SARA STEFANINI ARCHITECT SELECTED WORKS PORTFOLIO
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HI, MY NAME IS SARA STEFANINI AND I’M AN ARCHITECT.
+39 329 0815047
stefaninisara90@gmial.com
https://www.linkedin.com/in/sara-stefanini-7a016352/
INDEX Phd Research Project
The architectural heritage at risk of disappearing
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due to loss of knowledge and environmental aggression in Maghreb cultures. Assessment of the vulnerabilities and seismic risk of Fes medina, Morocco San Francisco’s Church in Santiago (Chile).
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400 years of resistance against earthquakes. Analysis and assumptions of consolidation
Integrated reuse of the former Caserma Gonzaga 14 Social-housing, co-housing, co-working, social center and parking
A Pavilion for Parco del Neto
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Modexpo MMXX
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Pavilion for Alexander Mqueen
Abstract The research project intend to develop a methodology for the conservation of the architectural heritage in Maghreb countries, threatened by both natural (in particular seismic events) and anthropic attacks (loss of knowledge and uncritical affirmation of technological cultures incompatible with the previous ones). The field of application of the study was the Medina of Fes in Morocco. The theme of preservation of cultural heritage is investigated following a multidisciplinary approach in which the technical aspects have been addressed by seeking comparison with socio-cultural aspects. In order to gain an in-depth knowledge of the systems and construction types, the living and constructive culture in northern Morocco has been studied, especially to Fes region, paying attention on the main buildings critical issues and on the techniques that can be associated with the “rule of the art�, including those devices that seem to play a role in contrasting the seismic action. Also, for the same purpose, a survey campaign was carried out on traditional masonry as representative of recurrent types, trying to associate a structural assessment with them and verify their mechanical properties. The obtained results allowed to support the subsequent analysis phase related to the evaluation of seismic vulnerability, a subject that has not been sufficiently studied in the Maghreb area yet. A methodology is then proposed for assessing the seismic vulnerability that is calibrated on the specific characteristics of historical settlements (essentially consisting of patio buildings in aggregate) that can be extended and replicated in other similar contexts. The proposed method is based on the II level GNDT Vulnerability Index and allowed the realization of vulnerability curves, fragility curves, damage scenarios for different seismic intensities and loss scenarios. The results of the vulnerability assessment are also presented through their spatial distribution in the form of maps created in the GIS environment. Finally, the proposed methodology was applied again to the case study imagining to perform a consolidation of the buildings through coherent and mechanically compatible interventions.
PhD Research Project The architectural heritage at risk of disappearing due to loss of knowledge and environmental aggression in Maghreb cultures. Assessment of the vulnerabilities and seismic risk of Fes medina, Morocco. Advisors: Luisa Rovero, Ugo Tonietti Reviewer: Antonio Borri, Antonio Formisano
Building 23
Building 21
Building 21
Building 22
Building 31
Building 30 Building 31
Building 29
4
5
6
Traditional Solutions and Critical Issues
State of the Art Codice ISTAT Provincia
1
|__|__|__| Classi
PARAMETRI
3
Codice ISTAT Comune
Qual. Inf.
TIPO ED ORGANIZZAZIONE DEL SISTEMA RESISTENTE (S.R.)
11
|__|
22
|__|
QUALITÀ DEL S.R.
12
|__|
23
|__|
3
RESISTENZA CONVENZIONALE
13
|__|
24
|__|__|__|
Roccia 14
|__|
25
|__|
15
|__|
26
|__|
Fondazioni:
56
__________ __________
C=
_________________________
a0τ k qN 1+ qN 1,5 a0 τk (1 + γ )
16
|__|
27
|__|
CONFIGURAZIONE IN ELEVAZIONE
17
|__|
28
|__|
Rapporto percentuale T/H
Dmax MURATURE
18
|__|
29
|__|
Rapporto massimo l/s
1
84
85
Catene in copertura
Si
86
9
COPERTURA
19
|__|
30
|__|
10
ELEM. NON STRUTT.
