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Arch Portfolio. Antoine Miha. Technology & Environment

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Page 1: Arch Portfolio. Antoine Miha. Technology & Environment
Page 2: Arch Portfolio. Antoine Miha. Technology & Environment
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Page 11: Arch Portfolio. Antoine Miha. Technology & Environment

BIRD-WATCHING BOARDWALK ON DUDDINGSTON LOCH

VIRIDIANA AMARAL GURGELANTON ANIKEEVLACHLAN ANDERSON FRANKALEXANDRA ZERVUDACHI

Page 12: Arch Portfolio. Antoine Miha. Technology & Environment

view toward main bird landing

view to Arthurs Seat

view of village

natural camouflage among the reeds

platform faces away from the sun path to avoid being blinded when looking up at the sky

SITING STRATEGYWe decided to site our bird watching boardwalk on the southeast side of Duddingstone Loch, away from the more busy north west side close to the village. Access is from the nearby running track. We felt that this more secluded site gives birdwatchers the opportunity for both long range birdwatching across the lake, as well as close observation of birds within the wetlands, which are currently innacessible. The design leads birdwatchers from the shore onto an island, which they can explore freely.

Page 13: Arch Portfolio. Antoine Miha. Technology & Environment

DESIGN STRATEGYOur design strategy focused on creating a structure for birdwatchers, going beyond a simple viewing plat-form. We applied variations to a simple modular geogetry to create a more elaborate and exciting shape. The zig-zaging shape of the broadwalk provides wider angles of views across the loch as well as offering space for wheel chair manoevering. Structurally it also provides bracing for the broadwalk.

Page 14: Arch Portfolio. Antoine Miha. Technology & Environment

AESTHETIC STRATEGYThe aesthetic strategy of our broadwalk was to integrate it within its surroundings by immitating the slender verstical shape of the reeds that grow out of the water. The variations in height of the balustrade allow for bird watchers to look out across the landscape at the lower points and conceal themselves behind the heigher points in order to observe birds without scaring them off.

Page 15: Arch Portfolio. Antoine Miha. Technology & Environment

STRUCTURE _ PLANS

Columns

Primary beams

Secondary beams

Decking

Variation in pattern

1:50

1:100

Page 16: Arch Portfolio. Antoine Miha. Technology & Environment

STRUCTURE _ SECTION

1:50 section

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STRUCTURE _ CONNECTION DETAILS

1:5 section A

1:20 section A

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STRUCTURE _ CONNECTION DETAILS

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

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1:5 section C

1:5 plan

Page 19: Arch Portfolio. Antoine Miha. Technology & Environment

STRUCTURE _ BALUSTRADE DETAIL

1:5 section

Sculpture made of larch wood Nicholas Pope,1980 Venice Bienale

1:10 elevation

Discrete steel cable fulfils need for structural bracing while not breaking the vertical aesthetic of the broadwalk

Page 20: Arch Portfolio. Antoine Miha. Technology & Environment

TIMBER PROPERTIESChoice of wood - British Larch

European Larch is known for its natural strength, durability and wateprood property, ideal for the

outside without the use of treatement. Aesthetically, its warm reddish brown or terracota colour with

golden streaks, which fade to silver after prolonged exposure to sunlight perfectly matches the subtle

colour scheme of the loch and its surroungings.

Mechanical Properties

- strength class C24

- Bending fm,k = 24

- Parallel compression fc,0,k = 21

- Perpendicular compression fc,90,k = 2,5

- Shear fv,k = 2,5

- Mean elasticity modulus E = 11.103

Modification factors

Assuming that:

- Service class 3 (external use, fully exposed)

- Load duration long term

- Material solid timber

Therefore,

strength modification factor Kmod = 0,55

height factor (assuming d > 150mm) Kh = 1,0

Instability factor (full torsial constraint) Kcrit = 1,0

Load sharing factor (span < 6m) Kls = 1,1

Moisture factor (solid timber, class 3) Kdef = 2,0

Material factor (soid untreated timber YM = 1,3

Page 21: Arch Portfolio. Antoine Miha. Technology & Environment

CALCULATIONS _ COLUMNSAssume column dimension 100 x 100 mm (100 x 97 in Table 12) x 3000mm

E0.005 = 7.4 kN/mm Rx-x= 28 mm Kc,y = 0.2793

Total area of floor carried by column (worst case) A= 2 x 1.8 = 3.6 m2

(column carries half of the adjacent spans)

