technical design calculation report clt_en.pdf · en 14080 timber structures - glued laminated...

TECHNICAL DESIGN CALCULATION REPORT

Design Of Timber Structures

Project: Residential building

Location: Villazzano City: Trento

Address: Via della Villa , 22/A Province: Trento

Client: TimberTech s.r.l.

Building company: TimberTech s.r.l.

Structural designer: TimberTech s.r.l.

Date: Thursday, July 2, 2015

Technical Design Calculation Report TimberTech s.r.l.

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Design codes and standards 1. EN 1993-1-1 – Eurocode 3

Design of steel structures - Part 1-1: General rules and rules for buildings

2. EN 1993-1-8 – Eurocode 3

Design of steel structures - Part 1-8: Design of joints

3. EN 1995-1-1 – Eurocode 5

Design of timber structures - Part 1-1: General - Common rules and rules for buildings

4. EN 338

Structural timber - Strength classes

5. EN 1194

Timber structures - Glued laminated timber - Strength classes and determination of characteristic values

6. EN 14080

Timber structures - Glued laminated timber and glued solid timber - Requirements


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General description of the building

Location Region: Trentino-alto Adige

Province: Trento

City: Trento

Place: Villazzano

Address: Via della Villa, 22/A

Latitude: 46.06°

Longitude: 11.11°

Elevation mamsl: 193 m

Description Number of storeys: 2

Building length: 12.92 m

Building width: 17.3 m

Building height: 7.7 m


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Three-dimensional view Southeast


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Three-dimensional view Northwest


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Three-dimensional view South West


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Three-dimensional view North East


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Calculation software used

Calculation software features The software used is TimberTech Buildings, developed by Timber Tech s.r.l., start-up of the University of Trento (Italy).

Technical specifications

Name: TimberTech Buildings

Version: 2.20150622.1646R

Software Producer: Timber Tech s.r.l.

Via della Villa, 22/A

I-38123 – Villazzano – Trento (TN) – Italy

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License registered to Timber Tech s.r.l.

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Materials

Wooden materials The materials used in the project are listed in the following tables.

Descr. Description

𝑓𝑓𝑚𝑚,𝑘𝑘 Characteristic bending strength

𝑓𝑓𝑡𝑡,0,𝑘𝑘 Characteristic tensile strength along the grain

𝑓𝑓𝑡𝑡,90,𝑘𝑘 Characteristic tensile strength perpendicular to the grain

𝑓𝑓𝑐𝑐,0,𝑘𝑘 Characteristic compressive strength along the grain

𝑓𝑓𝑐𝑐,90,𝑘𝑘 Characteristic compressive strength perpendicular to the grain

𝑓𝑓𝑣𝑣,𝑘𝑘 Characteristic shear strength

𝐸𝐸0,𝑚𝑚𝑚𝑚𝑚𝑚𝑚𝑚 Mean value of modulus of elasticity along the grain

𝐸𝐸0,05 Fifth percentile value of modulus of elasticity along the grain

𝐸𝐸90,𝑚𝑚𝑚𝑚𝑚𝑚𝑚𝑚 Mean value of modulus of elasticity perpendicular to the grain

𝐺𝐺𝑚𝑚𝑚𝑚𝑚𝑚𝑚𝑚 Mean value of shear modulus

𝜌𝜌𝑘𝑘 Characteristic density

𝑓𝑓𝑣𝑣,𝑘𝑘,𝑖𝑖𝑚𝑚𝑖𝑖𝑖𝑖𝑚𝑚𝑚𝑚𝑚𝑚 Characteristic in-plane shear strength of CLT panel

𝑓𝑓𝑅𝑅,𝑘𝑘 Characteristic rolling shear strength

𝑓𝑓𝑇𝑇,𝑘𝑘 Torsional resistance of the glued interfaces

𝐺𝐺𝑅𝑅,𝑚𝑚𝑚𝑚𝑚𝑚𝑚𝑚 Mean value of rolling shear modulus

Homogeneous glued-laminated timber

Descr. 𝐟𝐟𝐦𝐦,𝐤𝐤 [MPa]

𝒇𝒇𝒕𝒕,𝟎𝟎,𝒌𝒌 [MPa]

𝒇𝒇𝒕𝒕,𝟗𝟗𝟎𝟎,𝒌𝒌 [MPa]

𝒇𝒇𝒄𝒄,𝟎𝟎,𝒌𝒌 [MPa]

𝒇𝒇𝒄𝒄,𝟗𝟗𝟎𝟎,𝒌𝒌 [MPa]

𝒇𝒇𝒗𝒗,𝒌𝒌 [MPa]

𝑬𝑬𝟎𝟎,𝒎𝒎𝒎𝒎𝒎𝒎𝒎𝒎 [MPa]

𝑬𝑬𝟎𝟎,𝟎𝟎𝟎𝟎 [MPa]

𝑬𝑬𝟗𝟗𝟎𝟎,𝒎𝒎𝒎𝒎𝒎𝒎𝒎𝒎 [MPa]

𝑮𝑮𝒎𝒎𝒎𝒎𝒎𝒎𝒎𝒎 [MPa]

𝝆𝝆𝒌𝒌 [kg/m3]

GL 24h 24 19.2 0.5 24 2.5 3.5 11500 9600 300 650 385


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CLT

Descr 𝒇𝒇𝒎𝒎,𝒌𝒌 [MPa]

𝒇𝒇𝒕𝒕,𝟎𝟎,𝒌𝒌 [MPa]

𝒇𝒇𝒕𝒕,𝟗𝟗𝟎𝟎,𝒌𝒌 [MPa]

𝒇𝒇𝒄𝒄,𝟎𝟎,𝒌𝒌 [MPa]

𝒇𝒇𝒄𝒄,𝟗𝟗𝟎𝟎,𝒌𝒌 [MPa]

𝒇𝒇𝒗𝒗,𝒌𝒌,𝒑𝒑𝒑𝒑𝒎𝒎𝒑𝒑𝒕𝒕 [MPa]

𝒇𝒇𝑹𝑹,𝒌𝒌

[MPa]

𝒇𝒇𝒗𝒗,𝒌𝒌,𝒍𝒍𝒎𝒎𝒑𝒑𝒕𝒕𝒍𝒍 [MPa]

𝒇𝒇𝑻𝑻,𝒌𝒌

[MPa]

𝑬𝑬𝟎𝟎,𝒎𝒎𝒎𝒎𝒎𝒎𝒎𝒎 [MPa]

𝑬𝑬𝟎𝟎,𝟎𝟎𝟎𝟎 [MPa]

𝑬𝑬𝟗𝟗𝟎𝟎,𝒎𝒎𝒎𝒎𝒎𝒎𝒎𝒎 [MPa]

𝑮𝑮𝒎𝒎𝒎𝒎𝒎𝒎𝒎𝒎 [MPa]

𝑮𝑮𝑹𝑹,𝒎𝒎𝒎𝒎𝒎𝒎𝒎𝒎 [MPa]

𝝆𝝆𝒌𝒌 [kg/m3]

C 24 XLAM 24 14 0.4 21 2.5 4 0.8 4 2.5 11000 7400 370 690 50 350

C 24 XLAM 24 14 0.4 21 2.5 4 0.8 4 2.5 11000 7400 370 690 50 350

Screws

Manufacturer Code Descr. Type l [mm]

d1 [mm]

d2 [mm]

𝒇𝒇𝒖𝒖𝒌𝒌 [MPa]

HBS 10 x 120 HBS10120 HBS 10 x 120 0 120 10 6.4 1000


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Calculation method and numerical model

Model Description Hypothesis adopted for the elements

The timber walls are constrained at the base by means of connection systems capable of transmitting both in-plane and out-of-plane actions.

The floors are schematized simply supported by the walls or by the beams and the columns are modelled with hinged ends.

The horizontal elements are considered infinitely rigid in their plane and with three degrees of freedom: two translational and one rotational.

In the analysis, in presence of horizontal loads, some elements may be defined as “secondary”: this mean that their strength and stiffness are neglected in the calculation of the response of the building. In the model these elements are represented in terms of mass and they are designed only for vertical loads.

Rigid body rocking – Forces on hold-down / tie-down

The hold-down or tie-down systems are used to prevent the rotation of the wall caused by the overturning moment of the horizontal force. The hold-down, placed on the in-tension edge of the wall, is loaded by a force equal to

𝑇𝑇 = � �𝑀𝑀3−3

𝑏𝑏−𝑁𝑁2� ⋅

1𝑛𝑛𝑚𝑚𝑚𝑚𝑐𝑐

𝑓𝑓𝑓𝑓𝑓𝑓 𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎 ℎ𝑓𝑓𝑜𝑜𝑜𝑜 − 𝑜𝑜𝑓𝑓𝑑𝑑𝑛𝑛

0 𝑓𝑓𝑓𝑓𝑓𝑓 𝑎𝑎𝑛𝑛𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎 ℎ𝑓𝑓𝑜𝑜𝑜𝑜 − 𝑜𝑜𝑓𝑓𝑑𝑑𝑛𝑛

where:

𝑏𝑏 is the lever arm for the internal couple, assumed equal to 0.9 ⋅ 𝑜𝑜, where 𝑜𝑜 is the length of the wall

𝑁𝑁 is the axial vertical load acting on the wall

𝑀𝑀3−3 is the moment acting in the plane of the wall

𝑛𝑛𝑚𝑚𝑚𝑚𝑐𝑐 is the number of connections present at each corner of the wall


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Figure: Calculation model for determining the tensile force acting on the hold-down

Structural elements

The following table shows the positions of the individual walls. The last four columns show the coordinates of the corners of each wall.

X1 e Y1 indicate the coordinates of the starting point of the wall

X2 e Y2 indicate the coordinates of the end point of the wall

Wall name Type of wall Element

resistant to horizontal

loads

Height [m]

Length [m]

Altitude [m]

X1 [m]

Y1 [m]

X2 [m]

Y2 [m]

Wall 1 CLT Yes 3.2 1 0 0 0 1 0

Wall 11 CLT Yes 3.2 2.5 0 0 2.9 0 5.4

Wall 13 CLT Yes 3.2 1.5 0 0 6.8 0 8.3

Wall 14 CLT Yes 3.2 3 0 10.4 0 13.4 0

Wall 15 CLT Yes 3.2 2.4 0 0 8.3 2.4 8.3

Wall 20 CLT Yes 3.2 7.8 0 11.8 8.3 4 8.3

Wall 21 CLT Yes 3.2 2.4 0 13.4 8.3 15.8 8.3

Wall 22 CLT Yes 2.8 1 3.2 0 0 1 0

Wall 23 CLT Yes 2.8 1.99 3.2 3.412 0 5.4 0

Wall 25 CLT Yes 3.12 1.47 3.2 5.4 -1 6.868 -1

Wall 26 CLT Yes 3.15 1.47 3.2 8.932 -1 10.4 -1


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Wall 27 CLT Yes 4.5 3.14 3.2 0 4.15 3.142 4.15

Wall 29 CLT Yes 4.5 3.06 3.2 4.84 4.15 7.9 4.15

Wall 3 CLT Yes 3.2 3 0 2.4 0 5.4 0

Wall 30 CLT No 3.68 4.15 3.2 7.9 4.15 7.9 8.3

Wall 31 CLT Yes 2.8 1 3.2 10.4 -1 10.4 0

Wall 33 CLT Yes 3.09 1.5 3.2 0 8.3 0 6.8

Wall 34 CLT Yes 4.23 2.5 3.2 0 5.4 0 2.9

Wall 35 CLT Yes 3.13 1.5 3.2 0 1.5 0 0

Wall 36 CLT Yes 4.5 2.5 3.2 7.9 4.15 10.4 4.15

Wall 37 CLT No 3.33 2.8 3.2 10.4 0 10.4 2.8

Wall 38 CLT Yes 2.8 1.99 3.2 10.4 0 12.388 0

Wall 39 CLT Yes 2.8 0.51 3.2 15.29 0 15.8 0

Wall 4 CLT Yes 3.2 1 0 5.4 0 5.4 -1

Wall 42 CLT Yes 2.8 7.8 3.2 4 8.3 11.8 8.3

Wall 43 CLT Yes 2.8 2.4 3.2 13.4 8.3 15.8 8.3

Wall 46 CLT Yes 3.13 1.5 3.2 15.8 6.8 15.8 8.3

Wall 54 CLT Yes 3.2 2.37 0 15.8 8.3 15.8 5.93

Wall 6 CLT Yes 3.2 1 0 10.4 0 10.4 -1

Wall 61 CLT Yes 3.2 2.8 0 5.4 0 5.4 2.8

Wall 62 CLT Yes 3.33 2.8 3.2 5.4 0 5.4 2.8

Wall 63 CLT Yes 2.8 2.4 3.2 0 8.3 2.4 8.3

Wall 64 CLT No 2.8 1.6 3.2 2.4 8.3 4 8.3

Wall 66 CLT Yes 3.2 1.7 0 5.4 -1 7.1 -1

Wall 67 CLT Yes 3.2 1.7 0 8.7 -1 10.4 -1

Wall 71 CLT Yes 3.2 2.5 0 7.9 4.15 10.4 4.15


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Wall 72 CLT Yes 3.2 3.06 0 4.84 4.15 7.9 4.15

Wall 72 CLT Yes 3.2 3.14 0 0 4.15 3.142 4.15

Wall 73 CLT Yes 2.8 1 3.2 5.4 0 5.4 -1

Wall 74 CLT No 1.0 2.41 3.2 1 0 3.412 0

Wall 75 CLT No 1.0 1.4 3.2 0 6.8 0 5.4

Wall 76 CLT No 1.0 1.4 3.2 0 2.9 0 1.5

Wall 77 CLT No 1.0 1.6 3.2 13.4 8.3 11.8 8.3

Wall 78 CLT No 1.0 1.73 3.2 15.8 6.8 15.8 5.074

Wall 8 CLT Yes 3.2 0.6 0 15.2 0 15.8 0

Wall 9 CLT Yes 3.2 1.5 0 0 0 0 1.5

Wall2 CLT No 3.77 5.07 3.2 15.8 0 15.8 5.074

Wall3 CLT Yes 3.2 2.8 0 15.8 0 15.8 2.8

The following table shows the positions of the columns.

X e Y are the coordinates of the point where the column is located

Column name

Height [m]

Altitude [m]

X [m]

Y [m]

Column 1 3.2 0 5.4 -2.7

Column 10 3.95 3.2 7.9 -2.7

Column 11 3.2 0 13.4 4.15

Column 12 3.95 3.2 7.9 2.8

Column 2 3.2 0 7.9 -2.7

Column 3 3.2 0 10.4 -2.7

Column 6 4.5 3.2 15.8 4.15

Column 7 2.8 3.2 5.4 -2.7

Column 9 2.8 3.2 10.4 -2.7


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Wall horizontal stiffness The wall stiffness can be estimated considering the contributions of all the components, as shown below.

CLT walls

The overall stiffness of CLTwalls is calculated taking into account the contribution of the following components:

• CLT panel (kXLAM)

• shear connections – angle brackets (ka)

• hold-down or tie-down (kh)

Figure: Mechanical model for determining the CLT walls overall stiffness

The following table indicates the positions of the walls and their equivalent shear stiffness.

Wall name Type of wall Element

resistant to horizontal

loads

Height [m]

Length [m]

Equivalent shear

stiffness [kN/m]

Wall 1 CLT Yes 3.2 1 1049

Wall 11 CLT Yes 3.2 2.5 5663

Wall 13 CLT Yes 3.2 1.5 3194


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Wall 14 CLT Yes 3.2 3 5237

Wall 15 CLT Yes 3.2 2.4 4176

Wall 20 CLT Yes 3.2 7.8 18323

Wall 21 CLT Yes 3.2 2.4 4176

Wall 22 CLT Yes 2.8 1 1110

Wall 23 CLT Yes 2.8 1.99 3867

Wall 25 CLT Yes 3.12 1.47 1827

Wall 26 CLT Yes 3.15 1.47 1795

Wall 27 CLT Yes 4.5 3.14 3968

Wall 29 CLT Yes 4.5 3.06 3785


Wall 30 CLT No 3.68 4.15 0

Wall 31 CLT Yes 2.8 1 1110

Wall 33 CLT Yes 3.09 1.5 1990

Wall 34 CLT Yes 4.23 2.5 2909

Wall 35 CLT Yes 3.13 1.5 1943

Wall 36 CLT Yes 4.5 2.5 2604

Wall 37 CLT No 3.33 2.8 0

Wall 38 CLT Yes 2.8 1.99 3867


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Wall 39 CLT Yes 2.8 0.51 294


Wall 42 CLT Yes 2.8 7.8 39023

Wall 43 CLT Yes 2.8 2.4 4717

Wall 46 CLT Yes 3.13 1.5 1943

Wall 54 CLT Yes 3.2 2.37 5460


Wall 61 CLT Yes 3.2 2.8 7528

Wall 62 CLT Yes 3.33 2.8 5406

Wall 63 CLT Yes 2.8 2.4 5464

Wall 64 CLT No 2.8 1.6 0

Wall 66 CLT Yes 3.2 1.7 2978

Wall 67 CLT Yes 3.2 1.7 2978

Wall 71 CLT Yes 3.2 2.5 3723

Wall 72 CLT Yes 3.2 3.06 5429

Wall 72 CLT Yes 3.2 3.14 5695

Wall 73 CLT Yes 2.8 1 1110

Wall 74 CLT No 1.0 2.41 0

Wall 75 CLT No 1.0 1.4 0


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Wall 76 CLT No 1.0 1.4 0

Wall 77 CLT No 1.0 1.6 0

Wall 78 CLT No 1.0 1.73 0

Wall 8 CLT Yes 3.2 0.6 389

Wall 9 CLT Yes 3.2 1.5 3194

Wall2 CLT No 3.77 5.07 0

Wall3 CLT Yes 3.2 2.8 5749

Types of structural elements and sign conventions Linear elements

The linear elements are used to model beams and columns. They have a local reference system with respect to which stress/force components are shown. The sign convention adopted is shown in the figure below.

Force Description Unit of measure N Axial force kN

M3-3 Bending moment about local axis 3 kN m V2 Shear along local axis 2 kN

M2-2 Bending moment about local axis 2 kN m V3 Shear along local axis 3 kN


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Figure: sign conventions for beams

Figure: sign conventions for columns


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Wall elements

The walls, regardless of type, have the following sign conventions.

Stress Description Unit of measure

In-plane stresses n Axial stress (per unit length) kN/m

m3-3 Bending moment about local axis 3 (per unit length) kNm/m v2 Shear along local axis 2 (per unit length) kN/m

Out-of-plane stresses (plate)

m2-2 Bending moment about local axis 2 (per unit length) kNm/m v3 Shear along local axis 3 (per unit length) kN/m

Force Description Unit of measure

In-plane stresses N Total axial force kN

M3-3 Bending moment about local axis 3 kNm V2 Shear along local axis 2 kN

Out-of-plane stresses (plate)

M2-2 Bending moment about local axis 3 kNm V3 Shear along local axis 2 kN

Figure: sign conventions for walls


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Actions and design loads

Self-weight of structural materials The weights of the structural materials are shown in the table below.

Description Specific weight ɣ [kN/m3]

GL 24h 6 C 24 XLAM 6

Snow loads The snow load is evaluated in accordance with the Italian Standard (3.4 - NTC ‘08).

Snow load on the roof can be evaluated using expression 3.3.7 NTC ‘08

𝑞𝑞𝑠𝑠 = 𝜇𝜇𝑖𝑖 ⋅ 𝑞𝑞𝑠𝑠𝑘𝑘 ⋅ 𝐶𝐶𝐸𝐸 ⋅ 𝐶𝐶𝑡𝑡

where

𝑞𝑞𝑠𝑠 is the value of the snow load on the roof

𝜇𝜇𝑖𝑖 is the shape coefficient

𝑞𝑞𝑠𝑠𝑘𝑘 is the characteristic ground snow load

𝐶𝐶𝐸𝐸 is the exposure coefficient

𝐶𝐶𝑡𝑡 is the thermal coefficient

Characteristic ground snow load at the site

Province: Trento


Snow load zone: Zone I - Alpine

Characteristic ground snow load: 1.50 kN/m2

Topographic category: Normal topography :

Exposure coefficient: 1

Thermal coefficient: 1

Snow is not prevented from sliding off: No


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Snow load on the roof

The value of the snow load acting on each roof is shown in the following table.

Roof name Snow load [kN/m2]

Floor 3 1.20 Floor 14 1.20

Wind actions The wind load is evaluated in accordance with the Italian standard (section 3.3 of NTC ’08). The wind action is represented by a simplified set of pressures or forces whose effects are equivalent to the extreme effects of the turbulent wind. For the usual structures the wind action are considered as equivalent static actions evaluated as described in § 3.3.3 NTC ‘08.

Project data

Province: Trento


Wind load zone: Zone 1

Terrain roughness class: Class A

Distance from the coast: Hinterland

Exposure category: V

Reference mean (basic) velocity

The fundamental value of the basic wind velocity, vb, is the characteristic 10 minutes mean wind velocity, irrespective of wind direction and time of year, at 10 m above ground level in terrain with exposure category II (Tab. 3.3.II) and referring to a return period of 50 years.

The value of the basic wind velocity 𝑎𝑎𝑏𝑏 is given by the expression:

𝑎𝑎𝑏𝑏 = 𝑎𝑎𝑏𝑏,0 for as ≤ a0

𝑎𝑎𝑏𝑏 = 𝑎𝑎𝑏𝑏,0 + 𝑘𝑘𝑚𝑚 ⋅ (𝑎𝑎𝑠𝑠 − 𝑎𝑎0) for a0 < as ≤ 1500 m

where:

𝑎𝑎𝑏𝑏,0, 𝑎𝑎0, 𝑘𝑘𝑚𝑚 are factors which are dependent on the site where the building is located (Fig. 3.3.1.)

𝑎𝑎𝑠𝑠 is the altitude above sea level (in m) of the site where the building is located.

𝑎𝑎𝑏𝑏,0 25 m/s

𝑎𝑎0 1000 m


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𝑘𝑘𝑚𝑚 0.010 1/s

Reference velocity: 25.00 m/s

Reference velocity pressure

The reference velocity pressure qb (in N/m²) is given by the expression:

𝑞𝑞𝑏𝑏 =12⋅ 𝜌𝜌 ⋅ 𝑎𝑎𝑏𝑏2

where

𝑎𝑎𝑏𝑏 is the reference velocity of the wind (in m/s);

𝜌𝜌 is the air density conventionally assumed constant and equal to 1,25 kg/m3.

So

𝑞𝑞𝑏𝑏 390.63 N/m2

Wind pressure acting on the building surfaces

The wind pressure acting on the building surfaces is given by the following expression

𝑝𝑝 = 𝑞𝑞𝑏𝑏 ⋅ 𝑎𝑎𝑚𝑚 ⋅ 𝑎𝑎𝑖𝑖 ⋅ 𝑎𝑎𝑑𝑑

where

𝑞𝑞𝑏𝑏 is reference velocity pressure

𝑎𝑎𝑚𝑚 is the exposure factor depending on the height z on the ground; it can be calculated with the following expression:

𝑎𝑎𝑚𝑚(𝑧𝑧) = 𝑘𝑘𝑟𝑟2 ⋅ 𝑎𝑎𝑡𝑡 ⋅ ln � 𝑧𝑧𝑧𝑧0� ⋅ �7 + 𝑎𝑎𝑡𝑡 ⋅ ln � 𝑧𝑧

𝑧𝑧0�� for z ≥ zmin

𝑎𝑎𝑚𝑚(𝑧𝑧) = 𝑎𝑎𝑚𝑚(𝑧𝑧min) for z<zmin

where

𝑎𝑎𝑡𝑡 is the topography factor

𝑎𝑎𝑖𝑖 is the pressure coefficient

𝑎𝑎𝑑𝑑 is the dynamic factor which takes into account the increasing effect from vibrations due to turbulence

The values assumed in the calculations for the coefficients mentioned above are reported in the following tables.

Description Value

Dynamic factor 1


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Figure: Values of the coefficient cpe depending on the inclination of the surface.

Below are the values of cpe e cpi. The internal pressure coefficient, which gives the effect of the wind on the internal surfaces of buildings, is equal to zero if the building is airtight, conversely it is equal to ±0.2 if the building has openings. Internal and external pressures are considered to act at the same time. The worst combination of external and internal pressures are considered for every combination of possible openings.

