AA_Environmental and Technical Studies_Final Thesis_03

1

wayring : Birmingham’s Plan for Walk

Yoav Caspi 5th Year 2019-20 Environmental and Technical Studies Diploma 19 Architectural Association School of Architecture

Wayring: Birmingham’s plan for walk is an urban infrastructure designed for walking.

Wayring is a strategy to rediscover Birmingham by establishing an infrastructure through and between derelict buildings. The ETS study focuses on brick removal and brick perforation as a multiple strategy; to in-source material, to conserve derelict building and to reconstruct an urban infrastructure.

table of contents

6

ETS Statement...

7

Structural Principles...

82

Project Statement...

8

Wind Force...

85

Moment of Bending...

92

10

Bedding Stress...

96

RIBA Plan of Work...

11

Brick Weight Reduction...

99

Birmingham’s Plan for Walk...

12

Structural Simulation...

101

Chapters...

13

Refining Structural Simulation...

112

Design Strategy...

116

14

Sun Path and Radiation...

120

Excessive Demolition...

15

Light Angle...

124

The Inner Ring Road...

17

Sun Penetration...

127

Wayring...

20

Wall Analysis Comparison...

132

Observations...

24

South Tower as a Sundial...

137

East Tower as a Cavity...

141

25

Perforated Tower...

143

The Co-op Factory...

26

Perforating as a Strategy...

148

Elevations...

27

Light Qualities...

153

Sections...

30

Conclusions...

156

Plans...

32

Demolition...

35

5. Reconstruction...

157

Survey as Strategy...

38

Reconstruction...

158

Observations...

44

Visual Walking...

163

Building an Arch...

166

0. Introduction: Birmingham’s Plan for Walk...

1. Context: Birmingham’s Built Environment...

2. Survey: The Co-op Factory...

4. Deconstruction...

81

ETS Question...

3. Material: Circular Economy...

45

Structural Analysis...

170

Out-sourcing...

46

Perforated Arch...

176

In-sourcing...

48

Follies...

183

Structural Assessment...

52

Conclusions...

188

Selective Demolition...

55

Brick Removal...

58

Brick Perforations...

62

Scaffolding...

64

Financial Viability...

71

Bibliography...

193

Brick Removal as Strategy...

78

Image Credit...

194

Conclusions...

80

ETS Tutors...

195

ETS Conclusion...

190

Appendix...

192

Appendix II...

197

The Architectural Association...

198

38 Bedford Square...

200

Perforating the AA...

204

Derelict Central Hall, Birmingham

Environmental and Technical Studies Question

How can brick perforation become a conservation and in-sourcing material strategy?

Environmental and Technical Studies statement

The Environmental and Technical Study investigates brick perforation as a multiple purpose strategy. First, through brick removal as a circular economy, selective demolition process able to in-source material. Second, as a deconstruction conservation strategy for derelict buildings. Third, as a visual planning strategy to reconstruct follies along an urban infrastructure designed for walking. Many derelict buildings in Birmingham are on the verge of demolition, brick removal as a selective demolition process can prevent total demolition while in-sourcing bricks on site. The removed bricks become a visual conservation strategy, introducing light and perforation in derelict buildings. Later, the same bricks are used on site to reconstruct follies. The follies are also part of the visual planning strategy framing the existing built environment. Through analysing brick perforation techniques in response to structure, wind and light, the research aims to establish a strategy to introduce an urban infrastructure through and between derelict buildings in Birmingham.

project statement

Wayring: Birmingham’s plan for walk is a strategy for an urban infrastructure through and between derelict buildings. The Inner Ring Road, an infrastructure plan of the 1960’s demonstrated the complicated relationship between Birmingham and the act of walking.

The road generated massive demolition and disabled walking. In comparison, Wayring is an inversion of the Inner Ring Road, it encourages the discovery of a city through walking.

Instead of demolishing, derelict buildings are identified not only as landmarks but as an integral part of the infrastructure. As a prototype, I am looking at a path between two council owned derelict buildings: The Co-op factory and Curzon Street. Although the project outlines a proposal only for its first leg, it is strategy to establish an infrastructure through most of Birmingham’s city centre. Through walking this infrastructure, the urban fabric of Birmingham is celebrated, its materiality, its historic value alongside everyday life environments.

COVID-19

Walking is a precious moment, perhaps more than ever before.

9

0 Introduction:

Birmingham’s Plan for Walk

“Walking is man’s best medicine.”

Hippocrates

Walking is a city’s best medicine.

Birmingham’s Plan for Walk

Introduction

riba plan of work History and Development The RIBA Plan of Work is a document developed by the RIBA to provide a UK model and a guide for building designs and construction processes. Originally launched in 1963, the plan of work has undergone some significant transformations. One of the important transformations was undertaken in 2013, introducing Stage 0, which ensures a building project is the best means of achieving the client requirements, and Stage 7, to acknowledge the life of a building.. In January 2020, the RIBA published an updated plan challenging the building industry in adhering to the environmental crisis.

Learning the RIBA Plan of Work prompt me to develop a plan for walking the city of Birmingham. Birmingham’s Plan for Walk is a strategy that takes great consideration of the environmental crisis. It promotes walking as a medium to appreciate the city as well as reduce carbon emission in comparison to the infamous Inner Ring Road. The design decisions and material in-sourcing is also framed through environmentally conscious decisions.

1964 Plan of Work for Design Team Operations

2007 Outline Plan of Work

2013 RIBA Plan of Work

Google. (2019). RIBA Plan of Work. Available at: https://www.ribaj.com/intelligence/updates-to-the-riba-plan-of-work-2019-dale-sinclair-gary-clark. (Accessed: 16th December 2019).

RIBA. (2019). RIBA Plan of Work. Available at: https://www.designingbuildings.co.uk/wiki/RIBA_plan_of_work. (Accessed: 16th December 2019).

11

2020 RIBA Plan of Work

.0

Birmingham’s Plan for Walk

Introduction

chapters Birmingham’s Plan for Walking

CHAPTER 1: CONTEXT Excessive demolition in Birmingham’s built environment

CHAPTER 2: SURVEY Surveying as a conservation strategy, The Co-op Factory as the main case study

CHAPTER 3: MATERIAL In-sourcing bricks through a process of brick removal

CHAPTER 4: DECONSTRUCTION Deconstructing derelict buildings through structure, light and wind analysis

CHAPTER 5: RECONSTRUCTION Reconstructing insourcing bricks from the derelict buildings supported by structure analysis

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.0

1 Birmingham’s Built Environment:

context

“There is little of real worth in our [Birmingham’s] architecture.”

Chief City Planner, Sir Herbert Manzoni

Demolition of the Central Library of Birmingham

Manzoni, H. J. (1962). Discussion on a paper: The Inner Ring road, Birmingham published in Proceedings. London: Institution of Civil Engineers.

Context

Birmingham’s Built Environment

excessive Demolition Urban Planning Sir Herbert Manzoni, the Central Library of Birmingham (the following page) and the Inner Ring Road (page 17) tell the story of Birmingham’s built environment; A story of excessive demolition.

1960

2020

“Buildings in Birmingham should be constructed to last 15-20 years and then should be pulled down.”

“Birmingham is always under construction.”

Sir Herbert Manzoni City Engineer and Surveyor

The Inner Ring Road, Underpasses & Murals of Birmingham Keith M Jordan

Alice Duckworth Speech Therapist Student

Jordan, K. M. (2006). The Inner Ring Road, Underpasses & Murals of Birmingham. Sutton: Coldfield.

15

Interview with Yoav Caspi

.1

Context

Birmingham’s Built Environment

excessive demolition Central Library of Birmingham The reconstruction of the central library of Birmingham is an epitome of Birmingham’s story. First built in 1865, it was soon destroyed by a fire in 1879. The library was rebuilt in 1882. A century later, in 1974, it was demolished again to facilitate the Inner Ring Road infrastructure. Despite extensive efforts and campaigns from Birmingham’s citizens, the library was demolished again in 2016. The new Central Library of Birmingham called Library of Birmingham opened in 2013 on an adjacent site.

First Library Built

Destroyed by Fire

Library is Rebuilt

Demolished due to the “Inner Ring Road”

Library is Rebuilt

Library is Rebuilt

After Extensive Campaigns The Library is Demolished

1865

1879

1882

1974

1974

2013

2016

16

.1

Context

Birmingham’s Built Environment

the inner ring road Excessive Demolition and Disabling Walking The Inner Ring Road is an another example of Birmingham’s excessive deomolition culture. The road was an infrastructure plan for Birmingham’s city centre during the 1960s. The road’s urban strategy generated extensive demolition. Amongst many other buildings, it was the cause for the first demolition of Birmingham’s original, beautiful, Victorian library. The road is considered one of the classic urban blunders of the 20th century. Considered as ‘engineer plan’ rather than a ‘planner’s plan’, the road gave priority to the needs of traffic rather than pedestrians. In addition to disconnecting the public from its built environment by demolishing it, the road generated greater disconnection by disabling walking in the city. The Inner Ring Road introduced barriers that physically restricted walking in the city. Often, the only way to get to the city centre or through it was through dark and threatening tunnels.

Manzoni, H. J. (1946). Inner Ring Road Photographs, Birmingham Corporation Act. Birmingham.

17

.1

Context

Birmingham’s Built Environment

the inner ring road Excessive Demolition and Disabling Walking

18

.1

Context

Birmingham’s Built Environment

The Inner Ring Road “Birmingham is Always Under Construction” Walking through the city, construction works were still very much present today. “Birmingham is always under construction” - Alice Duckworth (page 15).

Construction in Birmingham 2019-2020 Birmingham Visits

19

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WAYRING Derelict Buildings Wayring

is

an

urban

infrastructural

that

aims

to

celebrate

the

city

of

Birmingham through walking.

Derelict buildings are identified not only as landmarks of this walk but as an integral part of the infrastructure. In Birmingham’s City centre there are 56 derelict buildings.

20

Context

Birmingham’s Built Environment

wayring Prototype Birmingham’s Plan for Walk focuses on the path between and through two derelict buildings. The first leg of the walk is a path between the Co-op Factory and Curzon Street as a prototype to connect most of Birmingham’s City Centre.

Prototype

1.Co-op Factory

Strategy

2. Curzon and Cardigan Streets Junction

21

3. Curzon Street

.1

wayring Birmingham’s Plan for Walk The strategy to refurbish the Co-op Factory is part of a greater ambition to generate Birmingham’s derelict infrastructure.

Wayring is an inversion of the Inner Ring Road, it encourages the discovery of a city through walking.

Context

Birmingham’s Built Environment

wayring Diagram Conclusion

1940 - Birmingham

1960 - Ringway

2010 - Big City Plan

2020 - Clean Air Zone

Performance

Derelict Buildings

Wayring 1.1

Wayring

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.1

Context

Birmingham’s Built Environment

observations Context: Birmingham’s Built Environment

1.

Birmingham’s history showcases a culture of EXCESSIVE DEMOLITION.

2.

Even today, Birmingham is ALWAYS UNDER CONSTRUCTION.

3.

An urban survey of the city centre revealed 56 DERELICT BUILDINGS.

4.

The current city plan refrains from addressing WALKING as a significant act.

5.

The CO-OP FACTORY is identified as a prototypical site of intervention.

6.

Wayring is a STRATEGY for Birmingham’s City Centre.

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2 The Co-op Factory:

survey

“The grade I, Co-op Factory is an exemplar of industrial Victorian architecture.”

Planning Application 2015/07915/PA

South West Elevation Co-op Factory

Survey

The Co-op Factory

the co-op factory Belmont Row, Eastside, Birmingham The Co-op Factory is one of Birmingham’s derelict buildings. It is an exemplar of industrial Victorian architecture and a listed grade I building. It was built in 1899, first as a headquarters of the Eccles rubber and Cycle Company. Later, it accommodated various purposes including the manufacture of linen clothing, pianos and beadsteads. More recently, it was an office for the Co-operative Society from around the 1960’s. It was severely damaged by a fire in 2007. The roof and south eastern end of the façade have subsequently collapsed and left the building is in a state of dereliction.

26

.2

Survey

The Co-op Factory

ELEVATIONS South West Front Elevation

27

.2

Survey

The Co-op Factory

ELEVATIONS East and West Elevations

28

.2

Survey

The Co-op Factory

ELEVATIONS North East Elevation

29

.2

Survey

The Co-op Factory

SECTIONS Long Section

30

.2

Survey

The Co-op Factory

SECTIONS Short Section

31

.2

Survey

The Co-op Factory

PLANS Ground Floor Plan

32

.2

Survey

The Co-op Factory

PLANS First and Second Floor Plan

33

.2

Survey

The Co-op Factory

PLANS Interior Views

2 1. Welcome home

2. Ground floor looking north

1

3

3. Ground floor main entrance

12 4

Ground Floor 4. Looking up the tower

5. First floor looking down the stairs

6. First floor looking up the stairs

7 8

5 6

9 10 11

7. First floor looking north

8. First floor looking north

9. First floor looking north

N

First Floor

10. First floor looking east

11. First floor looking east

12. Please don’t leave

Youtube. (2019). Co-op Factory. Available at: https://www.youtube.com/watch?v=8UdMCThG3B0&lc=z22menlwpmrbjd02facdp43b4lokqbw0r4eh0qq4n21w03c010c.1575138097713053. (Accessed: 19th November 2019).

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Survey

The Co-op Factory

DEMOLITION Approved Scheme Despite being grade-I listed, the scheme for the Co-op Factory proposes its demolition, retaining only its south and east façades. The approved proposal will reconstruct a copy of the factory as it was originally built.

Existing Co-op Factory in a state of dereliction

35

.2

Survey

The Co-op Factory

demolition Approved Scheme

36

.2

Survey

The Co-op Factory

Demolition Conservation Strategies In response to the demolishing of the Co-op Factory, I found it useful to identify my conservation approach amongst the common strategies.

Preservation:

Restoration:

Coventry Cathedral Basil Spence and Arup United Kingdom, Coventry

Neues Museum

My Conservation Ambition

David Chipperfield Germany, Berlin

Reconstruction:

Dresden Frauenkirche Eberhard Burger Germany, Dresden

PRESTORATION: Preservation & Restoration

37

Rehabilitation:

Fondazione Querini Stampalia Carlo Scarpa Italy, Venice

Renovation:

Co-op Factory

Aukett Swanke United Kingdom, Birmingham

.2

Survey

The Co-op Factory

SURVEY AS STRATEGY Derelict Buildings in Birmingham The conservation approach is a strategy aimed not only at the Co-op Factory but other derelict buildings of Birmingham. The Canal A&S Warehouse is the following derelict brick building for the strategy. It is a five minutes walk from The Co-op Factory

Canal A&S Warehouse Birmingham, New Canal Street

38

.2

.2

Survey

The Co-op Factory

SURVEY AS STRATEGY Eastside Projects Art Gallery Another potential building that describes an additional wide range of buildings that are appropriate for the strategy is Eastside Projects. Eastside is a classic industrial Victorian factory of Birmingham. As the city is chiefly a product of the 18th, 19th and 20th century and is therefore filled with industrial, Victorian factories. The factories were mostly built with terracotta bricks. Eastside Projects is always undergoing work (as can be seen in the pictures below) and therefore present a case study for Birmingham’s culture of continuous deconstruction and Section the reconstruction. This brick factory is another perfect case study toAA implement following perforation strategy.

