Inside Out - Adaptive Reuse

Students: Pablo Compte, Mathieu Le Roux, Elena Menegon

Master in Architecture Construction City Design Unit “Architectural and Structural Forms”

POLITECNICO DI TORINO | ARCHITECTURE: Construction City | A. Y. 2018-2019 | Design Unit “Architectural and Structural Forms” | Professors: M. Barosio, F. Tondolo, D. Campobenedetto

INSIDE OUT

HISTORY OF PAVILION V

URBAN ANALYSIS

STRUCTURAL ANALYSIS

0 10 20

50

100 m

RICCARDO MORANDI

Grand opening of the lake in Parco del Valentino

Lun go Stur a

18 78

The bridge over river Cerami in Gagliano Castelferrato, Sicily, engineer Riccardo Morandi, 1959

Po D go n Lu

19 37

Construction of Torino Esposizioni by Nervi and Biscaretti di Ruffia

Head and connecting rod detail

ora

Start of the concession to Società Ippica Torinese

19 38

enoa To G

Construction of Palazzo della Moda

by Nervi and Sottsass

l an Mi o T

19 39

Second World War

19 58

Morandi presents the project to the city major Peyron

Railway River Main exhibition centers Pavilion V

Main axis

Tram 16 Tram 9 Metro 1

19 48 01/

Ribs prestressed by cables Inner inclined connecting rods Perimeter wall with tilt of 15’ and with the ribs on the external side opposed the ground thrust

19 58

Authority of Monumenti 03/ del Piemonte deny the authorization

Glazed facade Green space

12/

19 58

End of concession to the Società Ippica Torinese

19 59

The project is approved by 02/ the authority.

Start of the building site

Skylights

19 94 Nowadays the Pavilion is rarely used.

Project for Politecnico

Ceiling of reinforced brick blocks

Transformation into a parking

20 18 Internal view of the structure

Position of the project’s site - Pavilion V

20

50 m

SCHEMES

Longitudinal section

Transversal section A

10

Transversal section B

5

Transversal section C

0

ESPLODED AXONOMETRIC

Politecnico of Turin

Courtyard

Navigator for sections

Partion of spaces

Distribution of light and openings

Accesses

Structure used as reference

Distribution of the classrooms

Common space

Politecnico of Turin

Common space

Main axis

Design Unit classroom Theoretical classroom

Internal garden

Spaces for teachers Great Hall

Architectural shop Laib

Courtyard

Fluxes

Distribution of the common services

Restoration area Laib Architectural shop Laib for phisical models

Theoretical classroom Unit Design classroom

Bar Restaurant/Cantine

Meeting room

Secretary

Tribune Study room

Unit Design classroom

Tridimensional view

ROOF PLANT

0

4

10

20

40 m

LEVEL 0 PLANT

0

2

5

10

20 m

LEVEL -1 PLANT

0

2

5

10

20 m

+ 9,5 m

+0m

- 4,5 m

Longitudinal section

SECTIONS

Short Section magna

0

2

5

10

20 m

INTERNAL VIEWS

3 1

2

4

+0m

- 4,5 m

Transversal section A

+0m

- 4,5 m

Transversal section B

View 1

View 2

View 3

View 4

+ 9,5 m

+0m

- 4,5 m

Transversal section C

0

FOCUS CLASSROOM AT LEVEL 0

1

2

5m

+4m

+0 m

Longitudinal section

Transversal section

Stratigraphy: 1. Plaster - 1,5 cm 2. Acustic insulation - 2 cm 3. Corrugated sheet slab - 10 cm 4. Plaster - 1,5 cm 5. Frame 6. False ceiling 7. System of venetian blinds 8. Glass 9. Floor - 2 cm 10. Filling - 3 cm 11. Insulation - 4 cm 12. Slab with clay elements - 20 cm 13. Plaster - 1,5 cm 14. False ceiling

+0 m

External view of the glazing facade

1 2 3 4 5 6

0

0,2

0,5

1m

7 8

9 10 11 12

Plant of classroom at level 0

The entire system of the classroom is independent and self-supporting. It’s constructed from folded or rolled steel sheet proďŹ les, zinc coated or powder-coated.

