
106
110
110
120
120
120
120
Medium flange-width I-beams, I PEo series and I PEv series (not standardised)
182
202
222
242
274
304
334
364
404
408
456
460
506
514
556
566
610
618
92
102
112
122
136
152
162
172
182
182
192
194
202
204
212
216
224
228
6.0
6.2
6.6
7.0
7.5
8.0
8.5
9.2
9.7
10.6
11.0
12.4
12.0
14.2
12.7
17.1
15.0
18.0
9.0
9.5
10.2
10.8
12.2
12.7
13.5
14.7
15.5
17.5
17.6
19.6
19.0
23.0
20.2
25.2
24.0
28.0
9
12
12
15
15
15
18
18
21
21
21
21
21
21
24
24
24
24
146
159
177
190
219
248
271
298
331
331
378
378
426
426
467
467
514
514
10.3
11.9
14.0
16.2
19.6
23.3
27.2
32.1
37.6
41.4
48.2
54.6
58.4
69.7
68.0
92.4
87.9
106
27.1
32.0
37.4
43.7
53.8
62.8
72.6
84.1
96.4
107
118
132
137
164
156
202
197
234
21.3
25.1
29.4
34.3
42.3
49.3
57.0
66.0
75.7
84.0
92.4
104
107
129
123
159
154
184
1510
2210
3130
4370
6950
9990
13910
19050
26750
30140
40920
46200
57780
70720
79160
102300
118300
141600
165
219
282
361
507
658
833
1050
1320
1480
1790
2010
2280
2750
2850
3620
3880
4580
7.45
8.32
9.16
10.0
11.4
12.6
13.8
15.1
16.7
16.8
18.7
18.7
20.6
20.8
22.5
22.5
24.5
24.6
117
169
240
329
514
746
960
1250
1560
1770
2090
2400
2620
3270
3220
4260
4520
5570
25.5
33.1
42.8
53.9
75.5
98.1
119
146
172
194
217
247
260
321
304
395
404
489
2.08
2.30
2.53
2.74
3.09
3.45
3.64
3.86
4.03
4.06
4.21
4.26
4.38
4.46
4.55
4.59
4.79
4.88
15.9
17.7
19.5
21.3
24.2
26.9
29.5
32.1
35.6
35.8
40.0
39.8
44.2
44.7
48.5
48.7
52.9
53.2
Previous terms
Standardised bolts for high-strength friction grip (HSFG) joints are not usable in these cases.
999736002 - 03/2012
119
Formulae and tables
Wide-flange I-beams
z
Series HE-B = I PB
b
w1
c
tg
r
h
h-2c
y
y
ts
d1
9736-269-01
w3
w2
w3
z
Symbol
h
b
ts
HE-B
I PB
1)
tg
r
h-2c
100
120
140
160
180
200
220
240
260
280
300
320
340
360
400
450
500
550
600
650
700
800
900
1000
100
120
140
160
180
200
220
240
260
280
300
300
300
300
300
300
300
300
300
300
300
300
300
300
6
6.5
7
8
8.5
9
9.5
10
10
10.5
11
11.5
12
12.5
13.5
14
14.5
15
15.5
16
17
17.5
18.5
19
A
G
y-y
z-z
sy
Iy
Wy
iy
Iz
Wz
iz
cm2 kg/m
cm4
cm3
cm
cm4
cm3
cm
cm
t1)
F1)
Jx1)
Wx1)
ix1)
Jy1)
Wy1)
iy1)
sx1)
Wide-flange I-beams with parallel flange faces,
Series HE-B = I PB to DIN 1025 Part 2, November 1995 edition, and EURONORM 53-62
10 12 56
5.40 26.0 20.4
450
89.9 4.16
167
33.5 2.53 8.63
11 12 74
7.08 34.0 26.7
864
144
5.04
318
52.9 3.06 10.5
12 12 92
8.96 43.0 33.7
1510
216
5.93
550
78.5 3.58 12.3
13 15 104 11.8 54.3 42.6
2490
311
6.78
889
111 4.05 14.1
14 15 122 14.1 65.3 51.2
3830
426
7.66 1360
151 4.57 15.9
15 18 134 16.6 78.1 61.3
5700
570
8.54 2000
200 5.07 17.7
16 18 152 19.4 91.0 71.5
8090
736
9.43 2840
258 5.59 19.6
17 21 164 22.3 106 83.2
11260
938
10.3 3920
327 6.08 21.4
17.5 24 177 24.2 118 93.0
14920
1150 11.2 5130
395 6.58 23.3
18 24 196 27.5 131 103
19270
1380 12.1 6590
471 7.09 25.1
19 27 208 30.9 149 117
25170
1680 13.0 8560
571 7.58 26.9
20.5 27 225 34.4 161 127
30820
1930 13.8 9240
616 7.57 28.7
21.5 27 243 38.2 171 134
36660
2160 14.6 9690
646 7.53 30.4
22.5 27 261 42.2 181 142
43190
2400 15.5 10140 676 7.49 32.2
24 27 298 50.8 198 155
57680
2880 17.1 10820 721 7.40 35.7
26 27 344 59.4 218 171
79890
3550 19.1 11720 781 7.33 40.1
28 27 390 68.4 239 187 107200 4290 21.2 12620 842 7.27 44.5
29 27 438 78.1 254 199 136700 4970 23.2 13080 872 7.17 48.9
30 27 486 88.3 270 212 171000 5700 25.2 13530 902 7.08 53.2
31 27 534 99.0 286 225 210600 6480 27.1 13980 932 6.99 57.5
32 27 582 114 306 241 256900 7340 29.0 14400 963 6.87 61.7
33 30 674 134 334 262 359100 8980 32.8 14900 994 6.68 70.2
35 30 770 160 371 291 494100 10980 36.5 15820 1050 6.53 78.5
36 30 868 183 400 314 644700 12890 40.1 16280 1090 6.38 86.8
cm2
s1)
100
120
140
160
180
200
220
240
260
280
300
320
340
360
400
450
500
550
600
650
700
800
900
1000
ASteg
Flange holes
to DIN 997
Oct. 1970 edition
d1
w1 w2
w3
mm
mm
mm
13
17
21
23
25
25
25
25
25
25
28
28
28
28
28
28
28
28
28
28
28
28
28
28
56
66
76
86
100
110
120
96
106
110
120
120
120
120
120
120
120
120
120
120
126
130
130
130
—
—
—
—
—
—
—
35
40
45
45
45
45
45
45
45
45
45
45
45
45
40
40
40
Previous terms
120
999736002 - 03/2012
Formulae and tables
z
Series HE-M = I PBv
(heavy-duty version)
b
w1
c
tg
h
h-2c
r
y
y
ts
d1
9736-269-01
w3
w2
w3
z
Symbol
h
b
ts
s1)
HE-M
I PBv
100
120
120
140
140
160
160
180
180
200
200
220
220
240
240
270
260
290
280
310
300
340
320/3052) 320
320
359
340
377
360
395
400
432
450
478
500
524
550
572
600
620
650
668
700
716
800
814
900
910
1000
1008
1)
2)
ASteg
106
126
146
166
186
206
226
248
268
288
310
305
309
309
308
307
307
306
306
305
305
304
303
302
302
12
12.5
13
14
14.5
15
15.5
18
18
18.5
21
16
21
21
21
21
21
21
21
21
21
21
21
21
21
tg
r
h-2c
A
G
y-y
z-z
sy
Flange holes
to DIN 997
Oct. 1970 edition
d1
w1 w2
w3
mm
mm
mm
Iy
Wy
iy
Iz
Wz
iz
cm2 cm2 kg/m
cm4
cm3
cm
cm4
cm3 cm cm
t1)
F1)
Jx1)
Wx1)
ix1)
Jy1)
Wy1) iy1)
sx1)
Series HE-B = I PB to DIN 1025 Part 2, November 1995 edition, and EURONORM 53-62
20 12 56 12.0 53.2 41.8
1140
190 4.63 399
75.3 2.74 9.69
13
21 12 74 14.9 66.4 52.1
2020
288 5.51 703
112 3.25 11.5
17
22 12 92 17.9 80.6 63.2
3290
411 6.39 1140 157 3.77 13.3
21
23 15 104 22.0 97.1 76.2
5100
566 7.25 1760 212 4.26 15.1
23
24 15 122 25.5 113 88.9
7480
748 8.13 2580 277 4.77 16.9
25
25 18 134 29.2 131 103
10640
967 9.00 3650 354 5.27 18.7
25
26 18 152 33.2 149 117
14600
1220 9.89 5010 444 5.79 20.6
25
32 21 164 42.8 200 157
24290
1800 11.0 8150 657 6.39 22.9 25/23
32.5 24 177 46.3 220 172
31310
2160 11.9 10450 780 6.90 24.8
25
33 24 196 51.2 240 189
39550
2550 12.8 13160 914 7.40 26.7
25
39 27 208 63.2 303 238
59200
3480 14.0 19400 1250 8.00 29.0
25
29 27 208 46.6 225 177
40950
2560 13.5 13740 901 7.81 28.0
28
40 27 225 67.0 312 245
68130
3800 14.8 19710 1280 7.95 30.7
28
40 27 243 70.8 316 248
76370
4050 15.6 19710 1280 7.90 32.4
28
40 27 261 74.6 319 250
84870
4300 16.3 19520 1270 7.83 34.0
28
40 27 298 82.3 326 256 104100 4820 17.9 19340 1260 7.70 37.4
28
40 27 344 92.0 335 263 131500 5500 19.8 19340 1260 7.59 41.5
28
40 27 390 102 344 270 161900 6180 21.7 19150 1250 7.46 45.7
28
40 27 438 112 354 278 198000 6920 23.6 19160 1250 7.35 49.9
28
40 27 486 122 364 285 237400 7660 25.6 18980 1240 7.22 54.1
28
40 27 534 132 374 293 281700 8430 27.5 18980 1240 7.13 58.3
28
40 27 582 142 383 301 329300 9200 29.3 18800 1240 7.01 62.5
28
40 30 674 163 404 317 442600 10870 33.1 18630 1230 6.79 70.9
28
40 30 770 183 424 333 570400 12540 36.7 18450 1220 6.60 79.0
28
40 30 868 203 444 349 722300 14330 40.3 18460 1220 6.45 87.2
28
60
68
76
86
100
110
120
100
110
116
120
120
126
126
126
126
126
130
130
130
130
130
132
132
132
—
—
—
—
—
—
—
35
40
45
50
50
47
47
47
47
47
45
45
45
45
42
42
42
42
Previous terms
To EURONORM 53-62 (HE-C)
999736002 - 03/2012
121
Formulae and tables
Series HE-A = I PBI
(light-duty version)
Symbol
h
b
1)
ts
tg
r
h-2c
96
114
133
152
171
190
210
230
250
270
290
310
330
350
390
440
490
540
590
640
690
790
890
990
100
120
140
160
180
200
220
240
260
280
300
300
300
300
300
300
300
300
300
300
300
300
300
300
A
G
y-y
z-z
sy
Flange holes
to DIN 997
Oct. 1970 edition
d1
w1 w2
w3
mm
mm
mm
Iy
Wy
iy
Iz
Wz
iz
cm2 kg/m
cm4
cm3
cm
cm4
cm3 cm
cm
s1)
t1)
F1)
Jx1)
Wx1)
ix1)
Jy1)
Wy1) iy1)
sx1)
light-duty version, Series HE-A = I PBI to DIN 1025 Part 3, March 1994 edition, and EURONORM 53-62
5
8
12 56
4.40 21.2 16.7
349
72.8 4.06
134
26.8 2.51 8.41
13
5
8
12 74
5.30 25.3 19.9
606
106
4.89
231
38.5 3.02 10.1
17
5.5
8.5 12 92
6.85 31.4 24.7
1030
155
5.73
389
55.6 3.52 11.9
21
6
9
15 104 8.58 38.8 30.4
1670
220
6.57
616
76.9 3.98 13.6
23
6
9.5 15 122 9.69 45.3 35.5
2510
294
7.45
925
103 4.52 15.5
25
6.5
10 18 134 11.7 53.8 42.3
3690
389
8.28 1340 134 4.98 17.2
25
7
11 18 152 13.9 64.3 50.5
5410
515
9.17 1950 178 5.51 19.0
25
7.5
12 21 164 16.3 76.8 60.3
7760
675
10.1 2770 231 6.00 20.9
25
