12/2002 NK
Doka Calculation Guide
Regulations, standards and tables Design loadings Design values for Doka system parts Calculation information Wall formwork
N] Druck [k Last a. Zug le ia x . a x zul. ma L L e . g lb n a lä h gs 27,8 Auszu min. L 40,0 24,3 L [m] ,0 0 4 38,2 21,7 40,0 40 6,0 - 7,4 ,6 5 3 19,0 40,0 7,1 - 8,5 ,7 1 3 ,1 6 1 40,0 8,4 - 9,8 27,8 ,1 13,4 40,0 9,7 - 11 ,2 4,1 2 12,2 2 1 ,2 34 10,8 21,5 9,5 3,3 27,1 ,5 11,9 - 1 ,6 17 4 1 ,8 0 2 ,2 3 1 5,9 14,5 - 1
Calculation information Floor formwork Tables
The Formwork Experts
© by Doka Industrie GmbH A-3300 Amstetten Reprinting and reproduction of this Calculation Aids documentation - even in part - is not permissible without the express permission of Messrs. Doka Industrie GmbH. DIN Standards are reproduced with the permission of DIN Deutsches Institut für Normung e.V. Where reference is made to a DIN Standard, the most recently issued edition of the respective Standard, as available from Beuth Verlag GmbH, Burggrafenstrasse 6, D-10787 Berlin 30, shall be applicable. We reserve the right to effect modifications in the interests of technical progress.
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The Formwork Experts
Regulations, Standards and Tables General remarks
Page
5
Page Page
7 9
Design Loadings Vertical and horizontal loads Pressure of fresh concrete on vertical formwork
Design values for Doka system parts Formwork sheathing Timber beams Steel components
Page 11 Page 15 Page 19
Calculation information: Wall formwork Large-area formwork: Timber formwork beam Doka H 20 Steel walings Column formwork Supporting construction frames Struts Panel stabilisers Form ties Climbing formwork Folding platforms Shaft platforms
Page Page Page Page Page Page Page Page Page Page
22 24 26 28 30 32 33 34 36 38
Calculation information: Floor formwork Beam-forming supports Dokaflex 20 Tableforms d2 Tower frames d2 Supporting scaffold Aluxo Supporting scaffold Staxo
Page Page Page Page Page Page
39 41 42 43 44 46
Tables Profile tables Characteristic material values Frequently used formulae
Page 49 Page 62 Page 66
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General remarks Regulations and Standards DIN 1052
- Structural use of timber / Ouvrages en bois
DIN 1055
- Design loads for buildings / Charges théoriques pour bâtiments
DIN 4420
- Service and working scaffolds / Echafaudages de service
DIN 4421
- Falsework / Echafaudages d'étaiment
DIN 4424
- Telescopic steel props / Montants télescopiques en acier avec un dispositif d'extension
DIN 18.202
- Tolerances in building / Tolerances dimensionelles dans la construction immobilière
DIN 18.215
- Timber form boards for concrete and reinforced concrete structures, standard dimension 0.50 m
1.50 m, thickness = 21 mm / Panneaux de coffrage en bois, pour ouvrage en béton et en béton armé, dimensions standard: 0,50 m 1,50 m, epaisseur 21 mm
DIN 18.216
- Formwork ties / Tirants de coffrage
DIN 18.217
- Concrete surfaces and formwork surface / Surface de béton et film de coffrage
DIN 18.218
- Pressure of fresh concrete on vertical formwork / Pression de béton fraichement malaxé sur des coffrages verticaux
DIN 18.800
- Structural steelwork / Construction métalliques
DIN 68791
- Large area shuttering panels of core plywood for concrete and reinforced concrete / Panneaux de coffrage à grande surface en contreplaqué latté ou lamellé pour béton et béton armé
Accident prevention regulations of "Bauberufsgenossenschaft" employee safety organisation.
Tables The Doka Calculation Aids contain the principal data needed for using Doka formwork systems. Please see our brochures for detailed information and "how-to-use" instructions. For help with special applicational problems, please see the following reference works: Bautabellen (Construction Tables), Sträußler/Krapfenbauer Publishers: Verlag Jugend und Volk Stahl im Hochbau (Steel in building construction), Verein Deutscher Eisenhüttenleute Publishers: Verlag Stahleisen, Düsseldorf Stahlbauprofile (Structural steel sections) Verein Deutscher Eisenhüttenleute Publishers: Verlag Stahleisen, Düsseldorf Bautechnische Zahlentafeln (Numerical tables for construction engineering), Wendehorst/Muth Publishers: B.G. Teubner, Stuttgart Holzbau Taschenbuch (Timber construction pocket book), Halász/Scheer Publishers: Verlag Wilhelm Ernst & Sohn, Berlin
The Formwork Experts
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Vertical and horizontal loads Vertical loads Constant loads Self-weight of formwork according to DIN 1055 Part 1 - Design loadings for buildings. For weights of individual parts of the DOKA system, see DOKA brochures.
Effective loads (payloads) a) For supporting scaffolds: DIN 4421 postulates a payload of 20 % of the self-weight of the fresh concrete on an area of 3.0 x 3.0 m (although not less than 1.5 kN/m² and not more than 5 kN/m²), and of 0.75 kN/m² for remaining areas. b) For work and safety scaffoldings: As per DIN 4420 Part 1
Concrete loads (As per DIN 1055 Page 1- Design loadings for buildings) Reinforced concrete Addition for fresh concrete
25 kN/m³ 1 kN/m³ 26 kN/m³
Horizontal loads Pressure of fresh concrete Pressure of fresh concrete on vertical formwork - DIN 18.218
V 100 For supporting scaffolds, 1/100 of the vertical loads should be assumed for the base of the formwork.
Wind loads Wind loads as per DIN 1055, Part 4 Wind speed 0 to 8 m above ground 8 to 20 m above ground 20 to 100 m above ground over 100 m above ground
28.3 m/s 35.8 m/s 42.0 m/s 45.6 m/s
102 km/h 129 km/h 151 km/h 164 km/h
Dynamic pressure q
Wind pressure w for wall formwork (Cf = 1.3)
0.5 kN/m² 0.8 kN/m² 1.1 kN/m² 1.3 kN/m²
0.65 kN/m² 1.04 kN/m² 1.43 kN/m² 1.69 kN/m²
To obtain the wind pressure w, multiply the dynamic pressure q by the force coefficient cf (as a rule, this will be cf = 1.3 for wall formwork).
Horizontal loads such as tension loads from cables, thrust loads etc.
Lateral forces on balustrades Horizontal single load P = 0.3 kN in the most unfavourable position as defined by DIN 4420, Part 1 The Formwork Experts
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Pressure of fresh concrete on vertical formwork DIN 18 218 September 1980
140
1.0
Prerequisites: 130 5
Weight of fresh concrete 25 kN/m³ Setting of concrete 5 h Tight formwork Compaction with internal vibrator Fresh concrete temperature +15°C
120 110
+
17
·vb
17
1.1
100 4 90
14
80 70
ow Fl
K3
K2
2
1
0
Fresh concrete pressure p [kN/m²]
Hydrostatic pressure height h [m]
60
1
18
1.2
vb 0·
+1
9
1.3
1.4
50
K1
5 · vb
+ 21
40 30
Compaction according to walz
3
e et r nc co
·vb
+
Columns 20 Walls 10 0 0 0.5 1.0 1.5 2.0 Speed of placing vb [m/h]
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
Consistency ranges of fresh concrete to DIN 1045, Edition 1972 and DIN 18218 Consistency ranges Meaning Symbol stiff
8
K1
Slump a [cm] -
to DIN 1045, Edition1980 Compaction v
Consistency ranges Meaning Symbol
1.45 to 1.26
stiff
KS
Slump a [cm] -
Compaction v ≥1.20
plastic
K2
≤40
1.25 to 1.11
plastic
KP
35 to 41
1.19 to 1.08
soft
K3
41 to 50
1.10 to 1.04
soft
KR
42 to 48
1.07 to 1.02
flowing
KF
49 to 60
-
The Formwork Experts
Pressure of fresh concrete on vertical formwork DIN 18 218 September 1980
Fresh concrete temperature 5 °C without retarding admix
140
140
130
130
120
120
110
110
o Fl
60
w
co
r
K2
50
K1
40 30
Columns
20
Walls
10 0 0
co ow
70 60
K1
50 40 30 Columns
20
Walls
10 0 0
0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7
0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7
Speed of placing vb [m/h]
Speed of placing vb [m/h]
Fresh concrete temperature 15 °C with setting retarded by 5 h
Fresh concrete temperature 5 °C with setting retarded by 5 h
140
140
130
130
K3
120
120
80 70 60
K1
50 40 30
Columns
20
Walls
10 0 0
Flo
Fresh concrete pressure p [kN/m²]
Fl
K2
K2
w
co
90
ow
90
co
100
nc
100
nc
re
te
re
110
110
K2
Fl
nc
80
K3
70
90
e et
te
80
Fresh concrete pressure p [kN/m²]
Fresh concrete pressure p [kN/m²]
90
nc
K3
re
100
100
Fresh concrete pressure p [kN/m²]
K3 te
Fresh concrete temperature 15 °C without retarding admix
80 70
K1
60 50 40 30 Columns
20
Walls
10 0
0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7
Speed of placing vb [m/h]
0
0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7
Speed of placing vb [m/h]
All other prerequisites as per DIN 18218: Weight of fresh concrete 25 kN/m³ Tight formwork Compaction with internal vibrator
The Formwork Experts
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The Formwork Experts
Deflection diagram Doka-3-SOPanels 21 and 27 mm Doka three-ply formwork sheets 3-SO Doka three-ply formwork sheets G Doka three-ply board texture formwork sheets Dokadur-3S panels
²
4.0 N /m
p [kN/m²]
L
L
L
L
15
L
20 .0
L
.0 k
3.5
Deflection [mm]
m
a
m xp
td
M 7. 5
40 .0
30 .0
1.5
50 .0
EJ = 9.0 kNm²/m (15 % moisture content) 60 .0
2.0
21 mm
10 0.0 80 .0
2.5
10 .0
3.0
5.0
1.0 2.5
l/500
0.5
20
30
40
50
60
70
80
Support spacing I [cm]
4.0 p [kN/m²]
3.5 L
L
L
²
L
/m
L
kN
L
Deflection [mm]
1.5
50 .0
60 .0
80 .0
m
ax
20
pm
td
M
15 .0
40 .0
EJ = 15.4 kNm²/m (15 % moisture content) 10 0.0
2.0
30 .0
27 mm 2.5
.0
3.0
.0 10
7.5
1.0
5.0
l/500
2.5
0.5
20
30
40
50
60
70
80
Support spacing I [cm]
The direction of grain in surface veneers lies at right angles to the supports.
The Formwork Experts
11
1.0
L
²
L
7.5
5.0
N/m 10.
L
20.0
40.0
L
60.0
12 mm 80.0
EJ = 1.1 kNm²/m (15 % moisture content) 100 .0
1.2
L
50.0
L
1.6
0k
p [kN/m²]
1.8
1.4
30.0
2.0
15.0
Deflection diagram Finnish birch plywood
l/500
5 2.
Deflection [mm]
0.8 0.6 0.4 m
a
m xp
td
M
0.2 10
15
20
25
30
35
40
45
50
Support spacing I [cm]
1.0
² N/m .0 k 10
15. 0
L
20. 0
L
60. 0
L
EJ = 2.0 kNm²/m (15 % moisture content)
7.5
15 mm
30. 0
1.2
L
80.0
1.4
L
L
100 .0
1.6
50.0
p [kN/m²]
1.8
40.0
2.0
l/500 0 5,
Deflection [mm]
0.8 0.6 0.4 ma
x.
t pm
d.
2.5
M
0.2 10
15
20
25
30
35
40
Support spacing I [cm]
The direction of grain in surface veneers is of no importance.
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The Formwork Experts
45
50
Deflection diagram Finnish birch plywood 5.0
0k 10.
50.0 0
80. 0
60.
EJ = 3.1 kNm²/m (15 % moisture content)
20. 0
L
7.5
N/m
²
15.0
m .p
L
18 mm
5 2.
100 .0
2.0 1.5 Deflection [mm]
L
ax
L
m
L
40.0
L
2.5
td
30.0
p [kN/m²]
3.5 3.0
. M
4.0
l/500
1.0 0.5
20
30
40
50
60
70
80
Support spacing I [cm]
Dokaplex formwork sheets, 21 mm Dokadur-Plex panels, 21
2.5
L
EJ = 4.7 kNm²/m (15 % moisture content)
l/500
Deflection [mm]
1.5 1.0
7.5
N /m
²
15.0
100 .0
2.0
60. 0
21 mm
5.0
L
.0 k
L
10
L
80.0
3.0
L
50.0
L
20. 0
40.0
p [kN/m²]
3.5
30.0
4.0
x ma
.p
m
td.