BB Section

CC Elevation

Reflected Ceiling Plan

DD Elevation

Eastside Projects

Eastside Projects

Mt 0 0.5 1

39

5

.2

Survey

The Co-op Factory

SURVEY AS STRATEGY Eastside Projects Art Gallery

AA Section

BB Section

CC Elevation

Reflected Ceiling Plan

DD Elevation

Eastside Projects

Eastside Projects

Mt 0 0.5 1

40

5

.2

Survey

The Co-op Factory

SURVEY AS STRATEGY Eastside Projects Art Gallery

AA Section

BB Section

CC Elevation

Reflected Ceiling Plan

DD Elevation

Eastside Projects

Eastside Projects

Mt 0 0.5 1

41

5

.2

Survey

The Co-op Factory

SURVEY AS STRATEGY Eastside Projects Art Gallery

South East Facade

Eastside Projects Heath Mill Lane, Birmingham, UK

Mt 0

42

0.5

1

5

Survey

The Co-op Factory

SURVEY AS STRATEGY Eastside Projects Art Gallery

43

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Survey

The Co-op Factory

observations Survey: The Co-op Factory

1.

The CO-OP FACTORY is an impressive industrial, grade I listed Victorian building.

2.

The scheme to renovate the building proposes EXTENSIVE DEMOLITION.

3.

Instead, the project speculates on an alternative CONSERVATION strategy.

4.

The conservation approach is a STRATEGY, aimed at additional derelict buildings in Birmingham.

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3 Circular Economy:

material

“Building with brick is similar to walking.”

Luke Barley

Red Pressed Brick from the Co-op Factory

.3

Material

Circular Economy

30 Minutes Drive Radius

out-sourcing Reclamation Yards

Ash Reclamation

As a result of Birmingham’s excessive demolition culture, reclamation yards are abundant in the area.

30 m inu tes

30 Minutes Drive Radius

Jericho Wood Shack

30 min

15 m Birmingham’s City Centre Stone and Cast Co.

20

in

min

10

mi n

Reclaimed Timber MDS ltd

Old Field Reclamation 0

in

0

30 m in

m

SITE 1

VI S

20

IT E

D

Stone and Cast Co.

MDS ltd

min

10

mi n

SITE 1

25

m

in

15 m Birmingham’s City Centre

Vistorian Roof Tile Steve Forde Reclamation Yard

in

25 min

Decorative Brick Old Field Reclamation Yard

25

25 min

Four Oaks Reclamation Andy Barker Reclamation 3 0 min Jericho Wood Shack

Andy Barker Reclamation 3 0 min

Four Oaks Reclamation

30 min

30 m inu tes

Ash Reclamation

Old Field Reclamation

Steve Forde Reclamation Yard

30 m in

Decorative Roof Tile Old Field Reclamation Yard

VI S

IT

E

D

Reclaimed Timber

Steve Forde Reclamation Yard Whitford Group

Nib Roof Tile Steve Forde Reclamation Yard

Whitford Group

Round Hip Roof Tile Old Field Reclamation Yard

Information: - Opalis Opalis. (2020). Birmingham. Available at: https://opalis.co.uk/en/resellers/map?materials=All&materials2=All. (Accessed: 26th January 2019).

- Google Maps.

Google Maps. (2020). Birmingham Reclamation Yards. Available at: https://www.google.com/maps/search/birmingham+reclamation+yards/@52.5329058,-1.944052,11z/data=!3m1!4b1.

(Accessed: 26th January 2019).

46 Information:

Scale 1:150,000 @ A3

Scale 1:150,000 @ A3 0

0.2

0.4

Km

1

Material

Circular Economy

Out-sourcing Steve Forde and Old Field Reclamation Yards Steve Forde Reclamation Yard: 10 minutes drive to site.

The Steve Forde Reclamation Yard specializes in reclaimed roof tiles. It is situated just a short distance from Birmingham’s city centre. Delivery and collection services are available. They offer; slates, tiles, chimney pots, quarry tiles paves and street furnishings.

Old Field Reclamation Yard: 25 minutes drive to site.

Oldfield Reclamation Limited specialises in sourcing reclaimed building materials including roofing tiles, bricks, timber, paver slabs and cobbles. They have a timber workshop on site to cut to size, stain and develop timber fittings and additional facilities to clean and sort bricks. They are also involved in small scale demolition.

47

.3

Material

in-sourcing Water Tower

Circular Economy

the water tower

But, before outsourcing material, the Co-op Factory itself can become an in-sourcing material opportunity, The Water Tower for instance is made of roughly 62,000 red pressed bricks.

105 m m

225 mm

Weight: 3 kg Origin: The Co-op Factory Region: West Midlands, Birmingham

Red Pressed Brick 48

65 mm

0 0 0 , 2 ~6

.3

Material

Circular Economy

in-sourcing Water Tower To find out the approximate number of bricks, a script was made which served as a base of brick bonds and structural simulations.

49

.3

Material

Circular Economy

in-sourcing Water Tower The water tower is located to the south eastern end of this rear façade. It is not an original feature and was extended in the early 20th century to become a fire escape and to accommodate a lift shaft. The part of the tower which extends above the parapet is a later extension built to accommodate a water tank to serve the internal sprinkler.

Birmingham Planning Application Search. (2020). 2015/07915/PA. (Accessed: 20th November, 2019).

.3

Material

Circular Economy

In-sourcing Water Tower

Birmingham Planning Application Search. (2020). 2015/07915/PA. (Accessed: 20th November, 2019).

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.3

CLIENT KIER CONSTRUCTION SITE

BELMONT ROW, EASTSIDE LOCKS

Material

Circular Economy

FOUNDATION DETAILS structural assessment Planning Application

REAR WALL

BRICK WALL

BUTTRESS

250

200

The structural assessment submitted by the developer’s scheme concludes that both the retaining east wall, and the water tower are unstable. While the retaining wall is maintained, the tower is demolished. This is mainly done due to the tower’s height and weight of the BRICK 800 740 WALL bricks. Other organizations, on the other hand are opposing the demolition of the tower as an integral part of the grade I listed building.

910

1220 CORBELLED BRICK FOUNDATION

1020

MASS CONCRETE

1. Water Tower Foundation Detail

2. Retained Wall Foundation Detail DEMOLISHED

RETAINED

0.00-1.00m, MADE GROUND: dark grey and dark brown silty gravelly sand. Gravel comprises brick, concrete, slate and ash. Lead water pipe at 0.30m and 6" ceramic drains at 0.20 and 0.60m depth.

1.00-1.55m, Firm orange brown gravelly sandy silty CLAY. Gravel fine to coarse subrounded siliceous.

27.5 m

27.5 m

Groundwater not encountered.

Sides unstable.

Backfilled with arisings.

14 m

14 m

11.5 m

420

230

420

230

11.5 m

740

740 345 mm 345 mm

320

320

480

480

Water Tower Demolished due to: All dimensions in millimetres except where shown

1. SELF WEIGHT 2. HEIGHT

CONTRACT

CHECKED

15268

MC

1

N N Scale 1:200 Scale 1:200 N

N Scale 1:200 Scale 1:200

Birmingham Planning Application Search. (2020). 2015/07915/PA. (Accessed: 20th November, 2019).

52

2

.3

Material

Circular Economy

Structural assessment Planning Application

Organizations that have raised concerns over the demolition of the Water Tower

Birmingham Planning Application Search. (2020). 2015/07915/PA. (Accessed: 20th November, 2019).

Planning Application 2015/07915/PA

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Material

Circular Economy

Structural assessment Financial Viability The Co-op Factory, and more specifically the water tower is a familiar phenomena. Many listed buildings in the UK, specifically towers, are facing ongoing demolition threats due to aging and losing structural feasibility. The Horsney Town Hall is another case study that describes this phenomena. Most derelict buildings can be conserved but questions of costs and financial viability are always at the forefront, the brick removal strategy aims at addressing these points, proposing a feasible conservation strategy.

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Material

Circular Economy

Selective demolition Demolition Methods and Types The approved scheme for The Co-op Factory outlines complete demolition. However there are several other potential demolition alternatives. Selective demolition and deconstruction/dismantling are both environmentally friendly strategies who make use of existing materials.

Interior Demolition

Selective Demolition

Deconstruction/Dismantling

Interior demolition is the taking apart of interior portions

A selective demolition project involves the removal of

This method involves the careful dismantlement or

of a structure while preserving the exterior, usually in

specific interior or exterior portions of a building while

deconstruction of a structure to preserve components for

preparation for a renovation project. This usually includes

protecting the remaining structure and nearby structures

reuse, recycling, or refurbishment. Dismantling generally

removal of walls, ceilings, pipes, etc.

and areas.

more labour intensive than demolition.

Deconstruction/Dismantling Total demolition is the demolition of an entire structure, and it can be achieved by a number of methods: Implosion, Mechanical demolition and Wrecking Ball.

R. Baker. (2020). Available at: https://rbaker.com/press-room.php?id=230. (Accessed: 28th March 2020).

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Material

Circular Economy

Selective demolition Reinforcement The Abstract Tower by Monadnock is an example of a perforated brick tower. Constructed in the Flemish bond, the stretcher bricks are perforated every fourth course. Because the Monadnock tower is only one brick thick, metal beams provide structural reinforcement.

0

0.5

1

Mt

Scale 1:25 @ A3

2

5

11

0

m

m

0.5

1

Mt

2

Dezeen. (2020). Abstract Tower. Available at: https://www.dezeen.com/2016/02/04/abstract-tower-landmark-monadnock-patterned1:2524th @ March, A3 2020). brickwork-nieuw-bergen-netherlands/.Scale (Accessed:

56

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Material

Circular Economy

selective demolition Thick Walls In comparison to the Abstract Tower, The Co-op Factory’s wall are triple the thickness. The water tower’s wall specifically are 465 mm thick at the east and west walls and 350 mm at the north and south walls. This wall thickness present an opportunity of brick removal while maintaining the structural integrity of the building.

The Co-op Factory Corner Section

m m

Scale 1:25 @ A3

2

0

m

Mt

m

1

0.5

1

Mt

Scale 1:25 @ A3

5

0.5

46

0

35

0

57

2

.3

Material

Circular Economy

brick removal Selective Demolition Within selective demolition, brick removal becomes a relevant strategy for derelict buildings in Birmingham as many of them are made from bricks. Brick removal can become a conservation strategy for these derelict buildings as well as an in-sourcing material strategy. In the specific case of the water tower, brick removal is a technique that can reduce the weight of the tower while in-sourcing bricks on site. There are several brick removal techniques:

Hand Saw, Hammer and Chisel

Drill

Hole Saw

Google. (2020). Brick Removal. Avaliable at: http://www.droold.com/arbortech-brick-and-mortar-saw-is-the-perfect-tool-for-easy-safe-and-fast-brick-removal/. (Accessed 24th March 2020).

58

Electric Chisel

Circular Saw

.3

Material

Circular Economy

brick removal Sanitary block for the Itterbeek Chiro, Rotor This small sanitary block project is an extension which, although completely redone, is made up of less than a third of new materials The majority of the materials are on the one hand, recovered materials from various Belgian operators and, on the other, surplus from construction sites. The facade, for example, is entirely made of reusable brick.

Franck. (2020). Facing Bricks. Available at: https://www.franck.be/gevelstenen. (Accessed: 26th March, 2020).

Rotor. (2020). Sanitary Block. Available at: https://rotordb.org/en/projects/sanitary-block-itterbeek-chiro. (Accessed: 26th March 2020).

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Material

Circular Economy

brick removal The Resource Rows, Lendager Group, Copenhagen 2018 Up-cycled Brick Panel Assembly Diagram

In The Resource Rows project it was no longer possible to recycle individual bricks because the mortar was stronger than the actual brick. The bricks were cut out in modules, processed and stacked up to create new walls.

Detail Section through Street Plinth on West Facade

Lendager ARC and Lendager UP have in collaboration with Carlsberg Byen cut out brick modules from Carlsberg’s historical breweries in Copenhagen. The rest of the bricks for The Resource Rows come from various old schools and industrial buildings around Denmark.

Brick wall panel cut out of existing building in one piece (cement in mortar retains strength)

Lendager Group. (2020). The Resource Rows. Available at: https://lendager.com/en/architecture/resource-rows/. (Accessed: 26th March 2020).

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Material

Circular Economy

brick removal Brick Bonds Different brick bonds effect the brick removal strategy and its effect on its structural integrity.

Monk Bond

Herringbone Bond - Pavements

Common Bond

Flemish Bond

Stock Bond - Pavement

Stretcher Bond

Basket Bond

English Bond

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Material

Circular Economy

brick perforations LSE Saw Hock Student Centre, London, UK - A-Zero Architects, O’Donnell + Tuomey Architects The LSE Saw Hock Student Centre is a perforating brick precedence. The following case perforating patterns were tested in light, environment and structural integrity.

AATS_Architectural Association Technical Studies (2020). TS2 – Environment & Energy – Lecture no.3 – Light & Air. Available at: https://ts.aaschool.ac.uk/ts2environment-energy-lecture-no-3-light-air. (Accessed 26th March 2020).

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Perforation Model Studies

.3

Material

Circular Economy

.3

brick perforations Towers The following case studies present different perforation strategies, each has different light and structural implications.

Drilling Perforations

1 Bricks 235 mm

3 Bricks 255 mm

Large Brick Perforations 3 Bricks 705 mm

Small Frequent Brick Perforations 1 Bricks 235 mm 3 Bricks 255 mm

Roughly 600 mm

Mt

Mt 0

1

Roughly 600 mm

2

0

Scale 1:100

Bruder Klaus Field Chapel, Peter Zumthor, Mechernich, Germany, 2007

1

2

Scale 1:100

Torre De Agua, Eladio Dieste, Balneario, Las Vegas, 1966

63

Abstract Tower, Monadnock, Netherlands, Nieuw-Bergen, 2018

3 Bricks 705 mm

Material

Circular Economy

Scaffolding Switch House, Tate Modern, London, UK Scaffolding is another important factor to investigate to facilitate the work on the tower.

The Tate Modern’s Switch house provides an interesting example. Swift Brickwork Contractors Limited and Swift Scaffolding Limited had to design a construction process, tools and plant to tackle the challenging design. The scaffolding construction system had to adjust to the unique pattern of the brick perforation.

Swift Scaffolding. (2020). Available at: https://www.swift-scaffolding.com/project/tate-modern/. (Accessed: 30th March 2020).

64

.3

Material

Circular Economy

Scaffolding Types Removing bricks will require to construct scaffolding around the Co-op Factory. To adjust with the brick removal techniques, several types of scaffolding were looked at.

1. Single scaffolding consists of putlogs, standards, base plates, etc. Putlogs are taken out from the hole left in the wall to one end of the ledgers.

2. Double scaffolding is generally used for stone masonry. In stone walls, it is hard to make holes in the wall to support putlogs. So, two rows of scaffolding is constructed to make it strong.

3. Cantilever scaffolding are supported on series of needles that are taken out through holes in the wall. This is called single frame type scaffolding.

4. Suspended scaffolding is generally used as a working platform suspended from roofs with the help of wire ropes or chains etc., it can be raised or lowered to our required level. This type of scaffolding is used for repair works, pointing, paintings etc.

5. Steel scaffolding is constructed by steel tubes which are fixed together by steel couplers or fittings. It is very easy to construct or dismantle. It has greater strength, greater durability and higher fire resistance. It is not economical but will give more safety for workers, therefore used extensively nowadays.