Building element Inclined at an angle [°] cpe Windward wall 90 0.8 Leeward wall 90 -0.4

Leeward roof pitch - -0.4 Windward pitch 22° 22 -0.33

Type of construction cpi Airtight 0


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Loads acting on the walls The following table shows the loads acting on the walls.

Load name: Load ID

Position: Position of the wall: internal or external

g1,k: Permanent action: self-weight

g2,k: Permanent action

q,wind,k: Variable actions: wind load

Wall name Position Load name g1,k [kN/m2]

g2,k [kN/m2]

q,wind,k downwind

[kN/m2]

q,wind,k windward

[kN/m2]

Wall 1 External External wall load 0.6 0.6 -0.23 0.46


















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Wall2 External External wall load 0.6 0.6 -0.23 0.46

Wall3 External External wall load 0.6 0.6 -0.23 0.46

Loads acting on the floors The following table shows the characteristic values of the loads acting on the decks.

Load name: Load ID

Position: Position of the floor: internal or external

Environment: Load category

α: Roof pitch angle

g1,k: Permanent action: self-weight

g2,k: Permanent action

q,k: Variable actions

q,snow,k: Variable actions: snow load

q,wind,k: Variable actions: wind load

Floor name Position α [°] Load name Environment g1,k

[kN/m2] g2,k

[kN/m2] q,k

[kN/m2] q,snow,k [kN/m2]

q,wind,k leeward [kN/m2]

q,wind,k windward

[kN/m2]

Floor 1 Internal floor 0 Residential

environment load

Live loads cat. A - Residential rooms and related services, hotels

0.7 2 2 0 0 0

Floor 3 Roof 22 Roof load

Live loads cat. H1 - Roofs accessible only for maintenance and

repair

0.38 2 0.5 1.2 -0.23 -0.19


environment load


0.38 2 2 0 0 0


environment load


0.38 2 2 0 0 0

Floor 14 Roof 22 Roof load

Live loads cat. H1 - Roofs accessible only for maintenance and

repair

0.38 2 0.5 1.2 -0.23 -0.19


environment load


0.7 2 2 0 0 0


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Seismic action The seismic action was evaluated according to the Italian standard NTC '08. The response spectra are calculated using three parameters depending on the characteristic of the site in question:

𝑎𝑎𝑔𝑔 is the design ground acceleration on type A ground (Peak Ground Acceleration)

𝐹𝐹0 is the horizontal spectral acceleration amplification factor

𝑇𝑇𝐶𝐶∗ is the period when the spectrum constant-velocity starts

The main parameters regarding the structure and the seismic parameters of the site are summarized below with reference to different limit states.

Type of construction: Ordinary structures

Nominal service life of the structure: 50

Use Class: Class II - § 2.4.2 Building with normal crowding, without hazardous contents to the environment and without essential public functions

Use Class parameter Cu: 1

Reference Service Life (𝑉𝑉𝑅𝑅 = 𝑉𝑉𝑁𝑁 ⋅ 𝐶𝐶𝑈𝑈): 50

Limit States PVR TR [years] ag [g] F0 TC* SLO – Operational Limit State

81%

30

0.028

2.51

0.20

SLD – Damage Limit State

63%

50

0.034

2.54

0.22

SLV – Life Safety Limit State

10%

475

0.076

2.65

0.32

SLC – Collapse Prevention Limit State

5%

975

0.095

2.68

0.34

The following are the parameters of the site affecting the local seismic response.

Ground type: B - Tab. 3.2.II Deposits of very dense sand, gravel, or very stiff clay, at least several tens of metres in thickness, characterised by a gradual increase of mechanical properties with depth

Topographic category: T1 - Tab. 3.2.IV Plains, slopes and isolated cliffs with average slope angles i ≤ 15 °

Topographic amplification factor ST: 1.000

Limit states SS CC S TB [s] TC [s] TD [s]

SLO – Operational Limit State

1.20

1.52

1.20

0.10

0.30

1.71

SLD – Damage Limit State

1.20

1.49

1.20

0.11

0.33

1.74

SLV – Life Safety Limit State

1.20

1.38

1.20

0.15

0.44

1.90

SLC – Collapse Prevention Limit State

1.20

1.37

1.20

0.15

0.46

1.98


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where

S is the Soil Factor

Ss stratigraphic amplification factor

CC a coefficient depending on the category of subsoil

TB is the period when the plateau at constant acceleration of the spectrum starts

TC is the period when this plateau ends

TD is the value defining the beginning of the constant displacement response range

of the spectrum

Horizontal elastic response spectra

Horizontal elastic response spectra are reported below; they are calculated using the following values of the parameters η e ξ

η 1.00

ξ 5%

η is the damping correction factor with a reference value of η = 1 for 5% viscous damping.

Design spectra ULS

To avoid explicit inelastic structural analysis in design, the capacity of the structure to dissipate energy, through mainly ductile behaviour of its elements and/or other mechanisms, is taken into account by performing an elastic analysis based on a response spectrum reduced with respect to the elastic one, henceforth called a ''design spectrum''. This reduction is accomplished by introducing the behaviour factor q.

The design spectrum for elastic analysis Sd(T) can be calculated by substituting η with 1/q in formulas 3.2.4 NTC ’08 where q is the behaviour factor.


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𝑞𝑞 = 𝑞𝑞0 ⋅ 𝐾𝐾𝑅𝑅

KR is a reduction factor of the value of the behaviour factor q for buildings non-regular in elevation

Below are the parameters relating to the characteristics of the building:

Elevation Regularity: Yes

KR: 1.0

Ductility class: Ductility class "B"

Structural typology: Glued wall panels - Tab. 7.7.I Glued wall panels with glued diaphragms, connected with nails and bolts

Base value of the behavior factor q0: 2.00

Behaviour factor q: 2.00

The horizontal elastic response spectra and the horizontal design spectrum (Life Safety Limit State) are shown below.


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Sections of the structural elements

CLT walls The following table shows the CLT walls characteristics.

Section name Manufacturer Panel name Material Layers

number Thickness

[mm] Layers Orientation of

the outer layers

CLT 120 mm - 5 layers -

vertical joints Predefinito 100 5s T C 24 XLAM 5 100 20 - 20 - 20 -

20 - 20 Vertical

CLT 100 mm - 3 layers Predefinito 100 3s T C 24 XLAM 3 100 30 - 40 - 30 Vertical

The characteristics of the walls with vertical joints between the CLT panels are summarized below.

Section name Type of joint between the

panels

Length of the single panel

bp [mm] Metal

fastener Spacing of

the fasteners sc [mm]

CLT 120 mm - 5 layers -

vertical joints

Inclined screws 1250 HBS 10 x 120 250

Figure: Vertical wall panels joint – joint with inclined screws


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Floors with timber joists Elements geometric characteristics

hb: Cross section height

bb: Cross section width

ib: Joists spacing

The following table sets out the details concerning the floor with joists. Section name Material Cross section height hb [mm] Cross section width bb [mm] Joists spacing ib [mm]

Joist floor 160x240 GL 24h 240 160 600

CLT floors Floor geometric characteristic

hb: CLT panel thickness

The following table sets out the details concerning the CLT floors.

Section name Manufacturer CLT panel name Material Number of

layers Thickness

hb[mm] Layers External layers

orientation

CLT floor Predefinito 140 5s L C 24 XLAM 5 140 40 - 20 - 20 - 20 - 40

Parallel to the calculation direction

Figure: geometric characteristics of the floor

Figure: CLT floor geometric characteristics


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Cross section of timber linear elements The following table sets out the details concerning the cross section of every linear element.

Section name Material Width b [mm] Height h [mm] Area A [mm2] Jy-y [mm4] Jz-z [mm4] Section 200x240 GL

24h GL 24h 200 240 48000 2.30E8 1.60E8

Section 200x440 GL 24h GL 24h 200 440 88000 1.42E9 2.93E8

Section 200x520 GL 24h GL 24h 200 520 104000 2.34E9 3.47E8

Figure: Geometric size of every timber cross section

Connections Hold Down

Figure: graphical representation of a hold-down in a base connection (timber wall – foundation connection)


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Connection name

Connection position

Manufacturer Description Fasteners

number Fastener typology Anchor Type of

anchor Anchorage

depth [mm]

Number of hold-down at

each wall end

Ground connection - hold down - shear angle

bracket

Ground connection Rotho Blass WHT 440 20 Chiodi Anker

4,0 X 40 M16 5.8 Resina

vinilestere ETA-09/0078

160 1


bracket 3


4,0 X 60 M16 5.8 Resina


160 2


bracket 2


4,0 X 60 M16 5.8 Resina


160 1


bracket 4


4,0 X 60 M20 5.8 Resina


200 2

Timber-reinforced concrete connection

Figure: graphical representation of the shear connection with angle brackets

Connection name

Connection position

Manufacturer

Description

Fasteners number on the vertical

plate

Fastener typology

Anchors number Anchor Type of

anchor Number of

sides

Angle brackets spacing i

[mm] Ground

connection - hold down - shear angle

bracket

Ground connection Rotho Blaas Titan TCN

200 30 Chiodi Anker 4,0 X 60 2 M12 5.8

Resina vinilestere

ETA-09/0078

1 500


bracket 3

Ground connection Rotho Blaas

WBR100 con

rinforzo 12 Chiodi Anker

4,0 X 60 2 M10 5.8

Resina vinilestere

ETA-09/0078

1 300


bracket 2


200 30 Chiodi Anker 4,0 X 60 2 M12

Ancorante avvitabile

SKR 12X120

1 500


bracket 4


240 36 Chiodi Anker 4,0 X 60 2 M16

Ancorante pesante AB7

16X150 ETA-

07/0067

1 500


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Double Hold Down

Figure: graphical representation of the hold-down connection at the upper floors

Connection name Connection position Manufacturer Description Fasteners

number Fastener typology Bolt

Number of connections at each wall end

Upper level - 2 hold down - shear

angle bracket Upper level Rotho Blass WHT 540 42 Chiodi Anker 4,0 X

60 M16 5.8 1

Upper level - User connection Upper level Rotho Blass WHT 540 42 Chiodi Anker 4,0 X

60 M16 5.8 1

Angle bracket - Timber to timber connection

Figure: graphical representation of the timber to timber shear connection with angle brackets


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Connection name

Connection position Manufacturer Description

Number of fasteners on the vertical

plate

Number of fasteners on

the horizontal

plate

Fasteners typology

vertical plate

Fasteners typology

horizontal plate

SIdes number

Angle brackets spacing i

[mm]

Upper level - 2 hold down - shear angle

bracket

Upper level Rotho Blaas Titan TTN 240 36 36 Chiodi Anker 4,0 X 60

Chiodi Anker 4,0 X 60 1 500

Upper level - User

connection Upper level Definito da

utente Definito da

utente 1 1 Utente Utente 1 500


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Combinations of actions For each critical load case, the design values of the effects of actions shall be determined by combining the values of actions that are considered to occur simultaneously.

Combination of actions for persistent or transient design situations (fundamental combination - ULS):

𝛾𝛾𝐺𝐺1 ⋅ 𝐺𝐺1 + 𝛾𝛾𝐺𝐺2 ⋅ 𝐺𝐺2 + 𝛾𝛾𝑃𝑃 ⋅ 𝑃𝑃 + 𝛾𝛾𝑄𝑄 ⋅ 𝑄𝑄𝑘𝑘1 + 𝛾𝛾𝑄𝑄2 ⋅ 𝜓𝜓02 ⋅ 𝑄𝑄𝑘𝑘2 + 𝛾𝛾𝑄𝑄3 ⋅ 𝜓𝜓03 ⋅ 𝑄𝑄𝑘𝑘3 + ⋯

Combination of actions for seismic design situations E:

𝐸𝐸 + 𝐺𝐺1 + 𝐺𝐺2 + 𝑃𝑃 +𝜓𝜓21 ⋅ 𝑄𝑄𝑘𝑘1 +𝜓𝜓22 ⋅ 𝑄𝑄𝑘𝑘2 + ⋯

being

G1 permanent action: self weight

G2 permanent actions

Q1 characteristic value of the main variable action

Qki characteristic value of the i-th variable action

𝛾𝛾𝐺𝐺1 is the partial factor for the self-weight action

𝛾𝛾𝐺𝐺2 is the partial factor for the permanent actions action

The following are the values of the combination coefficients used.

Snow/wind loads

Load name Description Load-duration ψ0 ψ1 ψ2

Wind Wind pressure Instantaneous 0,6 0,2 0

Snow Snow load (altitude ≤ 1000 mamsl) Short-term 0,5 0,2 0

Snow Snow load (altitude> 1000 mamsl) Medium-term 0,7 0,5 0,2

Variable actions

Recommended values of ψ factors for buildings

Category name Description Load-duration ψ0 ψ1 ψ2

Live load cat.A Live load cat.A: domestic, residential areas Medium-term 0,7 0,5 0,3

Live load cat.B Live load cat.B: office areas Medium-term 0,7 0,5 0,3

Live load cat.C Live load cat.C: shopping areas Medium-term 0,7 0,7 0,6


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Live load cat.D Live load cat.D: storage areas Medium-term 0,7 0,7 0,6

Live load cat.E Live load cat.E: Libraries, archives, warehouses and industrial areas Long-term 1,0 0,9 0,8

Live load cat.F Live load cat.F: traffic area, vehicle weight ≤ 30kN Long-term 0,7 0,7 0,6

Live load cat.G Live load cat.G: traffic area, vehicle weight > 30 kN Long-term 0,7 0,5 0,3

Live load cat.H Live load cat.H: roofs accessible only for maintenance Medium-term 0 0 0

Live load cat.H2-A Live load cat.H2-A: Practicable roofs of category A areas Medium-term 0 0 0

Live load cat.H2-B Live load cat.H2-B: Practicable roofs of category B areas Medium-term 0 0 0

Live load cat.H2-C Live load cat.H2-C: Practicable roofs of category C areas Medium-term 0 0 0

Live load cat.H2-D Live load cat.H2-D: Practicable roofs of category D areas Medium-term 0 0 0

Live load cat.H2-E Live load cat.H2-E: Practicable roofs of category E areas Medium-term 0 0 0


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Combinations of actions used Vertical ULS loads combinations

The following table shows the ULS load combinations relevant for verifications in conditions of vertical load. The coefficient values listed correspond to the product of the partial safety factor 𝛾𝛾𝑗𝑗 and the combination factors 𝜓𝜓0𝑗𝑗.

The action of the wind is schematized with a uniform load orthogonal to each external wall.

Nome Durata G1 G2 Variable cat.A

Variable cat.H Snow Orthogonal

wind Wind

X Wind

Y Seismic ULS X

Seismic ULS Y

Seismic SLS X

Seismic SLS Y

ULS 1 Permanent 1 0 0 0 0 0 0 0 0 0 0 0 ULS 2 Medium-term 1 0 1.5 0 0 0 0 0 0 0 0 0 ULS 3 Short-term 1 0 1.5 0 0.75 0 0 0 0 0 0 0 ULS 4 Instantaneous 1 0 1.5 0 0 0.9 0 0 0 0 0 0 ULS 5 Instantaneous 1 0 1.5 0 0.75 0.9 0 0 0 0 0 0 ULS 6 Medium-term 1 0 0 1.5 0 0 0 0 0 0 0 0 ULS 7 Medium-term 1 0 1.05 1.5 0 0 0 0 0 0 0 0 ULS 8 Short-term 1 0 0 1.5 0.75 0 0 0 0 0 0 0 ULS 9 Short-term 1 0 1.05 1.5 0.75 0 0 0 0 0 0 0

ULS 10 Instantaneous 1 0 0 1.5 0 0.9 0 0 0 0 0 0 ULS 11 Instantaneous 1 0 1.05 1.5 0 0.9 0 0 0 0 0 0 ULS 12 Instantaneous 1 0 0 1.5 0.75 0.9 0 0 0 0 0 0 ULS 13 Instantaneous 1 0 1.05 1.5 0.75 0.9 0 0 0 0 0 0 ULS 14 Short-term 1 0 0 0 1.5 0 0 0 0 0 0 0 ULS 15 Short-term 1 0 1.05 0 1.5 0 0 0 0 0 0 0 ULS 16 Instantaneous 1 0 0 0 1.5 0.9 0 0 0 0 0 0 ULS 17 Instantaneous 1 0 1.05 0 1.5 0.9 0 0 0 0 0 0 ULS 18 Instantaneous 1 0 0 0 0 1.5 0 0 0 0 0 0 ULS 19 Instantaneous 1 0 1.05 0 0 1.5 0 0 0 0 0 0 ULS 20 Instantaneous 1 0 0 0 0.75 1.5 0 0 0 0 0 0 ULS 21 Instantaneous 1 0 1.05 0 0.75 1.5 0 0 0 0 0 0 ULS 22 Permanent 1 1.5 0 0 0 0 0 0 0 0 0 0 ULS 23 Medium-term 1 1.5 1.5 0 0 0 0 0 0 0 0 0 ULS 24 Short-term 1 1.5 1.5 0 0.75 0 0 0 0 0 0 0 ULS 25 Instantaneous 1 1.5 1.5 0 0 0.9 0 0 0 0 0 0 ULS 26 Instantaneous 1 1.5 1.5 0 0.75 0.9 0 0 0 0 0 0 ULS 27 Medium-term 1 1.5 0 1.5 0 0 0 0 0 0 0 0 ULS 28 Medium-term 1 1.5 1.05 1.5 0 0 0 0 0 0 0 0 ULS 29 Short-term 1 1.5 0 1.5 0.75 0 0 0 0 0 0 0 ULS 30 Short-term 1 1.5 1.05 1.5 0.75 0 0 0 0 0 0 0 ULS 31 Instantaneous 1 1.5 0 1.5 0 0.9 0 0 0 0 0 0 ULS 32 Instantaneous 1 1.5 1.05 1.5 0 0.9 0 0 0 0 0 0 ULS 33 Instantaneous 1 1.5 0 1.5 0.75 0.9 0 0 0 0 0 0 ULS 34 Instantaneous 1 1.5 1.05 1.5 0.75 0.9 0 0 0 0 0 0 ULS 35 Short-term 1 1.5 0 0 1.5 0 0 0 0 0 0 0 ULS 36 Short-term 1 1.5 1.05 0 1.5 0 0 0 0 0 0 0 ULS 37 Instantaneous 1 1.5 0 0 1.5 0.9 0 0 0 0 0 0 ULS 38 Instantaneous 1 1.5 1.05 0 1.5 0.9 0 0 0 0 0 0 ULS 39 Instantaneous 1 1.5 0 0 0 1.5 0 0 0 0 0 0 ULS 40 Instantaneous 1 1.5 1.05 0 0 1.5 0 0 0 0 0 0 ULS 41 Instantaneous 1 1.5 0 0 0.75 1.5 0 0 0 0 0 0 ULS 42 Instantaneous 1 1.5 1.05 0 0.75 1.5 0 0 0 0 0 0 ULS 43 Permanent 1.3 0 0 0 0 0 0 0 0 0 0 0 ULS 44 Medium-term 1.3 0 1.5 0 0 0 0 0 0 0 0 0 ULS 45 Short-term 1.3 0 1.5 0 0.75 0 0 0 0 0 0 0 ULS 46 Instantaneous 1.3 0 1.5 0 0 0.9 0 0 0 0 0 0 ULS 47 Instantaneous 1.3 0 1.5 0 0.75 0.9 0 0 0 0 0 0 ULS 48 Medium-term 1.3 0 0 1.5 0 0 0 0 0 0 0 0 ULS 49 Medium-term 1.3 0 1.05 1.5 0 0 0 0 0 0 0 0 ULS 50 Short-term 1.3 0 0 1.5 0.75 0 0 0 0 0 0 0 ULS 51 Short-term 1.3 0 1.05 1.5 0.75 0 0 0 0 0 0 0 ULS 52 Instantaneous 1.3 0 0 1.5 0 0.9 0 0 0 0 0 0 ULS 53 Instantaneous 1.3 0 1.05 1.5 0 0.9 0 0 0 0 0 0 ULS 54 Instantaneous 1.3 0 0 1.5 0.75 0.9 0 0 0 0 0 0 ULS 55 Instantaneous 1.3 0 1.05 1.5 0.75 0.9 0 0 0 0 0 0 ULS 56 Short-term 1.3 0 0 0 1.5 0 0 0 0 0 0 0 ULS 57 Short-term 1.3 0 1.05 0 1.5 0 0 0 0 0 0 0 ULS 58 Instantaneous 1.3 0 0 0 1.5 0.9 0 0 0 0 0 0 ULS 59 Instantaneous 1.3 0 1.05 0 1.5 0.9 0 0 0 0 0 0 ULS 60 Instantaneous 1.3 0 0 0 0 1.5 0 0 0 0 0 0 ULS 61 Instantaneous 1.3 0 1.05 0 0 1.5 0 0 0 0 0 0 ULS 62 Instantaneous 1.3 0 0 0 0.75 1.5 0 0 0 0 0 0 ULS 63 Instantaneous 1.3 0 1.05 0 0.75 1.5 0 0 0 0 0 0 ULS 64 Permanent 1.3 1.5 0 0 0 0 0 0 0 0 0 0 ULS 65 Medium-term 1.3 1.5 1.5 0 0 0 0 0 0 0 0 0 ULS 66 Short-term 1.3 1.5 1.5 0 0.75 0 0 0 0 0 0 0 ULS 67 Instantaneous 1.3 1.5 1.5 0 0 0.9 0 0 0 0 0 0 ULS 68 Instantaneous 1.3 1.5 1.5 0 0.75 0.9 0 0 0 0 0 0 ULS 69 Medium-term 1.3 1.5 0 1.5 0 0 0 0 0 0 0 0 ULS 70 Medium-term 1.3 1.5 1.05 1.5 0 0 0 0 0 0 0 0 ULS 71 Short-term 1.3 1.5 0 1.5 0.75 0 0 0 0 0 0 0 ULS 72 Short-term 1.3 1.5 1.05 1.5 0.75 0 0 0 0 0 0 0 ULS 73 Instantaneous 1.3 1.5 0 1.5 0 0.9 0 0 0 0 0 0 ULS 74 Instantaneous 1.3 1.5 1.05 1.5 0 0.9 0 0 0 0 0 0 ULS 75 Instantaneous 1.3 1.5 0 1.5 0.75 0.9 0 0 0 0 0 0


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ULS 76 Instantaneous 1.3 1.5 1.05 1.5 0.75 0.9 0 0 0 0 0 0 ULS 77 Short-term 1.3 1.5 0 0 1.5 0 0 0 0 0 0 0 ULS 78 Short-term 1.3 1.5 1.05 0 1.5 0 0 0 0 0 0 0 ULS 79 Instantaneous 1.3 1.5 0 0 1.5 0.9 0 0 0 0 0 0 ULS 80 Instantaneous 1.3 1.5 1.05 0 1.5 0.9 0 0 0 0 0 0 ULS 81 Instantaneous 1.3 1.5 0 0 0 1.5 0 0 0 0 0 0 ULS 82 Instantaneous 1.3 1.5 1.05 0 0 1.5 0 0 0 0 0 0 ULS 83 Instantaneous 1.3 1.5 0 0 0.75 1.5 0 0 0 0 0 0 ULS 84 Instantaneous 1.3 1.5 1.05 0 0.75 1.5 0 0 0 0 0 0

Horizontal ULS loads combinations

The following table shows the ULS load combinations relevant for verifications in conditions of vertical load. The coefficient values listed correspond to the product of the partial safety factor 𝛾𝛾𝑗𝑗 and the combination factors 𝜓𝜓0𝑗𝑗.

The action of the wind is schematized with a uniform load orthogonal to each external wall and it acts separately in the directions x, -x, y, -y.

