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MULTIPROP Shoring Tower Configurator

Please configure your shoring tower

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Optimal shoring tower configuration
Determination of the optimal shoring tower configuration, respectively configuration type, using the least possible number of MP-props + MRK-frames and based on the tower height H + supported leg load FV.
Permissible leg load FV
Determination of the permissible leg load FV of a selected configuration type based on the tower height H.
Boundary Conditions
Selection of shoring configuration parameters
1 - Static system
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2 - Consider wind on shoring
With a constant wind pressure in the amount of 0 < qk ≤ 0.45 kN/m².

Note: The wind pressure qk is obtained by multiplying the velocity pressure qp by a reduction factor for the period of use k (e.g. by working wind, maximum wind).
Wind pressure qk (kN/m²)
The wind pressure qk has to be a value between >0 and 0.45 kN/m².

Note: The wind pressure qk is obtained by multiplying the velocity pressure qp by a reduction factor for the period of use k (e.g. by working wind, maximum wind).
3 - Use of tilting forkhead MKK
If the tilting forkhead MKK is used, then the permissible load bearing capacities are determined according to either annexes C or E of the respective type test.
4 - Consider available prop types
If not all prop types (MP 350, MP 480 and MP 625) are available or desired, then the available warehouse stock or only the desired prop types can be considered.
MP 350
MP 480
MP 625
5.1 - Frames (Width)
If the MRK 62.5, MRK 75 or MRK 90 steel frames are used, then the permissible load bearing capacity has to be reduced.
The permissible load bearing capacity is determined by multiplying the load bearing capacity according to annexes A, C, D or E with a reduction factor of 0.60 at MRK 62.5 (0.83 at MRK 75, 0.91 at MRK 90).
This provision is valid exclusively for restrained at the top shoring towers without wind load.
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5.2 - Frames (Depth)
If the MRK 62.5, MRK 75 or MRK 90 steel frames are used, then the permissible load bearing capacity has to be reduced.
The permissible load bearing capacity is determined by multiplying the load bearing capacity according to annexes A, C, D or E with a reduction factor of 0.60 at MRK 62.5 (0.83 at MRK 75, 0.91 at MRK 90).
This provision is valid exclusively for restrained at the top shoring towers without wind load.
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Special Conditions
Horizontal force FH (kN)
The actual horizontal loads FH, that have to be supported, are to be considered according to the proof of stability analysis.

The maximum horizontal load FH,max, that can be supported, depends on the tower height H.
(0 < FH ≤ max 1.60 kN)
Coefficient of friction μ (-)
0.20
The minimum load against sliding FV,min is to be determined taking into account a coefficient of friction μ ≥ 0.20.

In case of smaller coefficients of friction a separate verification shall be performed.
Construction Description
Show parameters
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Project
Component
Date
Input Values
7 - Tower height H (m)
The tower height H has to be a value between %01.2f m and %01.2f m.
8 - Supported leg load FV (kN)
The actual leg loads FV, that have to be supported, are to be considered according to the proof of stability analysis.

(0 < FV ≤ 90 kN)
System Selection
Selection of shoring configuration type
Configuration type
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Calculate
 
PERI MULTIPROP 00
PERI MULTIPROP 01
PERI MULTIPROP 02
PERI MULTIPROP 03
PERI MULTIPROP 04
PERI MULTIPROP 05
PERI MULTIPROP 06
PERI MULTIPROP 07
PERI MULTIPROP 08
PERI MULTIPROP ANNEX XX
Attention
Important Requirements for the Intended Use
Language
Language Selection
English
Deutsch
Français
Technical Information
Technical Information
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 γF has been taken as 1.50.
3.1.2 The absolute safety factor for steel γtot (γM • γF) 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 wO = 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 wO = 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 λq > 0.5 • (A • fO / NEd)0.5: additional pre-curvature l / 200
4.1.3 Free standing one-storey shoring towers:
- pre-curvature wO = 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:
wk = q [kN/m²] • cf [-] • A [m²/m]
q = 0.45 [kN/m²]
On the MP props:
cf = 1.50 [-] for each single prop
A = 0.125 [m²/m/prop]
On the MRK frames:
cf = 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 γF-times actions and 1/γM-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 γF is 1.50.
6.1.2 The partial factor for material γM 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 γμ 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 γF is 0.90.

10.3 The partial factor for destabilizing actions γF 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.
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PERI SE
Formwork Scaffolding Engineering
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89264 Weißenhorn
Germany
Phone: +49 (0)7309.950-0
Fax: +49 (0)7309.951-0
apps-tools.service@peri.de
www.peri.com

Support Information
Support Information
Contacting PERI
Questions regarding the PERI Engineering Apps can be asked via the PERI SupportCenter:
https://supportcenter.peri.app/tickets/create?product=EngineeringApps.
Version Information
Version Information
MULTIPROP Shoring Tower Configurator
Version 1.0.10
© PERI SE.
All rights reserved.

Changes in v1.0.10 (31.07.2022)
New features:
* French language.

Changes in v1.0.9 (30.11.2020)
New features:
* Every calculation creates an Excel-Part List of the required items.
* The vertical distances of the frames to the props are marked in the result pricture.
Improvements:
* The selection of the configuration type is relocated.
* Frame types can be selected.

Changes in v1.0.8 (02.10.2018)
Improvements:
* The terms and conditions of use and a part of the language files were moved to the core-component.

Changes in v1.0.7 (24.08.2018)
New features:
* The cookie-banner was added.
Revisions:
* The download button was changed.

Changes in v1.0.6 (20.08.2018)
New features:
* The universal core-component was added.
Bug fixing:
* The values of the tooltip Tower Height adjust automatically.
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