TIMBERTECH BUILDINGS - TECHNICAL REPORT - CLT STRUCTURE by TIMBERTECH

TECHNICAL DESIGN CALCULATION REPORT Design Of Timber Structures

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

EN 1993-1-8 – Eurocode 3 Design of steel structures - Part 1-8: Design of joints

EN 1995-1-1 – Eurocode 5 Design of timber structures - Part 1-1: General - Common rules and rules for buildings

EN 338 Structural timber - Strength classes

EN 1194 Timber structures - Glued laminated timber - Strength classes and determination of characteristic values

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:

46.06Â°

Longitude:

11.11Â°

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 www.timbertech.it

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.

Characteristic bending strength

, ,

Characteristic tensile strength along the grain

, ,

Characteristic tensile strength perpendicular to the grain Characteristic compressive strength along the grain Characteristic compressive strength perpendicular to the grain Characteristic shear strength Mean value of modulus of elasticity along the grain

, ,

Description

Fifth percentile value of modulus of elasticity along the grain ,

Mean value of modulus of elasticity perpendicular to the grain Mean value of shear modulus Characteristic density

, , , ,

Characteristic in-plane shear strength of CLT panel Characteristic rolling shear strength Torsional resistance of the glued interfaces Mean value of rolling shear modulus

Homogeneous glued-laminated timber Descr.

GL 24h

[MPa]

, ,

[MPa]

, ,

[MPa]

[kg/m3]

19.2

0.5

2.5

3.5

11500

9600

300

650

385

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CLT Descr C 24 XLAM C 24 XLAM

, ,

[MPa]

, ,

[MPa]

[kg/m3]

0.4

2.5

0.8

2.5

11000

7400

370

690

350

0.4

2.5

0.8

2.5

11000

7400

370

690

350

Screws

Manufacturer

Code

Descr.

Type

l [mm]

d1 [mm]

d2 [mm]

[MPa]

HBS 10 x 120

HBS10120

HBS 10 x 120

120

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 = where:

−

⋅

ℎ

−

is the lever arm for the internal couple, assumed equal to 0.9 ⋅ , where is the length of the wall is the axial vertical load acting on the wall is the moment acting in the plane of the wall 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

Wall 11

CLT

Yes

3.2

2.5

2.9

5.4

Wall 13

CLT

Yes

3.2

1.5

6.8

8.3

Wall 14

CLT

Yes

3.2

10.4

13.4

Wall 15

CLT

Yes

3.2

2.4

8.3

2.4

8.3

Wall 20

CLT

Yes

3.2

7.8

11.8

8.3

Wall 21

CLT

Yes

3.2

2.4

13.4

8.3

15.8

8.3

Wall 22

CLT

Yes

2.8

3.2

Wall 23

CLT

Yes

2.8

1.99

3.2

3.412

5.4

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

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

2.4

5.4

Wall 30

CLT

3.68

4.15

3.2

7.9

4.15

7.9

8.3

Wall 31

CLT

Yes

2.8

3.2

10.4

-1

10.4

Wall 33

CLT

Yes

3.09

1.5

3.2

8.3

6.8

Wall 34

CLT

Yes

4.23

2.5

3.2

5.4

2.9

Wall 35

CLT

Yes

3.13

1.5

3.2

1.5

Wall 36

CLT

Yes

4.5

2.5

3.2

7.9

4.15

10.4

4.15

Wall 37

CLT

3.33

2.8

3.2

10.4

2.8

Wall 38

CLT

Yes

2.8

1.99

3.2

10.4

12.388

Wall 39

CLT

Yes

2.8

0.51

3.2

15.29

15.8

Wall 4

CLT

Yes

3.2

5.4

-1

Wall 42

CLT

Yes

2.8

7.8

3.2

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

15.8

8.3

15.8

5.93

Wall 6

CLT

Yes

3.2

10.4

-1

Wall 61

CLT

Yes

3.2

2.8

5.4

2.8

Wall 62

CLT

Yes

3.33

2.8

3.2

5.4

2.8

Wall 63

CLT

Yes

2.8

2.4

3.2

8.3

2.4

8.3

Wall 64

CLT

2.8

1.6

3.2

2.4

8.3

Wall 66

CLT

Yes

3.2

1.7

5.4

-1

7.1

-1

Wall 67

CLT

Yes

3.2

1.7

8.7

-1

10.4

-1

Wall 71

CLT

Yes

3.2

2.5

7.9

4.15

10.4

4.15

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Wall 72

CLT

Yes

3.2

3.06

4.84

4.15

7.9

4.15

Wall 72

CLT

Yes

3.2

3.14

4.15

3.142

4.15

Wall 73

CLT

Yes

2.8

3.2

5.4

-1

Wall 74

CLT

1.0

2.41

3.2

3.412

Wall 75

CLT

1.0

1.4

3.2

6.8

5.4

Wall 76

CLT

1.0

1.4

3.2

2.9

1.5

Wall 77

CLT

1.0

1.6

3.2

13.4

8.3

11.8

8.3

Wall 78

CLT

1.0

1.73

3.2

15.8

6.8

15.8

5.074

Wall 8

CLT

Yes

3.2

0.6

15.2

15.8

Wall 9

CLT

Yes

3.2

1.5

Wall2

CLT

3.77

5.07

3.2

15.8

5.074

Wall3

CLT

Yes

3.2

2.8

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

5.4

-2.7

Column 10

3.95

3.2

7.9

-2.7

Column 11

3.2

13.4

4.15

Column 12

3.95

3.2

7.9

2.8

Column 2

3.2

7.9

-2.7

Column 3

3.2

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

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

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

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 3

CLT

Yes

3.2

5237

Wall 30

CLT

3.68

4.15

Wall 31

CLT

Yes

2.8

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

3.33

2.8

Wall 38

CLT

Yes

2.8

1.99

3867

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Wall 39

CLT

Yes

2.8

0.51

294

Wall 4

CLT

Yes

3.2

2784

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 6

CLT

Yes

3.2

1651

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

2.8

1.6

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

1110

Wall 74

CLT

1.0

2.41

Wall 75

CLT

1.0

1.4

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Wall 76

CLT

1.0

1.4

Wall 77

CLT

1.0

1.6

Wall 78

CLT

1.0

1.73

Wall 8

CLT

Yes

3.2

0.6

389

Wall 9

CLT

Yes

3.2

1.5

3194

Wall2

CLT

3.77

5.07

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 N M3-3 V2 M2-2 V3

Description Axial force Bending moment about local axis 3 Shear along local axis 2 Bending moment about local axis 2 Shear along local axis 3

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Unit of measure kN kN m kN kN m 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. In-plane stresses Out-of-plane stresses (plate)

In-plane stresses Out-of-plane stresses (plate)

Stress n m3-3 v2 m2-2 v3

Description Axial stress (per unit length) Bending moment about local axis 3 (per unit length) Shear along local axis 2 (per unit length) Bending moment about local axis 2 (per unit length) Shear along local axis 3 (per unit length)

Unit of measure kN/m kNm/m kN/m kNm/m kN/m

Force N M3-3 V2 M2-2 V3

Description Total axial force Bending moment about local axis 3 Shear along local axis 2 Bending moment about local axis 3 Shear along local axis 2

Unit of measure kN kNm kN kNm 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 C 24 XLAM

6 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 =

where

⋅

is the value of the snow load on the roof is the shape coefficient is the characteristic ground snow load is the exposure coefficient is the thermal coefficient

Characteristic ground snow load at the site Province:

Trento

Elevation mamsl:

193

Snow load zone:

Zone I - Alpine

Characteristic ground snow load: 1.50

kN/m2

Topographic category:

Normal topography :

Exposure coefficient:

Thermal coefficient:

Snow is not prevented from sliding off:

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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 Floor 14

1.20 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

Elevation mamsl:

193

Wind load zone:

Zone 1

Terrain roughness class:

Class A

Distance from the coast:

Hinterland

Exposure category:

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

where: ,

is given by the expression: ,

for as ≤ a0 ⋅(

−

)

for a0 < as ≤ 1500 m

are factors which are dependent on the site where the building is located (Fig. 3.3.1.) is the altitude above sea level (in m) of the site where the building is located.

25 m/s 1000 m

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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: =

where

1 ⋅ 2

⋅

is the reference velocity of the wind (in m/s); is the air density conventionally assumed constant and equal to 1,25 kg/m 3. So 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 =

where

⋅

is reference velocity pressure is the exposure factor depending on the height z on the ground; it can be calculated with the following expression: ( )= where

( )=

⋅

(

⋅ ln )

⋅ 7+

⋅ ln

for z ≥ zmin for z<zmin

is the topography factor is the pressure coefficient 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

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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 Windward wall Leeward wall Leeward roof pitch Windward pitch 22°

Inclined at an angle [°] 90 90 22

Type of construction Airtight

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cpe 0.8 -0.4 -0.4 -0.33

cpi 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

-0.23

0.46

Wall 3

External

External wall load

0.6

-0.23

0.46

Wall 4

External

External wall load

0.6

-0.23

0.46

Wall 6

External

External wall load

0.6

-0.23

0.46

Wall 8

External

External wall load

0.6

-0.23

0.46

Wall 9

External

External wall load

0.6

-0.23

0.46

Wall 11

External

External wall load

0.6

-0.23

0.46

Wall 13

External

External wall load

0.6

-0.23

0.46

Wall 14

External

External wall load

0.6

-0.23

0.46

Wall 15

External

External wall load

0.6

-0.23

0.46

Wall 20

External

External wall load

0.6

-0.23

0.46

Wall 21

External

External wall load

0.6

-0.23

0.46

Wall 22

External

External wall load

0.6

-0.23

0.46

Wall 23

External

External wall load

0.6

-0.23

0.46

Wall 25

External

External wall load

0.6

-0.23

0.46

Wall 26

External

External wall load

0.6

-0.23

0.46

Wall 27

External

External wall load

0.6

-0.23

0.46

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Wall 29

External

External wall load

0.6

-0.23

0.46

Wall 30

External

External wall load

0.6

-0.23

0.46

Wall 31

External

External wall load

0.6

-0.23

0.46

Wall 33

External

External wall load

0.6

-0.23

0.46

Wall 34

External

External wall load

0.6

-0.23

0.46

Wall 35

External

External wall load

0.6

-0.23

0.46

Wall 36

External

External wall load

0.6

-0.23

0.46

Wall 37

External

External wall load

0.6

-0.23

0.46

Wall 38

External

External wall load

0.6

-0.23

0.46

Wall 39

External

External wall load

0.6

-0.23

0.46

Wall 42

External

External wall load

0.6

-0.23

0.46

Wall 43

External

External wall load

0.6

-0.23

0.46

Wall 46

External

External wall load

0.6

-0.23

0.46

Wall 54

External

External wall load

0.6

-0.23

0.46

Wall 61

External

External wall load

0.6

-0.23

0.46

Wall 62

External

External wall load

0.6

-0.23

0.46

Wall 63

External

External wall load

0.6

-0.23

0.46

Wall 64

External

External wall load

0.6

-0.23

0.46

Wall 66

External

External wall load

0.6

-0.23

0.46

Wall 67

External

External wall load

0.6

-0.23

0.46

Wall 71

External

External wall load

0.6

-0.23

0.46

Wall 72

External

External wall load

0.6

-0.23

0.46

Wall 72

External

External wall load

0.6

-0.23

0.46

Wall 73

External

External wall load

0.6

-0.23

0.46

Wall 74

External

External wall load

0.6

-0.23

0.46

Wall 75

External

External wall load

0.6

-0.23

0.46

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Wall 76

External

External wall load

0.6

-0.23

0.46

Wall 77

External

External wall load

0.6

-0.23

0.46

Wall 78

External

External wall load

0.6

-0.23

0.46

Wall2

External

External wall load

0.6

-0.23

0.46

Wall3

External

External wall load

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

Residential environment load

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

0.7

Floor 3

Roof

Roof load

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

0.38

0.5

1.2

-0.23

-0.19

Floor 12

Internal floor

Residential environment load

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

0.38

Floor 13

Internal floor

Residential environment load

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

0.38

Floor 14

Roof

Roof load

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

0.38

0.5

1.2

-0.23

-0.19

Floor 15

Internal floor

Residential environment load

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

0.7

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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: is the design ground acceleration on type A ground (Peak Ground Acceleration) is the horizontal spectral acceleration amplification factor ∗

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:

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: Reference Service Life ( Limit States SLO – Operational Limit State

1 =

⋅

PVR

81%

SLD – Damage Limit State

63%

SLV – Life Safety Limit State

10%

SLC – Collapse Prevention Limit State

): 50

TR [years]

ag [g]

T C*

0.028

2.51

0.20

0.034

2.54

0.22

475

0.076

2.65

0.32

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: isolated cliffs with average slope angles i ≤ 15 °

T1 - Tab. 3.2.IV Plains, slopes and

Topographic amplification factor ST:

1.000

Limit states

TB [s]

TC [s]

TD [s]

1.20

1.52

1.20

0.10

0.30

1.71

1.20

1.49

1.20

0.11

0.33

1.74

1.20

1.38

1.20

0.15

0.44

1.90

1.20

1.37

1.20

0.15

0.46

1.98

SLO – Operational Limit State SLD – Damage Limit State SLV – Life Safety Limit State SLC – Collapse Prevention Limit State

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where S

is the Soil Factor

stratigraphic amplification factor

a coefficient depending on the category of subsoil

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

is the period when this plateau ends

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

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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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 CLT 120 mm 5 layers vertical joints CLT 100 mm 3 layers

Manufacturer

Panel name

Material

Layers number

Thickness [mm]

Layers

Orientation of the outer layers

Predefinito

100 5s T

C 24 XLAM

100

20 - 20 - 20 20 - 20

Vertical

Predefinito

100 3s T

C 24 XLAM

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 â&#x20AC;&#x201C; 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 Figure: geometric characteristics of the floor

The following table sets out the details concerning the floor with joists. Section name Joist floor 160x240

Material GL 24h

Cross section height hb [mm] 240

Cross section width bb [mm] 160

Joists spacing ib [mm] 600

CLT floors Floor geometric characteristic hb:

CLT panel thickness

Figure: CLT floor geometric characteristics

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

CLT floor

Predefinito

140 5s L

C 24 XLAM

140

40 - 20 - 20 20 - 40

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External layers orientation Parallel to the calculation direction

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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 Section 200x240 GL 24h Section 200x440 GL 24h Section 200x520 GL 24h

Material

Width b [mm]

Height h [mm]

Area A [mm2]

Jy-y [mm4]

Jz-z [mm4]

GL 24h

200

240

48000

2.30E8

1.60E8

GL 24h

200

440

88000

1.42E9

2.93E8

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 â&#x20AC;&#x201C; foundation connection)

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Connection name Ground connection hold down shear angle bracket Ground connection hold down shear angle bracket 3 Ground connection hold down shear angle bracket 2 Ground connection hold down shear angle bracket 4

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Connection position

Manufacture r

Description

Fasteners number

Fastener typology

Anchor

Type of anchor

Anchorage depth [mm]

Number of hold-down at each wall end

Ground connection

Rotho Blass

WHT 440

Chiodi Anker 4,0 X 40

M16 5.8

Resina vinilestere ETA-09/0078

160

Ground connection

Rotho Blass

WHT 540

Chiodi Anker 4,0 X 60

M16 5.8

Resina vinilestere ETA-09/0078

160

Ground connection

Rotho Blass

WHT 540

Chiodi Anker 4,0 X 60

M16 5.8

Resina vinilestere ETA-09/0078

160

Ground connection

Rotho Blass

WHT 620

Chiodi Anker 4,0 X 60

M20 5.8

Resina vinilestere ETA-09/0078

200

Timber-reinforced concrete connection

Figure: graphical representation of the shear connection with angle brackets

Connection position

Manufactur er

Descripti on

Fasteners number on the vertical plate

Fastener typology

Anchors number

Anchor

Type of anchor

Number of sides

Angle brackets spacing i [mm]

Ground connection

Rotho Blaas

Titan TCN 200

Chiodi Anker 4,0 X 60

M12 5.8

Resina vinilestere ETA09/0078

500

Ground connection

Rotho Blaas

WBR100 con rinforzo

Chiodi Anker 4,0 X 60

M10 5.8

Resina vinilestere ETA09/0078

300

Ground connection

Rotho Blaas

Titan TCN 200

Chiodi Anker 4,0 X 60

M12

Ancorante avvitabile SKR 12X120

500

Rotho Blaas

Titan TCN 240

Chiodi Anker 4,0 X 60

M16

Ancorante pesante AB7 16X150 ETA07/0067

500

Ground connection

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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

Chiodi Anker 4,0 X 60

M16 5.8

Upper level - User connection

Upper level

Rotho Blass

WHT 540

Chiodi Anker 4,0 X 60

M16 5.8

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

Chiodi Anker 4,0 X 60

500

Upper level User connection

Upper level

Definito da utente

Utente

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): ⋅

⋅

Combination of actions for seismic design situations E: +

being

⋅

permanent action: self weight

permanent actions

characteristic value of the main variable action

Qki

characteristic value of the i-th variable action

⋅

+ ⋅

⋅

+⋯

is the partial factor for the self-weight action 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

Snow

Snow load (altitude ≤ 1000 mamsl)

Short-term

0,5

0,2

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

0,6

Live load cat.D

Live load cat.D: storage areas

Medium-term

0,7

0,6

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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 â&#x2030;¤ 30kN

Long-term

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

Live load cat.H2-A

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

Medium-term

Live load cat.H2-B

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

Medium-term

Live load cat.H2-C

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

Medium-term

Live load cat.H2-D

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

Medium-term

Live load cat.H2-E

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

Medium-term

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

Durata

ULS 1 ULS 2 ULS 3 ULS 4 ULS 5 ULS 6 ULS 7 ULS 8 ULS 9 ULS 10 ULS 11 ULS 12 ULS 13 ULS 14 ULS 15 ULS 16 ULS 17 ULS 18 ULS 19 ULS 20 ULS 21 ULS 22 ULS 23 ULS 24 ULS 25 ULS 26 ULS 27 ULS 28 ULS 29 ULS 30 ULS 31 ULS 32 ULS 33 ULS 34 ULS 35 ULS 36 ULS 37 ULS 38 ULS 39 ULS 40 ULS 41 ULS 42 ULS 43 ULS 44 ULS 45 ULS 46 ULS 47 ULS 48 ULS 49 ULS 50 ULS 51 ULS 52 ULS 53 ULS 54 ULS 55 ULS 56 ULS 57 ULS 58 ULS 59 ULS 60 ULS 61 ULS 62 ULS 63 ULS 64 ULS 65 ULS 66 ULS 67 ULS 68 ULS 69 ULS 70 ULS 71 ULS 72 ULS 73 ULS 74 ULS 75

Permanent Medium-term Short-term Instantaneous Instantaneous Medium-term Medium-term Short-term Short-term Instantaneous Instantaneous Instantaneous Instantaneous Short-term Short-term Instantaneous Instantaneous Instantaneous Instantaneous Instantaneous Instantaneous Permanent Medium-term Short-term Instantaneous Instantaneous Medium-term Medium-term Short-term Short-term Instantaneous Instantaneous Instantaneous Instantaneous Short-term Short-term Instantaneous Instantaneous Instantaneous Instantaneous Instantaneous Instantaneous Permanent Medium-term Short-term Instantaneous Instantaneous Medium-term Medium-term Short-term Short-term Instantaneous Instantaneous Instantaneous Instantaneous Short-term Short-term Instantaneous Instantaneous Instantaneous Instantaneous Instantaneous Instantaneous Permanent Medium-term Short-term Instantaneous Instantaneous Medium-term Medium-term Short-term Short-term Instantaneous Instantaneous Instantaneous

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5

Variable cat.A 0 1.5 1.5 1.5 1.5 0 1.05 0 1.05 0 1.05 0 1.05 0 1.05 0 1.05 0 1.05 0 1.05 0 1.5 1.5 1.5 1.5 0 1.05 0 1.05 0 1.05 0 1.05 0 1.05 0 1.05 0 1.05 0 1.05 0 1.5 1.5 1.5 1.5 0 1.05 0 1.05 0 1.05 0 1.05 0 1.05 0 1.05 0 1.05 0 1.05 0 1.5 1.5 1.5 1.5 0 1.05 0 1.05 0 1.05 0

Variable cat.H 0 0 0 0 0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 0 0 0 0 0 0 0 0 0 0 0 0 0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 0 0 0 0 0 0 0 0 0 0 0 0 0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 0 0 0 0 0 0 0 0 0 0 0 0 0 1.5 1.5 1.5 1.5 1.5 1.5 1.5

Snow 0 0 0.75 0 0.75 0 0 0.75 0.75 0 0 0.75 0.75 1.5 1.5 1.5 1.5 0 0 0.75 0.75 0 0 0.75 0 0.75 0 0 0.75 0.75 0 0 0.75 0.75 1.5 1.5 1.5 1.5 0 0 0.75 0.75 0 0 0.75 0 0.75 0 0 0.75 0.75 0 0 0.75 0.75 1.5 1.5 1.5 1.5 0 0 0.75 0.75 0 0 0.75 0 0.75 0 0 0.75 0.75 0 0 0.75

Orthogonal wind 0 0 0 0.9 0.9 0 0 0 0 0.9 0.9 0.9 0.9 0 0 0.9 0.9 1.5 1.5 1.5 1.5 0 0 0 0.9 0.9 0 0 0 0 0.9 0.9 0.9 0.9 0 0 0.9 0.9 1.5 1.5 1.5 1.5 0 0 0 0.9 0.9 0 0 0 0 0.9 0.9 0.9 0.9 0 0 0.9 0.9 1.5 1.5 1.5 1.5 0 0 0 0.9 0.9 0 0 0 0 0.9 0.9 0.9

Wind X 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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Wind Y 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Seismic ULS X 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Seismic ULS Y 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Seismic SLS X 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Seismic SLS Y 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Technical Design Calculation Report ULS 76 ULS 77 ULS 78 ULS 79 ULS 80 ULS 81 ULS 82 ULS 83 ULS 84

Instantaneous Short-term Short-term Instantaneous Instantaneous Instantaneous Instantaneous Instantaneous Instantaneous

1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3

1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5

1.05 0 1.05 0 1.05 0 1.05 0 1.05

TimberTech s.r.l. 1.5 0 0 0 0 0 0 0 0

0.75 1.5 1.5 1.5 1.5 0 0 0.75 0.75

0.9 0 0 0.9 0.9 1.5 1.5 1.5 1.5

0 0 0 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 and the combination factors . 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 Horizontal ULS 1 Horizontal ULS 2 Horizontal ULS 3 Horizontal ULS 4 Horizontal ULS 5 Horizontal ULS 6 Horizontal ULS 7 Horizontal ULS 8

Load-duration class Instantaneous

Variable cat.A 0

Orthogonal wind 0

Instantaneous

-1.5

Instantaneous

-1.5

Instantaneous

1.3

1.5

0.7

0.5

1.5

Instantaneous

1.3

1.5

0.7

0.5

1.5

Instantaneous

1.3

1.5

0.7

0.5

-1.5

Instantaneous

1.3

1.5

0.7

0.5

-1.5

Variable cat.H 0

Snow

Wind X 1.5

Wind Y 0

Seismic ULS X 0

Seismic ULS Y 0

Seismic SLS X 0

Seismic SLS Y 0

1.5

Combination of actions for rare SLS Name SLS characteristic 1 SLS characteristic 2 SLS characteristic 3 SLS characteristic 4 SLS characteristic 5 SLS characteristic 6 SLS characteristic 7 SLS characteristic 8 SLS characteristic 9 SLS characteristic 10 SLS characteristic 11 SLS characteristic 12 SLS characteristic 13 SLS characteristic 14 SLS characteristic 15 SLS characteristic 16 SLS characteristic 17 SLS characteristic 18 SLS characteristic 19 SLS characteristic 20 SLS characteristic 21

Load-duration class Permanent

Variable cat.A 0

Orthogonal wind 0

Medium-term

Variable cat.H 0

Snow

Wind X 0

Wind Y 0

Seismic ULS X 0

Seismic ULS Y 0

Seismic SLS X 0

Seismic SLS Y 0

Short-term

0.5

Instantaneous

0.6

Instantaneous

0.5

0.6

Medium-term

0.7

Short-term

0.5

Short-term

0.7

0.5

Instantaneous

0.6

Instantaneous

0.7

0.6

Instantaneous

0.5

0.6

Instantaneous

0.7

0.5

0.6

Short-term

0.7

Instantaneous

0.6

Instantaneous

0.7

0.6

Instantaneous

0.7

Instantaneous

0.5

Instantaneous

0.7

0.5

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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 ⋅

with rotation of the multipliers.