7.5 12.5 24 177 17.8 86.8 68.2
10450
836
11.0 3670 282 6.50 22.7
25
8
13 24 196 20.6 97.3 76.4
13670
1010 11.9 4760 340 7.00 24.6
25
8.5
14 27 208 23.5 113 88.3
18260
1260 12.7 6310 421 7.49 26.4
28
9
15.5 27 225 26.5 124 97.6
22930
1480 13.6 6990 466 7.49 28.2
28
9.5 16.5 27 243 29.8 133 105
27690
1680 14.4 7440 496 7.46 29.9
28
10 17.5 27 261 33.2 143 112
33090
1890 15.2 7890 526 7.43 31.7
28
11
19 27 298 40.8 159 125
45070
2310 16.8 8560 571 7.34 35.2
28
11.5 21 27 344 48.2 178 140
63720
2900 18.9 9470 631 7.29 39.6
28
12
23 27 390 56.0 198 155
86970
3550 21.0 10370 691 7.24 44.1
28
12.5 24 27 438 64.3 212 166 111900 4150 23.0 10820 721 7.15 48.4
28
13
25 27 486 73.4 226 178 141200 4790 25.0 11270 751 7.05 52.8
28
13.5 26 27 534 82.9 242 190 175200 5470 26.9 11720 782 6.97 57.1
28
14.5 27 27 582 96.1 260 204 215300 6240 28.8 12180 812 6.84 61.2
28
15
28 30 674 114 286 224 303400 7680 32.6 12640 843 6.65 69.8
28
16
30 30 770 138 321 252 422100 9480 36.3 13550 903 6.50 78.1
28
16.5 31 30 868 158 347 272 553800 11190 40.0 14000 934 6.35 86.4
28
cm2
HE-A
I PBI
100
120
140
160
180
200
220
240
260
280
300
320
340
360
400
450
500
550
600
650
700
800
900
1000
ASteg
56
66
76
86
100
110
120
94
100
110
120
120
120
120
120
120
120
120
120
120
120
130
130
130
—
—
—
—
—
—
—
35
40
45
45
45
45
45
45
45
45
45
45
45
45
40
40
40
Previous terms
122
999736002 - 03/2012
Formulae and tables
Series HE-AA = I PBII (extra-lightduty version)
Symbol
h
b
ts
s1)
HE-AA
I PBII
100
120
140
160
180
200
220
240
260
280
300
320
340
360
400
450
500
550
600
650
700
800
900
1000
1)
tg
r
ASteg
A
G
cm2
cm2
F1)
kg/m
h-2c
t1)
y-y
Iy
cm4
Jx1)
Wy
cm3
Wx1)
sy
z-z
iy
cm
ix1)
Iz
cm4
Jy1)
Wz
cm3
Wy1)
iz
cm
iy1)
cm
sx1)
Flange holes
to DIN 997
Oct. 1970 edition
d1
w1 w2
w3
mm
mm
mm
Wide-flange I-beams, extra-light-duty version, Series HE-AA = PBII (not standardised)
91
109
128
148
167
186
205
224
244
264
283
301
320
339
378
425
472
522
571
620
670
770
870
970
100 4.2
120 4.2
140 4.3
160 4.5
180
5
200 5.5
220
6
240 6.5
260 6.5
280
7
300 7.5
300
8
300 8.5
300
9
300 9.5
300 10
300 10.5
300 11.5
300 12
300 12.5
300 13
300 14
300 15
300 16
5.5
5.5
6
7
7.5
8
8.5
9
9.5
10
10.5
11
11.5
12
13
13.5
14
15
15.5
16
17
18
20
21
12
12
12
15
15
18
18
21
24
24
27
27
27
27
27
27
27
27
27
27
27
30
30
30
56
74
92
104
122
134
152
164
177
196
208
225
243
261
298
344
390
438
486
534
582
674
770
868
3.60
4.35
5.25
6.34
7.97
9.79
11.8
14.0
15.2
17.8
20.4
23.2
26.2
29.4
34.7
41.1
48.1
58.3
66.7
75.5
84.9
105
127
152
15.6
18.6
23.0
30.4
36.5
44.1
51.5
60.4
69.0
78.0
88.9
94.6
101
107
118
127
137
153
164
176
191
218
252
282
12.2
14.6
18.1
23.8
28.7
34.6
40.4
47.4
54.1
61.2
69.8
74.2
78.9
83.7
92.4
99.7
107
120
129
138
150
172
198
222
237
413
719
1283
1967
2944
4170
5835
7981
10560
13800
16450
19550
23040
31250
41890
54640
72870
91870
113900
142700
208900
301100
406500
52.0
75.8
112
173
236
317
407
521
654
800
976
1093
1222
1359
1654
1971
2315
2792
3218
3676
4260
5426
6923
8380
3.89
4.72
5.59
6.50
7.34
8.17
9.00
9.83
10.8
11.6
12.5
13.2
13.9
14.7
16.3
18.2
20.0
21.8
23.7
25.5
27.3
30.9
34.6
38.0
92.1
159
275
479
730
1068
1510
2077
2788
3664
4734
4959
5185
5410
5861
6088
6314
6767
6993
7221
7673
8134
9041
9501
18.4
26.5
39.3
59.8
81.1
107
137
173
214
262
316
331
346
361
391
406
421
451
466
481
512
542
603
633
2.43 8.11
2.93 9.83
3.45 11.6
3.97 13.5
4.47 15.2
4.92 17.0
5.42 18.7
5.87 20.5
6.38 22.3
6.85 24.2
7.30 25.9
7.24 27.5
7.18 29.1
7.12 30.8
7.06 34.3
6.92 38.4
6.79 42.4
6.65 46.6
6.53 50.7
6.41 54.8
6.34 59.0
6.10 67.1
5.99 75.3
5.80 83.2
13
17
21
23
25
25
25
25
25
25
28
28
28
28
28
28
28
28
28
28
28
28
28
28
60
69
75
88
105
115
125
93
99
99
112
112
113
113
114
114
115
116
116
117
117
124
125
126
—
—
—
—
—
—
—
35
40
50
50
50
50
50
50
50
50
50
50
49
49
46
45
45
Previous terms
999736002 - 03/2012
123
Formulae and tables
Narrow I-beams
I series
z
b
b
4
r1
r2
t
h
h-2c
z
c
y
y
y
y
s
d1
w1
a1
9736-269-03
z
9736-269-01
z
α ... gradient 14%
Symbol
h
b
ts
r1
tg
s1)
t1)
3.9
4.5
5.1
5.7
6.3
6.9
7.5
8.1
8.7
9.4
10.1
10.8
11.5
12.2
13.0
13.7
14.4
16.2
18.0
19.0
5.9
6.8
7.7
8.6
9.5
10.4
11.3
12.2
13.1
14.1
15.2
16.2
17.3
18.3
19.5
20.5
21.6
24.3
27.0
30.0
r2
1)
2)
80
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
450
500
550
42
50
58
66
74
82
90
98
106
113
119
125
131
137
143
149
155
170
185
200
A
G
y-y
2.3
2.7
3.1
3.4
3.8
4.1
4.5
4.9
5.2
5.6
6.1
6.5
6.9
7.3
7.8
8.2
8.6
9.7
10.8
11.9
z-z
sy
h-2c
Iy
Wy
iy
Iz
Wz
iz
cm2 kg/m
cm4
cm3
cm
cm4 cm3 cm
F1)
Jx1)
Wx1)
ix1)
Jy1)
Wy1)
iy1)
Narrow I-beams with inclined inside flange faces,
I series (hot-rolled), to DIN 1025 Part 1, May 1995 edition
Tolerances on shape and dimensions to DIN EN 10024, May 1995 edition
59
2.89 7.57 5.94
77.8
19.5 3.20 6.29 3.00 0.91
75
4.19 10.6 8.34
171
34.2 4.01 12.2 4.88 1.07
92
5.72 14.2 11.1
328
54.7 4.81 21.5 7.41 1.23
109 7.49 18.2 14.3
573
81.9 5.61 35.2 10.7 1.40
125 9.48 22.8 17.9
935
117 6.40 54.7 14.8 1.55
142 11.7 27.9 21.9
1450
161 7.20 81.3 19.8 1.71
159 14.2 33.4 26.2
2140
214 8.00 117 26.0 1.87
176 16.8 39.5 31.1
3060
278 8.80 162 33.1 2.02
192 19.7 46.1 36.2
4250
354 9.59 221 41.7 2.20
208 23.1 53.3 41.9
5740
442 10.4 288 51.0 2.32
225 26.7 61.0 47.9
7590
542 11.1 364 61.2 2.45
241 30.7 69.0 54.2
9800
653 11.9 451 72.2 2.56
258 34.8 77.7 61.0 12510 782 12.7 555 84.7 2.67
274 39.2 86.7 68.0 15700 923 13.5 674 98.4 2.80
290 44.3 97.0 76.1 19610 1090 14.2 818 114 2.90
306 49.3 107 84.0 24010 1260 15.0 975 131 3.02
323 54.5 118 92.4 29210 1460 15.7 1160 149 3.13
363 69.0 147
115
45850 2040 17.7 1730 203 3.43
404 85.1 179
141
68740 2750 19.6 2480 268 3.72
445 98.8 212
166
99180 3610 21.6 3490 349 4.02
cm2
I
80
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
450
500
550
ASteg
cm
sx1)
6.84
8.57
10.3
12.0
13.7
15.5
17.2
18.9
20.6
22.3
24.0
25.7
27.4
29.1
30.7
32.4
34.1
38.4
42.4
46.8
Flange holes
to DIN 997
Oct. 1970 edition
d1
w1
mm
mm
6.4
6.4
8.4
11
11
132)
13
13
17/13
17
17
21/17
21/17
21
23/21
23/21
23
25/23
28
28
22
28
32
34
40
44
48
52
56
60
60
64
70
74
76
82
86
94
100
110
Terms used in DIN 1025
124
999736002 - 03/2012
Formulae and tables
U-section steel
z
b
b1
● (for U 30 x 15 to U 65: 6 to 12 m)
z
c
r2
y
M
9736-269-01
S
y
yM
ts
d1
y
h-2c
h
r1 tg
ez
y
9736-269-04
a1
z
w1
z
α ... Inclination of inside flange faces:
8 % on profiles with h ≤ 300
5 % on profiles with h ≤ 300
b1 ... b/2 where h ≤ 300
b1 ... (b-ts)/2 where h > 300
ez ... distance from the centroidal axis z-z
yM ... distance of shear centre M from z-axis
Symbol
ASteg
h
b
ts
tg =
r13)
s1)
t1)
r2
h-2c
U
30x15
30
40x20
40
50x25
50
60
65
80
100
120
140
160
180
200
220
240
260
280
300
320
350
380
400
30
30
40
40
50
50
60
65
80
100
120
140
160
180
200
220
240
260
280
300
320
350
380
400
15
4
33
5
20
5
35
5
25
5
38
5
30
6
42 5.5
45
6
50
6
55
7
60
7
65 7.5
70
8
75 8.5
80
9
85 9.5
90 10
95 10
100 10
100 14
100 14
102 13.5
110 14
4.5
2
12
7
3.5
1
5.5 2.5 18
7
3.5 11
6
3
25
7
3.5 20
6
3
35
7.5
4
33
8
4
47
8.5 4.5 64
9
4.5 82
10
5
97
10.5 5.5 116
11 5.5 133
11.5 6
151
12.5 6.5 166
13 6.5 185
14
7
201
15 7.5 216
16
8
232
17.5 8.75 247
16
8
283
16
8
313
18
9
325
A
G
y-y
z-z
eZ
Iy
Wy
iy
Iz
Wz
iz
cm2 cm2 kg/m cm4
cm3 cm cm4 cm3 cm cm
F1)
Jx1)
Wx1) ix1)
Jy1) Wy1) iy1)
ey
Round-edged U-section steel (hot-rolled), to DIN 1026 Part 1
March 2000 edition and Amendment 1, November 2002 edition
1.02 2.21 1.74 2.53 1.69 1.07 0.38 0.39 0.42 0.52
1.15 5.44 4.27 6.39 4.26 1.08 5.33 2.68 0.99 1.31
1.72 3.66 2.87 7.58 3.79 1.44 1.14 0.86 0.56 0.67
1.65 6.21 4.87 14.1 7.05 1.50 6.68 3.08 1.04 1.33
2.20 4.92 3.86 16.8 6.73 1.85 2.49 1.48 0.71 0.81
2.15 7.12 5.59 26.4 10.6 1.92 9.12 3.75 1.13 1.37
3.24 6.46 5.07 31.6 10.5 2.21 4.51 2.16 0.84 0.91
3.16 9.03 7.09 57.5 17.7 2.52 14.1 5.07 1.25 1.42
4.32 11.0 8.64
106 26.5 3.10 19.4 6.36 1.33 1.45