Reference: Lindner Life 125

13 14

Technological detail

FOCUS CLASSROOM AT LEVEL -1

0

1

2

5m

B

- 4,5 m

A’

A

0

0,2

0,5

1m

1 2 3 4 5 6 7 8

3D View Room Level -1 Detail Sliding Panels Sliding and Rotating Panels with high acoustic performance, ideal for a classroom.

Reference: DormaHuppe

B’

1 2

Floor Plan

3

Stratigraphy: 1 - Finishing 2 - Filling 3 - Insulation 4 - Slab wirh clay elements 5 - Finishing 6 - Frame 7 - System of venetian blinds 8 - False ceiling 9 - Glazing facade 10 - Finishing 11 - Technical space 12 - Insulation 13 - Waterproofing 14 - Reinforced concrete 15 - Vespaio 16 - Ground

9

4 1- Perforated Composite Surface 2- Acoustic Fleece 3- Acoustic Core 4- Backing Board

+0m

10 11 12

13 14 - 4,5 m

15 16

Section A-A’

Section B-B’

Technological detail

FOCUS GREAT HALL

PAVILION V - STRUCTURAL ANALYSIS

Reinforced Concrete Stairs

Exploded Axonometric

The structural analysis is focused on the new stairs within the courtyard.

To be able to hold the reinforced concrete structure two type of column are used.

With the structural analysis, a slab, beam and column will be studied with the appropiate load combinations.

The exploded axonometric aims to hightlight the structural elements from the foundations to the reinforced concrete beams.

Focus is made on the solution of the courtryard with a steel truss beam to allow such openings in the roof and the introduction of new reinforced concrete stairs.

Table of materials for slab, beam and column Concrete cover: 35 mm Concrete: C25/30 Steel: B450C Exposure class: XC4 Max aggregate: <35 mm Structural class: S3

STRUCTURAL DETAIL OF THE STAIRS

+9 m +7 m

Scale 1:100

0

1

2

5m

Plant

+4,3 m

Scale 1:75

+2,9 m

0 0,5 1

2m

Scale 1:25

0

0,5

1

2m

+1 m 5,1 m

3,0 m

3,6 m

7,6 m

3,3 m

2,5 m

5,5 m

Courtyard The courtyard is created by opening up the roof and keeping intact the original reinforced concrete beams.

As a large opening in the roof is made at possibly the weekest point of the structure, a steel truss is added to reinforced the overall structure.

Two new stairs of reinforced concrete are introcduced to create the main entrance within the courtyard. + 9,3 m

+0m

Section A-A’ Scale 1:75

0 0,5 1

2m

DN

UP

Section B-B’

Section C-C’ Scale 1:25 0

UP

Existing concrete structure Steel Concrete

Steel Supporting frame steel structure

Concrete staris

Independent structure

Concrete columns DN

0,5

1

2m

STRUCTURAL ANALYSIS OF THE SLAB

Calculation of the self weight Gslab C25/30 B450C

Calculations made with the software Nolian All In One

Calculation of G2 Finishing Filling Finishing

1.5 cm 7 cm 4 cm

Thickness 1,5 cm 7 cm 1,5 cm

kN/m3 12,75 12 12,75

Area 360 cm2 640 cm2

kN/m3 25 10

Calculation of G1 16 cm

20 cm

Concrete Light elements

1.5 cm 40 cm

Gslab = 4,30 kN/m2 → 2,15 kN/m

Φ12

A

A

Gk

B’

A’

A’

C’

Loads combination 4 Bending moment SA-A’ = 60,00 kNm SB-B’ = 47,00 kNm Sc-c’ = 69,72 kNm