+ 0,3 ⋅

Combinations of actions for Life Safety Limit State (SLV) Name Seismic ULS 1 ex+ ey+ Seismic ULS 1 ex+ eySeismic ULS 1 exey+ Seismic ULS 1 ex- eySeismic ULS 2 ex+ ey+ Seismic ULS 2 ex+ eySeismic ULS 2 exey+ Seismic ULS 2 ex- eySeismic ULS 3 ex+ ey+ Seismic ULS 3 ex+ eySeismic ULS 3 exey+ Seismic ULS 3 ex- eySeismic ULS 4 ex+ ey+ Seismic ULS 4 ex+ eySeismic ULS 4 exey+ Seismic ULS 4 ex- eySeismic ULS 5 ex+ ey+ Seismic ULS 5 ex+ eySeismic ULS 5 exey+ Seismic ULS 5 ex- eySeismic ULS 6 ex+ ey+ Seismic ULS 6 ex+ eySeismic ULS 6 exey+ Seismic ULS 6 ex- eySeismic ULS 7 ex+ ey+ Seismic ULS 7 ex+ eySeismic ULS 7 exey+ Seismic ULS 7 ex- eySeismic ULS 8 ex+ ey+ Seismic ULS 8 ex+ eySeismic ULS 8 exey+ Seismic ULS 8 exey-

Load-duration class Instantaneous

Variable cat.A 0.3

Variable cat.H 0

Orthogonal wind 0

Wind X 0

Wind Y 0

Seismic ULS X 1

Seismic ULS Y 0.3

Seismic SLS X 0

Seismic SLS Y 0

Instantaneous

0.3

Instantaneous

0.3

Instantaneous

0.3

-0.3

Instantaneous

0.3

-0.3

Instantaneous Instantaneous

0.3

-0.3

0.3

-0.3

Instantaneous

0.3

-1

0.3

Instantaneous

0.3

-1

0.3

Instantaneous

0.3

-1

0.3

Instantaneous

0.3

-1

0.3

Instantaneous

0.3

-1

-0.3

Instantaneous

0.3

-1

-0.3

Instantaneous

0.3

-1

-0.3

Instantaneous

0.3

-1

-0.3

Instantaneous

0.3

Instantaneous

0.3

Instantaneous

0.3

Instantaneous

0.3

Instantaneous

0.3

-1

Instantaneous

0.3

-1

Instantaneous

0.3

-1

Instantaneous

0.3

-1

Instantaneous

0.3

-0.3

Instantaneous

0.3

-0.3

Instantaneous

0.3

-0.3

Instantaneous

0.3

-0.3

Instantaneous

0.3

-0.3

-1

Instantaneous

0.3

-0.3

-1

Instantaneous

0.3

-0.3

-1

Instantaneous

0.3

-0.3

-1

Snow

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Combinations of actions for Damage Limit State (SLD) Name Seismic SLS 1 ex+ ey+ Seismic SLS 1 ex+ eySeismic SLS 1 exey+ Seismic SLS 1 ex- eySeismic SLS 2 ex+ ey+ Seismic SLS 2 ex+ eySeismic SLS 2 exey+ Seismic SLS 2 ex- eySeismic SLS 3 ex+ ey+ Seismic SLS 3 ex+ eySeismic SLS 3 exey+ Seismic SLS 3 ex- eySeismic SLS 4 ex+ ey+ Seismic SLS 4 ex+ eySeismic SLS 4 exey+ Seismic SLS 4 ex- eySeismic SLS 5 ex+ ey+ Seismic SLS 5 ex+ eySeismic SLS 5 exey+ Seismic SLS 5 ex- eySeismic SLS 6 ex+ ey+ Seismic SLS 6 ex+ eySeismic SLS 6 exey+ Seismic SLS 6 ex- eySeismic SLS 7 ex+ ey+ Seismic SLS 7 ex+ eySeismic SLS 7 exey+ Seismic SLS 7 ex- eySeismic SLS 8 ex+ ey+ Seismic SLS 8 ex+ eySeismic SLS 8 exey+ Seismic SLS 8 exey-

Load-duration class Instantaneous

Variable cat.A 0.3

Orthogonal wind 0

Instantaneous

0.3

Instantaneous

0.3

Instantaneous

0.3

Instantaneous

0.3

-0.3

Instantaneous

0.3

-0.3

Instantaneous

0.3

-0.3

Instantaneous

0.3

-0.3

Instantaneous

0.3

-1

0.3

Instantaneous

0.3

-1

0.3

Instantaneous

0.3

-1

0.3

Instantaneous

0.3

-1

0.3

Instantaneous

0.3

-1

-0.3

Instantaneous

0.3

-1

-0.3

Instantaneous

0.3

-1

-0.3

Instantaneous

0.3

-1

-0.3

Instantaneous

0.3

Instantaneous

0.3

Instantaneous

0.3

Instantaneous

0.3

Instantaneous

0.3

-1

Instantaneous

0.3

-1

Instantaneous

0.3

-1

Instantaneous

0.3

-1

Instantaneous

0.3

-0.3

Instantaneous

0.3

-0.3

Instantaneous

0.3

-0.3

Instantaneous

0.3

-0.3

Instantaneous

0.3

-0.3

-1

Instantaneous

0.3

-0.3

-1

Instantaneous

0.3

-0.3

-1

Instantaneous

0.3

-0.3

-1

Variable cat.H 0

Snow

Wind X 0

Wind Y 0

Seismic ULS X 0

Seismic ULS Y 0

Seismic SLS X 1

Seismic SLS Y 0.3

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Technical Design Calculation Report

TimberTech s.r.l.

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: =

where:

⋅

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

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: =

where: = e

( )⋅

⋅

∑

⋅

⋅ ⋅

is the base shear force

is the horizontal force acting on storey i are the storey weights

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

( )

is the ordinate of the design spectrum at period T1 is the total weight of the construction is the correction factor, the value of which is equal to: building has more than two storeys, or = 1,0 otherwise is the acceleration of gravity

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= 0,85 if T1 < 2 TC and the

Technical Design Calculation Report

TimberTech s.r.l.

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: G +G +

Ď&#x2C6; â&#x2039;&#x2026;Q

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]

3.2

7.71

3.75

68621

51.91

45.50

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 2

3.2 7.15

7.76 7.65

2.78 2.76

27.83 15.63

38.45 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

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]

Wall 1

10.41

0.00

Wall 3

22.99

0.00

Wall 4

8.33

0.00

Wall 6

11.94

0.00

Wall 8

5.32

0.00

Wall 9

7.09

0.00

Wall 11

13.49

0.00

Wall 13

7.09

0.00

Wall 14

27.74

0.00

Wall 15

19.64

0.00

Wall 20

59.43

0.00

Wall 21

18.04

0.00

Wall 22

5.95

0.00

Wall 23

9.46

0.00

Wall 25

3.08

0.00

Wall 26

3.08

0.00

Wall 27

18.25

0.00

Wall 29

16.11

0.00

Wall 30

9.09

0.00

N/D

Wall 31

3.82

0.00

Wall 33

3.58

0.00

Wall 34

7.45

0.00

Wall 35

3.59

0.00

Wall 36

18.78

0.00

Wall 37

6.11

0.00

N/D

Wall 38

9.96

0.00

Wall 39

3.94

0.00

Wall 42

26.68

0.00

Wall 43

9.48

0.00

Wall 46

3.19

0.00

Wall 54

17.94

0.00

Wall 61

14.07

0.00

Wall 62

6.11

0.00

Wall 63

8.61

0.00

Wall 64

5.21

0.00

N/D

Wall 66

7.82

0.00

Wall 67

7.82

0.00

Wall 71

48.36

0.00

Wall 72

43.38

0.00

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Wall 72

38.88

0.00

Wall 73

3.82

0.00

Wall 74

1.45

0.00

N/D

Wall 75

0.84

0.00

N/D

Wall 76

0.84

0.00

N/D

Wall 77

0.96

0.00

N/D

Wall 78

1.04

0.00

N/D

Wall2

11.88

0.00

N/D

Wall3

23.62

0.00

Wall 1

27.68

0.00

Wall 3

51.69

0.00

Wall 4

15.69

0.00

Wall 6

20.63

0.00

Wall 8

15.13

0.00

Wall 9

9.46

0.00

Wall 11

16.28

0.00

Wall 13

9.46

0.00

Wall 14

59.46

0.00

Wall 15

45.11

0.00

Wall 20

124.85

0.00

Wall 21

38.80

0.00

Wall 22

19.87

0.00

Wall 23

28.03

0.00

Wall 25

3.82

0.00

Wall 26

3.83

0.00

Wall 27

46.89

0.00

Wall 29

38.40

0.00

Wall 30

9.09

0.00

N/D

Wall 31

8.19

0.00

Wall 33

6.16

0.00

Wall 34

10.64

0.00

Wall 35

6.16

0.00

Wall 36

53.38

0.00

Wall 37

6.41

0.00

N/D

Wall 38

30.11

0.00

Wall 39

13.98

0.00

Wall 42

70.92

0.00

Wall 43

27.22

0.00

Wall 46

4.48

0.00

Wall 54

31.06

0.00

Wall 61

17.35

0.00

Wall 62

6.41

0.00

Wall 63

23.53

0.00

Wall 64

13.44

0.00

N/D

Wall 66

10.65

0.00

Wall 67

10.65

0.00

Wall 71

110.55

0.00

Wall 72

94.01

0.00

Wall 72

93.94

0.00

Wall 73

8.19

0.00

Wall 74

1.45

0.00

N/D

Wall 75

0.84

0.00

N/D

Wall 76

0.84

0.00

N/D

Wall 77

0.96

0.00

N/D

Wall 78

1.04

0.00

N/D

Wall2

13.17

0.00

N/D

Wall3

39.54

0.00

Variable cat.A

Wall 1

5.47

0.00

Variable cat.A

Wall 3

17.79

0.00

Variable cat.A

Wall 4

10.19

0.00

Variable cat.A

Wall 6

13.04

0.00

Variable cat.A

Wall 8

0.00

Variable cat.A

Wall 9

0.00

Variable cat.A

Wall 11

0.00

Variable cat.A

Wall 13

0.00

Variable cat.A

Wall 14

22.57

0.00

Variable cat.A

Wall 15

10.24

0.00

Variable cat.A

Wall 20

28.58

0.00

Variable cat.A

Wall 21

6.49

0.00

Variable cat.A

Wall 22

0.00

Variable cat.A

Wall 23

1.05

0.00

Variable cat.A

Wall 25

1.06

0.00

Variable cat.A

Wall 26

1.06

0.00

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Variable cat.A

Wall 27

0.00

Variable cat.A

Wall 29

0.00

Variable cat.A

Wall 30

0.00

N/D

Variable cat.A

Wall 31

4.79

0.00

Variable cat.A

Wall 33

0.00

Variable cat.A

Wall 34

0.00

Variable cat.A

Wall 35

0.00

Variable cat.A

Wall 36

0.00

Variable cat.A

Wall 37

0.31

0.00

N/D

Variable cat.A

Wall 38

1.25

0.00

Variable cat.A

Wall 39

0.00

Variable cat.A

Wall 42

0.00

Variable cat.A

Wall 43

0.00

Variable cat.A

Wall 46

0.00

Variable cat.A

Wall 54

9.47

0.00

Variable cat.A

Wall 61

5.71

0.00

Variable cat.A

Wall 62

0.31

0.00

Variable cat.A

Wall 63

0.00

Variable cat.A

Wall 64

0.00

N/D

Variable cat.A

Wall 66

4.62

0.00

Variable cat.A

Wall 67

4.62

0.00

Variable cat.A

Wall 71

44.75

0.00

Variable cat.A

Wall 72

44.16

0.00

Variable cat.A

Wall 72

41.12

0.00

Variable cat.A

Wall 73

4.79

0.00

Variable cat.A

Wall 74

0.00

N/D

Variable cat.A

Wall 75

0.00

N/D

Variable cat.A

Wall 76

0.00

N/D

Variable cat.A

Wall 77

0.00

N/D

Variable cat.A

Wall 78

0.00

N/D

Variable cat.A

Wall2

0.00

N/D

Variable cat.A

Wall3

10.59

0.00

Variable cat.H

Wall 1

4.55

0.00

Variable cat.H

Wall 3

5.97

0.00

Variable cat.H

Wall 4

0.50

0.00

Variable cat.H

Wall 6

0.58

0.00

Variable cat.H

Wall 8

3.28

0.00

Variable cat.H

Wall 9

0.84

0.00

Variable cat.H

Wall 11

1.07

0.00

Variable cat.H

Wall 13

0.84

0.00

Variable cat.H

Wall 14

6.53

0.00

Variable cat.H

Wall 15

6.22

0.00

Variable cat.H

Wall 20

15.68

0.00

Variable cat.H

Wall 21

5.80

0.00

Variable cat.H

Wall 22

4.55

0.00

Variable cat.H

Wall 23

5.91

0.00

Variable cat.H

Wall 25

0.00

Variable cat.H

Wall 26

0.00

Variable cat.H

Wall 27

9.60

0.00

Variable cat.H

Wall 29

7.53

0.00

Variable cat.H

Wall 30

0.00

N/D

Variable cat.H

Wall 31

0.43

0.00

Variable cat.H

Wall 33

0.84

0.00

Variable cat.H

Wall 34

1.07

0.00

Variable cat.H

Wall 35

0.84

0.00

Variable cat.H

Wall 36

11.66

0.00

Variable cat.H

Wall 37

0.11

0.00

N/D

Variable cat.H

Wall 38

6.38

0.00

Variable cat.H

Wall 39

3.28

0.00

Variable cat.H

Wall 42

14.45

0.00

Variable cat.H

Wall 43

5.80

0.00

Variable cat.H

Wall 46

0.42

0.00

Variable cat.H

Wall 54

2.79

0.00

Variable cat.H

Wall 61

0.17

0.00

Variable cat.H

Wall 62

0.11

0.00

Variable cat.H

Wall 63

4.87

0.00

Variable cat.H

Wall 64

2.69

0.00

N/D

Variable cat.H

Wall 66

0.00

Variable cat.H

Wall 67

0.00

Variable cat.H

Wall 71

12.30

0.00

Variable cat.H

Wall 72

8.17

0.00

Variable cat.H

Wall 72

9.57

0.00

Variable cat.H

Wall 73

0.43

0.00

Variable cat.H

Wall 74

0.00

N/D

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Variable cat.H

Wall 75

0.00

N/D

Variable cat.H

Wall 76

0.00

N/D

Variable cat.H

Wall 77

0.00

N/D

Variable cat.H

Wall 78

0.00

N/D

Variable cat.H

Wall2

0.42

0.00

N/D

Variable cat.H

Wall3

3.54

0.00

Snow

Wall 1

10.10

0.00

Snow

Wall 3

13.25

0.00

Snow

Wall 4

1.11

0.00

Snow

Wall 6

1.28

0.00

Snow

Wall 8

7.28

0.00

Snow

Wall 9

1.87

0.00

Snow

Wall 11

2.37

0.00

Snow

Wall 13

1.87

0.00

Snow

Wall 14

14.49

0.00

Snow

Wall 15

13.82

0.00

Snow

Wall 20

34.83

0.00

Snow

Wall 21

12.88

0.00

Snow

Wall 22

10.10

0.00

Snow

Wall 23

13.12

0.00

Snow

Wall 25

0.00

Snow

Wall 26

0.00

Snow

Wall 27

21.31

0.00

Snow

Wall 29

16.73

0.00

Snow

Wall 30

0.00

N/D

Snow

Wall 31

0.95

0.00

Snow

Wall 33

1.87

0.00

Snow

Wall 34

2.37

0.00

Snow

Wall 35

1.87

0.00

Snow

Wall 36

25.89

0.00

Snow

Wall 37

0.24

0.00

N/D

Snow

Wall 38

14.17

0.00

Snow

Wall 39

7.28

0.00

Snow

Wall 42

32.10

0.00

Snow

Wall 43

12.88

0.00

Snow

Wall 46

0.93

0.00

Snow

Wall 54

6.19

0.00

Snow

Wall 61

0.38

0.00

Snow

Wall 62

0.24

0.00

Snow

Wall 63

10.82

0.00

Snow

Wall 64

5.97

0.00

N/D

Snow

Wall 66

0.00

Snow

Wall 67

0.00

Snow

Wall 71

27.33

0.00

Snow

Wall 72

18.15

0.00

Snow

Wall 72

21.26

0.00

Snow

Wall 73

0.96

0.00

Snow

Wall 74

0.00

N/D

Snow

Wall 75

0.00

N/D

Snow

Wall 76

0.00

N/D

Snow

Wall 77

0.00

N/D

Snow

Wall 78

0.00

N/D

Snow

Wall2

0.93

0.00

N/D

Snow

Wall3

7.86

0.00

Wall 1

-2.27

0.00

0.74

0.59

0.00

Wall 3

-2.98

0.00

2.22

1.78

0.00

Wall 4

-0.25

0.00

0.74

0.59

0.00

Wall 6

-0.29

0.00

0.74

0.59

0.00

Wall 8

-1.64

0.00

0.44

0.36

0.00

Wall 9

-0.42

0.00

1.11

0.89

0.00

Wall 11

-0.53

0.00

1.85

1.48

0.00

Wall 13

-0.42

0.00

1.11

0.89

0.00

Wall 14

-3.26

0.00

2.22

1.78

0.00

Wall 15

-3.11

0.00

1.78

1.42

0.00

Wall 20

-7.83

0.00

5.77

4.62

0.00

Wall 21

-2.90

0.00

1.78

1.42

0.00

Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind

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Technical Design Calculation Report Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind Orthogonal wind

TimberTech s.r.l.