Total load carried by each column P = 3.6 m x 4.5 kN/m2 = 16.2 kN

For stress class C24,

Compressive strength parallel to the grain fc,0,k = 21 N/mm2

E 0.05

fc,0,k

=7400

21= 352.58

Slenderness ratio l y =Le

rxx=

300028

=107.14

Maximum permissible stress in the column

fc,0,d =kmod ⋅ kc,90 ⋅ kls⋅ fc,0,k

gM

=0.60⋅ 1.0⋅ 1.1⋅ 21

1.3=10.66 N /mm2

kc,90 = 1 as there is no increase in the bearing strength because the applied length ℓ of the

uniformly distributed load q is 3 m > 100 mm

Actual compressive stress

s c =PA

=16.2⋅ 103

100⋅ 100=1.62 N /mm2

1800

2000

Check for buckling strength:

Compressive stress (

s c ) < Maximum allowable stress (

kc,y ⋅ fc,0,d )

1,62 N/m2 0,28.10,66 = 2,97 N/m2

Therefore the Column is safe against buckling

Beam supporting largest area

Page 22: Arch Portfolio. Antoine Miha. Technology & Environment

CALCULATIONS _ PRIMARY BEAMSAssume rectangular section 50mmx220mm

- Area A = 50.220 = 11.103 mm2

- 2nd moment of inertia Ixx = 44,4.106 mm4

- Section modulus Zxx = 403.103 mm3

Bending strength

Maximum bending moment For uniformly distributed load (UDL), w = surface load.span = (imposed load + dead load).span = (5,0 + 0,5). 2,0 = 5,5. 2,0 = 11,1 kN/m

For a point load, P = point load / 2 = 4,5 / 2 = 2,25 kN

→ Total Mmax = Mmax for UDL + Mmax for point load = 4,46 + 1,01 = 5,47 kNm

Maximum bending stress

Bending stress Bending strength13,58 N/mm2 > 11,17 N/mm2

Therefore section is NOT satisfactory in bending, sizing must be reconsidered

Bending strength must be greater than or equal to the maximum bending strength

→ →

Therefore an appropriate section modulus Zxx must be greater than 490

Considering Zxx = 500,2

New section size is 50mm x 245mm

Bending stress Bending strength10,94 N/mm2 < 11,17 N/mm2

Therefore section is satisfactory in bending

Page 23: Arch Portfolio. Antoine Miha. Technology & Environment

Now assume new rectangular section 50mmx245mm

Shear strength

fv,d =kmod ⋅ kls⋅ fv,k

gm

=0,55⋅ 1,1⋅ 2,5

1.3=1,16 N /mm2

Maximum shear force for UDL, V = surface load.span.length 2

=5,5⋅ 1,8

2= 4,95kN

Maximum shear force for point load, V = P/2 = 2,25 / 2 = 1,13 kN

→ Total maximum shear force V for UDL + V for point load = 9,9 + 1,13 = 11,03 kNm

Maximum shear stress in rectangular section

t d =3V2bd

=3⋅ 6,08⋅ 103

2⋅ 50⋅ 245= 0,74N /mm2

Shear stress < Shear strength1,35 N/mm2 1,51 N/mm2

Therefore section is satisfactory in shearing

Deflection of beam

- 2nd moment of inertia Ixx = 61,3.106 mm4

- Section modulus Zxx = 500,2.103 mm3

Max deflection for UDL,

wmax =5

384⋅

w⋅ L4

E ⋅ Ixx

=5

384⋅

11,1⋅ 1,8⋅ 103( )4

11⋅ 61,3⋅ 109 =5,83⋅ 1014

2,59⋅ 1014 = 2,25mm

Max deflection for point load,

wins =P⋅ L3

48⋅ E ⋅ Ixx

=2,25⋅ 1,8⋅ 103( )3

48⋅ 11⋅ 61,3⋅ 109 =1,31⋅ 1010

3,24⋅ 1013 = 4,04⋅ 10−4 mm (negligable)

→ Total max deflection = Wmax + Wins

= 3,1 + 4,04.10-4 = 3,1 kNm

Final deflection Wfin = W (1+kdef) = 3,1(1+2,0) = 3,1.3 = 9,3 mm Recommended limit of final deflection for a member of span between two supports is150Maximum allowable deflection = L / 150 = 1800 / 150 = 12 mm

Final deflection < Maximum allowable deflection9,3 mm 12 mm

Page 24: Arch Portfolio. Antoine Miha. Technology & Environment

CALCULATIONS _ SECONDARY BEAMSAssume rectangular section 75mmx147mm

- Area A = 75.147 = 11.103 mm2

- 2nd moment of inertia Ixx = 19,7.106 mm4

- Section modulus Zxx = 270.1.103 mm3

Bending strength

Maximum bending moment For uniformly distributed load (UDL), w = surface load.span = (imposed load + dead load).span = (5,0 + 0,5). 0,67 = 5,5. 0,67 = 3,69 kN/m