C

B

Analysis of loads combinations A

B

16.5 cm

As

a

As

0.85 m

A

A

B

Qpeople

Gslab

Bending moment SA-A’ = 2,09 kNm SB-B’ = 1,20 kNm

2.8 m

A’

Loads combination 2

B’

Qpeople

Gslab

Bending moment SA-A’ = 1,01 kNm SB-B’ = 4,67 kNm

C

Qpeople

A’

C’

B

C

0.85 m

Loads combination 7

Loads combination 6

B’

A

B’

B

Qpeople

Gslab

Bending moment SA-A’ = 1,01 kNm SB-B’ = 1,20 kNm

A

B

Qpeople

C

Bending moment SA-A’ = 119,71 kNm SB-B’ = 95,64 kNm Sc-c’ = 107,48 kNm

A

A’

B’

A’

B’

Loads combination 4 A

Loads combination 5

B

Qpeople Gslab

A’

A

Gslab

A’

B’

Loads combination 7 A

A’

Qpeople

Bending moment SA-A’ = 2,09 kNm SB-B’ = 3,58 kNm

Superimposition diagram

B’

STRUCTURAL ANALYSIS OF THE BEAM

Calculation of the reinforcements B = 300 mm H = 300 mm d = 265 mm d2 = 35 mm fcd = 14,17 fyd = 391,3

μsd = 0,024 / μsd = 0,011 in bearing s. ω0 = 0,026 / ω0 = 0,012 in bearing s.

As = 2 Φ12 → T section As’ = 1Φ12 → T section As = 1 Φ12 → Rectangular section As’ = 2Φ12 → Rectangular section Asmin = 107,25 mm2 Asmax = 4000 mm2 Verification of the position of neutral axis = 2,96 cm

Neutral axis depth x = 9,02 cm Icrack = 2701431889 mm4

STRUCTURAL ANALYSIS OF THE COLUMN

C25/30 B450C B = 30 cm H = 30 cm Gbeam = 2,25 kN/m

μsd = 0,328 / μsd = 0,399 in bearing s. ω0 = 0,412 / ω0 = 0,735 in bearing s.

As = 4Φ20 → Rectangular section As’ = 2Φ20 → Rectangular section As = → 3Φ20 Rectangular section in bearing s.

As’ = → 6Φ20 Rectangular section in bearing s.

Asmin = 103,35 mm2 Asmax = 3600 mm2

Ꝺcmax compression = -2,88 MPa Ꝺsmax compression = -12,35 MPa Ꝺsmax tension = 4,59 MPa

Ꝺcmax < Ꝺc = 0,6fck = 15 MPa Ꝺsmax < Ꝺs = 0,8fyk = 360 MPa

Calculations made with the software Nolian All In One Φ16

Calculation of the self weight Gcolumn

26.5 cm 30 cm

Frequent combination

ULS - Ultimate Limit States combination

MA-A’- max = 119,71 kNm MA-A’- min = 59,00 kNm MB-B’+ max = 98,00 kNm MB-B’+ min = 43,60 kNm MC-C’+ max = 118,71 kNm MC-C’+ min = 58,18 kNm

Analysis of the Service Limit States

Calculations made with the software Nolian All In One

Calculation of the self weight Gbeam

C’

B’

B = 500 mm b = 100 mm H = 200 mm d = 165 mm d2 = 35 mm fcd = 14,17 MPa fyd = 391,3 MPa MA-A’- max = 2,09 kNm MA-A’- min = 1,01 kNm MB-B’+ max = 4,67 kNm MB-B’+ min = 0,65 kNm

Bending moment SA-A’ = 2,09 kNm SB-B’ = 0,65 kNm

B’

A’

C’

Calculation of the reinforcements

B

Gslab

B

A’

B’

A’

Gslab

B’