5.49 13.5 10.6
206 41.2 3.91 29.3 8.49 1.47 1.55
7.77 17.0 13.4
364 60.7 4.62 43.2 11.1 1.59 1.60
9.10 20.4 16.0
605 86.4 5.45 62.7 14.8 1.75 1.75
11.2 24.0 18.8
925
116 6.21 85.3 18.3 1.89 1.84
13.5 28.0 22.0 1350 150 6.95 114 22.4 2.02 1.92
16.0 32.2 25.3 1910 191 7.70 148 27.0 2.14 2.01
18.7 37.4 29.4 2690 245 8.48 197 33.6 2.30 2.14
21.6 42.3 33.2 3600 300 9.22 248 39.6 2.42 2.23
24.6 48.3 37.9 4820 371 9.99 317 47.7 2.56 2.36
26.5 53.3 41.8 6280 448 10.9 399 57.2 2.74 2.53
28.4 58.8 46.2 8030 535 11.7 495 67.8 2.90 2.70
42.3 75.8 59.5 10870 679 12.1 597 80.6 2.81 2.60
46.8 77.3 60.6 12840 734 12.9 570 75.0 2.72 2.40
49.1 80.4 63.1 15760 829 14.0 615 78.7 2.77 2.38
53.5 91.5 71.8 20350 1020 14.9 846 102 3.04 2.65
yM
sy
cm
XM
cm
sx1)
0.74
2.22
1.01
2.32
1.34
2.47
1.50
2.60
2.67
2.93
3.03
3.37
3.56
3.75
3.94
4.20
4.39
4.66
5.02
5.41
4.82
4.45
4.58
5.11
—
—
—
—
—
—
—
—
6.65
8.42
10.0
11.8
13.3
15.1
16.8
18.5
20.1
21.8
23.6
25.4
26.3
28.6
31.1
32.9
Flange holes
to DIN 997
Oct. 1970 edition
d1
w1
mm
mm
4.3
8.4
6.4
8.4
8.4
11
8.4
11
132)
13
17/13
17
21/17
21
23/21
23
25/23
25
25
28
28
28
28
28
10
20
11
20
16
20
18
25
25
30
30
35
35
40
40
45
45
50
50
55
58
58
60
60
Terms used in DIN 1026
3) Exception: with U 40 x 20, t = 5.5 mm, r = 5 mm
g
1
1)
2)
999736002 - 03/2012
125
Formulae and tables
Rectangular shaped tubes
Cold-worked welded tubes
Extract from 'VÖEST works-standard
specification'
z
y
y
z
9736-177
25
15
20
28
20
30
10
±0.25
15
20
35
25
20
25
40
20
25
28
30
±0.30
mm
1.5
1.5
2.0
1.5
2.0
1.5
2.0
1.5
2.0
1.5
2.0
1.5
2.0
1.5
2.0
1.5
2.0
2.5
3.0
2.0
1.5
2.0
1.5
2.0
1.5
2.0
2.5
3.0
1.5
2.0
2.5
1.5
2.0
2.5
1.5
2.0
2.5
3.0
A
cm2
0.64
0.79
1.01
0.94
1.21
1.09
1.41
1.24
1.61
1.33
1.73
1.09
1.41
1.24
1.61
1.39
1.81
2.20
2.41
2.01
1.54
2.01
1.69
2.21
1.69
2.21
2.70
3.01
1.84
2.41
2.95
1.93
2.53
3.10
1.99
2.61
3.20
3.61
G
kg/m
0.50
0.62
0.79
0.74
0.95
0.86
1.10
0.97
1.26
1.04
1.35
0.86
1.10
0.97
1.26
1.09
1.42
1.72
1.89
1.57
1.21
1.57
1.33
1.73
1.33
1.73
2.12
2.36
1.44
1.89
2.31
1.52
1.98
2.43
1.56
2.05
2.51
2.83
M
m2/m
0.047
0.057
0.057
0.067
0.067
0.077
0.077
0.087
0.087
0.093
0.093
0.077
0.077
0.087
0.087
0.097
0.097
0.096
0.090
0.107
0.107
0.107
0.117
0.117
0.117
0.117
0.116
0.110
0.127
0.127
0.126
0.133
0.133
0.132
0.137
0.137
0.136
0.130
126
For axis of bending
y-y
z-z
For rotation
Outside circumferential surface
±0.20
15
Mass (weight)
mm
Cross-section
b
mm
10
10
Wall thickness
h
mm
15
20
Tolerance
Dimensions
Edge-zone:
t ≤ 2.5 mm ... a ≈ t
t ≥ 2.5 mm ... a ≈ 2t
Iy
cm4
0.17
0.36
0.43
0.49
0.59
0.86
1.05
1.07
1.32
1.41
1.75
1.06
1.30
1.37
1.69
1.67
2.08
2.43
2.41
2.48
2.45
3.07
2.87
3.62
3.42
4.31
5.10
5.21
3.97
5.04
5.98
4.31
5.47
6.51
4.53
5.76
6.86
7.27
Wy
cm3
0.23
0.36
0.43
0.49
0.59
0.69
0.84
0.85
1.06
1.01
1.25
0.71
0.87
0.91
1.13
1.11
1.39
1.62
1.60
1.65
1.40
1.76
1.64
2.07
1.71
2.16
2.55
2.60
1.99
2.52
2.99
2.15
2.74
3.26
2.26
2.88
3.43
3.63
iy
cm
0.52
0.68
0.65
0.72
0.70
0.89
0.87
0.93
0.91
1.03
1.01
0.99
0.96
1.05
1.03
1.10
1.07
1.05
1.00
1.11
1.26
1.24
1.30
1.28
1.42
1.40
1.38
1.32
1.47
1.45
1.43
1.49
1.47
1.45
1.51
1.49
1.47
1.42
Iz
cm4
0.09
0.11
0.13
0.31
0.37
0.38
0.45
0.75
0.92
0.83
1.02
0.17
0.20
0.45
0.54
0.88
1.08
1.25
1.25
1.85
1.01
1.24
1.69
2.11
1.13
1.41
1.63
1.68
1.90
2.38
2.80
2.46
3.11
3.67
2.89
3.65
4.33
4.60
Wz
cm3
0.17
0.23
0.26
0.41
0.49
0.50
0.60
0.75
0.92
0.83
1.02
0.34
0.39
0.59
0.72
0.88
1.08
1.25
1.25
1.48
1.01
1.24
1.35
1.69
1.13
1.41
1.63
1.68
1.52
1.90
2.24
1.76
2.22
2.62
1.93
2.44
2.89
3.07
iz
cm
0.37
0.38
0.36
0.57
0.55
0.59
0.57
0.78
0.76
0.79
0.77
0.39
0.37
0.60
0.58
0.79
0.77
0.75
0.72
0.96
0.81
0.79
1.00
0.98
0.82
0.80
0.78
0.75
1.02
0.99
0.97
1.13
1.11
1.09
1.20
1.18
1.16
1.13
JD
cm4
0.18
0.28
0.33
0.59
0.72
0.83
1.01
1.37
1.70
1.62
2.02
0.48
0.57
1.07
1.31
1.80
2.24
2.62
2.92
3.30
2.24
2.81
3.30
4.17
2.70
3.39
3.98
4.48
4.00
5.07
6.02
4.85
6.17
7.36
5.44
6.94
8.30
9.61
WD
cm3
0.34
0.47
0.57
0.75
0.93
0.95
1.19
1.30
1.65
1.47
1.87
0.73
0.89
1.15
1.45
1.58
2.01
2.40
2.65
2.57
1.86
2.37
2.36
3.03
2.14
2.73
3.27
3.67
2.71
3.49
4.21
3.06
3.95
4.77
3.29
4.25
5.15
5.89
999736002 - 03/2012
20
25
30
±0.30
34
35
40
55
60
34
40
20
25
30
±0.40
40
50
70
20
25
30
40
±0.50
50
mm
1.5
2.0
2.5
1.5
2.0
2.5
3.0
1.5
2.0
2.5
3.0
1.5
2.0
2.5
3.0
4.0
2.0
2.0
1.5
2.0
2.5
3.0
4.0
2.0
2.0
1.5
2.0
2.5
2.0
1.5
2.0
2.5
3.0
4.0
1.5
2.0
2.5
3.0
4.0
2.0
3.0
4.0
2.0
2.0
2.0
2.5
2.0
3.0
4.0
3.0
4.0
A
cm2
1.99
2.61
3.20
1.99
2.61
3.20
3.61
2.14
2.81
3.45
3.91
2.29
3.01
3.70
4.21
5.35
3.17
3.21
2.59
3.41
4.20
4.81
6.15
3.37
3.61
2.29
3.01
3.70
3.21
2.59
3.41
4.20
4.81
6.15
2.89
3.81
4.70
5.41
6.95
4.21
6.01
7.75
3.41
3.61
3.81
4.70
4.21
6.01
7.75
6.61
8.55
G
kg/m
1.56
2.05
2.51
1.56
2.05
2.51
2.83
1.68
2.20
2.71
3.07
1.80
2.36
2.90
3.30
4.20
2.49
2.52
2.03
2.67
3.29
3.77
4.83
2.64
2.83
1.80
2.36
2.90
2.52
2.03
2.67
3.29
3.77
4.83
2.27
2.99
3.69
4.25
5.45
3.30
4.72
6.08
2.67
2.83
2.99
3.69
3.30
4.72
6.08
5.19
6.71
M
m2/m
0.137
0.137
0.136
0.137
0.137
0.136
0.130
0.147
0.147
0.146
0.140
0.157
0.157
0.156
0.150
0.146
0.165
0.167
0.177
0.177
0.176
0.170
0.166
0.175
0.187
0.157
0.157
0.156
0.167
0.177
0.177
0.176
0.170
0.166
0.197
0.197
0.196
0.190
0.186
0.217
0.210
0.206
0.177
0.187
0.197
0.196
0.217
0.210
0.206
0.230
0.226
For axis of bending
y-y
z-z
For rotation
50
mm
Mass (weight)
b
mm
25
Cross-section
h
mm
45
Formulae and tables
Wall thickness
Tolerance
Dimensions
Iy
cm4
5.31
6.76
8.06
6.01
7.65
9.12
9.51
6.89
8.80
10.53
11.17
7.77
9.95
11.95
12.83
15.25
10.88
11.11
9.54
12.26
14.77
16.15
19.49
13.73
15.41
9.59
12.28
14.74
13.97
12.16
15.65
18.87
20.50
24.70
14.73
19.02
23.01
25.38
30.99
22.38
30.26
37.27
18.42
20.74
23.05
27.90
27.67
37.31
45.95
44.05
54.67
Wy
cm3
2.36
3.00
3.58
2.40
3.06
3.65
3.81
2.76
3.52
4.21
4.47
3.11
3.98
4.78
5.13
6.10
4.35
4.44
3.81
4.90
5.91
6.46
7.80
4.99
5.60
3.20
4.09
4.91
4.66
4.05
5.22
6.29
6.83
8.23
4.91
6.34
7.67
8.46
10.33
7.46
10.09
12.42
5.26
5.92
6.59
7.97
7.91
10.66
13.13
12.59
15.62
iy
cm
1.63
1.61
1.59
1.74
1.71
1.69
1.62
1.79
1.77
1.75
1.69
1.84
1.82
1.80
1.75
1.69
1.85
1.86
1.92
1.90
1.88
1.83
1.78
2.02
2.07
2.05
2.02
2.00
2.09
2.17
2.14
2.12
2.06
2.00
2.26
2.24
2.21
2.17
2.11
2.31
2.24
2.19
2.33
2.40
2.46
2.44
2.57
2.49
2.44
2.58
2.53
Iz
cm4
2.10
2.65
3.12
1.39
1.73
2.02
2.12
2.31
2.91
3.43
3.67
3.50
4.44
5.28
5.70
6.69
5.93
6.34
6.75
8.65
10.39
11.38
13.68
6.45
9.37
1.65
2.06
2.41
3.44
4.11
5.23
6.23
6.80
8.06
7.87
10.10
12.15
13.44
16.28
16.87
22.79
27.98
2.38
3.97
6.01
7.17
11.54
15.50
18.88
26.10
32.22
Wz
cm3
1.68
2.12
2.49
1.39
1.73
2.02
2.12
1.85
2.33
2.75
2.93
2.33
2.96
3.52
3.80
4.46
3.49
3.63
3.38
4.33
5.19
5.69
6.84
3.79
4.69
1.65
2.06
2.41
2.75
2.74
3.48
4.15
4.53
5.37
3.93
5.05
6.07
6.72
8.14
6.75
9.11
11.19
2.38
3.18
4.01
4.78
5.77
7.75
9.44
10.44
12.89
iz
cm
1.03
1.01
0.99
0.84
0.82
0.79
0.77
1.04
1.02
1.00
0.97
1.24
1.22
1.20
1.16
1.12
1.37
1.41
1.61
1.59
1.57
1.54
1.49
1.38
1.61
0.85
0.83
0.81
1.04
1.26
1.24
1.22
1.19
1.14
1.65
1.63
1.61
1.58
1.53
2.00
1.95
1.90
0.84
1.05
1.26
1.24
1.66
1.61
1.56
1.99
1.94
JD
cm4
4.72
6.00
7.13
3.64
4.57
5.39
6.10
5.46
6.94
8.26
9.52
7.50
9.60
11.52
13.40
16.24
11.91
12.51
12.11
15.62
18.87
22.19
27.49
13.66
17.98
4.60
5.79
6.83
8.87
9.65
12.38
14.87
17.34
21.14
15.79
20.41
24.72
29.12
36.30
29.47
42.45
53.51
7.03
10.84
15.23
18.32
25.39
36.31
45.43
53.43
67.61
999736002 - 03/2012
WD
cm3
3.07
3.95
4.77
2.69
3.45
4.15
4.69
3.42
4.41
5.34
6.10
4.15
5.37
6.52
7.51
9.32
6.14
6.33
5.60
7.29
8.90
10.33
13.00
6.78
8.05
3.25
4.17
5.02
5.33
5.00
6.49
7.90
9.13
11.40
6.76
8.81
10.77
12.55
15.88
11.13
15.97
20.36
4.89
6.25
7.61
9.27
10.33
14.77
18.76
18.79
24.04
127
40
±0.60
50
60
90
100
50
60
±0.75
34
40
50
60
80
110
120
40
60
70
40
±0.80
50
60
80
140
34
40
±1.00
mm
3.0
2.0
3.0
2.0
1.5
2.0
1.5
2.0
2.5
3.0
4.0