20
|__|
31
|__|
(Vedi manuale)
11
STATO DI FATTO
21
|__|
32
|__|
(Vedi manuale)
Carico perman. coper. pc (t/mq)
87
Lungh. appoggio coper. ls (m)
90
Perimetro copertura l (m)
93
a b
a b b a
a b
β1=a/l
β 2=b/l
l
Parametro 7. Configurazione in elevazione
1 2
T
3
79
1 82
Si
T
H
H
4
|__|__| . |__|__| .
b
b
Parametro 9. Copertura
|__|__|.
|__|__|__|. 77
Si
∅ poco sp.
Cordoli in copertura
l
No 2 63
70
74
Percentuale superficie porticata Piano terra porticato
Copert. non sp.
64
66
Rapporto percentuale β 1 = a/l Rapporto percentuale β 2 = b/l % aumento (+) o diminuzione(-) di massa
l
No 4 No 6
. |__|__|__|
Orizzontam. deformabili e ben collegati Orizzontam. rigidi e mal collegati Orizzontam. deformabili e mal collegati % Orizzontam. rigidi e ben collegati
CONFIGURAZIONE PLANIMETRICA
7
8
a
No 2
3 5
59
Si
Orizzontamenti rigidi e ben collegati ORIZZONTAMENTI
_________ _________ _________
A (mq) A (mq)
q= (Ax + Ay) h pm / At + ps
|__|__|.
1
Si
Terr. sciolto non sping Fond. Si Terr. sciolto spingente Fond. Si
Piani sfalsati
6
τx (t/mq) _________
_____________________ _____________________ Minimo tra Ax ed A y Massimo tra Ax ed Ay
Coeff. a0 =A/ At ______ Coeff. γ = B/A _____
α= C/0,4 _________ Parametro 6. Configurazione planimetrica
Differen. max di quota ∆h (m)
5
|__|__|__|__|__|
_____________________
5
|__|
35 |__|__| |__|__|__|__|. 41 |__|__|__|. 44 |__|__|__|. 47 |__|__|__|. 50 |__|__| . 52 |__|__| . 54 . |__|__|
Peso specifico pareti pm (t/mc)
Carico permanente solai ps (t/mq)
Pendenza percentuale del terreno POSIZIONE EDIFICIO E FONDAZIONE
4
7
_____________________
4
34
τx (t/mq)
Tipologia strutture verticali
3
(Clas. C)
37
Area Ax (mq) Area Ay (mq) Alt. media interpiano h (m)
SCHEMI – RICHIAMI
2
(Clas. A) (Clas. B)
Buoni ammorsam. fra muri
Senza cordoli cattivi ammors. (Clas. D)
(vedi manuale) Numero di piani N
Parametro 3. Resistenza convenzionale
1
33
(Clas. A)
Norme riparazioni Cordoli e catene tutti i livelli
Area totale coperta At (mq)
|__|
Scheda N°
ELEMENTI DI VALUTAZIONE Norme nuove costruzioni
1
Experimental Tests
GN DT
G.N.D.T. – SCHEDA DI VULNERABILITÀ DI 2° LIVELLO (MURATURA)
2
Analysis on Materials
|__|__|.
h
l/h > 20
|__|__|. No 2
Coperture spingenti (tipologia M)
|__|__|.
