Proclad
1000/32 Roofing Profile
Profile Proclad
The Span Tables below have been created in accordance with EN 1993-1-3 (Eurocode EC3) and calculated by the Steel Construction Institute (SCI). The values are based on a maximum permitted deflection of Span/200 under imposed load.
Load factor (working load to ultimate) 1.5 in accordance with Eurocode.
Deflection for limit of span L/200
GRAVITY parameters 0.5mm 0.7mm UPLIFT parameters 0.5mm 0.7mm
Bottom flange in compression Bottom flange in compression
Moment capacity (kNm/m) 0.824 1.168 Moment capacity (kNm/m) 0.699 1.086
Inertia (cm4/m) 7.288 11.011 Inertia (cm4/m) 7.31 11.061
Bottom flange in tension Bottom flange in tension
Moment capacity (kNm/m) 0.699 1.086 Moment capacity (kNm/m) 0.824 1.168
Inertia (cm4/m) 7.31 11.061 Inertia (cm4/m) 7.288 11.011
Shear resistance (kN/m) 19.953 31.465 Shear resistance (kN/m) 19.953 31.465
Web crushing mid (kN/m) 4.903 9.085 Web crushing mid (kN/m) 4.903 9.085
Web crushing end (kN/m) 2.452 4.542 Web crushing end (kN/m) 2.452 4.542
Inertia gross section (cm4/m) 8.596 11.868 Inertia gross section (cm4/m) 8.596 11.868
 
Proclad 1000/32 - 0.5mm
Span/Load Table GRAVITY Working load UDL (kN/m2)
GRAVITY Span in Metres
Span
Type
Design
Case
 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2
Single
Moment
 3.73 3.08 2.59 2.21 1.90 1.66 1.46 1.29 1.15 1.03 0.93 0.85 0.77
Inertia
 6.24 4.69 3.61 2.84 2.27 1.85 1.52 1.27 1.07 0.91 0.78 0.67 0.59
Reaction
 3.27 2.97 2.72 2.51 2.34 2.18 2.04 1.92 1.82 1.72 1.63 1.56 1.49
Limiting
 3.27 2.97 2.59 2.21 1.90 1.66 1.46 1.27 1.07 0.91 0.78 0.67 0.59
Double
Moment
 4.39 3.63 3.05 2.60 2.24 1.95 1.72 1.52 1.36 1.22 1.10 1.00 0.91
Inertia
 10.40 7.81 6.02 4.73 3.79 3.08 2.54 2.12 1.78 1.52 1.30 1.12 0.98
Reaction
 2.61 2.38 2.18 2.01 1.87 1.74 1.63 1.54 1.45 1.38 1.31 1.25 1.19
Interaction
 2.05 1.80 1.59 1.42 1.27 1.15 1.05 0.96 0.88 0.81 0.75 0.69 0.64
Limiting
 2.05 1.80 1.59 1.42 1.27 1.15 1.05 0.96 0.88 0.81 0.75 0.69 0.64
Multiple
Moment
 5.49 4.54 3.81 3.25 2.80 2.44 2.15 1.90 1.70 1.52 1.37 1.25 1.13
Inertia
 10.40 7.81 6.02 4.73 3.79 3.08 2.54 2.12 1.78 1.52 1.30 1.12 0.98
Reaction
 2.97 2.70 2.48 2.29 2.12 1.98 1.86 1.75 1.65 1.56 1.49 1.42 1.35
Interaction
 2.41 2.12 1.88 1.68 1.51 1.37 1.24 1.14 1.05 0.96 0.89 0.83 0.77
Limiting
2.41
2.12
1.88
1.68
1.51
1.37
1.24
1.14
1.05
0.96
0.89
0.83
0.77
 