Wall 22

-2.27

0.00

0.65

0.45

0.00

Wall 23

-2.95

0.00

1.29

0.90

0.00

Wall 25

0.00

1.06

0.83

0.00

Wall 26

0.00

1.07

0.84

0.00

Wall 27

-4.79

0.00

3.27

3.68

0.00

Wall 29

-3.76

0.00

3.18

3.58

0.00

Wall 30

0.00

3.53

3.25

0.00

N/D

Wall 31

-0.21

0.00

0.65

0.45

0.00

Wall 33

-0.42

0.00

1.07

0.83

0.00

Wall 34

-0.53

0.00

2.45

2.59

0.00

Wall 35

-0.42

0.00

1.08

0.85

0.00

Wall 36

-5.82

0.00

2.60

2.93

0.00

Wall 37

-0.05

0.00

2.16

1.80

0.00

N/D

Wall 38

-3.19

0.00

1.29

0.90

0.00

Wall 39

-1.64

0.00

0.33

0.23

0.00

Wall 42

-7.22

0.00

5.05

3.53

0.00

Wall 43

-2.90

0.00

1.55

1.09

0.00

Wall 46

-0.21

0.00

1.08

0.85

0.00

Wall 54

-1.39

0.00

1.75

1.40

0.00

Wall 61

-0.09

0.00

2.07

1.66

0.00

Wall 62

-0.05

0.00

2.16

1.80

0.00

Wall 63

-2.43

0.00

1.55

1.09

0.00

Wall 64

-1.34

0.00

1.04

0.72

0.00

N/D

Wall 66

0.00

1.26

1.01

0.00

Wall 67

0.00

1.26

1.01

0.00

Wall 71

-6.15

0.00

1.85

1.48

0.00

Wall 72

-4.08

0.00

2.26

1.81

0.00

Wall 72

-4.78

0.00

2.32

1.86

0.00

Wall 73

-0.22

0.00

0.65

0.45

0.00

Wall 74

0.00

0.56

0.14

0.00

N/D

Wall 75

0.00

0.32

0.08

0.00

N/D

Wall 76

0.00

0.32

0.08

0.00

N/D

Wall 77

0.00

0.37

0.09

0.00

N/D

Wall 78

0.00

0.40

0.10

0.00

N/D

Wall2

-0.21

0.00

4.42

4.17

0.00

N/D

Wall3

-1.77

0.00

2.07

1.66

0.00

Wind X

Wall 1

0.00

0.94

0.00

4.52

0.00

0.90

Wind X

Wall 3

0.00

4.70

0.00

20.31

0.00

0.90

Wind X

Wall 4

0.00

0.17

0.00

0.45

0.00

0.06

Wind X

Wall 6

0.00

0.19

0.00

1.39

0.00

0.12

Wind X

Wall 8

0.00

0.35

0.00

1.52

0.00

0.90

Wind X

Wall 9

0.00

0.81

0.00

3.83

0.00

0.25

Wind X

Wall 11

0.00

1.43

0.00

7.11

0.00

0.25

Wind X

Wall 13

0.00

0.81

0.00

3.85

0.00

0.25

Wind X

Wall 14

0.00

4.70

0.00

20.31

0.00

0.90

Wind X

Wall 15

0.00

2.51

0.00

9.95

0.00

0.60

Wind X

Wall 20

0.00

11.03

0.00

48.87

0.00

0.60

Wind X

Wall 21

0.00

2.51

0.00

9.69

0.00

0.60

Wind X

Wall 22

0.00

0.54

0.00

1.51

0.00

0.49

Wind X

Wall 23

0.00

1.88

0.00

5.26

0.00

0.49

Wind X

Wall 25

0.00

0.97

0.00

3.02

0.00

0.53

Wind X

Wall 26

0.00

0.95

0.00

3.00

0.00

0.53

Wind X

Wall 27

0.00

1.21

0.00

5.45

0.00

0.31

Wind X

Wall 29

0.00

1.15

0.00

5.20

0.00

0.31

Wind X

Wall 30

0.00

N/D

www.timbertech.it

Technical Design Calculation Report

TimberTech s.r.l.

Wind X

Wall 31

0.00

0.27

0.00

0.77

0.00

0.25

Wind X

Wall 33

0.00

0.41

0.00

1.26

0.00

0.21

Wind X

Wall 34

0.00

0.60

0.00

2.53

0.00

0.21

Wind X

Wall 35

0.00

0.40

0.00

1.25

0.00

0.21

Wind X

Wall 36

0.00

0.79

0.00

3.57

0.00

0.31

Wind X

Wall 37

0.00

N/D

Wind X

Wall 38

0.00

1.88

0.00

5.26

0.00

0.49

Wind X

Wall 39

0.00

0.14

0.00

0.40

0.00

0.49

Wind X

Wall 42

0.00

4.84

0.00

13.56

0.00

0.12

Wind X

Wall 43

0.00

0.59

0.00

1.64

0.00

0.12

Wind X

Wall 46

0.00

0.94

0.00

2.94

0.00

0.48

Wind X

Wall 54

0.00

1.69

0.00

8.35

0.00

0.31

Wind X

Wall 61

0.00

0.45

0.00

0.92

0.00

0.06

Wind X

Wall 62

0.00

0.16

0.00

0.54

0.00

0.03

Wind X

Wall 63

0.00

0.68

0.00

1.90

0.00

0.12

Wind X

Wall 64

0.00

N/D

Wind X

Wall 66

0.00

2.78

0.00

11.92

0.00

0.93

Wind X

Wall 67

0.00

2.78

0.00

11.89

0.00

0.93

Wind X

Wall 71

0.00

2.79

0.00

12.51

0.00

0.75

Wind X

Wall 72

0.00

4.07

0.00

18.23

0.00

0.75

Wind X

Wall 72

0.00

4.27

0.00

19.12

0.00

0.75

Wind X

Wall 73

0.00

0.03

0.00

0.09

0.00

0.03

Wind X

Wall 74

0.00

N/D

Wind X

Wall 75

0.00

N/D

Wind X

Wall 76

0.00

N/D

Wind X

Wall 77

0.00

N/D

Wind X

Wall 78

0.00

N/D

Wind X

Wall2

0.00

N/D

Wind X

Wall3

0.00

1.78

0.00

5.70

0.00

0.31

Wind Y

Wall 1

0.00

0.08

0.00

1.21

0.00

0.08

Wind Y

Wall 3

0.00

0.39

0.00

4.61

0.00

0.08

Wind Y

Wall 4

0.00

4.62

0.00

18.84

0.00

1.66

Wind Y

Wall 6

0.00

2.87

0.00

14.03

0.00

1.74

Wind Y

Wall 8

0.00

0.03

0.00

0.35

0.00

0.08

Wind Y

Wall 9

0.00

5.02

0.00

22.38

0.00

1.57

Wind Y

Wall 11

0.00

8.90

0.00

41.27

0.00

1.57

Wind Y

Wall 13

0.00

5.02

0.00

22.44

0.00

1.57

Wind Y

Wall 14

0.00

0.39

0.00

4.61

0.00

0.08

Wind Y

Wall 15

0.00

0.24

0.00

2.39

0.00

0.06

Wind Y

Wall 20

0.00

1.07

0.00

14.93

0.00

0.06

Wind Y

Wall 21

0.00

0.24

0.00

2.17

0.00

0.06

Wind Y

Wall 22

0.00

0.34

0.00

0.96

0.00

0.31

Wind Y

Wall 23

0.00

1.19

0.00

3.34

0.00

0.31

Wind Y

Wall 25

0.00

0.66

0.00

2.05

0.00

0.36

Wind Y

Wall 26

0.00

0.64

0.00

2.03

0.00

0.36

Wind Y

Wall 27

0.00

0.40

0.00

1.82

0.00

0.10

Wind Y

Wall 29

0.00

0.39

0.00

1.73

0.00

0.10

Wind Y

Wall 30

0.00

N/D

Wind Y

Wall 31

0.00

1.73

0.00

4.84

0.00

1.56

Wind Y

Wall 33

0.00

2.07

0.00

6.39

0.00

1.04

Wind Y

Wall 34

0.00

3.02

0.00

12.80

0.00

1.04

Wind Y

Wall 35

0.00

2.02

0.00

6.32

0.00

1.04

Wind Y

Wall 36

0.00

0.27

0.00

1.19

0.00

0.10

Wind Y

Wall 37

0.00

N/D

Wind Y

Wall 38

0.00

1.19

0.00

3.34

0.00

0.31

Wind Y

Wall 39

0.00

0.09

0.00

0.25

0.00

0.31

Wind Y

Wall 42

0.00

4.11

0.00

11.50

0.00

0.11

Wind Y

Wall 43

0.00

0.50

0.00

1.39

0.00

0.11

Wind Y

Wall 46

0.00

3.55

0.00

11.11

0.00

1.83

Wind Y

Wall 54

0.00

9.97

0.00

43.01

0.00

1.83

Wind Y

Wall 61

0.00

12.48

0.00

63.53

0.00

1.66

Wind Y

Wall 62

0.00

7.08

0.00

23.58

0.00

1.31

Wind Y

Wall 63

0.00

0.57

0.00

1.61

0.00

0.11

Wind Y

Wall 64

0.00

N/D

Wind Y

Wall 66

0.00

0.27

0.00

2.92

0.00

0.09

Wind Y

Wall 67

0.00

0.27

0.00

2.90

0.00

0.09

Wind Y

Wall 71

0.00

0.03

0.00

1.29

0.00

0.01

Wind Y

Wall 72

0.00

0.05

0.00

1.88

0.00

0.01

Wind Y

Wall 72

0.00

0.05

0.00

1.97

0.00

0.01

Wind Y

Wall 73

0.00

1.45

0.00

4.07

0.00

1.31

Wind Y

Wall 74

0.00

N/D

Wind Y

Wall 75

0.00

N/D

Wind Y

Wall 76

0.00

N/D

Wind Y

Wall 77

0.00

N/D

www.timbertech.it

Technical Design Calculation Report

TimberTech s.r.l.

Wind Y

Wall 78

0.00

Wind Y

Wall2

0.00

N/D

Wind Y

Wall3

0.00

10.50

0.00

33.59

0.00

1.83

Wall 1

0.00

3.10

0.00

18.60

0.00

2.95

Wall 3

0.00

15.45

0.00

79.74

0.00

2.95

Wall 4

0.00

0.32

0.00

0.57

0.00

0.12

Wall 6

0.00

0.37

0.00

5.05

0.00

0.22

Wall 8

0.00

1.15

0.00

5.98

0.00

2.95

Wall 9

0.00

1.54

0.00

11.21

0.00

0.48

Wall 11

0.00

2.74

0.00

21.47

0.00

0.48

Wall 13

0.00

1.54

0.00

11.28

0.00

0.48

Wall 14

0.00

15.45

0.00

79.74

0.00

2.95

Wall 15

0.00

9.96

0.00

46.91

0.00

2.39

Wall 20

0.00

43.70

0.00

247.23

0.00

2.39

Wall 21

0.00

9.96

0.00

44.85

0.00

2.39

Wall 22

0.00

3.11

0.00

8.70

0.00

2.80

Wall 23

0.00

10.82

0.00

30.30

0.00

2.80

Wall 25

0.00

5.51

0.00

17.21

0.00

3.02

Wall 26

0.00

5.42

0.00

17.08

0.00

3.02

Wall 27

0.00

7.50

0.00

33.76

0.00

1.89

Wall 29

0.00

7.16

0.00

32.21

0.00

1.89

Wall 30

0.00

N/D

Wall 31

0.00

1.38

0.00

3.86

0.00

1.24

Wall 33

0.00

2.05

0.00

6.34

0.00

1.03

Wall 34

0.00

3.00

0.00

12.71

0.00

1.03

Wall 35

0.00

2.01

0.00

6.27

0.00

1.03

Wall 36

0.00

4.92

0.00

22.16

0.00

1.89

Wall 37

0.00

N/D

Wall 38

0.00

10.82

0.00

30.30

0.00

2.80

Wall 39

0.00

0.82

0.00

2.30

0.00

2.80

Wall 42

0.00

38.35

0.00

107.38

0.00

0.98

Wall 43

0.00

4.64

0.00

12.98

0.00

0.98

Wall 46

0.00

4.71

0.00

14.74

0.00

2.42

Wall 54

0.00

3.23

0.00

25.09

0.00

0.59

Wall 61

0.00

0.87

0.00

0.09

0.00

0.12

Wall 62

0.00

0.81

0.00

2.69

0.00

0.15

Wall 63

0.00

5.37

0.00

15.04

0.00

0.98

Wall 64

0.00

N/D

Wall 66

0.00

8.99

0.00

45.97

0.00

3.02

Wall 67

0.00

8.99

0.00

45.84

0.00

3.02

Wall 71

0.00

9.93

0.00

53.93

0.00

2.67

Wall 72

0.00

14.48

0.00

78.55

0.00

2.67

Wall 72

0.00

15.19

0.00

82.38

0.00

2.67

Wall 73

0.00

0.17

0.00

0.46

0.00

0.15

Wall 74

0.00

N/D

Wall 75

0.00

N/D

Wall 76

0.00

N/D

Wall 77

0.00

N/D

Wall 78

0.00

N/D

Wall2

0.00

N/D

Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X Seismic ULS X

www.timbertech.it

N/D

Technical Design Calculation Report Seismic ULS X Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y Seismic ULS Y

TimberTech s.r.l.

Wall3

0.00

3.41

0.00

10.90

0.00

0.59

Wall 1

0.00

0.18

0.00

Wall 3

0.00

0.92

0.00

5.34

0.00

0.18

0.00

19.48

0.00

0.18

Wall 4

0.00

12.18

Wall 6

0.00

7.53

0.00

59.27

0.00

4.38

0.00

48.24

0.00

4.56

Wall 8

0.00

Wall 9

0.00

0.07

0.00

1.48

0.00

0.18

13.33

0.00

74.25

0.00

4.17

Wall 11

0.00

23.63

0.00

139.64

0.00

4.17

Wall 13 Wall 14

0.00

13.33

0.00

74.59

0.00

4.17

0.00

0.92

0.00

19.48

0.00

0.18

Wall 15

0.00

0.57

0.00

9.79

0.00

0.14

Wall 20

0.00

2.50

0.00

64.88

0.00

0.14

Wall 21

0.00

0.57

0.00

8.70

0.00

0.14

Wall 22

0.00

1.70

0.00

4.75

0.00

1.53

Wall 23

0.00

5.91

0.00

16.55

0.00

1.53

Wall 25

0.00

3.24

0.00

10.13

0.00

1.78

Wall 26

0.00

3.19

0.00

10.05

0.00

1.78

Wall 27

0.00

2.00

0.00

9.00

0.00

0.50

Wall 29

0.00

1.91

0.00

8.58

0.00

0.50

Wall 30

0.00

N/D

Wall 31

0.00

8.62

0.00

24.13

0.00

7.77

Wall 33

0.00

10.35

0.00

31.94

0.00

5.20

Wall 34

0.00

15.13

0.00

64.04

0.00

5.20

Wall 35

0.00

10.10

0.00

31.60

0.00

5.20

Wall 36

0.00

1.31

0.00

5.90

0.00

0.50

Wall 37

0.00

N/D

Wall 38

0.00

5.91

0.00

16.55

0.00

1.53

Wall 39

0.00

0.45

0.00

1.26

0.00

1.53

Wall 42

0.00

20.31

0.00

56.88

0.00

0.52

Wall 43

0.00

2.46

0.00

6.87

0.00

0.52

Wall 46

0.00

17.68

0.00

55.31

0.00

9.10

Wall 54

0.00

26.02

0.00

138.58

0.00

4.77

Wall 61

0.00

32.93

0.00

223.09

0.00

4.38

Wall 62

0.00

35.32

0.00

117.69

0.00

6.53

Wall 63

0.00

2.84

0.00

7.96

0.00

0.52

Wall 64

0.00

N/D

Wall 66

0.00

0.63

0.00

12.15

0.00

0.21

Wall 67

0.00

0.63

0.00

12.08

0.00

0.21

Wall 71

0.00

0.07

0.00

6.14

0.00

0.02

Wall 72

0.00

0.11

0.00

8.92

0.00

0.02

Wall 72

0.00

0.11

0.00

9.35

0.00

0.02

Wall 73

0.00

7.25

0.00

20.29

0.00

6.53

Wall 74

0.00

N/D

Wall 75

0.00

N/D

Wall 76

0.00

N/D

Wall 77

0.00

N/D

Wall 78

0.00

N/D

Wall2

0.00

N/D

Wall3

0.00

27.40

0.00

87.67

0.00

4.77

www.timbertech.it

Technical Design Calculation Report

Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X Seismic SLS X

TimberTech s.r.l.

Wall 1

0.00

2.71

0.00

16.30

0.00

2.59

Wall 3

0.00

13.54

0.00

69.90

0.00

2.59

Wall 4

0.00

0.28

0.00

0.50

0.00

0.10

Wall 6

0.00

0.33

0.00

4.43

0.00

0.20

Wall 8

0.00

1.01

0.00

5.24

0.00

2.59

Wall 9

0.00

1.35

0.00

9.83

0.00

0.42

Wall 11

0.00

2.40

0.00

18.82

0.00

0.42

Wall 13

0.00

1.35

0.00

9.89

0.00

0.42

Wall 14

0.00

13.54

0.00

69.90

0.00

2.59

Wall 15

0.00

8.73

0.00

41.12

0.00

2.09

Wall 20

0.00

38.31

0.00

216.71

0.00

2.09

Wall 21

0.00

8.73

0.00

39.31

0.00

2.09

Wall 22

0.00

2.72

0.00

7.62

0.00

2.45

Wall 23

0.00

9.49

0.00

26.56

0.00

2.45

Wall 25

0.00

4.83

0.00

15.09

0.00

2.65

Wall 26

0.00

4.75

0.00

14.97

0.00

2.65

Wall 27

0.00

6.58

0.00

29.59

0.00

1.66

Wall 29

0.00

6.27

0.00

28.23

0.00

1.66

Wall 30

0.00

N/D

Wall 31

0.00

1.21

0.00

3.39

0.00

1.09

Wall 33

0.00

1.80

0.00

5.56

0.00

0.90

Wall 34

0.00

2.63

0.00

11.14

0.00

0.90

Wall 35

0.00

1.76

0.00

5.50

0.00

0.90

Wall 36

0.00

4.32

0.00

19.42

0.00

1.66

Wall 37

0.00

N/D

Wall 38

0.00

9.49

0.00

26.56

0.00

2.45

Wall 39

0.00

0.72

0.00

2.02

0.00

2.45

Wall 42

0.00

33.62

0.00

94.12

0.00

0.86

Wall 43

0.00

4.06

0.00

11.38

0.00

0.86

Wall 46

0.00

4.13

0.00

12.92

0.00

2.13

Wall 54

0.00

2.84

0.00

21.99

0.00

0.52

Wall 61

0.00

0.76

0.00

0.08

0.00

0.10

Wall 62

0.00

0.71

0.00

2.36

0.00

0.13

Wall 63

0.00

4.71

0.00

13.18

0.00

0.86

Wall 64

0.00

N/D

Wall 66

0.00

7.88

0.00

40.30

0.00

2.65

Wall 67

0.00

7.88

0.00

40.18

0.00

2.65

Wall 71

0.00

8.70

0.00

47.28

0.00

2.34

Wall 72

0.00

12.69

0.00

68.85

0.00

2.34

Wall 72

0.00

13.32

0.00

72.21

0.00

2.34

Wall 73

0.00

0.15

0.00

0.41

0.00

0.13

Wall 74

0.00

N/D

Wall 75

0.00

N/D

Wall 76

0.00

N/D

Wall 77

0.00

N/D

Wall 78

0.00

N/D

Wall2

0.00

N/D

Wall3

0.00

2.98

0.00

9.55

0.00

0.52

www.timbertech.it

Technical Design Calculation Report Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y Seismic SLS Y

TimberTech s.r.l.

Wall 1

0.00

0.16

0.00

4.68

0.00

0.15

Wall 3

0.00

0.80

0.00

17.08

0.00

0.15

Wall 4

0.00

10.68

0.00

51.96

0.00

3.84

Wall 6

0.00

6.60

0.00

42.28

0.00

4.00

Wall 8

0.00

0.06

0.00

1.29

0.00

0.15

Wall 9

0.00

11.68

0.00

65.08

0.00

3.66

Wall 11

0.00

20.71

0.00

122.40

0.00

3.66

Wall 13

0.00

11.68

0.00

65.38

0.00

3.66

Wall 14

0.00

0.80

0.00

17.08

0.00

0.15

Wall 15

0.00

0.50

0.00

8.58

0.00

0.12

Wall 20

0.00

2.19

0.00

56.88

0.00

0.12

Wall 21

0.00

0.50

0.00

7.63

0.00

0.12

Wall 22

0.00

1.49

0.00

4.16

0.00

1.34

Wall 23

0.00

5.18

0.00

14.50

0.00

1.34

Wall 25

0.00

2.84

0.00

8.88

0.00

1.56

Wall 26

0.00

2.79

0.00

8.81

0.00

1.56

Wall 27

0.00

1.75

0.00

7.89

0.00

0.44

Wall 29

0.00

1.67

0.00

7.52

0.00

0.44

Wall 30

0.00

N/D

Wall 31

0.00

7.55

0.00

21.15

0.00

6.81

Wall 33

0.00

9.07

0.00

28.00

0.00

4.56

Wall 34

0.00

13.26

0.00

56.13

0.00

4.56

Wall 35

0.00

8.86

0.00

27.70

0.00

4.56

Wall 36

0.00

1.15

0.00

5.18

0.00

0.44

Wall 37

0.00

N/D

Wall 38

0.00

5.18

0.00

14.50

0.00

1.34

Wall 39

0.00

0.39

0.00

1.10

0.00

1.34

Wall 42

0.00

17.81

0.00

49.86

0.00

0.46

Wall 43

0.00

2.15

0.00

6.03

0.00

0.46

Wall 46

0.00

15.50

0.00

48.48

0.00

7.98

Wall 54

0.00

22.81

0.00

121.47

0.00

4.18

Wall 61

0.00

28.87

0.00

195.55

0.00

3.84

Wall 62

0.00

30.96

0.00

103.17

0.00

5.73

Wall 63

0.00

2.49

0.00

6.98

0.00

0.46

Wall 64

0.00

N/D

Wall 66

0.00

0.56

0.00

10.65

0.00

0.19

Wall 67

0.00

0.56

0.00

10.59

0.00

0.19

Wall 71

0.00

0.06

0.00

5.38

0.00

0.02

Wall 72

0.00

0.09

0.00

7.82

0.00

0.02

Wall 72

0.00

0.10

0.00

8.20

0.00

0.02

Wall 73

0.00

6.35

0.00

17.79

0.00

5.73

Wall 74

0.00

N/D

Wall 75

0.00

N/D

Wall 76

0.00

N/D

Wall 77

0.00

N/D

Wall 78

0.00

N/D

Wall2

0.00

N/D

Wall3

0.00

24.02

0.00

76.85

0.00

4.18

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Technical Design Calculation Report

TimberTech s.r.l.