Name Load-duration class G1 G2 Variable

cat.A Variable

cat.H Snow Orthogonal wind

Wind X

Wind Y

Seismic ULS X

Seismic ULS Y

Seismic SLS X

Seismic SLS Y

Horizontal ULS 1

Instantaneous 1 0 0 0 0 0 1.5 0 0 0 0 0

Horizontal ULS 2

Instantaneous 1 0 0 0 0 0 0 1.5 0 0 0 0

Horizontal ULS 3

Instantaneous 1 0 0 0 0 0 -1.5 0 0 0 0 0

Horizontal ULS 4

Instantaneous 1 0 0 0 0 0 0 -1.5 0 0 0 0

Horizontal ULS 5

Instantaneous 1.3 1.5 0.7 0 0.5 0 1.5 0 0 0 0 0

Horizontal ULS 6

Instantaneous 1.3 1.5 0.7 0 0.5 0 0 1.5 0 0 0 0

Horizontal ULS 7

Instantaneous 1.3 1.5 0.7 0 0.5 0 -1.5 0 0 0 0 0

Horizontal ULS 8

Instantaneous 1.3 1.5 0.7 0 0.5 0 0 -1.5 0 0 0 0

Combination of actions for rare SLS


cat.A Variable


Wind X

Wind Y

Seismic ULS X

Seismic ULS Y

Seismic SLS X

Seismic SLS Y

SLS characteristic 1

Permanent 1 1 0 0 0 0 0 0 0 0 0 0


Medium-term 1 1 1 0 0 0 0 0 0 0 0 0


Short-term 1 1 1 0 0.5 0 0 0 0 0 0 0


Instantaneous 1 1 1 0 0 0.6 0 0 0 0 0 0


Instantaneous 1 1 1 0 0.5 0.6 0 0 0 0 0 0


Medium-term 1 1 0 1 0 0 0 0 0 0 0 0


Medium-term 1 1 0.7 1 0 0 0 0 0 0 0 0


Short-term 1 1 0 1 0.5 0 0 0 0 0 0 0


Short-term 1 1 0.7 1 0.5 0 0 0 0 0 0 0


Instantaneous 1 1 0 1 0 0.6 0 0 0 0 0 0


Instantaneous 1 1 0.7 1 0 0.6 0 0 0 0 0 0


Instantaneous 1 1 0 1 0.5 0.6 0 0 0 0 0 0


Instantaneous 1 1 0.7 1 0.5 0.6 0 0 0 0 0 0


Short-term 1 1 0 0 1 0 0 0 0 0 0 0


Short-term 1 1 0.7 0 1 0 0 0 0 0 0 0


Instantaneous 1 1 0 0 1 0.6 0 0 0 0 0 0


Instantaneous 1 1 0.7 0 1 0.6 0 0 0 0 0 0


Instantaneous 1 1 0 0 0 1 0 0 0 0 0 0


Instantaneous 1 1 0.7 0 0 1 0 0 0 0 0 0


Instantaneous 1 1 0 0 0.5 1 0 0 0 0 0 0


Instantaneous 1 1 0.7 0 0.5 1 0 0 0 0 0 0


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Seismic load combinations The seismic load combination used are those proposed by Italian technical standards NTC ‘08.

The action effects due to the combination of the horizontal components of the seismic action are computed using the following combinations:

1,00 ⋅ 𝐸𝐸𝑥𝑥 + 0,3 ⋅ 𝐸𝐸𝑦𝑦

with rotation of the multipliers.

Combinations of actions for Life Safety Limit State (SLV)


cat.A Variable


Wind X

Wind Y

Seismic ULS X

Seismic ULS Y

Seismic SLS X

Seismic SLS Y

Seismic ULS 1 ex+ ey+

Instantaneous 1 1 0.3 0 0 0 0 0 1 0.3 0 0

Seismic ULS 1 ex+ ey-

Instantaneous 1 1 0.3 0 0 0 0 0 1 0.3 0 0

Seismic ULS 1 ex- ey+

Instantaneous 1 1 0.3 0 0 0 0 0 1 0.3 0 0

Seismic ULS 1 ex- ey-

Instantaneous 1 1 0.3 0 0 0 0 0 1 0.3 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 1 -0.3 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 1 -0.3 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 1 -0.3 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 1 -0.3 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -1 0.3 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -1 0.3 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -1 0.3 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -1 0.3 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -1 -0.3 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -1 -0.3 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -1 -0.3 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -1 -0.3 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 0.3 1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 0.3 1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 0.3 1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 0.3 1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 0.3 -1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 0.3 -1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 0.3 -1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 0.3 -1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -0.3 1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -0.3 1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -0.3 1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -0.3 1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -0.3 -1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -0.3 -1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -0.3 -1 0 0


Instantaneous 1 1 0.3 0 0 0 0 0 -0.3 -1 0 0


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Combinations of actions for Damage Limit State (SLD)


cat.A Variable


Wind X

Wind Y

Seismic ULS X

Seismic ULS Y

Seismic SLS X

Seismic SLS Y

Seismic SLS 1 ex+ ey+

Instantaneous 1 1 0.3 0 0 0 0 0 0 0 1 0.3

Seismic SLS 1 ex+ ey-

Instantaneous 1 1 0.3 0 0 0 0 0 0 0 1 0.3

Seismic SLS 1 ex- ey+

Instantaneous 1 1 0.3 0 0 0 0 0 0 0 1 0.3

Seismic SLS 1 ex- ey-

Instantaneous 1 1 0.3 0 0 0 0 0 0 0 1 0.3


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 1 -0.3


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 1 -0.3


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 1 -0.3


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 1 -0.3


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -1 0.3


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -1 0.3


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -1 0.3


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -1 0.3


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -1 -0.3


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -1 -0.3


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -1 -0.3


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -1 -0.3


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 0.3 1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 0.3 1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 0.3 1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 0.3 1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 0.3 -1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 0.3 -1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 0.3 -1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 0.3 -1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -0.3 1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -0.3 1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -0.3 1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -0.3 1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -0.3 -1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -0.3 -1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -0.3 -1


Instantaneous 1 1 0.3 0 0 0 0 0 0 0 -0.3 -1


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Horizontal actions

Seismic analysis The analysis of the structure subject to seismic action is performed using linear equivalent static analysis which involves the application of equivalent static horizontal forces to all storeys.

For buildings with heights of up to 40 m the value of T1 (in s) may be approximated by the following expression:

𝑇𝑇1 = 𝐶𝐶1 ⋅ 𝐻𝐻34

where:

𝐻𝐻 is the height of the building, in m, from the foundation or from the top of a rigid basement

𝐶𝐶1 is 0,05 as proposed by NTC ‘08 for structures different from moment resistant space steel frames, moment resistant space concrete frames and eccentrically braced steel frames.

The structure has a period 𝑇𝑇1 equal to 0.23 s.

When the fundamental mode shape is approximated by horizontal displacements increasing linearly along the height, the horizontal forces Fi should be taken as being given by:

𝐹𝐹𝑖𝑖 =𝐹𝐹ℎ ⋅ 𝑧𝑧𝑖𝑖 ⋅ 𝑊𝑊𝑖𝑖∑ 𝑧𝑧𝑗𝑗 ⋅ 𝑊𝑊𝑗𝑗𝑗𝑗

where:

𝐹𝐹ℎ = 𝑆𝑆𝑑𝑑(𝑇𝑇1) ⋅ 𝑊𝑊 ⋅ 𝜆𝜆𝑔𝑔 is the base shear force

𝐹𝐹𝑖𝑖 is the horizontal force acting on storey i

𝑊𝑊𝑖𝑖 e 𝑊𝑊𝑗𝑗 are the storey weights

𝑧𝑧𝑖𝑖 e 𝑧𝑧𝑗𝑗 are the heights, with respect to the foundation, of the masses i and j

𝑆𝑆𝑑𝑑(𝑇𝑇1) is the ordinate of the design spectrum at period T1

𝑊𝑊 is the total weight of the construction

𝜆𝜆 is the correction factor, the value of which is equal to: 𝜆𝜆 = 0,85 if T1 < 2 TC and the building has more than two storeys, or 𝜆𝜆 = 1,0 otherwise

𝑔𝑔 is the acceleration of gravity


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The inertial effects of the design seismic action shall be evaluated by taking into account the presence of the masses associated with all gravity loads appearing in the following combination of actions:

G1 + G2 + �ψ2jj

⋅ Qkj

The base shear forces for SLD and SLV and the respective acceleration values are given below.

Ordinate of the design spectrum SLV Sd (T1): 0.12 g

Total base shear force Fh SLV: 156.35 kN

Ordinate of the spectrum SLD Sd (T1): 0.11 g

Total base shear force Fh SLD: 137.05 kN

The table below illustrates the horizontal forces acting on the storeys due to the seismic action and the coordinates of their respective application points.

Storey Height above foundation zi

[m] xG [m]

yG [m]

Mass i [kg]

Fi,SLV [kN]

Fi,SLD [kN]

1 3.2 7.71 3.75 68621 51.91 45.50

2 7.15 7.62 3.62 61793 104.44 91.55

Wind The table below illustrates the horizontal forces acting on the storeys due to the wind action and the coordinates of their respective application points.

Storey Height above foundation [m]

xG,wind [m]

yG,wind [m]

Fx [kN]

Fy [kN]

1 3.2 7.76 2.78 27.83 38.45 2 7.15 7.65 2.76 15.63 20.92


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The action effects In this chapter are reported the internal stresses present in the structural elements and their connections caused by the different loads.

Walls

Wall name: Wall ID

N: Total axial force

V2: Shear force (in-plane)

V3: Shear force (out-of-plane)

M2-2: Bending moment (out-of-plane)

M3-3: Bending moment (in-plane)

Va: Shear force on the single connection

Ta: Tensile force on the single anchor

dr: Interstory drift

Load Wall name N [kN]

V2 [kN]

V3 [kN]

M2-2 [kNm]

M3-3 [kNm]

Va [kN]

Ta [kN]

dr [mm]

G1 Wall 1 10.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 3 22.99 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 4 8.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 6 11.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 8 5.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 9 7.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 11 13.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 13 7.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 14 27.74 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 15 19.64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 20 59.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 21 18.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 22 5.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 23 9.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 25 3.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 26 3.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 27 18.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 29 16.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 30 9.09 0.00 0.00 0.00 0.00 0.00 0.00 N/D G1 Wall 31 3.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 33 3.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 34 7.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 35 3.59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 36 18.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 37 6.11 0.00 0.00 0.00 0.00 0.00 0.00 N/D G1 Wall 38 9.96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 39 3.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 42 26.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 43 9.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 46 3.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 54 17.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 61 14.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 62 6.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 63 8.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 64 5.21 0.00 0.00 0.00 0.00 0.00 0.00 N/D G1 Wall 66 7.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 67 7.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 71 48.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 72 43.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00


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G1 Wall 72 38.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 73 3.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G1 Wall 74 1.45 0.00 0.00 0.00 0.00 0.00 0.00 N/D G1 Wall 75 0.84 0.00 0.00 0.00 0.00 0.00 0.00 N/D G1 Wall 76 0.84 0.00 0.00 0.00 0.00 0.00 0.00 N/D G1 Wall 77 0.96 0.00 0.00 0.00 0.00 0.00 0.00 N/D G1 Wall 78 1.04 0.00 0.00 0.00 0.00 0.00 0.00 N/D G1 Wall2 11.88 0.00 0.00 0.00 0.00 0.00 0.00 N/D G1 Wall3 23.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00

G2 Wall 1 27.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 3 51.69 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 4 15.69 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 6 20.63 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 8 15.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 9 9.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 11 16.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 13 9.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 14 59.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 15 45.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 20 124.85 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 21 38.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 22 19.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 23 28.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 25 3.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 26 3.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 27 46.89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 29 38.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 30 9.09 0.00 0.00 0.00 0.00 0.00 0.00 N/D G2 Wall 31 8.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 33 6.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 34 10.64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 35 6.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 36 53.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 37 6.41 0.00 0.00 0.00 0.00 0.00 0.00 N/D G2 Wall 38 30.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 39 13.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 42 70.92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 43 27.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 46 4.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 54 31.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 61 17.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 62 6.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 63 23.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 64 13.44 0.00 0.00 0.00 0.00 0.00 0.00 N/D G2 Wall 66 10.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 67 10.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 71 110.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 72 94.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 72 93.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 73 8.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 Wall 74 1.45 0.00 0.00 0.00 0.00 0.00 0.00 N/D G2 Wall 75 0.84 0.00 0.00 0.00 0.00 0.00 0.00 N/D G2 Wall 76 0.84 0.00 0.00 0.00 0.00 0.00 0.00 N/D G2 Wall 77 0.96 0.00 0.00 0.00 0.00 0.00 0.00 N/D G2 Wall 78 1.04 0.00 0.00 0.00 0.00 0.00 0.00 N/D G2 Wall2 13.17 0.00 0.00 0.00 0.00 0.00 0.00 N/D G2 Wall3 39.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Variable cat.A Wall 1 5.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 3 17.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 4 10.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 6 13.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 14 22.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 15 10.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 20 28.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 21 6.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 23 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 25 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 26 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00


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Variable cat.A Wall 27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.A Wall 31 4.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 37 0.31 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.A Wall 38 1.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 54 9.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 61 5.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 62 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 63 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.A Wall 66 4.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 67 4.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 71 44.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 72 44.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 72 41.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 73 4.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.A Wall 74 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.A Wall 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.A Wall 76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.A Wall 77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.A Wall 78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.A Wall2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.A Wall3 10.59 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Variable cat.H Wall 1 4.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 3 5.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 4 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 6 0.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 8 3.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 9 0.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 11 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 13 0.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 14 6.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 15 6.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 20 15.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 21 5.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 22 4.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 23 5.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 27 9.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 29 7.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.H Wall 31 0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 33 0.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 34 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 35 0.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 36 11.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 37 0.11 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.H Wall 38 6.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 39 3.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 42 14.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 43 5.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 46 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 54 2.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 61 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 62 0.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 63 4.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 64 2.69 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.H Wall 66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 71 12.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 72 8.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 72 9.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 73 0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Variable cat.H Wall 74 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D


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Variable cat.H Wall 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.H Wall 76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.H Wall 77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.H Wall 78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.H Wall2 0.42 0.00 0.00 0.00 0.00 0.00 0.00 N/D Variable cat.H Wall3 3.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Snow Wall 1 10.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 3 13.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 4 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 6 1.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 8 7.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 9 1.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 11 2.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 13 1.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 14 14.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 15 13.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 20 34.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 21 12.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 22 10.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 23 13.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 27 21.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 29 16.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Snow Wall 31 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 33 1.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 34 2.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 35 1.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 36 25.89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 37 0.24 0.00 0.00 0.00 0.00 0.00 0.00 N/D Snow Wall 38 14.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 39 7.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 42 32.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 43 12.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 46 0.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 54 6.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 61 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 62 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 63 10.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 64 5.97 0.00 0.00 0.00 0.00 0.00 0.00 N/D Snow Wall 66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 71 27.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 72 18.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 72 21.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 73 0.96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Wall 74 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Snow Wall 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Snow Wall 76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Snow Wall 77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Snow Wall 78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Snow Wall2 0.93 0.00 0.00 0.00 0.00 0.00 0.00 N/D Snow Wall3 7.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Orthogonal

wind Wall 1 -2.27 0.00 0.74 0.59 0.00 0.00 0.00 0.00

Orthogonal wind Wall 3 -2.98 0.00 2.22 1.78 0.00 0.00 0.00 0.00











Orthogonal Wall 22 -2.27 0.00 0.65 0.45 0.00 0.00 0.00 0.00


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wind Orthogonal

wind Wall 23 -2.95 0.00 1.29 0.90 0.00 0.00 0.00 0.00

Orthogonal wind Wall 25 0.00 0.00 1.06 0.83 0.00 0.00 0.00 0.00




Orthogonal wind Wall 30 0.00 0.00 3.53 3.25 0.00 0.00 0.00 N/D






Orthogonal wind Wall 37 -0.05 0.00 2.16 1.80 0.00 0.00 0.00 N/D










Orthogonal wind Wall 64 -1.34 0.00 1.04 0.72 0.00 0.00 0.00 N/D












Orthogonal wind Wall2 -0.21 0.00 4.42 4.17 0.00 0.00 0.00 N/D

Orthogonal wind Wall3 -1.77 0.00 2.07 1.66 0.00 0.00 0.00 0.00

Wind X Wall 1 0.00 0.94 0.00 0.00 4.52 0.00 0.00 0.90 Wind X Wall 3 0.00 4.70 0.00 0.00 20.31 0.00 0.00 0.90 Wind X Wall 4 0.00 0.17 0.00 0.00 0.45 0.00 0.00 0.06 Wind X Wall 6 0.00 0.19 0.00 0.00 1.39 0.00 0.00 0.12 Wind X Wall 8 0.00 0.35 0.00 0.00 1.52 0.00 0.00 0.90 Wind X Wall 9 0.00 0.81 0.00 0.00 3.83 0.00 0.00 0.25 Wind X Wall 11 0.00 1.43 0.00 0.00 7.11 0.00 0.00 0.25 Wind X Wall 13 0.00 0.81 0.00 0.00 3.85 0.00 0.00 0.25 Wind X Wall 14 0.00 4.70 0.00 0.00 20.31 0.00 0.00 0.90 Wind X Wall 15 0.00 2.51 0.00 0.00 9.95 0.00 0.00 0.60 Wind X Wall 20 0.00 11.03 0.00 0.00 48.87 0.00 0.00 0.60 Wind X Wall 21 0.00 2.51 0.00 0.00 9.69 0.00 0.00 0.60 Wind X Wall 22 0.00 0.54 0.00 0.00 1.51 0.00 0.00 0.49 Wind X Wall 23 0.00 1.88 0.00 0.00 5.26 0.00 0.00 0.49 Wind X Wall 25 0.00 0.97 0.00 0.00 3.02 0.00 0.00 0.53 Wind X Wall 26 0.00 0.95 0.00 0.00 3.00 0.00 0.00 0.53 Wind X Wall 27 0.00 1.21 0.00 0.00 5.45 0.00 0.00 0.31 Wind X Wall 29 0.00 1.15 0.00 0.00 5.20 0.00 0.00 0.31 Wind X Wall 30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind X Wall 31 0.00 0.27 0.00 0.00 0.77 0.00 0.00 0.25


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Wind X Wall 33 0.00 0.41 0.00 0.00 1.26 0.00 0.00 0.21 Wind X Wall 34 0.00 0.60 0.00 0.00 2.53 0.00 0.00 0.21 Wind X Wall 35 0.00 0.40 0.00 0.00 1.25 0.00 0.00 0.21 Wind X Wall 36 0.00 0.79 0.00 0.00 3.57 0.00 0.00 0.31 Wind X Wall 37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind X Wall 38 0.00 1.88 0.00 0.00 5.26 0.00 0.00 0.49 Wind X Wall 39 0.00 0.14 0.00 0.00 0.40 0.00 0.00 0.49 Wind X Wall 42 0.00 4.84 0.00 0.00 13.56 0.00 0.00 0.12 Wind X Wall 43 0.00 0.59 0.00 0.00 1.64 0.00 0.00 0.12 Wind X Wall 46 0.00 0.94 0.00 0.00 2.94 0.00 0.00 0.48 Wind X Wall 54 0.00 1.69 0.00 0.00 8.35 0.00 0.00 0.31 Wind X Wall 61 0.00 0.45 0.00 0.00 0.92 0.00 0.00 0.06 Wind X Wall 62 0.00 0.16 0.00 0.00 0.54 0.00 0.00 0.03 Wind X Wall 63 0.00 0.68 0.00 0.00 1.90 0.00 0.00 0.12 Wind X Wall 64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind X Wall 66 0.00 2.78 0.00 0.00 11.92 0.00 0.00 0.93 Wind X Wall 67 0.00 2.78 0.00 0.00 11.89 0.00 0.00 0.93 Wind X Wall 71 0.00 2.79 0.00 0.00 12.51 0.00 0.00 0.75 Wind X Wall 72 0.00 4.07 0.00 0.00 18.23 0.00 0.00 0.75 Wind X Wall 72 0.00 4.27 0.00 0.00 19.12 0.00 0.00 0.75 Wind X Wall 73 0.00 0.03 0.00 0.00 0.09 0.00 0.00 0.03 Wind X Wall 74 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind X Wall 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind X Wall 76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind X Wall 77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind X Wall 78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind X Wall2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind X Wall3 0.00 1.78 0.00 0.00 5.70 0.00 0.00 0.31

Wind Y Wall 1 0.00 0.08 0.00 0.00 1.21 0.00 0.00 0.08 Wind Y Wall 3 0.00 0.39 0.00 0.00 4.61 0.00 0.00 0.08 Wind Y Wall 4 0.00 4.62 0.00 0.00 18.84 0.00 0.00 1.66 Wind Y Wall 6 0.00 2.87 0.00 0.00 14.03 0.00 0.00 1.74 Wind Y Wall 8 0.00 0.03 0.00 0.00 0.35 0.00 0.00 0.08 Wind Y Wall 9 0.00 5.02 0.00 0.00 22.38 0.00 0.00 1.57 Wind Y Wall 11 0.00 8.90 0.00 0.00 41.27 0.00 0.00 1.57 Wind Y Wall 13 0.00 5.02 0.00 0.00 22.44 0.00 0.00 1.57 Wind Y Wall 14 0.00 0.39 0.00 0.00 4.61 0.00 0.00 0.08 Wind Y Wall 15 0.00 0.24 0.00 0.00 2.39 0.00 0.00 0.06 Wind Y Wall 20 0.00 1.07 0.00 0.00 14.93 0.00 0.00 0.06 Wind Y Wall 21 0.00 0.24 0.00 0.00 2.17 0.00 0.00 0.06 Wind Y Wall 22 0.00 0.34 0.00 0.00 0.96 0.00 0.00 0.31 Wind Y Wall 23 0.00 1.19 0.00 0.00 3.34 0.00 0.00 0.31 Wind Y Wall 25 0.00 0.66 0.00 0.00 2.05 0.00 0.00 0.36 Wind Y Wall 26 0.00 0.64 0.00 0.00 2.03 0.00 0.00 0.36 Wind Y Wall 27 0.00 0.40 0.00 0.00 1.82 0.00 0.00 0.10 Wind Y Wall 29 0.00 0.39 0.00 0.00 1.73 0.00 0.00 0.10 Wind Y Wall 30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind Y Wall 31 0.00 1.73 0.00 0.00 4.84 0.00 0.00 1.56 Wind Y Wall 33 0.00 2.07 0.00 0.00 6.39 0.00 0.00 1.04 Wind Y Wall 34 0.00 3.02 0.00 0.00 12.80 0.00 0.00 1.04 Wind Y Wall 35 0.00 2.02 0.00 0.00 6.32 0.00 0.00 1.04 Wind Y Wall 36 0.00 0.27 0.00 0.00 1.19 0.00 0.00 0.10 Wind Y Wall 37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind Y Wall 38 0.00 1.19 0.00 0.00 3.34 0.00 0.00 0.31 Wind Y Wall 39 0.00 0.09 0.00 0.00 0.25 0.00 0.00 0.31 Wind Y Wall 42 0.00 4.11 0.00 0.00 11.50 0.00 0.00 0.11 Wind Y Wall 43 0.00 0.50 0.00 0.00 1.39 0.00 0.00 0.11 Wind Y Wall 46 0.00 3.55 0.00 0.00 11.11 0.00 0.00 1.83 Wind Y Wall 54 0.00 9.97 0.00 0.00 43.01 0.00 0.00 1.83 Wind Y Wall 61 0.00 12.48 0.00 0.00 63.53 0.00 0.00 1.66 Wind Y Wall 62 0.00 7.08 0.00 0.00 23.58 0.00 0.00 1.31 Wind Y Wall 63 0.00 0.57 0.00 0.00 1.61 0.00 0.00 0.11 Wind Y Wall 64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind Y Wall 66 0.00 0.27 0.00 0.00 2.92 0.00 0.00 0.09 Wind Y Wall 67 0.00 0.27 0.00 0.00 2.90 0.00 0.00 0.09 Wind Y Wall 71 0.00 0.03 0.00 0.00 1.29 0.00 0.00 0.01 Wind Y Wall 72 0.00 0.05 0.00 0.00 1.88 0.00 0.00 0.01 Wind Y Wall 72 0.00 0.05 0.00 0.00 1.97 0.00 0.00 0.01 Wind Y Wall 73 0.00 1.45 0.00 0.00 4.07 0.00 0.00 1.31 Wind Y Wall 74 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind Y Wall 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind Y Wall 76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind Y Wall 77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind Y Wall 78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D


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Wind Y Wall2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D Wind Y Wall3 0.00 10.50 0.00 0.00 33.59 0.00 0.00 1.83

