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.