2.0
3.0
4.0
2.5
3.0
3.5
4.0
4.0
2.0
2.5
2.0
2.0
3.0
4.0
2.0
2.5
3.0
3.5
4.0
2.5
3.0
4.0
3.0
4.0
2.5
4.0
4.0
2.5
3.0
4.0
2.0
3.0
2.5
3.0
4.0
2.5
3.0
4.0
2.5
2.5
A
cm2
5.71
4.21
6.01
4.37
3.34
4.41
3.49
4.61
5.70
6.61
8.55
5.01
7.21
9.35
6.70
7.81
8.99
10.15
10.15
5.81
7.20
5.17
5.41
7.81
10.15
5.81
7.20
8.41
9.69
10.95
7.70
9.01
11.75
10.21
13.35
7.20
12.55
13.35
7.70
9.01
11.75
6.61
9.61
8.70
10.21
13.35
9.70
11.41
14.95
8.40
8.70
G
kg/m
4.48
3.30
4.72
3.43
2.62
3.46
2.74
3.62
4.47
5.19
6.71
3.93
5.66
7.34
5.26
6.13
7.06
7.97
7.97
4.56
5.65
4.06
4.24
6.13
7.97
4.56
5.65
6.60
7.61
8.59
6.04
7.07
9.22
8.01
10.48
5.65
9.85
10.48
6.04
7.07
9.22
5.19
7.54
6.83
8.01
10.48
7.61
8.96
11.73
6.59
6.83
M
m2/m
0.200
0.217
0.210
0.225
0.227
0.227
0.237
0.237
0.236
0.230
0.226
0.257
0.250
0.246
0.276
0.270
0.268
0.266
0.266
0.297
0.296
0.265
0.277
0.270
0.266
0.297
0.296
0.290
0.288
0.286
0.316
0.310
0.306
0.350
0.346
0.296
0.326
0.346
0.316
0.310
0.306
0.337
0.330
0.356
0.350
0.346
0.396
0.390
0.386
0.344
0.356
128
For axis of bending
y-y
z-z
For rotation
34
35
Mass (weight)
mm
Cross-section
b
mm
25
30
Wall thickness
h
mm
80
Tolerance
Dimensions
Formulae and tables
Iy
cm4
38.90
32.35
43.35
34.79
27.29
35.39
29.60
38.44
46.79
52.25
64.79
44.52
61.15
76.36
61.81
70.05
79.30
87.92
102.71
66.99
81.97
61.31
67.07
92.34
115.70
76.67
93.84
106.46
120.76
134.14
105.72
120.57
152.58
148.81
169.47
104.44
193.52
216.01
130.52
148.04
186.89
120.44
168.58
165.04
189.12
240.74
199.56
230.20
294.59
180.29
194.47
Wy
cm3
9.73
8.09
10.84
8.70
6.82
8.85
7.40
9.61
11.70
13.06
16.20
11.13
15.29
19.09
15.45
17.51
19.83
21.98
22.82
14.89
18.21
12.26
13.41
18.47
23.14
15.33
18.77
21.29
24.15
26.83
21.14
24.11
30.52
29.76
37.89
18.99
35.19
39.27
21.75
24.67
31.15
20.07
28.10
27.51
31.52
40.12
33.26
38.37
49.10
25.76
27.78
iy
cm
2.61
2.77
2.69
2.82
2.86
2.83
2.91
2.89
2.87
2.81
2.75
2.98
2.91
2.86
3.04
3.00
2.97
2.94
3.18
3.40
3.37
3.44
3.52
3.44
3.38
3.63
3.61
3.56
3.53
3.50
3.71
3.66
3.60
3.82
3.77
3.81
3.93
4.02
4.12
4.05
3.99
4.27
4.19
4.36
4.30
4.25
4.54
4.49
4.44
4.63
4.73
Iz
cm4
5.86
6.80
8.99
9.01
7.50
9.62
10.09
12.99
15.67
17.56
21.49
21.48
29.42
36.46
39.55
44.89
50.72
56.12
40.71
35.84
43.69
11.06
15.88
21.67
26.69
26.09
31.71
36.06
40.68
44.95
47.82
54.65
68.68
105.64
134.17
20.95
74.96
107.01
22.71
25.79
31.90
30.70
42.69
56.09
64.40
81.25
106.87
123.43
157.29
18.27
26.23
Wz
cm3
4.69
4.53
6.00
5.30
4.29
5.49
5.04
6.49
7.83
8.78
10.74
8.59
11.77
14.59
13.18
14.96
16.91
18.71
16.28
11.95
14.56
6.51
7.94
10.84
13.35
10.44
12.68
14.42
16.27
17.98
15.94
18.22
22.89
26.41
33.54
10.47
24.99
30.57
11.35
12.89
15.95
12.28
17.08
18.70
21.47
27.08
26.72
30.86
39.32
10.75
13.11
iz
cm
1.01
1.27
1.22
1.44
1.50
1.48
1.70
1.68
1.66
1.63
1.59
2.07
2.02
1.98
2.43
2.40
2.37
2.35
2.00
2.48
2.46
1.46
1.71
1.67
1.62
2.12
2.10
2.07
2.05
2.03
2.49
2.46
2.42
3.22
3.17
1.71
2.44
2.83
1.72
1.69
1.65
2.16
2.11
2.54
2.51
2.47
3.32
3.29
3.24
1.48
1.74
JD
cm4
17.73
18.13
25.47
22.82
18.62
24.05
23.54
30.50
37.03
43.68
54.79
44.78
64.78
82.20
74.09
88.11
100.66
112.58
97.16
71.77
87.89
30.44
41.03
58.81
73.99
60.96
74.47
88.31
100.70
112.41
102.05
121.40
155.64
195.82
253.07
56.42
177.85
232.61
63.03
74.29
93.60
77.68
112.58
131.17
156.03
200.41
213.74
255.13
330.14
55.82
76.39
WD
cm3
10.06
8.73
12.37
9.98
7.89
10.29
9.07
11.85
14.52
16.99
21.64
14.97
21.61
27.72
22.27
26.23
30.09
33.80
31.40
20.41
25.15
12.54
14.89
21.43
27.40
18.81
23.15
27.25
31.25
35.08
28.02
33.07
42.76
44.71
58.12
20.15
47.24
55.72
22.02
25.87
33.16
22.65
32.89
33.77
39.91
51.72
45.52
53.95
70.28
21.65
25.77
999736002 - 03/2012
Formulae and tables
Quadratic shaped tubes
Cold-worked welded tubes
Extract from 'VÖEST works-standard
specification'
z
y
y
z
9736-178
16
18
±0.20
19
20
22
25
30
±0.25
32
34
35
1.0
1.0
1.5
1.5
2.0
1.5
2.0
1.5
2.0
1.5
2.0
1.5
2.0
1.5
2.0
2.5
3.0
1.5
2.0
2.5
3.0
4.0
1.5
2.0
2.5
1.5
2.0
1.5
2.0
2.5
3.0
4.0
A
cm2
0.35
0.55
0.79
0.85
1.09
0.97
1.25
1.03
1.33
1.09
1.41
1.21
1.57
1.39
1.81
2.20
2.41
1.69
2.21
2.70
3.01
3.75
1.81
2.37
2.90
1.93
2.53
1.99
2.61
3.20
3.61
4.55
G
kg/m
0.28
0.43
0.62
0.67
0.85
0.76
0.98
0.81
1.04
0.86
1.10
0.95
1.23
1.09
1.42
1.72
1.89
1.33
1.73
2.12
2.36
2.94
1.42
1.86
2.27
1.52
1.98
1.56
2.05
2.51
2.83
3.57
M
m2/m
0.038
0.058
0.057
0.061
0.061
0.069
0.069
0.073
0.073
0.077
0.077
0.085
0.085
0.097
0.097
0.096
0.090
0.117
0.117
0.116
0.110
0.106
0.125
0.125
0.124
0.133
0.133
0.137
0.137
0.136
0.130
0.126
For axis of bending
ξ-ξ
y - y= z- z
For rotation
mm
Mass (weight)
mm
Cross-section
Wall thickness
b/h
mm
10
15
Tolerance
Dimensions
Edge-zone:
t ≤ 2.5 mm ... a ≈ t
t ≥ 2.5 mm ... a ≈ 2t
b=h
Iy
cm4
0.05
0.18
0.24
0.30
0.35
0.44
0.53
0.52
0.64
0.62
0.76
0.84
1.04
1.27
1.58
1.85
1.84
2.28
2.87
3.38
3.50
3.97
2.80
3.53
4.18
3.39
4.29
3.71
4.71
5.60
5.95
6.93
Wy
cm3
0.09
0.24
0.32
0.37
0.44
0.49
0.59
0.55
0.67
0.62
0.76
0.77
0.94
1.02
1.27
1.48
1.47
1.52
1.91
2.26
2.34
2.64
1.75
2.21
2.61
1.99
2.52
2.12
2.69
3.20
3.40
3.96
iy
cm
0.37
0.57
0.55
0.59
0.57
0.67
0.65
0.71
0.69
0.75
0.73
0.84
0.81
0.96
0.94
0.92
0.87
1.16
1.14
1.12
1.08
1.03
1.24
1.22
1.20
1.32
1.30
1.37
1.34
1.32
1.28
1.23
Wξ
cm3
0.07
0.18
0.24
0.28
0.34
0.36
0.44
0.41
0.50
0.46
0.57
0.57
0.71
0.75
0.94
1.11
1.21
1.11
1.41
1.68
1.87
2.22
1.27
1.62
1.94
1.45
1.85
1.54
1.97
2.36
2.67
3.23
e
cm
0.67
1.02
1.00
1.07
1.05
1.21
1.19
1.28
1.26
1.35
1.33
1.49
1.47
1.71
1.68
1.66
1.52
2.06
2.04
2.02
1.87
1.79
2.20
2.18
2.16
2.34
2.32
2.41
2.39
2.37
2.23
2.14
Jd
cm4
0.07
0.28
0.38
0.47
0.56
0.68
0.84
0.82
1.00
0.96
1.19
1.31
1.63
1.97
2.47
2.90
3.25
3.51
4.45
5.28
6.06
7.11
4.30
5.47
6.52
5.20
6.63
5.69
7.27
8.70
10.11
12.17
999736002 - 03/2012
Wd
cm3
0.16
0.39
0.55
0.63
0.78
0.82
1.02
0.92
1.15
1.03
1.29
1.26
1.60
1.66
2.11
2.52
2.80
2.44
3.13
3.77
4.27
5.16
2.79
3.60
4.34
3.17
4.09
3.37
4.35
5.27
6.04
7.44
129
45
±0.30
50
51
60
±0.40
70
±0.50
80
±0.60
90
±0.75
100
±0.80
1.5
2.0
2.5
3.0
4.0
1.5
2.0
2.5
3.0
4.0
1.5
2.0
2.5
3.0
4.0
2.5
3.0
4.0
2.0
2.5
3.0
3.5
4.0
2.5
3.0
3.5
4.0
2.5
3.0
4.0
2.5
3.0
4.0
3.0
4.0
A
cm2
2.29
3.01
3.70
4.21
5.35
2.59
3.41
4.20
4.81
6.15
2.89
3.81
4.70
5.41
6.95
4.80
5.53
7.11
4.61
5.70
6.61
7.59
8.55
6.70
7.81
8.99
10.15
7.70
9.01
11.75
8.70
10.21
13.35
11.41
14.95
G
kg/m
1.80
2.36
2.90
3.30
4.20
2.03
2.67
3.29
3.77
4.83
2.27
2.99
3.69
4.25
5.45
3.77
4.34
5.58
3.62
4.47
5.19
5.96
6.71
5.26
6.13
7.06
7.97
6.04
7.07
9.22
6.83
8.01
10.48
8.96
11.73
M
m2/m
0.157
0.157
0.156
0.150
0.146
0.177
0.177
0.176
0.170
0.166
0.197
0.197
0.196
0.190
0.186
0.200
0.194
0.190
0.237
0.236
0.230
0.228
0.226
0.276
0.270
0.268
0.266
0.316
0.310
0.306
0.356
0.350
0.346
0.390
0.386
130
For axis of bending
ξ-ξ
y - y= z- z
For rotation
mm
Mass (weight)
mm
Cross-section
Wall thickness
b/h
mm
40
Tolerance
Dimensions
Formulae and tables
Iy
cm4
5.64
7.21
8.63
9.32
11.07
8.15
10.46
12.58
13.78
16.61
11.30
14.56
17.59
19.47
23.74
18.73
20.77
25.37
25.75
31.28
35.13
39.53
43.55
50.69
57.53
65.09
72.12
76.83
87.84
111.04
110.69
127.28
161.92
177.05
226.35
Wy
cm3
2.82
3.60
4.31
4.66
5.54
3.62
4.65
5.59
6.12
7.38
4.52
5.83
7.04
7.79
9.49
7.35
8.14
9.95
8.58
10.43
11.71
13.18
14.52
14.48
16.44
18.60
20.61
19.21
21.96
27.76
24.60
28.29
35.98
35.41
45.27
iy
cm
1.57
1.55
1.53
1.49
1.44
1.77
1.75
1.73
1.69
1.64
1.98
1.96
1.94
1.90
1.85
1.98
1.94
1.89
2.36
2.34
2.31
2.28
2.26
2.75
2.71
2.69
2.67
3.16
3.12
3.07
3.57
3.53
3.48
3.94
3.89
Wξ
cm3
2.04
2.62
3.17
3.61
4.44
2.61
3.37
4.09
4.70
5.83
3.25
4.22
5.13
5.92
7.41
5.35
6.18
7.75
6.19
7.56
8.80
10.00
11.13
10.46
12.24
13.97
15.62
13.83
16.24
20.85
17.68
20.81
25.84
25.95
33.58
e
cm
2.77
2.75
2.72
2.58
2.50
3.12
3.10
3.08
2.93
2.85
3.47
3.45
3.43
3.29
3.20
3.50
3.36
3.27
4.16
4.14
3.99
3.95
3.91
4.85
4.70
4.66
4.62
5.55
5.41
5.33
6.26
6.12
6.03