1. Single Scaffolding

2. Double Scaffolding

3. Cantilever Scaffolding

4. Suspended Scaffolding

65

5. Steel Scaffolding

.3

SCAFFOLDING Brick Layer Scaffolding Because single scaffolding is generally used for brick masonry it is often referred to as brick layer’s scaffolding.

Brick layer scaffolding usually consists of ledgers, facade braces, putlogs, standards and base plates. Putlogs are built into the brickwork bed joints as work proceeds.

Ledgers

Facade Braces Putlogs Standards Base Plates

66

Material

Circular Economy

scaffolding Stages Brick layer’s scaffolding fits

1

2

3

4

5

6

well with the tower’s brick structure. It can become an opportunity to reduce weight off the tower while introducing light. The stages of scaffolding are as follows:

1. Existing Brick Wall 2. Standards are Placed.

3. Facade Braces and Ledgers are Placed.

4. Hole Saw Drilling 5. Putlogs are Inserted 6. Scaffolding is removed The remaining hole is left as a perforation opportunity

67

.3

Material

Circular Economy

Scaffolding Hole Saw Drill Diameter Drilling

Hole saws come in a wide range of sizes, typically between 14-210 mm in diameter. Standard putlogs are 50 in diameter, therefore, a 53 mm hole saw drill will be used to introduce holes within the tower. To introduce a hole that can pass through the wall and introduce light, an arbor extension will be used. An arbor extension is a long metal rod made from durable tool steel.

The rod is typically hexagonally shaped so that it can be held in a power drill’s chuck. Arbor

Hole Saw Drill Bits

53 mm

extensions come in sizes from 140mm – 330mm in length.

Putlog Tube

53 mm Hole Saw Drill

50 mm

Hole Saw Drill Arbor Extension

330 mm

68

Hole

.3

Material

Circular Economy

Scaffolding Dimensions Distance between the standards is about 2 to 2.5 m. Ledgers connect the standards at vertical interval of 1.2 to 1.5 m. Putlogs are also placed at intervals of 1.2 to 1.5 m. Putlogs are usually 50 mm diameter.

.5 o1

m

t 1.2 tween e eb anc

ogs

tl Pu

.5 o2

2t

en we

et eb

nc

sta

Di

m

Distance between Ledgers.

1.2 to 1.5 m

st

Di

s

ard

nd Sta

69

Zoom in from previous pages

.3

Material

Circular Economy

Scaffolding Levels and Drills The following calculations provide an estimate of the amount of scaffolding and drills that will be required to undertake as a preliminary process to operate work on the tower.

27 m (height of tower) / 1.35 m (average height of scaffold level) =

20 Scaffolding Levels 4.25 m (length of northern and southern tower walls) / 1.35 m (average distance of putlog insertion) = 3.14

3 putlogs insertions on the north and south walls.

3.45 m (length of eastern and western tower walls) / 1.35 = 2.5

3 putlogs insertion on the east and west walls.

3x4 = 12 putlogs insertion on every scaffold level.

20x12 = 240 putlogs insertion on the water tower.

240 hole saw drills 27 m

20 SCAFFOLDING LEVELS

240 PUTLOGS DRILLS

70

.3

Material

Circular Economy

financial viability Scaffolding There are many scaffolding companies in central Birmingham. Due to the Covid-19 outbreak, I received only one quote for the scaffolding level approximation. Blaize Scaffolding retailed the job at £5346.00 for a 6 weeks hire.

Scaffolding Price - £5,346 for 6 weeks.

71

.3

Material

Circular Economy

Financial viability Dereliction Costs The cost of total demolition (such as implosion, mechanical demolition or wrecking ball) is retailed at a high price. Through following the Home & Communities Agency report the estimate of demolishing the Co-op Factory would be 255,000 to 640,000 pounds. Another crude approximation considering a cost of 100 pounds per m2 (The Co-op Factory is 615 m2) valued the demolition of the site at 615,000 pounds.

Demolition Price - £615,000 for The Co-op Factory.

615

m2

Home & Communities Agency. (2015). Guidance on dereliction, demolition and remediation costs. London: March 2015.

72

.3

Material

Circular Economy

30 Minutes Drive Radius

Financial viability Demolition Waste Disposal Cost

Ash Reclamation

30 m inu tes

In comparison to brick removal, total demolition methods also raise concerns of waste management. While selective demolition processes require minimal

Four Oaks Reclamation

waste management, aggressive forms 30 min

of demolition change the whole status Jericho Wood Shack

of the site, for instance excavating

25 min

harmful old residues. In addition, removal services of demolition waste are expensive.

Andy Barker Reclamation 3 0 min

in

15 m Birmingham’s City Centre Stone and Cast Co.

20

in

0

min

10

mi n

MDS ltd

1

25

m

SITE

Old Field Reclamation

30 m in

Reclaimed Timber

Steve Forde Reclamation Yard

Whitford Group

Information: - Opalis - Google Maps.

Scale 1:150,000 @ A3 0

0.2

0.4

Km

1

73

.3

Material

Circular Economy

Brick Stacking

Financial viability Storage

Site Boundaries

The Co-op Factory is clearly marked as council owned. However, the ownership site boundaries appear differently in planning applications. While considering the smallest sized site boundary, the area outside the Co-op Factory (1442 m2) proves enough to store a large amount of bricks. The first location is identified as the 100 m2 to the east of the factory, able to store roughly 6,000 bricks).

Brick storage guidance usually follow stacks of 10 bricks long, 10 bricks high and not more than 5 bricks in width. There should be a minimum of 0.8 clear distance between adjacent brick stacks. A single brick stack would include (10x10x5) 500 bricks. Considering the measurement of the samples brick, a stack would measure roughly 1.125 m x 1.05 m in plan. There is place for 12 stacks.

Sit

eB

ou

nd

ary

-2

37

6m

Old Field Reclamation Yard

Structural Report Boundary

Steve Forde Reclamation Yard

Council Claimed Boundary

Generic Brick Stacking 10x10x5 bricks

Application Site Boundary

2

1442 m2

219

m2

m2

1

615

100

m2

0.8 12 Stacks 6, 000 Bricks

74

.3

Material

Circular Economy

financial viability Minimizing Parties: Visit to Land O’Rourke Prefabrication Plant During the visit to Laing O’Rourke Prefabrication Plant, an interesting discussion developed. The visit highlighted the importance of communication in a construction site. Many building sites despose a lot of material because of the lack of communication. The demolition company is not in discussion with the construction company and therefore material is disposed without any knowledge. Selective demolition, brick removal demolition handled by one party can minimize lack of communication

+ Demolition

One of the main reasons for miscommunication in the construction site is chain of command. By introducing selective demolition process, this chain of command can be reduced allowing the construction and demolition workers to be handled by one party.

+

Let’s Build. (2020). Available at: https://www.letsbuild.com/blog/10-ways-to-improve-communication-in-construction-infographics. (Accessed: 28th March 2020).

75

Construction

.3

Material

Circular Economy

Financial viability Bricklayer Cost

Average Individual Brick Removal: 1:30 Minutes

Bricklayer average hourly rate is 20 pounds. According to brick removal online tutorials the average time for individual brick removal is 1:30 minutes. Therefore, in terms of labour cost, removal of each brick will cost 0.5 pounds.

£0.5

SDS Brick Removal Chisel:

1:45 Minutes

Red Pressed Brick from the Co-op Factory

Chisel for rapid removal of complete bricks enabling insertion of vents and cavity access.

- Carbide tipped steel.

- 6 mm wide cutting edge.

- Minimises chance of brick damage.

Bricklayer

£20 per Hour 1:58 Minutes

1:04 Minutes Neuvoo. (2020). Bricklayer. Available at: https://neuvoo.co.uk/salary/?job=Bricklayer. (Accessed: 25th March 2020).

Youtube. (2020). Brick Removal. Available at: https://www.youtube.com/results?search_query=brick+removal. (Accessed: 25th March 2020).

76

.3

Material

Circular Economy

Financial viability Damaged Bricks Selective brick removal will surely damage some bricks. Broken bricks can become a safe terracotta gravel. The brick removal process can also facilitate to lay the gravel for the path of the infrastracture, a red brick road.

Damaged Brick

0

Cm

10

77

15

.3

Material

Circular Economy

brick removal as strategy Financial Viability In-sourcing bricks from the Co-op Factory proves as a cost effective and circular economy strategy able to compete with the other more common strategies.

Brick Price

Site

Associated Demolition

New Terracotta Brick

Industrial Brick Factory

Industrial Brick Factory

0.5 £ (at a purchase fo 4,000 bricks)

50 minutes distance

615,000 £

Reclaimed Brick

Old Field Reclamation

Dismantling

0.75 £

25 minutes distance

Co-op Factory

Co-op Factory

Selective Demolition

0.5 £

Construction Site

20 £ bricklayer hourly rate

Transport

Scaffolding

250 pounds per 4,000 brick

0.0625 per brick 120 pounds per 6,000 brick

0.02 per brick

78

5,346 for 6 weeks.

5,346 for 6 weeks.

Circular Economy

.3

Material

Circular Economy

brick removal as strategy Principles Brick removal strategy is highly effected by the brick bond of the structure. The present study reflect on scaffolding implication and opportunities with a common bond, while also taking into consideration damaged bricks that mostly placed on the outside and at the ‘sandwich’ courses. In addition, it was identified that a buffer of three bricks on the thinner wall and a buffer of two bricks on the thicker wall must be taken to avoid removing bricks from the corners. In order to introduce perforations, it is advised to take into consideration the correlating arrangement of bricks. Finally, it is important to note that brick removal strategy should develop from the specific relevant bond.

Flemish Bond

Monk Bond

Header Bond

Dutch Bond

Stretcher Bond

English Bond

79

.3

Material

Circular Economy

CONCLUSIONS Brick Removal: Material

1.

As a result of Birmingham’s Excessive Demolition culture there are present OUT-SOURCING material opportunities.

2.

Before out-sourcing material, The Co-op Factory, specifically the water tower present an IN-SOURCING material opportunity.

3.

Structural assessment outlines the demolition of the tower as a result of EXCESSIVE WEIGHT.

4.

Brick removal as a SELECTIVE DEMOLITION process is investigated to reduce weight while in-sourcing material.

5.

The FEASIBILITY of the strategy is imperative in proving its relevance.

6.

BRICK BONDS and BRICK PERFORATIONS will have direct effects on structural integrity and light qualities.

7.

BRICKLAYER’S SCAFFOLDING, as setting the preliminary work on the tower works well with the ambition to reduce

weight and introduce light.

8.

While considering scaffolding, demolition costs, waste disposal, storage, site communication, labour cost and damaged goods,

brick removal proves as a COMPETITIVE SELECTIVE DEMOLITION strategy.

80

.3

4 Derelict Buildings:

Deconstruction

“Do not forget to yell JENGA! when everything falls apart.”

Jenga Quotes

OR What is the maximum amount of bricks I can remove while considering light qualities and maintaining structural integrity?

Deconstruction

Derelict Buildings

structural principles Masonry Structures

.4

Masonry Wall Structural Simulations

Masonry is a material of extreme mechanical properties introducing a high ratio between strength in tension and compression.

The water tower of The Co-op Factory is due to be demolished because of weight and therefore, the deconstruction ambition becomes a challenge. Masonry structures work well with weight and compression but for the tower, some of it must be removed. Structural analysis simulating masonry behaviour will be helpful in determining precise force values. These

FOUNDATION DETAIL

identifications can support design informed decisions while determining exactly which bricks would be best in reducing

CLIENT KIER CONSTRUCTION

weight while maintaining structural integrity.

SITE

TP6

BELMONT ROW, EASTSIDE LOCKS

FOUNDATION DETAILS

Masonry General Structural Behaviour Masonry Masonry Structures Structures General General Behaviour Behaviour

REAR WALL

BRICK WALL

BUTTRESS

250

200 BRICK WALL

740

800 910

1220 CORBELLED BRICK FOUNDATION

Compression Compression

1020

MASS CONCRETE

0.00-1.00m, MADE GROUND: dark grey and dark brown silty gravelly Water Tower sand. Gravel comprises brick, concrete, slate and ash. Lead water Demolished due to pipe at 0.30m and 6" ceramic drains WEIGHT at 0.20 and 0.60m depth.

Tension Tension

1.00-1.55m, Firm orange brown gravelly sandy silty CLAY. Gravel fine to coarse subrounded siliceous.

Stress Diffusion Comaprrison

Stress Stress

27.5 m

Groundwater not encountered.

Sides unstable.

Backfilled with arisings.

A comparison between the stress diffusion in an elastic body (on the left) and a model of

740

masonry (on the right). A highly localized stress percolation is visible on the right.

345 mm

480

Abdullah, K. F. (2017). Simulating masonry wall behaviour using a simplified micro-model approach. Elsevier: Engineering Structures.

82

Deconstruction

Derelict Buildings

Structural principles Bell Towers

.4

1 Structural Principles:

Looking at several bell towers around the world, I was able to extract a first understanding of towers’ structural principles.

1. Masonry materials work well in compression and bad in tension.

2. Bigger perforations with height.

3. Smaller perforation in bottom.

2

4. Corners are wider and always solid.

3

Mt

4 0

1

2

Scale 1:150 @ A3

Verdin. (2020). Bell Towers. Available at: https://www.verdin.com/towers/ (Accessed at 25th March 2020).

83

5

Deconstruction

Derelict Buildings

structural principles Wind Force Removing bricks will result in a reduction of weight, it is therefore imperative to examine wind forces. The Tay Bridge disaster is a good example. The disaster occurred during a violent storm on the 28th of December 1879 in Dundee, UK. The bridge collapsed as a train from Burntisland to Dundee passed over it, killing all aboard. The bridge used lattice girders supported by iron piers, with cast iron columns and wrought iron cross-bracing. The piers were narrower and their crossbracing was less extensive and robust than on previous similar designs.

In simple terms, the Tay Bridge failed due to the weight of the structure unable to resist the force of the wind. It became an unprecedented case study that proved as a foundation for wind load analysis and the importance of wind loading allowances.

Wikipedia. (2020). Tay Bridge Disaster. Available at: https://en.wikipedia.org/wiki/Tay_Bridge_disaster. (Accessed: 30th March 2020).

84

.4

Deconstruction

Derelict Buildings

wind force Moment of Bending The first step to understand how many bricks we can remove from the tower is to understand the relationship between weight load and wind load. If we imagine the tower as a cantilever we can extract shear force and moment bending diagrams that can lead to design informed decisions. We can extract maximum shear force and moment bending stress values that can serve as a cap on how much weight we can reduce from the tower, and therefore, how many bricks.

Water Tower

Cantilever

Ground

Uniform Wind Load = w

Water Tower

Length/Height = l

Shear Diagram Maximum Shear Force

Shear = v kN v = w (wind load) x l (length/height)

kN

Linear

How much do the bricks wants to slide pass each other?

Moment of Bending Diagram

kNm

Maximum Moment of Bending

Parabol a How much does the tower wants to topple over?

Ground

85

Moment = m kNm 2 m = wl __ 2

.4

Deconstruction

Derelict Buildings

wind force Dynamic Augmentation In order to identify an accurate maximum moment of bending, it is required to identify an accurate wind load. The BS 6399-2:1997 (British Standard) wind code document helps to identify accurate wind speed and wind load values. The table on the right is a flow chart on how to identify wind load on site.