1
sp. 2
1
No
2
1
No
2
l/h < 20 h
Coperture poco spingenti (tipologia N)
|__|__|__| . |__|__|__|. |__|__|__|. Coperture non spingenti (tipologia O)
The Proposed Method
Modification of the Form
Calculation of Iv
Data Base
SCHEDA PER IL CALCOLO DELL'INDICE DI VULNERABILITÀ 2° LIVELLO - MURATURA Informazioni generali Compilatore : ______________________________________ N° Edificio: __________________________________________________ Parametri Classi e Punteggi Qual. Info Sezione 1 - Sistema Resistente
A
E
M
B
A
1.1
E
M
B
A
1.2
Qualità del sistema resistente
A
1.3
Numero di piani
Tipo di sistema resistente
M
B
M
B
A
1.4
Snellezza massima
E
M
B
A
1.5
Distanza massima tra le pareti
E
M
B
A
2.1
Diaframmi orizzontali
B 5
0
E E
A 0
B
C
D
25
50
C
D
5
25
50
A
B
C
D
0
15
25
50
A
B
C
D
0
5
25
50
A
B
C
D
0
5
25
50
C
D
Pi
Cvi x Pi
0,75 1,2 1,2 1,5 1,5
Sezione 2 - Solai e Sistema di copertura
E
M
A 0
B
A
B
A
3.1
Posizione dell'edificio e fondazioni
A
3.2
Avancorpi
A
3.3
Configurazione planimetrica
3.4
Superficie porticata
3.5
Area delle aperture e loro allineamenti
2.2
Copertura
B 5
A
B
0
15
25
50
C
D
25
50
0,75 0,75
Sezione 3 - Irregolarità E E
M M
B
E
M
B
E
M
B
A
E
M
B
A
E
M
B
A
3.6
Presenza di piani sfalzati
E
M
B
A
3.7
Torrette
E
M
B
E
M
B
A
B
0
15
25
50
A
B
C
C
D
D
0
5
25
50
A
B
C
D
0
5
25
50
A
B
C
D
0
5
A
B
25
50
C
D
0
5
25
50
A
B
C
D
0
15
25
45
A
B
C
D
0
5
25
50
1,2 1 1,5 1,2 0,75 0,75 1,5
Sezione 4 - Interazioni all'interno dell'aggregato
E
M
B
A A A
4.1 4.2 4.3
A
Interazione altimetrica
Discontinuità tipologica e strutturale
B
C
D
15
45
A
B
C
D
-45
-25
-15
0
A
B
C
D
0
10
-20
Interazione planimetrica
-10
0
45
1 1,5 1,2
Sezione 5 - Stato di conservazione e altri elementi E
M
B
A
A
5.1
E
M
B
A
5.2
Interventi e modifiche all'impianto originario
E
M
B
A
5.3
Stato generale di conservazione
Elementi non strutturali
∑Cvi x Pi = Iv*
B
C
D
0
5
20
45
A
B
C
D
0
25
50
B
C
D
25
50
-10
A 0
5
0,25 1,5 1,5
0 ≤ Iv* ≤ 100
Collection and organization of information about buildings
Calculation of the parameters and the Vulnerability Index
Validation of the methodology
Calculation of μD
“It’s a pity that there are few Maalem. Yeah, yeah... We began, like in all the world, to lose the artisan. Yes. Now the big problem that we have, in the past to get Maalem in the artisan you need time like you study in this school. You need the time to study artisan. But now it’s forbidden to engage young people in the... (...) If they don’t create parallel program in the schools we will lose al lot of... And we lose in the past lot of artisan in Fes.” (A, 50 years old, “the owner of the Riad”)
Curva di Vulnerabilità 5
Grado di danno medio, μd
4
3
Iv-2σIv Iv-1σIv
2
Iv medio Iv+1σIv
1
Iv+2σIv 0
5
6
7
8
9
10
11
12
Intensità, I EMS-98
Comparison between the GNDT II method and the macroseismic methodology
Estimation of Damage and Fragility Curves
Calculation of the Mean Damage Grade
Loss Assessment
I = VIII 0
0,5
1
1,5
2
2,5
3,5
4
4,5
5
1
1
0,9
0,9
0,8
0,8
0,7
0,7
0,6
0,6
0,5
0,5
0,4
0,4
0,3
0,3
0,2
0,2
0,1
0,1
0
0
1
2
“This is our legacy. I won’t, I would never let my father sell this house. Even though it look old, bad, you know like ruin, with some restoration and some works it would be... [...] [the old medina] it goes with the people of the city, it’s doesn’t work with someone else, so...” (Y, 34 years old, “the philosopher teacher”)
Estimative of collapsed buildings 3
0,9
3
4
0
5
0,8 0,7
P(collapse)
1
Damage Scenarios and Spatial Analysis