Columns Column name: Column ID N:

Total axial force N [kN]

Load

Column name

Column 1

4.11

Column 2

14.12

Column 3

4.13

Column 6

6.87

Column 7

2.39

G1 G1

Column 9 Column 10

2.40 6.99

Column 12

6.95

Column 11

17.92

Column 1

6.86

G2 G2

Column 2 Column 3

35.02 6.91

Column 6

21.95

Column 7

5.35

Column 9

5.37

Column 10

19.91

G2 G2

Column 12 Column 11

17.08 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 Variable cat.A

Column 6 Column 7

0.00 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 Variable cat.H

Column 9 Column 10

0.00 0.00

Variable cat.H

Column 12

1.56

Variable cat.H

Column 11

0.00

Snow

Column 1

0.00

Snow Snow

Column 2 Column 3

0.00 0.00

Snow

Column 6

12.19

Snow

Column 7

0.00

Snow

Column 9

0.00

Snow

Column 10

0.00

Snow Snow

Column 12 Column 11

3.46 0.00

Orthogonal wind

Column 1

0.00

Orthogonal wind

Column 2

0.00

Orthogonal wind

Column 3

0.00

Orthogonal wind Orthogonal wind

Column 6 Column 7

-2.74 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 Wind X

Column 9 Column 10

0.00 0.00

Wind X

Column 12

0.00

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Technical Design Calculation Report

TimberTech s.r.l.

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 Wind Y

Column 9 Column 10

0.00 0.00

Wind Y

Column 12

0.00

Wind Y

Column 11

0.00

Seismic ULS X

Column 1

0.00

Seismic ULS X Seismic ULS X

Column 2 Column 3

0.00 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 Seismic ULS X

Column 12 Column 11

0.00 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 Seismic ULS Y

Column 6 Column 7

0.00 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 Seismic SLS X

Column 9 Column 10

0.00 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 Seismic SLS Y

Column 2 Column 3

0.00 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 Seismic SLS Y

Column 12 Column 11

0.00 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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Technical Design Calculation Report

TimberTech s.r.l. wist [mm]

Load

Floor name

V2 [kN]

M3-3 [kNm]

Floor 1

1.81

1.51

0.62

G1 G1

Floor 3 Floor 12

0.50 0.29

0.48 0.20

-0.29 0.07

Floor 13

0.29

0.20

0.07

Floor 14

0.50

0.49

-0.29

Floor 15

0.83

0.51

0.17

G2 G2

Floor 1 Floor 3

5.17 2.60

4.31 2.52

1.76 -1.52

Floor 12

1.49

1.03

0.38

Floor 13

1.49

1.03

0.38

Floor 14

2.61

2.54

-1.52

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

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

Variable cat.A

Floor 15

2.38

1.44

0.48

Variable cat.H

Floor 1

0.00

Variable cat.H

Floor 3

0.65

0.63

-0.38

Variable cat.H

Floor 12

0.00

Variable cat.H

Floor 13

0.00

Variable cat.H

Floor 14

0.65

0.64

Variable cat.H

Floor 15

0.00

-0.38 0.00

Snow

Floor 1

0.00

Snow

Floor 3

1.44

1.40

-0.84

Snow

Floor 12

0.00

Snow Snow

Floor 13 Floor 14

0.00 1.45

0.00 1.41

0.00 -0.84

Snow

Floor 15

0.00

Orthogonal wind

Floor 1

0.00

Orthogonal wind

Floor 3

0.32

0.19

Orthogonal wind Orthogonal wind

Floor 12 Floor 13

0.00 0.00

Orthogonal wind

Floor 14

0.33

0.32

0.19

Orthogonal wind

Floor 15

0.00

Wind X

Floor 1

0.00

Wind X Wind X

Floor 3 Floor 12

0.00 0.00

Wind X

Floor 13

0.00

Wind X

Floor 14

0.00

Wind X

Floor 15

0.00

Wind Y Wind Y

Floor 1 Floor 3

0.00 0.00

Wind Y

Floor 12

0.00

Wind Y

Floor 13

0.00

Wind Y

Floor 14

0.00

Wind Y

Floor 15

0.00

Seismic ULS X

Floor 1

0.00

Seismic ULS X

Floor 3

0.00

Seismic ULS X

Floor 12

0.00

Seismic ULS X

Floor 13

0.00

Seismic ULS X

Floor 14

0.00

Seismic ULS X

Floor 15

0.00

Seismic ULS Y

Floor 1

0.00

Seismic ULS Y

Floor 3

0.00

Seismic ULS Y

Floor 12

0.00

Seismic ULS Y

Floor 13

0.00

Seismic ULS Y Seismic ULS Y

Floor 14 Floor 15

0.00 0.00

Seismic SLS X

Floor 1

0.00

Seismic SLS X

Floor 3

0.00

Seismic SLS X

Floor 12

0.00

Seismic SLS X Seismic SLS X

Floor 13 Floor 14

0.00 0.00

Seismic SLS X

Floor 15

0.00

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Technical Design Calculation Report

TimberTech s.r.l.

Seismic SLS Y Seismic SLS Y

Floor 1 Floor 3

0.00 0.00

0.00

Seismic SLS Y

Floor 12

0.00

Seismic SLS Y

Floor 13

0.00

Seismic SLS Y

Floor 14

0.00

Seismic SLS Y

Floor 15

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]

Beam 2

0.61

0.22

G1 G1

Beam 3 Beam 4

0.61 4.01

0.22 1.55

0.02 0.02

Beam 5

1.91

0.70

0.07

Beam 6

7.30

5.56

0.29

Beam 10

3.79

3.15

0.09

Beam 11

4.63

4.31

G1 G1

Beam 16 Beam 17

1.90 2.29

0.79 1.11

2.82 0.07

Beam 18

7.24

7.77

-0.21

Beam 19

1.56

0.79

0.07

Beam 20

0.81

0.41

0.09

Beam 21

0.81

0.41

G1 G1

Beam 37 Beam 42

0.72 1.34

0.90 0.67

0.09 0.88

Beam 47

4.24

4.90

-0.50

Beam 48

1.76

1.56

0.94

Beam 49

1.76

1.56

0.94

Beam 50

1.30

0.44

G1 G1

Beam 51 Beam 52

7.73 0.26

10.96 0.12

0.03 1.01

Beam 53

2.25

1.18

0.13

Beam 54

6.21

4.69

0.27

Beam 56

0.48

0.23

0.02

Beam 57

9.62

9.71

0.54

Beam 2

0.41

0.15

0.01

Beam 3

0.41

0.15

0.01

Beam 4

10.09

3.88

0.39

Beam 5

3.94

1.39

0.14

Beam 6

13.33

10.48

G2 G2

Beam 10 Beam 11

6.21 4.30

5.17 3.75

0.82 0.14

Beam 16

8.09

3.36

Beam 17

9.74

4.73

0.46

Beam 18

28.53

30.60

-0.81

Beam 19

6.65

3.36

G2 G2

Beam 20 Beam 21

2.73 2.74

1.38 1.38

0.32 0.32

Beam 37

0.00

Beam 42

2.54

1.28

0.13

Beam 47

14.28

15.86

-1.61

Beam 48

6.37

5.40

G2 G2

Beam 49 Beam 50

6.35 2.38

5.39 0.79

3.23 3.22

Beam 51

16.65

23.23

2.15

Beam 52

0.00

Beam 53

5.76

3.08

0.33

Beam 54

15.50

11.70

Beam 56

0.71

0.39

0.67 0.04

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0.16

0.11

0.07

0.01

2.44 0.32

0.32 0.00

0.06

Technical Design Calculation Report

TimberTech s.r.l.

Beam 57

19.55

22.51

1.20

Variable cat.A

Beam 2

0.00

Variable cat.A

Beam 3

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

Variable cat.A Variable cat.A

Beam 10 Beam 11

6.21 0.28

5.17 0.09

0.62 0.14

Variable cat.A

Beam 16

0.00

Variable cat.A

Beam 17

0.00

Variable cat.A

Beam 18

0.00

Variable cat.A

Beam 19

0.00

Variable cat.A Variable cat.A

Beam 20 Beam 21

2.73 2.74

1.38 1.38

0.00 0.32

Variable cat.A

Beam 37

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

Variable cat.A Variable cat.A

Beam 49 Beam 50

2.64 1.97

1.91 0.64

1.13 1.13

Variable cat.A

Beam 51

16.15

21.96

2.06

Variable cat.A

Beam 52

0.00

Variable cat.A

Beam 53

5.76

3.08

0.33

Variable cat.A

Beam 54

15.50

11.70

Variable cat.A Variable cat.A

Beam 56 Beam 57

0.71 3.89

0.39 2.98

0.67 0.04

Variable cat.H

Beam 2

0.00

Variable cat.H

Beam 3

0.00

Variable cat.H

Beam 4

1.33

0.54

Variable cat.H Variable cat.H

Beam 5 Beam 6

0.00 1.16

0.00 1.10

0.05 0.00

Variable cat.H

Beam 10

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

Variable cat.H Variable cat.H

Beam 18 Beam 19

7.13 1.66

7.65 0.84

0.12 -0.20

Variable cat.H

Beam 20

0.00

Variable cat.H

Beam 21

0.00

Variable cat.H

Beam 37

0.00

Variable cat.H

Beam 42

0.00

Variable cat.H Variable cat.H

Beam 47 Beam 48

0.00 0.93

0.00 0.87

0.00 0.00

Variable cat.H

Beam 49

0.93

0.87

0.52

Variable cat.H

Beam 50

0.00

Variable cat.H

Beam 51

0.20

0.49

0.04

Variable cat.H

Beam 52

0.00

Variable cat.H Variable cat.H

Beam 53 Beam 54

0.00 0.00

Variable cat.H

Beam 56

0.00

Variable cat.H

Beam 57

3.12

4.20

0.21

Snow

Beam 2

0.00

Snow Snow

Beam 3 Beam 4

0.00 2.95

0.00 1.19

0.00 0.00

Snow

Beam 5

0.00

Snow

Beam 6

2.58

2.44

0.20

Snow

Beam 10

0.00

Snow

Beam 11

0.22

0.07

Snow Snow

Beam 16 Beam 17

4.49 5.41

1.87 2.63

0.03 0.18

Snow

Beam 18

15.84

16.99

-0.45

Snow

Beam 19

3.69

1.87

0.18

Snow

Beam 20

0.00

Snow

Beam 21

0.00

Snow Snow

Beam 37 Beam 42

0.00 0.00

Snow

Beam 47

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

Snow Snow

Beam 51 Beam 52

0.44 0.00

1.09 0.00

0.00 0.08

Snow

Beam 53

0.00

Snow

Beam 54

0.00

Snow

Beam 56

0.00

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0.04

0.32 0.00

0.05

0.19

0.09

0.08

0.52

0.00

0.12

0.26

0.00

Technical Design Calculation Report

TimberTech s.r.l.

Snow

Beam 57

6.93

9.33

0.47

Orthogonal wind

Beam 2

0.00

Orthogonal wind

Beam 3

0.00

Orthogonal wind

Beam 4

0.66

0.27

-0.03

Orthogonal wind

Beam 5

0.00

Orthogonal wind

Beam 6

0.58

0.55

Orthogonal wind Orthogonal wind

Beam 10 Beam 11

0.00 0.05

0.00 0.02

-0.04 0.00

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

Orthogonal wind Orthogonal wind

Beam 20 Beam 21

0.00 0.00

-0.04 0.00

Orthogonal wind

Beam 37

0.00

Orthogonal wind

Beam 42

0.00

Orthogonal wind

Beam 47

0.00

Orthogonal wind

Beam 48

0.46

0.44

Orthogonal wind Orthogonal wind

Beam 49 Beam 50

0.46 0.00

0.44 0.00

-0.26 -0.26

Orthogonal wind

Beam 51

0.10

0.25

-0.02

Orthogonal wind

Beam 52

0.00

Orthogonal wind

Beam 53

0.00

Orthogonal wind

Beam 54

0.00

Orthogonal wind Orthogonal wind

Beam 56 Beam 57

0.00 1.56

0.00 2.10

0.00 0.00 -0.10

Wind X

Beam 2

0.00

Wind X

Beam 3

0.00

Wind X

Beam 4

0.00

Wind X Wind X

Beam 5 Beam 6

0.00 0.00

Wind X

Beam 10

0.00

Wind X

Beam 11

0.00

Wind X

Beam 16

0.00

Wind X

Beam 17

0.00

Wind X Wind X

Beam 18 Beam 19

0.00 0.00

Wind X

Beam 20

0.00

Wind X

Beam 21

0.00

Wind X

Beam 37

0.00

Wind X

Beam 42

0.00

Wind X Wind X

Beam 47 Beam 48

0.00 0.00

Wind X

Beam 49

0.00

Wind X

Beam 50

0.00

Wind X

Beam 51

0.00

Wind X

Beam 52

0.00

Wind X Wind X

Beam 53 Beam 54

0.00 0.00

Wind X

Beam 56

0.00

Wind X

Beam 57

0.00

Wind Y

Beam 2

0.00

Wind Y Wind Y

Beam 3 Beam 4

0.00 0.00

Wind Y

Beam 5

0.00

Wind Y

Beam 6

0.00

Wind Y

Beam 10

0.00

Wind Y

Beam 11

0.00

Wind Y Wind Y

Beam 16 Beam 17

0.00 0.00

Wind Y

Beam 18

0.00

Wind Y

Beam 19

0.00

Wind Y

Beam 20

0.00

Wind Y

Beam 21

0.00

Wind Y Wind Y

Beam 37 Beam 42

0.00 0.00

Wind Y

Beam 47

0.00

Wind Y

Beam 48

0.00

Wind Y

Beam 49

0.00

Wind Y

Beam 50

0.00

Wind Y Wind Y

Beam 51 Beam 52

0.00 0.00

Wind Y

Beam 53

0.00

Wind Y

Beam 54

0.00

Wind Y

Beam 56

0.00

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Wind Y

Beam 57

0.00

Seismic ULS X

Beam 2

0.00

Seismic ULS X

Beam 3

0.00

Seismic ULS X

Beam 4

0.00

Seismic ULS X

Beam 5

0.00

Seismic ULS X

Beam 6

0.00

Seismic ULS X Seismic ULS X

Beam 10 Beam 11

0.00 0.00

Seismic ULS X

Beam 16

0.00

Seismic ULS X

Beam 17

0.00

Seismic ULS X

Beam 18

0.00

Seismic ULS X

Beam 19

0.00

Seismic ULS X Seismic ULS X

Beam 20 Beam 21

0.00 0.00

Seismic ULS X

Beam 37

0.00

Seismic ULS X

Beam 42

0.00

Seismic ULS X

Beam 47

0.00

Seismic ULS X

Beam 48

0.00

Seismic ULS X Seismic ULS X

Beam 49 Beam 50

0.00 0.00

Seismic ULS X

Beam 51

0.00

Seismic ULS X

Beam 52

0.00

Seismic ULS X

Beam 53

0.00

Seismic ULS X

Beam 54

0.00

Seismic ULS X Seismic ULS X

Beam 56 Beam 57

0.00 0.00

Seismic ULS Y

Beam 2

0.00

Seismic ULS Y

Beam 3

0.00

Seismic ULS Y

Beam 4

0.00

Seismic ULS Y Seismic ULS Y

Beam 5 Beam 6

0.00 0.00

Seismic ULS Y

Beam 10

0.00

Seismic ULS Y

Beam 11

0.00

Seismic ULS Y

Beam 16

0.00

Seismic ULS Y

Beam 17

0.00

Seismic ULS Y Seismic ULS Y

Beam 18 Beam 19

0.00 0.00

Seismic ULS Y

Beam 20

0.00

Seismic ULS Y

Beam 21

0.00

Seismic ULS Y

Beam 37

0.00

Seismic ULS Y

Beam 42

0.00

Seismic ULS Y Seismic ULS Y

Beam 47 Beam 48

0.00 0.00

Seismic ULS Y

Beam 49

0.00

Seismic ULS Y

Beam 50

0.00

Seismic ULS Y

Beam 51

0.00

Seismic ULS Y

Beam 52

0.00

Seismic ULS Y Seismic ULS Y

Beam 53 Beam 54

0.00 0.00

Seismic ULS Y

Beam 56

0.00

Seismic ULS Y

Beam 57

0.00

Seismic SLS X

Beam 2

0.00

Seismic SLS X Seismic SLS X

Beam 3 Beam 4

0.00 0.00

Seismic SLS X

Beam 5

0.00

Seismic SLS X

Beam 6

0.00

Seismic SLS X

Beam 10

0.00

Seismic SLS X

Beam 11

0.00

Seismic SLS X Seismic SLS X

Beam 16 Beam 17

0.00 0.00

Seismic SLS X

Beam 18

0.00

Seismic SLS X

Beam 19

0.00

Seismic SLS X

Beam 20

0.00

Seismic SLS X

Beam 21

0.00

Seismic SLS X Seismic SLS X

Beam 37 Beam 42

0.00 0.00

Seismic SLS X

Beam 47

0.00

Seismic SLS X

Beam 48

0.00

Seismic SLS X

Beam 49

0.00

Seismic SLS X

Beam 50

0.00

Seismic SLS X Seismic SLS X

Beam 51 Beam 52

0.00 0.00

Seismic SLS X

Beam 53

0.00

Seismic SLS X

Beam 54

0.00

Seismic SLS X

Beam 56

0.00

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Seismic SLS X

Beam 57

0.00

Seismic SLS Y

Beam 2

0.00

Seismic SLS Y

Beam 3

0.00

Seismic SLS Y

Beam 4

0.00

Seismic SLS Y

Beam 5

0.00

Seismic SLS Y

Beam 6

0.00

Seismic SLS Y Seismic SLS Y

Beam 10 Beam 11

0.00 0.00

Seismic SLS Y

Beam 16

0.00

Seismic SLS Y

Beam 17

0.00

Seismic SLS Y

Beam 18

0.00

Seismic SLS Y

Beam 19

0.00

Seismic SLS Y Seismic SLS Y

Beam 20 Beam 21

0.00 0.00

Seismic SLS Y

Beam 37

0.00

Seismic SLS Y

Beam 42

0.00

Seismic SLS Y

Beam 47

0.00

Seismic SLS Y

Beam 48

0.00

Seismic SLS Y Seismic SLS Y

Beam 49 Beam 50

0.00 0.00

Seismic SLS Y

Beam 51

0.00

Seismic SLS Y

Beam 52

0.00

Seismic SLS Y

Beam 53

0.00

Seismic SLS Y

Beam 54

0.00

Seismic SLS Y Seismic SLS Y

Beam 56 Beam 57

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

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)

Wall 1

Length [m] 1.00

Wall 3

3.00

ULS 78 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

145.97 22.99 51.69 17.79 5.97 13.25 -2.98 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.70 0.39 15.45 0.92 13.54 0.80

0.00 0.00 0.00 0.00 0.00 0.00 2.22 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 1.78 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.31 4.61 79.74 19.48 69.90 17.08

Wall 4

1.00

ULS 66 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

50.47 8.33 15.69 10.19 0.50 1.11 -0.25 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.17 4.62 0.32 12.18 0.28 10.68

0.00 0.00 0.00 0.00 0.00 0.00 0.74 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.59 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 18.84 0.57 59.27 0.50 51.96

Wall 6

1.00

ULS 66 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

66.99 11.94 20.63 13.04 0.58 1.28 -0.29 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.19 2.87 0.37 7.53 0.33 6.60

0.00 0.00 0.00 0.00 0.00 0.00 0.74 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.59 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.39 14.03 5.05 48.24 4.43 42.28

Wall 8

0.60

ULS 77 G1

40.54 5.32

0.00 0.00

Wall name

ULS 78 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

N [kN] 75.94 10.41 27.68 5.47 4.55 10.10 -2.27 0.00 0.00 0.00 0.00 0.00 0.00

V2 [kN] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.94 0.08 3.10 0.18 2.71 0.16

V3 [kN] 0.00 0.00 0.00 0.00 0.00 0.00 0.74 0.00 0.00 0.00 0.00 0.00 0.00

M2-2 [kNm] 0.00 0.00 0.00 0.00 0.00 0.00 0.59 0.00 0.00 0.00 0.00 0.00 0.00

M3-3 [kNm] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.52 1.21 18.60 5.34 16.30 4.68

Load / Comb.