Seismic ULS

X Wall 1 0.00 3.10 0.00 0.00 18.60 0.00 0.00 2.95

Seismic ULS X Wall 3 0.00 15.45 0.00 0.00 79.74 0.00 0.00 2.95

















Seismic ULS X Wall 30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D




























Seismic ULS X Wall2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D

Seismic ULS Wall3 0.00 3.41 0.00 0.00 10.90 0.00 0.00 0.59


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X

Seismic ULS

Y Wall 1 0.00 0.18 0.00 0.00 5.34 0.00 0.00 0.18

Seismic ULS Y Wall 3 0.00 0.92 0.00 0.00 19.48 0.00 0.00 0.18

















Seismic ULS Y Wall 30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D




























Seismic ULS Y Wall2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D

Seismic ULS Y Wall3 0.00 27.40 0.00 0.00 87.67 0.00 0.00 4.77


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Seismic SLS

X Wall 1 0.00 2.71 0.00 0.00 16.30 0.00 0.00 2.59

Seismic SLS X Wall 3 0.00 13.54 0.00 0.00 69.90 0.00 0.00 2.59

















Seismic SLS X Wall 30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D




























Seismic SLS X Wall2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D

Seismic SLS X Wall3 0.00 2.98 0.00 0.00 9.55 0.00 0.00 0.52


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Seismic SLS Y Wall 1 0.00 0.16 0.00 0.00 4.68 0.00 0.00 0.15


















Seismic SLS Y Wall 30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D




























Seismic SLS Y Wall2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/D

Seismic SLS Y Wall3 0.00 24.02 0.00 0.00 76.85 0.00 0.00 4.18


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Columns

Column name: Column ID


Load Column name N [kN]

G1 Column 1 4.11 G1 Column 2 14.12 G1 Column 3 4.13 G1 Column 6 6.87 G1 Column 7 2.39 G1 Column 9 2.40 G1 Column 10 6.99 G1 Column 12 6.95 G1 Column 11 17.92

G2 Column 1 6.86 G2 Column 2 35.02 G2 Column 3 6.91 G2 Column 6 21.95 G2 Column 7 5.35 G2 Column 9 5.37 G2 Column 10 19.91 G2 Column 12 17.08 G2 Column 11 35.88

Variable cat.A Column 1 6.86 Variable cat.A Column 2 35.02 Variable cat.A Column 3 6.91 Variable cat.A Column 6 0.00 Variable cat.A Column 7 5.35 Variable cat.A Column 9 5.37 Variable cat.A Column 10 19.91 Variable cat.A Column 12 10.85 Variable cat.A Column 11 35.87

Variable cat.H Column 1 0.00 Variable cat.H Column 2 0.00 Variable cat.H Column 3 0.00 Variable cat.H Column 6 5.49 Variable cat.H Column 7 0.00 Variable cat.H Column 9 0.00 Variable cat.H Column 10 0.00 Variable cat.H Column 12 1.56 Variable cat.H Column 11 0.00

Snow Column 1 0.00 Snow Column 2 0.00 Snow Column 3 0.00 Snow Column 6 12.19 Snow Column 7 0.00 Snow Column 9 0.00 Snow Column 10 0.00 Snow Column 12 3.46 Snow Column 11 0.00

Orthogonal wind Column 1 0.00 Orthogonal wind Column 2 0.00 Orthogonal wind Column 3 0.00 Orthogonal wind Column 6 -2.74 Orthogonal wind Column 7 0.00 Orthogonal wind Column 9 0.00 Orthogonal wind Column 10 0.00 Orthogonal wind Column 12 -0.78 Orthogonal wind Column 11 0.00

Wind X Column 1 0.00 Wind X Column 2 0.00 Wind X Column 3 0.00 Wind X Column 6 0.00 Wind X Column 7 0.00 Wind X Column 9 0.00 Wind X Column 10 0.00 Wind X Column 12 0.00


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Wind X Column 11 0.00

Wind Y Column 1 0.00 Wind Y Column 2 0.00 Wind Y Column 3 0.00 Wind Y Column 6 0.00 Wind Y Column 7 0.00 Wind Y Column 9 0.00 Wind Y Column 10 0.00 Wind Y Column 12 0.00 Wind Y Column 11 0.00

Seismic ULS X Column 1 0.00 Seismic ULS X Column 2 0.00 Seismic ULS X Column 3 0.00 Seismic ULS X Column 6 0.00 Seismic ULS X Column 7 0.00 Seismic ULS X Column 9 0.00 Seismic ULS X Column 10 0.00 Seismic ULS X Column 12 0.00 Seismic ULS X Column 11 0.00

Seismic ULS Y Column 1 0.00 Seismic ULS Y Column 2 0.00 Seismic ULS Y Column 3 0.00 Seismic ULS Y Column 6 0.00 Seismic ULS Y Column 7 0.00 Seismic ULS Y Column 9 0.00 Seismic ULS Y Column 10 0.00 Seismic ULS Y Column 12 0.00 Seismic ULS Y Column 11 0.00

Seismic SLS X Column 1 0.00 Seismic SLS X Column 2 0.00 Seismic SLS X Column 3 0.00 Seismic SLS X Column 6 0.00 Seismic SLS X Column 7 0.00 Seismic SLS X Column 9 0.00 Seismic SLS X Column 10 0.00 Seismic SLS X Column 12 0.00 Seismic SLS X Column 11 0.00

Seismic SLS Y Column 1 0.00 Seismic SLS Y Column 2 0.00 Seismic SLS Y Column 3 0.00 Seismic SLS Y Column 6 0.00 Seismic SLS Y Column 7 0.00 Seismic SLS Y Column 9 0.00 Seismic SLS Y Column 10 0.00 Seismic SLS Y Column 12 0.00 Seismic SLS Y Column 11 0.00

Floors

Floor name: Floor ID

V2: Maximum shear stress along the local axis 2 for the most stressed element of the floor

M3-3: Maximum bending moment around local axis 3 for the most stressed element of the floor

wist: Maximum deformation for the most stressed element of the floor


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Load Floor name V2 [kN]

M3-3 [kNm]

wist [mm]

G1 Floor 1 1.81 1.51 0.62 G1 Floor 3 0.50 0.48 -0.29 G1 Floor 12 0.29 0.20 0.07 G1 Floor 13 0.29 0.20 0.07 G1 Floor 14 0.50 0.49 -0.29 G1 Floor 15 0.83 0.51 0.17

G2 Floor 1 5.17 4.31 1.76 G2 Floor 3 2.60 2.52 -1.52 G2 Floor 12 1.49 1.03 0.38 G2 Floor 13 1.49 1.03 0.38 G2 Floor 14 2.61 2.54 -1.52 G2 Floor 15 2.38 1.44 0.48

Variable cat.A Floor 1 5.17 4.31 1.76 Variable cat.A Floor 3 0.00 0.00 0.00 Variable cat.A Floor 12 1.49 1.03 0.38 Variable cat.A Floor 13 1.49 1.03 0.38 Variable cat.A Floor 14 0.00 0.00 0.00 Variable cat.A Floor 15 2.38 1.44 0.48

Variable cat.H Floor 1 0.00 0.00 0.00 Variable cat.H Floor 3 0.65 0.63 -0.38 Variable cat.H Floor 12 0.00 0.00 0.00 Variable cat.H Floor 13 0.00 0.00 0.00 Variable cat.H Floor 14 0.65 0.64 -0.38 Variable cat.H Floor 15 0.00 0.00 0.00

Snow Floor 1 0.00 0.00 0.00 Snow Floor 3 1.44 1.40 -0.84 Snow Floor 12 0.00 0.00 0.00 Snow Floor 13 0.00 0.00 0.00 Snow Floor 14 1.45 1.41 -0.84 Snow Floor 15 0.00 0.00 0.00

Orthogonal wind Floor 1 0.00 0.00 0.00 Orthogonal wind Floor 3 0.32 0.32 0.19 Orthogonal wind Floor 12 0.00 0.00 0.00 Orthogonal wind Floor 13 0.00 0.00 0.00 Orthogonal wind Floor 14 0.33 0.32 0.19 Orthogonal wind Floor 15 0.00 0.00 0.00

Wind X Floor 1 0.00 0.00 0.00 Wind X Floor 3 0.00 0.00 0.00 Wind X Floor 12 0.00 0.00 0.00 Wind X Floor 13 0.00 0.00 0.00 Wind X Floor 14 0.00 0.00 0.00 Wind X Floor 15 0.00 0.00 0.00

Wind Y Floor 1 0.00 0.00 0.00 Wind Y Floor 3 0.00 0.00 0.00 Wind Y Floor 12 0.00 0.00 0.00 Wind Y Floor 13 0.00 0.00 0.00 Wind Y Floor 14 0.00 0.00 0.00 Wind Y Floor 15 0.00 0.00 0.00

Seismic ULS X Floor 1 0.00 0.00 0.00 Seismic ULS X Floor 3 0.00 0.00 0.00 Seismic ULS X Floor 12 0.00 0.00 0.00 Seismic ULS X Floor 13 0.00 0.00 0.00 Seismic ULS X Floor 14 0.00 0.00 0.00 Seismic ULS X Floor 15 0.00 0.00 0.00

Seismic ULS Y Floor 1 0.00 0.00 0.00 Seismic ULS Y Floor 3 0.00 0.00 0.00 Seismic ULS Y Floor 12 0.00 0.00 0.00 Seismic ULS Y Floor 13 0.00 0.00 0.00 Seismic ULS Y Floor 14 0.00 0.00 0.00 Seismic ULS Y Floor 15 0.00 0.00 0.00

Seismic SLS X Floor 1 0.00 0.00 0.00 Seismic SLS X Floor 3 0.00 0.00 0.00 Seismic SLS X Floor 12 0.00 0.00 0.00 Seismic SLS X Floor 13 0.00 0.00 0.00 Seismic SLS X Floor 14 0.00 0.00 0.00 Seismic SLS X Floor 15 0.00 0.00 0.00


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Seismic SLS Y Floor 1 0.00 0.00 0.00 Seismic SLS Y Floor 3 0.00 0.00 0.00 Seismic SLS Y Floor 12 0.00 0.00 0.00 Seismic SLS Y Floor 13 0.00 0.00 0.00 Seismic SLS Y Floor 14 0.00 0.00 0.00 Seismic SLS Y Floor 15 0.00 0.00 0.00

Beams

Beam name: Beam ID

V2: Maximum shear stress along the local axis 2

M3-3: Maximum bending moment around local axis 3

wist: Maximum deformation for the most stressed element of the floor

Load Beam name V2 [kN]

M3-3 [kNm]

wist [mm]

G1 Beam 2 0.61 0.22 0.02 G1 Beam 3 0.61 0.22 0.02 G1 Beam 4 4.01 1.55 0.16 G1 Beam 5 1.91 0.70 0.07 G1 Beam 6 7.30 5.56 0.29 G1 Beam 10 3.79 3.15 0.09 G1 Beam 11 4.63 4.31 2.82 G1 Beam 16 1.90 0.79 0.07 G1 Beam 17 2.29 1.11 0.11 G1 Beam 18 7.24 7.77 -0.21 G1 Beam 19 1.56 0.79 0.07 G1 Beam 20 0.81 0.41 0.09 G1 Beam 21 0.81 0.41 0.09 G1 Beam 37 0.72 0.90 0.88 G1 Beam 42 1.34 0.67 0.07 G1 Beam 47 4.24 4.90 -0.50 G1 Beam 48 1.76 1.56 0.94 G1 Beam 49 1.76 1.56 0.94 G1 Beam 50 1.30 0.44 0.03 G1 Beam 51 7.73 10.96 1.01 G1 Beam 52 0.26 0.12 0.01 G1 Beam 53 2.25 1.18 0.13 G1 Beam 54 6.21 4.69 0.27 G1 Beam 56 0.48 0.23 0.02 G1 Beam 57 9.62 9.71 0.54

G2 Beam 2 0.41 0.15 0.01 G2 Beam 3 0.41 0.15 0.01 G2 Beam 4 10.09 3.88 0.39 G2 Beam 5 3.94 1.39 0.14 G2 Beam 6 13.33 10.48 0.82 G2 Beam 10 6.21 5.17 0.14 G2 Beam 11 4.30 3.75 2.44 G2 Beam 16 8.09 3.36 0.32 G2 Beam 17 9.74 4.73 0.46 G2 Beam 18 28.53 30.60 -0.81 G2 Beam 19 6.65 3.36 0.32 G2 Beam 20 2.73 1.38 0.32 G2 Beam 21 2.74 1.38 0.32 G2 Beam 37 0.00 0.00 0.00 G2 Beam 42 2.54 1.28 0.13 G2 Beam 47 14.28 15.86 -1.61 G2 Beam 48 6.37 5.40 3.23 G2 Beam 49 6.35 5.39 3.22 G2 Beam 50 2.38 0.79 0.06 G2 Beam 51 16.65 23.23 2.15 G2 Beam 52 0.00 0.00 0.00 G2 Beam 53 5.76 3.08 0.33 G2 Beam 54 15.50 11.70 0.67 G2 Beam 56 0.71 0.39 0.04


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G2 Beam 57 19.55 22.51 1.20

Variable cat.A Beam 2 0.00 0.00 0.00 Variable cat.A Beam 3 0.00 0.00 0.00 Variable cat.A Beam 4 3.47 1.20 0.12 Variable cat.A Beam 5 3.47 1.20 0.12 Variable cat.A Beam 6 8.11 7.65 0.62 Variable cat.A Beam 10 6.21 5.17 0.14 Variable cat.A Beam 11 0.28 0.09 0.04 Variable cat.A Beam 16 0.00 0.00 0.00 Variable cat.A Beam 17 0.00 0.00 0.00 Variable cat.A Beam 18 0.00 0.00 0.00 Variable cat.A Beam 19 0.00 0.00 0.00 Variable cat.A Beam 20 2.73 1.38 0.32 Variable cat.A Beam 21 2.74 1.38 0.32 Variable cat.A Beam 37 0.00 0.00 0.00 Variable cat.A Beam 42 2.54 1.28 0.13 Variable cat.A Beam 47 14.28 15.86 -1.61 Variable cat.A Beam 48 2.66 1.91 1.13 Variable cat.A Beam 49 2.64 1.91 1.13 Variable cat.A Beam 50 1.97 0.64 0.05 Variable cat.A Beam 51 16.15 21.96 2.06 Variable cat.A Beam 52 0.00 0.00 0.00 Variable cat.A Beam 53 5.76 3.08 0.33 Variable cat.A Beam 54 15.50 11.70 0.67 Variable cat.A Beam 56 0.71 0.39 0.04 Variable cat.A Beam 57 3.89 2.98 0.19

Variable cat.H Beam 2 0.00 0.00 0.00 Variable cat.H Beam 3 0.00 0.00 0.00 Variable cat.H Beam 4 1.33 0.54 0.05 Variable cat.H Beam 5 0.00 0.00 0.00 Variable cat.H Beam 6 1.16 1.10 0.09 Variable cat.H Beam 10 0.00 0.00 0.00 Variable cat.H Beam 11 0.10 0.03 0.02 Variable cat.H Beam 16 2.02 0.84 0.08 Variable cat.H Beam 17 2.44 1.18 0.12 Variable cat.H Beam 18 7.13 7.65 -0.20 Variable cat.H Beam 19 1.66 0.84 0.08 Variable cat.H Beam 20 0.00 0.00 0.00 Variable cat.H Beam 21 0.00 0.00 0.00 Variable cat.H Beam 37 0.00 0.00 0.00 Variable cat.H Beam 42 0.00 0.00 0.00 Variable cat.H Beam 47 0.00 0.00 0.00 Variable cat.H Beam 48 0.93 0.87 0.52 Variable cat.H Beam 49 0.93 0.87 0.52 Variable cat.H Beam 50 0.00 0.00 0.00 Variable cat.H Beam 51 0.20 0.49 0.04 Variable cat.H Beam 52 0.00 0.00 0.00 Variable cat.H Beam 53 0.00 0.00 0.00 Variable cat.H Beam 54 0.00 0.00 0.00 Variable cat.H Beam 56 0.00 0.00 0.00 Variable cat.H Beam 57 3.12 4.20 0.21

Snow Beam 2 0.00 0.00 0.00 Snow Beam 3 0.00 0.00 0.00 Snow Beam 4 2.95 1.19 0.12 Snow Beam 5 0.00 0.00 0.00 Snow Beam 6 2.58 2.44 0.20 Snow Beam 10 0.00 0.00 0.00 Snow Beam 11 0.22 0.07 0.03 Snow Beam 16 4.49 1.87 0.18 Snow Beam 17 5.41 2.63 0.26 Snow Beam 18 15.84 16.99 -0.45 Snow Beam 19 3.69 1.87 0.18 Snow Beam 20 0.00 0.00 0.00 Snow Beam 21 0.00 0.00 0.00 Snow Beam 37 0.00 0.00 0.00 Snow Beam 42 0.00 0.00 0.00 Snow Beam 47 0.00 0.00 0.00 Snow Beam 48 2.06 1.94 1.16 Snow Beam 49 2.06 1.94 1.16 Snow Beam 50 0.00 0.00 0.00 Snow Beam 51 0.44 1.09 0.08 Snow Beam 52 0.00 0.00 0.00 Snow Beam 53 0.00 0.00 0.00 Snow Beam 54 0.00 0.00 0.00 Snow Beam 56 0.00 0.00 0.00


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Snow Beam 57 6.93 9.33 0.47

Orthogonal wind Beam 2 0.00 0.00 0.00 Orthogonal wind Beam 3 0.00 0.00 0.00 Orthogonal wind Beam 4 0.66 0.27 -0.03 Orthogonal wind Beam 5 0.00 0.00 0.00 Orthogonal wind Beam 6 0.58 0.55 -0.04 Orthogonal wind Beam 10 0.00 0.00 0.00 Orthogonal wind Beam 11 0.05 0.02 -0.01 Orthogonal wind Beam 16 1.01 0.42 -0.04 Orthogonal wind Beam 17 1.22 0.59 -0.06 Orthogonal wind Beam 18 3.56 3.82 0.10 Orthogonal wind Beam 19 0.83 0.42 -0.04 Orthogonal wind Beam 20 0.00 0.00 0.00 Orthogonal wind Beam 21 0.00 0.00 0.00 Orthogonal wind Beam 37 0.00 0.00 0.00 Orthogonal wind Beam 42 0.00 0.00 0.00 Orthogonal wind Beam 47 0.00 0.00 0.00 Orthogonal wind Beam 48 0.46 0.44 -0.26 Orthogonal wind Beam 49 0.46 0.44 -0.26 Orthogonal wind Beam 50 0.00 0.00 0.00 Orthogonal wind Beam 51 0.10 0.25 -0.02 Orthogonal wind Beam 52 0.00 0.00 0.00 Orthogonal wind Beam 53 0.00 0.00 0.00 Orthogonal wind Beam 54 0.00 0.00 0.00 Orthogonal wind Beam 56 0.00 0.00 0.00 Orthogonal wind Beam 57 1.56 2.10 -0.10

Wind X Beam 2 0.00 0.00 0.00 Wind X Beam 3 0.00 0.00 0.00 Wind X Beam 4 0.00 0.00 0.00 Wind X Beam 5 0.00 0.00 0.00 Wind X Beam 6 0.00 0.00 0.00 Wind X Beam 10 0.00 0.00 0.00 Wind X Beam 11 0.00 0.00 0.00 Wind X Beam 16 0.00 0.00 0.00 Wind X Beam 17 0.00 0.00 0.00 Wind X Beam 18 0.00 0.00 0.00 Wind X Beam 19 0.00 0.00 0.00 Wind X Beam 20 0.00 0.00 0.00 Wind X Beam 21 0.00 0.00 0.00 Wind X Beam 37 0.00 0.00 0.00 Wind X Beam 42 0.00 0.00 0.00 Wind X Beam 47 0.00 0.00 0.00 Wind X Beam 48 0.00 0.00 0.00 Wind X Beam 49 0.00 0.00 0.00 Wind X Beam 50 0.00 0.00 0.00 Wind X Beam 51 0.00 0.00 0.00 Wind X Beam 52 0.00 0.00 0.00 Wind X Beam 53 0.00 0.00 0.00 Wind X Beam 54 0.00 0.00 0.00 Wind X Beam 56 0.00 0.00 0.00 Wind X Beam 57 0.00 0.00 0.00

Wind Y Beam 2 0.00 0.00 0.00 Wind Y Beam 3 0.00 0.00 0.00 Wind Y Beam 4 0.00 0.00 0.00 Wind Y Beam 5 0.00 0.00 0.00 Wind Y Beam 6 0.00 0.00 0.00 Wind Y Beam 10 0.00 0.00 0.00 Wind Y Beam 11 0.00 0.00 0.00 Wind Y Beam 16 0.00 0.00 0.00 Wind Y Beam 17 0.00 0.00 0.00 Wind Y Beam 18 0.00 0.00 0.00 Wind Y Beam 19 0.00 0.00 0.00 Wind Y Beam 20 0.00 0.00 0.00 Wind Y Beam 21 0.00 0.00 0.00 Wind Y Beam 37 0.00 0.00 0.00 Wind Y Beam 42 0.00 0.00 0.00 Wind Y Beam 47 0.00 0.00 0.00 Wind Y Beam 48 0.00 0.00 0.00 Wind Y Beam 49 0.00 0.00 0.00 Wind Y Beam 50 0.00 0.00 0.00 Wind Y Beam 51 0.00 0.00 0.00 Wind Y Beam 52 0.00 0.00 0.00 Wind Y Beam 53 0.00 0.00 0.00 Wind Y Beam 54 0.00 0.00 0.00 Wind Y Beam 56 0.00 0.00 0.00


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Wind Y Beam 57 0.00 0.00 0.00

Seismic ULS X Beam 2 0.00 0.00 0.00 Seismic ULS X Beam 3 0.00 0.00 0.00 Seismic ULS X Beam 4 0.00 0.00 0.00 Seismic ULS X Beam 5 0.00 0.00 0.00 Seismic ULS X Beam 6 0.00 0.00 0.00 Seismic ULS X Beam 10 0.00 0.00 0.00 Seismic ULS X Beam 11 0.00 0.00 0.00 Seismic ULS X Beam 16 0.00 0.00 0.00 Seismic ULS X Beam 17 0.00 0.00 0.00 Seismic ULS X Beam 18 0.00 0.00 0.00 Seismic ULS X Beam 19 0.00 0.00 0.00 Seismic ULS X Beam 20 0.00 0.00 0.00 Seismic ULS X Beam 21 0.00 0.00 0.00 Seismic ULS X Beam 37 0.00 0.00 0.00 Seismic ULS X Beam 42 0.00 0.00 0.00 Seismic ULS X Beam 47 0.00 0.00 0.00 Seismic ULS X Beam 48 0.00 0.00 0.00 Seismic ULS X Beam 49 0.00 0.00 0.00 Seismic ULS X Beam 50 0.00 0.00 0.00 Seismic ULS X Beam 51 0.00 0.00 0.00 Seismic ULS X Beam 52 0.00 0.00 0.00 Seismic ULS X Beam 53 0.00 0.00 0.00 Seismic ULS X Beam 54 0.00 0.00 0.00 Seismic ULS X Beam 56 0.00 0.00 0.00 Seismic ULS X Beam 57 0.00 0.00 0.00

Seismic ULS Y Beam 2 0.00 0.00 0.00 Seismic ULS Y Beam 3 0.00 0.00 0.00 Seismic ULS Y Beam 4 0.00 0.00 0.00 Seismic ULS Y Beam 5 0.00 0.00 0.00 Seismic ULS Y Beam 6 0.00 0.00 0.00 Seismic ULS Y Beam 10 0.00 0.00 0.00 Seismic ULS Y Beam 11 0.00 0.00 0.00 Seismic ULS Y Beam 16 0.00 0.00 0.00 Seismic ULS Y Beam 17 0.00 0.00 0.00 Seismic ULS Y Beam 18 0.00 0.00 0.00 Seismic ULS Y Beam 19 0.00 0.00 0.00 Seismic ULS Y Beam 20 0.00 0.00 0.00 Seismic ULS Y Beam 21 0.00 0.00 0.00 Seismic ULS Y Beam 37 0.00 0.00 0.00 Seismic ULS Y Beam 42 0.00 0.00 0.00 Seismic ULS Y Beam 47 0.00 0.00 0.00 Seismic ULS Y Beam 48 0.00 0.00 0.00 Seismic ULS Y Beam 49 0.00 0.00 0.00 Seismic ULS Y Beam 50 0.00 0.00 0.00 Seismic ULS Y Beam 51 0.00 0.00 0.00 Seismic ULS Y Beam 52 0.00 0.00 0.00 Seismic ULS Y Beam 53 0.00 0.00 0.00 Seismic ULS Y Beam 54 0.00 0.00 0.00 Seismic ULS Y Beam 56 0.00 0.00 0.00 Seismic ULS Y Beam 57 0.00 0.00 0.00

Seismic SLS X Beam 2 0.00 0.00 0.00 Seismic SLS X Beam 3 0.00 0.00 0.00 Seismic SLS X Beam 4 0.00 0.00 0.00 Seismic SLS X Beam 5 0.00 0.00 0.00 Seismic SLS X Beam 6 0.00 0.00 0.00 Seismic SLS X Beam 10 0.00 0.00 0.00 Seismic SLS X Beam 11 0.00 0.00 0.00 Seismic SLS X Beam 16 0.00 0.00 0.00 Seismic SLS X Beam 17 0.00 0.00 0.00 Seismic SLS X Beam 18 0.00 0.00 0.00 Seismic SLS X Beam 19 0.00 0.00 0.00 Seismic SLS X Beam 20 0.00 0.00 0.00 Seismic SLS X Beam 21 0.00 0.00 0.00 Seismic SLS X Beam 37 0.00 0.00 0.00 Seismic SLS X Beam 42 0.00 0.00 0.00 Seismic SLS X Beam 47 0.00 0.00 0.00 Seismic SLS X Beam 48 0.00 0.00 0.00 Seismic SLS X Beam 49 0.00 0.00 0.00 Seismic SLS X Beam 50 0.00 0.00 0.00 Seismic SLS X Beam 51 0.00 0.00 0.00 Seismic SLS X Beam 52 0.00 0.00 0.00 Seismic SLS X Beam 53 0.00 0.00 0.00 Seismic SLS X Beam 54 0.00 0.00 0.00 Seismic SLS X Beam 56 0.00 0.00 0.00


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Seismic SLS X Beam 57 0.00 0.00 0.00

Seismic SLS Y Beam 2 0.00 0.00 0.00 Seismic SLS Y Beam 3 0.00 0.00 0.00 Seismic SLS Y Beam 4 0.00 0.00 0.00 Seismic SLS Y Beam 5 0.00 0.00 0.00 Seismic SLS Y Beam 6 0.00 0.00 0.00 Seismic SLS Y Beam 10 0.00 0.00 0.00 Seismic SLS Y Beam 11 0.00 0.00 0.00 Seismic SLS Y Beam 16 0.00 0.00 0.00 Seismic SLS Y Beam 17 0.00 0.00 0.00 Seismic SLS Y Beam 18 0.00 0.00 0.00 Seismic SLS Y Beam 19 0.00 0.00 0.00 Seismic SLS Y Beam 20 0.00 0.00 0.00 Seismic SLS Y Beam 21 0.00 0.00 0.00 Seismic SLS Y Beam 37 0.00 0.00 0.00 Seismic SLS Y Beam 42 0.00 0.00 0.00 Seismic SLS Y Beam 47 0.00 0.00 0.00 Seismic SLS Y Beam 48 0.00 0.00 0.00 Seismic SLS Y Beam 49 0.00 0.00 0.00 Seismic SLS Y Beam 50 0.00 0.00 0.00 Seismic SLS Y Beam 51 0.00 0.00 0.00 Seismic SLS Y Beam 52 0.00 0.00 0.00 Seismic SLS Y Beam 53 0.00 0.00 0.00 Seismic SLS Y Beam 54 0.00 0.00 0.00 Seismic SLS Y Beam 56 0.00 0.00 0.00 Seismic SLS Y Beam 57 0.00 0.00 0.00


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Forces and moments acting on foundations In this chapter are reported the values of actions acting at the base of the walls and columns of the ground floor. They refer to the ULS combination that maximizes the axial loads and to the different loads considered individually.