2.5
M
0,5
20
30
40
50
60
70
80
Support spacing I [cm] The direction of grain in surface veneers is of no importance.
The Formwork Experts
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14
The Formwork Experts
Doka timber formwork beams H 20
H 30
H 36
6.5
8.0
5.4
5.4
4.0
3.5
16.0
20.0
30.5
36.0
H 16
9.7
9.7
Dimensions in cm
Design values
H 16
H 20
H 30
H 36
max. permitted Q
8.5
11.0
15.0
17.0
kN
max. permitted M
2.7
5.0
13.5
17.0
kNm
ExJ
250
450
1250
1850
kNm²
max. support spacing
3.20
4.00
6.00
6.00
m
The Formwork Experts
15
9
0k 4.5 0
5.0 0
L
7.5 0
0 1.0
m
5
ax
.p
4
m
Deflection [mm]
0 l/50
15 .00 td .Q 10 .00
H16
6
3
0 0.5
2 1
1. 50
8 7
2.0 0
10
4.0 0
p [kN/m]
3.5
11
N/m 3.0 0
12
2.5 0
Deflection diagram Doka timber formwork beams
ma
td. M x. pm
0
0.25
1.0
1.5
2.0
2.5
3.0
10 .0
H20
ax
.
td
2.5
3.0
2.0
/m kN
1.5
.
M
0 1.
Q
15 .0
m
pm
. td m .p ax
0.5 l/500
1.0
1.5
Support spacing l [m]
16
4.0 3.5
5.0 7.5
L
20 .0
11 10 9 8 7 6 5 4 3 2 1
p [kN/m]
m
Deflection [mm]
16 15 14 13 12
4.5
Support spacing l [m]
The Formwork Experts
2.0
2.5
3.0
3.5
4.0
Deflection diagram Doka timber formwork beams
7.5
10. 0
H30
m
m
40. 0
15
.
r pe
20. 0 15. 0
30 .0
20
ax
3.0
M
25
2.0
L
kN/
erm
5.0
x. p ma
30
Deflection [mm]
m
Q
p [kN/m]
35
4.0
40
0 1.
10 5 l/500
0
1.0
2.0
3.0
4.0
5.0
6.0
4.0
m .p ax m
3.0
m
15. 0
10. 0
H36
ax
.p
25
15
2. 0
20. 0
40. 0 30 .0
20
Deflection [mm]
td
7.5
L
.M
m
30
5.0
p [kN/m]
35
kN/
td
40
. Q m
support spacing I [m]
10
1.0
5 l/500
0
1.0
2.0
3.0
4.0
5.0
6.0
Support spacing I [m]
The Formwork Experts
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18
The Formwork Experts
Doka steel components
Steel walings Material grade St-37
G [kg/m]
F [cm²]
Wx [cm³]
lx [cm4]
WS10 Top 50
22.0
27.0
82.4
412
WU12 Top 50
27.0
34.0
121.4
728
WU14 Top 50
33.0
40.8
172.8
1210
WU16 Top 50
37.6
48.0
232.0
1850
Connection parts Material grade St-37
G [kg]
F [cm²]
Wx [cm³]
lx [cm4]
Splice plate Top 50
9.30
14.4
21.6
97
Splice plate Top 50 Z
9.00
14.4
21.6
97
13.00
14.4
21.6
97
14.1
28.7
129
Adj. waling extension 1.40 m Top 50 Universal support Top 50
11.10 per m
Formwork connector FF20/50
6.30
14.4
21.6
97
Adj. waling extension FF20/50
9.80
14.4
21.6
97
Anchoring plate FF20/50
6.60
14.4
21.6
97
Framax Universal waling 0.90 m
10.00
14.6
32.2
180
Framax Universal waling 1.50 m
17.00
14.6
32.2
180
Frami Universal waling 0.70 m
3.65
6.2
6.8
17
Frami Universal waling 1.25 m
6.35
6.2
6.8
17
The Formwork Experts
19
Deflection diagram Steel waling WS10 and WU12
L
ax
.
M
kN
40 .0
10 .0
m
td
15
30 .0
6
pm
.0
p [kN/m]
7
/m
20 .0
8
5
WS10
4 50 .0
7.5
Deflection [mm]
3 5.0
2 2.5
1
1.00
1.25
1.75
1.50
2.00
2.25
2.50
Support spacing I [m]
30 .0
8 p [kN/m]
5
kN 10 0. 0
3 Deflection [mm]
.0 15
75 .0
WU12
4 ma
m x.p
td.
M
0 10.
7.5
2 5.0
1 2.5
1.00
1.25
Support spacing I [m]
20
.0
50 .0
L
20
6
/m
40 .0
7
The Formwork Experts
1.50
1.75
2.00
2.25
2.50
Deflection diagram Steel waling WU14 and WU16
50 .0
6
m
a
p x.
td
/m
M
.0
m
20
p [kN/m]
7
kN
40 .0
30 .0
8
L
5
.0 15
WU14
4 3 Deflection [mm]
.0 10
.0 75
7.5
2 5.0
1
2.5
1.50
1.75
2.00
2.25
2.50
3.00
2.75
Support spacing I [m]
/m
8 kN
6
WU16
10 0. 0
5
75 .0
L
30 .0
40
.0
50 .0
p [kN/m]
7
ma
4
x.p
d mt
.0 20
M
.0 15
Deflection [mm]
3
.0 10 7.5
2
5.0
1
2.5
1.50
1.75
2.00
2.25
2.50
2.75
3.00
Support spacing I [m]
The Formwork Experts
21
Large area formwork: Timber formwork beam Doka H20 Max. permissible fresh concrete pressure for timber formwork beams Doka H 20
Formwork height 2.50 m
hs 120
245
250
B
40
A
Fresh concrete pressure [kN/m²]
30
40
50
60
70
Beam spacing [cm]
63
48
42
41
0
Max. span deflection [mm]
0.43 0.43 0.35 0.29
0
Max. cantilever-arm deflection [mm]
0.15
0
0
0.06
0
Waling load B [kN/m]
28
29
29
28
0
Waling load A [kN/m]
29
39
46
50
0
Fresh concrete pressure [kN/m²]
30
40
50
60
70
Beam spacing [cm]
47
35
29
26
26
Pb
Formwork height 3.00 m
hs
Max. span deflection [mm]
160
300
290
B
0
0
0
0
0
Waling load B [kN/m]
35
38
40
39
39
Waling load A [kN/m]
37
50
60
69
73
Fresh concrete pressure [kN/m²]
30
40
50
60
70
Beam spacing [cm]
56
44
36
31
27
Max. cantilever-arm deflection [mm] 45
A
1.54 1.56 1.45 1.28 1.17
Pb
Formwork height 3.60 m
360
120
hs
C
Max. span deflection [mm]
B 120
Max. cantilever-arm deflection [mm]
45
A
Pb
22
The Formwork Experts
0.31 0.26 0.29 0.32 0.29 0
0.10 0.06 0.05 0.09
Waling load C [kN/m]
21
21
21
20
20
Waling load B [kN/m]
39
50
57
61
62
Waling load A [kN/m]
31
41
52
62
72
Large area formwork: Timber formwork beam Doka H20 Max. permissible fresh concrete pressure for timber formwork beams Doka H 20 Formwork height 4.00 m
B 125
400
390
125
hs
C
45
A
Fresh concrete pressure [kN/m²]
30
40
50
60
70
Beam spacing [cm]
52
39
33
28
26
Max. span deflection [mm]
0.41 0.42 0.36 0.32 0.37
Max. cantilever-arm deflection [mm]
0.32 0.08 0.05 0.05 0.11
Waling load C [kN/m]
30
32
32
31
31
Waling load B [kN/m]
41
55
66
74
77
Waling load A [kN/m]
31
41
52
63
74
Fresh concrete pressure [kN/m²]
30
40
50
60
70
Beam spacing [cm]
60
44
35
29
25
Pb
120
hs
D
120
490
500
C
120
B
45
A
Formwork height 5.00 m
Max. span deflection [mm]
0.26 0.26 0.26 0.25 0.25
Max. cantilever-arm deflection [mm]
0.85 0.45 0.38 0.38 0.35
Waling load D [kN/m]
29
30
30
29
29
Waling load C [kN/m]
36
48
57
62
64
Waling load B [kN/m]
37
49
62
75
87
Waling load A [kN/m]
31
41
52
62
72
Fresh concrete pressure [kN/m²]
30
40
50
60
70
Beam spacing [cm]
44
33
27
22
19
Pb
hs
D
155
Formwork height 6.00 m
155
Max. span deflection [mm]
0
0
0
0
0
Waling load D [kN/m]
32
34
35
35
34
Waling load C [kN/m]
48
65
79
89
95
Waling load B [kN/m]
48
64
80
97
114
Waling load A [kN/m]
34
45
56
67
78
Max. cantilever-arm deflection [mm]
150
B
A
0.71 0.73 0.64 0.62 0.61
45
590
600
C
Pb
The Formwork Experts
23
Large area formwork: Doka steel walings Top 50 Max. permissible waling load per m for normal steel walings WS 10 Top 50 and WU 12 Top 50; respective anchor forces.
Max. permissible waling load
Anchor force
Max. permissible waling load
Anchor force
WS10 Top 50 WU12 Top50
kN/m
kN
kN/m
kN
577
216
850
319
369
185
544
272
295
184
435
272
205
154
302
227
96
84
141
123
84
84
123
123
76
86
112
126
Standard element 0.75 m* 35
20
20
Standard element 1.00 m* 25.0
50.0
25.0
Standard element 1.25 m 25.0
75.0
25.0
Standard element 1.50 m 30.0
90.0
30.0
Standard element 1.75 m 30.0
115.0
30.0
Standard element 2.00 m 52.5
95.0
52.5
Standard element 2.25 m 55.0
115.0
55.0
* Normally only used as compensating element, with one tie
24
The Formwork Experts
Large area formwork: Doka steel walings Top 50 Max. permissible waling load per m for normal steel walings WS 10 Top 50 and WU 12 Top 50; respective anchor forces.