Stage 1: Dynamic Augmentation Cr

The Co-op Factory is a masonry building Therefore Kb = 0.5

Cr = 0.015

Dynamic Augmentation Factor

Flow Chart: How to Identify Wind Load

BS 6399-2:1997. (1997). Loading for Buildings – Part 2: Code of Practice for Wind Loads. British Standards: June 2002.

86

.4

Deconstruction

Derelict Buildings

.4

wind force Wind Speed Stage 4: Site Wind Speed Vs

Stage 2: Check Limits of Applicability Cr Cr = 0.015

H = 27 m+120 m = 147 m

Cr < 0.25

H < 300

Vs = Vb x Sa x Sd x Ss x Sp Vb = is the basic wind speed from Stage 3.

Sa = is an altitude factor Sd = is a direction factor Ss = is a seasonal factor Sp = is a probability factor

Stage 3: Basic Wind Speed Vb in meter/speed

Birmingham is valued at 20.5 m/s

The altitude factor Sa should be used to adjust the basic wind speed for the altitude of the site above sea level. Its calculation in the standard method depends on whether topography is considered to be significant. When topography

Vb = 20.5 m/s

is not considered significant, Sa should be calculated using Sa = 1 + 0.001 s

s

is the altitude (in meters above mean sea level)

Definition of Significant Topography

BS 6399-2:1997. (1997). Loading for Buildings – Part 2: Code of Practice for Wind Loads. British Standards: June 2002.

87

Deconstruction

Derelict Buildings

wind force Wind Speed

As a double check and to extract a wind rose direction diagram, a wind speed simulation was conducted.

Checking if Topography is Significant

4.35 m

70 m Slope Height - 4.35 m Slope Length - 70 m 0.5 x 70 = 35 > 0.3

1.5 x 70 = 105 > 3

1.6 x 4.35 = 6.96

5 x 4.35 = 21.75

The Topography is not significant Values of Direction Factor

Topography Height Map = 118 m

s

Sa = 1 + 0.001

s

Sa = 1 + 0.001 x 118 Sa = 1.118

North Sd = 0.73,

Birmingham Planning Application Search. (2020). 2015/07915/PA. (Accessed: 20th November, 2019).

BS 6399-2:1997. (1997). Loading for Buildings – Part 2: Code of Practice for Wind Loads. British Standards: June 2002.

88

East Sd = 0.73,

South Sd = 0.93,

West Sd = 0.91

.4

Deconstruction

Derelict Buildings

wind force Wind Speed

Site Wind Obstructions

The seasonal factor Ss may be used to reduce the basic wind speed for buildings which are expected to be exposed to the wind for specific sub-annual periods, in particular for temporary works and buildings during construction. For permanent buildings and buildings exposed to the wind for a continuous period of more

SITE - The Co-op Factory

than 6 months a value of 1.0 should be used for Ss.

Ss = 1

A probability factor Sp may be used to change the risk of the basic wind speed being exceeded from the standard value. For all normal design applications, a value of 1.0 should be used for Sp

Sp = 1 Vs = Vb x Sa x Ss x Sp x Sd Vs = 20.5 m/s x 1.118 x 1 x 1 x Sd Vs = 23 x Sd North & East

South

West

Vs = 23 x 0.73

Vs = 23 x 0.93

Vs = 23 x 0.91

Vs = 16.79

Vs = 21.39

Vs = 20.93

85 Meter Radius

Stage 5: Terrain Categories Effective Height He The reference height He can conservatively be taken as the maximum height of the building above ground level.

Stage 7: Standard Effective Wind Speed Ve

He = 27 m

Ve = Vs x Sb Vs is the site wind speed

Stage 6: Choice of Method

Sb is the terrain and building factor

For all structures where the wind loading can be represented by equivalent static loads, the wind loading can be

The terrain and building factor Sb takes account of:

obtained by the standard effective wind speed method Chosen Method: Standard Effective Wind Speed

89

a)

The effective He Height.

b)

The closest upwind distance of the site from the sea.

c)

Whether the site is in country terrain or at least 2 km inside town terrain.

.4

Deconstruction

Derelict Buildings

WIND FORCE Wind Pressure UK Map - Distance to Sea

Stage 8: Dynamic Pressure qs qs = 0.613Ve2 qs is the dynamic pressure in Pa North & East

South & West

qs = 0.613 x 312

Ve = 0.613 x 39.572

qs = 589 Pa 100 km Radius

qs = 960 Pa

Stage 9: Standard Pressure Coefficients Cp The wind force on a building or element should be calculated using appropriate pressure coefficients that are dependent on the shape and form of the building. The standard external pressure coefficients apply to building

Birmingham

a) b)

He = 27 m

c)

The Co-op Factory is in Birmingham city Centre.

structures that are predominantly flat faced.

Close Distance to sea Upwind > 100 km

Sb = 1.85 Ve = Vs x Sb North & East

South

West

Ve = 16.79 x 1.85

Ve = 21.39 x 1.85

Ve = 20.93 x 1.85

Ve = 31

Vs = 39.57

Vs = 38.72 Average 39 for South and West

90

.4

Deconstruction

Derelict Buildings

wind Force Wind Load

3.7 meters 4.25

Size Effect Factor Ca

m

3.45 m

D = 3.7 m

.4

B = 3.45 H = 27 m D/H = 3.7/27 = 0.137 B/D = 3.45/3.7 = 0.95 B/D < 1

Finding value ‘a’

D/H <1

N Tower Simplified Plan

Cp = 1.2

a = 27.5 m

Stage 10: Wind Loads P The pressure acting on the external surface of a building P is given by P = qs x Cp x Ca qs is the dynamic pressure.

Cp is the external pressure coefficient for the building surface.

Ca is the size effect factor for external pressures.

Ca = 0.87

qs = 589 Pa (North and East), 960 Pa (South and West) Cp = 1.2

WIND FORCE

The size effect factor Ca of the standard method accounts for the non-simultaneous action of gusts across an external surface and for the response of internal pressures. Values of size effect factor are given dependent on the diagonal dimension a. For external pressures the diagonal dimension a is the largest diagonal of the area over which load sharing takes place.

a = 27.5

91

North & East

South & West

P = 589 Pa x 1.2 x 0.87

P = 960 Pa x 1.2 x 0.87

P = 615 = 0.615 kN

P = 1000 = 1 kN

Deconstruction

Derelict Buildings

Moment of Bending Weight Reduction Strategy To reduce the maximum moment of

Weight to Height Reduction Diagrams

Demolition Top

bending of the tower, there are several demolition options. Removing the top

Weight

of the tower, will decrease the moment of bending stress the most, it will reduce the amount stress at the bottom of the tower significantly. However, the tower

Height

is a prominent feature of the Co-op Factory and the project seeks to retain its height. Another option, would be to decrease the amount of bricks, the weight in a steps. The project attempts to articulate a more specific strategy to remove bricks in specific locations

Steps

in aspiration to improve the structural

Weight

performance of the tower as a result.

Height

Linear

Weight

Smaller, Tiny Steps

Height

The water tower is a prominent feature of Birmingham, it can be seen from many places.

92

.4

Deconstruction

Derelict Buildings

.4

Moment of Bending Maximum Moment of Bending Moment of bending is calculated through wind force

13 m

and length of the affected pressured area. The tower

Scale 1:400 @ A3

is supported by load bearing walls up until 14 m and therefore only 13 m are taken into account. To indicate how many bricks can be removed in a gradual manner, moment of bending for several heights were erected. These follow the height of scaffolding levels calculated for each elevation because they displayed

14 m

The Tower is Supported by Load Bearing Walls

that will be erected. The moment of bending was substantial differences in wind force values.

M = (w x l2)/2

(4.25x3.152)/2 = 21.08

(3.45x3.152)/2 = 17.11

North

South

w = 0.6 x 4.25 = 2.55

w = 1 x 4.25 = 4.25

(2.55x4.92)/2 = 30.61

(2.07x4.92)/2 = 24.85

(4.25x4.92)/2 = 51.02

(3.45x4.92)/2 = 41.41

(2.55x6.252)/2 = 49.8

(2.07x6.252)/2 = 40.42

(4.25x6.252)/2 = 83

(3.45x6.252)/2 = 67.38

East

West

w = 0.6 x 3.45 = 2.07

w = 1 x 3.45 = 3.45

(2.55x7.62)/2 = 73.64

(2.07x7.62)/2 = 59.78

(4.25x7.62)/2 = 122.74

(3.45x7.62)/2 = 99.63

(2.55x8.952)/2 = 102.1

(2.07x8.952)/2 = 82.9

(4.25x8.952)/2 = 170.21

(3.45x8.952)/2 = 138.17

(2.55x10.32)/2 = 135.26

(2.07x10.32)/2 = 109.8

(4.25x10.32)/2 = 225.44

(3.45x10.32)/2 = 183

(2.55x11.652)/2 = 173.04

(2.07x11.652)/2 = 140.47

(4.25x11.652)/2 = 288.41

(3.45x11.652)/2 = 234.12

(2.55x132)/2 = 215.47

(2.07x132)/2 = 174.91

(4.25x132)/2 = 359.12

(3.45x132)/2 = 291.52

m

Maximum Bending Moment

3.45

m

4.25

215.47 kN/m

174.91 kN/m

Tower Simplified Plan

93

291.52 kN/m

14 m

N

359.12 kN/m

Divided by Scaffolding Levels

(2.07x3.152)/2 = 10.26

27 m

(2.55x3.152)/2 = 12.65

w = P (Wind Load) x effected area

13 m

West

9.85

South

1.35

East

3.15 m 1.75

North

Supported by Load Bearing Walls

l is the effected length area.

Tank

w is the wind force on the effected area.

Deconstruction

Derelict Buildings

moment of bending Curve Differences Moment bending diagrams for each elevation.

North

East

173

0

1.35

kN/m

kN/m

Maximum Bending Moment =215 135

2.7

102

4.05

74

5.4

50 6.75

30

13

8.1

9.85

Water Tank

110

83

60

40

25

10

13

Height in Meters

Height in Meters

South

West

Maximum Bending Moment = 359

Maximum Bending Moment = 292 kN/m

288 kN/m

Maximum Bending Moment =175 140

225 170

234 183 138

123 83

51

100

67

21

Height in Meters

Height in Meters

94

41

17

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.4

moment of bending Stress Analysis STRESS

To identify how many bricks I can remove before causing tension, it is required to conduct a stress analysis

0.46

5m

of the tower using the values from the moment of bending diagrams. The south elevation demonstrating the highest stress values were chosen to be calculated in every scaffolding level.

4.25

m=zxσ

m = 215

m = 175

m is the maximum moment of bending

σ = 0.062 N/mm2

σ = 0.051 N/mm2

z is the elastic modulus

South

West

σ is the stress

m = 359

m = 292

σ = 0.104 N/mm2

σ = 0.085 N/mm2

z = I/(d/2)

2.98 5m

East

3.9

met

ers

m

0.35 m

North

3.45 m

σ = m/z

N Tower Simplified Plan

21.08/3,431,014,793 = 0.006 N/mm2

b is the width of the other elevation.

51.02/3,431,014,793 = 0.014 N/mm2 83/3,431,014,793 = 0.024 N/mm2

East & West

North & South

I = (4250 mm x 34503 mm - 3900 x 29853)/12

z = 7,314,515,937,500/(4250/2)

z = 5,899,335,159,375/(3450/2)

z = 7,314,515,937,500/(4250/2)

z = 5,899,335,159,375/(3450/2)

z = 3,442,125,147 mm3

z = 3,419,904,440 mm3

359.12/3,431,014,793= 0.104 N/mm2

95

14 m

Average Z = 3,431,014,793

27 m

I = 5,899,335,159,375

288.41/3,431,014,793 = 0.083 N/mm2

1.35

I = 7,314,515,937,500

225.44/3,431,014,793 = 0.065 N/mm2

Supported by Load Bearing Walls

I = (3450 mm x 42503 mm - 2985 x 39003)/12

170.21/3,431,014,793 = 0.046 N/mm2

9.85

122.74/3,431,014,793 = 0.035 N/mm2

13 m

Because the tower is ‘hollow’ the calculation is as follows:

Divided by Scaffolding Levels

I = (bd3)/12

3.15 m 1.75

South Elevation Stress Levels

d is the width of the tested elevation

Tank

I is the second moment of area/inertia

Deconstruction

Derelict Buildings

Bedding Stress Weight Load To calculate the weight load, the weight of the bricks and the weight of the empty water tank were taken into account.

Donalld Insall Associates. (2015). Former Belmont Works, Eastside Locks. Historic Building Report for Goodman.

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.4

bedding stress Weight Load 13 m

The weight load of the bedding stress calculation needs to be take from the same area that the wind load was tested against. Because the lower part of the tower is supported by load bearing walls, and the wind load was calculated against the remaining 13 meters, the weight load is calculated for 13 m as well. By dividing the weight of the tower by its height we can estimate the amount of weight per height and duplicate it by 13.

218,750 / 25 = 8,750 kg 8,750 x 13 = 113,750 kg 113,750 + 17,500 (weight of empty water tank) = 128,250

14 m

The Tower is Supported by Load Bearing Walls

Weight of Tower for the unsupported 13 m - 128, 250 kg

North

South

East

West

Scale 1:400 @ A3

(128,250 x 9.81)/1000 = 1258 kN [17,500x9.81]/1000)/284,8500 = 0.06 N/mm2

Area

([(8,750 x 3.1 + 17,500)x9.81]/1000)/284,8500 = 0.153 N/mm2 ([(8,750 x 4.45 + 17,500)x9.81]/1000)/284,8500 = 0.194 N/mm2 ([(8,750 x 5.8 + 17,500)x9.81]/1000)/284,8500 = 0.235 N/mm2 ([(8,750 x 7.15 + 17,500)x9.81]/1000)/284,8500 = 0.276 N/mm2

5m

ers

m

N Tower Simplified Plan

97

14 m

MAXIMUM WEIGHT LOAD 0.358 N/mm2

m

2.98

3.9

met

0.35

3.45

m

4.25

Supported by Load Bearing Walls

([(8,750 x 9.85 + 17,500)x9.81]/1000)/284,8500 = 0.358 N/mm2

27 m

5m

1.35

([(8,750 x 8.5 + 17,500)x9.81]/1000)/284,8500 = 0.317 N/mm2

0.46

9.85

1258/284,8500 = 0.441 N/mm2

13 m

([(8,750 x 1.75 + 17,500)x9.81]/1000)/284,8500 = 0.113 N/mm2

4200x3450 - 3900x2985 = 284,850,0 mm2

Divided by Scaffolding Levels

Weight

3.15 m 1.75

First, it is needed to convert the kg to kN.

Tank

To identify the weight load on a sectional area, it is required to divide the weight of the tower by the area.

Deconstruction

Derelict Buildings

.4

bedding stress Weight Reduction 0.46

5m

The bedding stress diagram can help establish the relationship between reduction of weight and wind force. These

4.25

diagrams usually address a sectional area of the base, with my calculations they address a sectional area of the tower

met

ers

is consistent. The wind force pushes the tower possibly causing it to topple over. Any wind force that will exceed the weight load will stress the effected area. Because, the tower is a masonry structure, unable to resist stress, I must avoid

0.35 m

3.45 m

meeting the supporting bearing walls. To simplify the weight diagram, lets say that the weight load on the sectional area

any tension while removing weight from the tower.