Walls

Wall name: Wall ID


V2: Shear force (in-plane)

V3: Shear force (out-of-plane)

M2-2: Bending moment (out-of-plane)

M3-3: Bending moment (in-plane)

Wall name Length [m] Load / Comb. N

[kN] V2

[kN] V3

[kN] M2-2

[kNm] M3-3

[kNm] Wall 1 1.00 ULS 78 75.94 0.00 0.00 0.00 0.00

G1 10.41 0.00 0.00 0.00 0.00 G2 27.68 0.00 0.00 0.00 0.00 Variable cat.A 5.47 0.00 0.00 0.00 0.00 Variable cat.H 4.55 0.00 0.00 0.00 0.00 Snow 10.10 0.00 0.00 0.00 0.00 Orthogonal wind -2.27 0.00 0.74 0.59 0.00 Wind X 0.00 0.94 0.00 0.00 4.52 Wind Y 0.00 0.08 0.00 0.00 1.21 Seismic ULS X 0.00 3.10 0.00 0.00 18.60 Seismic ULS Y 0.00 0.18 0.00 0.00 5.34 Seismic SLS X 0.00 2.71 0.00 0.00 16.30 Seismic SLS Y 0.00 0.16 0.00 0.00 4.68

Wall 3 3.00 ULS 78 145.97 0.00 0.00 0.00 0.00 G1 22.99 0.00 0.00 0.00 0.00 G2 51.69 0.00 0.00 0.00 0.00 Variable cat.A 17.79 0.00 0.00 0.00 0.00 Variable cat.H 5.97 0.00 0.00 0.00 0.00 Snow 13.25 0.00 0.00 0.00 0.00 Orthogonal wind -2.98 0.00 2.22 1.78 0.00 Wind X 0.00 4.70 0.00 0.00 20.31 Wind Y 0.00 0.39 0.00 0.00 4.61 Seismic ULS X 0.00 15.45 0.00 0.00 79.74 Seismic ULS Y 0.00 0.92 0.00 0.00 19.48 Seismic SLS X 0.00 13.54 0.00 0.00 69.90 Seismic SLS Y 0.00 0.80 0.00 0.00 17.08



Wall 8 0.60 ULS 77 40.54 0.00 0.00 0.00 0.00 G1 5.32 0.00 0.00 0.00 0.00


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G2 15.13 0.00 0.00 0.00 0.00 Variable cat.A 0.00 0.00 0.00 0.00 0.00 Variable cat.H 3.28 0.00 0.00 0.00 0.00 Snow 7.28 0.00 0.00 0.00 0.00 Orthogonal wind -1.64 0.00 0.44 0.36 0.00 Wind X 0.00 0.35 0.00 0.00 1.52 Wind Y 0.00 0.03 0.00 0.00 0.35 Seismic ULS X 0.00 1.15 0.00 0.00 5.98 Seismic ULS Y 0.00 0.07 0.00 0.00 1.48 Seismic SLS X 0.00 1.01 0.00 0.00 5.24 Seismic SLS Y 0.00 0.06 0.00 0.00 1.29








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Wall 66 1.70 ULS 65 33.08 0.00 0.00 0.00 0.00 G1 7.82 0.00 0.00 0.00 0.00 G2 10.65 0.00 0.00 0.00 0.00 Variable cat.A 4.62 0.00 0.00 0.00 0.00 Variable cat.H 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Orthogonal wind 0.00 0.00 1.26 1.01 0.00 Wind X 0.00 2.78 0.00 0.00 11.92 Wind Y 0.00 0.27 0.00 0.00 2.92 Seismic ULS X 0.00 8.99 0.00 0.00 45.97 Seismic ULS Y 0.00 0.63 0.00 0.00 12.15 Seismic SLS X 0.00 7.88 0.00 0.00 40.30 Seismic SLS Y 0.00 0.56 0.00 0.00 10.65

Wall 67 1.70 ULS 65 33.07 0.00 0.00 0.00 0.00 G1 7.82 0.00 0.00 0.00 0.00 G2 10.65 0.00 0.00 0.00 0.00 Variable cat.A 4.62 0.00 0.00 0.00 0.00 Variable cat.H 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Orthogonal wind 0.00 0.00 1.26 1.01 0.00 Wind X 0.00 2.78 0.00 0.00 11.89 Wind Y 0.00 0.27 0.00 0.00 2.90 Seismic ULS X 0.00 8.99 0.00 0.00 45.84 Seismic ULS Y 0.00 0.63 0.00 0.00 12.08 Seismic SLS X 0.00 7.88 0.00 0.00 40.18 Seismic SLS Y 0.00 0.56 0.00 0.00 10.59


Wall 72 3.06 ULS 66 277.26 0.00 0.00 0.00 0.00 G1 43.38 0.00 0.00 0.00 0.00 G2 94.01 0.00 0.00 0.00 0.00 Variable cat.A 44.16 0.00 0.00 0.00 0.00 Variable cat.H 8.17 0.00 0.00 0.00 0.00 Snow 18.15 0.00 0.00 0.00 0.00 Orthogonal wind -4.08 0.00 2.26 1.81 0.00 Wind X 0.00 4.07 0.00 0.00 18.23 Wind Y 0.00 0.05 0.00 0.00 1.88 Seismic ULS X 0.00 14.48 0.00 0.00 78.55 Seismic ULS Y 0.00 0.11 0.00 0.00 8.92 Seismic SLS X 0.00 12.69 0.00 0.00 68.85


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Seismic SLS Y 0.00 0.09 0.00 0.00 7.82


Wall3 2.80 ULS 78 112.93 0.00 0.00 0.00 0.00 G1 23.62 0.00 0.00 0.00 0.00 G2 39.54 0.00 0.00 0.00 0.00 Variable cat.A 10.59 0.00 0.00 0.00 0.00 Variable cat.H 3.54 0.00 0.00 0.00 0.00 Snow 7.86 0.00 0.00 0.00 0.00 Orthogonal wind -1.77 0.00 2.07 1.66 0.00 Wind X 0.00 1.78 0.00 0.00 5.70 Wind Y 0.00 10.50 0.00 0.00 33.59 Seismic ULS X 0.00 3.41 0.00 0.00 10.90 Seismic ULS Y 0.00 27.40 0.00 0.00 87.67 Seismic SLS X 0.00 2.98 0.00 0.00 9.55 Seismic SLS Y 0.00 24.02 0.00 0.00 76.85

Columns

Column name: Column ID


Column name Load / Comb. N [kN]

Column 1 ULS 65 25.92

G1 4.11

G2 6.86

Variable cat.A 6.86

Variable cat.H 0.00

Snow 0.00

Orthogonal wind 0.00

Wind X 0.00

Wind Y 0.00

Seismic ULS X 0.00

Seismic ULS Y 0.00

Seismic SLS X 0.00

Seismic SLS Y 0.00


G1 14.12

G2 35.02

Variable cat.A 35.02

Variable cat.H 0.00

Snow 0.00


Wind X 0.00

Wind Y 0.00

Seismic ULS X 0.00

Seismic ULS Y 0.00


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Seismic SLS X 0.00

Seismic SLS Y 0.00


G1 4.13

G2 6.91

Variable cat.A 6.91

Variable cat.H 0.00

Snow 0.00


Wind X 0.00

Wind Y 0.00

Seismic ULS X 0.00

Seismic ULS Y 0.00

Seismic SLS X 0.00

Seismic SLS Y 0.00

Column 11 ULS 66 130.92

G1 17.92

G2 35.88

Variable cat.A 35.87

Variable cat.H 0.00

Snow 0.00


Wind X 0.00

Wind Y 0.00

Seismic ULS X 0.00

Seismic ULS Y 0.00

Seismic SLS X 0.00

Seismic SLS Y 0.00


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Design of the structural elements

CLT floors The calculation model adopted for the design of CLT in bending out-of-plane is that of mechanically jointed beams with deformable connection in accordance with Appendix B of EN 1995-1-1. The shear flexibility of the transverse layers is considered using the γ-method (gamma): namely with Möhler theory for CLT panel having up to 3 layers oriented in the direction of calculation and with Shelling theory for CLT panel having more than 3 layers oriented in the direction of calculation.

The effective bending stiffness is taken as:

𝐸𝐸𝐽𝐽𝑚𝑚𝑒𝑒𝑒𝑒 = ��𝐸𝐸𝑖𝑖𝐽𝐽𝑖𝑖 + 𝛾𝛾𝑖𝑖𝐸𝐸𝑖𝑖𝐴𝐴𝑖𝑖𝑎𝑎𝑖𝑖2�𝑚𝑚

𝑖𝑖=1

𝛾𝛾𝑖𝑖 = �1 +𝜋𝜋2𝐸𝐸𝑖𝑖𝐴𝐴𝑖𝑖

𝐺𝐺𝑅𝑅 ⋅𝑏𝑏𝑜𝑜 ⋅ 𝑜𝑜𝑟𝑟𝑚𝑚𝑒𝑒

2�

−1

where:

𝐽𝐽𝑖𝑖 is the moment of inertia of layer i in reference to its neutral axis

𝐴𝐴𝑖𝑖 is the cross-sectional area of layer i

𝑎𝑎𝑖𝑖 is the distance between the centre of gravity of layer i and centre of gravity of the CLT element

𝑜𝑜𝑟𝑟𝑚𝑚𝑒𝑒 is the reference length of the span

𝐺𝐺𝑅𝑅 is the rolling shear modulus (mean value)

The reference length of the spans (lref) is taken, depending on the static scheme, as reported in the following table.

Structural scheme Reference length of the span

Simply supported beam lref = l

Span of a continuous beam lref = 0.8 l

Internal support of a continuous beam lref = 0.8 lmin

Cantilever lref = 2 l

The following table shows, for each floor and relatively to the different spans, the values of the reference lengths of the spans, the effective moment of inertia of the cross-sections of the CLT floor and the structural scheme adopted.


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Floor name Calculation width of the strip of floor

[m]

Reference length lref [m]

Jeff [mm4] Structural scheme

Floor 1 1

3.32 3.32

1.841E8 1.841E8

Floor 15 1 2.40

1.651E8

Bending strength

The checks are conducted according to § 6.1.6 of EN 1995-1-1. The following expression shall be satisfied:

𝜎𝜎𝑚𝑚,𝑑𝑑

𝑓𝑓𝑚𝑚,𝑑𝑑≤ 1

being

𝜎𝜎𝑚𝑚,𝑑𝑑 the design bending stress

𝑓𝑓𝑚𝑚,𝑑𝑑 the design bending strength

The following table illustrates the structural schemes and the envelopes of the diagram of the bending moment for the part of each floor where the checks are more severe.


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Floor name Combination Duration Diagram M3-3 Bending stresses

Floor 1 ULS 65 Medium-term


The checks are summarized below. The values resulting from the calculations, relating to each verification, are reported in the form of a percentage.

Floor name Section M3-3 [kNm]

Jeff [mm4] Comb. kmod γM fm,d

[MPa] σm,d

[MPa] Check

Floor 1 CLT floor -14.88 184126375.52 ULS 65 0.8 1.45 13.24 5.11 39%

Floor 15 CLT floor 4.99 165077566.95 ULS 65 0.8 1.45 13.24 1.77 13%

Shear strength

Shear strength of the layers parallel to the calculation direction


𝜏𝜏𝑣𝑣,𝑑𝑑

𝑓𝑓𝑣𝑣,𝑑𝑑≤ 1

being:

𝜏𝜏𝑣𝑣,𝑑𝑑 the design shear stress

𝑓𝑓𝑣𝑣,𝑑𝑑 the design shear strength for the actual condition

The maximum design shear stress in the longitudinal layers can be evaluated using the following expression:

𝜏𝜏𝑣𝑣,𝑑𝑑 =𝑉𝑉𝑑𝑑 ⋅ 𝑆𝑆𝑚𝑚𝑚𝑚𝑥𝑥

𝐽𝐽𝑚𝑚𝑒𝑒𝑒𝑒 ⋅ 𝑏𝑏

where:


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𝑉𝑉𝑑𝑑 is the total shear force at the location in question

𝑆𝑆𝑚𝑚𝑚𝑚𝑥𝑥 is the first moment of area

𝐽𝐽𝑚𝑚𝑒𝑒𝑒𝑒 is the effective moment of inertia of the CLT element cross section

𝑏𝑏 is the width of the CLT element cross section (𝑘𝑘𝑐𝑐𝑟𝑟 = 1)

Rolling shear strength of the transversal layers


𝜏𝜏𝑅𝑅,𝑑𝑑

𝑓𝑓𝑣𝑣,𝑅𝑅,𝑑𝑑≤ 1

being:

𝜏𝜏𝑅𝑅,𝑑𝑑 the design rolling shear stress

𝑓𝑓𝑣𝑣,𝑅𝑅,𝑑𝑑 the design shear strength

The maximum design shear stress in the transversal layers can be evaluated using the following expression:

𝜏𝜏𝑅𝑅,𝑑𝑑 =𝑉𝑉𝑑𝑑 ⋅ 𝑆𝑆𝑅𝑅,𝑚𝑚𝑚𝑚𝑥𝑥

𝐽𝐽𝑚𝑚𝑒𝑒𝑒𝑒 ⋅ 𝑏𝑏

where:

𝑉𝑉𝑑𝑑 is the total shear force at the location in question

𝑆𝑆𝑅𝑅,𝑚𝑚𝑚𝑚𝑥𝑥 is the first moment of area

𝐽𝐽𝑚𝑚𝑒𝑒𝑒𝑒 is the effective moment of inertia of the CLT element cross section

𝑏𝑏 is the width of the CLT element cross section (𝑘𝑘𝑐𝑐𝑟𝑟 = 1)

The following table illustrates the structural schemes and the envelopes of the diagram of the shear force for the part of each floor where the checks are more severe.

Floor name Combination Duration Diagram V2 Shear stresses



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Floor name

Cross section

V2 [kN]

Jeff [mm4] Comb. kmod γM fv,d

[MPa] τv,d

[MPa] Check fR,d [MPa]

τR,d [MPa] Check

Floor 1 CLT floor 17.87 1841263

75.52 ULS 65 0.8 1.45 2.21 0.17 8% 0.44 0.17 38%

Floor 15 CLT floor 8.23 1650775

66.95 ULS 65 0.8 1.45 2.21 0.08 4% 0.44 0.08 17%


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Joist floors / Glued laminated timber floors Bending strength



𝑘𝑘𝑐𝑐𝑟𝑟𝑖𝑖𝑡𝑡 ⋅ 𝑓𝑓𝑚𝑚,𝑑𝑑≤ 1

where:

𝜎𝜎𝑚𝑚,𝑑𝑑 is the design bending stress

𝑓𝑓𝑚𝑚,𝑑𝑑 is the design bending strength

𝑘𝑘𝑐𝑐𝑟𝑟𝑖𝑖𝑡𝑡 is a factor which takes into account the reduced bending strength due to lateral buckling.

kcrit is assumed equal to 1.0 for beams in which the lateral displacement of the compressed edge is prevented over the entire length and the torsional rotation is prevented at the supports.

Floor name Combination Duration Diagram M3-3

Floor 3 ULS 64 Permanent



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Floor name Section M3-3 max [kNm]

W [mm3] kcrit Comb. kmod γM fm,d

[MPa] σm,d

[MPa] Check

Floor 3 Joist floor 160x240 4.83 1536000 1.00 ULS 64 0.6 1.45 9.93 3.15 32%





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Shear strength


𝜏𝜏𝑑𝑑𝑓𝑓𝑣𝑣,𝑑𝑑

≤ 1

where:

𝜏𝜏𝑑𝑑 is the design shear stress

𝑓𝑓𝑣𝑣,𝑑𝑑 is the design shear strength for the actual condition

For the verification of shear resistance of members in bending, the influence of cracks should be

taken into account using an effective width of the member given as:

𝑏𝑏𝑚𝑚𝑒𝑒 = 𝑘𝑘𝑐𝑐𝑟𝑟 ⋅ 𝑏𝑏

where b is the width of the relevant section of the member.

The following value of kcr are used

kcr = 0.67 for solid timber

kcr = 0.67 for glued laminated timber

The maximum design shear stress in a rectangular cross section can be evaluated using the following expression:

𝜏𝜏𝑑𝑑 =32⋅

𝑉𝑉𝑑𝑑𝑘𝑘𝑐𝑐𝑟𝑟 ⋅ 𝐴𝐴

where A is the area of a joist cross section.

The following table illustrates the structural schemes and the envelopes of the shear force diagram for the joist of each floor where the checks are more severe.

Floor name Combination Duration Diagram V2



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Floor name Section V2 max [kN]

Area [mm2] kcr Comb. kmod γM fv,d

[MPa] τ2,d

[MPa] Check






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Floors deflections (SLS)

The deflection checks are carried out according to § 2.2.3 of EN 1995-1-1.

The net deflection below a straight line between the supports, wnet,fin, is taken as:

𝑑𝑑𝑚𝑚𝑚𝑚𝑡𝑡,𝑒𝑒𝑖𝑖𝑚𝑚 = 𝑑𝑑𝑖𝑖𝑚𝑚𝑠𝑠𝑡𝑡 + 𝑑𝑑𝑐𝑐𝑟𝑟𝑚𝑚𝑚𝑚𝑖𝑖 − 𝑑𝑑𝑐𝑐 = 𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚 − 𝑑𝑑𝑐𝑐

where:

𝑑𝑑𝑚𝑚𝑚𝑚𝑡𝑡,𝑒𝑒𝑖𝑖𝑚𝑚 is the net final deflection

𝑑𝑑𝑖𝑖𝑚𝑚𝑠𝑠𝑡𝑡 is the instantaneous deflection

𝑑𝑑𝑐𝑐𝑟𝑟𝑚𝑚𝑚𝑚𝑖𝑖 is the creep deflection

𝑑𝑑𝑐𝑐 is the precamber (if applied)

𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚 is the final deflection

The limiting values for deflections of floors are assumed as shown in the following table.

winst wnet,fin

Beam on two supports l/300 l/250

Cantilevering beams l/150 l/125

Instantaneous deflection

The instantaneous deflection winst is calculated for the characteristic (rare) combination of actions.

The following table shows the deformation of each floor (relative to the element in which the deformation checks are more severe).


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Floor name Combination Instantaneous deflection

Floor 1 SLS characteristic 2





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The table below shows the instantaneous deflection checks of the floor elements.

Floor name Combination More restrictive check

winst [mm]

winst limit [mm] Check

Floor 1 SLS characteristic 2 Internal span 4.95 13.84 36%

Floor 3 SLS characteristic 14 Overhang -2.90 6.64 44%





Final deflection

For structures consisting of members, components and connections with the same creep behaviour and under the assumption of a linear relationship between the actions and the corresponding deformations the final deformation, wfin, may be taken as:

𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚 = 𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚,𝐺𝐺 + 𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚,𝑄𝑄1 + �𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚,𝑄𝑄𝑖𝑖


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where:

𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚,𝐺𝐺 = 𝑑𝑑𝑖𝑖𝑚𝑚𝑠𝑠𝑡𝑡,𝐺𝐺 ⋅ �1 + 𝑘𝑘𝑑𝑑𝑚𝑚𝑒𝑒� for a permanent action, G

𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚,𝑄𝑄,1 = 𝑑𝑑𝑖𝑖𝑚𝑚𝑠𝑠𝑡𝑡,𝑄𝑄,1 ⋅ �1 + Ψ2,1 ⋅ 𝑘𝑘𝑑𝑑𝑚𝑚𝑒𝑒� for the leading variable action, Q1

𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚,𝑄𝑄,𝑖𝑖 = 𝑑𝑑𝑖𝑖𝑚𝑚𝑠𝑠𝑡𝑡,𝑄𝑄,𝑖𝑖 ⋅ �Ψ0,𝑖𝑖 +Ψ2,1 ⋅ 𝑘𝑘𝑑𝑑𝑚𝑚𝑒𝑒� for accompanying variable actions, Qi (i>1)


Floor name Combination Final deflection





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The table below shows the final deflection checks of the floor elements.

Floor name Combination More restrictive check

wfin [mm]

wfin limit [mm] Check








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Beams Bending strength



𝑘𝑘𝑐𝑐𝑟𝑟𝑖𝑖𝑡𝑡 ⋅ 𝑓𝑓𝑚𝑚,𝑑𝑑≤ 1

where:

𝜎𝜎𝑚𝑚,𝑑𝑑 is the design bending stress

𝑓𝑓𝑚𝑚,𝑑𝑑 is the design bending strength

𝑘𝑘𝑐𝑐𝑟𝑟𝑖𝑖𝑡𝑡 is a factor which takes into account the reduced bending strength due to lateral buckling.

kcrit is assumed equal to 1.0 for beams in which the lateral displacement of the compressed edge is prevented over the entire length and the torsional rotation is prevented at the supports.