Superimposition diagram

Qpeople

A

Bending moment SA-A’ = 1,01 kNm SB-B’ = 4,13 kNm

Gk

B’

Loads combination 6

B

Qpeople

Bending moment SA-A’ = 2,09 kNm SB-B’ = 4,13 kNm

Bending moment SA-A’ = 117,12 kNm SB-B’ = 92,87 kNm Sc-c’ = 115,48 kNm

Qpeople

Gk

A’

Bending moment SA-A’ = 107,38 kNm SB-B’ = 96,33 kNm Sc-c’ = 118,71 kNm

Gk

C’

Loads combination 3

B

B

b A’

Loads combination 1

C’

Qpeople

Gk

Bending moment SA-A’ = 1,01 kNm SB-B’ = 1,73 kNm

A

10 cm

Φ12

B’

Loads combination 5

2,15*1,3 + 2*1,5 = 5,80 kN/m

Gslab

Φ12

C

B

ULS - Ultimate Limit States combination

As’ 20 cm

Bending moment SA-A’ = 72,33 kNm SB-B’ = 46,00 kNm Sc-c’ = 58,50 kNm

Qpeople

Gk

3.5 cm

16.5 cm

C

B

Qpeople

50 cm

As’

Bending moment SA-A’ = 69,74 kNm SB-B’ = 43,60 kNm Sc-c’ = 66,50 kNm

Loads combination 0

Φ12

50 cm

Structutal class = S3 Environmental class = XC4 Cmin,b = 8 mm Cmin, dur = 25 mm Cnom = Cmin + ∆dev Cnom = 25 mm + 10 mm = 35 mm

Loads combination 3

A

Rectangular section of the slab in bearing section

T section of the slab

20 cm

kN/m2 0,19 G2 = 1,22 KN/m2 0,84 0,19 + kN/m 0,9 G1 = 3,08 KN/m2 0,64

Variable loads Q Qpeople = 4 kN/m2 → 2 kN/m

10 cm

Loads combination 2

Calculation of the concrete cover

C25/30 Gslab + Gbeam + Gcolumn = G = 105,73 kN B450C B = 1000 mm H = 300 mm Variable loads Q 2 L = 7,2 m Qpeople = 4 kN/m2 → 43,68 kN Gcolumn = 54 kN

Qpeople Gk Mb

Vb

Vc

1.95 m

Mc

→

1.95 m

→

100 cm

Φ16

Gbeam+ Gslab = Gk = 11,93 kN/m

ULS - Ultimate Limit States combination

11,93*1,3 + 9*1,5 = 29 kN/m

11,93 + 9 = 20,93 kN/m

SLS - Service Limit States combination

Quasi-permanent combination 105,73*1,3 + 43,68*1,5 = 202,97 kN 11,93 + 9 = 20,93 kN/m

11,93 + 9 = 20,93 kN/m

Rectangular section of beam

2.7 cm 26.5 cm

30 cm

A

Coordinates of the point Nsd, Msd Point 1 (- 214,85 ; 23,76) Point 2 (- 204 ; 2,06) Point 3 (- 238,13 ; 70,32) Point 4 (- 237,5 ; 69,06) Point 5 (- 216,21 ; 26,48) Point 6 (- 204, 64 ; 3,34) Point 7 (- 225,93 ; 45,92) Point 8 (- 226,56 ; 47,18)

5Φ

As’

3.5 cm

0.8 cm

30 cm

As

As

7.2 m

Asmin = 900 mm2 → Assum (8Φ16) > Asmin As’ = 4Φ16 As = 4Φ16 M [kNm]

Zoom detail of beam section

Φ20

As’

d2 = 35 mm fcd = 14,17 fyd = 391,3

Interaction dyagram

Rectangular section of beam in bearing section

Φ20

26.5 cm

B = 300 mm H = 1000 mm d = 265 mm

Characteristic combination

Variable loads Q Qpeople = 4 kN/m2 → 9 kN/m

Calculation of the reinforcements

M [kNm]

