AUDREY CLAIRE LEJEUNE

THE PEOPLE’S TOWN HALLA new town hall and market hall for Dartford, Kent

DEPARTMENT OF ELECTRONIC MUSICExpansion of the Guildhall School of Music, King’s Cross, London

ARCHITECTURE STUDY TRIPSStudy Trips undertaken with professors and studio masters from the Architecture Department of Cambridge University

OTHER PROJECTSPembroke Foreign Films - Pembroke May Ball

Work Samples

AUDREY CLAIRE LEJEUNE

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C-C’ Section

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A

A’

B

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C

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1 -2 -3 -4 -5 -6 -7 -8 -9 -

10 -11 -

Entrance and receptionThe GalleryThe HallMarket SquareOfficesStorage space for The HallChanging roomsToiletsOffice kitchenetteMeeting roomStorage, servers and print room for the offices

B-B’ Section

32 5

A-A’ Section

1 322 4

2

4

3 1

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6

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HIGH STREET

PUBLIC LIBRARY

PUBLIC GARDENS

BUS STOP

THE PEOPLE’S TOWN HALLA new town hall and market hall for Dartford, Kent

Sections - Ground Floor Plan

0 5 10 20 50m

AUDREY CLAIRE LEJEUNE

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THE PEOPLE’S TOWN HALLA new town hall and market hall for Dartford, Kent

Views [clockwise]: The Hall and the Market Roof - Market Roof occupied by play - Market Roof occupied by commerce - Approach from the pubblic gardens

0 1 2 5 10m

AUDREY CLAIRE LEJEUNE

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THE PEOPLE’S TOWN HALLA new town hall and market hall for Dartford, Kent

Detail section through The Hall - Axonometric drawing showing structural strategies

Roof:30 x 80 x 1500 mm vertical oak cladding

Waterproof membrane50 x 50 mm battens, discontinous220 x 2100 x 4200 mm SIP660 x 200 mm glulam joist

Walls:30 x 80 x 1500 mm vertical oak cladding

Waterproof membrane50 x 50 mm battens, discontinous220 x 2100 x 4200 mm SIP25 x 25 mm battensAcoustic timber pannels

Window:Double glazed tilt/turn window, opens inwards

The Gallery:305 x 102 mm x 35 I-beam150 mm CLT panel100 mm insulationWaterproof membrane30 x 80 mm oak cladding

Glazing:Fixed double glazed unit

Exterior ground:100 x 100 x 70 mm paving stones20 mm bedding course200 mm gravel sub-baseSlot drain

Foundation:500 x 1000 mm douglas fir glulam portal frame

Welded steel shoe assembly, in two parts, insulation in betweenSteel bearing plateConcrete pile foundationWeep holeFrench drain: Geotextile with gravel fill Geotextile Drain pipe

Interior Floor:Maple flooring

50 x 50 mm floor battens50 x 50 mm floor counter-battens200 mm concrete slab150 mm insulationWaterproof membrane

0 0.5 1 2 5m

Cladding fixed to structural insulated

panels

Glulam joists leave an exposed service

gap between the ceiling and the glulam portal

frames

CLT panels set between each portal

frame provides lateral stability to

the structure

The I-beams carry the weight of the

CLT panels

The Hall’s glulam frame is made with

douglas fir, which was chosen for

aesthetic reasons and cost efficiency

High density exanded foam, laminated with stainless steel

Steel purlins which support the cladding

Primary beams stabilise the structure through moment connections

Hemlock timber columns were chosen for appearance, cost efficiency, resistance to rot, and strength

AUDREY CLAIRE LEJEUNE

PAGE 4

DEPARTMENT OF ELECTRONIC MUSICExpansion of the Guildhall School of Music, King’s Cross, London

Model of the scheme - Views [clockwise]: Interior of Performance Hall - Service floor under Performance Hall - Perspective section through Performance Hall

View of the current scheme from Warfdale road

View of the courtyard being used for a night time performance

View of the inside of the concert hall

View of the inside of the “service” space

View of the current scheme from Warfdale road

View of the courtyard being used for a night time performance

View of the inside of the concert hall

View of the inside of the “service” space

DEPARTMENT OF ELECTRONIC MUSICAxonométrie du projet. Détail à échelle 1/10e du sol en maillage métalique entre l’étage de service et le Performance Hall.