Mmax =w⋅ L2

8=

3,69⋅ 1,92

8=

3,69⋅ 3,618

=13,32

8=1,67kNm

For a point load, P = point load / 2 = 1,67 / 2 = 0,84 kN/m

Mmax =P⋅ L

4=

0,84⋅ 1,84

=1,595

4= 0,4kNm

→ Total Mmax = Mmax for UDL + Mmax for point load = 1,67 + 0,4 = 2,07 kNm

Maximum bending stress

Mmax/ Zxx = 2,07 x 106/ 11,17 = 185,3 mm3

270,1 > 185,3

Shear strength

fv,d =kmod ⋅ kls⋅ fv,k

gm

=0,55⋅ 1,1⋅ 2,5

1.3=1,16 N /mm2

Maximum shear force for UDL, V = surface load.span.length

=5,5⋅ 0,67⋅ 1,9

2= 3,5kN

2

Maximum shear force for point load, V = P/2 = 0,84 / 2 = 0,42kN

→ Total max shear force = V for UDL + V for point load = 3.5 + 0,42 = 3,92 kNm

Maximum shear stress in rectangular section

For beam 75 x 147 mm

t d =3V2bd

=3⋅ 3,92⋅ 103

2⋅ 75⋅ 147= 0,53N /mm2

For beam 150 x 147 mm

t d =3V2bd

=3⋅ 3,92⋅ 103

2⋅ 150⋅ 147= 0,27N /mm2

therefore , T1 (0, 53)> 1,93 T2(0,27) > 1,93

Therefore section is satisfactory in shearing

Deflection of beam

Max deflection for UDL,

wmax =5

384⋅

w⋅ L4

E ⋅ Ixx

=5

384⋅

3,69⋅ 1,9⋅ 103( )4

11⋅ 39,7⋅ 109 =1,43mm

Max deflection for point load,

wins =P⋅ L3

48⋅ E ⋅ Ixx

=0,42⋅ 1,9⋅ 103( )3

48⋅ 11⋅ 39,7⋅ 109 =1,37⋅ 10−4 mm

→ Total max deflection = Wmax + Wins = 1,43 + 1,37.10-4 = 1,43 kNm Final deflection Wfin = W (1+kdef) = 1,43(1+2,0) = 1,43.3 = 4,29 mm

Maximum allowable deflection = L / 150 = 1900 / 150 = 12,6 mm

Final deflection < Maximum allowable deflection4,3 mm 12,6 mm

Page 25: Arch Portfolio. Antoine Miha. Technology & Environment

SECOND FLOORAssume column dimension 150 x 150 mm (150 x 147 in Table 12) x 3000mm

E0.005 = 7.4 kN/mm Rx-x= 42.4 mm Kc,y = 0.5536

Total area of floor carried by column (worst case) A= 2 x 1.8 = 3.6 m2

(column carries half of the adjacent spans)

Total load carried by each column:P = 3.6 m x (5.5x2) kN/m2 = 36.4 kN

For stress class C24, the compressive strength parallel to the grain:fc,0,k = 21 N/mm2

E0.05

fc,0,k

=7400

21= 352.58

Slenderness ratio

l y =Le

rxx

=300042.4

= 70.75

Permissible stress in the column

fc,0,d =kmod ⋅ kc,90 ⋅ kls⋅ fc,0,k

gM

=0.60⋅ 1.0⋅ 1.1⋅ 21

1.3=10.66 N /mm2

Actual compressive stress

s c =PA

=36⋅ 103

150⋅ 150=1.6N /mm2

Check for buckling strength:

Compressive stress (

s c ) < Maximum allowable stress (

kc,y ⋅ fc,0,d )

1,62 N/m2 < 0,55.10,66 = 5,90 N/m2

Therefore the column is safe against buckling

Page 26: Arch Portfolio. Antoine Miha. Technology & Environment

WORK DIVISIONCALCULATIONS

-Columns Lachlan-Primars beams Alexandra-Secondary beams Anton-2nd floor Lachlan

DRAWINGS

-Plans & Sections Alexandra-Connection details Anton-Axonometrics Viridiana-Balustrade detail Alexandra-2nd floor Anton, Viridiana

CONCEPTION / RESEARCH

-Design/structural strategy Group decision-Aesthetic form Lachlan, Anton-Siting decision Alexandra-Choice of Timber Viridiana

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