1. Translation Page 72
Chapter 7 Foundation loads
The foundation loads were calculated from a supporting frame work from the
following load cases and load case groups determining (from chapter 6.1.1)
Single load cases
In single load cases the part factor of safety are not included
Load case dead weight LF1
Without stations
Load case LF2 minimum dead load of the stations
Section it is calculated on G = 100 kg.
Load case LF3 maximum dead weight of the stations
Section it is calculated on G = 200 kg.
Load case traffic load LF4 (the same value like with possible snowy load)
The whole platform is loaded with p = 3.50 KN/m ².
Also the stairs are considered, in addition, with g = 3.50 KN/m.
Load case storm load LF5 in X directions
With the wind impact areas of the stations
Range from at z= 0 to 10m qeq(10) = 0.80 KN/m²
Range from at z= 10 to 20m qeq(20) = 1.00 KN/m²
Load case storm load LF6 in Y directions
As of LF 5

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Load groups
In these loads the single load cases of the part factor of safety are already included.
All load groups (with the stability proof after theory 2nd order)
The operating wind is 30% of the storm load. (Factor 0.30 or 1.35×0.30 = 0.405)
Load group LG1
Installation with maximum numbers of visitors, heavy stations and X impact of wind
1.35×LF1 + 1.35×LF3 + 1.35×LF4 + 0.3×1.35×LF 5
Load group LG2
Installation almost empty, in operation with light stations and X impact of wind
1.35×LF1 + 1.35×LF2 + 0.3×1.35×LF 5
Load group LG3
Installation without operation with light stations and X impact of storm
1.35×LF1 + 1.35×LF2 + 1.35×LF 5
Load group LG4
Installation without operation with light stations and Y impact of storm
1.35×LF1 + 1.35×LF2 + 1.35×LF 6

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Foundation loads of load group LG1
Knot No. Force [KN] res. Q
Foundation loads of load group LG2
Knot No. Force [KN] res. Q

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Foundation loads of load group LG3
Knot No. Force [KN] res. Q
Foundation loads of load group LG4
Knot No. Force [KN] res. Q

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Remark to the foundation loads
In this calculation 18 single foundations were considered. The horizontal loads are
also depending strongly on the stiffness of the structure. With connected foundations
only Σ H have to be are derived. The dimensions of foundation dependent on the
ground conditions and can be determined only on site. In this loads the part factor of
safety are already included. The supports of the outside poles were modeled so that
they only tractive forces up to the dead weight of the foundations are absorbed. The
dead weight of outside poles are considered with at least 20 KN. Then lift off loads of
more than 20 KN are absorbed up by the steel structure. The supports of poles were
calculated agilely, however, reserves are shown for the assembly loads with a low
rigidity of momentum.

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Values indicating the absolute Maximum
max V = -600 KN min V = +20 KN (minus foundation weight)
max Q = 70 KN
Screw anchor
6 screw anchor of Hilti HSL-3, M16 Bore ∅ 24, bore depth 125mm
permitted shear force with 4 screw anchors and s >24cm
permitted V= 111 KN > given. Q = 70 /1.35 = 52 KN
Alternative screw anchor with similar capacity are possible