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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

15.13 0.00 3.28 7.28 -1.64 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.35 0.03 1.15 0.07 1.01 0.06

0.00 0.00 0.00 0.00 0.44 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.36 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 1.52 0.35 5.98 1.48 5.24 1.29

Wall 9

1.50

ULS 77 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

26.21 7.09 9.46 0.00 0.84 1.87 -0.42 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.81 5.02 1.54 13.33 1.35 11.68

0.00 0.00 0.00 0.00 0.00 0.00 1.11 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.89 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.83 22.38 11.21 74.25 9.83 65.08

Wall 11

2.50

ULS 77 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

45.51 13.49 16.28 0.00 1.07 2.37 -0.53 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.43 8.90 2.74 23.63 2.40 20.71

0.00 0.00 0.00 0.00 0.00 0.00 1.85 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 1.48 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.11 41.27 21.47 139.64 18.82 122.40

Wall 13

1.50

ULS 77 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

26.19 7.09 9.46 0.00 0.84 1.87 -0.42 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.81 5.02 1.54 13.33 1.35 11.68

0.00 0.00 0.00 0.00 0.00 0.00 1.11 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.89 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.85 22.44 11.28 74.59 9.89 65.38

Wall 14

3.00

ULS 78 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

170.70 27.74 59.46 22.57 6.53 14.49 -3.26 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.70 0.39 15.45 0.92 13.54 0.80

0.00 0.00 0.00 0.00 0.00 0.00 2.22 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 1.78 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.31 4.61 79.74 19.48 69.90 17.08

Wall 15

2.40

ULS 78 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

124.68 19.64 45.11 10.24 6.22 13.82 -3.11 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.51 0.24 9.96 0.57 8.73 0.50

0.00 0.00 0.00 0.00 0.00 0.00 1.78 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 1.42 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.95 2.39 46.91 9.79 41.12 8.58

Wall 20

7.80

ULS 78 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

346.80 59.43 124.85 28.58 15.68 34.83 -7.83 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.03 1.07 43.70 2.50 38.31 2.19

0.00 0.00 0.00 0.00 0.00 0.00 5.77 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 4.62 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 48.87 14.93 247.23 64.88 216.71 56.88

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Wall 21

2.40

ULS 78 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

107.79 18.04 38.80 6.49 5.80 12.88 -2.90 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.51 0.24 9.96 0.57 8.73 0.50

0.00 0.00 0.00 0.00 0.00 0.00 1.78 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 1.42 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.69 2.17 44.85 8.70 39.31 7.63

Wall 54

2.37

ULS 78 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

89.14 17.94 31.06 9.47 2.79 6.19 -1.39 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.69 9.97 3.23 26.02 2.84 22.81

0.00 0.00 0.00 0.00 0.00 0.00 1.75 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 1.40 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.35 43.01 25.09 138.58 21.99 121.47

Wall 61

2.80

ULS 66 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

53.19 14.07 17.35 5.71 0.17 0.38 -0.09 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 12.48 0.87 32.93 0.76 28.87

0.00 0.00 0.00 0.00 0.00 0.00 2.07 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 1.66 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.92 63.53 0.09 223.09 0.08 195.55

Wall 66

1.70

ULS 65 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

33.08 7.82 10.65 4.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.78 0.27 8.99 0.63 7.88 0.56

0.00 0.00 0.00 0.00 0.00 0.00 1.26 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 1.01 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.92 2.92 45.97 12.15 40.30 10.65

Wall 67

1.70

ULS 65 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

33.07 7.82 10.65 4.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.78 0.27 8.99 0.63 7.88 0.56

0.00 0.00 0.00 0.00 0.00 0.00 1.26 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 1.01 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.89 2.90 45.84 12.08 40.18 10.59

Wall 71

2.50

ULS 78 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

316.66 48.36 110.55 44.75 12.30 27.33 -6.15 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.79 0.03 9.93 0.07 8.70 0.06

0.00 0.00 0.00 0.00 0.00 0.00 1.85 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 1.48 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.51 1.29 53.93 6.14 47.28 5.38

Wall 72

3.06

ULS 66 G1 G2 Variable cat.A Variable cat.H Snow Orthogonal wind Wind X Wind Y Seismic ULS X Seismic ULS Y Seismic SLS X

277.26 43.38 94.01 44.16 8.17 18.15 -4.08 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.07 0.05 14.48 0.11 12.69

0.00 0.00 0.00 0.00 0.00 0.00 2.26 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 1.81 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.23 1.88 78.55 8.92 68.85

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Seismic SLS Y

0.00

0.09

0.00

7.82

Wall 72

3.14

ULS 66 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

269.08 38.88 93.94 41.12 9.57 21.26 -4.78 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.27 0.05 15.19 0.11 13.32 0.10

0.00 0.00 0.00 0.00 0.00 0.00 2.32 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 1.86 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.12 1.97 82.38 9.35 72.21 8.20

Wall3

2.80

ULS 78 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

112.93 23.62 39.54 10.59 3.54 7.86 -1.77 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.78 10.50 3.41 27.40 2.98 24.02

0.00 0.00 0.00 0.00 0.00 0.00 2.07 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 1.66 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.70 33.59 10.90 87.67 9.55 76.85

Columns Column name: Column ID N:

Total axial force

Column name

Load / Comb.

N [kN]

Column 1

ULS 65

25.92

4.11

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

ULS 65

123.40

14.12

35.02

Variable cat.A

35.02

Variable cat.H

0.00

Snow

0.00

Orthogonal wind

0.00

Wind X

0.00

Column 2

Wind Y

0.00

Seismic ULS X

0.00

Seismic ULS Y

0.00

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Column 3

Column 11

TimberTech s.r.l. Seismic SLS X

0.00

Seismic SLS Y

0.00

ULS 65

26.10

4.13

6.91

Variable cat.A

6.91

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

ULS 66

130.92

17.92

35.88

Variable cat.A

35.87

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

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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: = = 1+ where:

⋅

is the moment of inertia of layer i in reference to its neutral axis is the cross-sectional area of layer i is the distance between the centre of gravity of layer i and centre of gravity of the CLT element is the reference length of the span 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]

Floor 1

Floor 15

TimberTech s.r.l.

Reference length lref [m]

Jeff [mm4]

3.32 3.32

1.841E8 1.841E8

2.40

1.651E8

Structural scheme

Bending strength The checks are conducted according to ยง 6.1.6 of EN 1995-1-1. The following expression shall be satisfied: ,

being ,

โ ค1

the design bending stress 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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Technical Design Calculation Report

Floor name

Combination

Duration

Floor 1

ULS 65

Medium-term

Floor 15

ULS 65

Medium-term

TimberTech s.r.l.

Diagram M3-3

Bending stresses

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

The checks are conducted according to § 6.1.7 of EN 1995-1-1. The following expression shall be satisfied: ,

being: ,

≤1

the design shear stress the design shear strength for the actual condition

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

where:

⋅

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is the total shear force at the location in question is the first moment of area is the effective moment of inertia of the CLT element cross section = 1)

is the width of the CLT element cross section (

Rolling shear strength of the transversal layers

The checks are conducted according to § 6.1.7 of EN 1995-1-1. The following expression shall be satisfied: ,

, ,

being:

≤1

the design rolling shear stress

the design shear strength

, ,

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

where:

⋅

is the total shear force at the location in question ,

is the first moment of area is the effective moment of inertia of the CLT element cross section is the width of the CLT element cross section (

= 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

Floor 1

ULS 65

Medium-term

Diagram V2

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Shear stresses

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Floor 15

ULS 65

TimberTech s.r.l.

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

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

0.44

0.17

38%

Floor 15

CLT floor

8.23

1650775 66.95

ULS 65

0.8

1.45

2.21

0.08

0.44

0.08

17%

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Joist floors / Glued laminated timber floors Bending strength The checks are conducted according to § 6.3.2 of EN 1995-1-1. The following expression shall be satisfied: ⋅

where: ,

≤1

is the design bending stress is the design bending strength 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

Floor 3

ULS 64

Permanent

Floor 12

ULS 65

Medium-term

Diagram M3-3

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Floor 13

ULS 65

Medium-term

Floor 14

ULS 64

Permanent

TimberTech s.r.l.

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 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%

Floor 12

Joist floor 160x240

3.36

1536000

1.00

ULS 65

0.8

1.45

13.24

2.19

17%

Floor 13

Joist floor 160x240

3.36

1536000

1.00

ULS 65

0.8

1.45

13.24

2.19

17%

Floor 14

Joist floor 160x240

4.86

1536000

1.00

ULS 64

0.6

1.45

9.93

3.17

32%

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Shear strength The checks are conducted according to § 6.1.7 of EN 1995-1-1. The following expression shall be satisfied:

where:

≤1

is the design shear stress ,

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: =

⋅

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:

where A is the area of a joist cross section.

3 ⋅ 2

⋅

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

Floor 3

ULS 64

Permanent

Diagram V2

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Floor 12

ULS 65

Medium-term

Floor 13

ULS 65

Medium-term

Floor 14

ULS 64

Permanent

TimberTech s.r.l.

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

V2 max [kN]

Area [mm2]

kcr

Comb.

kmod

γM

fv,d [MPa]

τ2,d [MPa]

Check

Floor 3

Joist floor 160x240

4.54

38400

0.67

ULS 64

0.6

1.45

0.26

18%

Floor 12

Joist floor 160x240

4.84

38400

0.67

ULS 65

0.8

1.45

1.93

0.28

15%

Floor 13

Joist floor 160x240

4.84

38400

0.67

ULS 65

0.8

1.45

1.93

0.28

15%

Floor 14

Joist floor 160x240

4.57

38400

0.67

ULS 64

0.6

1.45

0.27

18%

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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: ,

where: ,

−

is the net final deflection is the instantaneous deflection is the creep deflection is the precamber (if applied) 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

Floor 1

SLS characteristic 2

Floor 3

SLS characteristic 14

Floor 12

SLS characteristic 2

Floor 13

SLS characteristic 2

TimberTech s.r.l.

Instantaneous deflection

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Technical Design Calculation Report

Floor 14

SLS characteristic 14

Floor 15

SLS characteristic 2

TimberTech s.r.l.

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%

Floor 12

SLS characteristic 2

Internal span

0.84

9.18

Floor 13

SLS characteristic 2

Internal span

0.84

9.18

Floor 14

SLS characteristic 14

Overhang

-2.90

6.65

44%

Floor 15

SLS characteristic 2

Internal span

1.12

8.01

14%

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: =

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where: ,

, , , ,

⋅ 1+

, ,

for a permanent action, G

⋅ 1+Ψ

⋅ Ψ

+Ψ

⋅

for the leading variable action, Q1 ⋅

for accompanying variable actions, Qi (i>1)

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

Combination

Floor 1

SLS characteristic 2

Floor 3

SLS characteristic 14

Floor 12

SLS characteristic 2

Final deflection

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Floor 13

SLS characteristic 2

Floor 14

SLS characteristic 14

Floor 15

SLS characteristic 2

TimberTech s.r.l.

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

Combination

More restrictive check

wfin [mm]

wfin limit [mm]

Check

Floor 1

SLS characteristic 2

Internal span

6.84

16.61

41%

Floor 3

SLS characteristic 14

Overhang

-3.99

7.97

50%

Floor 12

SLS characteristic 2

Internal span

1.19

11.02

11%

Floor 13

SLS characteristic 2

Internal span

1.19

11.02

11%

Floor 14

SLS characteristic 14

Overhang

-3.98

7.98

50%

Floor 15

SLS characteristic 2

Internal span

1.59

9.61

17%

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Beams Bending strength The checks are conducted according to Â§ 6.3.2 of EN 1995-1-1. The following expression shall be satisfied: â&#x2039;&#x2026;

where: ,

â&#x2030;¤1

is the design bending stress is the design bending strength 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

Beam 2

ULS 64

Permanent

Beam 3

ULS 64

Permanent

Diagram M3-3

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Beam 4

ULS 64

Permanent

Beam 5

ULS 65

Medium-term

Beam 6

ULS 65

Medium-term

Beam 10

ULS 65

Medium-term

TimberTech s.r.l.

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Beam 11

ULS 64

Permanent

Beam 16

ULS 64

Permanent

Beam 17

ULS 64

Permanent

Beam 18

ULS 64

Permanent

TimberTech s.r.l.

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Beam 19

ULS 64

Permanent

Beam 20

ULS 65

Medium-term

Beam 21

ULS 65

Medium-term

Beam 37

ULS 43

Permanent

TimberTech s.r.l.

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Beam 42

ULS 65

Medium-term

Beam 47

ULS 65

Medium-term

Beam 48

ULS 64

Permanent

Beam 49

ULS 64

Permanent

TimberTech s.r.l.

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Beam 50

ULS 65

Medium-term

Beam 51

ULS 65

Medium-term

Beam 52

ULS 43

Permanent

Beam 53

ULS 65

Medium-term

TimberTech s.r.l.

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Beam 54

ULS 65

Medium-term

Beam 56

ULS 65

Medium-term

Beam 57

ULS 64

Permanent

TimberTech s.r.l.

The checks are summarized below. The values resulting from the calculations, relating to each verification, are reported in the form of a percentage. Beam name Beam 2

Beam 3

Beam 4

Beam 5

Beam 6

Beam 10

Section Section 200x240 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x440 GL 24h Section 200x520 GL 24h

M3-3 max [kNm]

W [mm3]

kcrit

Comb.

kmod

γM

fm,d [MPa]

σm,d [MPa]

Check

0.50

1920000

1.00

ULS 64

0.6

1.45

9.93

0.26

0.50

1920000

1.00

ULS 64

0.6

1.45

9.93

0.26

7.83

1920000

1.00

ULS 64

0.6

1.45

9.93

4.08

41%

4.79

1920000

1.00

ULS 65

0.8

1.45

13.24

2.49

19%

34.76

6453333

1.00

ULS 65

0.8

1.45

13.24

5.39

41%

19.62

9013333

1.00

ULS 65

0.8

1.45

13.24

2.18

16%

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Beam 11

Beam 16

Beam 17

Beam 18

Beam 19

Beam 20

Beam 21

Beam 37

Beam 42

Beam 47

Beam 48

Beam 49

Beam 50

Beam 51

Beam 52

Beam 53

Beam 54

Beam 56

Beam 57

Section 200x240 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x440 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x440 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x520 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x440 GL 24h Section 200x240 GL 24h Section 200x440 GL 24h

TimberTech s.r.l.

11.24

1920000

1.00

ULS 64

0.6

1.45

9.93

5.85

59%

6.07

1920000

1.00

ULS 64

0.6

1.45

9.93

3.16

32%

8.51

1920000

1.00

ULS 64

0.6

1.45

9.93

4.43

45%

56.84

6453333

1.00

ULS 64

0.6

1.45

9.93

8.81

89%

6.07

1920000

1.00

ULS 64

0.6

1.45

9.93

3.16

32%

4.66

1920000

1.00

ULS 65

0.8

1.45

13.24

2.43

18%

4.68

1920000

1.00

ULS 65

0.8

1.45

13.24

2.44

18%

1.17

1920000

1.00

ULS 43

0.6

1.45

9.93

0.61

4.71

1920000

1.00

ULS 65

0.8

1.45

13.24

2.45

19%

58.51

6453333

1.00

ULS 65

0.8

1.45

13.24

9.07

68%

10.12

1920000

1.00

ULS 64

0.6

1.45

9.93

5.27

53%

10.11

1920000

1.00

ULS 64

0.6

1.45

9.93

5.27

53%

2.72

1920000

1.00

ULS 65

0.8

1.45

13.24

1.42

11%

82.03

9013333

1.00

ULS 65

0.8

1.45

13.24

9.10

69%

0.15

1920000

1.00

ULS 43

0.6

1.45

9.93

0.08

10.77

1920000

1.00

ULS 65

0.8

1.45

13.24

5.61

42%

41.20

6453333

1.00

ULS 65

0.8

1.45

13.24

6.38

48%

1.47

1920000

1.00

ULS 65

0.8

1.45

13.24

0.77

46.38

6453333

1.00

ULS 64

0.6

1.45

9.93

7.19

72%

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Shear strength The checks are conducted according to § 6.1.7 of EN 1995-1-1. The following expression shall be satisfied:

where:

≤1

is the design shear stress ,

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: =

⋅

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:

where A is the area of a joist cross section.

3 ⋅ 2

⋅

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

Combination

Duration

Beam 2

ULS 64

Permanent

Diagram V2

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Beam 3

ULS 64

Permanent

Beam 4

ULS 64

Permanent

Beam 5

ULS 65

Medium-term

Beam 6

ULS 65

Medium-term

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Beam 10

ULS 65

Medium-term

Beam 11

ULS 64

Permanent

Beam 16

ULS 64

Permanent

Beam 17

ULS 64

Permanent

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Beam 18

ULS 64

Permanent

Beam 19

ULS 64

Permanent

Beam 20

ULS 65

Medium-term

Beam 21

ULS 65

Medium-term

TimberTech s.r.l.

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Technical Design Calculation Report

Beam 37

ULS 43

Permanent

Beam 42

ULS 65

Medium-term

Beam 47

ULS 65

Medium-term

Beam 48

ULS 70

Medium-term

TimberTech s.r.l.

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Technical Design Calculation Report

Beam 49

ULS 70

Medium-term

Beam 50

ULS 65

Medium-term

Beam 51

ULS 65

Medium-term

Beam 52

ULS 43

Permanent

TimberTech s.r.l.

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Technical Design Calculation Report

Beam 53

ULS 65

Medium-term

Beam 54

ULS 65

Medium-term

Beam 56

ULS 65

Medium-term

Beam 57

ULS 64

Permanent

TimberTech s.r.l.

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The checks are summarized below. The values resulting from the calculations, relating to each verification, are reported in the form of a percentage. Beam name Beam 2 Beam 3 Beam 4 Beam 5 Beam 6 Beam 10 Beam 11 Beam 16 Beam 17 Beam 18 Beam 19 Beam 20 Beam 21 Beam 37 Beam 42 Beam 47 Beam 48 Beam 49 Beam 50 Beam 51 Beam 52 Beam 53 Beam 54 Beam 56 Beam 57

Section Section 200x240 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x440 GL 24h Section 200x520 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x440 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x440 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x520 GL 24h Section 200x240 GL 24h Section 200x240 GL 24h Section 200x440 GL 24h Section 200x240 GL 24h Section 200x440 GL 24h

V2 max [kN]

Area [mm2]

kcr

Comb.

kmod

γM

fv,d [MPa]

τ2,d [MPa]

Check

1.42

48000

0.67

ULS 64

0.6

1.45

0.07

1.42

48000

0.67

ULS 64

0.6

1.45

0.07

20.36

48000

0.67

ULS 64

0.6

1.45

0.95

66%

13.60

48000

0.67

ULS 65

0.8

1.45

1.93

0.63

33%

41.42

88000

0.67

ULS 65

0.8

1.45

1.93

1.05

55%

23.55

104000

0.67

ULS 65

0.8

1.45

1.93

0.51

26%

12.46

48000

0.67

ULS 64

0.6

1.45

0.58

40%

14.61

48000

0.67

ULS 64

0.6

1.45

0.68

47%

17.59

48000

0.67

ULS 64

0.6

1.45

0.82

57%

52.68

88000

0.67

ULS 64

0.6

1.45

1.34

93%

12.01

48000

0.67

ULS 64

0.6

1.45

0.56

39%

9.57

48000

0.67

ULS 65

0.8

1.45

1.93

0.45

23%

9.61

48000

0.67

ULS 65

0.8

1.45

1.93

0.45

23%

0.93

48000

0.67

ULS 43

0.6

1.45

0.04

9.36

48000

0.67

ULS 65

0.8

1.45

1.93

0.44

23%

48.36

88000

0.67

ULS 65

0.8

1.45

1.93

1.23

64%

16.02

48000

0.67

ULS 70

0.8

1.45

1.93

0.75

39%

15.98

48000

0.67

ULS 70

0.8

1.45

1.93

0.75

39%

8.22

48000

0.67

ULS 65

0.8

1.45

1.93

0.38

20%

59.25

104000

0.67

ULS 65

0.8

1.45

1.93

1.28

66%

0.33

48000

0.67

ULS 43

0.6

1.45

0.02

20.20

48000

0.67

ULS 65

0.8

1.45

1.93

0.94

49%

54.56

88000

0.67

ULS 65

0.8

1.45

1.93

1.39

72%

2.76

48000

0.67

ULS 65

0.8

1.45

1.93

0.13

41.82

88000

0.67

ULS 64

0.6

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: ,

where: ,

−

is the net final deflection is the instantaneous deflection is the creep deflection is the precamber (if applied) 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

Beam 2

SLS characteristic 1

Beam 3

SLS characteristic 1

Beam 4

SLS characteristic 15

Instantaneous deflection

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Beam 5

SLS characteristic 2

Beam 6

SLS characteristic 3

Beam 10

SLS characteristic 2

Beam 11

SLS characteristic 15

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Beam 16

SLS characteristic 14

Beam 17

SLS characteristic 14

Beam 18

SLS characteristic 14

Beam 19

SLS characteristic 14

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Beam 20

SLS characteristic 2

Beam 21

SLS characteristic 2

Beam 37

SLS characteristic 1

Beam 42

SLS characteristic 2

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Beam 47

SLS characteristic 2

Beam 48

SLS characteristic 15

Beam 49

SLS characteristic 15

Beam 50

SLS characteristic 2

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Beam 51

SLS characteristic 3

Beam 52

SLS characteristic 1

Beam 53

SLS characteristic 2

Beam 54

SLS characteristic 2

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Beam 56

SLS characteristic 2

Beam 57

SLS characteristic 15

TimberTech s.r.l.

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

Beam 3

SLS characteristic 1

Internal span

0.03

4.67

Beam 4

SLS characteristic 15

Internal span

0.75

5.33

14%

Beam 5

SLS characteristic 2

Internal span

0.33

5.33

Beam 6

SLS characteristic 3

Internal span

1.82

13.83

13%

Beam 10

SLS characteristic 2

Internal span

0.47

13.83

Beam 11

SLS characteristic 15

Internal span

5.33

13.83

39%

Beam 16

SLS characteristic 14

Overhang

0.57

6.67

Beam 17

SLS characteristic 14

Internal span

0.84

9.67

Beam 18

SLS characteristic 14

Overhang

-1.47

3.33

44%

Beam 19

SLS characteristic 14

Overhang

0.57

6.67

Beam 20

SLS characteristic 2

Overhang

0.72

6.67

11%

Beam 21

SLS characteristic 2

Overhang

0.73

6.67

11%

Beam 37

SLS characteristic 1

Internal span

0.88

16.67

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Beam 42

SLS characteristic 2

Internal span

0.42

8.33

Beam 47

SLS characteristic 2

Overhang

-4.07

6.67

61%

Beam 48

SLS characteristic 15

Internal span

6.12

13.09

47%

Beam 49

SLS characteristic 15

Internal span

6.11

13.09

47%

Beam 50

SLS characteristic 2

Internal span

0.14

4.67

Beam 51

SLS characteristic 3

Internal span

5.26

16.67

32%

Beam 52

SLS characteristic 1

Internal span

0.01

6.00

Beam 53

SLS characteristic 2

Internal span

0.80

5.66

14%

Beam 54

SLS characteristic 2

Internal span

1.61

10.00

16%

Beam 56

SLS characteristic 2

Internal span

0.10

5.33

Beam 57

SLS characteristic 15

Internal span

2.33

10.43

22%

Final deflection

where: ,

, , , ,

⋅ 1+

, ,

for a permanent action, G

⋅ 1+Ψ

⋅ Ψ

+Ψ

⋅

for the leading variable action, Q1 ⋅

for accompanying variable actions, Qi (i>1)

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

Combination

Beam 2

SLS characteristic 1

Beam 3

SLS characteristic 1

Beam 4

SLS characteristic 15

Beam 5

SLS characteristic 2

Final deflection

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Beam 6

SLS characteristic 3

Beam 10

SLS characteristic 2

Beam 11

SLS characteristic 15

Beam 16

SLS characteristic 14

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Beam 17

SLS characteristic 14

Beam 18

SLS characteristic 14

Beam 19

SLS characteristic 14

Beam 20

SLS characteristic 2

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Beam 21

SLS characteristic 2

Beam 37

SLS characteristic 1

Beam 42

SLS characteristic 2

Beam 47

SLS characteristic 2

TimberTech s.r.l.