0,6
Iv = 22,01
0,5
Iv = 29,76 Iv = 37,51
0,4
Iv = 45,25
0,3
Iv = 53,00
0,2 0,1 0
5
6
7
8
9
10
11
12
11
12
EMS-98 Intensity
Curve di Fragilità 1 0,9
Estimative of unusable buildings
0,8
1 0,9
0,7
0,8 0,7
0,5
P(unusable)
Pk
0,6
D1
0,4
D2 D3
0,3
D4
0,2
Iv-2σIv Iv-1σIv Iv medio
0,4
Iv+1σIv
0,3
D5
Iv+2σIv
0,2
0,1 0
0,6 0,5
0,1
5
6
7
8
9
10
11
12
EMS-98 Intensity
Calculation of the damage distribution and fragility curves for different seismic intensity
0
5
6
7
8
9
10
EMS-98 Intensity
Probabilistic calculation: collapse, unusable buildings, deaths, injuries, homelessness
Use of maps for the management and the analysis of results
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The thesis’ offprint is published by Didapress: scan the QR code to read it!
San Francisco’s Church in Santiago (Chile).
400 years of resistance against earthquakes. Analysis and assumptions of consolidation Publication dignity attributed “For having been able to combine historical investigation, constructive analysis and structural evaluation in a coherent and cohesive narrative, capable of justifying and consequently making interesting design choices”.
Abstract San Francisco’s church (XVII century) has become over time one of the symbols of the city, being the oldest monumental building in Santiago and the nation, and in 1951 it was declared a National Monument. Despite several disastrous earthquakes that affected Chile in the last 400 years, San Francisco has only reported local collapses, demonstrating the existence of a considerable seismic resistance: it was the only building to survive the earthquake of 1647, with a magnitude of 8.5, the strongest of the colonial era and has endured earthquakes of 1730 and 1751 (with a magnitude of 8.7 and 8.5 respectively), which have produced significant damage in the city. Even recently the church has endured the Maule earthquake of 2010 (magnitude 8.8) and the Illapel earthquake of 2015 (magnitude 8.3). The work, after proposing a framework of issues relating to territorial and historical context, concepts of seismic and seismic activity that characterizes the basin of Santiago, offers a historical, constructive and structural analysis of the San Francisco’s church. The work shows the basic stages of the church’s construction, then proceed to the description of its current state. Later it analyzes the local mechanisms of damage to which the church is vulnerable. Finally, after reflecting on the results of the different analyzes and expressing a diagnostic judgment, some assumptions for possible interventions of consolidation are presented.
San Francisco Church, Santiago, Chile, Vertical Churches series, 03.07.2015, ph: Richard Silver © All rights reserved http://www.richardsilverphoto.com/
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1618
1700
1758
1865
2016
9
Stone
Brick
Adobe
Wood
Reinforced Concrete
10
Most damaged walls due to earthquake out-of-plane action.
Most damaged walls due to earthquake in-plane action.
Lesser damaged walls due to earthquake out-of-plane action.
Lesser damaged walls due to earthquake in-plane action.
The first critical issue concerns the alarming weakness of the church towards earthquake transversal action.
The second issue concerns the churchâ&#x20AC;&#x2122;s vulnerability towards the mechanisms linked to the first mode of damage. 11
The last issue concerns the reinforced concrete reinforcement carried out in 1985.
