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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