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Beam 48

SLS characteristic 15

Beam 49

SLS characteristic 15

Beam 50

SLS characteristic 2

Beam 51

SLS characteristic 3

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Beam 52

SLS characteristic 1

Beam 53

SLS characteristic 2

Beam 54

SLS characteristic 2

Beam 56

SLS characteristic 2

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Beam 57

TimberTech s.r.l.

SLS characteristic 15

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

Combination

More restrictive check

wfin [mm]

wfin limit [mm]

Check

Beam 2

SLS characteristic 1

Internal span

0.04

5.60

Beam 3

SLS characteristic 1

Internal span

0.04

5.60

Beam 4

SLS characteristic 15

Internal span

1.10

6.40

17%

Beam 5

SLS characteristic 2

Internal span

0.48

6.40

Beam 6

SLS characteristic 3

Internal span

2.60

16.60

16%

Beam 10

SLS characteristic 2

Internal span

0.65

16.60

Beam 11

SLS characteristic 15

Internal span

8.49

16.60

51%

Beam 16

SLS characteristic 14

Overhang

0.80

8.00

10%

Beam 17

SLS characteristic 14

Internal span

1.19

11.61

10%

Beam 18

SLS characteristic 14

Overhang

-2.08

4.00

52%

Beam 19

SLS characteristic 14

Overhang

0.80

8.00

10%

Beam 20

SLS characteristic 2

Overhang

1.03

8.00

13%

Beam 21

SLS characteristic 2

Overhang

1.03

8.00

13%

Beam 37

SLS characteristic 1

Internal span

1.42

20.00

Beam 42

SLS characteristic 2

Internal span

0.58

10.00

Beam 47

SLS characteristic 2

Overhang

-5.70

8.00

71%

Beam 48

SLS characteristic 15

Internal span

8.82

15.70

56%

Beam 49

SLS characteristic 15

Internal span

8.81

15.70

56%

Beam 50

SLS characteristic 2

Internal span

0.20

5.60

Beam 51

SLS characteristic 3

Internal span

7.53

20.00

38%

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Beam 52

SLS characteristic 1

Internal span

0.02

7.20

Beam 53

SLS characteristic 2

Internal span

1.13

6.79

17%

Beam 54

SLS characteristic 2

Internal span

2.30

12.00

19%

Beam 56

SLS characteristic 2

Internal span

0.14

6.40

Beam 57

SLS characteristic 15

Internal span

3.40

12.52

27%

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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 19951-1. The relative slenderness ratios should be taken as:

⋅

, ,

⋅

, ,

and

where , ,

, ,

are the slenderness ratios corresponding to bending about the y-axis (deflection in the zdirection); are the slenderness ratios corresponding to bending about the z-axis (deflection in the ydirection);

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: , ,

⋅

, ,

⋅

, ,

where the symbols are defined as follows:

= 0,5 ⋅ 1 + where:

= 0,5 ⋅ 1 +

, ,

⋅

, ,

1 1 , ,

, ,

⋅

, ,

−

− 0,3 +

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

0,1

0,2

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

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

Column 2

ULS 65

Medium-term

123.40

0.00

Column 3

ULS 65

Medium-term

26.10

0.00

Column 6

ULS 64

Permanent

41.86

0.00

Column 7

ULS 65

Medium-term

19.16

0.00

Column 9

ULS 65

Medium-term

19.22

0.00

Column 10

ULS 65

Medium-term

68.84

0.00

Column 12

ULS 65

Medium-term

50.94

0.00

Column 11

ULS 65

Medium-term

130.92

0.00

The following table summarizes the stability checks for the columns. Sect.:

Column cross section

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 Column 1 Column 2 Column 3 Column 6 Column 7 Column 9 Column 10 Column 12 Column 11

Sect. Section 200x24 0 GL 24h Section 200x24 0 GL 24h Section 200x24 0 GL 24h Section 200x24 0 GL 24h Section 200x24 0 GL 24h Section 200x24 0 GL 24h Section 200x24 0 GL 24h Section 200x24 0 GL 24h Section 200x24 0 GL 24h

h [m]

Area [mm2]

Jy [mm4]

Jz [mm4]

kc,y

kc,z

Comb

kmod

γM

fc,0,k

σc,0,d [MPa]

Check

3.2

48000

2.30E8

1.60E8

0.92

0.85

ULS 65

0.8

1.45

13.24

0.54

3.2

48000

2.30E8

1.60E8

0.92

0.85

ULS 65

0.8

1.45

13.24

2.57

23%

3.2

48000

2.30E8

1.60E8

0.92

0.85

ULS 65

0.8

1.45

13.24

0.54

4.5

48000

2.30E8

1.60E8

0.74

0.57

ULS 64

0.6

1.45

9.93

0.87

15%

2.8

48000

2.30E8

1.60E8

0.95

0.91

ULS 65

0.8

1.45

13.24

0.40

2.8

48000

2.30E8

1.60E8

0.95

0.91

ULS 65

0.8

1.45

13.24

0.40

3.95

48000

2.30E8

1.60E8

0.84

0.69

ULS 65

0.8

1.45

13.24

1.43

16%

3.95

48000

2.30E8

1.60E8

0.84

0.69

ULS 65

0.8

1.45

13.24

1.06

12%

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 19951-1. 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 3

3.00

ULS 64

Permanent

107.41

0.00

Wall 4

1.00

ULS 65

Medium-term

49.64

0.00

Wall 6

1.00

ULS 65

Medium-term

66.03

0.00

Wall 8

0.60

ULS 64

Permanent

29.62

0.00

Wall 9

1.50

ULS 83

Instantaneous

24.18

1.33

Wall 11

2.50

ULS 83

Instantaneous

42.93

2.22

Wall 13

1.50

ULS 83

Instantaneous

24.17

1.33

Wall 14

3.00

ULS 64

Permanent

125.25

0.00

Wall 15

2.40

ULS 64

Permanent

93.20

0.00

Wall 20

7.80

ULS 64

Permanent

264.54

0.00

Wall 21

2.40

ULS 64

Permanent

81.66

0.00

Wall 22

1.00

ULS 64

Permanent

37.55

0.00

Wall 23

1.99

ULS 64

Permanent

54.34

0.00

Wall 25

1.47

ULS 82

Instantaneous

10.85

1.24

Wall 26

1.47

ULS 82

Instantaneous

10.87

1.27

Wall 27

3.14

ULS 64

Permanent

94.05

0.00

Wall 29

3.06

ULS 64

Permanent

78.54

0.00

Wall 30

4.15

ULS 81

Instantaneous

25.46

4.87

Wall 31

1.00

ULS 84

Instantaneous

22.68

0.68

Wall 33

1.50

ULS 83

Instantaneous

14.66

1.24

Wall 34

2.50

ULS 83

Instantaneous

26.61

3.88

Wall 35

1.50

ULS 83

Instantaneous

14.67

1.27

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Wall 36

2.50

ULS 64

Permanent

104.48

0.00

Wall 37

2.80

ULS 81

Instantaneous

17.47

2.70

Wall 38

1.99

ULS 64

Permanent

58.11

0.00

Wall 39

0.51

ULS 64

Permanent

26.08

0.00

Wall 42

7.80

ULS 64

Permanent

141.06

0.00

Wall 43

2.40

ULS 64

Permanent

53.16

0.00

Wall 46

1.50

ULS 83

Instantaneous

11.26

1.27

Wall 54

2.37

ULS 64

Permanent

69.91

0.00

Wall 61

2.80

ULS 84

Instantaneous

50.48

2.49

Wall 62

2.80

ULS 81

Instantaneous

17.47

2.70

Wall 63

2.40

ULS 64

Permanent

46.48

0.00

Wall 64

1.60

ULS 83

Instantaneous

29.41

1.09

Wall 66

1.70

ULS 82

Instantaneous

31.00

1.51

Wall 67

1.70

ULS 82

Instantaneous

30.99

1.51

Wall 71

2.50

ULS 64

Permanent

228.69

0.00

Wall 72

3.06

ULS 65

Medium-term

263.65

0.00

Wall 72

3.14

ULS 65

Medium-term

253.13

0.00

Wall 73

1.00

ULS 84

Instantaneous

22.68

0.68

Wall 74

2.41

ULS 81

Instantaneous

4.07

0.21

Wall 75

1.40

ULS 81

Instantaneous

2.35

0.12

Wall 76

1.40

ULS 81

Instantaneous

2.35

0.12

Wall 77

1.60

ULS 81

Instantaneous

2.69

0.14

Wall 78

1.73

ULS 81

Instantaneous

2.91

0.15

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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⋅

, ,

≤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: = = 1+ where:

⋅

⋅ℎ

is the height of the wall 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

Comb.:

More severe combination of load

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

fm,k:

Design bending strength

σc,0,d:

Design compressive stress along the grain

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Technical Design Calculation Report

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Wall name

Section

h [m]

Anet [mm2/m]

Jeff [mm4/m]

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

0.91

0.00

32%

Wall 3

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 64

0.6

1.45

0.76

0.00

27%

Wall 4

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 65

0.8

1.45

0.82

0.00

22%

Wall 6

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 65

0.8

1.45

1.10

0.00

29%

Wall 8

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 64

0.6

1.45

0.81

0.00

29%

Wall 9

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 83

1.45

0.29

0.73

11%

Wall 11

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 83

1.45

0.30

0.73

11%

Wall 13

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 83

1.45

0.29

0.73

11%

Wall 14

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 64

0.6

1.45

0.98

0.00

35%

Wall 15

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 64

0.6

1.45

0.78

0.00

28%

Wall 20

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 64

0.6

1.45

0.77

0.00

27%

Wall 21

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 64

0.6

1.45

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

0.62

0.00

16%

Wall 23

CLT 100 mm - 3 layers

2.8

60000

6752672 8

0.45

ULS 64

0.6

1.45

0.52

0.00

13%

Wall 25

CLT 100 mm - 3 layers

3.03

60000

6933414 1

0.40

ULS 82

1.45

0.14

0.61

Wall 26

CLT 100 mm - 3 layers

3.03

60000

6948539 7

0.40

ULS 82

1.45

0.14

0.62

Wall 27

CLT 100 mm - 3 layers

4.5

60000

7355719 2

0.20

ULS 64

0.6

1.45

0.61

0.00

35%

Wall 29

CLT 100 mm - 3 layers

4.5

60000

7355719 2

0.20

ULS 64

0.6

1.45

0.60

0.00

34%

Wall 30

CLT 100 mm - 3 layers

4.3

60000

7155242 9

0.21

ULS 81

1.45

0.12

0.82

Wall 31

CLT 100 mm - 3 layers

2.8

60000

6752672 8

0.45

ULS 84

1.45

0.37

0.50

Wall 33

CLT 100 mm - 3 layers

3.01

60000

6915996 4

0.41

ULS 83

1.45

0.20

0.60

Wall 34

CLT 100 mm - 3 layers

4.4

60000

7301992 4

0.21

ULS 83

1.45

0.21

1.06

13%

Wall 35

CLT 100 mm - 3 layers

3.01

60000

6936293 4

0.41

ULS 83

1.45

0.20

0.61

Wall 36

CLT 100 mm - 3 layers

4.5

60000

7355719 2

0.20

ULS 64

0.6

1.45

1.23

0.00

70%

Wall 37

CLT 100 mm - 3 layers

3.74

60000

7028372 7

0.27

ULS 81

1.45

0.10

0.68

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Wall 38

CLT 100 mm - 3 layers

2.8

60000

6752672 8

0.45

ULS 64

0.6

1.45

0.57

0.00

14%

Wall 39

CLT 100 mm - 3 layers

2.8

60000

6752672 8

0.45

ULS 64

0.6

1.45

0.84

0.00

21%

Wall 42

CLT 100 mm - 3 layers

2.8

60000

6752672 8

0.45

ULS 64

0.6

1.45

0.44

0.00

11%

Wall 43

CLT 100 mm - 3 layers

2.8

60000

6752672 8

0.45

ULS 64

0.6

1.45

0.44

0.00

11%

Wall 46

CLT 100 mm - 3 layers

3.01

60000

6936293 4

0.41

ULS 83

1.45

0.14

0.61

Wall 54

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 64

0.6

1.45

0.76

0.00

27%

Wall 61

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 84

1.45

0.50

0.73

15%

Wall 62

CLT 100 mm - 3 layers

3.74

60000

7028372 7

0.27

ULS 81

1.45

0.10

0.68

Wall 63

CLT 100 mm - 3 layers

2.8

60000

6752672 8

0.45

ULS 64

0.6

1.45

0.38

0.00

10%

Wall 64

CLT 100 mm - 3 layers

2.8

60000

6752672 8

0.45

ULS 83

1.45

0.30

0.50

Wall 66

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 82

1.45

0.30

0.73

11%

Wall 67

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 82

1.45

0.30

0.73

11%

Wall 71

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 64

0.6

1.45

2.26

0.00

81%

Wall 72

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 65

0.8

1.45

1.80

0.00

48%

Wall 72

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 65

0.8

1.45

1.78

0.00

48%

Wall 73

CLT 100 mm - 3 layers

2.8

60000

6752672 8

0.45

ULS 84

1.45

0.37

0.50

Wall 74

CLT 100 mm - 3 layers

1.0

60000

3641783 5

0.93

ULS 81

1.45

0.03

0.12

Wall 75

CLT 100 mm - 3 layers

1.0

60000

3641783 5

0.93

ULS 81

1.45

0.03

0.12

Wall 76

CLT 100 mm - 3 layers

1.0

60000

3641783 5

0.93

ULS 81

1.45

0.03

0.12

Wall 77

CLT 100 mm - 3 layers

1.0

60000

3641783 5

0.93

ULS 81

1.45

0.03

0.12

Wall 78

CLT 100 mm - 3 layers

1.0

60000

3641783 5

0.93

ULS 81

1.45

0.03

0.12

Wall2

CLT 100 mm - 3 layers

4.44

60000

7182962 4

0.20

ULS 81

1.45

0.12

0.86

Wall3

CLT 120 mm - 5 layers vertical joints

3.2

60000

6099613 0

0.32

ULS 64

0.6

1.45

0.97

0.00

35%

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Technical Design Calculation Report

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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:

with where: ,

â&#x2030;¤

â&#x2039;&#x2026;

is the design compressive stress in the contact area perpendicular to the grain is the design load of compression perpendicular to the grain is the contact area on which the compression load (perpendicular to the grain) acts is the design compressive strength perpendicular to the grain

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 3

3.00

ULS 64

Permanent

107.41

Wall 4

1.00

ULS 65

Medium-term

49.64

Wall 6

1.00

ULS 65

Medium-term

66.03

Wall 8

0.60

ULS 64

Permanent

29.62

Wall 9

1.50

ULS 64

Permanent

23.41

Wall 11

2.50

ULS 64

Permanent

41.95

Wall 13

1.50

ULS 64

Permanent

23.40

Wall 14

3.00

ULS 64

Permanent

125.25

Wall 15

2.40

ULS 64

Permanent

93.20

Wall 20

7.80

ULS 64

Permanent

264.54

Wall 21

2.40

ULS 64

Permanent

81.66

Wall 22

1.00

ULS 64

Permanent

37.55

Wall 23

1.99

ULS 64

Permanent

54.34

Wall 25

1.47

ULS 64

Permanent

9.74

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Wall 26

1.47

ULS 64

Permanent

9.76

Wall 27

3.14

ULS 64

Permanent

94.05

Wall 29

3.06

ULS 64

Permanent

78.54

Wall 30

4.15

ULS 64

Permanent

25.46

Wall 31

1.00

ULS 65

Medium-term

24.45

Wall 33

1.50

ULS 64

Permanent

13.89

Wall 34

2.50

ULS 64

Permanent

25.64

Wall 35

1.50

ULS 64

Permanent

13.90

Wall 36

2.50

ULS 64

Permanent

104.48

Wall 37

2.80

ULS 64

Permanent

17.55

Wall 38

1.99

ULS 64

Permanent

58.11

Wall 39

0.51

ULS 64

Permanent

26.08

Wall 42

7.80

ULS 64

Permanent

141.06

Wall 43

2.40

ULS 64

Permanent

53.16

Wall 46

1.50

ULS 64

Permanent

10.87

Wall 54

2.37

ULS 64

Permanent

69.91

Wall 61

2.80

ULS 65

Medium-term

52.90

Wall 62

2.80

ULS 64

Permanent

17.55

Wall 63

2.40

ULS 64

Permanent

46.48

Wall 64

1.60

ULS 64

Permanent

26.94

Wall 66

1.70

ULS 64

Permanent

26.15

Wall 67

1.70

ULS 64

Permanent

26.14

Wall 71

2.50

ULS 64

Permanent

228.69

Wall 72

3.06

ULS 65

Medium-term

263.65

Wall 72

3.14

ULS 65

Medium-term

253.13

Wall 73

1.00

ULS 65

Medium-term

24.44

Wall 74

2.41

ULS 64

Permanent

4.07

Wall 75

1.40

ULS 64

Permanent

2.35

Wall 76

1.40

ULS 64

Permanent

2.35

Wall 77

1.60

ULS 64

Permanent

2.69

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Wall 78

1.73

ULS 64

Permanent

2.91

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

Comb.:

More severe combination of load

kmod:

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

γM:

Partial factor for a material property

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

Wall 1

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

0.54

32%

Wall 3

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

0.46

27%

Wall 4

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 65

0.8

1.45

2.5

0.49

22%

Wall 6

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 65

0.8

1.45

2.5

0.66

29%

Wall 8

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

0.48

29%

Wall 9

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

0.17

10%

Wall 11

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

0.18

10%

Wall 13

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

0.17

10%

Wall 14

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

0.59

35%

Wall 15

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

0.47

28%

Wall 20

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

0.46

27%

Wall 21

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

0.47

28%

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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Wall 23

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.31

19%

Wall 25

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.07

Wall 26

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.07

Wall 27

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.36

22%

Wall 29

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.36

21%

Wall 30

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.07

Wall 31

CLT 100 mm - 3 layers

100000

1.5

ULS 65

0.8

1.45

2.5

0.24

11%

Wall 33

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.11

Wall 34

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.12

Wall 35

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.11

Wall 36

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.74

44%

Wall 37

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.07

Wall 38

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.34

20%

Wall 39

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.50

30%

Wall 42

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.26

16%

Wall 43

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.26

16%

Wall 46

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.08

Wall 54

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

0.45

27%

Wall 61

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 65

0.8

1.45

2.5

0.32

14%

Wall 62

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.07

Wall 63

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.23

14%

Wall 64

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.17

10%

Wall 66

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

0.16

Wall 67

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

0.15

Wall 71

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

1.35

81%

Wall 72

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 65

0.8

1.45

2.5

1.08

48%

Wall 72

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 65

0.8

1.45

2.5

1.07

48%

Wall 73

CLT 100 mm - 3 layers

100000

1.5

ULS 65

0.8

1.45

2.5

0.24

11%

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Wall 74

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.02

Wall 75

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.02

Wall 76

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.02

Wall 77

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.02

Wall 78

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.02

Wall2

CLT 100 mm - 3 layers

100000

1.5

ULS 64

0.6

1.45

2.5

0.08

Wall3

CLT 120 mm - 5 layers vertical joints

100000

1.5

ULS 64

0.6

1.45

2.5

0.58

35%

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Technical Design Calculation Report

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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 exey+