BULGING due to the hammering action of the transverse walls
OVERTURNING OF THE NORTH TRANSEPT due to the lack of connection with the longitudinal walls
GABLE OVERTURNING due to the inadequate connection between roof structure and masonry wall of the upper part of façade
THRUSTING ROOF
LOOSEN LANTERN’S CHAINS AND WITHOUT BOLTED END-PLATE
OVERTURNING OF THE SOUTH TRANSEPT due to the lack of connection with the longitudinal walls
GABLE OVERTURNING due to the inadequate connection between roof structure and masonry wall of the upper part of façade and maked worse by the thrusting roof HAMMERING OF TRANSVERSAL WALLS due to the lack of connection between longitudinal walls and tranversal walls
DAMAGES OF ARCHES maked worse by the reinforced concrete
REINFORCED CONCRETE ARCHES not coherent with the masonry OVERTURNING OF ADOBE BUTTRESSES due to the longitudinal action of the earthquake
Critical issues and damage mechanisms 12
CONFINEMENT WITH STEEL MATERIALS AND ARTIFICIAL HEADERS in order to connect the walls and to restrain the bulging
RESTORING LANTERN CHAINS
“U” ELEMENT to ensure the connection of the gable with the longitudinal walls (transition from the first damage mode to second damage mode)
CONSTRUCTION OF THE MISSING BUTTRESS and reconstruction of collapsed buttresses
“U” ELEMENT to guarantee the connection of the facade with the longitudinal walls (passage from the first damage mode to second damage mode); the element also allows to retain the thrust of the roof
COUPLED TIE-RODS WITH ANCHOR PLATES in order to hold the overturning of the transects COMPOSITE MATERIAL BAND in order to prevent the detachment of the arches GROUND ANCHORS to anchor the concrete reinforcement and to limit its movement
JACKETING OF MASONRY WITH CFRP OR INORGANIC MATRIX to prevent the overturning of adobe walls and ensure their function as buttresses, connecting them with the longitudinal walls
Proposals for structural consolidation 13
The renovation project of the former military area includes various zoning uses aimed at the neighbourhood community. Particular attention was paid to the analysis of the area from an environmental, technological-structural and plant engineering point of view. The climatic analysis, the shading analysis (Ecotect), the lighting analysis (Velux), control of the transmittance of the structures (McImpianti) and the study of ventilation were carried out. Here is presented a projectâ&#x20AC;&#x2122;s extract about the housing.
Integrated reuse of the former Caserma Gonzaga
Social-housing, co-housing, co-working, social center and parking
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Projectâ&#x20AC;&#x2122;s Genesis The repetition of the scansion dictated by the Monumental Building in the south is the starting point of the project. In this way, the rational setting of the reference building is maintained. The repetition of the modules is what generates the housing volumes of the Palazzine. The modules also constitute structurally independent blocks that fit inside the completely emptied existing masonry.
15
16
Masterplan
Categories of intervention Reuse / Renovation
The barracksâ&#x20AC;&#x2122; very rigid and rational layout is characterized by a large open space in the center, the parade ground, a space that undoubtedly represents a value to be exploited. In setting up the project masterplan, the large central void is contrasted with the rigor of the buildings thanks to organic lines that generate areas with different textures depending on the vegetation.
Reuse / Restoration
Renovation / Addition
Reuse / Renovation / New building
Demolition
Ex novo Building Zoning use
Parking at level Co-Working Multi-level car park Neighborhood Pool / Social Center Co-Housing Social Housing Neighborhood center Water Tower Public park Energy House Buildings systems
Photovoltaic system
Photovoltaic system and Solar system
Technical Rooms
Natural ventilation
Mechanical Ventilation
Conditioning
Social Housing - A-Aâ&#x20AC;&#x2122; Section
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Energy House
Social Housing
Co-Housing
The various categories of families are the basis for the different types of housing: singles or couples; parents with one child; parents with two children; parents with three children.
The spaces are designed for both autonomy and social inclusion. The users are people or groups in conditions of fragility who are not in emergency situations and for which a recovery is assumed in the short to medium term.