Anchor force
Max. permissible waling load
Anchor force
WU 12 Top 50
Max. permissible waling load
WS 10 Top 50
kN/m
kN
kN/m
kN
76
95
112
140
76
86
112
127
76
87
112
128
76
90
112
133
76
87
112
128
76
88
112
129
76
97
112
143
76
93
112
127
75
102
110
150
Standard element 2.50 m 140.0
55.0
55.0
Standard element 2.75 m 55.0
82.5
82.5
55.0
Standard element 3.00 m 55.0
95.0
95.0
55.0
Standard element 3.50 m 55.0
120.0
120.0
55.0
Standard element 4.00 m 55.0
100.0
90.0
100.0
55.0
Standard element 4.50 m 55.0
112.0
116.0
112.0
55.0
Standard element 5.00 m 55.0
132.5
125.0
132.5
55.0
Standard element 5.50 m 55.0
105.0
115.0
115.0
55.0
105.0
Standard element 6.00 m 55.0
115.0
130.0
130.0
115.0
55.0
The Formwork Experts
25
Column formwork with steel walings WS10 Top 50 Waling spacing for various dimensions of columns Column dimension [cm] Number of H 20's per side
20/20
30/30
40/40
50/50
60/60
70/70
2
2
3
4
4
5
Height of column [m]
3.0
B A
165 40
165 40
165 40
165 40
165 40
165 40
4.0
C B A
170 140 40
170 140 40
170 140 40
170 140 40
170 140 40
170 140 40
5.0
D C B A
150 130 130 40
150 130 130 40
150 130 130 40
150 130 130 40
150 130 130 40
150 130 130 40
6.0
E D C B A
130 130 130 130 40
130 130 130 130 40
130 130 130 130 40
130 130 130 130 40
7.0
E D C B A
180 150 140 140 40
180 150 140 140 40
180 150 140 140 40
180 150 140 140 40
8.0
F E D C B A
150 140 140 140 140 40
150 140 140 140 140 40
150 140 140 140 140 40
150 140 140 140 140 40
9.0
G F E D C B A
140 140 140 140 140 130 40
140 140 140 140 140 130 40
140 140 140 140 140 130 40
140 140 140 140 140 130 40
10.0
G F E D C B A
195 155 140 140 140 140 40
195 155 140 140 140 140 40
195 155 140 140 140 140 40
195 155 140 140 140 140 40
E D A
B
C
Column height
F
G
Steel waling WS 10 Top 50 Corner connecting plate 90/50
Waling spacing [cm]
The design dimensions for rectangular columns are those for the longer side. Max. fresh-concrete pressure 90 kN/m²
26
The Formwork Experts
Column formwork with steel walings WU12 Top50 Waling spacing for various dimensions of columns Column dimension [cm] Number of H 20's per side
80/80
90/90
100/100
110/110
120/120
5
5
5
6
6
Height of column[m]
3.0
C B A
165 40
165 40
135 95 30
135 95 30
135 95 30
4.0
D C B A
170 140 40
170 140 40
135 95 95 30
135 95 95 30
135 95 95 30
5.0
E D C B A
170 130 110 40
170 130 110 40
135 100 95 95 30
135 100 95 95 30
135 100 95 95 30
6.0
F E D C B A
150 120 120 120 40
150 120 120 120 40
135 100 95 95 95 30
135 100 95 95 95 30
135 100 95 95 95 30
7.0
G F E D C B A
140 120 120 120 120 40
140 120 120 120 120 40
135 105 95 95 95 95 30
135 105 95 95 95 95 30
135 105 95 95 95 95 30
8.0
H G F E D C B A
170 120 105 105 105 105 40
170 120 105 105 105 105 40
170 120 105 105 105 105 40
135 110 95 95 95 95 95 30
135 110 95 95 95 95 95 30
9.0
I H G F E D C B A
165 120 105 105 105 105 105 40
165 120 105 105 105 105 105 40
165 120 105 105 105 105 105 40
155 110 95 95 95 95 95 95 30
155 110 95 95 95 95 95 95 30
10.0
K I H G F E D C B A
170 140 120 120 120 120 120 40
160 120 105 105 105 105 105 105 40
145 110 95 95 95 95 95 95 95 30
145 110 95 95 95 95 95 95 95 30
G F E A B
C
D
Column height
H
I
K
Steel waling WU 12 Top 50 Corner connecting plate 90/50
The design dimensions for rectangular columns are those for the longer side. Max. fresh-concrete pressure 90 kN/m²
Waling spacing [cm]
170 140 120 120 120 120 120 40
The Formwork Experts
27
Supporting construction frame Variable: Calculation Formwork height up to 3.25 m Influence width e = 0.90 m
Influence width e = 1.00 m
Influence width e = 1.25 m
Influence width e = 1.35 m
Pouring Anchor Shoring height H force Z force V [m] [kN] [kN]
Anchor Shoring force Z force V [kN] [kN]
Anchor Shoring force Z force V [kN] [kN]
Anchor Shoring force Z force V [kN] [kN]
Waling WU 14 for supporting constr. frame
H
Max. permissible formwork pressure 40 kN/m²
Z
87 99 112 125
31 40 51 62
2.50 2.75 3.00 3.25
95 111 127 143
32 42 54 67
V
96 110 124 139
34 45 56 69
120 138 156 173
43 56 70 86
130 149 168 187
47 60 76 93
Max. permissible formwork pressure 50 kN/m²
©
©
2.50 2.75 3.00 3.25
106 124 141 159
36 47 60 75
133 155 177 199
45 59 75 94
143 167 191
48 64 81
Formwork height up to 4.00 m Influence width e = 0.90 m
Influence width e = 1.00 m
Influence width e = 1.25 m
Influence width e = 1.35 m
Pouring Anchor Shoring height H force Z force V [m] [kN] [kN]
Anchor Shoring force Z force V [kN] [kN]
Anchor Shoring force Z force V [kN] [kN]
Anchor Shoring force Z force V [kN] [kN]
Waling WU 14
H
for supporting constr. frame
Max. permissible formwork pressure 40 kN/m²
Z
125 137 150 163
62 75 89 105
3.25 3.50 3.75 4.00
143 159 175 191
67 82 99 117
V
©
©
3.25 3.50 3.75 4.00
139 153 167 181
69 83 99 116
173 191
86 104
187
93
Max. permissible formwork pressure 50 kN/m² 159 177 194 212
75 91 110 130
199
94
215
101
Anchor walings must be used that are of suitable size for the anchoring forces encountered. The bearing capacity of the foundation / floor slab must also be checked.
28
The Formwork Experts
Supporting construction frame Universal F: Calculation Formwork height up to 4.50 m Influence width e = 0.90 m
Influence width e = 1.00 m
Influence width e = 1.25 m
Influence width e = 1.35 m
Pouring Anchor Spindle height H force Z force V [m] [kN] [kN]
Anchor Spindle force Z force V [kN] [kN]
Anchor Spindle force Z force V [kN] [kN]
Anchor Spindle force Z force V [kN] [kN]
H
Max. permissible formwork pressure 40 kN/m² 3.00 3.50 4.00 4.50
112 137 163 188
49 73 102 135
3.00 3.50 4.00 4.50
127 159 191 223
53 80 114 153
V
©
55 81 113 150
156 191 226 262
68 101 141 188
168 206 244 283
74 110 153 203
Max. permissible formwork pressure 50 kN/m²
©
Z
124 153 181 209
141 177 212 247
59 89 126 170
177 221 265 309
73 111 158 213
191 239 286 334
79 120 170 230
Formwork height up to 6.00 m Influence width e = 0.90 m
Influence width e = 1.00 m
Influence width e = 1.25 m
Influence width e = 1.35 m
Pouring Anchor Spindle height H force Z force V [m] [kN] [kN]
Anchor Spindle force Z force V [kN] [kN]
Anchor Spindle force Z force V [kN] [kN]
Anchor Spindle force Z force V [kN] [kN]
H
Max. permissible formwork pressure 40 kN/m² 4.50 5.00 5.50 6.00
188 214 239 265
94 121 151 185
4.50 5.00 5.50 6.00
223 255 286 318
107 139 175 215
V
105 135 168 206
262 297 332 368
131 168 210 257
283 321 359 397
142 182 227 278
Max. permissible formwork pressure 50 kN/m²
©
©Z
209 238 266 294
247 283 318 354
119 154 194 239
309 354 398 442
148 193 243 299
334 382 430
160 208 262
Formwork height up to 8.00 m Influence width e = 0.90 m
Influence width e = 1.00 m
Influence width e = 1.25 m
Influence width e = 1.35 m
Pouring Anchor Spindle height H force Z force V [m] [kN] [kN]
Anchor Spindle force Z force V [kN] [kN]
Anchor Spindle force Z force V [kN] [kN]
Anchor Spindle force Z force V [kN] [kN]
H
Max. permissible formwork pressure 40 kN/m²
V
©
©
Z
6.00 6.50 7.00 7.50 8.00
265 290 316 341 367
131 157 186 216 250
6.00 6.50 7.00 7.50 8.00
318 350 382 414 445
152 184 218 255 296
294 322 351 379 407
145 174 206 241 278
368 403 438 474
182 218 258 301
397 435 473
196 235 278
Max. permissible formwork pressure 50 kN/m² 354 389 424 460 495
169 204 242 284 329
442 486
211 255
477
228
Anchor walings must be used that are of suitable size for the anchoring forces encountered. The bearing capacity of the foundation / floor slab must also be checked. The Formwork Experts
29
Universal struts - Top 50
Universal strut
Universal strut
Bracing Bracing
Min. angle between universal strut and steel waling = 30 °
70 60 50 40 30 20 10 0
Univ. strut T5/5 - Top 50
Z ]
0
0.5
1.0
1.5
2.0
2.5
Permitted load [kN]
Max. permitted load [kN]
Univ. strut T5/3 - Top 50
Length of strut [m]
70 60 50 40 30 20 10 0
Z ]
0
0.5
1.0
1.5
2.0
Length of strut [m]
Permitted load [kN]
Univ. strut T8/4 - Top 50 70 60 50 40 30 20 10 0
] ^ Z ]
0
1.0
2.0
3.0
Length of strut [m]
30
The Formwork Experts
4.0
5.0 5.4
[ *
With no bracing on the strut* With bracing on the strut With bracing on the strut + 2 % longitudinal bridge slope With bracing on the strut + 4 % longitudinal bridge slope Ensure that the frame sections are adequately braced!
2.5
Spindle struts - Top 50
Spindle strut
Spindle strut Bracing
Bracing
Min. angle between strut and steel waling = 30 °
Spindle struts T6, T7, T10 70
T7 150/200 cm T7 200/250 cm
Spindle strut T6 100/150 cm
T10
Spindle strut T7 150/200 cm
T7
50
25
10
0/
15
0c
m
Spindle strut T7 200/250 cm Spindle strut T7 250/300 cm
cm
30
5 35 5/ 30 T7 m 0c 30
T6
40
0/
20
Spindle strut T7 305/355 cm
10 0 3.0 1.0 2.0 Length of strut [m]
4.0
5.0
Permitted load [kN]
Spindle strut T8/4-Top 50 70 60 50 40 30 20 10 0
Z ]
0
1.0
2.0
3.0
4.0
5.0 5.4
Spindle strut T5/3-Top 50 Permitted load [kN]
Permitted load [kN]
60
Spindle not unscrewed = min. length Spindle unscrewed 18 cm = max. length
0
0.5
1.0
1.5
2.0
2.5
Length of strut [m]
Length of strut [m] Z ]
70 60 50 40 30 20 10 0
Z ]
Spindle not unscrewed = min. length Spindle unscrewed 12 cm = max. length
The Formwork Experts
31
Panel stabilisers Panel strut 340 Loadability data L [m] 2.00 2.20 2.40 2.60 2.80 3.00 3.20 3.40
Pressure 22.0 21.0 17.5 14.5 12.5 11.0 9.5 8.0
Tension
max. 330.0
Permissible load [kN] L
Length extended
15 112,0
Panel strut 540 Permissible load [kN] Pressure Tension 30.0 30.0 30.0 25.5 21.5 19.0 16.5 30 15.0 13.5 12.0 11.0 10.0 9.5
L
Length extended L [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
max. 505.0
Loadability data
210.0
Loadability data
Nailed-on sway bracing made of 3/15 cm planks Unit spacing 'a' ≤ 100 cm
Permissible load [kN]
L [m] 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00
Pressure 40 40 39 38 37 36 33 30 27 25 23
Tension
30
Adjustable plumbing strut Loadability data
32
min. L
halb. L
6.0 - 7.4 7.1 - 8.5 8.4 - 9.8 9.7 - 11.1 10.8 - 12.2 11.9 - 13.3 13.2 - 14.6 14.5 - 15.9
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
The Formwork Experts
max. L
27.8 24.3 21.7 19.0 16.1 13.4 12.2 9.5
Univ. stabilising strut foot
Spindle element
Intermediate piece 3.70 m
Perm. axial pressure load [kN]
L [m]
Timber formwork beam H 20
Tension
L
Length extended
L
Length extended
a
Univ. stabilising strut head
Top view of sway bracing
Univ. stabilising strut
40
Intermediate piece 2.40 m
Spindle element
Doka form-ties Elongation of the form-tie as a percentage of the loaded length of rod
Tie
rod
200
d2
26.
5
250
20
.0
d1
Ti
e
ro
d
150
100
∆L =
Tie load [kN]
Ti
e
r
od
15
.0
50
L⋅Z 21 ⋅ A
∆L ... Tie-rod elongation [mm]
0
0.05
0.10
0.15
0.20
0.25
0.30
L ...
Length of tie-rod [m]
Z ...
Tie load [kN]
A ...
Cross-sectional area [cm²]
0.35
Elongation of loaded length of rod [%]
Max. permissible service loads on tie rods 15.0
20.0
26.5*
Diameter d1
15.0
20.0
26.5
mm
Diameter d2
17.0
22.5
30.0
mm
Cross-sectional area
1.77
3.14
5.50
cm²
120
220
350
kN
Max. permissible loadability with 1.6 safety factor against breaking load * Only in DOKA sales range for Germany
Safety instruction: Never weld or heat tie rods - risk of fracture! Do not bend tie rods or load them perpendicular to the rod axis! The Formwork Experts
33
Doka climbing formwork F For wind speeds of up to 130 km/h as per DIN 1055 for heights of up to 20 m above general ground level. Without wind-load support 6.0
With wind-load support
5.5
5.0 Normal position 4.5
Formwork height [m]
4.0
Guy-bracing
3.5
3.0
2.5
2.0 0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
Influence width per bracket [m]
For wind speeds of up to 150 km/h as per DIN 1055 for heights of up to 100 m above general ground level Without wind-load support 6.0
With wind-load support
5.5
For short-term work phases not in the normal position, calculatory safety is given for wind speeds of up to 100 km/h.
4.5
4.0
Formwork height [m]
The above calculation diagrams are valid for climbing formwork which conforms completely to Doka's technical directions and documentation.