Beam name Combination Duration Diagram M3-3

Beam 2 ULS 64 Permanent



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Beam 5 ULS 65 Medium-term




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Beam name Section M3-3 max [kNm]

W [mm3] kcrit Comb. kmod γM fm,d

[MPa] σm,d

[MPa] Check

Beam 2 Section

200x240 GL 24h

0.50 1920000 1.00 ULS 64 0.6 1.45 9.93 0.26 3%

Beam 3 Section

200x240 GL 24h

0.50 1920000 1.00 ULS 64 0.6 1.45 9.93 0.26 3%

Beam 4 Section

200x240 GL 24h

7.83 1920000 1.00 ULS 64 0.6 1.45 9.93 4.08 41%

Beam 5 Section

200x240 GL 24h

4.79 1920000 1.00 ULS 65 0.8 1.45 13.24 2.49 19%

Beam 6 Section

200x440 GL 24h

34.76 6453333 1.00 ULS 65 0.8 1.45 13.24 5.39 41%

Beam 10 Section

200x520 GL 24h

19.62 9013333 1.00 ULS 65 0.8 1.45 13.24 2.18 16%


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Beam 11 Section

200x240 GL 24h

11.24 1920000 1.00 ULS 64 0.6 1.45 9.93 5.85 59%

Beam 16 Section

200x240 GL 24h

6.07 1920000 1.00 ULS 64 0.6 1.45 9.93 3.16 32%

Beam 17 Section

200x240 GL 24h

8.51 1920000 1.00 ULS 64 0.6 1.45 9.93 4.43 45%

Beam 18 Section

200x440 GL 24h

56.84 6453333 1.00 ULS 64 0.6 1.45 9.93 8.81 89%

Beam 19 Section

200x240 GL 24h

6.07 1920000 1.00 ULS 64 0.6 1.45 9.93 3.16 32%

Beam 20 Section

200x240 GL 24h

4.66 1920000 1.00 ULS 65 0.8 1.45 13.24 2.43 18%

Beam 21 Section

200x240 GL 24h

4.68 1920000 1.00 ULS 65 0.8 1.45 13.24 2.44 18%

Beam 37 Section

200x240 GL 24h

1.17 1920000 1.00 ULS 43 0.6 1.45 9.93 0.61 6%

Beam 42 Section

200x240 GL 24h

4.71 1920000 1.00 ULS 65 0.8 1.45 13.24 2.45 19%

Beam 47 Section

200x440 GL 24h

58.51 6453333 1.00 ULS 65 0.8 1.45 13.24 9.07 68%

Beam 48 Section

200x240 GL 24h

10.12 1920000 1.00 ULS 64 0.6 1.45 9.93 5.27 53%

Beam 49 Section

200x240 GL 24h

10.11 1920000 1.00 ULS 64 0.6 1.45 9.93 5.27 53%

Beam 50 Section

200x240 GL 24h

2.72 1920000 1.00 ULS 65 0.8 1.45 13.24 1.42 11%

Beam 51 Section

200x520 GL 24h

82.03 9013333 1.00 ULS 65 0.8 1.45 13.24 9.10 69%

Beam 52 Section

200x240 GL 24h

0.15 1920000 1.00 ULS 43 0.6 1.45 9.93 0.08 1%

Beam 53 Section

200x240 GL 24h

10.77 1920000 1.00 ULS 65 0.8 1.45 13.24 5.61 42%

Beam 54 Section

200x440 GL 24h

41.20 6453333 1.00 ULS 65 0.8 1.45 13.24 6.38 48%

Beam 56 Section

200x240 GL 24h

1.47 1920000 1.00 ULS 65 0.8 1.45 13.24 0.77 6%

Beam 57 Section

200x440 GL 24h

46.38 6453333 1.00 ULS 64 0.6 1.45 9.93 7.19 72%


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Shear strength


𝜏𝜏𝑑𝑑𝑓𝑓𝑣𝑣,𝑑𝑑

≤ 1

where:

𝜏𝜏𝑑𝑑 is the design shear stress

𝑓𝑓𝑣𝑣,𝑑𝑑 is the design shear strength for the actual condition

For the verification of shear resistance of members in bending, the influence of cracks should be

taken into account using an effective width of the member given as:

𝑏𝑏𝑚𝑚𝑒𝑒 = 𝑘𝑘𝑐𝑐𝑟𝑟 ⋅ 𝑏𝑏

where b is the width of the relevant section of the member.

The following value of kcr are used

kcr = 0.67 for solid timber

kcr = 0.67 for glued laminated timber

The maximum design shear stress in a rectangular cross section can be evaluated using the following expression:

𝜏𝜏𝑑𝑑 =32⋅

𝑉𝑉𝑑𝑑𝑘𝑘𝑐𝑐𝑟𝑟 ⋅ 𝐴𝐴

where A is the area of a joist cross section.

The following table illustrates the structural schemes and the envelopes of the shear force diagram for each beam.

Beam name Combination Duration Diagram V2



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Beam name Section V2 max [kN]

Area [mm2] kcr Comb. kmod γM fv,d

[MPa] τ2,d

[MPa] Check

Beam 2 Section

200x240 GL 24h

1.42 48000 0.67 ULS 64 0.6 1.45 1.45 0.07 5%

Beam 3 Section

200x240 GL 24h

1.42 48000 0.67 ULS 64 0.6 1.45 1.45 0.07 5%

Beam 4 Section

200x240 GL 24h

20.36 48000 0.67 ULS 64 0.6 1.45 1.45 0.95 66%

Beam 5 Section

200x240 GL 24h

13.60 48000 0.67 ULS 65 0.8 1.45 1.93 0.63 33%

Beam 6 Section

200x440 GL 24h

41.42 88000 0.67 ULS 65 0.8 1.45 1.93 1.05 55%

Beam 10 Section

200x520 GL 24h

23.55 104000 0.67 ULS 65 0.8 1.45 1.93 0.51 26%

Beam 11 Section

200x240 GL 24h

12.46 48000 0.67 ULS 64 0.6 1.45 1.45 0.58 40%

Beam 16 Section

200x240 GL 24h

14.61 48000 0.67 ULS 64 0.6 1.45 1.45 0.68 47%

Beam 17 Section

200x240 GL 24h

17.59 48000 0.67 ULS 64 0.6 1.45 1.45 0.82 57%

Beam 18 Section

200x440 GL 24h

52.68 88000 0.67 ULS 64 0.6 1.45 1.45 1.34 93%

Beam 19 Section

200x240 GL 24h

12.01 48000 0.67 ULS 64 0.6 1.45 1.45 0.56 39%

Beam 20 Section

200x240 GL 24h

9.57 48000 0.67 ULS 65 0.8 1.45 1.93 0.45 23%

Beam 21 Section

200x240 GL 24h

9.61 48000 0.67 ULS 65 0.8 1.45 1.93 0.45 23%

Beam 37 Section

200x240 GL 24h

0.93 48000 0.67 ULS 43 0.6 1.45 1.45 0.04 3%

Beam 42 Section

200x240 GL 24h

9.36 48000 0.67 ULS 65 0.8 1.45 1.93 0.44 23%

Beam 47 Section

200x440 GL 24h

48.36 88000 0.67 ULS 65 0.8 1.45 1.93 1.23 64%

Beam 48 Section

200x240 GL 24h

16.02 48000 0.67 ULS 70 0.8 1.45 1.93 0.75 39%

Beam 49 Section

200x240 GL 24h

15.98 48000 0.67 ULS 70 0.8 1.45 1.93 0.75 39%

Beam 50 Section

200x240 GL 24h

8.22 48000 0.67 ULS 65 0.8 1.45 1.93 0.38 20%

Beam 51 Section

200x520 GL 24h

59.25 104000 0.67 ULS 65 0.8 1.45 1.93 1.28 66%

Beam 52 Section

200x240 GL 24h

0.33 48000 0.67 ULS 43 0.6 1.45 1.45 0.02 1%

Beam 53 Section

200x240 GL 24h

20.20 48000 0.67 ULS 65 0.8 1.45 1.93 0.94 49%

Beam 54 Section

200x440 GL 24h

54.56 88000 0.67 ULS 65 0.8 1.45 1.93 1.39 72%

Beam 56 Section

200x240 GL 24h

2.76 48000 0.67 ULS 65 0.8 1.45 1.93 0.13 7%

Beam 57 Section

200x440 GL 24h

41.82 88000 0.67 ULS 64 0.6 1.45 1.45 1.06 73%


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Beams deflections (SLS)

The deflection checks are carried out according to § 2.2.3 of EN 1995-1-1.

The net deflection below a straight line between the supports, wnet,fin, is taken as:

𝑑𝑑𝑚𝑚𝑚𝑚𝑡𝑡,𝑒𝑒𝑖𝑖𝑚𝑚 = 𝑑𝑑𝑖𝑖𝑚𝑚𝑠𝑠𝑡𝑡 + 𝑑𝑑𝑐𝑐𝑟𝑟𝑚𝑚𝑚𝑚𝑖𝑖 − 𝑑𝑑𝑐𝑐 = 𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚 − 𝑑𝑑𝑐𝑐

where:

𝑑𝑑𝑚𝑚𝑚𝑚𝑡𝑡,𝑒𝑒𝑖𝑖𝑚𝑚 is the net final deflection

𝑑𝑑𝑖𝑖𝑚𝑚𝑠𝑠𝑡𝑡 is the instantaneous deflection

𝑑𝑑𝑐𝑐𝑟𝑟𝑚𝑚𝑚𝑚𝑖𝑖 is the creep deflection

𝑑𝑑𝑐𝑐 is the precamber (if applied)

𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚 is the final deflection

The limiting values for deflections of beams are assumed as shown in the following table.

winst wnet,fin

Beam on two supports l/300 l/250

Cantilevering beams l/150 l/125


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Instantaneous deflection

The instantaneous deflection winst is calculated for the characteristic (rare) combination of actions.

The following table shows the deformation of each beam.

Beam name Combination Instantaneous deflection

Beam 2 SLS characteristic 1




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The table below shows the instantaneous deflection checks of the beams.

Beam name Combination More restrictive check

winst [mm]

winst limit [mm] Check

Beam 2 SLS characteristic 1 Internal span 0.03 4.67 1%







Beam 16 SLS characteristic 14 Overhang 0.57 6.67 9%


Beam 18 SLS characteristic 14 Overhang -1.47 3.33 44%






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Final deflection

For structures consisting of members, components and connections with the same creep behaviour and under the assumption of a linear relationship between the actions and the corresponding deformations the final deformation, wfin, may be taken as:

𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚 = 𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚,𝐺𝐺 + 𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚,𝑄𝑄1 + �𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚,𝑄𝑄𝑖𝑖

where:

𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚,𝐺𝐺 = 𝑑𝑑𝑖𝑖𝑚𝑚𝑠𝑠𝑡𝑡,𝐺𝐺 ⋅ �1 + 𝑘𝑘𝑑𝑑𝑚𝑚𝑒𝑒� for a permanent action, G

𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚,𝑄𝑄,1 = 𝑑𝑑𝑖𝑖𝑚𝑚𝑠𝑠𝑡𝑡,𝑄𝑄,1 ⋅ �1 + Ψ2,1 ⋅ 𝑘𝑘𝑑𝑑𝑚𝑚𝑒𝑒� for the leading variable action, Q1

𝑑𝑑𝑒𝑒𝑖𝑖𝑚𝑚,𝑄𝑄,𝑖𝑖 = 𝑑𝑑𝑖𝑖𝑚𝑚𝑠𝑠𝑡𝑡,𝑄𝑄,𝑖𝑖 ⋅ �Ψ0,𝑖𝑖 +Ψ2,1 ⋅ 𝑘𝑘𝑑𝑑𝑚𝑚𝑒𝑒� for accompanying variable actions, Qi (i>1)


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Beam name Combination Final deflection






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The table below shows the final deflection checks for every beam.

Beam name Combination More restrictive check

wfin [mm]

wfin limit [mm] Check






















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Columns Stability of columns

The stability of columns subjected to compression is verified in accordance with § 6.3.2 of EN 1995-1-1.

The relative slenderness ratios should be taken as:

𝜆𝜆𝑟𝑟𝑚𝑚𝑖𝑖,𝑦𝑦 =𝜆𝜆,𝑦𝑦

𝜋𝜋⋅ �

𝑓𝑓𝑐𝑐,0,𝑘𝑘

𝐸𝐸0,05

and

𝜆𝜆𝑟𝑟𝑚𝑚𝑖𝑖,𝑧𝑧 =𝜆𝜆,𝑧𝑧

𝜋𝜋⋅ �

𝑓𝑓𝑐𝑐,0,𝑘𝑘

𝐸𝐸0,05

where

𝜆𝜆,𝑦𝑦 e 𝜆𝜆𝑟𝑟𝑚𝑚𝑖𝑖,𝑦𝑦 are the slenderness ratios corresponding to bending about the y-axis (deflection in the z-direction);

𝜆𝜆,𝑧𝑧 e 𝜆𝜆𝑟𝑟𝑚𝑚𝑖𝑖,𝑧𝑧 are the slenderness ratios corresponding to bending about the z-axis (deflection in the y-direction);

Where both λrel,z ≤0,3 and λrel,y ≤0,3, the stresses should satisfy the expressions (6.19) e (6.20) in 6.2.4 of EN 1995-1-1.

In all other cases the stresses, which will be increased due to deflection, should satisfy the following expressions:

𝜎𝜎𝑐𝑐,0,𝑑𝑑

𝑘𝑘𝑐𝑐,𝑦𝑦 ⋅ 𝑓𝑓𝑐𝑐,0,𝑑𝑑+𝜎𝜎𝑚𝑚,𝑦𝑦,𝑑𝑑

𝑓𝑓𝑚𝑚,𝑦𝑦,𝑑𝑑+ 𝑘𝑘𝑚𝑚 ⋅

𝜎𝜎𝑚𝑚,𝑧𝑧,𝑑𝑑

𝑓𝑓𝑚𝑚,𝑧𝑧,𝑑𝑑≤ 1


𝑘𝑘𝑐𝑐,𝑧𝑧 ⋅ 𝑓𝑓𝑐𝑐,0,𝑑𝑑+ 𝑘𝑘𝑚𝑚 ⋅

𝜎𝜎𝑚𝑚,𝑦𝑦,𝑑𝑑

𝑓𝑓𝑚𝑚,𝑦𝑦,𝑑𝑑+𝜎𝜎𝑚𝑚,𝑧𝑧,𝑑𝑑

𝑓𝑓𝑚𝑚,𝑧𝑧,𝑑𝑑≤ 1

where the symbols are defined as follows:

𝑘𝑘𝑐𝑐,𝑦𝑦 =1

𝑘𝑘𝑦𝑦 +�𝑘𝑘𝑦𝑦2−𝜆𝜆𝑟𝑟𝑚𝑚𝑖𝑖,𝑦𝑦2

𝑘𝑘𝑐𝑐,𝑧𝑧 =1

𝑘𝑘𝑧𝑧 + �𝑘𝑘𝑧𝑧2−𝜆𝜆𝑟𝑟𝑚𝑚𝑖𝑖,𝑧𝑧2

𝑘𝑘𝑦𝑦 = 0,5 ⋅ �1 + 𝛽𝛽𝑐𝑐 ⋅ �𝜆𝜆𝑟𝑟𝑚𝑚𝑖𝑖,𝑦𝑦 − 0,3� + 𝜆𝜆𝑟𝑟𝑚𝑚𝑖𝑖,𝑦𝑦2 �

𝑘𝑘𝑧𝑧 = 0,5 ⋅ �1 + 𝛽𝛽𝑐𝑐 ⋅ �𝜆𝜆𝑟𝑟𝑚𝑚𝑖𝑖,𝑧𝑧 − 0,3� + 𝜆𝜆𝑟𝑟𝑚𝑚𝑖𝑖,𝑧𝑧2 �

where:


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𝛽𝛽𝑐𝑐 is a factor for members within the straightness limits defined in Section 10 of EN 1995-1-1 and assumes the following values

𝛽𝛽𝑐𝑐 = �0,2 𝑓𝑓𝑓𝑓𝑓𝑓 𝑠𝑠𝑓𝑓𝑜𝑜𝑎𝑎𝑜𝑜 𝑎𝑎𝑎𝑎𝑡𝑡𝑏𝑏𝑎𝑎𝑓𝑓

0,1 𝑓𝑓𝑓𝑓𝑓𝑓 𝑔𝑔𝑜𝑜𝑔𝑔𝑎𝑎𝑜𝑜 𝑜𝑜𝑎𝑎𝑡𝑡𝑎𝑎𝑛𝑛𝑎𝑎𝑎𝑎𝑎𝑎𝑜𝑜 𝑎𝑎𝑎𝑎𝑡𝑡𝑏𝑏𝑎𝑎𝑓𝑓 𝑎𝑎𝑛𝑛𝑜𝑜 𝐿𝐿𝑉𝑉𝐿𝐿

The values of the actions in the tables below are related, for each pillar, to the more severe combination of load for the Ultimate Limit State of instability.

Comb.: More severe combination of load

Dur.: Load duration

N: Axial force

V2: Shear force along the local axis 2

V3: Shear force along the local axis 3

M2-2: Bending moment about local axis 2

M3-3: Bending moment about local axis 3

Column name Comb. Dur. N [kN]

V2 [kN]

V3 [kN]

M2-2 [kNm]

M3-3 [kNm]

Column 1 ULS 65 Medium-term 25.92 0.00 0.00 0.00 0.00



Column 6 ULS 64 Permanent 41.86 0.00 0.00 0.00 0.00






The following table summarizes the stability checks for the columns.

Sect.: Column cross section

h: Column height

Area: Cross sectional area of the column

Jy: Area moment of inertia with respect to the y axis

Jz: Area moment of inertia with respect to the z axis


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Comb.: More severe load combination

kmod: Modification factor taking into account the effect of the duration of load and moisture content

γM: Partial factor for a material property

fc,0,k: Design compressive strength along the grain

σc,0,d: Design compressive stress along the grain

Column name Sect. h [m] Area

[mm2] Jy

[mm4] Jz

[mm4] kc,y kc,z Comb kmod γM fc,0,k σc,0,d [MPa] Check

Column 1

Section 200x24

0 GL 24h

3.2 48000 2.30E8 1.60E8 0.92 0.85 ULS 65 0.8 1.45 13.24 0.54 5%

Column 2

Section 200x24

0 GL 24h

3.2 48000 2.30E8 1.60E8 0.92 0.85 ULS 65 0.8 1.45 13.24 2.57 23%

Column 3

Section 200x24

0 GL 24h

3.2 48000 2.30E8 1.60E8 0.92 0.85 ULS 65 0.8 1.45 13.24 0.54 5%

Column 6

Section 200x24

0 GL 24h

4.5 48000 2.30E8 1.60E8 0.74 0.57 ULS 64 0.6 1.45 9.93 0.87 15%

Column 7

Section 200x24

0 GL 24h

2.8 48000 2.30E8 1.60E8 0.95 0.91 ULS 65 0.8 1.45 13.24 0.40 3%

Column 9

Section 200x24

0 GL 24h

2.8 48000 2.30E8 1.60E8 0.95 0.91 ULS 65 0.8 1.45 13.24 0.40 3%

Column 10

Section 200x24

0 GL 24h

3.95 48000 2.30E8 1.60E8 0.84 0.69 ULS 65 0.8 1.45 13.24 1.43 16%

Column 12

Section 200x24

0 GL 24h

3.95 48000 2.30E8 1.60E8 0.84 0.69 ULS 65 0.8 1.45 13.24 1.06 12%

Column 11

Section 200x24

0 GL 24h

3.2 48000 2.30E8 1.60E8 0.92 0.85 ULS 65 0.8 1.45 13.24 2.73 24%


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CLT walls Buckling of CLT walls

The stability checks of CLT walls are conducted with reference to what reported in 6.3.2 of EN 1995-1-1.

The values of the actions in the table below are related, for each wall, to the more severe combination of load for the Ultimate Limit State of stability.

Wall name Length [m] Comb. Dur. N

[kN] M2-2

[kNm]

Wall 1 1.00 ULS 64 Permanent 55.05 0.00


Wall 4 1.00 ULS 65 Medium-term 49.64 0.00



Wall 9 1.50 ULS 83 Instantaneous 24.18 1.33



















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Wall2 5.07 ULS 81 Instantaneous 34.89 6.25

Wall3 2.80 ULS 64 Permanent 90.02 0.00

The stability checks of the CLT panels are performed considering a wall portion of unitary length.

Where both λrel,z ≤0,3 and λrel,y ≤0,3, the stresses should satisfy the expressions (6.19) and (6.20) in 6.2.4 of EN 1995-1-1.

In all other cases the stresses, which will be increased due to deflection, should satisfy the following expressions:


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𝑘𝑘𝑐𝑐 ⋅ 𝑓𝑓𝑐𝑐,0,𝑑𝑑+𝜎𝜎𝑚𝑚,𝑦𝑦,𝑑𝑑

𝑓𝑓𝑚𝑚,𝑦𝑦,𝑑𝑑≤ 1

Mechanical model for the internal stress pattern in CLT elements

The calculation model adopted for the design of CLT in bending out-of-plane is that of mechanically jointed beams with deformable connection in accordance with Appendix B of EN 1995-1-1. The shear flexibility of the transverse layers is considered using the γ-method (gamma): namely with Möhler theory for CLT panel having up to 3 layers oriented in the direction of calculation and with Shelling theory for CLT panel having more than 3 layers oriented in the direction of calculation.

The effective bending stiffness is taken as:

𝐸𝐸𝐽𝐽𝑚𝑚𝑒𝑒𝑒𝑒 = ��𝐸𝐸𝑖𝑖𝐽𝐽𝑖𝑖 + 𝛾𝛾𝑖𝑖𝐸𝐸𝑖𝑖𝐴𝐴𝑖𝑖𝑎𝑎𝑖𝑖2�𝑚𝑚

𝑖𝑖=1

𝛾𝛾𝑖𝑖 = �1 +𝜋𝜋2𝐸𝐸𝑖𝑖𝐴𝐴𝑖𝑖

𝐺𝐺𝑅𝑅 ⋅𝑏𝑏𝑜𝑜 ⋅ ℎ

2�

−1

where:

𝐽𝐽𝑖𝑖 is the moment of inertia of layer i in reference to its neutral axis

𝐴𝐴𝑖𝑖 is the cross-sectional area of layer i

𝑎𝑎𝑖𝑖 is the distance between the centre of gravity of layer i and centre of gravity of the CLT element

ℎ is the height of the wall

𝐺𝐺𝑅𝑅 is the rolling shear modulus (mean value)

The results of the stability checks are reported below expressed as percentages.