Weight Load

Tower Simplified Plan

Reduced Weight Load Base Toppling Over Sectional area that meets with other supporting walls

Reduction by Half

+

+

Wind Load

Wind Load

Bedding Stress

Bedding Stress Stress/Tension

N W kN (Weight Load) - σ (wind force) > 0 If the weight load minus the wind load is

Scale 1:100

smaller than 0 then some bricks will be in tension.

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brick weight reduction Bedding Stress Examining the sectional area where the tower meets other supporting walls proves that a substantial amount of weight can be reduced. These bedding stress diagrams compare the wind load (extracted from the maximum bending moment) and the weight load. The red area showcases the amount of weight that can be reduced. Because the south elevation shows the least amount of weight to be reduced, it will be used for all elevations as a safety measure.

0.062 N/mm2

North

0.296 N/mm2 can be reduced 0.358 N/mm2 Weight Load

Wind Load

Bedding Stress Weight to be reduced = Weight Load-Wind Load = 0.358-0.062 = 0.296

0.051 N/mm2

East

0.307 N/mm2 can be reduced 0.358 N/mm2 0.358-0.051 = 0.307

Choosing the lowest amount as a safety measure

0.104 N/mm2

South

0.254 N/mm2 can be reduced 0.358 N/mm2 0.358-0.104 = 0.254

West

0.085 N/mm2 0.273 N/mm2 can be reduced 0.358 N/mm2 0.358-0.085 = 0.273

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brick weight reduction Brick Removal Percentage The bedding stress comparison between the weight load and the wind force demonstrates how many bricks can be removed from each level of the south elevation in percentage. Because the south elevation is the one that is exposed to the most wind force is it safe to say that this observations adhere to all walls of the tower. The bedding stress comparison demonstrates very high percentages. It is therefore safe to say that the tower will be able to resist to wind force even when bricks will be removed. In other terms, the large scale of the analysis proves that brick removal is achieveable. In the follow pages I will try to go into the smaller scale by using structural simulations.

0.054 N/mm2

0.113 N/mm2

0.014 N/mm2

0.099 N/mm2

0.153 N/mm2

0.024 N/mm2

0.129 N/mm2

0.194 N/mm2

0.035 N/mm2

0.159 N/mm2

0.235 N/mm2

0.046 N/mm2

0.189 N/mm2

0.276 N/mm2

0.065 N/mm2

0.211 N/mm2

0.317 N/mm2

0.083 N/mm2

0.234 N/mm2

0.358 N/mm2

0.104 N/mm2

0.254 N/mm2

87% 0.099/0.113 = 0.87 84% 0.129/0.153= 0.84

13 m

0.006 N/mm2

81% 0.159/0.194 = 0.81

9.85

0.06 N/mm2

0.054/0.06= 0.9

78% 0.189/0.235 = 0.78 76% 0.211/0.276 = 0.76 73% 0.234/0.317 = 0.73 70%

1.35

Bedding Stress

1.75

Wind Force

3.15 m

Weight Load

90%

0.254/0.358= 0.7

LOAD BEARING WALLS

100

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structural simulation Existing Condition

Utilization

Compression/Tension

The bedding stress diagrams allowed us to determine the amount of bricks that can be reduced in relation to wind load. Structural simulation will be used to gain a more specific understanding on where they can be removed and the implications it will have on the overall structural performance of the tower.

The following two simplified structural analysis provide a basic understanding of the existing structural performance of the tower. The first, utilization, marks the areas where the structure works hardest, where it utilized the most. The second reveals stress, tension levels. As I am dealing with masonry structures it is imperative tension levels are kept to a minimum.

RULES: 1. The corners showcase high utilization levels and must remain intact.

2. Perforations, windows at high level, minimise stress and work structurally better.

Utilization Compression

Tension South West

North East

101

South West

North East

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Structural simulation Setting Up To achieve a more accurate simulation, the following pages will focus on refining aspects of the script. It will later be used in different elements through the Co-op Factory and potentially additional derelict buildings. The initial components that are imperative are: 1. Material Properties - to reflect the properties of brick, masonry structures.

2. Wall Thickness - two cross sections to reflect the different thickness of the south and north (0.465 m) walls in comparison to the east and west walls (0.35 m).

3. Supports - Four supports at every corner of the tower.

4. Load - Currently the script has only gravity, to reflect a more accurate presentation, multi load including wind will be used.

2

1

3

4

Material Properties

Wall Thickness

Supports

Loads

102

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Structural simulation Material Properties: Weight The weight of the material was used from the specific red pressed brick taken from the site of the Co-op Factory. Masonry structures and bricks specifically work structurally different in direction X and Y, to reflect this property the setting was changed from Isotropic to Orthotropic.

Brick Weight: 3.152 kg.

Brick Dimensions: 225x105x65 mm 225x105x65 = 1,535,625 mm3 m3 = 0.001535625 3.152kg/0.001535625m3 0.001535625m3 x Y = 1 m3 Y = 651.2 3.152 x 651.2 = 2052.5844 2052.5844 kg/m3 1 kg-m to kn-m = 0.00981 kN-m 2052.58 44kg/m3 = 19.864154107kN/m3

Specific Weight of Red Pressed Compressed Brick from the Co-op Factory: 20kN/m3

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Structural simulation Material Properties: Young’s Modulus For the young’s modulus, I used a GPa rate of 25 of a common brick. Despite being a red pressed terracotta brick, usually rated as 2nd class or at times, 1st class, I chose a lower rate as a safety measure to reflect its age and weathered condition.

25 GPa = 2,500 kn/cm2

Weathered and Old Brick - 25 GPa

Chegg Study. (2020). Brick Properties. Available at: https://www.chegg.com/homework-help/questions-and-answers/question-1-industrial-chimney-made-bricks-needs-height-164-feet-bricks-density-18-gcm3--t-q35955485. (Accessed: 27th March 2020). Brooks, J. J. (2020). Elasticity and Strength of Clay Brickwork Test Units. Department of Civil Enginverring: University of Leeds.

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Structural simulation Material Properties: Compressive Strength A good mud-brick has a MPa strength of around 1.6 to 1.9 MPa, while a clay-fired brick has an MPa strength of around 14. Concrete ranges between 15 and 25 MPa. To reflect the weathered condition of the red pressed bricks taken from the Co-op Factory, I used a rate of 6 MPa. This is also a reflection of the amount of bricks I am able to use on site. To simplify the simulation, the same rate was used for both sides of bricks (Orthotropic).

6 MPa = 0.6 kN/cm2

MPa Strength and Amount of Bricks Diagram

1.6 MPa

14 MPa

25 MPa

Brooks, J. J. (2020). Elasticity and Strength of Clay Brickwork Test Units. Department of Civil Enginverring: University of Leeds.

105

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.4

Structural simulation Thickness and Size The simulation was separated to two parts: north & south and east and west. This was done to reflect the different wall thickness at each elevation. North and south are 35 cm wall thick, and east and west are 46.5 cm wall thick. In addition, the elevations

105 mm

were also transferred to a mesh. The resolution of the mesh was increased to 0.15 per meter to reflect an approximate size of brick.

225 mm

Bricks from Co-op Factory 165 x 165 mm

Zoom in

106

Deconstruction

Derelict Buildings

Structural simulation Supports Supports are crucial in demonstrating an accurate simulation. Supports of masonry structures are hard to simulate, as every brick is a supporting point in itself.. The first simulation I conducted included only four supports at each corner of the tower, this is highly inaccurate. To reflect each supporting point of each brick, the mesh representing the walls were de constructed to points. Every point that was placed in ground level was regarded as a support point.

Initial Simulation

a. Ground Supports b. South Load Bearing Wall

c. East Load Bearing d. West Load Bearing Wall

Ground Supports and Load Bearing Wall Supports

c

b d

d

a4

a1 a2

a3 a

a Four Corner Supports

South East

North East

107

a North West

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Deconstruction

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Structural simulation Number of Supports 148 Ground Supports

In comparison to 4 supporting points that were used in the initial simulation, now there are 1,360.

Finding Tower Supports 108

1,360 Supports

448 South Load Bearing Wall, 768 Load Bearing Wall Supports

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Deconstruction

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Structural simulation Supports Translations and Rotations Ground Supports and Load Bearing Wall Supports

When defining the supports for a structure one has to bear in mind, that in three dimensional space a body has six degrees of freedom (DOFs): three translations and three rotations. The structure must be supported in such a way that none of these is possible without invoking a reaction force at one of the supports.

The ground supports were identified as free in three degrees of rotation and locked in three degrees of translations. While the wall bearing supports were identified as free in three degrees of rotation and also free in one degree of translation: Z.

a. Ground Supports b. South Load Bearing Wall c. East Load Bearing d. West Load Bearing Wall

Six Degrees of Freedom

b d

a South East

Karamba (2020). Supports. Available at: https://manual.karamba3d.com/3-in-depth-component-reference/3.1-model/3.1.16-support. (Accessed: 17th April 2020).

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Structural simulation Multi Loads Finally, multi load cases were used to refine the structural simulation. First, gravity load was used to reflect the weight load of the bricks on the structure itself. In addition, a wind load case was also added. Wind pressure values were taken from previous calculation (page 91) following BS 6339-2:1997 (British Standard Wind Code). The comparison below demonstrates how a combined, multi load cases can improve the accuracy of the structural simulation.

Load Case 0 - Weight Load

Load Case 1 - Wind Load

Combined Load Cases Weight and Wind

Loads

Load Comparisons - Utilization 110

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Structural simulation Simulation The overall script took into consideration the material properties of the brick, the thickness of the walls and scale of brick, the weight load and wind load, the ground supports alongside the load bearing wall supports. These properties are enough to demonstrate a reasonable level accuracy in the structural simulation

111

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refining Structural simulation Comparison This is a comparison between the initial simulation and the refined structural simulation. The refined simulation is much more specific, providing information that can assist in making design informed perforation decisions.

Utilization

South West

North East

Initial Simulation

Stress

South West

North East

South West

North East

Initial Simulation

Refined Simulation

112

South West

North East

Refined Simulation

.4

Deconstruction

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.4

refining Structural simulation Safety Load Allowances and Yield Strength to Internal Stress Ration To reflect safety load allowances weight load was multiplied by 1.35. These resulted in a significant difference in yield strength to internal stress ratio. The yield strength to internal stress ratio means that if the value is 0.5 (50%) and the material has 20 kN/cm2 (as indicated in the material properties) then the internal stress is equal to 10 kN/cm2. To avoid the tower failing the ratio must avoid surpassing 100%, the value of 1 (20 kN/cm2)

Utilization

South West

North East

Refined Simulation

Stress

South West

North East

South West

1.35 Safety Load Allowance

North East

Refined Simulation

Ratio between Yield Strength to Internal Stress in 1.35 Safety Load Allowance: 61% 113

South West

North East

1.35 Safety Load Allowance

Deconstruction

Derelict Buildings

Refining Structural simulation Utilization Looking at the utilization values in each wall we can

Simplified Water Tank

identify white areas in which the bricks are less utilized and remove them.

Large Perforation Opportunity.

There are high utilizations values in the load bearing wall areas. These walls are taking much of the load preventing it from transferring to the lower levels.

The corners also showcase higher utilization values.

The north wall showcases signifcant differences in utilizations values between areas above and below load bearing walls. Removing the bricks on the north wall must be very specific as it comes in contact with all four load bearing walls, The highest ratio between yield strength and internal stress is at 61% percent meaning that the most tensioned brick probably at the north wall meeting the south load bearing wall is at a stress of roughly 12 kN/

Supported by Load Bearing Walls

cm2 in comparison to the 20 kN/cm2 it is able to take.

South

West

North

114

East

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Deconstruction

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Refining Structural simulation Stress Similar to utilization, within the stress visualizations,

Simplified Water Tank

the whiter areas are the best locations to introduce perforations.

Large Perforation Opportunity.

High stress values at load bearing wall areas.

North and west walls showcase high compression forces, specifically in areas close to existing openings.

It would be especially difficult to remove bricks from the west wall or the north wall below the height of load

Supported by Load Bearing Walls

bearing walls.

South

West

North

115

East

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Deconstruction

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design strategy How many bricks can I take off a building?

Maximum

Vertical

Horizontal

Pattern #1

Pattern #2

Following Bricks

Geometry

Pattern #3

Random

Random & Main Subject

116

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design strategy Visual Planning Strategy

South

In-sourcing bricks from the Co-op Factory can also become a visual planning strategy. Brick removal is a double purpose strategy; first to in-source material for the follies. Second, to

225

Single Step

Unfolded Interior Elevation

140 mm

frame the existing built environment through

mm

the derelict buildings. The water tower for instance can become a bell tower where people climb, visually walking up the tower to discover more of Birmingham.

460

mm Steps

8 Bricks

816 Bricks

Church of Christ Laborer, Eladio Dieste, Atlantida, Uruguay

Entrance Door

117

East

North

West

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Deconstruction

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design strategy Visual Walking Increased perforations can be used to further frame the skies, the urban infrastructure (proposed in chapter 5) and vegetation.

South

Framing the Skies

Unfolded Interior Elevation

Steps

816 Bricks

Framing Follies

Framing Follies

Framing Trees Framing Trees Entrance Door

118

East

North

West

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Deconstruction

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design strategy Sun Dial

South

Sun Dial

East

North

West

Perforating the tower is also a way to commemorate time, the number of perforations seen inside the tower can reflect the time the walker is walking up the tower. Structural analysis

Unfolded Interior Elevation

showed that introducing perforations in the load bearing walls will most likely result in the tower’s structural failure. Therefore, stairs are limited to the height of the load bearing walls, 14.85 and above them perforations are introduced. In the following pages light analysis was used to determine light qualities inside the tower.

Bangkok House, Jun Sekino

Bruder Klaus Field Chapel, Peter Zumthor

Steps

448 Bricks

Winery Gantenbein, Gramazio and Kohler

Entrance Door

119

Load Bearing Walls 14.85 m

Domnius Estate, Herzog & de Meuron

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Deconstruction

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sun path and radiation Existing Condition

1. North

2. West

3. East

4. South

To introduce a unique light quality inside the tower, light analysis was conducted. The factory is in a state of dereliction, the environment is an outdoor condition. As a result, daylight visualizations revealed extreme differences in light levels. Brick removal can work with these perforations achieving a unique experience.

6

4 3 5

N

1 2

Ground Floor

5. Up the Tower

120

6. Inside Looking East

.4

Deconstruction

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sun path and radiation Daylight Autonomy The Co-op Factory displays extreme

Birmingham Average Yearly Sky Conditions

Outdoor Light Levels

light conditions. However, some parts of it are still dark, specifically the tower.

Clear Sky

Mostly Clear

Partly Cloudy

Mostly Cloudy

Overcast

Despite being mostly a ruin, the Co-op Factory daylight area is only at 32% at a target of 4,730 lux. This means that only 32% of the floor area meets half of the 4,730 lux light level target (the noted lux level target that is taken from an analysis of Birmingham’s yearly sky conditions).

Perforating the tower can become an opportunity to introduce light to the

Full Daylight

tower, enabling a different experience.

10,750 lux

Daylight Autonomy

~40%

5,915 lux

Overcast Day 1,075 lux

4,730 lux

Birmingham Yearly Cloud and Sky Categories

Tower Interior

In Birmingham, the average percentage of the sky covered by clouds experiences significant seasonal variation over the course of the year.