A
Aâ&#x20AC;&#x2122; Social Housing - Ground Floor
Co-Housing - Ground Floor
Lodge T1 Socia Housing - Ground Floor
Gross Usable Surface
90.47 m2
Bathroom Distribution Bedroom Living + Kitchen Outer space
8 m2 10.5 m2 26.6 m2 39.5 m2 21.1 m2
Lodge T2 Social Housing - First Floor
/
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Gross Usable Surface
57.54 m2
Bathroom Distribution Bedroom Living + Kitchen Outer space
8 m2 0 m2 14.4 m2 32.8 m2 25.5 m2
1 - Distribution balcony cladding Micro-perforated Cor-Ten panel (3mm) Wooden beams support structure of the cladding (cross beams 7x20cm uprights 7x7cm)
5 - Ground floor Ceramic flooring (1cm) Radiant floor panels with finishing screed (7cm) Insulation (10cm) Vapor barrier Reinforced concrete slab (10cm) Iglu system (70cm) Lean concrete
2 - Floor of the distribution balcony Wooden boarding (thickness 3.5cm) Anchoring planks for boarding(7.5x9cm) Joists (7.5x10cm)
6 - Internal wall Wood paneling (1.2cm) Stiffening OSB panel (2.5cm) Uprights and cross beams structure (7.5x10cm) with acoustic insulation
3 - Distribution balcony floor Wooden boarding (thickness 3.5cm) C-shaped profiles with perforated core for anchoring the boarding Waterproofing membrane Sloping concrete slab for drainage
7 - Vertical opaque closure (gr. fl.) Plaster (1cm) Existing brick masonry wall (59cm) Vapor barrier 5-layer X-LAM panel (13.7cm) Cavity for systems with insulation (5cm) Internal wooden panels cladding (2.5cm)
4 - Vertical opaque closure (balcony) External coating in wooden panels (2.5cm) Corner supports for anchoring the clading Insulation (4cm) 5-layer X-LAM panel (13.7cm) Cavity for systems with insulation (5cm) Internal wooden panels cladding (2.5cm)
8 - Transparent vertical closure (gr. fl.) Aluminum window with thermal break and double glazing Cor-Ten shutter with “Vicenza-style” opening 9 - Transparent vertical closure (1st fl.) Aluminum window with thermal break and double glazing Cor-Ten shutter with book opening
10 - Vertical opaque closure (1st fl.) External coating in Cor-Ten panels (3mm) Corner supports and corner profiles for anchoring the covering Insulation with protection (4cm) 5-layer X-LAM panel (13.7cm) Cavity for systems with insulation (5cm) IInternal wooden panels cladding (2.5cm) 11 - Northern roof Cor-Ten panel (3mm) Ventilation chamber (10cm) Waterproofing membrane Insulation (9cm) 5-layer X-LAM panel (12.3cm) Cavity for implants (10cm) False ceiling in wood panels (2.5cm) 12 - Southern roof Solar collector “TECU Solar System Oxid” (3.6cm) [In the variant, the collectors are replaced by the “Inventux thin film” photovoltaic panels (4cm)] OSB panel for collector fixing (2cm) Ventilation chamber (6cm) Waterproofing membrane Insulation (9cm) 5-layer X-LAM panel (12.3cm) Cavity for implants (10cm) False ceiling in wood panels (2.5cm) 13 - Ventilated ridge Steel bars structure with perforated core. The structure work also as a support for the water delivery and return pipes of the collectors or the connection cables of the photovoltaic panels.
13 11
12
10
1
9 2
8
3
4
5
19
6
7
The aim of the project is to provide the Parco del Neto with a place for organizing local cultural events in order to favor the use of the area by new users. To this is added the desire to provide a place to rest for the users of the park in order to create a privileged space for relaxing near the small lakes.