Instantaneous

3.44

Wall 3

3.00

Seismic ULS 1 exey+

Instantaneous

17.16

Wall 4

1.00

Seismic ULS 6 exey-

Instantaneous

12.60

Wall 6

1.00

Seismic ULS 5 exey+

Instantaneous

8.02

Wall 8

0.60

Seismic ULS 1 exey+

Instantaneous

1.28

Wall 9

1.50

Seismic ULS 6 exey-

Instantaneous

15.36

Wall 11

2.50

Seismic ULS 6 exey-

Instantaneous

27.23

Wall 13

1.50

Seismic ULS 6 exey-

Instantaneous

15.36

Wall 14

3.00

Seismic ULS 1 exey+

Instantaneous

17.16

Wall 15

2.40

Seismic ULS 2 ex+ ey+

Instantaneous

11.02

Wall 20

7.80

Seismic ULS 2 ex+ ey+

Instantaneous

48.36

Wall 21

2.40

Seismic ULS 2 ex+ ey+

Instantaneous

11.02

Wall 22

1.00

Seismic ULS 1 exey+

Instantaneous

4.14

Wall 23

1.99

Seismic ULS 1 exey+

Instantaneous

14.44

Wall 25

1.47

Seismic ULS 1 exey+

Instantaneous

7.50

Wall 26

1.47

Seismic ULS 1 exey+

Instantaneous

7.37

Wall 27

3.14

Seismic ULS 1 exey+

Instantaneous

8.73

Wall 29

3.06

Seismic ULS 1 exey+

Instantaneous

8.32

Wall 31

1.00

Seismic ULS 5 exey+

Instantaneous

9.60

Wall 33

1.50

Seismic ULS 6 exey-

Instantaneous

11.81

Wall 34

2.50

Seismic ULS 6 exey-

Instantaneous

17.26

Wall 35

1.50

Seismic ULS 6 exey-

Instantaneous

11.53

Wall 36

2.50

Seismic ULS 1 exey+

Instantaneous

5.73

Wall 38

1.99

Seismic ULS 1 exey+

Instantaneous

14.44

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Wall 39

0.51

Seismic ULS 1 exey+

Instantaneous

1.10

Wall 42

7.80

Seismic ULS 2 ex+ ey+

Instantaneous

50.77

Wall 43

2.40

Seismic ULS 2 ex+ ey+

Instantaneous

6.14

Wall 46

1.50

Seismic ULS 5 exey+

Instantaneous

21.03

Wall 54

2.37

Seismic ULS 5 exey+

Instantaneous

30.29

Wall 61

2.80

Seismic ULS 6 exey-

Instantaneous

34.08

Wall 62

2.80

Seismic ULS 5 exey+

Instantaneous

35.89

Wall 63

2.40

Seismic ULS 2 ex+ ey+

Instantaneous

7.11

Wall 66

1.70

Seismic ULS 1 exey+

Instantaneous

10.17

Wall 67

1.70

Seismic ULS 1 exey+

Instantaneous

10.17

Wall 71

2.50

Seismic ULS 1 exey+

Instantaneous

10.06

Wall 72

3.06

Seismic ULS 1 exey+

Instantaneous

14.68

Wall 72

3.14

Seismic ULS 1 exey+

Instantaneous

15.40

Wall 73

1.00

Seismic ULS 5 exey+

Instantaneous

7.37

Wall3

2.80

Seismic ULS 5 exey+

Instantaneous

31.89

Mechanism I - shear

The internal shear stress can be evaluated as [omissis] where is the shear force per linear metre acting on the CLT element , ,

is the thickness of the i-th layer having orientation parallel to the external layers is the thickness of the i-th layer having orientation parallel to the internal layers is the shear stress acting on the layers having orientation parallel to the external layers 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:

The following expression shall be satisfied

= â&#x2030;¤

( ; ,

) ,

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being the shear strength calculated as

⋅

Mechanism II – torsion

The internal torsional stress can be expressed as [omissis] being: the internal torsional moment 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 ,

being ,

≤

the design value of the torsional strength of glued interfaces ,

⋅

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

More severe combination of load

kmod:

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

γM:

Partial factor for a material property

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

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

Wall 1

Wall 3

Wall 4

Wall 6

Wall 8

Wall 9

Wall 11

Wall 13

Wall 14

Wall 15

Wall 20

Wall 21

Wall 22

Section CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 100 mm - 3 layers

Comb.

kmod

γM

fv,lastra,k [MPa]

τd [MPa]

Check shear

MT [Nmm]

W [mm3]

fT,k [MPa]

τT,d [MPa]

Check torsion

Seismic ULS 1 exey+

1.45

0.09

25782

1125000

2.5

0.02

Seismic ULS 1 exey+

1.45

0.14

42894

1125000

2.5

0.04

Seismic ULS 6 exey-

1.45

0.32

11%

94535

1125000

2.5

0.08

Seismic ULS 5 exey+

1.45

0.2

60169

1125000

2.5

0.05

Seismic ULS 1 exey+

1.45

0.05

15948

1125000

2.5

0.01

Seismic ULS 6 exey-

1.45

0.26

76799

1125000

2.5

0.07

Seismic ULS 6 exey-

1.45

0.27

10%

81698

1125000

2.5

0.07

Seismic ULS 6 exey-

1.45

0.26

76799

1125000

2.5

0.07

Seismic ULS 1 exey+

1.45

0.14

42894

1125000

2.5

0.04

Seismic ULS 2 ex+ ey+

1.45

0.11

34438

1125000

2.5

0.03

Seismic ULS 2 ex+ ey+

1.45

0.15

46497

1125000

2.5

0.04

Seismic ULS 2 ex+ ey+

1.45

0.11

34438

1125000

2.5

0.03

Seismic ULS 1 exey+

1.45

0.1

46605

1125000

2.5

0.04

Wall 23

CLT 100 mm - 3 layers

Seismic ULS 1 exey+

1.45

0.18

81698

1125000

2.5

0.07

Wall 25

CLT 100 mm - 3 layers

Seismic ULS 1 exey+

1.45

0.13

57452

1125000

2.5

0.05

Wall 26

CLT 100 mm - 3 layers

Seismic ULS 1 exey+

1.45

0.13

56445

1125000

2.5

0.05

Wall 27

CLT 100 mm - 3 layers

Seismic ULS 1 exey+

1.45

0.07

31243

1125000

2.5

0.03

Wall 29

CLT 100 mm - 3 layers

Seismic ULS 1 exey+

1.45

0.07

30600

1125000

2.5

0.03

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Wall 31

CLT 100 mm - 3 layers

Seismic ULS 5 exey+

1.45

0.24

107983

1125000

2.5

0.1

Wall 33

CLT 100 mm - 3 layers

Seismic ULS 6 exey-

1.45

0.2

88565

1125000

2.5

0.08

Wall 34

CLT 100 mm - 3 layers

Seismic ULS 6 exey-

1.45

0.17

77673

1125000

2.5

0.07

Wall 35

CLT 100 mm - 3 layers

Seismic ULS 6 exey-

1.45

0.19

86474

1125000

2.5

0.08

Wall 36

CLT 100 mm - 3 layers

Seismic ULS 1 exey+

1.45

0.06

25767

1125000

2.5

0.02

Wall 38

CLT 100 mm - 3 layers

Seismic ULS 1 exey+

1.45

0.18

81698

1125000

2.5

0.07

Wall 39

CLT 100 mm - 3 layers

Seismic ULS 1 exey+

1.45

0.05

24194

1125000

2.5

0.02

Wall 42

CLT 100 mm - 3 layers

Seismic ULS 2 ex+ ey+

1.45

0.16

73233

1125000

2.5

0.07

Wall 43

CLT 100 mm - 3 layers

Seismic ULS 2 ex+ ey+

1.45

0.06

28767

1125000

2.5

0.03

CLT 100 mm - 3 layers CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 100 mm - 3 layers

Seismic ULS 5 exey+

1.45

0.35

13%

157748

1125000

2.5

0.14

Seismic ULS 5 exey+

1.45

0.32

12%

95843

1125000

2.5

0.09

Seismic ULS 6 exey-

1.45

0.3

11%

91288

1125000

2.5

0.08

Seismic ULS 5 exey+

1.45

0.32

12%

144196

1125000

2.5

0.13

CLT 100 mm - 3 layers CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 120 mm - 5 layers vertical joints CLT 100 mm - 3 layers CLT 120 mm - 5 layers vertical joints

Seismic ULS 2 ex+ ey+

1.45

0.07

33326

1125000

2.5

0.03

Seismic ULS 1 exey+

1.45

0.15

44854

1125000

2.5

0.04

Seismic ULS 1 exey+

1.45

0.15

44854

1125000

2.5

0.04

Seismic ULS 1 exey+

1.45

0.1

30193

1125000

2.5

0.03

Seismic ULS 1 exey+

1.45

0.12

35975

1125000

2.5

0.03

Seismic ULS 1 exey+

1.45

0.12

36754

1125000

2.5

0.03

Seismic ULS 5 exey+

1.45

0.18

82865

1125000

2.5

0.07

Seismic ULS 5 exey+

1.45

0.28

10%

85412

1125000

2.5

0.08

Wall 46

Wall 54

Wall 61

Wall 62

Wall 63

Wall 66

Wall 67

Wall 71

Wall 72

Wall 73

Wall3

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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 exey+

Instantaneous

3.44

Wall 3

3.2

Seismic ULS 1 exey+

Instantaneous

17.16

18.3

Wall 4

3.2

Seismic ULS 6 exey-

Instantaneous

12.6

40.33

Wall 6

3.2

Seismic ULS 5 exey+

Instantaneous

8.02

25.67

Wall 8

3.2

Seismic ULS 1 exey+

Instantaneous

1.28

6.8

Wall 9

3.2

Seismic ULS 6 exey-

Instantaneous

15.36

32.77

Wall 11

3.2

Seismic ULS 6 exey-

Instantaneous

27.23

34.86

Wall 13

3.2

Seismic ULS 6 exey-

Instantaneous

15.36

32.77

Wall 14

3.2

Seismic ULS 1 exey+

Instantaneous

17.16

18.3

Wall 15

3.2

Seismic ULS 2 ex+ ey+

Instantaneous

11.02

14.69

Wall 20

3.2

Seismic ULS 2 ex+ ey+

Instantaneous

48.36

19.84

Wall 21

3.2

Seismic ULS 2 ex+ ey+

Instantaneous

11.02

14.69

Wall 54

3.2

Seismic ULS 5 exey+

Instantaneous

30.29

40.89

Wall 61

3.2

Seismic ULS 6 exey-

Instantaneous

34.08

38.95

Wall 66

3.2

Seismic ULS 1 exey+

Instantaneous

10.17

19.14

Wall 67

3.2

Seismic ULS 1 exey+

Instantaneous

10.17

19.14

Wall 71

3.2

Seismic ULS 1 exey+

Instantaneous

10.06

12.88

Wall 72

3.2

Seismic ULS 1 exey+

Instantaneous

14.68

15.35

Wall 72

3.2

Seismic ULS 1 exey+

Instantaneous

15.4

15.68

Wall3

3.2

Seismic ULS 5 exey+

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

where

⋅h

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Technical Design Calculation Report R

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

is the characteristic load-carrying capacity of a single fastener

TimberTech s.r.l.

is the height of the wall in correspondence of the joint

is the spacing of the vertical joint fasteners

The characteristic shear resistance of the vertical joint is ,

where

⋅R

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

, ,

⋅

= 1,05 ⋅

, ,

= 1,05 ⋅

, ,

= 1,15 ⋅

, ,

⋅

⋅ ⋅ 1+

, ,

⋅ ⋅ ⋅

2⋅

⋅

, ,

(1 + ) +

2 ,

+ (

2 (1 + ) +

⋅

⋅ ⋅ 1+2

2 1+

⋅

, ,

)

⋅ ⋅

−

4 (1 + 2 ) ⋅ , , ⋅

−

⋅

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

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Double shear

, ,

⋅

= 0.5 ⋅

= 1,05 ⋅

= 1,15 ⋅

, ,

⋅

⋅ ⋅ 2+

, ,

2 1+

2 (1 + ) +

⋅

2⋅

⋅

, ,

4 (2 + ) ⋅ , , ⋅

−

⋅

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

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

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

Wall 3

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 4

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 6

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 8

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

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Wall 9

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 11

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 13

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 14

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 15

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 20

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 21

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 54

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 61

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 66

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 67

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 71

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 72

CLT 120 mm - 5 layers - vertical joints

3200

250

59.75

Wall 72

CLT 120 mm - 5 layers - vertical 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. Comb.:

More severe combination of load

kmod:

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

ÎłM:

Partial factor for a material property

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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Technical Design Calculation Report

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Wall name

Section

Comb.

Dur.

kmod

Î³M

Rv,d [kN]

Vjoint,d [kN]

Check

Wall 1

CLT 120 mm - 5 layers vertical joints

Seismic ULS 1 exey+

Instantaneous

1.45

41.21

NaN

Wall 3

CLT 120 mm - 5 layers vertical joints

Seismic ULS 1 exey+

Instantaneous

1.45

41.21

18.3

44%

Wall 4

CLT 120 mm - 5 layers vertical joints

Seismic ULS 6 exey-

Instantaneous

1.45

41.21

40.33

NaN

Wall 6

CLT 120 mm - 5 layers vertical joints

Seismic ULS 5 exey+

Instantaneous

1.45

41.21

25.67

NaN

Wall 8

CLT 120 mm - 5 layers vertical joints

Seismic ULS 1 exey+

Instantaneous

1.45

41.21

6.8

NaN

Wall 9

CLT 120 mm - 5 layers vertical joints

Seismic ULS 6 exey-

Instantaneous

1.45

41.21

32.77

80%

Wall 11

CLT 120 mm - 5 layers vertical joints

Seismic ULS 6 exey-

Instantaneous

1.45

41.21

34.86

85%

Wall 13

CLT 120 mm - 5 layers vertical joints

Seismic ULS 6 exey-

Instantaneous

1.45

41.21

32.77

80%

Wall 14

CLT 120 mm - 5 layers vertical joints

Seismic ULS 1 exey+

Instantaneous

1.45

41.21

18.3

44%

Wall 15

CLT 120 mm - 5 layers vertical joints

Seismic ULS 2 ex+ ey+

Instantaneous

1.45

41.21

14.69

36%

Wall 20

CLT 120 mm - 5 layers vertical joints

Seismic ULS 2 ex+ ey+

Instantaneous

1.45

41.21

19.84

48%

Wall 21

CLT 120 mm - 5 layers vertical joints

Seismic ULS 2 ex+ ey+

Instantaneous

1.45

41.21

14.69

36%

Wall 54

CLT 120 mm - 5 layers vertical joints

Seismic ULS 5 exey+

Instantaneous

1.45

41.21

40.89

99%

Wall 61

CLT 120 mm - 5 layers vertical joints

Seismic ULS 6 exey-

Instantaneous

1.45

41.21

38.95

95%

Wall 66

CLT 120 mm - 5 layers vertical joints

Seismic ULS 1 exey+

Instantaneous

1.45

41.21

19.14

46%

Wall 67

CLT 120 mm - 5 layers vertical joints

Seismic ULS 1 exey+

Instantaneous

1.45

41.21

19.14

46%

Wall 71

CLT 120 mm - 5 layers vertical joints

Seismic ULS 1 exey+

Instantaneous

1.45

41.21

12.88

31%

Wall 72

CLT 120 mm - 5 layers vertical joints

Seismic ULS 1 exey+

Instantaneous

1.45

41.21

15.35

37%

Wall 72

CLT 120 mm - 5 layers vertical joints

Seismic ULS 1 exey+

Instantaneous

1.45

41.21

15.68

38%

Wall3

CLT 120 mm - 5 layers vertical joints

Seismic ULS 5 exey+

Instantaneous

1.45

41.21

36.44

88%

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Technical Design Calculation Report

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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]

Wall 1

1.00

Wall 3

3.00

Wall 4

1.00

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

Connection name Ground connection - hold down - shear angle bracket Ground connection - hold down - shear angle bracket Ground connection - hold down - shear angle bracket 3 Ground connection - hold down - shear angle bracket 2 Ground connection - hold down - shear angle bracket Ground connection - hold down - shear angle bracket 3 Ground connection - hold down - shear angle bracket 3 Ground connection - hold down - shear angle bracket 3 Ground connection - hold down - shear angle bracket Ground connection - hold down - shear angle bracket Ground connection - hold down - shear angle bracket Ground connection - hold down - shear angle bracket Ground connection - hold down - shear angle bracket 2 Ground connection - hold down - shear angle bracket 4 Ground connection - hold down - shear angle bracket 2 Ground connection - hold down - shear angle bracket 2

N° of anchors at each wall end

Comb.

Dur.

N [kN]

M3-3 [kNm]

Ta [kN]

Seismic ULS 1 exey+

Instantaneous

39.73

22.60

5.25

Horizontal ULS 1

Instantaneous

22.99

30.46

0.00

Seismic ULS 6 exey-

Instantaneous

27.07

60.30

26.73

Seismic ULS 5 exey+

Instantaneous

36.49

52.55

40.14

Seismic ULS 1 exey+

Instantaneous

20.45

7.15

3.02

Seismic ULS 6 exey-

Instantaneous

16.55

85.22

27.42

Seismic ULS 6 exey-

Instantaneous

29.77

160.22

28.16

Seismic ULS 6 exey-

Instantaneous

16.54

85.60

27.57

Horizontal ULS 1

Instantaneous

27.74

30.46

0.00

Horizontal ULS 1

Instantaneous

19.64

14.92

0.00

Horizontal ULS 1

Instantaneous

59.43

73.31

0.00

Horizontal ULS 1

Instantaneous

18.04

14.53

0.00

Seismic ULS 5 exey+

Instantaneous

51.84

162.71

50.36

Seismic ULS 6 exey-

Instantaneous

33.14

224.84

36.33

Seismic ULS 1 exey+

Instantaneous

19.86

55.94

26.63

Seismic ULS 1 exey+

Instantaneous

19.85

55.76

26.52

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Technical Design Calculation Report

Wall 71

2.50

Wall 72

3.06

Wall 72

3.14

Wall3

2.80

Ground connection - hold down - shear angle bracket Ground connection - hold down - shear angle bracket Ground connection - hold down - shear angle bracket Ground connection - hold down - shear angle bracket 2

TimberTech s.r.l.

Horizontal ULS 1

Instantaneous

48.36

18.76

0.00

Horizontal ULS 1

Instantaneous

43.38

27.34

0.00

Horizontal ULS 1

Instantaneous

38.88

28.68

0.00

Horizontal ULS 2

Instantaneous

23.62

50.39

8.19

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

where

, ,

⋅R

, ,

is the characteristic resistance of the nailing, corrected to take account of the actual density of the material used according to the formula R

, ,

⋅

where R

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

where R γ

R , γ

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; 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 R

being:

0.9 ⋅ f γ

⋅A

is the ultimate tensile strength of the anchor

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

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

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 ,

where ,

is the characteristic value of the pull-out resistance is calculated in accordance with the instructions of the European Technical Approval ETA-09/0078 is the corresponding partial safety factor assumed as proposed in the document ETA09/0078

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

Comb.:

More severe combination of load

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

≤

;

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Technical Design Calculation Report Wall name

Wall 1

Wall 3

Wall 4

Wall 6

Wall 8

Wall 9

Wall 11

Wall 13

Wall 14

Wall 15

Wall 20

Wall 21

Wall 54

Connect ion name Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket 3 Ground connecti on - hold down shear angle bracket 2 Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket 3 Ground connecti on - hold down shear angle bracket 3 Ground connecti on - hold down shear angle bracket 3 Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket 2

TimberTech s.r.l.

Comb.

TEd [kN]

Rc,k [kN]

Rs,k [kN]

Rt,k [kN]

Rpull,k [kN]

kmod

γM

γM2

γMe

Rd [kN]

Failure mode

Check

Seismic ULS 1 exey+

5.25

31.4

70.65

108.57

1.5

1.25

1.8

20.93

Nailed connecti on

25%

Horizont al ULS 1

0.00

31.4

70.65

108.57

1.5

1.25

1.8

20.93

Nailed connecti on

Seismic ULS 6 exey-

26.73

81.1

63.4

70.65

108.57

1.5

1.25

1.8

50.72

Failure of the net crosssection

53%

Seismic ULS 5 exey+

40.14

81.1

63.4

70.65

108.57

1.5

1.25

1.8

50.72

Failure of the net crosssection

79%

Seismic ULS 1 exey+

3.02

31.4

70.65

108.57

1.5

1.25

1.8

20.93

Nailed connecti on

14%

54%

Seismic ULS 6 exey-

27.42

81.1

63.4

70.65

108.57

1.5

1.25

1.8

50.72

Failure of the net crosssection

Seismic ULS 6 exey-

28.16

81.1

63.4

70.65

108.57

1.5

1.25

1.8

50.72

Failure of the net crosssection

56%

Seismic ULS 6 exey-

27.57

81.1

63.4

70.65

108.57

1.5

1.25

1.8

50.72

Failure of the net crosssection

54%

Horizont al ULS 1

0.00

31.4

70.65

108.57

1.5

1.25

1.8

20.93

Nailed connecti on

Horizont al ULS 1

0.00

31.4

70.65

108.57

1.5

1.25

1.8

20.93

Nailed connecti on

Horizont al ULS 1

0.00

31.4

70.65

108.57

1.5

1.25

1.8

20.93

Nailed connecti on

Horizont al ULS 1

0.00

31.4

70.65

108.57

1.5

1.25

1.8

20.93

Nailed connecti on

Seismic ULS 5 exey+

50.36

81.1

63.4

70.65

108.57

1.5

1.25

1.8

50.72

Failure of the net crosssection

99%

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Technical Design Calculation Report

Wall 61

Wall 66

Wall 67

Wall 71

Wall 72

Wall3

Ground connecti on - hold down shear angle bracket 4 Ground connecti on - hold down shear angle bracket 2 Ground connecti on - hold down shear angle bracket 2 Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket 2

Seismic ULS 6 exey-

Seismic ULS 1 exey+

36.33

26.63

100.4

81.1

85.2

63.4

TimberTech s.r.l.

110.25

70.65

180.96

108.57

1.5

1.25

1.8

66.93

Nailed connecti on

54%

50.72

Failure of the net crosssection

53%

52%

Seismic ULS 1 exey+

26.52

81.1

63.4

70.65

108.57

1.5

1.25

1.8

50.72

Failure of the net crosssection

Horizont al ULS 1

0.00

31.4

70.65

108.57

1.5

1.25

1.8

20.93

Nailed connecti on

Horizont al ULS 1

0.00

31.4

70.65

108.57

1.5

1.25

1.8

20.93

Nailed connecti on

Horizont al ULS 1

0.00

31.4

70.65

108.57

1.5

1.25

1.8

20.93

Nailed connecti on

Horizont al ULS 2

8.19

81.1

63.4

70.65

108.57

1.5

1.25

1.8

50.72

Failure of the net crosssection

16%

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Technical Design Calculation Report

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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 Wall name

Length [m]

Wall 22

1.00

Wall 23

1.99

Wall 25

1.47

Wall 26

1.47

Wall 27

3.14

Wall 29

3.06

Wall 31

1.00

Wall 33

1.50

Wall 34

2.50

Wall 35

1.50

Wall 36

2.50

Wall 38

1.99

Wall 39

0.51

Wall 42

Connection name Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket

N° of anchors at each wall end

Comb.