1:10

1:50 Section through Performance Hall0 1 2 5 10 25m

AUDREY CLAIRE LEJEUNE

PAGE 5

DEPARTMENT OF ELECTRONIC MUSICExpansion of the Guildhall School of Music, King’s Cross, London

Structural diagram of the Performance Hall floor - Detail of the Performance Hall floor

2mm diametre steel rods at 20mm centers3mm x 15mm steel flange

10mm x 30mm steel flange at 600mm centerssteel rectangular hollow section 40mm x 40mm at 600mm centerssteel I beam 203.2mm x 101.8mm

steel I beam 363.4mm x 173.2mmsteel plate

peforated brick claddingwall tie

sound absorption fiberglass panels 100mmconcrete 250mm

insulation 150mmdamp proof membrane

ventilation cavity 50mmconcrete 150mm

steel plate

concrete column 250mm x 250mm

perforated acoustic metal panel 1.5mm

sound absorption fiberglass panels 100mm

0 50 100 200 500 1000mm

The floor of the performance space is above the speaker system. A network of primary, secondary and tertiary beams hold up the floor which is made of wire mesh, to allow for sound to travel through the floor to the audience.

The primary beams are arranged in an uneven grid, therefore we are using the longest span to size the beam: 6.5m. The rule of thumb for spans 5m to 9m is D > L / 18 therefore:D > 6.5 / 18D > 361mmWe can try the standard section 363.4 x 173.2

Tributary area:A = (2.1 x 6.5) + (2.05 x 6.5) – (2.1² + 2.05²)A = 18.4 m²Live load is 5kN/m² therefore the total live load = 5 x 18.4 = 92kN

Self-weight of the beam is 67.1kg/m: 67.1kg = 0.67kN we vround up to 0.7kN0.7 x 6.5 = 5kNTotal load on the beam is 92 + 5 = 97kN

Designing for bending: σ = M / Z

M = WL / 8 = (97 x 10³ x 6500) / 8 = 78.8 x 10⁶ N.mmZ = 1071cm³ = 1071 x 10³ mm³σ = (78.8 x 10⁶) / (1071 x 10³) = 73.8 N/mm²

The beam supports a series of secondary beams, each at 600mm intervals, which restrains it laterally. Therefore the span is reduced perpendicular to load.ℓ / ɼmin = 600 / 15.1 = 39.7D / T = 311.6 / 15.7 = 19.8From table 3(a) BSS 449, the allowable stress in bending in beams for grade 43 steel is 180 N/mm²73.8 N/mm² < 180 N/mm² therefore the current choice of beam is ok for bending.

Designing for shear: for grade 43 steel the maximum allowable is 100 N/mm²

q = Q / Dt = (60 x 10³) / (311.6 x 9.1) = 21.2 N/mm²21.2 N/mm² < 100 N/mm² therefore the current choice of beam is ok for shear.

Designing for deflection: δ = (5 x W x L³) / (384 x E x I)

δ = (5 x 97 x 10³ x 6500³) / (384 x 210000 x 19463 x 10⁴)δ = 8.5mm

The deflection limit is L / 250L / 250 = 6500 / 250 = 26mm26mm > 8.5mm therefore the current choice of beam is ok for deflection.

CONCLUSION

The I beam used has a dimension of 363.4 x 173.2. This reduces the head height in the acoustic service space from 2.5m to approximately 2.14m in some places. While this is a very low head height for a normal floor, the service space is not meant to be inhabited, except when equipment is moved around before performances and during experimenting by the students.

SIZING STEEL BEAMS IN THE PERFORMANCE SPACE

Diagram of beam layout

The floor of the performance space is above the speaker system. A network of primary, secondary and tertiary beams hold up the floor which is made of wire mesh, to allow for sound to travel through the floor to the audience.