5.0
3.5
3.0
2.5
2.0 0
0.5
1.0
1.5
2.0
2.5
Influence width per bracket [m]
34
The Formwork Experts
3.0
3.5
4.0
Doka climbing formwork MF Working loads:
3.0 kN/m²
In both positions I Formwork up against concrete I Formwork retracted ³ full wind load as per DIN 1055 part 4 is permissible - structure heights of up to 100 m: 1.1 kN/m² - structure heights of over 100 m: 1.3 kN/m²
³ ³ ³ ³ ³ ³ ³ ³ ³
1.5 kN/m²
Wind loads:
Working loads:
³ ³ ³ ³ ³ ³ ³ ³ ³
1.5 kN/m²
3.0 kN/m²
3.0 kN/m²
Vertical load per bracket: 50 kN A separate check must be made on the way the forces occurring are introduced into the concrete.
0.75 kN/m²
This diagram refers to the climbing bracket MF used with both pressure strut MF long and pressure strut MF short (it does not refer to the adjustable variant, or to when the formwork is used with automatic climbers). 6
5 Formwork height [m]
0.75 kN/m²
4
3
2
1
0 0
1 2 3 Influence width per bracket [m]
4
Structure heights of over 100 m Structure heights of up to 100 m
The Formwork Experts
35
36
The Formwork Experts
14 kN
Fold. platfms A, B & K
Bow head K-ES
Folding platform K +
14 kN
Horizontal load
Folding platform ES
Column 2 Formwork supported on floor
18 kN
24 kN
Vertical load
If adjustable plumbing struts are set up on the folding platform, they may only be positioned in the bracket axis and fixed into the clamping points provided, using a tie rod 15.0/20 cm or tie rod 15.0 .
Loads at the suspension point:
The adjustable plumbing strut must be set up in every bracket axis and fixed into the clamping points provided, using a tie rod 15.0/20 cm or tie rod 15.0.
Column 1 Formwork supported on folding platform
36 kN
20 kN
Horizontal load Vertical load
Loads at the suspension point:
May only be fixed with tie-rod 15.0/20 cm. Use of pre-stressed steel tie-rods is prohibited!
The adjustable plumbing strut must be set up in every bracket axis and fixed into the clamping lpoints.
Column 3 Formwork on folding platform with guy-braced formwork and bracket
Folding platforms
The Formwork Experts
37
Bow head K-ES
Folding platform K+
Folding platform ES
Folding platform B
Folding platform A Folding platform K
Suspension only permitted in top position
Suspension only permitted in top position
*
Wind speed max. 45 km/h
Wind speed max. 55 km/h* Suspension only permitted in top position
Max. formwork height 5.50 m
Planking bridge max. 1.0 m
Wind speed max. 45 km/h
Wind speed max. 55 km/h*
Wind speed max. 45 km/h
Wind speed max. 55 km/h*
Max. formwork height 4.00 m
Planking bridge max. 0.75 m
without inclusion of suspended folding platform
Suspension only permitted in top position
Max. formwork height 5.50 m
Planking bridge max. 1.0 m
Max. formwork height 3.75 m
Planking bridging only with extra bracket. Anchoring and guy-bracing as above.
Permitted for folding platforms A manuf. from 1994 on. (Characteristic: Only 1 clamping point for adjustable plumbing strut)
above a wind speed of 55 km/h, the accident prevention regulations also stipulate restrictions in crane utilisation.
Formwork up to 4.00 m high
Formwork up to 3.00 m high
Planking bridge max. 0.75 m
without inclusion of suspended folding platform
Formwork up to 4.00 m high
Formwork up to 3.00 m high
Planking bridge max. 1.0 m
Inclusion of suspended folding platform or Inclusion of suspended folding platform or suspended platform (scaffold cat.2) possible suspended platform (scaffold cat.2) possible
Suspension only permitted in top position
Formwork up to 4.00 m high
Formwork up to 3.00 m high
Planking bridge max. 1.0 m
Inclusion of suspended folding platform or Inclusion of suspended folding platform or Inclusion of suspended folding platform or suspended platform (scaffold cat.2) possible suspended platform (scaffold cat.2) possible suspended platform (scaffold cat.2) possible
Suspension only permitted in top position
For higher wind speeds (as indicated below) and when work is finished for the day or interrupted for long periods, the measures described in Columns 2 or 3 must be taken.
Scaffold category 2 to DIN 4420 (live load per unit area on folding platform and pouring platform 150 kg/m²)
Scaffold category 2 to DIN 4420 (live load per unit area on folding platform and pouring platform 150 kg/m²)
Scaffold category 2 to DIN 4420
(live load per unit area on folding platform and pouring platform 150 kg/m²)
Shaft platforms Structural design diagram for telescopic shaft-platform beams with gravity pawls or main beam heads 40
][ 10 0
30
][ 1 20 ][
20
14 0
Load q [kN/m]
][ 1
60
10
1)
1,0 Length I [m] 1) 2) 3) 4) 5)
2)
2,0
3)
4)
3,0
5)
4,0
5,0
6,0
Telescopic shaft-platform beam 1.45 - 1.65 m Telescopic shaft-platform beam 1.65 - 2.00 m Telescopic shaft-platform beam 2.00 - 2.70 m Telescopic shaft-platform beam 2.70 - 3.80 m Telescopic shaft-platform beam 3.80 - 5.90 m
Suspension with pawl
Max. capacity per lifting point: Permissible vertical tensile force 2000 kg (20 kN)
Suspension with main beam head
Telescopic shaft-platform beam
effective loading+permanent load Width of influence x of the beam m² platform area I = effective span of telescopic shaft-platform beam (clear shaft dimension)
q=
Legend: Effective loading:
Formwork load (0.7 kN/m²) + effective loading divided over the whole platform area (at least 2.0 kN/m²). If reinforcement is to be stored on the platform an exact loading calculation will be necessary.
Permanent load:
Consists of boarding (0.3 kN/m² for 50 mm thick), transverse timbers (6.0 kN/m³) and estimated main beam section. ][ 100 = 0.22 kN/m, ][ 120 = 0.27 kN/m, ][ 140 = 0.33 kN/m, ][ 160 = 0.38 kN/m
Width of influence:
Proportion of the whole width of the platform to the main beam. Except for exceptional circumstances where more than two main beams are used this width is always b/2.
Note:
The reaction is limited by the pawl mounting / universal climbing cone 15.0 plus cone screw B 7 cm to A = 40 kN.
38
The Formwork Experts
Doka beam forming supports Table: Floor beam without floor
1.55 (2.9)1) 1.30
1.15
40
1.50 (2.2)1) 1.20
0.95
45
1.40 (1.8)1) 1.00
0.80
50
1.35
0.83
0.70
55
1.30
0.75
0.60
60
1.05
0.63
0.50
65
0.90
0.50
70
0.75
0.40
75
0.63
80
0.50
85
0.43
90
0.36
1) The values given in brackets apply where sufficiently stiff side formworks are used. Other heights and spacings are possible where form-ties are incorporated. (Must be designed on case-by-case basis).
H
H
35
Perimeter floor beam
Floor perimeter
H
1.65 (4.0)1) 1.35 (1.7)1) 1.30
H
30
Floor beam with floor d
Max. spacing of Height H of beam-forming supports side formwork Without Floor Floor floor d=20 cm d=30 cm [cm] [m] [m] [m]
The height (H) of the side formwork is decisive for the structural design. For perimeter floor beams, it is the height of the outside that is decisive. Always position beam forming supports opposite one another. For floor perimeters, suitably long end transverse beams must be used. The spacings given in the table are maximum distances that must not be exceeded.
With longitudinal timber formwork beams H 20, or squared timbers
With vertical side beams H 20
The Formwork Experts
39
Dokaflex 20 The max. permitted spacing of the longitudinal beams depends upon the desired floor thickness and the preselected spacing of the transverse beams - as well as upon the formwork sheathing. The max. permitted spacing of the floor props is then determined by the spacing of the longitudinal beams and the floor thickness.
Spacing of transverse beams Max. spacing of transverse beams [m] with different types of sheathing Floor thickness Dokaplex 21 mm 3-SO 21 mm 3-SO 27 mm up to 18 cm up to 40 cm up to 50 cm
0.75 m 0.67 m 0.50 m
0.750 m 0.670 m 0.625 m
0.75 m 0.75 m 0.67 m
Timber formwork beam Doka H 16 P Max. permitted spacing of longitudinal beams [m]
Max. permitted spacing of floor props [m]
Total For a transverse-beam spacing [m] of: load [kN/m²] 0.40 0.50 0.625 0.667 0.75
1.00
1.25
1.50
1.75
2.00
2.25
2.50
3.00
3.50
10
4.40
3.20
2.98
2.77
2.71
2.56
2.22
1.98
1.81
1.67
1.57
1.48
1.40
1.34
1.28
12
4.92
3.04
2.82
2.62
2.56
2.42
1.10
1.87
1.71
1.58
1.48
1.40
1.33
1.26
1.15
14
5.44
2.90
2.69
2.50
2.44
2.30
1.99
1.78
1.63
1.51
1.41
1.33
1.25
1.14
1.04
16
5.96
2.78
2.58
2.40
2.33
2.20
1.90
1.70
1.55
1.44
1.35
1.27
1.14
1.04
0.95
18
6.48
2.68
2.49
2.31
2.24
2.11
1.83
1.63
1.49
1.38
1.29
1.17
1.05
0.95
20
7.00
2.59
2.41
2.22
2.15
2.03
1.76
1.57
1.43
1.33
1.21
1.08
0.97
0.88
22
7.52
2.52
2.34
2.14
2.08
1.96
1.69
1.52
1.38
1.28
1.13
1.00
0.90
0.82
24
8.04
2.45
2.27
2.07
2.01
1.89
1.64
1.47
1.34
1.21
1.06
0.94
0.85
26
8.56
2.39
2.22
2.01
1.95
1.83
1.59
1.42
1.30
1.13
0.99
0.88
0.79
28
9.08
2.33
2.16
1.95
1.89
1.78
1.54
1.38
1.25
1.07
0.94
0.83
0.75
30
9.66
2.28
2.11
1.89
1.83
1.73
1.50
1.34
1.17
1.01
0.88
0.78
0.70
35
11.22
2.17
1.96
1.76
1.70
1.60
1.39
1.21
1.01
0.87
0.76
0.67
40
12.78
2.06
1.84
1.64
1.59
1.50
1.30
1.06
0.89
0.76
0.67
0.59
45
14.34
1.94
1.74
1.55
1.50
1.42
1.19
0.95
0.79
0.68
0.59
50
15.90
1.84
1.65
1.47
1.43
1.35
1.07
0.86
0.71
0.61
0.53
Floor thickness [cm]
For a pre-selected longitudinal-beam spacing [m] of:
Timber formwork beam Doka H 20 Max. permitted spacing of longitudinal beams [m] Floorthickness
Total load
[cm]
[kN/m²]
For a transverse-beam spacing [m] of: 0.50 0.625 0.667 0.75
Max. permitted spacing of floor props [m] For a pre-selected longitudinal-beam spacing [m] of: 1.00
1.25 2.67
1.50
1.75
2.00
2.25
2.50
2.75
3.00
3.50
10
4.40
3.63
3.37
3.29
3.17
2.88
2.46
2.28
2.13
2.01
1.82
1.65
1.52
1.30
12
4.92
3.43
3.19
3.12
3.00
2.72
2.53
2.33
2.16
2.02
1.81
1.63
1.48
1.36
1.16
14
5.44
3.27
3.04
2.97
2.86
2.60
2.41
2.21
2.05
1.84
1.63
1.47
1.34
1.23
1.05
16
5.96
3.14
2.92
2.85
2.74
2.49
2.31
2.12
1.92
1.68
1.49
1.34
1.22
1.12
0.96
18
6.48
3.03
2.81
2.75
2.65
2.40
2.22
2.03
1.76
1.54
1.37
1.23
1.12
1.03
0.88
20
7.00
2.93
2.72
2.66
2.56
2.32
2.14
1.90
1.63
1.43
1.27
1.14
1.04
0.95
22
7.52
2.84
2.64
2.58
2.48
2.26
2.06
1.77
1.52
1.33
1.18
1.06
0.97
0.89
24
8.04
2.76
2.57
2.51
2.42
2.19
1.99
1.66
1.42
1.24
1.11
1.00
0.90
0.83
26
8.56
2.70
2.50
2.45
2.35
2.14
1.87
1.56
1.34
1.17
1.04
0.93
0.85
28
9.08
2.63
2.44
2.39
2.30
2.09
1.76
1.47
1.26
1.10
0.98
0.88
0.80
30
9.66
2.57
2.39
2.34
2.25
2.03
1.66
1.38
1.18
1.04
0.92
0.83
0.75
35
11.22
2.45
2.27
2.23
2.14
1.78
1.43
1.19
1.02
0.89
0.79
0.71
40
12.78
2.35
2.18
2.13
2.04
1.56
1.25
1.04
0.89
0.78
0.70
0.63
45
14.34
2.26
2.10
2.04
1.93
1.39
1.12
0.93
0.80
0.70
0.62
0.56
50
15.90
2.18
2.01
1.94
1.83
1.26
1.01
0.84
0.72
0.63
0.56
These tables allow for a live load of 20% of the self-weight of the fresh concrete, but not less than 1.5 kN/m² (150 kp/m²). The mid-span deflection has been limited to l/500. 40
The Formwork Experts
5.5 5.4 5.3 5.2 5.1 5.0 4.9 4.8 4.7 4.6 4.5 4.4 4.3 4.2 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 1.4 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1
N260
N300
Extension range
from 1.72 m to 3.00 m
Extension range
36.5
von 1.52 m bis 2.60 m
36.5
kN 36.5
kN 36.5
N410
from 2.30 m to 4.10 m
Extension range
36.5
Floor props N and G
N350
from 1.97 m to 3.50 m
Extension range
36.5
kN 32.5 34.2 35.9 36.5
kN 23.2 24.7 26.3 27.7 29.4 31.0 32.5 34.2 35.9 36.5
experiments at the Technical University of Vienna
Permitted loadability as determined by
Height l of prop in m
G410
from 2.30 m to 4.10 m
Extension range
50.0
kN 44.9 47.9 50.0
kN
G550
from 3.05 m to 5.50 m
Extension range
50.0
28.7 31.3 33.8 36.1 38.4 40.3 42.2 44.0 45.7 47.2 48.6 49.8 50.0
5.5 5.4 5.3 5.2 5.1 5.0 4.9 4.8 4.7 4.6 4.5 4.4 4.3 4.2 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 1.4 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1
Eco 20 Eurex 20 300
Eco 20 Eurex 20 260
Eco 20 Eurex 20 350
from 1.97 m to 3.50 m
Extension range
20.0
kN 20.0
Eco 20 Eurex 20 410
from 2.27 m to 4.10 m
Extension range
20.0
kN 20.0
Floor props Eco 20 Floor props Eurex 20
Extension range from 1.72 m to 3.00 m
Extension range
20.0
kN 20.0
from 1.52 m to 2.60 m
20.0
kN 20.0
Category D
to Draft EN 1065,
Permitted loadability of Eurex 20 props
to Ö-Norm B 4009
Permitted loadability of Eco 20 props
Height l of prop in m
Eurex 20 550
from 2.97 m to 5.50 m
Extension range
20.0
kN 20.0
5.5 5.4 5.3 5.2 5.1 5.0 4.9 4.8 4.7 4.6 4.5 4.4 4.3 4.2 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 1.4 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1
Eurex 30 260
from 1.52 m to 2.60 m
Extension range
30.0
kN 30.0
Category E
Eurex 30 350
from 1.97 m to 3.50 m
Extension range
30.0
kN 30.0
Floor props Eurex 30
Eurex 30 300
from 1.72 m to 3.00 m
Extension range
30.0
kN 30.0
to Draft EN 1065,
Permittted loadability of Eurex 30 props
Height l of prop in m
Eurex 30 410
from 2.30 m to 4.10 m
Extension range
30.0
kN 30.0
Permitted prop loads
The Formwork Experts
41
Tableforms d2 supporting scaffold held at top Loadability for tableforms with U-head or screw-jack U-head Using heavy-duty screw-jack 70
Using telescopic spindle
Permitted loadability per leg* for tableforms with 1.80 m baseframe 51.2 kN
40.7 kN
31.0 kN
0 cm
20 cm
35 cm
Extension length of screw-jack U-head Permitted loadability per leg* for tableforms with 1.20 m baseframe and stacked tableforms with any combination of 1.80 m and 1.20 m baseframes. 51.4 kN
45.0 kN
36.2 kN
0 cm
20 cm
35 cm
Where telescopic spindles with telescopic frame feet are used instead of the heavy-duty screwjack 70, the permitted maximum loadability values given in the table must be limited to 36 kN.
