audrey lejeune - work samples [a3 print]
TRANSCRIPT
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
PAGE 1
C-C’ Section
4
5 1
A
A’
B
B’
C
C’
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
1
6
7
7
8
8
8
9
5
10
11
11
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
PAGE 2
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