The primary beams are arranged in an uneven grid, therefore we are using the longest span to size the beam: 6.5m. The rule of thumb for spans 5m to 9m is D > L / 18 therefore:D > 6.5 / 18D > 361mmWe can try the standard section 363.4 x 173.2

Tributary area:A = (2.1 x 6.5) + (2.05 x 6.5) – (2.1² + 2.05²)A = 18.4 m²Live load is 5kN/m² therefore the total live load = 5 x 18.4 = 92kN

Self-weight of the beam is 67.1kg/m: 67.1kg = 0.67kN we vround up to 0.7kN0.7 x 6.5 = 5kNTotal load on the beam is 92 + 5 = 97kN

Designing for bending: σ = M / Z

M = WL / 8 = (97 x 10³ x 6500) / 8 = 78.8 x 10⁶ N.mmZ = 1071cm³ = 1071 x 10³ mm³σ = (78.8 x 10⁶) / (1071 x 10³) = 73.8 N/mm²

The beam supports a series of secondary beams, each at 600mm intervals, which restrains it laterally. Therefore the span is reduced perpendicular to load.ℓ / ɼmin = 600 / 15.1 = 39.7D / T = 311.6 / 15.7 = 19.8From table 3(a) BSS 449, the allowable stress in bending in beams for grade 43 steel is 180 N/mm²73.8 N/mm² < 180 N/mm² therefore the current choice of beam is ok for bending.

Designing for shear: for grade 43 steel the maximum allowable is 100 N/mm²

q = Q / Dt = (60 x 10³) / (311.6 x 9.1) = 21.2 N/mm²21.2 N/mm² < 100 N/mm² therefore the current choice of beam is ok for shear.

Designing for deflection: δ = (5 x W x L³) / (384 x E x I)

δ = (5 x 97 x 10³ x 6500³) / (384 x 210000 x 19463 x 10⁴)δ = 8.5mm

The deflection limit is L / 250L / 250 = 6500 / 250 = 26mm26mm > 8.5mm therefore the current choice of beam is ok for deflection.

CONCLUSION

The I beam used has a dimension of 363.4 x 173.2. This reduces the head height in the acoustic service space from 2.5m to approximately 2.14m in some places. While this is a very low head height for a normal floor, the service space is not meant to be inhabited, except when equipment is moved around before performances and during experimenting by the students.

SIZING STEEL BEAMS IN THE PERFORMANCE SPACE

Diagram of beam layout

The floor of the performance space is above the speaker system. A network of primary, secondary and tertiary beams hold up the floor which is made of wire mesh, to allow for sound to travel through the floor to the audience.

The primary beams are arranged in an uneven grid, therefore we are using the longest span to size the beam: 6.5m. The rule of thumb for spans 5m to 9m is D > L / 18 therefore:D > 6.5 / 18D > 361mmWe can try the standard section 363.4 x 173.2

Tributary area:A = (2.1 x 6.5) + (2.05 x 6.5) – (2.1² + 2.05²)A = 18.4 m²Live load is 5kN/m² therefore the total live load = 5 x 18.4 = 92kN

Self-weight of the beam is 67.1kg/m: 67.1kg = 0.67kN we vround up to 0.7kN0.7 x 6.5 = 5kNTotal load on the beam is 92 + 5 = 97kN

Designing for bending: σ = M / Z

M = WL / 8 = (97 x 10³ x 6500) / 8 = 78.8 x 10⁶ N.mmZ = 1071cm³ = 1071 x 10³ mm³σ = (78.8 x 10⁶) / (1071 x 10³) = 73.8 N/mm²

The beam supports a series of secondary beams, each at 600mm intervals, which restrains it laterally. Therefore the span is reduced perpendicular to load.ℓ / ɼmin = 600 / 15.1 = 39.7D / T = 311.6 / 15.7 = 19.8From table 3(a) BSS 449, the allowable stress in bending in beams for grade 43 steel is 180 N/mm²73.8 N/mm² < 180 N/mm² therefore the current choice of beam is ok for bending.