Anet: Cross sectional area of the wall portion considered in the verification (linear meter)

Jeff: Cross sectional effective moment of inertia of the wall portion




fc,0,k: Design compressive strength along the grain

fm,k: Design bending strength

σc,0,d: Design compressive stress along the grain


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Wall name Section h [m] Anet

[mm2/m] Jeff

[mm4/m] kc Comb. kmod γM fc,0,k [MPa]

fm,k [MPa]

σc,0,d [MPa]

σm,d [MPa] Check

Wall 1 CLT 120 mm - 5 layers -

vertical joints 3.2 60000 6099613

0 0.32 ULS 64 0.6 1.45 21 24 0.91 0.00 32%



0 0.32 ULS 64 0.6 1.45 21 24 0.76 0.00 27%



0 0.32 ULS 65 0.8 1.45 21 24 0.82 0.00 22%



0 0.32 ULS 65 0.8 1.45 21 24 1.10 0.00 29%



0 0.32 ULS 64 0.6 1.45 21 24 0.81 0.00 29%



0 0.32 ULS 83 1 1.45 21 24 0.29 0.73 11%



0 0.32 ULS 83 1 1.45 21 24 0.30 0.73 11%



0 0.32 ULS 83 1 1.45 21 24 0.29 0.73 11%



0 0.32 ULS 64 0.6 1.45 21 24 0.98 0.00 35%



0 0.32 ULS 64 0.6 1.45 21 24 0.78 0.00 28%



0 0.32 ULS 64 0.6 1.45 21 24 0.77 0.00 27%



0 0.32 ULS 64 0.6 1.45 21 24 0.79 0.00 28%

Wall 22 CLT 100 mm - 3 layers 2.8 60000 6752672

8 0.45 ULS 64 0.6 1.45 21 24 0.62 0.00 16%


8 0.45 ULS 64 0.6 1.45 21 24 0.52 0.00 13%


1 0.40 ULS 82 1 1.45 21 24 0.14 0.61 6%


7 0.40 ULS 82 1 1.45 21 24 0.14 0.62 6%


2 0.20 ULS 64 0.6 1.45 21 24 0.61 0.00 35%


2 0.20 ULS 64 0.6 1.45 21 24 0.60 0.00 34%


9 0.21 ULS 81 1 1.45 21 24 0.12 0.82 9%


8 0.45 ULS 84 1 1.45 21 24 0.37 0.50 9%


4 0.41 ULS 83 1 1.45 21 24 0.20 0.60 7%


4 0.21 ULS 83 1 1.45 21 24 0.21 1.06 13%


4 0.41 ULS 83 1 1.45 21 24 0.20 0.61 7%


2 0.20 ULS 64 0.6 1.45 21 24 1.23 0.00 70%


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7 0.27 ULS 81 1 1.45 21 24 0.10 0.68 7%


8 0.45 ULS 64 0.6 1.45 21 24 0.57 0.00 14%


8 0.45 ULS 64 0.6 1.45 21 24 0.84 0.00 21%


8 0.45 ULS 64 0.6 1.45 21 24 0.44 0.00 11%


8 0.45 ULS 64 0.6 1.45 21 24 0.44 0.00 11%


4 0.41 ULS 83 1 1.45 21 24 0.14 0.61 6%



0 0.32 ULS 64 0.6 1.45 21 24 0.76 0.00 27%



0 0.32 ULS 84 1 1.45 21 24 0.50 0.73 15%


7 0.27 ULS 81 1 1.45 21 24 0.10 0.68 7%


8 0.45 ULS 64 0.6 1.45 21 24 0.38 0.00 10%


8 0.45 ULS 83 1 1.45 21 24 0.30 0.50 8%



0 0.32 ULS 82 1 1.45 21 24 0.30 0.73 11%



0 0.32 ULS 82 1 1.45 21 24 0.30 0.73 11%



0 0.32 ULS 64 0.6 1.45 21 24 2.26 0.00 81%



0 0.32 ULS 65 0.8 1.45 21 24 1.80 0.00 48%



0 0.32 ULS 65 0.8 1.45 21 24 1.78 0.00 48%


8 0.45 ULS 84 1 1.45 21 24 0.37 0.50 9%


5 0.93 ULS 81 1 1.45 21 24 0.03 0.12 1%


5 0.93 ULS 81 1 1.45 21 24 0.03 0.12 1%


5 0.93 ULS 81 1 1.45 21 24 0.03 0.12 1%


5 0.93 ULS 81 1 1.45 21 24 0.03 0.12 1%


5 0.93 ULS 81 1 1.45 21 24 0.03 0.12 1%

Wall2 CLT 100 mm - 3 layers 4.44 60000 7182962

4 0.20 ULS 81 1 1.45 21 24 0.12 0.86 9%

Wall3 CLT 120 mm - 5 layers -


0 0.32 ULS 64 0.6 1.45 21 24 0.97 0.00 35%


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Compression perpendicular to the grain

In the area of wall support there are high local stresses perpendicular to the grain. The following expression shall be satisfied:

𝜎𝜎𝑐𝑐,90,𝑑𝑑 ≤ 𝑘𝑘𝑐𝑐,90,𝑑𝑑 ⋅ 𝑓𝑓𝑐𝑐,90,𝑑𝑑

with 𝜎𝜎𝑐𝑐,90,𝑑𝑑 = 𝐹𝐹𝑐𝑐,90,𝑑𝑑𝐴𝐴𝑓𝑓𝑓𝑓𝑓𝑓𝑓𝑓

where:

𝜎𝜎𝑐𝑐,90,𝑑𝑑 is the design compressive stress in the contact area perpendicular to the grain

𝐹𝐹𝑐𝑐,90,𝑑𝑑 is the design load of compression perpendicular to the grain

𝐴𝐴𝑒𝑒𝑓𝑓𝑖𝑖𝑖𝑖 is the contact area on which the compression load (perpendicular to the grain) acts

𝑓𝑓𝑐𝑐,90,𝑑𝑑 is the design compressive strength perpendicular to the grain

𝑘𝑘𝑐𝑐,90,𝑑𝑑 is a factor taking into account the load configuration, possibility of splitting and degree of compressive deformation

The values of the actions in the table below are related, for each wall, to the more severe combination of load for the Ultimate Limit State.

Wall name Length [m] Comb. Dur. N

[kN]

Wall 1 1.00 ULS 64 Permanent 55.05


Wall 4 1.00 ULS 65 Medium-term 49.64














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Wall2 5.07 ULS 64 Permanent 35.20

Wall3 2.80 ULS 64 Permanent 90.02

The compression checks of the CLT panels are performed considering a wall portion of unitary length.

Section: CLT element section

Afull: Contact area on which the compression load (perpendicular to the grain) acts




fc,90,k: Design compressive strength perpendicular to the grain

σc,90,d: Design compressive stress in the contact area perpendicular to the grain

Wall name Section Afull [mm2/m] kc,90 Comb. kmod γM fc,90,k

[MPa] σc,90,d [MPa] Check


vertical joints 100000 1.5 ULS 64 0.6 1.45 2.5 0.54 32%























Wall 22 CLT 100 mm - 3 layers 100000 1.5 ULS 64 0.6 1.45 2.5 0.37 22%


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Wall2 CLT 100 mm - 3 layers 100000 1.5 ULS 64 0.6 1.45 2.5 0.08 5%




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Shear (load in-plane)

The internal stress pattern in a CLT element subjected to shear forces can lead to failure of the material in two different mechanisms: shear bearing (mechanism I) in the boards and torsion-like (mechanism II) in the gluing interfaces.

The values of the actions in the table below are related, for each wall, to the more severe combination of load for the shear Ultimate Limit State.

Wall name Length [m] Comb. Dur. V2

[kN]

Wall 1 1.00 Seismic ULS 1 ex- ey+ Instantaneous 3.44


Wall 4 1.00 Seismic ULS 6 ex- ey- Instantaneous 12.60







Wall 15 2.40 Seismic ULS 2 ex+ ey+ Instantaneous 11.02
















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Wall3 2.80 Seismic ULS 5 ex- ey+ Instantaneous 31.89

Mechanism I - shear

The internal shear stress can be evaluated as

[omissis]

where

𝑎𝑎2 is the shear force per linear metre acting on the CLT element

𝑎𝑎𝑖𝑖,𝑚𝑚𝑥𝑥𝑡𝑡 is the thickness of the i-th layer having orientation parallel to the external layers

𝑎𝑎𝑖𝑖,𝑖𝑖𝑚𝑚𝑡𝑡 is the thickness of the i-th layer having orientation parallel to the internal layers

𝜏𝜏𝑧𝑧 is the shear stress acting on the layers having orientation parallel to the external layers

𝜏𝜏𝑦𝑦 is the shear stress acting on the layers having orientation parallel to the internal layers

The stress to be used in the checks is the maximum between the two:

𝜏𝜏𝑑𝑑 = 𝑡𝑡𝑎𝑎𝑚𝑚(𝜏𝜏𝑧𝑧; 𝜏𝜏𝑦𝑦)

The following expression shall be satisfied

𝜏𝜏𝑑𝑑 ≤ 𝑓𝑓𝑣𝑣,𝑖𝑖𝑚𝑚𝑠𝑠𝑡𝑡𝑟𝑟𝑚𝑚,𝑑𝑑


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being

𝑓𝑓𝑣𝑣,𝑑𝑑 the shear strength calculated as

𝑓𝑓𝑣𝑣,𝑑𝑑 =𝑘𝑘𝑚𝑚𝑚𝑚𝑑𝑑 ⋅ 𝑓𝑓𝑣𝑣,𝑘𝑘

𝛾𝛾𝑀𝑀

Mechanism II – torsion

The internal torsional stress can be expressed as

[omissis]

being:

𝑀𝑀𝑇𝑇 the internal torsional moment

𝑊𝑊 the polar moment of resistance

The polar moment of resistance is defined by the following expression

[omissis]

where aref is the average width of the boards assumed equal to 150 mm.

[omissis]

The following expression shall be satisfied

𝜏𝜏𝑇𝑇,𝑑𝑑 ≤ 𝑓𝑓𝑇𝑇,𝑑𝑑

being

𝑓𝑓𝑇𝑇,𝑑𝑑 the design value of the torsional strength of glued interfaces

𝑓𝑓𝑇𝑇,𝑑𝑑 =𝑘𝑘𝑚𝑚𝑚𝑚𝑑𝑑 ⋅ 𝑓𝑓𝑇𝑇,𝑘𝑘

𝛾𝛾𝑀𝑀

Below is the table with the shear checks for each CLT wall. The two different mechanisms (shear and torsion) are verified.




fv,k: CLT characteristic shear strength (Mechanism I)

τd: Design shear stress in the layers


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MT: Torsional moment on every glued interfaces

W: Polar moment of resistance

fT,k: Characteristic value of the torsional shear strength of the glued interfaces

τT,d: Design shear stress (due to torsion) in the external layers

Wall name Section Comb. kmod γM fv,lastra,k

[MPa] τd

[MPa] Check - shear

MT [Nmm]

W [mm3]

fT,k [MPa]

τT,d [MPa]

Check - torsion

Wall 1

CLT 120 mm - 5 layers - vertical joints


1 1.45 4 0.09 3% 25782 1125000 2.5 0.02 1%

Wall 3



1 1.45 4 0.14 5% 42894 1125000 2.5 0.04 2%

Wall 4



1 1.45 4 0.32 11% 94535 1125000 2.5 0.08 5%

Wall 6



1 1.45 4 0.2 7% 60169 1125000 2.5 0.05 3%

Wall 8



1 1.45 4 0.05 2% 15948 1125000 2.5 0.01 1%

Wall 9



1 1.45 4 0.26 9% 76799 1125000 2.5 0.07 4%

Wall 11



1 1.45 4 0.27 10% 81698 1125000 2.5 0.07 4%

Wall 13



1 1.45 4 0.26 9% 76799 1125000 2.5 0.07 4%

Wall 14



1 1.45 4 0.14 5% 42894 1125000 2.5 0.04 2%

Wall 15


Seismic ULS 2

ex+ ey+ 1 1.45 4 0.11 4% 34438 1125000 2.5 0.03 2%

Wall 20


Seismic ULS 2

ex+ ey+ 1 1.45 4 0.15 6% 46497 1125000 2.5 0.04 2%

Wall 21


Seismic ULS 2

ex+ ey+ 1 1.45 4 0.11 4% 34438 1125000 2.5 0.03 2%

Wall 22 CLT 100 mm - 3 layers


1 1.45 4 0.1 4% 46605 1125000 2.5 0.04 2%



1 1.45 4 0.18 7% 81698 1125000 2.5 0.07 4%



1 1.45 4 0.13 5% 57452 1125000 2.5 0.05 3%



1 1.45 4 0.13 5% 56445 1125000 2.5 0.05 3%



1 1.45 4 0.07 3% 31243 1125000 2.5 0.03 2%



1 1.45 4 0.07 2% 30600 1125000 2.5 0.03 2%


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1 1.45 4 0.24 9% 107983 1125000 2.5 0.1 6%



1 1.45 4 0.2 7% 88565 1125000 2.5 0.08 5%



1 1.45 4 0.17 6% 77673 1125000 2.5 0.07 4%



1 1.45 4 0.19 7% 86474 1125000 2.5 0.08 4%



1 1.45 4 0.06 2% 25767 1125000 2.5 0.02 1%



1 1.45 4 0.18 7% 81698 1125000 2.5 0.07 4%



1 1.45 4 0.05 2% 24194 1125000 2.5 0.02 1%


Seismic ULS 2

ex+ ey+ 1 1.45 4 0.16 6% 73233 1125000 2.5 0.07 4%


Seismic ULS 2

ex+ ey+ 1 1.45 4 0.06 2% 28767 1125000 2.5 0.03 1%



1 1.45 4 0.35 13% 157748 1125000 2.5 0.14 8%

Wall 54



1 1.45 4 0.32 12% 95843 1125000 2.5 0.09 5%

Wall 61



1 1.45 4 0.3 11% 91288 1125000 2.5 0.08 5%



1 1.45 4 0.32 12% 144196 1125000 2.5 0.13 7%


Seismic ULS 2

ex+ ey+ 1 1.45 4 0.07 3% 33326 1125000 2.5 0.03 2%

Wall 66



1 1.45 4 0.15 5% 44854 1125000 2.5 0.04 2%

Wall 67



1 1.45 4 0.15 5% 44854 1125000 2.5 0.04 2%

Wall 71



1 1.45 4 0.1 4% 30193 1125000 2.5 0.03 2%

Wall 72



1 1.45 4 0.12 4% 35975 1125000 2.5 0.03 2%

Wall 72



1 1.45 4 0.12 4% 36754 1125000 2.5 0.03 2%



1 1.45 4 0.18 7% 82865 1125000 2.5 0.07 4%

Wall3



1 1.45 4 0.28 10% 85412 1125000 2.5 0.08 4%


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Vertical joints among CLT panels of a wall

The values of the actions in the vertical joints are summarized in the table below. They are related, for each wall, to the more severe combination of load for the shear Ultimate Limit State.

Wall name Wall height [m] Comb. Dur. V2

[kN] Vjoint,d [kN]

Wall 1 3.2 Seismic ULS 1 ex- ey+ Instantaneous 3.44 11

Wall 3 3.2 Seismic ULS 1 ex- ey+ Instantaneous 17.16 18.3

Wall 4 3.2 Seismic ULS 6 ex- ey- Instantaneous 12.6 40.33







Wall 15 3.2 Seismic ULS 2 ex+ ey+ Instantaneous 11.02 14.69










Wall3 3.2 Seismic ULS 5 ex- ey+ Instantaneous 31.89 36.44

Vertical joints in CLT walls – Fasteners strength

The resistance of vertical joints in CLT walls is calculated in accordance to EN 1995-1-1. The resistance of the joints of each wall can be calculated by the following formula

Rv,k =Fv,k ⋅ h

s

where


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Rv,k is the characteristic shear resistance of the vertical joints among CLT panels of a wall

Fv,k is the characteristic load-carrying capacity of a single fastener

h is the height of the wall in correspondence of the joint

s is the spacing of the vertical joint fasteners

The characteristic shear resistance of the vertical joint is

𝑅𝑅𝑣𝑣,𝑑𝑑 =𝑘𝑘𝑚𝑚𝑚𝑚𝑑𝑑 ⋅ Rv,k

𝛾𝛾𝑀𝑀

where

𝑘𝑘𝑚𝑚𝑚𝑚𝑑𝑑 is the modification factor taking into account the effect of the duration of load and moisture content

𝛾𝛾𝑀𝑀 is the partial factor for connections

Characteristic load-carrying capacity of the fasteners

The load-carrying capacity of the fasteners is calculated in accordance with Johansen theory (8.2.2 of EN 1995-1-1) for the case timber-to-timber connection in single shear.

The characteristic load-carrying capacity per shear plane per fastener, should be taken as the minimum value found from the following expressions:

- Single shear

𝐹𝐹𝑣𝑣,𝑅𝑅𝑘𝑘,𝑚𝑚 = 𝑓𝑓ℎ,1,𝑘𝑘 ⋅ 𝑎𝑎1 ⋅ 𝑜𝑜

𝐹𝐹𝑣𝑣,𝑅𝑅𝑘𝑘,𝑏𝑏 = 𝑓𝑓ℎ,2,𝑘𝑘 ⋅ 𝑎𝑎2 ⋅ 𝑜𝑜

𝐹𝐹𝑣𝑣,𝑅𝑅𝑘𝑘,𝑐𝑐 = 𝑓𝑓ℎ,1,𝑘𝑘 ⋅ 𝑎𝑎1 ⋅ 𝑜𝑜

1 + 𝛽𝛽⋅ ��𝛽𝛽 + 2𝛽𝛽2 �1 +

𝑎𝑎2𝑎𝑎1

+ �𝑎𝑎2𝑎𝑎1�2� + 𝛽𝛽3 �

𝑎𝑎2𝑎𝑎1�2− 𝛽𝛽 �1 +

𝑎𝑎2𝑎𝑎1��

𝐹𝐹𝑣𝑣,𝑅𝑅𝑘𝑘,𝑑𝑑 = 1,05 ⋅ 𝑒𝑒ℎ,1,𝑘𝑘⋅𝑡𝑡1⋅𝑑𝑑2+𝛽𝛽

⋅ ��2𝛽𝛽(1 + 𝛽𝛽) + 4𝛽𝛽(2+𝛽𝛽)𝑀𝑀𝑦𝑦,𝑅𝑅𝑘𝑘

𝑒𝑒ℎ,1,𝑘𝑘⋅𝑑𝑑⋅𝑡𝑡12− 𝛽𝛽�

𝐹𝐹𝑣𝑣,𝑅𝑅𝑘𝑘,𝑚𝑚 = 1,05 ⋅ 𝑓𝑓ℎ,1,𝑘𝑘 ⋅ 𝑎𝑎2 ⋅ 𝑜𝑜

1 + 2𝛽𝛽⋅ ��2𝛽𝛽2(1 + 𝛽𝛽) +

4𝛽𝛽(1 + 2𝛽𝛽)𝑀𝑀𝑦𝑦,𝑅𝑅𝑘𝑘

𝑓𝑓ℎ,1,𝑘𝑘 ⋅ 𝑜𝑜 ⋅ 𝑎𝑎22− 𝛽𝛽�

𝐹𝐹𝑣𝑣,𝑅𝑅𝑘𝑘,𝑒𝑒 = 1,15 ⋅ �2𝛽𝛽

1 + 𝛽𝛽�2 ⋅ 𝑀𝑀𝑦𝑦,𝑅𝑅𝑘𝑘 ⋅ 𝑓𝑓ℎ,1,𝑘𝑘 ⋅ 𝑜𝑜

Figura: Failure modes for timber and panel connections (Single shear).


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- Double shear

𝐹𝐹𝑣𝑣,𝑅𝑅𝑘𝑘,𝑔𝑔 = 𝑓𝑓ℎ,1,𝑘𝑘 ⋅ 𝑎𝑎1 ⋅ 𝑜𝑜

𝐹𝐹𝑣𝑣,𝑅𝑅𝑘𝑘,ℎ = 0.5 ⋅ 𝑓𝑓ℎ,2,𝑘𝑘 ⋅ 𝑎𝑎2 ⋅ 𝑜𝑜

𝐹𝐹𝑣𝑣,𝑅𝑅𝑘𝑘,𝑗𝑗 = 1,05 ⋅ 𝑓𝑓ℎ,1,𝑘𝑘 ⋅ 𝑎𝑎1 ⋅ 𝑜𝑜

2 + 𝛽𝛽⋅ ��2𝛽𝛽(1 + 𝛽𝛽) +

4𝛽𝛽(2 + 𝛽𝛽)𝑀𝑀𝑦𝑦,𝑅𝑅𝑘𝑘

𝑓𝑓ℎ,1,𝑘𝑘 ⋅ 𝑜𝑜 ⋅ 𝑎𝑎12− 𝛽𝛽�

𝐹𝐹𝑣𝑣,𝑅𝑅𝑘𝑘,𝑘𝑘 = 1,15 ⋅ �2𝛽𝛽

1 + 𝛽𝛽�2 ⋅ 𝑀𝑀𝑦𝑦,𝑅𝑅𝑘𝑘 ⋅ 𝑓𝑓ℎ,1,𝑘𝑘 ⋅ 𝑜𝑜

Below is the table with the characteristic load-carrying capacity of the fasteners.

Section Fastener Kser [N/mm] Failure mode Fv,Rk

[N]

CLT 120 mm - 5 layers - vertical joints HBS 10 x 120 2635 c 4668

Vertical joints in CLT walls – Fasteners strength check

The table below illustrates the geometric characteristics of the panels of every wall and the shear bearing capacity Rv,k of the vertical joints.

Wall name Section Height of the

joint [mm]

sc [mm]

Rv,k [kN]

Wall 1 CLT 120 mm - 5 layers - vertical

joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75

Figura: Failure modes for timber and panel connections (Double shear).


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joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75


joints 3200 250 59.75

Wall3 CLT 120 mm - 5 layers - vertical

joints 3200 250 59.75

The resistance checks of the vertical joints are summarized in the table below. They are related, for each wall, to the more severe combination of load for the shear Ultimate Limit State.




Rv,d: Design shear resistance of the CLT wall linked to the failure of the vertical joints

Vjoint,d: Shear force acting on the most stressed joint


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Wall name Section Comb. Dur. kmod γM Rv,d [kN]

Vjoint,d [kN] Check


vertical joints

Seismic ULS 1 ex- ey+ Instantaneous 1 1.45 41.21 11 NaN


vertical joints

Seismic ULS 1 ex- ey+ Instantaneous 1 1.45 41.21 18.3 44%


vertical joints

Seismic ULS 6 ex- ey- Instantaneous 1 1.45 41.21 40.33 NaN


vertical joints

Seismic ULS 5 ex- ey+ Instantaneous 1 1.45 41.21 25.67 NaN


vertical joints

Seismic ULS 1 ex- ey+ Instantaneous 1 1.45 41.21 6.8 NaN


vertical joints

Seismic ULS 6 ex- ey- Instantaneous 1 1.45 41.21 32.77 80%


vertical joints



vertical joints



vertical joints



vertical joints

Seismic ULS 2 ex+ ey+ Instantaneous 1 1.45 41.21 14.69 36%


vertical joints



vertical joints



vertical joints



vertical joints



vertical joints



vertical joints



vertical joints



vertical joints



vertical joints



vertical joints



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Connections

Hold Down – Connections at the base of the structure The design resistance Rd of the hold-downs is determined as the minimum value among the resistances relating to the four failure modes:

• Nailing failure

• Hold-downs steel failure

• Failure of the anchor

• Extraction of the anchor

Forces on the hold-downs

Wall name Length [m]

Connection name

N° of anchors at each wall end Comb. Dur. N

[kN] M3-3

[kNm] Ta

[kN]

Wall 1 1.00

Ground connection - hold

down - shear angle bracket

1 Seismic ULS 1 ex- ey+ Instantaneous 39.73 22.60 5.25

Wall 3 3.00



1 Horizontal ULS 1 Instantaneous 22.99 30.46 0.00

Wall 4 1.00


down - shear angle bracket 3

2 Seismic ULS 6 ex- ey- Instantaneous 27.07 60.30 26.73

Wall 6 1.00




Wall 8 0.60




Wall 9 1.50




Wall 11 2.50




Wall 13 1.50




Wall 14 3.00




Wall 15 2.40




Wall 20 7.80




Wall 21 2.40




Wall 54 2.37




Wall 61 2.80




Wall 66 1.70




Wall 67 1.70





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Wall 71 2.50




Wall 72 3.06




Wall 72 3.14




Wall3 2.80




Nailing resistance

The design value of the load-bearing capacity of the nailing is given by the following expression

𝑅𝑅𝑐𝑐,𝑑𝑑 =𝑘𝑘𝑚𝑚𝑚𝑚𝑑𝑑 ⋅ Rc,k,dens

𝛾𝛾𝑀𝑀

where

Rc,k,dens is the characteristic resistance of the nailing, corrected to take account of the actual

density of the material used according to the formula Rc,k,dens = Rc,k ⋅ �ρk350

�2 where Rc,k

was evaluated as described in the document ETA-11/0086 for WHT 340-440-540-620, and as described in ETA-09/0324 for WKR285, or on the basis of the data introduced by the user


𝛾𝛾𝑀𝑀 is the is the partial factor for the connections

Hold-down steel resistance

The tensile design strength of the hold-down can be evaluated according to the formula

Rs,d =Rs,k γM2

where

Rs,k is the characteristic value of the resistance of the angle bracket obtained in the document ETA-11/0086 for WHT 340-440-540-620, and obtained in the document ETA-09/0324 for WKR285, or on the basis of the data introduced by the user;

γM2 is the partial factor for resistance of cross-sections in tension to fracture.