Extension length of screw-jack U-head
≤70
U-head directly on baseframe
≤70
≤35
Used in conjunction with screw-jack U-head
42
The Formwork Experts
Tower frames d2 free standing supporting scaffold Excerpt from Test Certificate N° V 66975/2 of the Technical Testing and Research Institute at the Technical University of Vienna 100
V
V
152
V
H
H Screw-jack U-head
25
H
100
180
Horizontal diagonal
Baseframe 1.80 m
180
600
Horizontal brace
Baseframe 1.80 m
180
Baseframe 1.80 m
35
Diagonal brace
Screw-jack foot
Breaking load per leg where a horizontal load of 2 % of the vertical load is acting simultaneously (test result)
VBREAK
=
144.00 kN
HBREAK
=
2.88 kN
Allowing for a safety factor of 2.50, the following loads per leg may be permitted:
VPERM
=
57.60 kN
HPERM
=
1.15 kN
The Formwork Experts
43
Aluxo supporting scaffold held at top Aluxo supporting scaffold
Fv
Fv
Fv Lk
Fv
60
Lf 15 cm
3-storey, 1.80/1.20 frames
∇
2-storey, 1.80/1.20 frames
∇
1-storey 1.20 frame
Calculation allowing for wind on the supporting scaffold
Lf 30 cm
50
∇
Lf
Permitted load on leg Fv (effective resistance) [kN]
I Bottom height adjustment: Heavy-duty screw-jack 70 or screw-jack foot I Top height adjustment: U-head (direct) or screw-jack U-head
1.5 m
1.0 - 2.5 m 40
30
Lf 45 cm Lf 60 cm
20
Lf 70 cm 10
0 0
10
20
30
40
50
Fv Lk
Fv
∇
50
40
1.0 - 2.5 m
Lf 45 cm 30
20
Lf 70 cm 10
0 0
10
20
30
40
Length Lk by which screw-jack U-head is extended [cm]
44
Fv
Fv
60
Lf
Permitted load on leg Fv (effective resistance) [kN]
Length Lk by which screw-jack U-head is extended [cm]
The Formwork Experts
50
1.5 m
1-storey 1.80 frame
Aluxo supporting scaffold held at top Aluxo supporting scaffold
Fv
Fv
Fv Lk
Fv
60
∇
3-storey, 1.80/1.20 frames
∇
2-storey, 1.80/1.20 frames
∇
1-storey 1.20 frame
Lf
Permitted load on leg Fv (effective resistance) [kN]
I Bottom height adjustment: Heavy-duty screw-jack 70 or screw-jack foot I Top height adjustment: Telescopic tube 70 and 4-way head H20
Calculation allowing for wind on the supporting scaffold
50 1.5 m
1.0 - 2.5 m 40
Lf 45 cm
30
20
Lf 70 cm 10
0 0
10
20
30
40
50
60
70
80
Fv
Fv
Fv
Fv Lk
60
∇
50
1-storey 1.80 frame
Lf
Permitted load on leg Fv (effective resistance) [kN]
Length Lk of telescopic tube [cm]
40
1.0 - 2.5 m
1.5 m
30
Lf 45 cm 20
Lf 70 cm 10
0 0
10
20
30
40
50
60
70
80
Length Lk of telescopic tube [cm]
The Formwork Experts
45
Staxo free standing supporting scaffold Calculation allowing for wind on the supporting scaffold
FH
FH
max. 6.0 m
LK
Screw jack Uhead or 4-way screw-jackhead
FH
Staxo-frames 1.80 m, 1.20 m or 0.90 m
LF max. 30 cm LK max. 30 cm
80.0
FH
Screw-jack foot or heavy-duty screw-jack 70
70.0 60.0
frame
50.0
bracing
40.0
1.5 - 2.5 m
LF
Permitted vertical load FV per leg [kN]
Height up to 6.0 m
Bracing-strut plane Frame plane FV FV FV FV
plane
-strut pla
ne
30.0 20.0 10.0
Permitted vertical load FV per leg[kN]
0
0.5
1.0 1.5 Permitted horizontal load FH per leg [kN]
LF max. 20 cm LK max. 20 cm
80.0 70.0
frame
60.0
plane
bracing-s
50.0
trut plane
40.0 30.0 br
20.0
frame
10.0
0
0.5
-stru acing
t plan
e
plane
1.0
1.5
Permitted horizontal load FH per leg [kN]
46
The Formwork Experts
Staxo free standing supporting scaffold FH
FH
Frame plane FV FV FH
FH
max. 8.0 m
LK
Screw jack Uhead or 4-way screw-jack head Staxo frame 1.80 m,1.20 m or 0.90 m
LF max. 30 cm LK max. 30 cm
80.0
Bracing-strut plane FV FV
70.0
Screw jack foot or heavy duty screw jack 70
60.0 50.0
frame
bracing
40.0
1.5 - 2.5 m
LF
Permitted vertical load FV per leg [kN]
Height up to 8.0 m
Calculation allowing for wind on the supporting scaffold
plane
strut pla ne
30.0 20.0 10.0
Permitted vertical load FV per leg [kN]
0
0.5
1.0 1.5 Permitted horizontal load FH per leg [kN]
LF max. 20 cm LK max. 20 cm
80.0 70.0
frame
60.0
bracing
50.0
plane
strut pla ne
40.0 30.0 20.0 10.0
0
0.5
1.0 1.5 Permitted horizontal load FH per leg [kN]
The Formwork Experts
47
Staxo supporting scaffold held at top Staxo frames assembled in any way desired
H
LK
Screw jack U-head or 4-way screw-jack head Staxo-frames 1.80 m, 1.20 m or 0.90 m
LF max. 70 cm LK max. 35 cm
70.0 Screw-jack foot or heavy-duty screw-jack 70
60.0
1.5 - 2.5 m
LF
Permitted vertical load FV per leg [kN]
Top and bottom Staxo frames 1.20 or 0.90 m
80.0
Bracing-strut or frame plane FV FV FV FV
Calculation allowing for wind on the supporting scaffold
50.0 without wind with win
40.0
d
30.0 20.0 10.0
Permitted vertical load FV per leg [kN]
0
5
10 15 Height H of supporting scaffold [m]
LF max. 30 cm LK max. 30 cm
80.0 70.0 60.0
without wind
50.0
with wind
40.0 30.0 20.0 10.0
0
48
5
The Formwork Experts
10 15 Height H of supporting scaffold [m]
I-beams European standard beams h
depth of section
I
moment of inertia
b
width of section
W
elastic section modulus
tw
web thickness
Wpl
plastic section modulus
tf
flange thickness
i
radius of gyration
r1
radius of root fillet
IT
torsional constant
r2
toe radius
A
sectional area
G
weight per meter
Designation
Section properties
IPN 80 IPN 100 IPN 120 IPN 140 IPN 160 IPN 180 IPN 200 IPN 220 IPN 240 IPN 260 IPN 280 IPN 300 IPN 320 IPN 340 IPN 360 IPN 380 IPN 400 IPN 450 IPN 500 IPN 550
Dimensions weak axis z-z
strong axis y-y
h b tw mm mm mm
tf mm
r1 mm
r2 mm
A cm2
G kg/m
Iy cm4
Wy cm3
W pl,y cm3
iy cm
Iz cm4
80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 450 500 550
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. 30.
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. 13.7 14.4 16.2 18. 19.
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
7.6 10.6 14.2 18.3 22.8 27.9 33.4 39.5 46.1 53.3 61. 69. 77.7 86.7 97. 107. 118. 147. 179. 212.
5.9 8.3 11.1 14.3 17.9 21.9 26.2 31.1 36.2 41.9 47.9 54.2 61. 68. 76.1 84. 92.4 115. 141. 166.
77.8 171. 328. 573. 935. 1450. 2140. 3060. 4250. 5740. 7590. 9800. 12510. 15700. 19610. 24010. 29210. 45850. 68740. 99180.
19.5 34.2 54.7 81.9 117. 161. 214. 278. 354. 442. 542. 653. 782. 923. 1090. 1260. 1460. 2040. 2750. 3610.
22.8 39.8 63.6 95.4 136. 187. 250. 324. 412. 514. 632. 762. 914. 1080. 1276. 1482. 1714. 2400. 3240. 4240.
3.2 4.01 4.81 5.61 6.4 7.2 8. 8.8 9.59 10.4 11.1 11.9 12.7 13.5 14.2 15. 15.7 17.7 19.6 21.6
6.3 12.2 21.5 35.2 54.7 81.3 117. 162. 221. 288. 364. 451. 555. 674. 818. 975. 1160. 1730. 2480. 3490.
42 50 58 66 74 82 90 98 106 113 119 125 131 137 143 149 155 170 185 200
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. 13.7 14.4 16.2 18. 19.
Wz cm3
W pl,z cm3
iz cm
IT cm4
3. 4.9 7.4 10.7 14.8 19.8 26. 33.1 41.7 51. 61.2 72.2 84.7 98.4 114. 131. 149. 203. 268. 349.