6.82
6.74
Jd
cm4
8.63
11.09
13.35
15.63
19.15
12.43
16.05
19.41
22.64
28.34
17.22
22.30
27.07
31.97
40.05
28.81
34.05
42.72
39.29
47.94
56.89
64.78
72.19
77.46
92.19
105.40
117.98
117.13
139.66
179.81
168.45
201.11
260.09
278.33
361.21
Wd
cm3
4.45
5.77
7.02
8.11
10.12
5.68
7.39
9.02
10.48
13.20
7.06
9.21
11.27
13.15
16.68
11.75
13.72
17.42
13.45
16.52
19.39
22.18
24.84
22.77
26.83
30.79
34.60
30.02
35.47
45.96
38.27
45.31
58.92
56.35
73.48
999736002 - 03/2012
Formulae and tables
Hollow profiles (tubes) with circular cross-sections
Extract from 'Stahl im Hochbau' (steel in building construction'), 1969 edition, 13th edition
D
d
s
9736-270-01
Cold-worked, welded steel tubes conforming to
DIN 2458 (June 1966 edition)
D
mm
10.2
[13/32"]
13.5
[17/32"]
16
[5/8"]
17.2
[11/16"]
20
[25/32"]
21.3
[27/32"]
25
[–]
s
G
mm Inches kg/m
1.4 0.056 0.308
1.6 0.064 0.344
1.8 0.072 0.378
2
0.080 0.410
1.4 0.056 0.420
1.6 0.064 0.472
1.8 0.072 0.522
2
0.080 0.571
1.4 0.056 0.505
1.6 0.064 0.569
1.8 0.072 0.632
2
0.080 0.692
1.4 0.056 0.549
1.6 0.064 0.620
1.8 0.072 0.688
2
0.080 0.754
2.3 0.092 0.850
2.6 0.104 0.942
2.9 0.116 1.03
1.4 0.056 0.644
1.6 0.064 0.728
1.8 0.072 0.810
2
0.080 0.890
2.3 0.092 1.01
2.6 0.104 1.12
2.9 0.116 1.12
1.4 0.056 0.694
1.6 0.064 0.785
1.8 0.072 0.874
2
0.080 0.962
2.3 0.092 1.09
2.6 0.104 1.21
2.9 0.116 1.33
3.2 0.128 1.44
3.6 0.144 1.59
4
0.160 1.72
4.5 0.176 1.87
1.4 0.056 0.815
1.6 0.064 0.923
1.8 0.072 1.03
2
0.080 1.13
2.3 0.092 1.29
2.6 0.104 1.44
2.9 0.116 1.58
3.2 0.128 1.72
3.6 0.144 1.90
4
0.160 2.07
4.5 0.176 2.28
d
mm
7.4
7
6.6
6.2
10.7
10.3
9.9
9.5
13.2
12.8
12.4
12.0
14.4
14
13.6
13.2
12.6
12
11.4
17.2
16.8
16.4
16
15.4
14.8
14.2
18.5
18.1
17.7
17.3
16.7
16.1
15.5
14.9
14.1
13.3
12.3
22.2
21.8
21.4
21
20.4
19.8
19.2
18.6
17.8
17
16
F
cm2
0.387
0.432
0.475
0.515
0.532
0.598
0.662
0.723
0.642
0.724
0.803
0.880
0.695
0.784
0.871
0.955
1.08
1.19
1.30
0.818
0.925
1.03
1.13
1.28
1.42
1.56
0.875
0.990
1.10
1.21
1.37
1.53
1.68
1.82
2.00
2.17
2.38
1.04
1.18
1.31
1.45
1.64
1.83
2.01
2.19
2.42
2.64
2.90
J
cm4
0.038
0.041
0.044
0.046
0.099
0.108
0.116
0.123
0.173
0.190
0.206
0.220
0.219
0.241
0.262
0.281
0.306
0.328
0.347
0.356
0.394
0.430
0.464
0.509
0.550
0.586
0.435
0.484
0.529
0.571
0.629
0.681
0.727
0.768
0.816
0.857
0.898
0.725
0.809
0.888
0.963
1.07
1.16
1.25
1.33
1.42
1.51
1.60
W
cm3
0.075
0.081
0.086
0.090
0.146
0.160
0.172
0.182
0.216
0.237
0.257
0.275
0.254
0.280
0.304
0.326
0.356
0.381
0.403
0.356
0.394
0.430
0.464
0.509
0.550
0.586
0.409
0.454
0.496
0.536
0.590
0.639
0.683
0.722
0.767
0.805
0.843
0.580
0.647
0.710
0.770
0.854
0.930
1.00
1.06
1.14
1.21
1.28
i
cm
0.31
0.31
0.30
0.30
0.43
0.42
0.42
0.41
0.52
0.51
0.51
0.50
0.56
0.55
0.55
0.54
0.53
0.52
0.52
0.66
0.65
0.65
0.64
0.63
0.62
0.61
0.71
0.70
0.69
0.69
0.68
0.67
0.66
0.65
0.64
0.63
0.61
0.84
0.83
0.82
0.82
0.81
0.80
0.79
0.78
0.77
0.76
0.74
D
mm
s
G
mm Inches kg/m
1.4 0.056 0.888
1.6 0.064 1.01
1.8 0.072 1.12
2
0.080 1.24
2.3 0.092 1.41
2.6 0.104 1.57
26.9
[11/16"] 2.9 0.116 1.73
3.2 0.128 1.89
3.6 0.144 2.09
4
0.160 2.28
4.5 0.176 2.48
5
0.192 2.70
1.4 0.056 0.997
1.6 0.064 1.13
1.8 0.072 1.26
2
0.080 1.39
2.3 0.092 1.59
2.6 0.104 1.77
30
[13/16"] 2.9 0.116 1.96
3.2 0.128 2.14
3.6 0.144 2.37
4
0.160 2.59
4.5 0.176 2.83
5
0.192 3.08
1.4 0.056 1.06
1.6 0.064 1.20
1.8 0.072 1.34
2
0.080 1.48
2.3 0.092 1.68
2.6 0.104 1.88
31.8
[11/4"] 2.9 0.116 2.08
3.2 0.128 2.27
3.6 0.144 2.52
4
0.160 2.76
4.5 0.176 3.02
5
0.192 3.30
1.4 0.056 1.12
1.6 0.064 1.28
1.8 0.072 1.43
2
0.080 1.57
2.3 0.092 1.79
2.6 0.104 2.01
33.7
[111/32"] 2.9 0.116 2.22
3.2 0.128 2.42
3.6 0.144 2.69
4
0.160 2.95
4.5 0.176 3.23
5
0.192 3.54
d
mm
24.1
23.7
23.3
22.9
22.3
21.7
21.1
20.5
19.7
18.9
17.9
16.9
27.2
26.8
26.4
26
25.4
24.8
24.2
23.6
22.8
22
21
20
29
28.6
28.2
27.8
27.2
26.6
26
25.4
24.6
23.8
22.8
21.8
30.9
30.5
30.1
29.7
29.1
28.5
27.9
27.3
26.5
25.7
24.7
23.7
F
cm2
1.12
1.27
1.42
1.56
1.78
1.98
2.19
2.38
2.64
2.88
3.17
3.44
1.26
1.43
1.59
1.76
2.00
2.24
2.47
2.69
2.99
3.27
3.60
3.93
1.34
1.52
1.70
1.87
2.13
2.39
2.63
2.88
3.19
3.49
3.86
4.21
1.42
1.61
1.80
1.99
2.27
2.54
2.81
3.07
3.40
3.73
4.13
4.51
J
cm4
0.914
1.02
1.12
1.22
1.36
1.48
1.60
1.70
1.83
1.94
2.07
2.17
1.29
1.44
1.59
1.73
1.93
2.12
2.29
2.45
2.65
2.83
3.02
3.19
1.55
1.74
1.92
2.09
2.33
2.56
2.78
2.98
3.22
3.44
3.69
3.91
1.86
2.08
2.30
2.51
2.81
3.09
3.36
3.60
3.91
4.19
4.50
4.78
999736002 - 03/2012
W
cm3
0.680
0.760
0.835
0.907
1.01
1.10
1.19
1.27
1.36
1.45
1.54
1.61
0.859
0.963
1.06
1.16
1.29
1.41
1.53
1.64
1.77
1.88
2.01
2.13
0.973
1.09
1.20
1.31
1.47
1.61
1.75
1.87
2.03
2.17
2.32
2.46
1.10
1.24
1.37
1.49
1.67
1.84
1.99
2.14
2.32
2.49
2.67
2.84
i
cm
0.90
0.90
0.89
0.88
0.87
0.86
0.85
0.85
0.83
0.82
0.81
0.79
1.01
1.01
1.00
0.99
0.98
0.97
0.96
0.95
0.94
0.93
0.92
0.90
1.08
1.07
1.06
1.06
1.05
1.04
1.03
1.02
1.01
0.99
0.98
0.96
1.14
1.14
1.13
1.12
1.11
1.10
1.09
1.08
1.07
1.06
1.04
1.03
131
Formulae and tables
D
mm
s
mm Inches
1.4 0.056
1.6 0.064
1.8 0.072
2
0.080
2.3 0.092
2.6 0.104
38
[11/2"] 2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
1.4 0.056
1.6 0.064
1.8 0.072
2
0.080
2.3 0.092
2.6 0.104
42.4
[111/16"] 2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
1.4 0.056
1.6 0.064
1.8 0.072
2
0.080
2.3 0.092
2.6 0.104
44.5
[13/4"] 2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
1.4 0.056
1.6 0.064
1.8 0.072
2
0.080
2.3 0.092
2.6 0.104
48.3
[129/32"] 2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
1.4 0.056
1.6 0.064
1.8 0.072
2
0.080
2.3 0.092
2.6 0.104
51
[2"]
2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
G
kg/m
1.27
1.45
1.62
1.79
2.04
2.29
2.53
2.77
3.08
3.38
3.71
4.07
1.43
1.62
1.82
2.01
2.29
2.57
2.84
3.11
3.47
3.81
4.19
4.61
1.50
1.70
1.91
2.11
2.41
2.70
2.99
3.28
3.65
4.02
4.42
4.87
1.63
1.86
2.08
2.30
2.63
2.95
3.27
3.59
4.00
4.41
4.85
5.34
1.72
1.96
2.20
2.43
2.78
3.12
3.46
3.79
4.23
4.66
5.13
5.67
d
mm
35.2
34.8
34.4
34
33.4
32.8
32.2
31.6
30.8
30
29
28
39.6
39.2
38.8
38.4
37.8
37.2
36.6
36
35.2
34.4
33.4
32.4
41.7
41.3
40.9
40.5
39.9
39.3
38.7
38.1
37.3
36.5
35.5
34.5
45.5
45.1
44.7
44.3
43.7
43.1
42.5
41.9
41.1
40.3
39.3
38.3
48.2
47.8
47.4
47
46.4
45.8
45.2
44.6
43.8
43
42
41
132
F
cm2
1.61
1.83
2.05
2.26
2.58
2.89
3.20
3.50
3.89
4.27
4.74
5.18
1.80
2.05
2.30
2.54
2.90
3.25
3.60
3.94
4.39
4.83
5.36
5.87
1.90
2.16
2.41
2.67
3.05
3.42
3.79
4.15
4.63
5.09
5.65
6.20
2.06
2.35
2.63
2.91
3.32
3.73
4.14
4.53
5.06
5.57
6.19
6.80
2.18
2.48
2.78
3.08
3.52
3.95
4.38
4.81
5.36
5.91
6.57
7.23
J
cm4
2.70
3.04
3.36
3.68
4.13
4.55
4.96
5.34
5.82
6.26
6.76
7.22
3.79
4.27
4.74
5.19
5.84
6.46
7.06
7.62
8.33
8.99
9.76
10.5
4.41
4.97
5.51
6.04
6.81
7.54
8.24
8.91
9.75
10.5
11.5
12.3
5.68
6.41
7.12
7.81
8.81
9.78
10.7
11.6
12.7
13.8
15.0
16.2
6.71
7.58
8.43
9.26
10.5
11.6
12.7
13.8
15.1
16.4
17.9
19.3
W
cm3
1.42
1.60
1.77
1.93
2.17
2.40
2.61
2.81
3.06
3.29
3.56
3.80
1.79
2.02
2.24
2.45
2.76
3.05
3.33
3.59
3.93
4.24
4.60
4.93
1.98
2.23
2.48
2.72
3.06
3.39
3.70
4.00
4.38
4.74
5.15
5.53
2.35
2.65
2.95
3.23
3.65
4.05
4.43
4.80
5.26
5.70
6.21
6.69
2.63
2.97
3.31
3.63
4.10
4.55
4.99
5.41
5.94
6.44
7.03
7.58
i
cm
1.29
1.29
1.28
1.27
1.26
1.25
1.25
1.24
1.22
1.21
1.20
1.18
1.45
1.44
1.44
1.43
1.42
1.41
1.40
1.39
1.38
1.36
1.35
1.33
1.52
1.52
1.51
1.50
1.49
1.48
1.47
1.46
1.45
1.44
1.42
1.41
1.66
1.65
1.65
1.64
1.63
1.62
1.61
1.60
1.59
1.57
1.56
1.54
1.75
1.75
1.74
1.73
1.72
1.71
1.70
1.69
1.68
1.67
1.65
1.64
D
mm
57
[21/4"]
60.3
[23/8"]
63.5
[21/2"]
70
[23/4"]
76.1
[3"]
s
mm Inches
1.4 0.056
1.6 0.064
1.8 0.072
2
0.080
2.3 0.092
2.6 0.104
2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
1.4 0.056
1.6 0.064
1.8 0.072
2
0.080
2.3 0.092
2.6 0.104
2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
1.4 0.056
1.6 0.064
1.8 0.072
2
0.080
2.3 0.092