Dur.

N [kN]

M3-3 [kNm]

Ta [kN]

Horizontal ULS 1

Instantaneous

5.95

2.27

0.00

Seismic ULS 1 exey+

Instantaneous

37.81

40.42

3.69

Seismic ULS 1 exey+

Instantaneous

7.22

23.41

14.10

Seismic ULS 1 exey+

Instantaneous

7.23

23.23

13.96

Horizontal ULS 1

Instantaneous

18.25

8.17

0.00

Horizontal ULS 1

Instantaneous

16.11

7.79

0.00

Seismic ULS 5 exey+

Instantaneous

13.45

-26.88

23.14

Seismic ULS 6 exey-

Instantaneous

9.74

36.45

22.13

Seismic ULS 6 exey-

Instantaneous

18.08

73.08

23.44

Seismic ULS 6 exey-

Instantaneous

9.75

36.06

21.84

Horizontal ULS 1

Instantaneous

18.78

5.36

0.00

Seismic ULS 1 exey+

Instantaneous

40.44

40.42

2.37

Upper level User connection

Horizontal ULS 1

Instantaneous

3.94

0.60

0.00

7.80

Upper level - 2 hold down shear angle bracket

Horizontal ULS 1

Instantaneous

26.68

20.34

0.00

Wall 43

2.40

Upper level User connection

Horizontal ULS 1

Instantaneous

9.48

2.46

0.00

Wall 46

1.50

Seismic ULS 5 exey+

Instantaneous

7.67

-65.79

44.90

Wall 62

2.80

Seismic ULS 5 exey+

Instantaneous

12.61

-119.61

41.16

Wall 63

2.40

Horizontal ULS 1

Instantaneous

8.61

2.85

0.00

Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket

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Technical Design Calculation Report

Wall 73

1.00

Upper level - 2 hold down shear angle bracket

TimberTech s.r.l.

Seismic ULS 5 exey+

Instantaneous

13.45

-20.62

16.19

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

where

, ,

⋅R

, ,

is the characteristic resistance of the nailing, corrected to take account of the actual density of the material used according to the formula R

, ,

⋅

where R

Hold-down/tie-down steel resistance The tensile design strength of the hold-down can be evaluated according to the formula R

where R γ

R , γ

is the characteristic value of the resistance of the tie-down 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

being:

0.9 ⋅ f γ

⋅A

is the ultimate tensile strength of the anchor

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

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

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Technical Design Calculation Report

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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

Comb.:

More severe combination of load

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 ≤

Wall name Wall 22 Wall 23 Wall 25 Wall 26 Wall 27 Wall 29 Wall 31 Wall 33 Wall 34 Wall 35 Wall 36 Wall 38 Wall 39 Wall 42

Upper level User connection Upper level - 2 hold down shear angle bracket

Comb. Horizont al ULS 1

TEd [kN]

Rc,k [kN]

= Rs,k [kN]

. Rt,k [kN]

;

kmod

γM

γM2

Rd [kN]

0.00

81.1

63.4

70.65

1.5

1.25

50.72

3.69

81.1

63.4

70.65

1.5

1.25

50.72

14.10

81.1

63.4

70.65

1.5

1.25

50.72

13.96

81.1

63.4

70.65

1.5

1.25

50.72

Horizont al ULS 1

0.00

81.1

63.4

70.65

1.5

1.25

50.72

Horizont al ULS 1

0.00

81.1

63.4

70.65

1.5

1.25

50.72

23.14

81.1

63.4

70.65

1.5

1.25

50.72

22.13

81.1

63.4

70.65

1.5

1.25

50.72

23.44

81.1

63.4

70.65

1.5

1.25

50.72

21.84

81.1

63.4

70.65

1.5

1.25

50.72

0.00

81.1

63.4

70.65

1.5

1.25

50.72

2.37

81.1

63.4

70.65

1.5

1.25

50.72

Horizont al ULS 1

0.00

81.1

63.4

70.65

1.5

1.25

50.72

Horizont al ULS 1

0.00

81.1

63.4

70.65

1.5

1.25

50.72

Seismic ULS 1 exey+ Seismic ULS 1 exey+ Seismic ULS 1 exey+

Seismic ULS 5 exey+ Seismic ULS 6 exeySeismic ULS 6 exeySeismic ULS 6 exeyHorizont al ULS 1

Seismic ULS 1 exey+

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Failure mode Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection

Check

0% 7% 28% 28% 0% 0% 46% 44% 46% 43% 0% 5% 0% 0%

Technical Design Calculation Report

Wall 43 Wall 46 Wall 62 Wall 63 Wall 73

Upper level User connection Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket Upper level - 2 hold down shear angle bracket

Horizont al ULS 1

Seismic ULS 5 exey+ Seismic ULS 5 exey+ Horizont al ULS 1

Seismic ULS 5 exey+

TimberTech s.r.l.

0.00

81.1

63.4

70.65

1.5

1.25

50.72

44.90

81.1

63.4

70.65

1.5

1.25

50.72

41.16

81.1

63.4

70.65

1.5

1.25

50.72

0.00

81.1

63.4

70.65

1.5

1.25

50.72

16.19

81.1

63.4

70.65

1.5

1.25

50.72

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Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection Failure of the net crosssection

0% 89% 81% 0% 32%

Technical Design Calculation Report

TimberTech s.r.l.

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 V 2 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). =

where

is the design shear force on the considered wall 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 k t. = Wall name

Length [m]

Wall 1

1.00

Wall 3

3.00

Wall 4

1.00

Wall 6

1.00

Wall 8

0.60

Wall 9

1.50

Wall 11

2.50

Connection name Ground connection hold down shear angle bracket Ground connection hold down shear angle bracket Ground connection hold down shear angle bracket 3 Ground connection hold down shear angle bracket 2 Ground connection hold down shear angle bracket Ground connection hold down shear angle bracket 3 Ground connection hold down shear angle bracket 3

⋅

N of connections

Comb.

Dur.

V2 [kN]

Va [kN]

Vp [kN]

Seismic ULS 1 exey+

Instantaneous

3.44

1.72

0.97

1.67

Seismic ULS 1 exey+

Instantaneous

17.16

2.86

0.97

2.77

Seismic ULS 6 exey-

Instantaneous

12.60

4.20

0.5

2.10

Seismic ULS 5 exey+

Instantaneous

8.02

4.01

0.97

3.89

Seismic ULS 1 exey+

Instantaneous

1.28

0.97

1.24

Seismic ULS 6 exey-

Instantaneous

15.36

3.07

0.5

1.54

Seismic ULS 6 exey-

Instantaneous

27.23

3.40

0.5

1.70

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Technical Design Calculation Report

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

Wall 71

2.50

Wall 72

3.06

Wall 72

3.14

Wall3

2.80

Ground connection hold down shear angle bracket 3 Ground connection hold down shear angle bracket Ground connection hold down shear angle bracket Ground connection hold down shear angle bracket Ground connection hold down shear angle bracket Ground connection hold down shear angle bracket 2 Ground connection hold down shear angle bracket 4 Ground connection hold down shear angle bracket 2 Ground connection hold down shear angle bracket 2 Ground connection hold down shear angle bracket Ground connection hold down shear angle bracket Ground connection hold down shear angle bracket Ground connection hold down shear angle bracket 2

TimberTech s.r.l.

Seismic ULS 6 exey-

Instantaneous

15.36

3.07

0.5

1.54

Seismic ULS 1 exey+

Instantaneous

17.16

2.86

0.97

2.77

Seismic ULS 2 ex+ ey+

Instantaneous

11.02

2.76

0.97

2.67

Seismic ULS 2 ex+ ey+

Instantaneous

48.36

3.22

0.97

3.13

Seismic ULS 2 ex+ ey+

Instantaneous

11.02

2.76

0.97

2.67

Seismic ULS 5 exey+

Instantaneous

30.29

7.57

0.97

7.34

Seismic ULS 6 exey-

Instantaneous

34.08

6.82

Seismic ULS 1 exey+

Instantaneous

10.17

3.39

0.97

3.29

Seismic ULS 1 exey+

Instantaneous

10.17

3.39

0.97

3.29

Seismic ULS 1 exey+

Instantaneous

10.06

2.01

0.97

1.95

Seismic ULS 1 exey+

Instantaneous

14.68

2.45

0.97

2.37

Seismic ULS 1 exey+

Instantaneous

15.40

2.57

0.97

2.49

Seismic ULS 5 exey+

Instantaneous

31.89

6.38

0.97

6.19

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

where

, ,

â&#x2039;&#x2026; 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 R

, ,

â&#x2039;&#x2026;

where

R , 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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Technical Design Calculation Report

TimberTech s.r.l.

Anchor bearing capacity The design value of the shear strength of the anchor is evaluated as ,

where

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

, ,

is the partial safety factor, assumed as reported in the documents ETA-09/0078 e ETA07/0067

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

Comb.:

More severe combination of load

Va,Ed:

Shear force

kmod:

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

γM:

Partial safety factor

Wall name

Wall 1

Wall 3

Wall 4

Wall 6

Wall 8

Comb.

Va,Ed [kN]

Ra,k [kN]

kmod

γM

Ra,d [kN]

Check – angle bracket s

Vp [kN]

Rp,k [kN]

γMs,V

Rp,d [kN]

Check anchor

Seismic ULS 1 exey+

1.72

22.1

1.5

14.73

12%

1.67

1.25

16.8

10%

Seismic ULS 1 exey+

2.86

22.1

1.5

14.73

19%

2.77

1.25

16.8

17%

Seismic ULS 6 exey-

4.20

8.94

1.5

5.96

70%

2.10

1.25

18%

Seismic ULS 5 exey+

4.01

22.1

1.5

14.73

27%

3.89

1.8

16.67

23%

Seismic ULS 1 exey+

1.28

22.1

1.5

14.73

1.24

1.25

16.8

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Technical Design Calculation Report

Wall 9

Wall 11

Wall 13

Wall 14

Wall 15

Wall 20

Wall 21

Wall 54

Wall 61

Wall 66

Wall 67

Wall 71

Wall 72

Ground connecti on - hold down shear angle bracket 3 Ground connecti on - hold down shear angle bracket 3 Ground connecti on - hold down shear angle bracket 3 Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket 2 Ground connecti on - hold down shear angle bracket 4 Ground connecti on - hold down shear angle bracket 2 Ground connecti on - hold down shear angle bracket 2 Ground connecti on - hold down shear angle bracket Ground connecti on - hold down shear angle bracket Ground connecti on - hold down -

TimberTech s.r.l.

Seismic ULS 6 exey-

3.07

8.94

1.5

5.96

52%

1.54

1.25

13%

Seismic ULS 6 exey-

3.40

8.94

1.5

5.96

57%

1.70

1.25

14%

Seismic ULS 6 exey-

3.07

8.94

1.5

5.96

52%

1.54

1.25

13%

Seismic ULS 1 exey+

2.86

22.1

1.5

14.73

19%

2.77

1.25

16.8

17%

Seismic ULS 2 ex+ ey+

2.76

22.1

1.5

14.73

19%

2.67

1.25

16.8

16%

Seismic ULS 2 ex+ ey+

3.22

22.1

1.5

14.73

22%

3.13

1.25

16.8

19%

Seismic ULS 2 ex+ ey+

2.76

22.1

1.5

14.73

19%

2.67

1.25

16.8

16%

Seismic ULS 5 exey+

7.57

22.1

1.5

14.73

51%

7.34

1.8

16.67

44%

Seismic ULS 6 exey-

6.82

30.3

1.5

20.2

34%

6.82

37.9

1.5

25.27

27%

Seismic ULS 1 exey+

3.39

22.1

1.5

14.73

23%

3.29

1.8

16.67

20%

Seismic ULS 1 exey+

3.39

22.1

1.5

14.73

23%

3.29

1.8

16.67

20%

Seismic ULS 1 exey+

2.01

22.1

1.5

14.73

14%

1.95

1.25

16.8

12%

Seismic ULS 1 exey+

2.45

22.1

1.5

14.73

17%

2.37

1.25

16.8

14%

Seismic ULS 1 exey+

2.57

22.1

1.5

14.73

17%

2.49

1.25

16.8

15%

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Technical Design Calculation Report

TimberTech s.r.l.

shear angle bracket

Wall3

Ground connecti on - hold down shear angle bracket 2

Seismic ULS 5 exey+

6.38

22.1

1.5

14.73

43%

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6.19

1.8

16.67

37%

Technical Design Calculation Report

TimberTech s.r.l.

Angle brackets â&#x20AC;&#x201C; timber to timber shear connections The design resistance Rd of an angle bracket is determined as the resistance of the following failure mode: â&#x20AC;˘

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

where

is the design shear force on the considered wall is the number of shear connections present in the wall Wall name

Length [m]

Connection name

N of connections

Comb.

Dur.

V2 [kN]

Va [kN]

Wall 22

1.00

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

Instantaneous

4.14

2.07

Wall 23

1.99

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

Instantaneous

14.44

4.81

Wall 25

1.47

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

Instantaneous

7.50

3.75

Wall 26

1.47

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

Instantaneous

7.37

3.68

Wall 27

3.14

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

Instantaneous

8.73

1.45

Wall 29

3.06

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

Instantaneous

8.32

1.39

Wall 31

1.00

Upper level - 2 hold down - shear angle bracket

Seismic ULS 5 exey+

Instantaneous

9.60

4.80

Wall 33

1.50

Upper level - 2 hold down - shear angle bracket

Seismic ULS 6 exey-

Instantaneous

11.81

3.94

Wall 34

2.50

Upper level - 2 hold down - shear angle bracket

Seismic ULS 6 exey-

Instantaneous

17.26

3.45

Wall 35

1.50

Upper level - 2 hold down - shear angle bracket

Seismic ULS 6 exey-

Instantaneous

11.53

3.84

Wall 36

2.50

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

Instantaneous

5.73

1.15

Wall 38

1.99

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

Instantaneous

14.44

4.81

Wall 39

0.51

Upper level - User connection

Seismic ULS 1 exey+

Instantaneous

1.10

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Technical Design Calculation Report

TimberTech s.r.l.

Wall 42

7.80

Upper level - 2 hold down - shear angle bracket

Seismic ULS 2 ex+ ey+

Instantaneous

50.77

3.38

Wall 43

2.40

Upper level - User connection

Seismic ULS 2 ex+ ey+

Instantaneous

6.14

1.53

Wall 46

1.50

Upper level - 2 hold down - shear angle bracket

Seismic ULS 5 exey+

Instantaneous

21.03

7.01

Wall 62

2.80

Upper level - 2 hold down - shear angle bracket

Seismic ULS 5 exey+

Instantaneous

35.89

7.18

Wall 63

2.40

Upper level - 2 hold down - shear angle bracket

Seismic ULS 2 ex+ ey+

Instantaneous

7.11

1.78

Wall 73

1.00

Upper level - 2 hold down - shear angle bracket

Seismic ULS 5 exey+

Instantaneous

7.37

3.68

Angle bracket bearing capacity The design value of the shear strength of the anchor is evaluated as ,

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 R

, ,

⋅

where

R , 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 is the modification factor taking into account the effect of the duration of load and moisture content is the partial factor for connections

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: ≤

Connection name:

Name of the connection in which the angle bracket is used

Comb.:

More severe combination of load

Va,Ed:

Design value of the force acting on the single angular is the modification factor taking into account the effect of the duration of load and moisture content is the partial factor for connections

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Technical Design Calculation Report

TimberTech s.r.l.

Wall name

Connection name

Comb.

Va,Ed [kN]

Ra,k [kN]

kmod

ÎłM

Ra,d [kN]

Check

Wall 22

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

2.07

37.9

1.5

25.27

Wall 23

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

4.81

37.9

1.5

25.27

19%

Wall 25

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

3.75

37.9

1.5

25.27

15%

Wall 26

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

3.68

37.9

1.5

25.27

15%

Wall 27

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

1.45

37.9

1.5

25.27

Wall 29

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

1.39

37.9

1.5

25.27

Wall 31

Upper level - 2 hold down - shear angle bracket

Seismic ULS 5 exey+

4.80

37.9

1.5

25.27

19%

Wall 33

Upper level - 2 hold down - shear angle bracket

Seismic ULS 6 exey-

3.94

37.9

1.5

25.27

16%

Wall 34

Upper level - 2 hold down - shear angle bracket

Seismic ULS 6 exey-

3.45

37.9

1.5

25.27

14%

Wall 35

Upper level - 2 hold down - shear angle bracket

Seismic ULS 6 exey-

3.84

37.9

1.5

25.27

15%

Wall 36

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

1.15

37.9

1.5

25.27

Wall 38

Upper level - 2 hold down - shear angle bracket

Seismic ULS 1 exey+

4.81

37.9

1.5

25.27

19%

Wall 39

Upper level - User connection

Seismic ULS 1 exey+

1.10

1.5

6.67

16%

Wall 42

Upper level - 2 hold down - shear angle bracket

Seismic ULS 2 ex+ ey+

3.38

37.9

1.5

25.27

13%

Wall 43

Upper level - User connection

Seismic ULS 2 ex+ ey+

1.53

1.5

6.67

23%

Wall 46

Upper level - 2 hold down - shear angle bracket

Seismic ULS 5 exey+

7.01

37.9

1.5

25.27

28%

Wall 62

Upper level - 2 hold down - shear angle bracket

Seismic ULS 5 exey+

7.18

37.9

1.5

25.27

28%

Wall 63

Upper level - 2 hold down - shear angle bracket

Seismic ULS 2 ex+ ey+

1.78

37.9

1.5

25.27

Wall 73

Upper level - 2 hold down - shear angle bracket

Seismic ULS 5 exey+

3.68

37.9

1.5

25.27

15%

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Technical Design Calculation Report

TimberTech s.r.l.

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. <

where

= 0.005 ⋅ ℎ

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

Storey height

Comb.:

More severe combination of load

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 exey+

2.87

16.00

18%

Wall 3

3.2

Seismic SLS 1 exey+

2.87

16.00

18%

Wall 4

3.2

Seismic SLS 6 exey-

3.97

16.00

25%

Wall 6

3.2

Seismic SLS 5 exey+

4.26

16.00

27%

Wall 8

3.2

Seismic SLS 1 exey+

2.87

16.00

18%

Wall 9

3.2

Seismic SLS 6 exey-

4.22

16.00

26%

Wall 11

3.2

Seismic SLS 6 exey-

4.22

16.00

26%

www.timbertech.it

Technical Design Calculation Report

TimberTech s.r.l.

Wall 13

3.2

Seismic SLS 6 exey-

4.22

16.00

26%

Wall 14

3.2

Seismic SLS 1 exey+

2.87

16.00

18%

Wall 15

3.2

Seismic SLS 2 ex+ ey+

2.31

16.00

14%

Wall 20

3.2

Seismic SLS 2 ex+ ey+

2.31

16.00

14%

Wall 21

3.2

Seismic SLS 2 ex+ ey+

2.31

16.00

14%

Wall 22

2.8

Seismic SLS 1 exey+

3.27

14.00

23%

Wall 23

2.8

Seismic SLS 1 exey+

3.27

14.00

23%

Wall 25

3.12

Seismic SLS 1 exey+

3.60

15.61

23%

Wall 26

3.15

Seismic SLS 1 exey+

3.60

15.77

23%

Wall 27

4.5

Seismic SLS 1 exey+

1.93

22.50

Wall 29

4.5

Seismic SLS 1 exey+

1.93

22.50

Wall 31

2.8

Seismic SLS 5 exey+

7.58

14.00

54%

Wall 33

3.08

Seismic SLS 6 exey-

5.20

15.43

34%

Wall 34

4.23

Seismic SLS 6 exey-

5.20

21.17

25%

Wall 35

3.12

Seismic SLS 6 exey-

5.20

15.64

33%

Wall 36

4.5

Seismic SLS 1 exey+

1.93

22.50

Wall 38

2.8

Seismic SLS 1 exey+

3.27

14.00

23%

Wall 39

2.8

Seismic SLS 1 exey+

3.27

14.00

23%

Wall 42

2.8

Seismic SLS 2 ex+ ey+

1.14

14.00

Wall 43

2.8

Seismic SLS 2 ex+ ey+

1.14

14.00

Wall 46

3.12

Seismic SLS 5 exey+

9.49

15.64

61%

Wall 54

3.2

Seismic SLS 5 exey+

4.86

16.00

30%

Wall 61

3.2

Seismic SLS 6 exey-

3.97

16.00

25%

Wall 62

3.33

Seismic SLS 5 exey+

5.82

16.66

35%

Wall 63

2.8

Seismic SLS 2 ex+ ey+

1.14

14.00

www.timbertech.it

Technical Design Calculation Report

TimberTech s.r.l.

Wall 66

3.2

Seismic SLS 1 exey+

2.99

16.00

19%

Wall 67

3.2

Seismic SLS 1 exey+

2.99

16.00

19%

Wall 71

3.2

Seismic SLS 1 exey+

2.37

16.00

15%

Wall 72

3.2

Seismic SLS 1 exey+

2.37

16.00

15%

Wall 72

3.2

Seismic SLS 1 exey+

2.37

16.00

15%

Wall 73

2.8

Seismic SLS 5 exey+

5.82

14.00

42%

Wall3

3.2

Seismic SLS 5 exey+

4.86

16.00

30%