5. 8.1 12.4 17.9 24.9 33.2 43.5 55.7 70. 85.9 103. 121. 143. 166. 194. 221. 253. 345. 456. 592.
0.91 1.07 1.23 1.4 1.55 1.71 1.87 2.02 2.2 2.32 2.45 2.56 2.67 2.8 2.9 3.02 3.13 3.43 3.72 4.02
0.87 1.6 2.71 4.32 6.57 9.58 13.5 18.6 25. 33.5 44.2 56.8 72.5 90.4 115. 141. 170. 267. 402. 544.
Excerpt from "Stahlbauprofile" (Structural steel sections), 16th reprint The Formwork Experts
49
IPE-beams European I-beams h
depth of section
I
moment of inertia
b
width of section
W
elastic section modulus
tw
web thickness
Wpl
plastic section modulus
tf
flange thickness
i
radius of gyration
r
radius of root fillet
IT
torsional constant
hi
inner depth between flanges
A
sectional area
G
weight per meter
Designation
Section properties Dimensions
h b tw mm mm mm
tf r hi mm mm mm
A cm2
G kg/m
IPE 80 IPE 100 IPE 120 IPE 140 IPE 160 IPE 180 IPE 200 IPE 220 IPE 240 IPE 270 IPE 300 IPE 330 IPE 360 IPE 400 IPE 450 IPE 500 IPE 550 IPE 600
80 100 120 140 160 180 200 220 240 260 300 330 360 400 450 500 550 600
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. 5.3 5.6 5.9 6.2 6.6 7.1 7.5 8. 8.6 9.4 10.2 11.1 12.
5.2 5.7 6.3 6.9 7.4 8. 8.5 9.2 9.8 10.2 10.7 11.5 12.7 13.5 14.6 16. 17.2 19.
5 7 7 7 9 9 12 12 15 15 15 18 18 21 21 21 24 24
69.6 7.6 6. 88.6 10.3 8.1 107.4 13.2 10.4 126.2 16.4 12.9 145.2 20.1 15.8 164. 24. 18.8 183. 28.5 22.4 201.6 33.4 26.2 220.4 39.1 30.7 249.6 45.9 36.1 278.6 53.8 42.2 307. 62.6 49.1 334.6 72.7 57.1 373. 84.5 66.3 420.8 98.8 77.6 468. 115.5 90.7 515.6 134.4 106. 562. 156. 122.
IPE O 180 IPE O 200 IPE O 220 IPE O 240 IPE O 270 IPE O 300 IPE O 330 IPE O 360 IPE O 400 IPE O 450 IPE O 500 IPE O 550 IPE O 600
182 202 222 242 274 304 334 364 404 456 506 556 610
92 102 112 122 136 152 162 172 182 192 202 212 224
6. 6.2 6.6 7. 7.5 8. 8.5 9.2 9.7 11. 12. 12.7 15.
9. 9.5 10.2 10.8 12.2 12.7 13.5 14.7 15.5 17.6 19. 20.2 24.
9 12 12 15 15 15 18 18 21 21 21 24 24
164. 183. 201.6 220.4 249.6 278.6 307. 334.6 373. 420.8 468. 515.6 562.
Iy cm4
Wy cm3
Wpl,y cm3
iy cm
Iz cm4
Wz cm3
W pl,z cm3
iz cm
80.1 171. 317.8 541.2 869.3 1317. 1943. 2772. 3892. 5790. 8356. 11770. 16270. 23130. 33740. 48200. 67120. 92080.
20. 34.2 53. 77.3 108.7 146.3 194.3 252. 324.3 428.9 557.1 713.1 903.6 1156. 1500. 1928. 2441. 3069.
23.2 39.4 60.7 88.3 123.9 166.4 220.6 285.4 366.6 484. 628.4 804.3 1019. 1307. 1702. 2194. 2787. 3512.
3.24 4.07 4.9 5.74 6.58 7.42 8.26 9.11 9.97 11.23 12.46 13.71 14.95 16.55 18.48 20.43 22.35 24.3
8.5 15.9 27.7 44.9 68.3 100.9 142.4 204.9 283.6 419.9 603.8 788.1 1043. 1318. 1676. 2142. 2668. 3387.
3.7 5.8 8.7 12.3 16.7 22.2 28.5 37.3 47.3 62.2 80.5 98.5 122.8 146.4 176.4 214.2 254.1 307.9
5.8 9.2 13.6 19.3 26.1 34.6 44.6 58.1 73.9 97. 125.2 153.7 191.1 229. 276.4 335.9 400.5 485.6
1.05 0.7 1.24 1.2 1.45 1.74 1.65 2.45 1.84 3.6 2.05 4.79 2.24 6.98 2.48 9.07 2.69 12.88 3.02 15.94 3.35 20.12 3.55 28.15 3.79 37.32 3.95 51.08 4.12 66.87 4.31 89.29 4.45 123.2 4.66 165.4
165.4 218.9 282.3 361.1 507.1 657.5 833. 1047. 1324. 1795. 2284. 2847. 3879.
189.1 249.4 321.1 410.3 574.6 743.8 942.8 1186. 1502. 2046. 2613. 3263. 4471.
7.45 8.32 9.16 10. 11.36 12.61 13.84 15.05 16.66 18.65 20.56 22.52 24.52
117.3 168.9 239.8 328.5 513.5 745.7 960.4 1251. 1564. 2085. 2622. 3224. 4521.
25.5 33.1 42.8 53.9 75.5 98.1 118.6 145.5 171.9 217.2 259.6 304.2 403.6
39.9 51.9 66.9 84.4 117.7 152.6 185. 226.9 269.1 341. 408.5 480.5 640.1
2.08 2.3 2.53 2.74 3.09 3.45 3.64 3.86 4.03 4.21 4.38 4.55 4.79
27.1 21.3 1505. 32. 25.1 2211. 37.4 29.4 3134. 43.7 34.3 4369. 53.8 42.3 6947. 62.8 49.3 9994. 72.6 57. 13910. 84.1 66. 19050. 96.4 75.7 26750. 117.7 92.4 40920. 136.7 107. 57780. 156.1 123. 79160. 196.8 154. 118300.
Excerpt from "Stahlbauprofile" (Structural steel sections), 16th reprint
50
weak axis z-z
strong axis y-y
The Formwork Experts
IT cm4
6.76 9.45 12.27 17.18 24.9 31.06 42.15 55.76 73.1 109. 143.5 187.5 318.1
IPBI-beams European wide flange beams h
depth of section
I
moment of inertia
b
width of section
W
elastic section modulus
tw
web thickness
Wpl
plastic section modulus
tf
flange thickness
i
radius of gyration
IT
torsional constant
r
radius of root fillet
hi
inner depth between flanges
A
sectional area
G
weight per meter
Designation
Section properties Dimensions weak axis z-z
strong axis y-y h b tw tf r hi mm mm mm mm mm mm
A cm2
HE 100 A HE 120 A HE 140 A HE 160 A HE 180 A HE 200 A
96 114 133 152 171 190
100 120 140 160 180 200
5. 8. 5. 8. 5.5 8.5 6. 9. 6. 9.5 6.5 10.
12 12 12 15 15 18
80 98 116 134 152 170
21.2 25.3 31.4 38.8 45.3 53.8
16.7 19.9 24.7 30.4 35.5 42.3
HE 220 A HE 240 A HE 260 A HE 280 A HE 300 A
210 230 250 270 290
220 240 260 280 300
7. 7.5 7.5 8. 8.5
11. 12. 12.5 13. 14.
18 21 24 24 27
188 206 225 244 262
64.3 76.8 86.8 97.3 112.5
50.5 60.3 68.2 76.4 88.3
HE 320 A HE 340 A HE 360 A HE 400 A
310 330 350 390
300 9. 300 9.5 300 10. 300 11.
15.5 16.5 17.5 19.
27 27 27 27
279 297 315 352
124.4 97.6 133.5 105. 142.8 112. 159. 125.
HE 450 A HE 500 A HE 550 A HE 600 A
440 490 540 590
300 300 300 300
21. 23. 24. 25.
27 27 27 27
398 444 492 540
178. 197.5 211.8 226.5
HE 650 A HE 700 A HE 800 A
640 300 13.5 26. 690 300 14.5 27. 790 300 15. 28.
27 27 30
HE 900 A 890 300 16. 30. HE 1000 A 990 300 16.5 31.
30 30
11.5 12. 12.5 13.
G kg/m
Iy cm4
Wy cm3
W pl,y cm3
iy cm
349.2 606.2 1033. 1673. 2510. 3692.
72.8 106.3 155.4 220.1 293.6 388.6
83. 119.5 173.5 245.1 324.9 429.5
4.06 4.89 5.73 6.57 7.45 8.28
5410. 7763. 10450. 13670. 18260.
515.2 675.1 836.4 1013. 1260.
568.5 744.6 919.8 1112. 1383.
22930. 27690. 33090. 45070.
1479. 1678. 1891. 2311.
140. 155. 166. 178.
63720. 86970. 111900. 141200.
588 636 734
241.6 190. 260.5 204. 285.8 224.
830 928
320.5 252. 346.8 272.
Iz cm4
Wz cm3
Wpl,z cm3
iz cm
IT cm4
133.8 26.8 230.9 38.5 389.3 55.6 615.6 77. 924.6 102.7 1336. 133.6
41.1 58.9 84.9 117.6 156.5 203.8
2.51 3.02 3.52 3.98 4.52 4.98
5.24 5.99 8.13 12.19 14.8 20.98
9.17 10.05 10.97 11.86 12.74
1955. 2769. 3668. 4763. 6310.
177.7 230.7 282.1 340.2 420.6
270.6 351.7 430.2 518.1 641.2
5.51 6. 6.5 7. 7.49
28.46 41.55 52.37 62.1 85.17
1628. 1850. 2088. 2562.
13.58 14.4 15.22 16.84
6985. 7436. 7887. 8564.
465.7 495.7 525.8 570.9
709.7 755.9 802.3 872.9
7.49 7.46 7.43 7.34
108. 127.2 148.8 189.
2896. 3550. 4146. 4787.
3216. 3949. 4622. 5350.
18.92 9465. 20.98 10370. 22.99 10820. 24.97 11270.
631. 965.5 691.1 1059. 721.3 1107. 751.4 1156.
7.29 7.24 7.15 7.05
243.8 309.3 351.5 397.8
175200. 215300. 303400.
5474. 6241. 7682.
6136. 7032. 8699.
26.93 11720. 28.75 12180. 32.58 12640.
781.6 1205. 811.9 1257. 842.6 1312.
6.97 448.3 6.84 513.9 6.65 596.9
422100. 553800.
9485. 11190.
10810. 12820.
36.29 13550. 39.96 14000.
903.2 1414. 933.6 1470.
6.5 736.8 6.35 822.4
Excerpt from "Stahlbauprofile" (Structural steel sections), 16th reprint The Formwork Experts
51
IPB-beams European wide flange beams h
depth of section
I
moment of inertia
b
width of section
W
elastic section modulus
tw
web thickness
Wpl
plastic section modulus
tf
flange thickness
i
radius of gyration
r
radius of root fillet
IT
torsional constant
hi
inner depth between flanges
A
sectional area
G
weight per meter
Designation
Section properties Dimensions weak axis z-z
strong axis y-y h b tw tf r hi mm mm mm mm mm mm
A cm2
G kg/m
Iy cm4
26. 34. 43. 54.3 65.3 78.1
20.4 26.7 33.7 42.6 51.2 61.3
449.5 864.4 1509. 2492. 3831. 5696.
Wy cm3
W pl,y cm3
iy cm
89.9 144.1 215.6 311.5 425.7 569.6
104.2 165.2 245.4 354. 481.4 642.5
4.16 5.04 5.93 6.78 7.66 8.54
Iz cm4
Wz cm3
Wpl,z cm3
iz cm
IT cm4
167.3 33.5 317.5 52.9 549.7 78.5 889.2 111.2 1363. 151.4 2003. 200.3
51.4 81. 119.8 170. 231. 305.8
2.53 3.06 3.58 4.05 4.57 5.07
9.25 13.84 20.06 31.24 42.16 59.28
2843. 3923. 5135. 6595. 8563.
393.9 498.4 602.2 717.6 870.1
5.59 6.08 6.58 7.09 7.58
76.57 102.7 123.8 143.7 185.
HE 100 B HE 120 B HE 140 B HE 160 B HE 180 B HE 200 B
100 120 140 160 180 200
100 120 140 160 180 200
6. 6.5 7. 8. 8.5 9.
10. 11. 12. 13. 14. 15.
12. 12. 12. 15. 15. 18.
80. 98. 116. 134. 152. 170.
HE 220 B HE 240 B HE 260 B HE 280 B HE 300 B
220 240 260 280 300
220 240 260 280 300
9.5 10. 10. 10.5 11.