N

Target: 4,730 lux DAYLIGHT AREA: 32% 121

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sun path and radiation Sun Path

Sunlight Obstructions

Sun light hitting the Co-op Factory is not obstructed by any other buildings as the closest building is in 85 m from the factory. Therefore the only obstructions are from the building itself. The sunrise in Birmingham at approximately 07:00 am and sundown is at about 19:00 pm. While comparing average sunlight times in Birmingham with sun path diagrams we can establish which sides are most likely to be lit

SITE - The Co-op Factory

and would introduce more light to the interior of the tower. The east wall is exposed to the sun from approximately 07:00 to 12:00, the north is not exposed to direct light, the south from 14:00 to 18:00 and the west from 17:00 to 19:00.

East

North

85 Meter Radius to nearby buildings

South

West Daylight in Birmingham: Longest and Shortest Days

20th June Daylight

08:18-16:00

Daylight

122

28th Dec

04:44-21:34

Total: 07:42

Total: 16:50

.4

Deconstruction

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sun path and radiation Radiation The radiation analysis reveals the south and east

Simplified Water Tank

elevations as substantially the most exposed to sun.

Afterwards, the west and the north is not exposed.

When removing bricks, the south elevation will be

Supported by Load Bearing Walls

Smaller Tower in front of the Water Tower

Large Perforation Opportunity.

tested first followed by the east wall.

South

West

North

123

East

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Deconstruction

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LIGHT ANGLE Existing Condition The tower has already 17 windows, one balcony and a door. Despite the number of existing openings, the interior condition is very dark. One of the main causes for this, is visible sun angle. While perforating the tower, the sun angle must be considered.

The sun path diagrams revealed that most of the sunlight meets the south wall in a high degree while the east and the west are exposed to a low degree of sun. Running an additional, more focused sun path analysis on the longest and shortest day of the year demonstrates this further.

Existing Lux Levels Looking up the Tower

20th June - Longest Day

28th December - Shortest Day

Simulating the Sun Path for the Ground Floor of Every 1st Day of Each Month from 07:00 to 19:00

Visible Sky Angle Principle - AATS Second Year Lecture

AATS_Architectural Association Technical Studies (2020). TS2 – Environment & Energy – Lecture no.3 – Light & Air. Available at: https://ts.aaschool.ac.uk/ts2-environment-energy-lecture-no-3-light-air. (Accessed: 26th March 2020).

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East Elevation

Light Angle Escaping Light

West Elevation

Another reason for the lack of light inside the tower is escaping light. Currently, the existing windows are situated in a position

600

where light that enters from one opening is very likely to escape it

through

another

opening. The south and

east

elevations

demonstrate highest

the radiation

ht

levels. To avoid an effect of escaping light

in

p sca

and create a dramatic

E

effect, only the south and the east sides will

be

ig gL

perforated

reflecting light on the north and the west interior walls.

125

.4

The amount of sun penetration is a direct result of size of openings, angle of the sun and thickness of the wall. The sun path diagrams reveal that light is received on the east wall in an angle between 200 and 600. On the south wall, the angle is slightly shallower spanning from 100 to 500 throughout the year.

East and West Walls 35 cm Thick

LIGHT ANGLe Wall Thickness

South and North Walls 46.5 cm Thick

Deconstruction

Derelict Buildings

800

400

800

East 400

800

South 400

126

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Sun penetration Brick Removal Strategy 400 and 600 light angles were tested against brick removal. In the thinner (35 cm) walls light was able to penetrate in the 400 after the 4th course was removed, while the 600 was only able to penetrate after 7 courses were removed. In the thicker walls light penetration was harder to achieve. The 400 angle sun light was able to penetrate after the 5th course, while the 600 was able to penetrate only after the 9th course.

East and West Walls (35 cm thick) 600 400

400

1st Course

2nd Course

3rd Course

4th Course

600

5th Course

6th Course

South and North Walls (46.5 cm thick)

400

127

7th Course

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Sun penetration Brick Removal Strategy The same exercise was repeated while removing some bricks at head of the perforation. While the thinner walls did not show significant improvement in light penetration (and creating a cavity that may potentially cause stagnation), the thicker walls did. By removing the upper windows and introducing a ‘header’ the 600 angle sun light was able to penetrate after the 7th course.

East and West Walls (35 cm thick)

400

1st Course

2nd Course

3rd Course

4th Course

600

5th Course

6th Course

7th Course

South and North Walls (46.5 cm thick)

400

600

128

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.4

Sun penetration Brick Removal Stages The following steps describe the number of brick removal stages required to introduce light inside the tower with a sunlight of 600.

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

600 400 22

23

24

25

26

27

28

29

29 bricks 45 minutes for a bricklayer 600 sun penetration

Brick Removal Stages 129

Deconstruction

Corner House, DSDHA London, UK

Sun penetration Modern Brick Expressionism Removing the bricks at the top of the perforations, introducing header decoration can reference brick expressionism.

Chilehaus, Fritz Höger Hamburg Germany

Cocoa Studios, AHMM London, UK

House Like a Garden, Marc Koehler Amsterdam, Netherlands

130

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Derelict Buildings

.4

Sun penetration Perforation by Angle and Month Following the sun path diagram analysis, perforations were classified by angle, month and the amount of bricks required to allow sun penetration

East

South

October, November, December, January, February and

November , December, January, February - minimal or no light.

March - minimal or no light.

March - 100 to 200

July - 100 to 500

April - 200 to 300

July - 200 to 600

April - 100 to 400

August - 100 to 500

May - 200 to 500

August - 200 to 600

May - 100 to 500

September - 100 to 400

June - 200 to 600

September - 200 to 400

June - 100 to 500

October - 100 to 300 100 200 300 400

200 300 400

500

500

600

April, September 06:00

September 07:00-08:00

20

0

May 09:00

300

June, July, August 10:00

400

500

May 11:00

March 17:00

18:00

October 16:00

September, April 15:00 400 300

60

0

10

0

131

200

May, June, July, August 14:00 500

Deconstruction

Derelict Buildings

wall analysis comparison South Looking at each wall structural and light analysis we can identify which wall is best to perforate and in which locations.

While comparing and overlaying the structural and light simulations we can identify white and yellow areas as introducing light as well as showcasing low utilization, compression and stress values.

The south wall for instance is dark in most area below the load bearing walls. Above the load bearing walls, stress, utilization and compression values are similar besides a specific patch of compression force below the existing balcony.

Red - Compression/High Utilization Blue - Stress/Low Light Yellow/Orange - High Light White - Minimal Utilization/Stress

Mitigating

Utilization

Stress

132

Radiation

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Deconstruction

Derelict Buildings

Wall Analysis Comparison West The west wall depicts extreme stress values. Below the load bearing walls there are high compression values, we must not remove bricks from there. Generally, areas next to existing openings showcase high compression values. Utilization values are roughly balanced throughout the wall, while radiation rates are significantly higher in areas above the load bearing walls.

Red - Compression/High Utilization Blue - Stress/Low Light Yellow/Orange - High Light White - Minimal Utilization/Stress

Mitgating

Utilization

Stress

133

Radiation

.4

Deconstruction

Derelict Buildings

Wall Analysis Comparison North The north wall is dark, as seen previously in the sun path diagrams, the sun does not reach it. Because the wall does not come in contact with load bearing walls, compression force is especially higher below load bearing walls and next to existing openings.

Red - Compression/High Utilization Blue - Stress/Low Light Yellow/Orange - High Light White - Minimal Utilization/Stress

Mitigating

Utilization

Stress

134

Radiation

.4

Deconstruction

Derelict Buildings

Wall Analysis Comparison East The east wall shows the most consistent light radiation throughout its

facade.

Compression,

stress

and utilization values are relatively consistent as well besides high values in load bearing walls. The utilization values increase gradually below the first openings that are in height of the load bearing walls.

Red - Compression/High Utilization Blue - Stress/Low Light Yellow/Orange - High Light White - Minimal Utilization/Stress

Mitigating

Utilization

Stress

135

Radiation

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Deconstruction

Derelict Buildings

Wall Analysis Comparison South and East

South East Elevations

The south and east walls are the best elevations to introduce perforations, this is based on structural and light analysis that was undertaken in previous pages. To avoid an effect of escaping light, only two elevations were chosen.

Escaping Light Diagram

South

136

West

North

East

.4

Deconstruction

south Tower as a sundial Test #1 - South Wall as a Sundial by Months

Derelict Buildings

*The following exercises are comparative exercises, they do not indicate exactly whether the tower will fail structurally.

The first strategy aimed

a

at reflecting the number

b

of the month by the

March

number of perforations

April May to August

penetrating the wall.

c May to August April

Number of Perforations May - 5 perforations.

March

April - 4 perforations.

March - 3 perforations. according to the sun penetration exercise (page 131). b. Removing 760 bricks resulted in minimal change in stress ratio,

Utilization

Utilization

Utilization

utilization values slightly increased in the east elevation. c. Perforations by month were introduced from bigger to smaller reflecting the gradual weight reduction percentage revealed by wind force analysis (p. 101). Reducing 2,500 bricks increased stress ratio by 5%.

*Stress Ratio - Ratio between yield strength and internal stress

Stress

Existing Condition

Stress

Stress Ratio: 61%

Stress

Bricks Removed: 762 137

Stress

Stress Ratio: 64%

Stress

Bricks Removed: 2,415

Stress

Stress Ratio: 74%

.4

Deconstruction

Derelict Buildings

south Tower as a sundial Test #1 - South Wall as a Sundial by Months d. Additional perforations

d

were introduced resulting a totals of 3,600 removed bricks in total. As a result stress ratio increased significantly. The east wall continued to show gradual

e

f

May to August

May to August

April

April

October

October

March

March

rise in utilization values. e. To allow further support in the corners, the openings were narrowed in width, this improved yield strength to internal stress significantly. f. In test 1f, a large

Utilization

Utilization

Utilization

opening along the load bearing wall was added, this increased the total amount of bricks removed to 4,800.

Large

However, stress ratio

Opening

revealed structural failure.

The sundial by month strategy proved difficult to articulate as the number of months were not able to accumulate accordingly with light angles.

*Stress Ratio - Ratio between yield strength and internal stress

Stress

Bricks Removed: 3,591

Stress

Stress Ratio: 80%

Stress

Bricks Removed: 3,099 138

Stress

Stress Ratio: 70%

Stress

Bricks Removed: 4,764

Stress

Stress Ratio: 120%

.4

Deconstruction

Derelict Buildings

south Tower as a sundial Test #2 - South Wall as a Sundial by Hour Instead of indicating

a

months, the following

b

test aimed at indicating

14:00

the time of day, hours

15:00 16:00 17:00 18:00

of the day. The south walls shines from 14:00

c

14:00

to 18:00, the number of perforations is as follows: Number of Perforations: 14:00 - 2 or 14

15:00 16:00 17:00 18:00

15:00 - 3 or 15 16:00 - 4 or 16 17:00 - 5 or 17 18:00 - 6 or 18 a. Test 2a introduced 2

Utilization

Utilization

Utilization

perforations for 14:00, an additional perforation for 15:00 for an accumulation of 3 and so on. b. Similarly, only that with this test, each strip was counted as one sun penetration light. c. To increase the amount of perforations 14:00 was increased to 14 penetrations and so forth.

The wide penetration continued to demonstrate high stress levels. *Stress Ratio - Ratio between yield strength and internal stress

Stress

Bricks Removed: 870

Stress

Stress Ratio: 66%

Utilization

Bricks Removed: 1,050 139

Stress

Stress Ratio: 69%

Stress

Bricks Removed: 3,360

Stress

Stress Ratio: 78%

.4

Deconstruction

Derelict Buildings

south Tower as a sundial Test #2 - South Wall as a Sundial by Hour

14 15 18 17 16

d. The previous

d

studies introduced

e

f

wide perforations that showcased high stress values around these openings, with the following iterations a 14:00

minimum of 2 bricks separation was introduced to allow a flow of weight load. Here again 14:00 was counted as 14 penetrations. e. Test e, introduced recognizing the time of day vertically rather

Utilization

Utilization

15:00 16:00 17:00 18:00 19:00

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Utilization

than horizontally. Angle of penetration were separated by vertical rather than horizontal.

This did not align with the weight reduction percentage amibition. f. While retaining the brick intervals between perforations,, exercise 2f proved the most successful in the amount of bricks removed, stress ratio while reflecting design ambition.

*Stress Ratio - Ratio between yield strength and internal stress

Stress

Bricks Removed: 2,478

Stress

Stress Ratio: 69%

Utilization

Bricks Removed: 2,097 140

Stress

Stress Ratio: 61%

Utilization

Bricks Removed: 2,562

Stress

Stress Ratio: 56%

.4

Deconstruction

Derelict Buildings

east tower as a cavity Test #3 - Maximum Amount of Bricks Following the implications

2f

of study 2f, additional

b

c

perforations are introduced on the east wall. Here again, areas that are the whitest (least stressed and least in compression or in utilization) were removed. b. The outlined areas were offset to reflect the corners of the structure, allowing 2 bricks allowance on each side. Removal of roughly 2,843 bricks resulted in

Utilization

Utilization

Utilization

high stress ratio focusing on specifically on the mid area between the two large perforations. c. In exercise 3c, selection of bricks was reduced to an approximate of 2,000 bricks. Reducing the size of the second largest perforations increased compression performance in the area significantly.

*Stress Ratio - Ratio between yield strength and internal stress

Stress

Outlining Areas

Stress

Stress Ratio: 56%

Stress

Bricks Removed: ~2,843 141

Stress

Stress Ratio: 80%

Stress

Bricks Removed: ~1,986

Stress

Stress Ratio: 70%

.4

Deconstruction

Derelict Buildings

east tower as a cavity Test #3 - Maximum Amount of Bricks d. Further reduction

d

in number of bricks

e

f

removed, stress and compression values showcased a more consistent flow. e. Removal of 1,000 bricks resulted in minimal structural change. f. The diagram of study 3c was translated to an outlining area of brick removal depicted in exercise 3f. The bricks removed in the east wall

Utilization

Utilization

Utilization

of the tower is a total of 2,211 bricks. The large high perforation was broken into two perforations to relieve stress values. The stress ratio rate has increased from the original but not significantly.

*Stress Ratio - Ratio between yield strength and internal stress

Stress

Bricks Removed: ~1,700

Stress

Stress Ratio: 65%

Stress

Bricks Removed: ~960 142

Stress

Stress Ratio: 58%

Stress

Bricks Removed: 2,211

Stress

Stress Ratio: 72%

.4

Deconstruction

Derelict Buildings

perforated tower Exercise Conclusion

No Perforations

Tower Perforation Process

South Elevation Perforated

Perforating South Elevation

South East Elevation Perforated

Perforating East Elevation

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Deconstruction

Derelict Buildings

perforated tower Light Penetrating East Elevation 07:00-13:00

144

.4

Deconstruction

Derelict Buildings

perforated tower Light Penetrating South Elevation 14:00-19:00

145

.4

Deconstruction

Derelict Buildings

Perforated Tower Conclusion Additional perforations introduced: 73 Bricks removed south elevation: 2,562 Bricks removed east elevation: 2,211 Total removed bricks: 4,773 Total weight removed: 16.7 tonne Bricks required for staircase: 431 Total in-sourced reclaimed bricks: 4,342 The perforation process was able to remove roughly 4,700 bricks and 450 were used to rebuild a staircase inside.

The total amount of in-sourced bricks is roughly 4,3000. To reclaim additional bricks and to prove the perforation strategy as a strategy rather than a specific operation on a tower, another element in The Co-op Factory was tested in the following pages.