2.6 0.104
2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
1.4 0.056
1.6 0.064
1.8 0.072
2
0.080
2.3 0.092
2.6 0.104
2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
1.4 0.056
1.6 0.064
1.8 0.072
2
0.080
2.3 0.092
2.6 0.104
2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
G
kg/m
1.94
2.20
2.47
2.74
3.13
3.52
3.90
3.90
4.78
5.27
5.81
6.41
2.05
2.33
2.62
2.90
3.31
3.73
4.14
4.54
5.07
5.59
6.17
6.82
2.16
2.46
2.76
3.06
3.50
3.93
4.36
4.79
5.36
5.91
6.52
7.21
2.38
2.72
3.05
3.37
3.86
4.35
4.83
5.30
5.93
6.55
7.24
8.01
2.60
2.96
3.32
3.68
4.22
4.75
5.28
5.80
6.49
7.17
7.92
8.77
d
mm
54.2
53.8
53.4
53
52.4
51.8
51.2
50.6
49.8
49
48
47
57.5
57.1
56.7
56.3
55.7
55.1
54.5
53.9
53.1
52.3
51.3
50.3
60.7
60.3
59.9
59.5
58.9
58.3
57.7
57.1
56.3
55.5
54.5
53.5
67.2
66.8
66.4
66
65.4
64.8
64.2
63.6
62.8
62
61
60
74.7
72.9
72.5
72.1
71.5
70.9
70.3
69.7
68.9
68.1
67.1
66.1
F
cm2
2.45
2.78
3.12
3.46
3.95
4.44
4.93
5.41
6.04
6.66
7.42
8.17
2.59
2.95
3.31
3.66
4.19
4.71
5.23
5.74
6.41
7.07
7.89
8.69
2.73
3.11
3.49
3.86
4.42
4.97
5.52
6.06
6.77
7.48
8.34
9.19
3.02
3.44
3.86
4.27
4.89
5.51
6.11
6.72
7.51
8.29
9.26
10.2
3.29
3.74
4.20
4.66
5.33
6.00
6.67
7.33
8.20
9.06
10.1
11.2
J
cm4
9.46
10.7
11.9
13.1
14.8
16.5
18.1
19.6
21.6
23.5
25.8
27.9
11.2
12.7
14.2
15.6
17.7
19.7
21.6
23.5
25.9
28.2
30.9
33.5
13.2
14.9
16.6
18.3
20.7
23.1
25.4
27.6
30.5
33.2
36.5
39.6
17.8
20.1
22.4
24.7
28.1
31.3
34.5
37.5
41.5
45.3
49.9
54.2
22.9
26.0
29.0
32.0
36.3
40.6
44.7
48.8
54.0
59.1
65.1
70.9
W
cm3
3.32
3.75
4.18
4.59
5.20
5.78
6.35
6.89
7.59
8.25
9.04
9.78
3.73
4.22
4.70
5.17
5.85
6.52
7.16
7.78
8.58
9.34
10.2
11.1
4.15
4.70
5.23
5.76
6.53
7.28
8.00
8.70
9.60
10.5
11.5
12.5
5.07
5.75
6.41
7.06
8.02
8.95
9.85
10.7
11.9
13.0
14.3
15.5
6.02
6.83
7.62
8.40
9.55
10.7
11.8
12.8
14.2
15.5
17.1
18.6
i
cm
1.97
1.96
1.95
1.95
1.94
1.93
1.92
1.91
1.89
1.88
1.86
1.85
2.08
2.08
2.07
2.06
2.05
2.04
2.03
2.02
2.01
2.00
1.98
1.96
2.20
2.19
2.18
2.18
2.17
2.16
2.14
2.13
2.12
2.11
2.09
2.08
2.43
2.42
2.41
2.41
2.39
2.38
2.37
2.36
2.35
2.34
2.32
2.30
2.64
2.63
2.63
2.62
2.61
2.60
2.59
2.58
2.57
2.55
2.54
2.52
999736002 - 03/2012
D
mm
82.5
[31/4"]
88.9
[31/2"]
101.6
[4"]
108
[41/4"]
114.3
[41/2"]
121
[43/4"]
s
mm Inches
1.4 0.056
1.6 0.064
1.8 0.072
2
0.080
2.3 0.092
2.6 0.104
2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
1.4 0.056
1.6 0.064
1.8 0.072
2
0.080
2.3 0.092
2.6 0.104
2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
5.6 0.219
2
0.080
2.3 0.092
2.6 0.104
2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
5.6 0.219
6.3
1/4
2
0.080
2.3 0.092
2.6 0.104
2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
5.6 0.219
6.3
1/4
2
0.080
2.3 0.092
2.6 0.104
2.9 0.116
3.2 0.128
3.6 0.144
4
0.160
4.5 0.176
5
0.192
5.6 0.219
6.3
1/4
7.1 9/32
2.3 0.092
2.6 0.104
2.9 0.116
3.2 0.128
3.6 0.144
G
kg/m
2.82
3.22
3.61
4.00
4.58
5.16
5.74
6.31
7.06
7.80
8.63
9.56
3.04
3.47
3.89
4.32
4.95
5.57
6.20
6.81
7.63
8.43
9.33
10.3
11.5
4.95
5.67
6.39
7.11
7.82
8.76
9.70
10.7
11.9
13.2
14.9
5.27
6.04
6.81
7.57
8.33
9.33
10.3
11.4
12.7
14.1
15.8
5.58
6.40
7.21
8.03
8.83
9.90
11.0
12.1
13.5
15.0
16.8
18.8
6.73
7.59
8.45
9.30
10.4
d
mm
79.7
79.3
78.9
78.5
77.9
77.3
76.7
76.1
75.3
74.5
73.5
72.5
86.1
85.7
85.3
84.9
84.3
83.7
83.1
82.5
81.7
80.9
79.9
78.9
77.7
97.6
97
96.4
95.8
95.2
94.4
93.6
92.6
91.6
90.4
89
104
103.4
102.8
102.2
101.6
100.8
100
99
98
96.8
95.4
110
109.7
109.1
108.5
107.9
107.1
106.3
105.3
104.3
103.1
101.7
100.1
116.4
115.8
115.2
114.6
113.8
F
cm2
3.57
4.07
4.56
5.06
5.79
6.53
7.25
7.97
8.92
9.86
11.0
12.2
3.85
4.39
4.93
5.46
6.26
7.05
7.84
8.62
9.65
10.7
11.9
13.2
14.7
6.26
7.18
8.09
8.99
9.89
11.1
12.3
13.7
15.2
16.9
18.9
6.66
7.64
8.61
9.58
10.5
11.8
13.1
14.6
16.2
18.0
20.1
7.06
8.09
9.12
10.1
11.2
12.5
13.9
15.5
17.2
19.1
21.4
23.9
8.58
9.67
10.8
11.8
13.3
J
cm4
29.3
33.3
37.2
41.0
46.6
52.1
57.5
62.8
69.6
76.2
84.1
91.8
36.8
41.8
46.7
51.6
58.7
65.7
72.5
79.2
87.9
96.3
107
116
128
77.6
88.5
99.1
110
120
133
146
162
177
195
215
93.6
107
120
132
145
161
177
196
215
237
261
111
127
142
158
172
192
211
234
257
283
313
345
151
170
188
206
229
Formulae and tables
W
cm3
7.11
8.07
9.01
9.94
11.3
12.6
13.9
15.2
16.9
18.5
20.4
22.2
8.29
9.41
10.5
11.6
13.2
14.8
16.3
17.8
19.8
21.7
24.0
26.2
28.7
15.3
17.4
19.5
21.6
23.6
26.2
28.8
31.9
34.9
38.4
42.3
17.3
19.8
22.2
24.5
26.8
29.8
32.8
36.4
39.8
43.9
48.4
19.5
22.2
24.9
27.6
30.2
33.6
36.9
41.0
45.0
49.6
54.7
60.4
25.0
28.0
31.0
34.0
37.8
i
cm
2.87
2.86
2.85
2.85
2.84
2.83
2.82
2.81
2.79
2.78
2.76
2.75
3.09
3.09
3.08
3.07
3.06
3.05
3.04
3.03
3.02
3.00
2.99
2.97
2.95
3.52
3.51
3.50
3.49
3.48
3.47
3.45
3.44
3.42
3.40
3.38
3.75
3.74
3.73
3.72
3.71
3.69
3.68
3.66
3.65
3.63
3.60
3.97
3.96
3.95
3.94
3.93
3.92
3.90
3.89
3.87
3.85
3.82
3.80
4.20
4.19
4.18
4.17
4.15
999736002 - 03/2012
133
Formulae and tables
Squared timbers
Extract from 'Bautechnische Zahlentafeln'
(construction-engineering tables), 23rd edition
y
y
z
h
b
z
9736-270-01
Cross-sectional dimensions and structural-design
values to DIN 4070 T1 (1.58) and T2 (10.63)
b/h
cm / cm
6/6
6/8
6 / 10
6 / 12
6 / 14
6 / 16
6 / 18
6 / 20
6 / 22
6 / 24
6 / 26
7 / 12
7 / 14
7 / 16
7 / 18
7 / 20
7 / 22
7 / 24
7 / 26
8/8
8 / 10
8 / 12
8 / 14
8 / 16
8 / 18
8 / 20
8 / 22
8 / 24
8 / 26
9/9
9 / 10
9 / 16
9 / 18
9 / 20
9 / 22
9 / 24
9 / 26
10 / 10
10 / 12
10 / 14
10 / 16
10 / 18
10 / 20
10 / 22
10 / 24
10 / 26
12 / 12
A
cm2
36
48
60
72
84
96
108
120
132
144
156
84
98
112
126
140
154
168
182
64
80
96
112
128
144
160
176
192
208
81
90
144
162
180
198
216
234
100
120
140
160
180
200
220
240
260
144
G
Wy
Iy
N/m
cm3
cm4
21.6
36
108
28.8
64
256
36.0 100
500
43.2 144
864
50.4 196 1372
57.6 256 2048
64.8 324 2916
72.0 400 4000
79.2 484 5324
86.4 576 6912
93.6 676 8788
50.4 168 1008
58.8 229 1601
67.2 299 2389
75.6 378 3402
84.0 467 4667
92.4 565 6211
100.8 672 8064
109.2 789 10253
38.4
85
341
48.0 133
667
57.6 192 1152
67.2 261 1829
76.8 341 2731
86.4 432 3888
96.0 533 5333
105.6 645 7099
115.2 768 9216
124.8 901 11717
48.6 121
547
54.0 150
750
86.4 384 3072
97.2 486 4374
108.0 600 6000
118.8 726 7986
129.6 864 10368
140.4 1014 13182
60.0 167
833
72.0 240 1440
84.0 327 2287
96.0 427 3413
108.0 540 4860
120.0 667 6667
132.0 807 8873
144.0 960 11520
156.0 1127 14647
86.4 288 1728
134
Wz
cm3
36
48
60
72
84
96
108
120
132
144
156
98
114
131
147
163
180
196
212
85
107
128
149
171
192
213
235
256
277
121
135
216
243
270
297
324
351
167
200
233
267
300
333
367
400
433
288
Iz
cm4
108
144
180
216
252
288
324
360
396
432
468
343
400
457
515
572
629
686
743
341
427
512
597
683
768
853
939
1024
1109
547
608
972
1094
1215
1337
1458
1580
833
1000
1167
1333
1500
1667
1833
2000
2167
1728
iy
cm
1.73
2.31
2.89
3.46
4.04
4.62
5.20
5.77
6.35
6.93
7.51
3.46
4.04
4.62
5.20
5.77
6.35
6.93
7.51
2.31
2.89
3.46
4.04
4.62
5.20
5.77
6.35
6.92
7.51
2.60
2.89
4.62
5.20
5.77
6.35
6.93
7.51
2.89
3.46
4.04
4.62
5.20
5.77
6.35
6.93
7.51
3.46
iz
cm
1.73
1.73
1.73
1.73
1.73
1.73
1.73
1.73
1.73
1.73
1.73
2.02
2.02
2.02
2.02
2.02
2.02
2.02
2.02
2.31
2.31
2.31
2.31
2.31
2.31
2.31
2.31
2.31
2.31
2.60
2.60
2.60
2.60
2.60
2.60
2.60
2.60
2.89
2.89
2.89
2.89
2.89
2.89
2.89
2.89
2.89
3.46
b/h
cm / cm
12 / 14
12 / 16
12 / 18
12 / 20
12 / 22
12 / 24
12 / 26
14 / 14
14 / 16
14 / 18
14 / 20
14 / 22
14 / 24
14 / 26
14 / 28
16 / 16
16 / 18
16 / 20
16 / 22
16 / 24
16 / 26
16 / 28
16 / 30
18 / 18
18 / 20
18 / 22
18 / 24
18 / 26
18 / 28
18 / 30
20 / 20
20 / 22
20 / 24
20 / 26
20 / 28
20 / 30
22 / 22
22 / 24
22 / 26
22 / 28
22 / 30
24 / 24
24 / 26
24 / 28
24 / 30
26 / 26
26 / 28
26 / 30
28 / 28
28 / 30
30 / 30
A
cm2
168
192
216
240
264
288
312
196
224
252
280
308
336
364
392
256
288
320
352
384
416
448
480
324
360
396
432
468
504
540
400
440
480
520
560
600
484
528
572
616
660
576
624
672
720
676
728