16. 17. 17.5 18. 19.
18. 21. 24. 24. 27.
188. 206. 225. 244. 262.
91. 71.5 106. 83.2 118.4 93. 131.4 103. 149.1 117.
8091. 11260. 14920. 19270. 25170.
735.5 938.3 1148. 1376. 1678.
827. 1053. 1283. 1534. 1869.
9.43 10.31 11.22 12.11 12.99
HE 320 B HE 340 B HE 360 B HE 400 B
320 340 360 400
300 300 300 300
11.5 12. 12.5 13.5
20.5 21.5 22.5 24.
27. 27. 27. 27.
279. 297. 315. 352.
161.3 170.9 180.6 197.8
127. 134. 142. 155.
30820. 36660. 43190. 57680.
1926. 2156. 2400. 2884.
2149. 2408. 2683. 3232.
13.82 9239. 14.65 9690. 15.46 10140. 17.08 10820.
615.9 939.1 646. 985.7 676.1 1032. 721.3 1104.
7.57 7.53 7.49 7.4
225.1 257.2 292.5 355.7
HE 450 B HE 500 B HE 550 B HE 600 B
450 500 550 600
300 300 300 300
14. 14.5 15. 15.5
26. 28. 29. 30.
27. 27. 27. 27.
398. 444. 492. 540.
218. 238.6 254.1 270.
171. 187. 199. 212.
79890. 107200. 136700. 171000.
3551. 4287. 4971. 5701.
3982. 4815. 5591. 6425.
19.14 21.19 23.2 25.17
11720. 12620. 13080. 13530.
781.4 841.6 871.8 902.
1198. 1292. 1341. 1391.
7.33 7.27 7.17 7.08
440.5 538.4 600.3 667.2
HE 650 B 650 HE 700 B 700 HE 800 B 800 HE 900 B 900 HE 1000 B 1000
300 300 300 300 300
16. 17. 17.5 18.5 19.
31. 32. 33. 35. 36.
27. 27. 30. 30. 30.
588. 636. 734. 830. 928.
286.3 306.4 334.2 371.3 400.
225. 241. 262. 291. 314.
210600. 256900. 359100. 494100. 644700.
6480. 7340. 8977. 10980. 12890.
7320. 8327. 10230. 12580. 14860.
27.12 28.96 32.78 36.48 40.15
13980. 932.3 14440. 962.7 14900. 993.6 15820. 1054. 16280. 1085.
1441. 1495. 1553. 1658. 1716.
6.99 739.2 6.87 830.9 6.68 946. 6.53 1137. 6.38 1254.
Excerpt from "Stahlbauprofile" (Structural steel sections), 16th reprint
52
The Formwork Experts
258.5 326.9 395. 471. 570.9
IPBV-beams European wide flange beams h
depth of section
I
moment of inertia
b
width of section
W
elastic section modulus
tw
web thickness
Wpl
plastic section modulus
tf
flange thickness
i
radius of gyration
r
radius of root fillet
IT
torsional constant
hi
inner depth between flanges
A
sectional area
G
weight per meter
Designation
Section properties Dimensions weak axis z-z
strong axis y-y h b tw tf r hi mm mm mm mm mm mm
A cm2
G kg/m
Iy cm4
Wy cm3 190.4 288.2 411.4 566.5 748.3 967.4
W pl,y cm3 235.8 350.6 493.8 674.6 883.4 1135.
iy cm 4.63 5.51 6.39 7.25 8.13 9.
Iz cm4 399.2 702.8 1144. 1759. 2580. 3651.
Wz cm3
Wpl,z cm3
iz cm
IT cm4
75.3 111.6 156.8 211.9 277.4 354.5
116.3 171.6 240.5 325.5 425.2 543.2
2.74 3.25 3.77 4.26 4.77 5.27
68.21 91.66 120. 162.4 203.3 259.4
HE 100 M HE 120 M HE 140 M HE 160 M HE 180 M HE 200 M
120 140 160 180 200 220
106 126 146 166 186 206
12. 12.5 13. 14. 14.5 15.
20. 21. 22. 23. 24. 25.
12 12 12 15 15 18
80 98 116 134 152 170
53.2 41.8 66.4 52.1 80.6 63.2 97.1 76.2 113.3 88.9 131.3 103.
1143 2018 3291 5098 7483 10640
HE 220 M HE 240 M HE 260 M HE 280 M HE 300 M
240 270 290 310 340
226 248 268 288 310
15.5 18. 18. 18.5 21.
26. 32. 32.5 33. 39.
18 21 24 24 27
188 206 225 244 262
149.4 199.6 219.6 240.2 303.1
117. 157. 172. 189. 238.
14600 24290 31310 39550 59200
1217. 1799. 2159. 2551. 3482.
1419. 2117. 2524. 2966. 4078.
9.89 5012. 11.03 8153. 11.94 10450. 12.83 13160. 13.98 19400.
443.5 657.5 779.7 914.1 1252.
678.6 1006. 1192. 1397. 1913.
5.79 315.3 6.39 627.9 6.9 719. 7.4 807.3 8. 1408.
HE 320 M HE 340 M HE 360 M HE 400 M
359 377 395 432
309 309 308 307
21. 21. 21. 21.
40. 40. 40. 40.
27 27 27 27
279 297 315 352
312. 315.8 318.8 325.8
245. 248. 250. 256.
68130 76370 84870 104100
3796. 4052. 4297. 4820.
4435. 4718. 4989. 5571.
14.78 15.55 16.32 17.88
19710. 19710. 19520. 19340.
1276. 1276. 1268. 1260.
1951. 1953. 1942. 1934.
7.95 7.9 7.83 7.7
1501. 1506. 1507. 1515.
HE 450 M HE 500 M HE 550 M HE 600 M
478 524 572 620
307 306 306 305
21. 21. 21. 21.
40. 40. 40. 40.
27 27 27 27
398 444 492 540
335.4 344.3 354.4 363.7
263. 270. 278. 285.
131500 161900 198000 237400
5501. 6180. 6923. 7660.
6331. 7094. 7933. 8772.
19.8 21.69 23.64 25.55
19340. 19150. 19160. 18980.
1260. 1252. 1252. 1244.
1939. 1932. 1937. 1930.
7.59 7.46 7.35 7.22
1529. 1539. 1554. 1564.
HE 650 M 668 HE 700 M 716 HE 800 M 814 HE 900 M 910 HE 1000 M 1008
305 304 303 302 302
21. 21. 21. 21. 21.
40. 40. 40. 40. 40.
27 27 30 30 30
588 636 734 830 928
373.7 383. 404.3 423.6 444.2
293. 301. 317. 333. 349.
281700 329300 442600 570400 722300
8433. 9198. 10870. 12540. 14330.
9657. 10540. 12490. 14440. 16570.
27.45 29.32 33.09 36.7 40.32
18980. 18800. 18630. 18450. 18460.
1245. 1237. 1230. 1222. 1222.
1936. 1929. 1930. 1929. 1940.
7.13 7.01 6.79 6.6 6.45
1579. 1589. 1646. 1671. 1701.
Excerpt from "Stahlbauprofile" (Structural steel sections), 16th reprint The Formwork Experts
53
U-sections European standard channels h
depth of section
I
moment of inertia
b
width of section
W
elastic section modulus
tw
web thickness
Wpl
plastic section modulus
tf
flange thickness
i
radius of gyration
r1
radius of root fillet
IT
torsional constant
r2
toe radius
A
sectional area
G
weight per meter
Designation
Section properties Dimensions weak axis z-z
strong axis y-y h b tw tf r1 r2 mm mm mm mm mm mm
A cm2
G kg/m
Iy cm4
UPN 80 UPN 100
80 100
45 50
6. 6.
8. 8.5
11. 13.5
8.6 10.6
106 206
26.5 41.2
31.8 49.
3.1 3.91
19.4 29.3
6.4 8.5
UPN 120 UPN 140 UPN 160 UPN 180 UPN 200
120 140 160 180 200
55 60 65 70 75
7. 7. 7.5 8. 8.5
9. 10. 10.5 11. 11.5
9. 10. 10.5 11. 11.5
4.5 5. 5.5 5.5 6.
17. 20.4 24. 28. 32.2
13.4 16. 18.8 22. 25.3
364 605 925 1350 1910
60.7 86.4 116. 150. 191.
72.6 103. 138. 179. 228.
4.62 5.45 6.21 6.95 7.7
43.2 62.7 85.3 114. 148.
11.1 14.8 18.3 22.4 27.
21.2 28.3 35.2 42.9 51.8
1.59 1.75 1.89 2.02 2.14
4.15 5.68 7.39 9.55 11.9
UPN 220 UPN 240 UPN 260 UPN 280 UPN 300
220 80 240 85 260 90 280 95 300 100
9. 9.5 10. 10. 10.
12.5 13. 14. 15. 16.
12.5 13. 14. 15. 16.
6.5 6.5 7. 7.5 8.
37.4 42.3 48.3 53.3 58.8
29.4 33.2 37.9 41.8 46.2
2690 3600 4820 6280 8030
245. 300. 371. 448. 535.
292. 358. 442. 532. 632.
8.48 9.22 9.99 10.9 11.7
197. 248. 317. 399. 495.
33.6 39.6 47.7 57.2 67.8
64.1 75.7 91.6 109. 130.
2.3 2.42 2.56 2.74 2.9
16. 19.7 25.5 31. 37.4
UPN 320 UPN 350 UPN 380 UPN 400
320 350 380 400
14. 14. 13.5 14.
17.5 16. 16. 18.
17.5 16. 16. 18.
8.8 8. 8. 9.
75.8 77.3 80.4 91.5
59.5 60.6 63.1 71.8
10870 12840 15760 20350
679. 734. 829. 1020.
826. 918. 1014. 1240.
12.1 12.9 14. 14.9
597. 570. 615. 846.
80.6 75. 78.7 102.
152. 143. 148. 190.
2.81 2.72 2.77 3.04
66.7 61.2 59.1 81.6
100 100 102 110
8. 4. 8.5 4.5
Wy cm3
Wpl,y cm3
iy cm
Excerpt from "Stahlbauprofile" (Structural steel sections), 16th reprint
54
The Formwork Experts
Iz cm4
Wz cm3
W pl,z cm3
iz cm
12.1 1.33 16.2 1.47
IT cm4
2.16 2.81
Section tubes, square
A
dimensions
J
moment of inertia
t
thickness
W
elastic section modulus
F
sectional area
i
radius of gyration
G
weight per meter
JD
torsinal constant
WD
torsional section modulus
M outer surface
Excerpt from VÖEST works standard specification The Formwork Experts
55
Section tubes, rectangular
a
depth of section
M
outer surface
b
Width of section
J
moment of inertia
s
thickness
W
elastic section modulus
F
sectional area
i
radius of gyration
G
weight per meter
Excerpt from VÖEST works standard specification
56
The Formwork Experts
Section tubes, rectangular
Excerpt from VÖEST works standard specification The Formwork Experts
57
Steel tubes D
diameter
G
weight per meter
F
sectional area
I
moment of inertia
W elastic section modulus i
radius of gyration
Excerpt from "Stahl im Hochbau" (Steel in building construction),1969 edition, 13th reprint
58
The Formwork Experts
Steel tubes
Excerpt from "Stahl im Hochbau" (Steel in building construction),1969 edition, 13th reprint The Formwork Experts
59
Squared timbers, cross-sectional dimensions and statical values
Excerpt from "Bautechnische Zahlentafeln", (Numerical tables for construction engineering),23rd reprint
60
The Formwork Experts
Squared timbers, cross-sectional dimensions and statical values
Excerpt from "Bautechnische Zahlentafeln", (Numerical tables for construction engineering),23rd reprint The Formwork Experts
61
Characteristic materials values Metal Modulus of elasticity Shear modulus
Thermal coefficient of
E
G
linear expansion αt
kN/cm²
kN/cm²
1/°C
Steel
21000
8100
0.000012
Aluminium
7000
2700
0.000023
Timber Modulus of elasticity Parallel to grain EII
Perpendicular to grain ⊥ E⊥
Shear modulus G
kN/cm²
kN/cm²
kN/cm²
Softwoods (European)
1000
30
50
Oak and beech
1250
60
100
Laminated wood (from European softwoods)
1100
30
50
Frictional coefficients Combination of building materials
1
Frictional coefficient max.
min
1.0
0.4
1.0
0.6
Timber/timber Friction surface parallel to grain
or perpendicular to grain 2
Timber/timber or
at least one friction surface perpendicular to grain (end-grained wood)
62
(grain direction)
3
Timber/steel
1.2
0.5
4
Timber /concrete or /mortar bed
1.0
0.8
5
Steel/steel
0.8
0.2
6
Steel/concrete
0.4
0.3
7
Steel/mortar bed
1.0
0.5
8
Concrete/concrete
1.0
0.5
The Formwork Experts
Loadability of buckling columns Fundamentals:
DIN 18 800 Part 2/1990 Steel grade: St 37-2 Safety factors: γF = 1.5
γM = 1.1
λmax = 250 200 190 180 170 160 150 140 130 120 110 100 90 10 8/ 5.