30 cm

30 cm

Φ20

Φ20

70

Analysis of loads combinations

N [kN]

Loads combination 0 A

Bending moment SA-A’ = 59,00 kNm SB-B’ = 46,90 kNm Sc-c’ = 58,18 kNm

C

B

a

35

Loads combination 1 A

Qpeople

Gk b

C

B

Gk

Bending moment SA-A’ = 109,97 kNm SB-B’ = 98 kNm Sc-c’ = 110,71 kNm

125 -250

-125 -35

c

-70

A’ 3.6 m

B’ 7.6 m

d

C’ 3,3 m

A’

B’

C’

250 N [kN]

INSIDE OUT Design Unit “Architectural and Structural Forms”

POLITECNICO DI TORINO | ARCHITECTURE: Construction City | A. Y. 2018-2019 | Design Unit “Architectural and Structural Forms” | Professors: M. Barosio, F. Tondolo, D. Campobenedetto

FORM FOLLOWS STRUCTURE? The re-design of the Padiglione V project by Riccardo Morandi – The exhibition hall located in the Valentino Park near Turin’s city centre - improved the student’s awareness of the inextricable relationship between architectural forms and structural elements. The diversity of the re-designed projects based on the adaptive reuse both architectural and structural solutions highlights the pedagogical value of the re-design process.

Through-out the phases, students studied, analysed, explored and designed following the adaptive reuse principles through three locations in Turin, the ExMoi, Lingottino and Padiglione V. The project focused specifically on the relationship between contemporary architectural language and structural value of architecture, considering the structural scheme not only as a constructive issue, but as the fundament of the meaning of architecture.

ADAPTIVE RE-USE OF AN EXHIBITION SPACE For the Architecture and Structural Forms studio of the Construction City Master program, the project site is Padiglione V, located near Torino’s city centre within one of the biggest park in Europe, Parco Valentino.

The exhibition space was built in 1959, underground

by Riccardo Morandi in order to create a large space without disturbing the natural scene of the surroundings.

The building has an interesting reinforced concrete structure similar to what is used for bridges, allowing the engineer Ricardo Morandi to create such a large span.

After the construction of the Padiglione, it was used for the Universal Exhibition of Turin. After the Exhibition the Padiglione hosted different temporary functions.

The brief for our project is the one of Politecnico di Torino with the aim to transform the Padiglione to host the Faculty of Architectrure. Such location would allow the Politecnico di Torino to have all the students and professors in the same area of the city, dramatically reducing the commute of both teachers and students between the different locations spread through-out the city.

Since it is an underground building, the first challenge of this site is to allow enough light to enter the building in order to supply the light educational functions require. To address this issue we open the roof in certain location taking into account the existing structure and the expected roof layout. The interior layout is carefully designed as well to allow maximum light within the volumes. A large opening in the roof is created in order to allow a large amount of light entering and to redefine the main entrance.

The main entrance has been relocated to facilitate access from the city, from Castello del Valentino, from the library of Architecture and the park, as well as to make the faculty visible from street level but also to have one single main entrance where access may be controlled.

The interior layout is 75% faculty of Architecture for the Politecnico di Torino where the classrooms, studios, labs, and other educational facilities are carefully located onto two levels taking into account the existing structure and the need of light for the different functions. The 25% remaining is a common area where a restaurant/bar, a material shop, a printing lab and temporary offices for professors are located onto two levels similar to the layout created for the faculty.

Almost all interior facades are made of curtain glass walls to let the light in when necessary and preserve the impressive perspective the building has to offer.

Finally, the project is not complete without thinking about the roof since it is a surface open to the general public and part of the existing park. The surface of the roof is designed taking into consideration the activities around that one. We extended the walking path into a fitness trail connecting the roof with the park, and left large green areas for people to enjoy and practice outdoor activities.