Designing for shear: for grade 43 steel the maximum allowable is 100 N/mm²

q = Q / Dt = (60 x 10³) / (311.6 x 9.1) = 21.2 N/mm²21.2 N/mm² < 100 N/mm² therefore the current choice of beam is ok for shear.

Designing for deflection: δ = (5 x W x L³) / (384 x E x I)

δ = (5 x 97 x 10³ x 6500³) / (384 x 210000 x 19463 x 10⁴)δ = 8.5mm

The deflection limit is L / 250L / 250 = 6500 / 250 = 26mm26mm > 8.5mm therefore the current choice of beam is ok for deflection.

CONCLUSION

The I beam used has a dimension of 363.4 x 173.2. This reduces the head height in the acoustic service space from 2.5m to approximately 2.14m in some places. While this is a very low head height for a normal floor, the service space is not meant to be inhabited, except when equipment is moved around before performances and during experimenting by the students.

SIZING STEEL BEAMS IN THE PERFORMANCE SPACE

Diagram of beam layout

The floor of the performance space is above the speaker system. A network of primary, secondary and tertiary beams hold up the floor which is made of wire mesh, to allow for sound to travel through the floor to the audience.

The primary beams are arranged in an uneven grid, therefore we are using the longest span to size the beam: 6.5m. The rule of thumb for spans 5m to 9m is D > L / 18 therefore:D > 6.5 / 18D > 361mmWe can try the standard section 363.4 x 173.2

Tributary area:A = (2.1 x 6.5) + (2.05 x 6.5) – (2.1² + 2.05²)A = 18.4 m²Live load is 5kN/m² therefore the total live load = 5 x 18.4 = 92kN

Self-weight of the beam is 67.1kg/m: 67.1kg = 0.67kN we vround up to 0.7kN0.7 x 6.5 = 5kNTotal load on the beam is 92 + 5 = 97kN

Designing for bending: σ = M / Z

M = WL / 8 = (97 x 10³ x 6500) / 8 = 78.8 x 10⁶ N.mmZ = 1071cm³ = 1071 x 10³ mm³σ = (78.8 x 10⁶) / (1071 x 10³) = 73.8 N/mm²

The beam supports a series of secondary beams, each at 600mm intervals, which restrains it laterally. Therefore the span is reduced perpendicular to load.ℓ / ɼmin = 600 / 15.1 = 39.7D / T = 311.6 / 15.7 = 19.8From table 3(a) BSS 449, the allowable stress in bending in beams for grade 43 steel is 180 N/mm²73.8 N/mm² < 180 N/mm² therefore the current choice of beam is ok for bending.

Designing for shear: for grade 43 steel the maximum allowable is 100 N/mm²

q = Q / Dt = (60 x 10³) / (311.6 x 9.1) = 21.2 N/mm²21.2 N/mm² < 100 N/mm² therefore the current choice of beam is ok for shear.

Designing for deflection: δ = (5 x W x L³) / (384 x E x I)

δ = (5 x 97 x 10³ x 6500³) / (384 x 210000 x 19463 x 10⁴)δ = 8.5mm

The deflection limit is L / 250L / 250 = 6500 / 250 = 26mm26mm > 8.5mm therefore the current choice of beam is ok for deflection.

CONCLUSION

The I beam used has a dimension of 363.4 x 173.2. This reduces the head height in the acoustic service space from 2.5m to approximately 2.14m in some places. While this is a very low head height for a normal floor, the service space is not meant to be inhabited, except when equipment is moved around before performances and during experimenting by the students.

SIZING STEEL BEAMS IN THE PERFORMANCE SPACE

Diagram of beam layout

AUDREY CLAIRE LEJEUNE

PAGE 6

ARCHITECTURE STUDY TRIPSStudy Trips undertaken with professors and studio masters from the Architecture Department of Cambridge University

Naples, Italy - Berlin, Germany

AUDREY CLAIRE LEJEUNE

PAGE 7

OTHER PROJECTSPembroke Foreign Films - Termly flyers, logo for the society

Pembroke May Ball, June 2015 - Structural Decor: commissioning projection mapping artwork, creating detailed decorations and an intimate enclosure for Shisha