80
0
80
50 40
48 .3 /4 ,0
permissible pressure load [kN]
/4
/4
4,5
,2
/80
/60
.3/
/3
60
.3
5
60
50/
48
80
50/
70
30
50
/50
/3
20 10 0 0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
The Formwork Experts
63
Free buckling length SK [m]
Platform flooring to DIN 4420 December 1990
Live loads for platform floors 1
2
3
4
Category
Uniformly distributed load in kN/m²
1
0.75
1.50
1.00
not required
2
1.50
1.50
1.00
not required
3
2.00
1.50
1.00
not required
4
3.00
3.00
1.00
5.00
0.4 · A
5
4.50
3.00
1.00
7.50
0.4 · A
6
6.00
3.00
1.00
1000
0.4 · A
Concentrated load on an area of 500 x 500 mm 200 x 200 mm kN kN
5
6
Load on partial area Parial area Ac kN/m² m²
Scaffold category 1 Category 1 scaffolds may be used for inspection purposes only. Surveying or control work on a facade would be an example of such inspection work. Note that only one person at a time, bearing light tools only, may stand on each section of scaffold flooring. Manual handiwork in the usual sense of the term may not be carried out on a Category 1 scaffold.
Scaffold category 2 Category 2 scaffolds may only be used for work not requiring building materials or components to be stored on the scaffold. Scaffolds of this category may be used for maintenance work, for example, and in particular for cleaning work on facades. The permitted load on the flooring may not exceed 150 kg/m² here. For a platform floor measuring 0.60 m x 2.50 m, for example, the permitted load would be 225 kg. However, it must be remembered that in this category, no single flooring member (i.e. scaffold plank) that is less than 0.35 m wide may be loaded with a weight of more than 150 kg. Category 2 scaffolds may also be used as protective scaffolding where the flooring used is appropriately designed.
Scaffold category 3 Category 3 scaffolds may only be used for work in which the load from both materials and persons does not exceed a live weight per unit area of 200 kg/m². The materials stored on the flooring may not be set down by means of hoisting appliances. Scaffolds of this category may be used, for example, for exterior rendering and plastering work; for coating, pointing or repair work; as reinforcement-placement or concrete-pouring scaffolds in the reinforced-concrete construction field, or as erection scaffolds in the fields of steel construction, shipbuilding and aerospace engineering. The precondition for such usage, however, is that a passageway of at least 0.20 m in width is left clear where materials are stored on the flooring. If machine rendering is carried out on these scaffolds, care must be taken to use only pressure-gun equipment that can still be operated in an ergonomically acceptable manner on scaffolds of only 0.60 m in width.
Scaffold categories 4, 5 and 6 Scaffolds of categories 4, 5 and 6 may be used for work in which building materials and components are, as a rule, set down by means of hoisting appliances and stored on the scaffold. The precondition for such usage, however, is that the permitted loads and surface pressures do not exceed the values stipulated in Table 1. Scaffolds of these categories are generally used for masonry and rendering work, tiling and stone-ashlar work, and for heavy erection work in the steel construction and shipbuilding fields. Where materials are stored on the scaffold, care should be taken - as with Category 3 scaffolds - to ensure that a passageway of at least 0.20 m in width is left clear on the flooring. If brackets are used on the wall-facing side of the scaffold for repetitive (storey-cycle) masonry operations, these brackets must be compatible with the scaffold category of the main area of platform flooring - if, that is, they are positioned at the same height as the main floor, i.e. with a maximum height difference of 0.25 m. If the height difference is more than 0.25 m, it is also permissible to select a bracket flooring that corresponds to scaffold category 2 or 3.
64
The Formwork Experts
Platform flooring and side protection Permitted effective span in m for scaffold flooring made of timber planks or boards Scaffold category
Width of plank or board cm
1, 2, 3
20
1.25
1.50
1.75
2.25
2.50
24 and 28
1.25
1.75
2.25
2.50
2.75
20
1.25
1.50
1.75
2.25
2.50
24 and 28
1.25
1.75
2.00
2.25
2.50
5
20, 24, 28
1.25
1.25
1.50
1.75
2.00
6
20, 24, 28
1.00
1.25
1.25
1.50
1.75
4
Thickness of plank or board cm 3.00 3.50 4.00 4.50 5.00
Excerpt from DIN 4420, Part 1
Timber planks as flooring on fall barriers Drop h [m] max. 1.0 1.5 2.0 2.5 3.0
Permitted span in m for plank cross-section in cm x cm Double layer flooring 24 x 4.5 28 x 4.5 24 x 4.5 28 x 4.5 1.4 1.2 1.2 1.1 1.0
1.5 1.4 1.3 1.2 1.1
2.5 2.2 2.0 1.9 1.8
2.7 2.5 2.2 2.0 2.0
Excerpt from DIN 4420, Part 1
Timber side protection - except on ladder scaffolding Minimum dimensions in cm for railing boards and posts Spacing of posts Scaffold boards or planks (thickness/width)
2.00
3/15
2.50
4/15 or 3/20
3.00
4/20
4.00
5/20
Scaffold poles
Edge boards
(diameter)
(thickness/width)
8
3/10
Excerpt from ZH 1/534 "Arbeits- und Schutzgerüste" (Working and safety scaffolds) The Formwork Experts
65
Frequently used formulae
Excerpt from "Bautechnische Zahlentafeln", (Numerical tables for construction engineering),23rd reprint
66
The Formwork Experts
Frequently used formulae
Excerpt from "Bautechnische Zahlentafeln", (Numerical tables for construction engineering),23rd reprint The Formwork Experts
67
Nailed joins Strain perpendicular to nail axis (shearing-off) to DIN 1052 Timber thicknesses, penetration depths and permitted loads per nail and shear plane (shearing off) in loading case H for a) round wire nails to DIN 1151 for all grades of timber Nail size dn in 1/10 mm times ln
Min. timber thickness in mm for nail holes: without with pilot-drillhole
in mm 18 x 35 20 x 40 20 x 45 22 x 45 22 x 50 25 x 55 25 x 60 28 x 65 31 x 65 31 x 70 31 x 80 34 x 80 34 x 90 38 x 100 42 x 100 42 x 110 42 x 120 46 x 130 55 x 140 55 x 160 60 x 180 70 x 210 76 x 230 76 x 260 88 x 260
24 24 24 24 24 24 24 24 24 24 24 24 24 24 26 26 26 30 40 40 50 60 70 70 90
28 35 35 35 45 45 45 55
Minimum depth of penetration in mm single- multishear 22 24 24 27 27 30 30 34 38 38 38 41 41 46 51 51 51 56 66 66 72 84 92 92 106
15 16 16 18 18 20 20 23 25 25 25 27 27 30 34 34 34 37 44 44 48 56 62 62 70
Permitted nail load N1 in N for one shear in: Softwood per Table 1 without with pilot-drillhole 135 165 165 200 200 250 250 305 365 365 365 430 430 525 620 620 620 725 975 975 1125 1440 1640 1640 2060
170 205 205 250 250 310 310 380 460 460 460 540 540 655 775 775 775 905 1220 1220 1405 1800 2050 2050 2570
Penetration dephts s1) and permitted nail loads perm. N1 for round wire nails (DN) and special nails (SN) of load bearing capacity grades I, II, III
single shear plan
DN, SN I
SN II, III
m-shear plan for DN and SN nailing both sides
s= > 12dn
perm. N1
205 250 250 300 300 375 375 460 550 550 550 650 650 785 930 930 930 1090 1465 1465 1690 2160 2460 2460 3090
Direction of grain
Nail distance parallel to direction of force not bored
bored
. 6d n = < sw < = 12dn perm. N1 sw/12dn
between
10 dn (12 dn)
s < 6 dn
0
nails
5 dn
s= > 8 dn
perm. N1
15 dn
10 dn
4d n = < sw < = 8dn
perm. N1 . sw/8dn
in direction of loaded border
7 dn (10 dn)
5 dn
5 dn
3 dn
s < 4 dn
0
s= > 8 dn
m . perm. N1
DN, SN 4d n = < sw = < 8dn I, II, III s= < 4 dn
5 dn
single shear plane
in directon of unloaded border
[(m-1)+sw/8dn] . perm. N1 (m-1) . perm. N1
1
twice shear plane
) s = nominal depth, sw = real depth, for special nails II, III only treaded shaft lg Reduction of nailnumbers at joints: for n >10 nails close together use ef n = 10 + 0,666 (n-10), n > 30 close together don't calculate
68
always pilot-drilled
Minimum distance of nails Values in ( ) only for dn > 4,2 mm
penetr.depth s perm. nail load
Hardwood per Table 1
The Formwork Experts
Excerpt from "Bautechnische Zahlentafeln", (Numerical tables for construction engineering),23rd reprint
Systems of units SI basic units Physical property
Unit
Length Mass Time Amperage Temperature*) Amount of mass Light intensity
Name
Symbol
Metre Kilogram Second Ampere Kelvin Mol Candela
m kg s A K mol cd
*) The celsius temperature scale continues to be used in the iron and steel industry.
Comparison of the principal SI units with former measuring units Property
Previous term (excepting magnetic units permitted until• 31.12.1977)
Unit symbol
New unit in SI system
Symbol of unit
Kilopound
kp
Newton
N
Kilopound Square millimetre
kp mm²
Newton Square millimetre
N mm²
N kg · m 1 mm² = 1 s² · 10-6m²
Kilopound Square centimetre Atmosphere Millimetres w•ater column Millimetres mercury column
kp cm² at mm WS Torr
Pascal or Newton Square millimetre
Pa
kg · m s² · m² kg · m N =1 1 mm² s² · 10-6m²
Energy, work, quantity of heat
Calorie Kilopound metre
cal kpm
Joule
Notch toughness
Kilopound metre Square centimetre
kpm cm²
Joule
Force• Mechanical strain (strength)
Pressure
Force
SI unit: Newton
Relationship to basic units of SI system
kp J/cm N
J/cm
=1
J
1J
=1
kg · m² s²
J
1J
=1
kg · m² s²
N mm²
Mechanical strain
N -2
1 10.2 0.102
9.81 · 10 1 0.01
9.81 100 1
kp/mm² kp/cm² N/mm²
kg · m s²
1 Pa
SI unit:
(strength) kp
=1
1N
Newton Square millimetre
kp/mm²
kp/cm²
N/mm²
1 0.01 0.102
100 1 10.2
9.81 9.81 · 10-2 1
The exact conversion factor is: 1 kp = 9.80665 N
Prefixes and their symbols Name of prefix
Prefix symbol
Decimal exponent
Name of prefix
Prefix symbol
Decimal exponent
Deca Hecto Kilo Mega Giga Tera
da h k M G T
10 10² 10³ 106 109 1012
Deci Centi Milli Micro Nano Pico
d c m µ n p
10-1 10-2 10-3 10-6 10-9 10-12
The prefix is written directly in front of the name of the unit, and the prefix symbol directly in front of the symbol for the unit, with no intervening space in either case.
The Formwork Experts
69
Correct formwork design saves materials and time In all formwork tasks, it is exceedingly important to ensure that the formwork is correctly designed. The Doka branch nearest you will be pleased to give you information and literature on Doka's formwork systems.
A telephone call is all it takes!
The Doka Group’s central plant at Amstetten, Austria
Doka international Deutsche Doka Schalungstechnik GmbH Frauenstrasse 35 D-82216 Maisach, Germany Telephone: (0 81 41) 3 94-0 Telefax: (0 81 41) 3 94 405 E-Mail: [email protected]
Österreichische Doka Schalungstechnik GmbH Reichsstrasse 23 A-3300 Amstetten, Austria Telephone: (0 74 72) 6 05-0 Telefax: (0 74 72) 6 44 30 E-Mail: [email protected]
Internet: http: // www.doka.com
Belgium
Italy
Netherlands
Singapore
NV Doka SA Handelsstraat 3 B-1740 Ternat Telephone: (02) 5 82 02 70 Telefax: (02) 5 82 29 14
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Portugal
Taiwan
Doka Portugal Cofragens Lda. Zona Industrial da Maia Sector III - Lote 20 - Outeiro - Gemunde P-4470 Maia Telephone: (02) 943 80 80 Telefax: (02) 949 03 62
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United Kingdom
Lebanon France Doka France SA 3, chemin des Iles, Z.I. F-78610 Le Perray en Yvelines Telephone: 01 34 84 27 27 Telefax: 01 34 84 27 00
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The Formwork Experts
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