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Tension resistance of the anchor

The tension resistance of the anchor is evaluated as reported in the table 3.4 of EN 1993-1-8 by the following formula

Rt,d =0.9 ⋅ fub ⋅ As

γM2

being:

fub is the ultimate tensile strength of the anchor

As the resistant area of the threaded portion of the shank of the anchor

γM2 is the partial factor for resistance of cross-sections in tension to fracture

Pull-out resistance of the anchor

The characteristic value of pull-out resistance refers to a single anchor regardless of the effects due to the spacing or distances from the edges. Moreover concrete is considered to be non-cracked concrete, dry and at a standard temperature for the actual depth of anchorage

The design pull-out resistance can be calculated as

𝑅𝑅𝑖𝑖𝑓𝑓𝑖𝑖𝑖𝑖,𝑑𝑑 =𝑅𝑅𝑖𝑖𝑓𝑓𝑖𝑖𝑖𝑖,𝑘𝑘𝛾𝛾𝑀𝑀𝑐𝑐

where

𝑅𝑅𝑖𝑖𝑓𝑓𝑖𝑖𝑖𝑖,𝑘𝑘 is the characteristic value of the pull-out resistance is calculated in accordance with the instructions of the European Technical Approval ETA-09/0078

𝛾𝛾𝑀𝑀𝑐𝑐 is the corresponding partial safety factor assumed as proposed in the document ETA-09/0078

The checks are summarized in the following table which shows the characteristic values of the resistances associated with collapse of the various components.

Name: Name of the connection in which the hold-down is used


TEd: Design value of the tensile force

kmod: is the modification factor taking into account the effect of the duration of load and moisture content

γM: is the partial factor

Rd: Design value of the resistance, assumed as the lower of the values of the design resistance of all the failure mechanisms considered

𝑇𝑇𝐸𝐸𝑑𝑑 ≤ 𝑅𝑅𝑑𝑑 = 𝑡𝑡𝑎𝑎𝑛𝑛. �𝑅𝑅𝑐𝑐,𝑑𝑑;𝑅𝑅𝑠𝑠,𝑑𝑑;𝑅𝑅𝑡𝑡,𝑑𝑑;𝑅𝑅𝑖𝑖𝑓𝑓𝑖𝑖𝑖𝑖,𝑑𝑑�


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Wall name

Connection

name Comb. TEd

[kN] Rc,k [kN]

Rs,k [kN]

Rt,k [kN]

Rpull,k [kN] kmod γM γM2 γMe Rd

[kN] Failure mode Check

Wall 1


bracket


5.25 31.4 42 70.65 108.57 1 1.5 1.25 1.8 20.93 Nailed

connection

25%

Wall 3


bracket

Horizontal ULS 1 0.00 31.4 42 70.65 108.57 1 1.5 1.25 1.8 20.93

Nailed connecti

on 0%

Wall 4


bracket 3


26.73 81.1 63.4 70.65 108.57 1 1.5 1.25 1.8 50.72

Failure of the

net cross-section

53%

Wall 6


bracket 2


40.14 81.1 63.4 70.65 108.57 1 1.5 1.25 1.8 50.72

Failure of the

net cross-section

79%

Wall 8


bracket


3.02 31.4 42 70.65 108.57 1 1.5 1.25 1.8 20.93 Nailed

connection

14%

Wall 9


bracket 3


27.42 81.1 63.4 70.65 108.57 1 1.5 1.25 1.8 50.72

Failure of the

net cross-section

54%

Wall 11


bracket 3


28.16 81.1 63.4 70.65 108.57 1 1.5 1.25 1.8 50.72

Failure of the

net cross-section

56%

Wall 13


bracket 3


27.57 81.1 63.4 70.65 108.57 1 1.5 1.25 1.8 50.72

Failure of the

net cross-section

54%

Wall 14


bracket

Horizontal ULS 1 0.00 31.4 42 70.65 108.57 1 1.5 1.25 1.8 20.93

Nailed connecti

on 0%

Wall 15


bracket

Horizontal ULS 1 0.00 31.4 42 70.65 108.57 1 1.5 1.25 1.8 20.93

Nailed connecti

on 0%

Wall 20


bracket

Horizontal ULS 1 0.00 31.4 42 70.65 108.57 1 1.5 1.25 1.8 20.93

Nailed connecti

on 0%

Wall 21


bracket

Horizontal ULS 1 0.00 31.4 42 70.65 108.57 1 1.5 1.25 1.8 20.93

Nailed connecti

on 0%

Wall 54


bracket 2


50.36 81.1 63.4 70.65 108.57 1 1.5 1.25 1.8 50.72

Failure of the

net cross-section

99%


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Wall 61


bracket 4


36.33 100.4 85.2 110.25 180.96 1 1.5 1.25 1.8 66.93 Nailed

connection

54%

Wall 66


bracket 2


26.63 81.1 63.4 70.65 108.57 1 1.5 1.25 1.8 50.72

Failure of the

net cross-section

53%

Wall 67


bracket 2


26.52 81.1 63.4 70.65 108.57 1 1.5 1.25 1.8 50.72

Failure of the

net cross-section

52%

Wall 71


bracket

Horizontal ULS 1 0.00 31.4 42 70.65 108.57 1 1.5 1.25 1.8 20.93

Nailed connecti

on 0%

Wall 72


bracket

Horizontal ULS 1 0.00 31.4 42 70.65 108.57 1 1.5 1.25 1.8 20.93

Nailed connecti

on 0%

Wall 72


bracket

Horizontal ULS 1 0.00 31.4 42 70.65 108.57 1 1.5 1.25 1.8 20.93

Nailed connecti

on 0%

Wall3


bracket 2

Horizontal ULS 2 8.19 81.1 63.4 70.65 108.57 1 1.5 1.25 1.8 50.72

Failure of the

net cross-section

16%


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Hold down/tie down – Upper levels connections The design resistance Rd of the tie downs is determined as the minimum value among the resistances relating to the following failure modes:

• Nailing failure

• Hold-downs steel failure

• Failure of the bolt

Forces on the tie-downs


Connection name

N° of anchors at each wall end Comb. Dur. N

[kN] M3-3

[kNm] Ta

[kN]

Wall 22 1.00


bracket


Wall 23 1.99


bracket


Wall 25 1.47


bracket


Wall 26 1.47


bracket


Wall 27 3.14


bracket


Wall 29 3.06


bracket


Wall 31 1.00


bracket

1 Seismic ULS 5 ex- ey+ Instantaneous 13.45 -26.88 23.14

Wall 33 1.50


bracket


Wall 34 2.50


bracket


Wall 35 1.50


bracket


Wall 36 2.50


bracket


Wall 38 1.99


bracket


Wall 39 0.51 Upper level - User connection 1 Horizontal ULS 1 Instantaneous 3.94 0.60 0.00

Wall 42 7.80


bracket


Wall 43 2.40 Upper level - User connection 1 Horizontal ULS 1 Instantaneous 9.48 2.46 0.00

Wall 46 1.50


bracket


Wall 62 2.80


bracket


Wall 63 2.40


bracket



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Wall 73 1.00


bracket


Nailing resistance

The design value of the load-bearing capacity of the nailing is given by the following expression

𝑅𝑅𝑐𝑐,𝑑𝑑 =𝑘𝑘𝑚𝑚𝑚𝑚𝑑𝑑 ⋅ Rc,k,dens

𝛾𝛾𝑀𝑀

where

Rc,k,dens is the characteristic resistance of the nailing, corrected to take account of the actual

density of the material used according to the formula Rc,k,dens = Rc,k ⋅ �ρk350

�2 where Rc,k

was evaluated as described in the document ETA-11/0086 for WHT 340-440-540-620, and as described in ETA-09/0324 for WKR285, or on the basis of the data introduced by the user


𝛾𝛾𝑀𝑀 is the is the partial factor for the connections

Hold-down/tie-down steel resistance

The tensile design strength of the hold-down can be evaluated according to the formula

Rs,d =Rs,k γM2

where

Rs,k is the characteristic value of the resistance of the tie-down

γM2 is the partial factor for resistance of cross-sections in tension to fracture.

Bolt tension resistance

The tension resistance of the bolt is evaluated as reported in the table 3.4 of EN 1993-1-8 by the following formula

Rt,d =0.9 ⋅ fub ⋅ As

γM2

being:

fub is the ultimate tensile strength of the anchor

As the resistant area of the threaded portion of the shank of the anchor

γM2 is the partial factor for resistance of cross-sections in tension to fracture


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The checks are summarized in the following table which shows the characteristic values of the resistances associated with collapse of the various components.

Name: Name of the connection in which the hold-down is used


TEd: Design value of the tensile force

kmod: is the modification factor taking into account the effect of the duration of load and moisture content

γM: is the partial factor

Rd: Design value of the resistance, assumed to be the lower of the values of the design resistance of all the failure mechanisms considered

𝑇𝑇𝐸𝐸𝑑𝑑 ≤ 𝑅𝑅𝑑𝑑 = 𝑡𝑡𝑎𝑎𝑛𝑛. �𝑅𝑅𝑐𝑐,𝑑𝑑;𝑅𝑅𝑠𝑠,𝑑𝑑;𝑅𝑅𝑡𝑡,𝑑𝑑�

Wall name

Connection name Comb. TEd

[kN] Rc,k [kN]

Rs,k [kN]

Rt,k [kN] kmod γM γM2 Rd

[kN] Failure mode Check

Wall 22


bracket

Horizontal ULS 1 0.00 81.1 63.4 70.65 1 1.5 1.25 50.72

Failure of the net cross-section

0%

Wall 23


bracket

Seismic ULS 1 ex-

ey+ 3.69 81.1 63.4 70.65 1 1.5 1.25 50.72


7%

Wall 25


bracket

Seismic ULS 1 ex-

ey+ 14.10 81.1 63.4 70.65 1 1.5 1.25 50.72


28%

Wall 26


bracket

Seismic ULS 1 ex-

ey+ 13.96 81.1 63.4 70.65 1 1.5 1.25 50.72


28%

Wall 27


bracket

Horizontal ULS 1 0.00 81.1 63.4 70.65 1 1.5 1.25 50.72


0%

Wall 29


bracket

Horizontal ULS 1 0.00 81.1 63.4 70.65 1 1.5 1.25 50.72


0%

Wall 31


bracket

Seismic ULS 5 ex-

ey+ 23.14 81.1 63.4 70.65 1 1.5 1.25 50.72


46%

Wall 33


bracket

Seismic ULS 6 ex-

ey- 22.13 81.1 63.4 70.65 1 1.5 1.25 50.72


44%

Wall 34


bracket

Seismic ULS 6 ex-

ey- 23.44 81.1 63.4 70.65 1 1.5 1.25 50.72


46%

Wall 35


bracket

Seismic ULS 6 ex-

ey- 21.84 81.1 63.4 70.65 1 1.5 1.25 50.72


43%

Wall 36


bracket

Horizontal ULS 1 0.00 81.1 63.4 70.65 1 1.5 1.25 50.72


0%

Wall 38


bracket

Seismic ULS 1 ex-

ey+ 2.37 81.1 63.4 70.65 1 1.5 1.25 50.72


5%

Wall 39 Upper level - User connection

Horizontal ULS 1 0.00 81.1 63.4 70.65 1 1.5 1.25 50.72


0%

Wall 42


bracket

Horizontal ULS 1 0.00 81.1 63.4 70.65 1 1.5 1.25 50.72


0%


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Horizontal ULS 1 0.00 81.1 63.4 70.65 1 1.5 1.25 50.72


0%

Wall 46


bracket

Seismic ULS 5 ex-

ey+ 44.90 81.1 63.4 70.65 1 1.5 1.25 50.72


89%

Wall 62


bracket

Seismic ULS 5 ex-

ey+ 41.16 81.1 63.4 70.65 1 1.5 1.25 50.72


81%

Wall 63


bracket

Horizontal ULS 1 0.00 81.1 63.4 70.65 1 1.5 1.25 50.72


0%

Wall 73


bracket

Seismic ULS 5 ex-

ey+ 16.19 81.1 63.4 70.65 1 1.5 1.25 50.72


32%


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Angle brackets with anchors – timber to concrete shear connections

The design resistance Rd of an angle bracket is determined as the minimum value among the resistances relating to the following failure modes:

• Shear failure of the angle and/or of the group of fasteners of the connection

• Shear failure of the anchors connecting the concrete

Shear forces

The shear force acting on the single angle bracket is calculated by dividing the total shear force V2 by the number of angle brackets present in the wall (taking into account the possible presence of angle brackets on both sides of the structural element).

𝑉𝑉𝑚𝑚 =𝑉𝑉2𝑛𝑛𝑚𝑚𝑚𝑚𝑐𝑐

where

𝑉𝑉2 is the design shear force on the considered wall

𝑛𝑛𝑚𝑚𝑚𝑚𝑐𝑐 is the number of shear connections present in the wall

The shear force acting on the most loaded anchor is calculated taking into account the additional moment due to the non-alignment between the external forces acting on the vertical flange of the angle bracket and the anchor itself using a coefficient, indicated as kt.

𝑉𝑉𝑖𝑖 = 𝑉𝑉𝑚𝑚 ⋅ 𝑘𝑘𝑡𝑡


Connection name

N of connections Comb. Dur. V2

[kN] Va

[kN] kt Vp [kN]

Wall 1 1.00


bracket

2 Seismic ULS 1 ex- ey+ Instantaneous 3.44 1.72 0.97 1.67

Wall 3 3.00


bracket


Wall 4 1.00


bracket 3

3 Seismic ULS 6 ex- ey- Instantaneous 12.60 4.20 0.5 2.10

Wall 6 1.00


bracket 2


Wall 8 0.60


bracket


Wall 9 1.50


bracket 3


Wall 11 2.50


bracket 3



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Wall 13 1.50


bracket 3


Wall 14 3.00


bracket


Wall 15 2.40


bracket

4 Seismic ULS 2 ex+ ey+ Instantaneous 11.02 2.76 0.97 2.67

Wall 20 7.80


bracket


Wall 21 2.40


bracket


Wall 54 2.37


bracket 2


Wall 61 2.80


bracket 4

5 Seismic ULS 6 ex- ey- Instantaneous 34.08 6.82 1 6.82

Wall 66 1.70


bracket 2


Wall 67 1.70


bracket 2


Wall 71 2.50


bracket


Wall 72 3.06


bracket


Wall 72 3.14


bracket


Wall3 2.80


bracket 2


Angle bracket bearing capacity

The design value of the shear bearing capacity of the angle bracket can be estimated from the characteristic value by means of the following expression

𝑅𝑅𝑚𝑚,𝑑𝑑 =𝑘𝑘𝑚𝑚𝑚𝑚𝑑𝑑 ⋅ Ra,k,dens

𝛾𝛾𝑀𝑀

where

Ra,k,dens is the characteristic bearing capacity of the angle bracket, corrected to take account of

the actual density of the material used according to the formula Ra,k,dens = Ra,k ⋅ �ρk350

�2

where Ra,k was evaluated as described in the document ETA-09/0323 for WBR100, as described in the document ETA-09/0324 for WKR095 and WKR135, as described in the document ETA-11/0496 for Titan TCN200, TCN240 and TCF200, or on the basis of the data introduced by the user


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Anchor bearing capacity

The design value of the shear strength of the anchor is evaluated as

𝑅𝑅𝑖𝑖,𝑑𝑑 =𝑅𝑅𝑖𝑖,𝑘𝑘

𝛾𝛾𝑀𝑀𝑠𝑠,𝑉𝑉

where

𝑅𝑅𝑖𝑖,𝑘𝑘 is the characteristic value of the shear strength of the anchor, calculated according to the indications of the documents ETA-09/0078 e ETA-07/0067

𝛾𝛾𝑀𝑀𝑠𝑠,𝑉𝑉 is the partial safety factor, assumed as reported in the documents ETA-09/0078 e ETA-07/0067

The checks are summarized in the following table which illustrates the characteristic values of the resistances associated to the different components and their design values.

Name: Name of the connection in which the angle bracket is used


Va,Ed: Shear force


γM: Partial safety factor

Wall name

Connection

name Comb. Va,Ed

[kN] Ra,k [kN] kmod γM Ra,d

[kN]

Check – angle

brackets

Vp [kN]

Rp,k [kN] γMs,V Rp,d

[kN] Check - anchor

Wall 1


bracket


1.72 22.1 1 1.5 14.73 12% 1.67 21 1.25 16.8 10%

Wall 3


bracket


2.86 22.1 1 1.5 14.73 19% 2.77 21 1.25 16.8 17%

Wall 4


bracket 3


4.20 8.94 1 1.5 5.96 70% 2.10 15 1.25 12 18%

Wall 6


bracket 2


4.01 22.1 1 1.5 14.73 27% 3.89 30 1.8 16.67 23%

Wall 8


bracket


1.28 22.1 1 1.5 14.73 9% 1.24 21 1.25 16.8 7%


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Wall 9


bracket 3


3.07 8.94 1 1.5 5.96 52% 1.54 15 1.25 12 13%

Wall 11


bracket 3


3.40 8.94 1 1.5 5.96 57% 1.70 15 1.25 12 14%

Wall 13


bracket 3


3.07 8.94 1 1.5 5.96 52% 1.54 15 1.25 12 13%

Wall 14


bracket


2.86 22.1 1 1.5 14.73 19% 2.77 21 1.25 16.8 17%

Wall 15


bracket

Seismic ULS 2

ex+ ey+ 2.76 22.1 1 1.5 14.73 19% 2.67 21 1.25 16.8 16%

Wall 20


bracket

Seismic ULS 2

ex+ ey+ 3.22 22.1 1 1.5 14.73 22% 3.13 21 1.25 16.8 19%

Wall 21


bracket

Seismic ULS 2

ex+ ey+ 2.76 22.1 1 1.5 14.73 19% 2.67 21 1.25 16.8 16%

Wall 54


bracket 2


7.57 22.1 1 1.5 14.73 51% 7.34 30 1.8 16.67 44%

Wall 61


bracket 4


6.82 30.3 1 1.5 20.2 34% 6.82 37.9 1.5 25.27 27%

Wall 66


bracket 2


3.39 22.1 1 1.5 14.73 23% 3.29 30 1.8 16.67 20%

Wall 67


bracket 2


3.39 22.1 1 1.5 14.73 23% 3.29 30 1.8 16.67 20%

Wall 71


bracket


2.01 22.1 1 1.5 14.73 14% 1.95 21 1.25 16.8 12%

Wall 72


bracket


2.45 22.1 1 1.5 14.73 17% 2.37 21 1.25 16.8 14%

Wall 72

Ground connection - hold down -


2.57 22.1 1 1.5 14.73 17% 2.49 21 1.25 16.8 15%


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shear angle

bracket

Wall3


bracket 2


6.38 22.1 1 1.5 14.73 43% 6.19 30 1.8 16.67 37%


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Angle brackets – timber to timber shear connections

The design resistance Rd of an angle bracket is determined as the resistance of the following failure mode:

• Shear failure of the angle and/or of the group of fasteners of the connection

Shear forces

The shear force acting on the single angle bracket is calculated by dividing the total shear force V2 by the number of angle brackets present in the wall (taking into account the possible presence of angle brackets on both sides of the structural element).

𝑉𝑉𝑚𝑚 =𝑉𝑉2𝑛𝑛𝑚𝑚𝑚𝑚𝑐𝑐

where

𝑉𝑉2 is the design shear force on the considered wall

𝑛𝑛𝑚𝑚𝑚𝑚𝑐𝑐 is the number of shear connections present in the wall


Connection name N of connections Comb. Dur. V2

[kN] Va

[kN]

Wall 22 1.00 Upper level - 2

hold down - shear angle bracket

2 Seismic ULS 1 ex- ey+ Instantaneous 4.14 2.07





















3 Seismic ULS 6 ex- ey- Instantaneous 11.81 3.94













Wall 39 0.51 Upper level - User connection 1 Seismic ULS 1 ex-

ey+ Instantaneous 1.10 1.10


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15 Seismic ULS 2 ex+ ey+ Instantaneous 50.77 3.38

Wall 43 2.40 Upper level - User connection 4 Seismic ULS 2

ex+ ey+ Instantaneous 6.14 1.53









4 Seismic ULS 2 ex+ ey+ Instantaneous 7.11 1.78




Angle bracket bearing capacity

The design value of the shear strength of the anchor is evaluated as

𝑅𝑅𝑚𝑚,𝑑𝑑 =𝑘𝑘𝑚𝑚𝑚𝑚𝑑𝑑 ⋅ Ra,k,dens

𝛾𝛾𝑀𝑀

where

Ra,k,dens is the characteristic bearing capacity of the angle bracket, corrected to take account of

the actual density of the material used according to the formula Ra,k,dens = Ra,k ⋅ �ρk350

�2

where Ra,k was evaluated as described in the document ETA-09/0323 for WBR100, as described in the document ETA-11/0496 for Titan TCN200, TCN240 and TCF200, or on the basis of the data introduced by the user



The checks are summarized in the following table which illustrates the characteristic values of the resistance associated to the angle brackets and their design values. The following expression shall be satisfied:

𝑉𝑉𝐸𝐸𝑑𝑑 ≤ 𝑅𝑅𝑚𝑚,𝑑𝑑

Connection name: Name of the connection in which the angle bracket is used


Va,Ed: Design value of the force acting on the single angular




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Wall name Connection name Comb. Va,Ed [kN]

Ra,k [kN] kmod γM Ra,d

[kN] Check

Wall 22 Upper level - 2 hold down - shear angle

bracket

Seismic ULS 1 ex-

ey+ 2.07 37.9 1 1.5 25.27 8%


bracket

Seismic ULS 1 ex-

ey+ 4.81 37.9 1 1.5 25.27 19%


bracket

Seismic ULS 1 ex-

ey+ 3.75 37.9 1 1.5 25.27 15%


bracket

Seismic ULS 1 ex-

ey+ 3.68 37.9 1 1.5 25.27 15%


bracket

Seismic ULS 1 ex-

ey+ 1.45 37.9 1 1.5 25.27 6%


bracket

Seismic ULS 1 ex-

ey+ 1.39 37.9 1 1.5 25.27 5%


bracket

Seismic ULS 5 ex-

ey+ 4.80 37.9 1 1.5 25.27 19%


bracket

Seismic ULS 6 ex-

ey- 3.94 37.9 1 1.5 25.27 16%


bracket

Seismic ULS 6 ex-

ey- 3.45 37.9 1 1.5 25.27 14%


bracket

Seismic ULS 6 ex-

ey- 3.84 37.9 1 1.5 25.27 15%


bracket

Seismic ULS 1 ex-

ey+ 1.15 37.9 1 1.5 25.27 5%


bracket

Seismic ULS 1 ex-

ey+ 4.81 37.9 1 1.5 25.27 19%


Seismic ULS 1 ex-

ey+ 1.10 10 1 1.5 6.67 16%


bracket

Seismic ULS 2 ex+

ey+ 3.38 37.9 1 1.5 25.27 13%


Seismic ULS 2 ex+

ey+ 1.53 10 1 1.5 6.67 23%


bracket

Seismic ULS 5 ex-

ey+ 7.01 37.9 1 1.5 25.27 28%


bracket

Seismic ULS 5 ex-

ey+ 7.18 37.9 1 1.5 25.27 28%


bracket

Seismic ULS 2 ex+

ey+ 1.78 37.9 1 1.5 25.27 7%


bracket

Seismic ULS 5 ex-

ey+ 3.68 37.9 1 1.5 25.27 15%


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Damage Limit State - Limitation of interstory drift Damage limitation states are those associated with damage beyond which specified service requirements are no longer met.

An adequate degree of reliability against unacceptable damage shall be ensured by satisfying the deformation limits or other relevant limits defined in Italian Standard NTC ‘08.

In the case of civil and industrial constructions, if the temporary unavailability is due to excessive interstory drifts, this condition can be considered fulfilled when the displacements between two floors, obtained from the analysis with the design seismic action (SLD), are smaller than the limit specified below.

𝑜𝑜𝑟𝑟 < 𝑜𝑜r,lim = 0.005 ⋅ ℎ

where

𝑜𝑜𝑟𝑟 is the interstory drift

ℎ is the storey height

The table below shows the seismic checks for the Damage Limit State.

Wall name: Wall ID

h: Storey height


dr: Evaluated interstory drift

dr,lim: Interstory drift limit

Wall name h [m] Comb. dr

[mm] dlim

[mm] Check

Wall 1 3.2 Seismic SLS 1 ex- ey+ 2.87 16.00 18%


Wall 4 3.2 Seismic SLS 6 ex- ey- 3.97 16.00 25%






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Wall 15 3.2 Seismic SLS 2 ex+ ey+ 2.31 16.00 14%
























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Wall3 3.2 Seismic SLS 5 ex- ey+ 4.86 16.00 30%

technical design calculation report clt_en.pdf · en 14080 timber structures - glued laminated...

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