146

.4

Deconstruction

Derelict Buildings

Perforated tower Inside the Tower

147

.4

Deconstruction

Derelict Buildings

Perforating as a strategy East Wall The perforating procedures are not only applied to the tower but to other elements in the Co-op Factory and other brick derelict buildings in Birmingham. The perforation strategy can apply to different parts of The Co-op Factory. The east wall of the factory is was tested as an attempt to expand the ETS from a specific exercise on a tower to a strategy of deconstruction derelict buildings in Birmingham.

148

.4

Deconstruction

Derelict Buildings

.4

perforating as a strategy Test #1 - Main Frame b. The first iteration presented a long uninterrupted frame at the east wall. The total bricks removed were 1,904 although

c. Introducing a brick between 3 brick wide perforation improved stress ratio significantly to 28%, roughly 5 k/cm2.

stress ratio multipled by more than a hundred reaching 112%. meaning the highest tensioned bricks were are 24 kN/cm2

d. Introducing another brick between the perforation reduced stress ratio even more, although 250 less brick were removed.

Stress Ratio: 1% Bricks Removed: 0

Utilization

Bricks Removed: 1,904

Stress

Utilization

Stress Ratio: 28% Bricks Removed: 1,485

Utilization

Stress Ratio: 24% Bricks Removed: 1,215

Tension

*Stress Ratio - Ratio between yield strength and internal stress

Utilization

149

b

Stress

c

Stress

Utilization Compression

Stress Ratio: 112%

a

Stress

d

Deconstruction

Derelict Buildings

.4

perforating as a strategy Test #1 - Main Frame e. Since introducing an additional brick between perforation provide only slight structural improvement, another test with

f. Another iteration introducing horizontal bricks between the perforation proved inefficient showcasing the exact same

one separating brick was made, while providing wider perforations, despite removing additional bricks, stress ratio increased.

stress ratio as study c. g. To reflect the increased uneven height of the wall taller perforations were introduced with an interval of one brick.

Stress Ratio: 33% Bricks Removed: 1,620

Utilization

Stress Ratio: 28%

e

Bricks Removed: 1,386

Stress

Utilization

Stress Ratio: 27% Bricks Removed: 2,061

Utilization

g

Stress

Utilization Compression

Tension

150

Stress

f

Deconstruction

Derelict Buildings

.4

perforating as a strategy Test #2 - Perforation a. In addition to the main frame, additional perforation were introduced throughout the height of the wall, increasing both

c. Avoiding brick removal next to the adjacent load bearing walls while removing additional bricks result in surpassing 50%

amount of bricks removed and stress ratio significantly reaching 70%, roughly 15 kN/cm2.

which was decided as the cap of structural feasibility.

b. Maintaining bricks around the load bearing walls and below the large perforation improved structural performance

d. The last iteration was structural feasible but did not match study 2b amount of removed bricks.

significantly reducing stress ratio to 45% while still removing many bricks.

Stress Ratio: 70% Bricks Removed: 3,312

Utilization

Stress Ratio: 45%

a

Bricks Removed: 3,135

Stress

Utilization

Stress Ratio: 51% Bricks Removed: 3,700

Utilization

Stress Ratio: 33% Bricks Removed: 2,717

Utilization

Utilization Compression

Tension

Stress

c

Stress

151

b

Stress

d

Deconstruction

Derelict Buildings

Perforation as a strategy East Wall Test Conclusion Total reclaimed red pressed bricks: 3,135.

The diagrams to the right show the process of removing bricks in stress diagrams.

152

.4

Deconstruction

Derelict Buildings

light qualities Perforation Strategy

153

.4

Deconstruction

Derelict Buildings

Light Qualities Perforation Strategy

154

.4

Deconstruction

Derelict Buildings

light qualities East Wall

155

.4

Deconstruction

Derelict Buildings

conclusions Derelict Buildings: Deconstruction

1.

MASONRY STRUCTURES showcase extreme mechanical properties introducing high ratios between strength in tension and compression.

2.

Maximum 1 k/N WIND FORCE on site is an important indication for potential weight reduction percentages and therefore brick removal allowance.

3.

Maximum BENDING MOMENT is valued at 359.12 kN/m.

4.

Maximum STRESS rates reach 0.104 N/mm2.

5.

Maximum WEIGHT LOAD reaches 0.358 N/mm2.

6.

BEDDING STRESS comparison reveal that a maximum of 0.254 N/mm2 weight can be removed.

7.

Conducting calculation at several heights of the tower, WEIGHT REDUCTION PERCENTAGE RANGES FROM 90% TO 70%.

8.

STRUCTURAL SIMULATION is used to indicate best specific locations for brick removal.

9.

REFINED STRUCTURAL SIMULATION was established to conduct the most accurate prediction of masonry structural behaviour.

10.

The DESIGN STRATEGY highlighted the perforation of the tower as part of the walk as well as the importance of light analysis.

11.

DAYLIGHT VISUALIZATIONS revealed extreme light conditions as opportunity to introduce a unique light experience within The Co-op Factory.

12.

SUN PATH and RADIATION ANALYSIS showcased light angle, time of sunlight and the south and east elevations as the most lit.

13.

LIGHT ANGLE ANALYSIS showcased a potential of escaping light and determined the south and east elevations are the only ones to be perforated.

14.

Light angle analysis translated to a SUN PENETRATING brick removal strategy indicating brick removal process in relation to time and angle.

15.

Sun penetrating strategy revealed the potential of introducing an AESTHETIC, visual element of brick expressionism into the brick removal strategy.

16.

A wall comparison between the four elevations marked the SOUTH AND EAST ELEVATIONS as the most effective walls to be perforated.

17.

Perforating the south elevation utilized the perforation as a SUNDIAL to indicate time while climbing the tower.

18.

In the east elevation, the MAXIMUM AMOUNT OF BRICKS REMOVED to introduce additional light while in-sourcing sufficient amount of bricks.

19.

Perforating another element in The Co-op Factory, an east facing wall demonstrated the perforation study as STRATEGY for additional elements and derelict buildings.

156

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5 Follies:

Reconstruction “If the whole of a town is in the end not visually pleasing, the town is not worth having,” Nikolhaus Pevsner

OR What is the least amount of bricks I need to build a structure?

What is the maximum amount of frames or perforations I can introduce?

Reconstruction Follies

reconstruction Ise Grand Shrine The Jingu Shrine in Ise, Japan, presents an interesting comparison in response to Birmingham’s construction culture.

The shrine is rebuilt every twenty years. The last ritual took place in 2013, and was the 62nd ceremony, the first shrine was erected in 678. The reconstruction of the shrine plays an important role in preserving and handing down traditional crafts to the next generation, and conveying the roots of Japanese culture. The shrine building is constructed using solid cypress wood and ancient Japanese construction techniques without the use of nails. The old shrines are dismantled and new ones are built on an adjacent site, so that the buildings will be forever new, ancient and original.

1. Bridge

2. Path

3. Prayer

4. Shrine

158

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Reconstruction Follies

Reconstruction Birmingham’s Culture of Excessive Demolition The deconstruction and reconstruction nature that characterize Birmingham should be an act of appreciation and celebration, much like the Ise Grand Shrine in Japan.

678

1960

2020

The shrine is rebuilt every 20 years since 678 to celebrate the technique, culture, religion.

“Buildings in Birmingham should be constructed to last 15-20 years and then should be pulled down.”

“Birmingham is always under construction.”

Ise Grand Shrine Ise, Japan

Ukiyo Search

Sir Herbert Manzoni City Engineer and Surveyor

The Inner Ring Road, Underpasses & Murals of Birmingham Keith M Jordan

Ise Grand Shrine. (2020). Available at: https://ukiyo-e.org/image/bm/AN00592327_001_l. Accessed (18th April 220).

Jordan, K. M. (2006). The Inner Ring Road, Underpasses & Murals of Birmingham. Sutton: Coldfield.

159

Alice Duckworth Speech Therapist Student

Interview with Yoav Caspi

.5

Reconstruction Follies

reconstruction Construction Phases The construction phases of the project are deconstruction as well as reconstruction. The deconstruction process is done as was described in previous chapters: brick derelict buildings are selectively demolished through a brick removal strategy. Later, the same bricks are used to reconstruct follies. The reconstruction process will be described throughout this chapter.

160

.5

Reconstruction Follies

Reconstruction Follies Derelict buildings are perforated and disperse as follies throughout the city. The Co-op Factory for instance is dispersed as a tower, a detached roof, a

Water Tower .1

colonnade. These follies create visual connectivity, they spread through the walk as focal points.

Follies

The Co-op Factory 1. Tower

Victorian Roof .2

2. Detached Roof

3. Colonnade

161

3. Colonnade

.5

Reconstruction Follies

Reconstruction Follies Architectural follies are constructed primarily for decoration but their form and appearance often suggest other purpose, their appearance usually associate with the class of buildings to which they belong or specifically a main central building. 18th century English landscape gardening often featured mock Roman temples, symbolising classical virtues or Chinese temples, Egyptian pyramids, ruined abbeys. Sometimes follies represented rustic villages, mills, and cottages to symbolise rural virtues.

The Beacon Staunton

The Temple of the Four Winds, Castle Howard, North Yorkshire

Beckford’s Tower, Bath

Per Kirkeby

AA, Bedford Square, DRL

Country Park vertical

The Tuscan Temple at Rievaulx Terrace, North Yorkshire

Wimpole’s Folly, Cambridgeshire

Broadway Tower, Worcestershire

The Pigsty, Robin Hood’s Bay

Garching, Germany, Philipp Baumhauer

Per Kirkeby

AA, Bedford Square, DRL

Tatler. (2020). Available at: https://www.tatler.com/gallery/best-british-follies-to-visit. (Accessed: 16th April 2020).

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Reconstruction Follies

visual walking Reconstruction To elaborate on the second phase of construction, reconstructing follies, I looked at visual planning and the picturesque.

The follies aim to create visual connectivity throughout the walk. They aim to frame the built environment and create a composition to help appreciate existing conditions.

Scene

Subject

View

Composition

Pevsner, N. (2010). Visual Planning and the Picturesque. Los Angeles: Getty Research Institute.

163

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Reconstruction Follies

visual walking Existing Built Environment

Frame

Horizontal

Random

Vertical

Pattern #1

Random & Main Subject

164

Geometry

Birmingham, Walking the Canal

.5

Reconstruction Follies

visual walking Derelict Buildings Interior The brick removal strategy in derelict buildings also aims to frame the built environment, to help appreciate existing Birmingham.

Frame

Pattern #1

Horizontal

Geometry #1

Geometry #2

Vertical

Frame

Random & Main Subject

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Reconstruction Follies

building an arch History The reconstructed follies study from their nearby

Vault/Arch

derelict buildings. One of the most repeated

Terminology

element is the Arch. An arch is a vertical curved structure that spans an elevated space and may or may not support the weight above it. Arches appeared as early as the 2nd millennium BC in Mesopotamian brick architecture and their systematic use started with the ancient Romans, who were the first to apply the technique to a wide range of structures. Arches may be synonymous with vaults, but a vault may be distinguished as a continuous arch forming a roof.

2. Voussoir

6. Rise

3. Back

7. Clear span, “Bay”

4. Impost

8. Abutment

5. Intrados

9. Springer

Ancient Arches - Ġgantija Temples 3600 BC, Malta

Force Flowing Down

1. Keystone

Romans Systematic Arch Use - Visit to Ostia Antica, Rome

166

Arch Types

.5

Reconstruction Follies

building an arch Form-work The first step in building an arch is to prepare a form-work, a circular or straight foundation on which the bricks or other materials are laid on. During our visit to Rome, we found a scaffolding circular arch that was laid to support the existing structure. It was first laid temporary for construction works and was later left for decoration

Tiles

Braces

Laggings

Ribs Measure Rise

Place Horse

Measure Depth

Cut

Place Laggings

Props

Circular Arch Foundation

Decorative Arch Form-work, Visit to Rome

167

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Reconstruction Follies

Building an arch Stages

0

1

2

3

4

5

6

7

The stages of building a standard arch are as follows: 0. Laying the ground.

4. Placing a formwork.

1. Laying a brick foundation.

5. Laying the arch bricks.

2. Continuous level check.

6. Placing the header.

3. Build up piers.

7. Placing the abutment.

7 6 5 4 3 2 1 168

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Reconstruction Follies

Building an Arch Early Experiments An early experiment tested a scaled arch construction site in a model of the AA and Eastside Projects (typical industrial factory in Birmingham, p.

39). The experiment involved roof tiles as part of the construction.

It was later decided that the construction will be limited to bricks.

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Reconstruction

Structural analysis Standard Arch

Follies

*The following exercises are comparative exercises, they do not indicate exactly which arch will fail or which will stand.

Utilization

Displacement

Displacement

Similar to the tower perforation exercise, structural analysis is used to introduce and maximize perforations in an arch to further frame the surrounding environment. The amount of bricks used is another examined criteria with the aim to use the least possible.

The following script demonstrate a structural analysis framework for a standard circular arch. The simulation was tested with an uncompleted arch (top right) revealing the arch would fail through a displacement rate.

Circular Arch

Uncompleted Circular Arch

0.2

25

3.5

Arch Structural Analysis

s

r ete

m

5

1

1. Material Properties.

2. Supports 3. Load 4.2 m

4. Results

4

5. Utilization Ratios

3.85 m

2 s

ter

e .5 m

2

3

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Reconstruction Follies

Structural analysis Test #1 - Common Bond

b. Brick perforation every second course along the piers, both stretchers and header, small increase in displacement rate. c. Additional 20 bricks removed at the abutment area, increased perforations and minimal structural change.

a. Common bond was tested as the same bond that was used in previous Co-op Factory analysis.

Utilization

a

d. Reducing 200 bricks resulted in a significant increase in displacement rate multiplied by 10 from previous tests reaching a 0.23 cm, the displacement rates specifically focused at the key brick indicating the failure of the arch.

Displacement

Utilization

b

Dimensions: 4.2 x 3.5 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 0 Number of Bricks: 671

Utilization

c

Displacement

Dimensions: 4.2 x 3.5 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 34 Number of Bricks: 603

Displacement

Utilization

Dimensions: 4.2 x 3.5 x 0.225 m Span: 3.85 m x 2.5 m.

“Frames”/Perforations: 50 Number of Bricks: 580

d

Displacement

Dimensions: 4.2 x 3.5 x 0.225 m Span: 3.85 m x 2.5 m.

“Frames”/Perforations: 60 Number of Bricks: 489

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Reconstruction Follies

Structural Analysis Test #2 - Increased Width

b. Along the piers, every 2nd course two headers were removed or one stretcher, reduction of 140 bricks resulted in minimal effect. c. Highly structural efficient demonstrating better utilization levels and ratio than the complete arch with almost 200 bricks reduced.

a. Test 2 introduced a wider arch of 0.385 m width, initial number of bricks increased by 270.

Utilization

a

d. The free standing arch saw a significant increase in ratio raising from 2% in other tests to 6%, more importantly rates reached 0.21 cm. It is important to note if I were to apply wind force, the free standing circular arch would fail as revealed by the concentrated stress.

Displacement

Utilization

b

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 0 Number of Bricks: 941

Utilization

c

Displacement

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m.

“Frames”/Perforations: 96 Number of Bricks: 799

Displacement

Utilization

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m.

“Frames”/Perforations: 96 Number of Bricks: 747

d

Displacement

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m.