780
784
840
900
G
N/m
100.8
115.2
129.6
144.0
158.4
172.8
187.2
117.6
134.4
151.2
168.0
184.8
201.6
218.4
235.2
153.6
172.8
192.0
211.2
230.4
249.6
268.8
288.0
194.4
216.0
237.6
259.2
280.8
302.4
324.0
240.0
264.0
288.0
312.0
336.0
360.0
290.4
316.8
343.2
369.6
396.0
345.6
374.4
403.2
432.0
405.6
436.8
468.0
470.4
504.0
540.0
Wy
cm3
392
512
648
800
968
1152
1352
457
597
756
933
1129
1344
1577
1829
683
864
1067
1291
1536
1803
2091
2400
972
1200
1452
1728
2028
2352
2700
1333
1613
1920
2253
2613
3000
1775
2112
2479
2875
3300
2304
2704
3136
3600
2929
3397
3900
3659
4200
4500
Iy
cm4
2744
4096
5832
8000
10648
13824
17576
3201
4779
6804
9333
12423
16128
20505
25611
5461
7776
10667
14197
18432
23435
29269
36000
8748
12000
15972
20736
26364
32928
40500
13333
17747
23040
29293
36587
45000
19521
25344
32223
40245
49500
27648
35152
43904
54000
38081
47563
58500
51221
63000
67500
Wz
cm3
336
384
432
480
528
576
624
457
523
588
653
719
784
849
915
683
768
853
939
1024
1109
1195
1280
972
1080
1188
1296
1404
1512
1620
1333
1467
1600
1733
1867
2000
1775
1936
2097
2259
2420
2304
2496
2688
2880
2929
3155
3380
3659
3920
4500
Iz
cm4
2016
2304
2592
2880
3168
3456
3744
3201
3659
4116
4573
5031
5488
5945
6403
5461
6144
6827
7509
8192
8875
9557
10240
8748
9720
10692
11664
12636
13608
14580
13333
14667
16000
17333
18667
20000
19521
21296
23071
24845
26620
27648
29952
32256
34560
38081
41011
43940
51221
54880
67500
iy
cm
4.04
4.62
5.20
5.77
6.35
6.93
7.51
4.04
4.62
5.20
5.77
6.35
6.93
7.51
8.08
4.62
5.20
5.77
6.35
6.93
7.51
8.08
8.66
5.20
5.77
6.35
6.93
7.51
8.08
8.66
5.77
6.35
6.93
7.51
8.08
8.66
6.35
6.93
7.51
8.08
8.66
6.93
7.51
8.08
8.66
7.51
8.08
8.66
8.08
8.66
8.66
iz
cm
3.46
3.46
3.46
3.46
3.46
3.46
3.46
4.04
4.04
4.04
4.04
4.04
4.04
4.04
4.04
4.62
4.62
4.62
4.62
4.62
4.62
4.62
4.62
5.20
5.20
5.20
5.20
5.20
5.20
5.20
5.77
5.77
5.77
5.77
5.77
5.77
6.35
6.35
6.35
6.35
6.35
6.93
6.93
6.93
6.93
7.51
7.51
7.51
8.08
8.08
8.66
999736002 - 03/2012
Formulae and tables
Material constants
Metal
Steel
Aluminium
Modulus of
elasticity E
kN/cm2
21000
7000
Shear mod- Coefficient of linear
ulus G
thermal expansion αt
kN/cm2
1/°C
8100
0.000012
2700
0.000023
Timber
Modulus of elasticity
PerpendicuParallel to lar to grain
E⊥
grain EII
kN/cm2
kN/cm2
(European) softwoods
1000
30
Oak and beech
1250
60
Glued laminated wood
(from European soft1100
30
woods)
Shear modulus
G
kN/cm2
50
100
50
Friction coefficients to EN 12812
Friction
coefficient
max.
min.
1.0
0.4
Combinations of construction materials
1 Timber/timber
Friction surface parallel
to grain
or perpendicular to grain
or
(Direction of
grain)
3
4
5
6
7
8
Timber/steel
Timber/concrete or timber/mortar bed
Steel/steel
Steel/concrete
Steel/mortar bed
Concrete/concrete
1.0
0.6
1.2
1.0
0.8
0.4
1.0
1.0
0.5
0.8
0.2
0.3
0.5
0.5
9736-226-01
2 Timber/timber
At least one friction surface perpendicular to
grain (end-grain)
999736002 - 03/2012
135
Formulae and tables
Buckling diagram for rectangular shaped tubes
Based on steel-grade S 235
200
z
B
A
180
C
y
y
D
160
z
140
Permitted compressive force Nb,R perm. [kN]
E
F
120
G
H
I
100
J
K
L
80
M
N
O
60
P
40
9736-187
20
0
0
100
200
300
400
500
600
700
800
Effective length LCr [cm] in the buckling plane under consideration
A Shaped tube 100x80x6mm / Nperm., y
B Shaped tube 100x80x6mm / Nperm., z
C Shaped tube 90x50x5mm / Nperm., y
D Shaped tube 90x50x5mm / Nperm., z
E Shaped tube 80x50x4mm / Nperm., y
F Shaped tube 80x50x4mm / Nperm., z
G Shaped tube 100x50x3mm / Nperm., y
H Shaped tube 100x50x3mm / Nperm., z
I
Shaped tube 80x50x3mm / Nperm., y
J Shaped tube 80x50x3mm / Nperm., z
K Shaped tube 80x40x3mm / Nperm., y
L Shaped tube 80x40x3mm / Nperm., z
M Shaped tube 60x40x3mm / Nperm., y
N Shaped tube 60x40x3mm / Nperm., z
O Shaped tube 80x40x2mm / Nperm., y
P Shaped tube 80x40x2mm / Nperm., z
136
999736002 - 03/2012
Formulae and tables
Buckling diagram for quadratic shaped tubes
200
B
A
200
300
180
C
160
D
140
120
E
F
100
G
80
H
I
J
60
K
40
9736-189
20
0
0
100
400
500
600
700
800
A Shaped tube 100x100x5mm / Nperm.
B Shaped tube 80x80x6mm / Nperm.
C Shaped tube 80x80x4mm / Nperm.
D Shaped tube 60x60x5mm / Nperm.
E Shaped tube 60x60x4mm / Nperm.
F Shaped tube 50x50x5mm / Nperm.
G Shaped tube 50x50x4mm / Nperm.
H Shaped tube 50x50x3mm / Nperm.
I
Shaped tube 70x70x2mm / Nperm.
J Shaped tube 60x60x2mm / Nperm.
K Shaped tube 50x50x2mm / Nperm.
999736002 - 03/2012
137
Formulae and tables
Buckling diagram for steel sections
400
G
H
F
C
E
B
A
D
350
300
250
200
150
100
z
y
50
y
9736-188
z
0
0
100
200
300
400
500
600
700
800
A HEB 160 / Nperm., y
B HEB 140 / Nperm., y
C HEB 120 / Nperm., y
D HEB 100 / Nperm., y
E HEB 160 / Nperm., z
F HEB 140 / Nperm., z
G HEB 120 / Nperm., z
H HEB 100 / Nperm., z
138
999736002 - 03/2012
Formulae and tables
Buckling diagram for U-sections
200
D
H
G
F
E
C
B
A
180
160
140
120
100
80
60
z
40
y
y
20
9736-190
z
0
0
100
200
300
400
500
600
700
800
A U 160 / Nperm., y
B U 140 / Nperm., y
C U 120 / Nperm., y
D U 100 / Nperm., y
E U 160 / Nperm., z
F U 140 / Nperm., z
G U 120 / Nperm., z
H U 100 / Nperm., z
999736002 - 03/2012
139
Formulae and tables
Buckling diagram for tubes
200
A
180
160
140
120
B
100
80
C
60
D
E
40
F
9736-191
20
0
0
100
200
300
400
500
600
700
800
A Tube 108x5mm / Nperm.
B Tube 60.3x4.5mm / Nperm.
C Tube 48.3x3.2mm / Nperm.
D Tube 48.3x2.9mm / Nperm.
E Tube 42.4x2.6mm / Nperm.
F Tube 33.7x2mm / Nperm.
140
999736002 - 03/2012
Formulae and tables
Platform decking and edge protection
Permitted support centres (in m) for scaffold planking units
consisting of timber planks or boards
Scaffold
Category
Width of board or
plank [cm]
20
24 and 28
20
24 and 28
20, 24, 28
20, 24, 28
1, 2, 3
4
5
6
Thickness of board or plank
3.00 3.50 4.00 4.50 5.00
1.25 1.50 1.75 2.25 2.50
1.25 1.75 2.25 2.50 2.75
1.25 1.50 1.75 2.25 2.50
1.25 1.75 2.00 2.25 2.50
1.25 1.25 1.50 1.75 2.00
1.00 1.25 1.25 1.50 1.75
Extract from DIN 4420-3:2006-01
Widest permitted support centres of wooden platform boards and planks used as planking components in
fall-barrier safety scaffolding
Plank width
cm
20
24
28
Drop
height
m
1.00
1.50
2.00
2.50
3.00
1.00
1.50
2.00
2.50
3.00
1.00
1.50
2.00
2.50
3.00
Widest permitted support centres
m
for double-placed planks or boards with a thickness of for single-placed planks or boards with a thickness of
3.5 cm
4.0 cm
4.5 cm
5.0 cm
3.5 cm
4.0 cm
4.5 cm
5.0 cm
1.5
1.8
2.1
2.6
1.1
1.2
1.4
1.3
1.6
1.9
2.2
1.0
1.1
1.3
1.2
1.5
1.7
2.0
1.0
1.2
1.2
1.4
1.6
1.8
1.0
1.1
1.1
1.3
1.5
1.7
1.2
1.7
2.1
2.5
2.7
1.0
1.2
1.4
1.6
1.5
1.8
2.2
2.5
1.1
1.2
1.4
1.4
1.6
2.0
2.2
1.0
1.2
1.3
1.3
1.5
1.9
2.1
1.0
1.1
1.2
1.2
1.4
1.8
1.9
1.0
1.2
1.9
1.9
2.7
2.7
1.1
1.3
1.5
1.7
1.7
2.0
2.5
2.7
1.0
1.2
1.4
1.6
1.5
1.8
2.2
2.5
1.0
1.1
1.3
1.4
1.4
1.7
2.0
2.3
1.0
1.2
1.4
1.3
1.6
2.0
2.1
1.0
1.1
1.3
Extract from DIN 4420-1:2004-03
999736002 - 03/2012
141
Formulae and tables
Spans and cantilevering projections
of edge-protection components to
EN 13374 and EN 12811
The maximum span and cantilever of edge-protection
components is stipulated in European Standards
EN 13374 and EN 12811.
EN 13374 deals with temporary edge-protection systems such as the:
● Edge protection system XP
● Handrail clamp S
● Handrail clamp T
● Handrail post 1.10m
EN 12811 deals with temporary works equipment for
structures, working platforms etc. such as the:
● Platform system Xsafe plus
● Bracket platform M
● Folding platform K
The requirements made regarding edge protection
(railing spars, intermediate spars, guard-rail boards,
scaffolding tubes) are similar in both Standards.
The tables show the maximum spans and cantilevering
projections of the railing spars (valid for both Standards).
☞
Important note:
A fundamental distinction is made between the
span and the influence width.
