1 General
1.1 The following technical information is to be understood as excerpt from the referred under Chapter 2 type test, if available and valid.

1.2 The regulations and conditions of the valid type test are always applicable.

1.3 Both orthogonal to each other shoring directions have to be verified with their respective supporting conditions and loads!

2 Type test
2.1 This application is based on the following documents:
2.1.1 Test report of the Bavarian State Trade Agency (LGA) in Nuremberg with number S-N/040361 from 26.10.2005.
2.1.2 Notification of change and extended duration from LGA in Nuremberg with number S-N/100134 of 17.12.2010 for the type test with the number S-N/040361 of 26.10.2005.
2.1.3 Notification of change and extended duration from LGA in Nuremberg with number S-N/120134 of 14.08.2012 for the type test with the number S-N/040361 of 26.10.2005.
2.1.4 Test report of the Bavarian State Trade Agency (LGA) in Nuremberg with number S-N/080286 from 15.08.2008.
2.1.5 Test report of the Bavarian State Trade Agency (LGA) in Nuremberg with number S-N/070234 from 15.08.2008.
2.1.6 Performance data of the PERI MULTIPROP System shoring system, which have to be taken from the assembly and usage instructions for the PERI MULTIPROP System shoring system.

2.2 Type-tested assembly heights as a single tower:
- free standing up to H = 4.80 m;
- restrained at the top up to H = 14.40 m (14.90 m).

3 Design concept
3.1 The design concept with an absolute safety factor corresponding to DIN 4421 has been used.
3.1.1 The safety factor for actions γ_F has been taken as 1.50.
3.1.2 The absolute safety factor for steel γ_tot (γ_M • γ_F) is 1.65.

4 System assumptions
4.1 The pre-deformations, inclinations and offsets of the structural system have been determined according to DIN EN 12812:2008-12 and in connection with the Application Guideline for Shoring based on DIN EN 12812, Edition 2009-08.
4.1.1 Restrained at the top one-storey shoring towers:
- pre-curvature w_O = H / 375
- angle of inclination from the clearance of the inner tube in the outer tube of the prop
4.1.2 Restrained at the top multi-storey shoring towers:
- pre-curvature w_O = H / 500 • (0.5 • (1 + 1 / n))^0.5 where n = 2
- angle of inclination from the clearance of the inner tube in the outer tube of the prop
- for member sections between the MRK frames with λ_q > 0.5 • (A • f_O / N_Ed)^0.5: additional pre-curvature l / 200
4.1.3 Free standing one-storey shoring towers:
- pre-curvature w_O = H / 375
- angle of inclination from the clearance of the inner tube in the outer tube of the prop
- inclination with tan(ψ) = 0.005
- load eccentricity at the head: 0.5 [cm]
- restraint and load eccentricity at the base according to DIN EN 1065

5 Load assumptions
5.1 Loads have been calculated in accordance with DIN EN 12812:2008-12 Chapter 8. The following values are characteristical ones.

5.2 Self-weight of the shoring
The self-weight of the shoring has been mathematically considered.

5.3 Wind load on the shoring
The wind load on the shoring has been determined in accordance with DIN EN 1991-1-4 and has been applied to act constantly over its height:
w_k = q [kN/m²] • c_f [-] • A [m²/m]
q = 0.45 [kN/m²]
On the MP props:
c_f = 1.50 [-] for each single prop
A = 0.125 [m²/m/prop]
On the MRK frames:
c_f = 1.85 [-] for 2 one after another frames
A = 0.38 [m²/m/prop] for MRK 296

6 Verification procedure
6.1 The deflections and internal forces and moments have been calculated according to DIN EN 12812:2008-12, and in connection with the Application Guideline for Shoring based on DIN EN 12812, Edition 2009-08, under γ_F-times actions and 1/γ_M-times stiffnesses based on second order theory, and have been compared to the design values of the elastic strengths (verification procedure elastic-elastic).
6.1.1 The partial factor for actions γ_F is 1.50.
6.1.2 The partial factor for material γ_M is 1.10.

7 Actions
7.1 The actions that have to be taken into account for the shoring verification are to be determined on the basis of DIN EN 12812:2008-12.

8 System capacities
8.1 The permissible leg loads correspond to class B1 shoring in accordance with DIN EN 12812:2008-12 Chapter 4.3.1 (γ = 1.00).
8.1.1 The verification of the shoring can be classified into design class B1 of DIN EN 12812:2008-12 when the action is determined precisely and the rigid shoring body does not settle.

8.2 The characteristical value of the action is to be compared by the verification to the calculated permissible leg load.

9 Supports
9.1 The supports have to be determined and/or statically verified in each application case according to the local circumstances.

9.2 The enforced building regulations have to be observed in connection with DIN EN 12812:2008-12 Chapter 7.5.

9.3 The shoring towers have to be generally supported on even surfaces with sufficient load bearing capacity.

10 Global sliding
10.1 The safety coefficient for sliding γ_μ by the minimum load against sliding of a free standing structural system is in the amount of 1.30.

10.2 The partial factor for stabilizing actions γ_F is 0.90.

10.3 The partial factor for destabilizing actions γ_F is 1.50.

11 Top restraint
11.1 The assumption of a horizontal support at the top of the shoring has to be ensured by suitable design measures, if necessary.