“Frames”/Perforations: 50 Number of Bricks: 455

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Reconstruction Follies

Structural Analysis Test #3 - Double Thickness

b. The reduced bricks showcased more extreme stress conditions along the abutment meeting the piers reaching 2.1%. c. Although utilization levels appear to be balanced, the overall percentage increased by 7 reaching 10%, ratio level is at a high 1%.

a. Test 3 introduced a thicker arch transforming to a vault structure.

Utilization

a

d. Improved from the c, displacement rate as well as utilization rate decreased significantly despite the remove of additional bricks.

However the ratio between yield strength and internal stress is still at a high value of 1%, with wind load, the arch will fail.

Displacement

Utilization

b

Dimensions: 4.2 x 3.5 x 0.45 m Span: 3.85 m x 2.5 m.

“Frames”/Perforations: 0 Number of Bricks: 1,342

Utilization

c

Displacement

Dimensions: 4.2 x 3.5 x 0.45 m Span: 3.85 m x 2.5 m.

“Frames”/Perforations: 0 Number of Bricks: 1,206

Displacement

Utilization

Dimensions: 4.2 x 3.5 x 0.45 m.

Span: 3.85 m x 2.5 m.

“Frames”/Perforations: 16 Number of Bricks: 1,056

d

Displacement

Dimensions: 4.2 x 3.5 x 0.45 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 2 Number of Bricks: 872

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Reconstruction Follies

Structural Analysis Test #4 - Increased Width + Slits

b. Removing a stretcher from every second course only on one side introduced minimal structural effect. c. Significant amount of bricks removed while revealing minor changes to displacement and ratio rates.

a. Returning to the wider arch and removing the double width, test 4 focused on providing slits over complete holes.

Utilization

a

d. Reduced amount of bricks by another 160 resulting in the arch to fail. The displacement rate reached 0.1 cm an is concentrated at the arch.

Displacement

Utilization

b

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 0 Number of Bricks: 941

Utilization

c

Displacement

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 0 Number of Bricks: 841

Displacement

Utilization

Dimensions: 4.2 x 3.85 x 0.225 mSpan: 3.85 m x 2.5 m “Frames”/Perforations: 0 Number of Bricks: 683

d

Displacement

Dimensions: 4.2 x 3.85 x 0.225 mSpan: 3.85 m x 2.5 m “Frames”/Perforations: 0 Number of Bricks: 521

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Reconstruction Follies

Structural Analysis Test #5 - Increased Width + Running Bond

b. Despite a reduction of 160 bricks displacement rate showed a decrease of 0.03 mm! Bricks were reduced from other side of the arch to introduce perforations resulting in a Jenga brick weaving effect.

a. The following test focused on a running brick bond instead of a common bond. The exercises showcase a complex almost ‘jenga’ like arch probably too hard to construct, but the idea of a hollow arch came about.

Utilization

a

c. Another reduction of 140 bricks provided minimal change in structural performance, only displacement rate increased by 0.02 cm. d. A hollow arch, yield to stress ratio increased to 4% from 2% while displacement rate showed minimal difference.

Displacement

Utilization

b

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 0 Number of Bricks: 987

Utilization

c

Displacement

Dimensions: 4.2 x 3.85 x 0.225 mSpan: 3.85 m x 2.5 m “Frames”/Perforations: 56 Number of Bricks: 827

Displacement

Utilization

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 60 Number of Bricks: 689

d

Displacement

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 2 Number of Bricks: 413

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Reconstruction Follies

perforated arch Structural Analysis Conclusion Through the structural analysis tests I identified two arches to develop. One is a load bearing arch introducing perforations by reducing headers in every second course. The second would be a free standing arch, a hollow arch.

2c

Load Bearing Arch

5d

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m.

“Frames”/Perforations: 96 Number of Bricks: 747

Free Standing Arch

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 2 Number of Bricks: 413

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Reconstruction Follies

perforated arch Test #6 - Load Bearing Arch

b. Every header reduced from every second course resulted in a reduction of additional 50 bricks while demonstrating minimal changes in ratio, utilization and displacement rate values.

Following exercise 2c, the following test attempted to refine a design for a load bearing arch.

Utilization

2c

c. Here, the middle brick was rotated 450, looking at the displacement visualization it is clear that the arch would fail. d. Similar to experiment b, headers were reduced in every second course and the remaining headers were moved to support stretchers.

Displacement

Utilization

b

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m.

“Frames”/Perforations: 96 Number of Bricks: 747

Utilization

c

Displacement

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 110 Number of Bricks: 691

Displacement

Utilization

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: ?

Number of Bricks: 645

d

Displacement

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 140 Number of Bricks: 705

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Reconstruction Follies

perforated arch Load Bearing Arch The final load bearing arch resulted in a reduction of 136 bricks and introduction of 140 perforations in comparison to a typical arch with the same dimensions. Utilization rates revealed typical percentages, the displacement rate was valued as 0.023 cm similar to 0.017 to the standard arch and ratio between yield strength and internal stress revealed an increase of only 1 percentage. This load bearing arch also performed better than other similar tests as proven in previous studies.

2a

Wider Arch

6d

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 0 Number of Bricks: 941

Load Bearing Arch

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 140 Number of Bricks: 705

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Reconstruction Follies

b. Introducing thicker piers increased the number of bricks by 100 and the width of the arch by 4.1 The increase in width resulted in

perforated arch Test #7 - Free Standing Arch

additional stress at the top stretcher brick. c. Reduction in compression values at the bottom of the piers by introducing additional bricks also acting as blockers preventing

Following exercise 5d, the following tests attempted to refine a design for a hollow, free standing arch.

people from passing through the hollow arch, still increased displacement rate. d. Middle piers extended to support top head stretcher resulted in significant improvements in utilization, displacement and ratio rates.

Utilization

5d

Displacement

Utilization

b

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 2 Number of Bricks: 413

Utilization

c

Displacement

Dimensions: 4.2 x 4.1 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 2 Number of Bricks: 510

Displacement

Utilization

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 2 Number of Bricks: 544

d

Displacement

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 4 Number of Bricks: 594

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Reconstruction Follies

perforated arch Brick Lintels

Arch Former Lintel Concrete Existing Wall

To support to structural feasibility of a hollow arch brick lintels can be used. Brick lintels can support tension along the arch as well as top stretcher brick course. A brick lintel is a contemporary and permanent

DPC as a Membrane

replace for temporary form-works, they speed up masonry construction involving openings. Brick lintels are manufactured from stainless steel with a large design range. Custom lintels can also be manufactured to suit specific architectural features.

Bricks

Stainless Steel Lintel

Window Frame

Brick Lintels

Raise Inner and outer Level simulatneously.

180

Will Leaf Lintel

Steel Box Lintel

Will Leaf Lintel

Semi Arch Former Lintel

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Reconstruction Follies

perforated arch Free Standing Arch The free standing arch reduces 347 bricks from a standard arch with similar dimensions. Despite the positive results in utilization, displacement and ratio it is likely to assume that wind force will fail the arch. First, piers were field with alternate bricks until 1 m to reduce accumulating weight load at the bottom of the arch as well as preventing the hollow space to be walked through, i.e. blocking pedestrians from passing through it. Second, further developments could introduce brick lintels to support the top stretcher brick as well as the arch. The brick lintel can prevent additional stress in these locations.

2a

Wider Arch

7d

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m m.

“Frames”/Perforations: 0 Number of Bricks: 941

Free Standing Arch + Brick Lintels

Dimensions: 4.2 x 3.85 x 0.225 m Span: 3.85 m x 2.5 m “Frames”/Perforations: 4 Number of Bricks: 594 Brick Lintels: 2/3

181

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Reconstruction Follies

Perforated Arch Conclusion

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Reconstruction Follies

Follies Colonnade The free standing arch can be used as a colonnade, following an industrial Victorian vernacular character by introducing weathered bricks from The Co-op Factory as well as stainless still brick lintels. Eight arches were used to mirror the eight arches appearing in The Co-op Factory.

Free Standing Arch Colonnade

Initial Colonnade

8 Arches - The Co-op Factory

1 2 3 4 5 7

6

8 183

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Reconstruction Follies

Follies Colonnade

184

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Reconstruction Follies

Follies Colonnade Framing the Canal

185

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Reconstruction Follies

follies Bus Stop Framing the Existing Built Environment

186

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Reconstruction Follies

follies Follies Framing the City Through Visual Connectivity

187

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Reconstruction Follies

conclusions Follies: Reconstruction

1.

Following the deconstruction of derelict buildings, the project suggests RECONSTRUCTION of follies as part of the urban

infrastructure while utilizing the in-sourced reclaimed bricks.

2.

The FOLLIES study from the vernacular architecture of Birmingham and their nearby derelict buildings.

3.

Follies create VISUAL CONNECTIVITY along the urban infrastructure promoting ‘visual walking’.

4.

The ARCH element was chosen as a repeated element in Birmingham’s Victorian industrial architecture to be tested with the

perforation strategy.

5.

STRUCTURAL ANALYSIS was used to make informed design decisions in the articulation of the arches.

6.

While maximizing perforations and minimizing use of bricks two PERFORATED ARCHES are proposed.

7.

The two arches are a LOAD BEARING and a FREE STANDING ARCH.

8.

BRICK LINTELS are used to support the construction as well as structural feasibility of those arches.

9.

Which are used to articulate a CONTEMPORARY FOLLY language, interpreting the vernacular architecture of the derelict buildings.

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Environmental and technical studies conclusion Wayring: Birmingham’s Plan for Walk

Wayring: Birmingham’s plan for walk is an urban infrastructure designed for walking. Wayring is a strategy to rediscover a city through walking by establishing an infrastructure through and between derelict buildings. The project establishes Birmingham’s plan for walk which articulates five project phases: context, survey, material, deconstruction and reconstruction.

CONTEXT and SURVEY 56 derelict buildings are identified as the landmarks and connecting points of this infrastructure. The Co-op Factory due to be demolished was chosen as a prototypical derelict building.

MATERIAL Instead of total demolition, the ETS investigates brick removal as a feasible selective demolition process able to financially compete with other conservation strategies. The brick removal strategy is tested on a water tower in The Co-op Factory which is due demolition due to excessive weight. Brick removal becomes a conservation strategy by reducing weight while in-sourcing material.

DECONSTRUCTION Wind force calculations followed by bending moment diagrams compared with weight load values showcase that a high percentage of weight can be removed from the top of the tower while gradually decreasing until meeting supporting load bearing walls. Following the bedding stress comparisons, structural simulation is used to identify specific locations where bricks can be removed. Sun path, radiation, light angle and sun penetration studies indicate further the best locations for perforations taking into consideration light qualities in conserving the derelict buildings. The project proposes several perforation options while highlighting the most effective in terms of structure, light, wind and amount of in-sourced bricks. A similar process is later applied to an additional element proving the study as a strategy feasible for derelict buildings in general rather than a specific architectural element.

RECONSTRUCTION The deconstruction process is followed by reconstruction of the reclaimed in-source bricks on site. The bricks are used to build follies along the urban infrastructure which frame the existing built environment. Structural analysis is used to inform the vernacular contemporary language of the follies relating to their nearby derelict buildings while providing visual connectivity along the walk.

Through analysing brick perforation in response to structure, wind, light and feasibility of the technique, the research aims to establish a strategy to introduce an urban infrastructure through and between derelict buildings in Birmingham.

190

1. Bus Stop framing a Derelict Building

wayring 1.1 Co-op Factory to Curzon Street

2. DECONSTRUCTION - brick removal as a dual conservation strategy framing the existing built environment and in-sourcing bricks.

1

2

3

3. RECONSTRUCTION - Rebuilding follies in bricks as an urban infrastructure framing the city through visual connectivity

Appendix

environmental and technical studies tutors

Javier Castanon Alan Harries Angel Fernando Lara Moreira Anna Pla Catala David Illingworth Francesco Anselmo Giles Bruce Joana Carla Soares Gonçalves Laura de Azcarate Nacho Marti Patricia Mato-Mora Sho Ito Xavier Aguilo i Aran

Imperial Fora - Roman Ancient Urban Infrastructure Diploma 19 2019 Visit

Appendix II

Can we perforate the Architectural Association School of Architecture?

Bedford Square 32-36, 1930 AA Archive

Appendix

The AA

The Architectural Association History The idea of perforating and brick removal commenced while surveying the Architectural Association. It was speculated as a playful approach to regenerate the Bedford Square campus. The environmental and technical studies research outlined throughout this document deals with derelict buildings in Birmingham but it can also be thought as a relevant perforation strategy in other contexts such as the AA. DATE 1773-1785

DEVELOPMENT DESCRIPTION Construction.

DECISION & SOURCE Bedford Square: An Architectural Study by Andrew Byrne

24-10-1951

Grade I Listed.

01-02-1979

The construction of two-storey link blocks to the main

Conditional.

buildings and of lift shaft extensions to the main

London Borough of Camden.

building at 28-33, 37 & 38.

25-09-1985

11-04-1989

19-02-1996

Change of use of the third floor from residential.

Grant Full or Outline Permanent

Works of refurbishment including the erection of a lift

with Condition.

at the rear of each property.

London Borough of Camden

Alterations to include demolition of extensions

Grant Full or Outline Perm. With

westward of west face and construction of two new life

Condition.

shafts and basement.

London Borough of Camden

Extension of the prescribed (5-year time limit for

Withdrawn Application.

general refurbishment), including demolition of rear

London Borough of Camden

Georgian Buildings

extensions, construction of two new lift shafts and basement.

11-05-1996

12-08-1996

Approval of details of samples of facing brickwork

Withdrawn Application-revision

pursuant to additional condition 01 dated 17th January

received. London Borough of

1991.

Camden

Approval of second hand London Stock facing bricks,

Grant Approval of Details (Listed

Portland Stone and Welsh Slate pursuant to additional

Bldg). London Borough of Camden

condition 01 of consent dated 17 January 1991.

25-03-1998

25-11-1998

Refurbishment of 37&37 Bedford Square, including the

Withdrawn Application-revision

installation of lift shaft to read of 38, new-build onto

received. London Borough of

Morwell Street.

Camden

Refurbishment of 37&38 Bedford Square and 16

Grant L B consent with Conditions.

Morwell and the erection of a new office building at

London Borough of Camden.

17018 Morwell Street (rear of 37 and 38 Bedford Square).

08-06-1999

Alterations to previously approved scheme for the

Grant Full Planning Permission.

refurbishment of 37&38 Bedford Square.

London Borough of Camden

No. 38 Bedford Square, Coade stone impost block to doorway showing the depth of Coade blocks.

Byrne, A. (1990). Bedford Square: An Architectural Study. London: Athlone Press

198

38 Bedford Square

.II

Appendix II

The AA

The Architectural Association Surveys

Latest Bedford Refurbishment

32 Bedford Square Wall in Construction with AA Maintenance

38 Bedford Square Floor Opened with AA Maintenance

36 Bedford Square Wall Breakout with AA Maintenance

Camden Planning Application Search. (2020). Architectural Association School of Architecture, 36 Bedford Square. (Accessed: 8th April, 2019).

199

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Appendix II

The AA

38 Bedford Square Diploma 19 Space

200

.II

Appendix II

The AA

38 Bedford Square Survey as Strategy

201

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Appendix II

The AA

38 Bedford Square Survey as Strategy

202

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Appendix II

The AA

38 Bedford Square Survey as Strategy

203

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Appendix II

The AA

Perforating the AA

204

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Yoav Caspi 206