A Pavilion for the Parco del Neto
20
Projectâ&#x20AC;&#x2122;s Genesis The idea of the wooden gazebo commonly found in many urban parks joins and overlaps to the idea of the cloister, conceived as a primary place of collective aggregation. The cloister becomes the fulcrum around which the entire architectural composition rotates. The relationship between the exterior and the interior of the building becomes a priority, almost as if the flows of the entire park coagulated in the simple, but effective, spatiality of this small building. 21
The Bamboo Sunshades The pavilionâ&#x20AC;&#x2122;s characterizing element are the bamboo sunshades. These have folding frame that allow to obtain infinite configurations based on the different needs of use and climate protection. On almost all of the pavilionâ&#x20AC;&#x2122;s main body, behind the sunshades there are large glass surfaces in
order to visually connect the internal space with the external one. The total opening of the sunshade elements and of the glass surfaces allows to completely relate the internal space with the external one, de-hierarchizing the main entrance.
B-Bâ&#x20AC;&#x2122; Section
N-E Elevation
22
B
1
1 - Cloister
A’
2 - Refreshment / Exhibition area 3 - Toilet
4
4 - Bar
2
5 - Storage area
B’ 3
5
A
3
23
S-E Elevation
N-W Elevation
S-W Elevation
24
The Structural System
1 - ROOF Insulated sheet Waterproofing membrane Sloping joist XLAM panel Structural beam in laminated wood
The building structural system is a dry system that uses a structural mesh of wooden beams and pillars and x-lam multilayer plywood panels left exposed. This structural system increases the sustainability and the convertibility of the building. 1
2 - VERTICAL CLOSURE Bamboo solar shading on sliding tracks Stained glass window on sliding tracks 3 - GROUND FLOOR Stoneware flooring Adhesive Concrete slab Radiant heating Vapor barrier Insulating Filling substrate with implants Placement IGLU system Mat foundation with reversed beams Lean concrete
2
3
4
4 - OUTDOOR FLOORING External wooden flooring Wooden substructure Gravel with final layer of sand Drainage layer Drainage tube
25
This pavilion is a place for accelerating communication, a machine for events, an entertainment space. It offers an opportunity to stage the dimensions of the interior in architecture using an approach that shortens the perceptive distance between “project” and “object”.
Modexpo MMXX
Pavilion for Alexander Mqueen
26
The Knot The ribbon is a thin strip of flexible material produced and used in the textile industry. It has a structural use: it can hold, close, tie or be simply decorative. The ribbon, so flexible and adaptable to the various sartorial needs, is used as a concept for a pavilion linked to the fashion world. Among the many forms that a ribbon can take, I chose to make a simple knot because it generates spaces comparable to architectural ones. Once the building was modelled following the shape of a knotted ribbon, I closed the openings with glazed elements that recall the weaving.
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2 4
1 3
7
6
8
5
First floor underground
Ground floor
B
A
11
9
1 - Storage Area 2 - Backstairs 3 - Toilet 4 - Permanent exhibition 5 - Bar / Restaurant 6 - Reception 7 - Temporary exhibition 8 - Shop 9 - Private fashion show room 10 - Dressing room / Backstage 11 - Fashion show room 12 - Restricted post fashion show area 13 - Management / Buying and selling area Aâ&#x20AC;&#x2122;
10
Bâ&#x20AC;&#x2122;
First floor plan
12 13
Third floor plan
Second floor plan
28
Interior space The internal space is designed to be fluid and dynamic. The stairs offer the opportunity to show the clothes of the designerâ&#x20AC;&#x2122;s collections, as well as leading to the different floors. The internal organization of the spaces is ruled by increasing access exclusivity as the floors increase. The first floor is entirely dedicated to the fashion show room and the dressing room area. The first is entirely covered by electrochromic glass which allows adequate lighting both day and night.
S-W Elevation
29
A-A’ Section
B-B’ Section
S-E Elevation
30
31