Proclad 1000/32 - 0.5mm
Span/Load Table UPLIFT Working load UDL (kN/m2)
UPLIFT Span in Metres
Span
Type
Design
Case
 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2
Single
Moment
 4.39 3.63 3.05 2.60 2.24 1.95 1.72 1.52 1.36 1.22 1.10 1.00 0.91
Inertia
 6.23 4.68 3.60 2.84 2.27 1.85 1.52 1.27 1.07 0.91 0.78 0.67 0.58
Reaction
 3.27 2.97 2.72 2.51 2.34 2.18 2.04 1.92 1.82 1.72 1.63 1.56 1.49
Limiting
 3.27 2.97 2.72 2.51 2.24 1.85 1.52 1.27 1.07 0.91 0.78 0.67 0.58
Double
Moment
 3.73 3.08 2.59 2.21 1.90 1.66 1.46 1.29 1.15 1.03 0.93 0.85 0.77
Inertia
 10.38 7.80 6.01 4.73 3.78 3.08 2.53 2.11 1.78 1.51 1.30 1.12 0.97
Reaction
 2.61 2.38 2.18 2.01 1.87 1.74 1.63 1.54 1.45 1.38 1.31 1.25 1.19
Interaction
 1.92 1.68 1.48 1.32 1.18 1.06 0.96 0.88 0.80 0.74 0.68 0.63 0.58
Limiting
 1.92 1.68 1.48 1.32 1.18 1.06 0.96 0.88 0.80 0.74 0.68 0.63 0.58
Multiple
Moment
 4.66 3.85 3.24 2.76 2.38 2.07 1.82 1.61 1.44 1.29 1.17 1.06 0.96
Inertia
 10.38 7.80 6.01 4.73 3.78 3.08 2.53 2.11 1.78 1.51 1.30 1.12 0.97
Reaction
 2.97 2.70 2.48 2.29 2.12 1.98 1.86 1.75 1.65 1.56 1.49 1.42 1.35
Interaction
 2.27 1.98 1.75 1.56 1.40 1.27 1.15 1.05 0.96 0.88 0.82 0.76 0.70
Limiting
2.27
1.98
1.75
1.56
1.40
1.27
1.15
1.05
0.96
0.88
0.82
0.76
0.70
Proclad 1000/32 - 0.7mm
Span/Load Table GRAVITY Working load UDL (kN/m2)
GRAVITY Span in Metres
Span
Type
Design
Case
 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2
Single
Moment
 5.79 4.79 4.02 3.43 2.96 2.57 2.26 2.00 1.79 1.60 1.45 1.31 1.20
Inertia
 9.14 6.86 5.29 4.16 3.33 2.71 2.23 1.86 1.57 1.33 1.14 0.99 0.86
Reaction
 6.06 5.51 5.05 4.66 4.33 4.04 3.79 3.56 3.36 3.19 3.03 2.88 2.75
Limiting
 5.79 4.79 4.02 3.43 2.96 2.57 2.23 1.86 1.57 1.33 1.14 0.99 0.86
Double
Moment
 6.23 5.15 4.33 3.69 3.18 2.77 2.43 2.16 1.92 1.73 1.56 1.41 1.29
Inertia
 15.23 11.44 8.81 6.93 5.55 4.51 3.72 3.10 2.61 2.22 1.90 1.64 1.43
Reaction
 4.85 4.40 4.04 3.73 3.46 3.23 3.03 2.85 2.69 2.55 2.42 2.31 2.20
Interaction
 3.41 2.97 2.61 2.32 2.07 1.86 1.69 1.53 1.40 1.29 1.18 1.10 1.02
Limiting
 3.41 2.97 2.61 2.32 2.07 1.86 1.69 1.53 1.40 1.29 1.18 1.10 1.02

 

Multiple
Moment
 7.79 6.44 5.41 4.61 3.97 3.46 3.04 2.69 2.40 2.16 1.95 1.77 1.61
Inertia
 15.23 11.44 8.81 6.93 5.55 4.51 3.72 3.10 2.61 2.22 1.90 1.64 1.43
Reaction
 5.51 5.01 4.59 4.24 3.93 3.67 3.44 3.24 3.06 2.90 2.75 2.62 2.50
Interaction
 4.03 3.52 3.10 2.76 2.47 2.23 2.02 1.84 1.68 1.55 1.43 1.32 1.22
Limiting
4.03
3.52
3.10
2.76
2.47
2.23
2.02
1.84
1.68
1.55
1.43
1.32
1.22
 
Proclad 1000/32 - 0.7mm
Span/Load Table UPLIFT Working load UDL (kN/m2)
UPLIFT Span in Metres
Span
Type
Design
Case
 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2
Single
Moment
 6.23 5.15 4.33 3.69 3.18 2.77 2.43 2.16 1.92 1.73 1.56 1.41 1.29
Inertia
 9.11 6.84 5.27 4.15 3.32 2.70 2.22 1.85 1.56 1.33 1.14 0.98 0.86
Reaction
 6.06 5.51 5.05 4.66 4.33 4.04 3.79 3.56 3.36 3.19 3.03 2.88 2.75
Limiting
 6.06 5.15 4.33 3.69 3.18 2.70 2.22 1.85 1.56 1.33 1.14 0.98 0.86
Double
Moment
 5.79 4.79 4.02 3.43 2.96 2.57 2.26 2.00 1.79 1.60 1.45 1.31 1.20
Inertia
 15.18 11.41 8.79 6.91 5.53 4.50 3.71 3.09 2.60 2.21 1.90 1.64 1.43
Reaction
 4.85 4.40 4.04 3.73 3.46 3.23 3.03 2.85 2.69 2.55 2.42 2.31 2.20
Interaction
 3.30 2.87 2.52 2.23 1.99 1.79 1.62 1.47 1.34 1.23 1.13 1.05 0.97
Limiting
 3.30 2.87 2.52 2.23 1.99 1.79 1.62 1.47 1.34 1.23 1.13 1.05 0.97
Multiple
Moment
 7.24 5.98 5.03 4.28 3.69 3.22 2.83 2.51 2.23 2.01 1.81 1.64 1.50
Inertia
 15.18 11.41 8.79 6.91 5.53 4.50 3.71 3.09 2.60 2.21 1.90 1.64 1.43
Reaction
 5.51 5.01 4.59 4.24 3.93 3.67 3.44 3.24 3.06 2.90 2.75 2.62 2.50
Interaction
 3.91 3.41 3.00 2.66 2.38 2.14 1.94 1.77 1.61 1.48 1.37 1.26 1.17
Limiting
3.91
3.41
3.00
2.66
2.38
2.14
1.94
1.77
1.61
1.48
1.37
1.26
1.17
 
SCI Assessed 'SCI Assessed Quality Mark'. This mark testifies that the Steel Construction Institute (SCI) has independently verified the technical data above.
Figures and Comments given here are given for guidance purposes only. While care has been taken to ensure accuracy Duggan Profiles & Steel Service Centre Ltd. and its related companies do not accept liability for errors / or omissions. Customers should satisfy themselves of the suitability of the products supplied or manufactured by Duggan Profiles & Steel Service Centre Ltd. for the use intended.