● The span is the distance between the handrail-post uprights (posts), and is specified in
the table.
● The permitted influence width of a handrailpost upright is stated in the structural-design
section of the documentation and can only
be determined by calculation.
The distance between the handrail-post
uprights is roughly the same as the influence
width when
● they are evenly spaced and
● the guard-rail boards are either continuous
or are jointed at the handrail posts.
142
Max. spans of edge-protection components
Edge-protection component
Guard-rail board 2.5/12.5
cm
Guard-rail board 2.4/15 cm
Guard-rail board 3/15 cm
Railing plank 5/20 cm
≤ 0.6
kN/m2
Dynamic pressure qp (ze)
≤ 1.1
≤ 1.3
≤ 1.7
kN/m2
kN/m2
kN/m2
1.8 m
1.8 m
1.8 m
1.8 m
1.9 m
2.7 m
3.6 m
2.9 m
3.9 m
4.9 m
5.0 m
1.9 m
2.7 m
3.6 m
2.9 m
3.9 m
4.9 m
5.0 m
1.9 m
2.7 m
3.6 m
2.8 m
3.7 m
4.7 m
5.0 m
1.9 m
2.5 m
3.3 m
2.5 m
3.3 m
4.1 m
5.0 m
Max. cantilevers of edge-protection components
Edge-protection component
Guard-rail board 2.5/12.5
cm
Guard-rail board 2.4/15 cm
Railing plank 5/20 cm
b
≤ 0.6
kN/m2
0.3 m
0.5 m
0.8 m
1.4 m
1.0 m
1.6 m
1.9 m
1.3 m
a
e
Dynamic pressure qp (ze)
≤ 1.1
≤ 1.3
≤ 1.7
kN/m2
kN/m2
kN/m2
a
e
b
e
TR820-200-01
a ... span
b ... cantilever
e... influence width
☞
Important note:
Minimum timber quality: C24 to EN 338
999736002 - 03/2012
Formulae and tables
Nailed joins
Minimum spacing of nails, to
DIN 1052: 2004-08
Minimum spacing of nails in sheet-steel/timber
joins-3), -4), 6)
a1
Minimum spacing of nails in timber/timber joins as
per Table 103)
Terms used
in Fig. 14-2
a1
Beneath one another in
direction of grain
a2
Beneath one another ⊥ to the
direction of grain
a1,t
From loaded
end-grain
a1,c
From unloaded
end-grain
a2,t
From loaded edge
a2,c
From unloaded edge
Not pre-drilled
ϱk ≤ 420 kg/m3) 2)
d < 5 mm: (5+5·cos α)·d
d ≥ 5 mm: (5+7·cos α)·d
1)
5·d
d < 5 mm: (7+5·cos α)·d
d ≥ 5 mm: (10+5·cos α)·d
d < 5 mm: 7·d
d ≥ 5 mm: 10·d
d < 5 mm: (5+2·sin α)·d
d ≥ 5 mm: (5+5·sin α)·d
5·d
Minimum spacing of nails in plywood/timber
joins3-5)
a1
a2
a2,t
a2,c
a2
grain-direction of face veneers 0.85 of the values given in
the table for timber/timber
Beneath one another ⊥ to the
joins
grain-direction of face veneers
5)
From loaded edge of sheet
4·d
From unloaded edge of sheet5)
3·d
Reduction down to 0.5 of the
direction of grain, ≥ 5·d
values given in the table for
Beneath one another ⊥ to the non-pre-drilled nails in timber/timber joins, if an adjoindirection of grain
ing area of 0.5·a1·a2 is maintained for each nail, with the
a1, a2 values for non-predrilled nails in timber/timber
joins
The symbols listed below have the following meanings:
α Angle between direction of force and direction of grain of timber
d Nail diameter in mm, see footnote to Table 14-12
ϱk Characteristic value of gross density in kg/m3 as per Section 1.1
2) When determining the minimum spacing of nails on glued laminated wood, assume ϱk ≤ 420 kg/m3
Timber and wood-based materials and gypsum materials in accordance with Section 1.1, to DIN 1052: 2004-08, 7, or with General
Building-Inspectorate Approval
3)
For joins between derived timber products and timber, and between
steel sheet and timber, the minimum spacing for timber/timber joins
shall apply, unless otherwise stipulated in this part of the Table.
4)
5)
Except where the nail-spacing in timber is applicable
Spacing of nails from edge of metal sheet to be determined analogously in accordance with DIN 18 800-1
6)
7)
On gypsum plasterboard, a2,t ≥ 10·d
Minimum spacing of nails in other derived-timberproduct/timber joins-5)
Beneath one another in, and
Values given in table for timperpendicular to, direction of
ber/timber joins
a1, a2 sheet
Gypsum plasterboard (only a1)
20·d
From loaded edge of sheet 5) 7)
a2,t OSB sheets, resin-bonded
7·d
chipboard and fibreboard
5)
From unloaded edge of sheet
OSB sheets, resin-bonded
3·d
a2,c chipboard and hardboard
HB.HLA2
Gypsum plasterboard
7·d
999736002 - 03/2012
143
Formulae and tables
Characteristic load ratings Rk of
nails in softwood timber/timber joins
for each shear plane and nail when
loaded in shear
to DIN 1052: 2004-08, 12.5.2, calculated in accordance
with Tables 14-12 to 14-14
Solid softwood C24 (S 10)
Glued laminated wood GL24c
(BS 11)
Other softwood strength grades
Nominal diameter
Minimum
dxl
penetration
(length)
depth 2-4)
Steel tensile strength
fu,k = 600 N/mm2
Gross density pk = 350 kg/m3
See footnotes 11-14
Not pre-drilled
Min. timber
Characteristhickness if
tic load
distances
rating11), 12)
from edges:
a2,t(c)<10·d
treq
treq
Rk or Rperm.
in mm
in mm
in mm
in N
Smooth-shank nails with circular cross-section to DIN EN 102301: 2000-01)
2.0x30/x40/x45
18
28
320
2.2x30/x40/x50
20
31
375
2.4x30/x40/x50
22
34
430
2.7x40/x50/x60
24
38
525
3.0x50/x60/x70/x80
27
42
625
3.3x60/x70/x80/x90
31
48
765
3.8x70/x80/x90/x100
34
53
920
4.2x90/x100/x110
38
59
1090
144
999736002 - 03/2012
Formulae and tables
Systems of measuring units
SI base units
Unit
Physical quantity
Name
metre
kilogram
second
ampere
kelvin
mole
candela
Length
Mass
Time
Electric current strength
Temperature1)
Amount of substance
Luminous intensity
1)
Symbol
m
kg
s
A
K
mol
cd
In the iron and steel industry, the Celsius temperature scale continues to be used.
Comparison of the principal SI units with the previous measurement units
Quantity
Previous names (approved until
31.12.1977, except for magnetic
units)
Unit symbol
New unit in SI system
Unit symbol
Force
kilopond
kp
newton
N
Mechanical tension
(strength)
kilopond per square millimetre
kp/mm2
newton per square
millimetre
N/mm2
kilopond per square centimetre
kp/cm2
atmosphere
at
pascal or
Pa
millimetres of water column
mm WC
millimetre of mercury
Torr
newton per square
millimetre
N/mm2
joule
J
1J =1
kg · m 2
s2
joule
J
1J =1
kg · m 2
s2
Compression
Energy, work, quantity of heat
calorie
cal
kilopond metre
kpm
Notch impact
strength
kilopond metre per square centimetre
kpm/cm2
Relationship to base units of SI
system
1N = 1
1
kg · m
s2
N
kg · m
=1 2
mm 2
s · 10 -6m 2
1 Pa = 1
1
kg · m
s2 · m2
N
kg · m
=1 2
mm 2
s · 10 -6m 2
Force
SI unit: newton
kp
J/cm
N
kp
1
10.2
0.102
J/cm
9.81 · 10-2
1
0.01
N
9.81
100
1
The exact conversion factor is: 1 kp = 9.80665 N
Mechanical tension (strength)
SI unit: newton per square millimetre
kp/mm2
kp/cm2
N/mm2
kp/mm2
1
0.01
0.102
kp/cm2
100
1
10.2
N/mm2
9.81
9.81 · 10-2
1
Prefixes and their symbols
Name of prefix
Prefixed symbol
deca
hecto
kilo
mega
giga
tera
deci
centi
milli
micro
nano
pico
da
h
k
M
G
T
d
c
m
μ
n
p
Decimal
power
101
102
103
106
109
1012
10-1
10-2
10-3
10-6
10-9
10-12
The prefix is placed immediately before the name of the unit, without
a separator, and the prefixed symbol is prepended to the unit symbol
without a separator.
999736002 - 03/2012
145
Formulae and tables
Conversion tables
Metric to Imperial (British and US) units
Length
1 cm
= 0.3937
1 cm
= 0.0328
1m
= 1.0936
Area
1 cm2
= 0.155
= 10.76386
1 m2
1 m2
= 1.195985
Volume
= 0.061023
1 cm3
1 m3
= 35.3156
1 m3
= 1.3079
Moment of inertia
1 cm4
= 0.024
Flexural stiffness
= 0.0348
1 kNm2
1 Ncm2
= 0.0348
1 kNm2
= 2.4197
Mass
1g
= 0.03527
1 kg
= 2.205
Force
1N
= 0.2248
1 kN
= 0.2248
Moment
1 Nm
= 8.85
1 Nm
= 0.74
1 kNm
= 0.737562
Linear load
1 kN/m
= 0.06852
Pressure & tension
1 N/mm2 = 145.14
1 kN/m2 = 20.88
1 N/mm2 = 0.145037
1 kN/m2 = 0.02088
Density
= 0.00636
1 N/m3
1 kN/m3 = 6.36
1 kN/m3 = 0.00636
Speed
1 km/h
= 0.911327
1 km/h
= 54.681
1 km/h
= 0.621388
in.
ft.
yd.
inch
foot
yard
sq.in.
sq.ft.
sq.yd.
square inch
square foot
square yard
cu.in.
cu.ft.
cu.yd.
cubic inch
cubic foot
cubic yard
in.4
kip-in.2
lbf-in.2
kip-ft.2
oz.
lbs
ounce
pound-mass
lbf
kip
pound weight
kilo-pound
in-lb
ft-lb
kip-ft
inch-pound
foot-pound
kilo-pound-ft.
kip/ft
kilo-pound/ft.
psi
psf
ksi
ksf
lb/sq.in.
lb/sq.ft.
kilo-lb/sq.in.
kilo-lb/sq.ft.
pcf
pcf
kcf
pound/cu.ft.
pound/cu.ft.
kilo-pound/cu.ft.
ft./sec.
ft./min
mile/h
foot/sec.
foot/min.
mile/hour
146
Imperial (British and US) to metric units
Lengths
1 in.
inch
1 ft.
foot
1 yd.
yard
Area
1 sq.in.
square inch
1 sq.ft.
square foot
1 sq.yd.
square yard
Volume
1 cu.in.
cubic inch
1 cu.ft.
cubic foot
1 cu.yd.
cubic yard
Moment of inertia
1 in.4
Flexural stiffness
1 kip-in.2
1 lfb-in.2
1 kip-ft.2
Mass
1 oz.
ounce
1 lb
pound-mass
Force
1 lbf
pound weight
1 kip
kilo-pound
Moment
1 in-lb
inch-pound
1 ft-lb
foot-pound
1 kip-ft
kilo-pound-ft.
Linear load
1 kip/ft
kilo-pound/ft.
Pressure & tension
1 psi
lb/sq.in.
1 psf
lb/sq.ft.
1 ksi
kilo-lb/sq.in.
1 ksf
kilo-lb/sq.ft.
Density
1 pcf
pound/cu.ft.
1 pcf
pound/cu.ft.
1 kcf
kilo-pound/cu.ft.
Speed
1 ft./sec.
foot/sec.
1 ft./min
foot/min.
1 mile/h
mile/hour
=
=
=
2.54
30.48
0.9144
cm
cm
m
= 12 inches
= 3 feet
=
=
=
6.4516
0.0929
0.8361
cm2
m2
m2
= 144 sq.in.
= 9 sq.ft.
=
=
=
16.387
0.02832
0.76456
cm3
m3
m3
= 1728 cu.in.
= 27 cu.ft.
=
41.66
cm4
=
=
=
28.735
28.735
0.41
kNcm2
Ncm2
kNm2
=
=
28.3495
0.45359
g
kg
=
=
4.44822
4.44822
N
kN
=
=
=
0.113
1.35
1.35582
Nm
Nm
kNm
=
14.5942
kN/m
= 0.00689 N/mm2
= 0.04788 kN/m2
= 6.894757 N/mm2
=
47.88
kN/m2
= 157.0866 N/m3
= 0.1570866 kN/m3
= 157.0866 kN/m3
=
=
=
1.0973
0.0183
1.6093
km/h
km/h
km/h
999736002 - 03/2012
Formulae and tables
999736002 - 03/2012
147
Correct formwork design saves materials and time
In all formwork tasks, it is extremely important to ensure that the formwork is correctly designed.
The Doka branch in your region has information and literature on all Doka formwork systems.
Why not give us a call?
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Singapore
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999736002 - 03/2012

Doka formwork engineering

Transcription

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