Chinese Garden Structural Design

7/27/2019 Chinese Garden Structural Design

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STRUCTURAL CALCULATION

CHINESE GARDEN


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CHINESE GARDEN,Lago do parque, Belo Horizonte


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TABLE OF CONTENTS

1. INTRODUCTION 2

1.1 ARCHITECTURAL INPUTS 2

1.2 LOAD ANALYSIS 4

1.2.1 CONSTANT LOAD 4

1.2.2 LIVE LOAD 4

1.2.3 LOAD COMBINATIONS 4

1.3 STRUCTURAL MODEL 51.3.1 ISLAND 1B 6

1.3.2 ISLAND 2C, 3B 9

1.3.3 ISLAND 2A, 3A 12

1.3.4 ISLAND 2B 15

1.4 STRUCTURAL DESIGN 18

1.4.1 STRUCTURAL DIMENSIONING 19

2. CONNECTIONS 22

2.1 FOUNDATION COLUMN 22

2.2 COLUMN FOUNDATION 23

3. INSTALATION METHODOLOGY 24

4. DRAWINGS 25


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Chinese garden, Belo Horizonte

1. INTRODUCTION

The site is locate in Belo Horizonte, Brasil.An art installation of a chinese garden will be installed in the middle of the lake.

1.1 ARCHITECTURAL INPUTS


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1.2 LOAD ANALYSIS1

1.2.1 CONSTANT LOAD

Assumptions/Conversions Loading

DeckingTimber 9,5 KN/ mThicknes: 3 cm

L1 = 0.285 KN/m2

BeamsEucalyptus, square shape,bxh = 10 x 10cm

L2 = 0.038 KN/m1

ColumnsEucalyptus, square shape,bxh = 10 x 10cm

L3 = 0.095 KN/m1

Soil = 17 KN/m

3, hmin = 10 cm,L4 = 1.70 KN/m

2

Plants and equipment (including vases)

1Ig1, m = 450 kg

L3 = 4.5 KN

2Ig2, m = 450 kg

L4 = 4.5 KN

3Ig3, m = 900 kg

L5 = 9.0 KN

4Ig4, m = 450 kg

L6 = 4.5 KN

5Ig5, m = 450 kg

L7 = 4.5 KN

6Ig6, m = 450 kg

L8 = 4.5 KN

7Ig7, m = 450 kg

L9 = 4.5 KN

8 Ig8, m = 450 kgL10 = 4.5 KN

9Ig9, m = 450 kg

L11= 4.5 KN

1 2 2 LIVE LOAD


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1.3 STRUCTURAL MODEL


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Moments My Comb 1

Normal forces N


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Quantity Survey ( Island 1B)

*RECT_1...............D 10 cm (round eucalyptus)

*RECT_4............... D 5 cm (round eucalyptus)

ColumnsD 10 cm: 7 pcs (round eucalyptus)

Beams D 10 cm: 8 pcs (round eucalyptus)

Stiffeners D 5 cm: 10 pcs (round eucalyptus)

Deck area: 8.20 m2


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1.3.2 ISLAND 2C, 3B


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Chi d B l H i t


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Quantity Survey ( Island 2C, 3B)



Columns D 5 cm: 45 pcs (round eucalyptus)



Chinese garden Belo Horizonte


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1.3.3 ISLAND 2A, 3A

Chinese garden Belo Horizonte


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Quantity Survey ( Island 2A, 3A)



Columns D 10cm: 58 pcs (round eucalyptus)



Deck area: 52.40 m2



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g ,

1.3.4 ISLAND 2B



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g



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Quantity Survey ( Island 2B)3

*RECT_1.......... .....D 10 cm

*RECT_4.......... ..... D 5 cm

Columns D 10cm: 58 pcs

Beams D 10cm: 81 pcs

Stiffeners D 5 cm: 53 pcs

Deck area: 52.40 m2



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1.4 STRUCTURAL DESIGN

Moments



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1.4.1 STRUCTURAL DIMENSIONING

The most stressed beam is beam 207. Maximal moment is 1.68KNm.

TIMBER STRUCTURE CALCULATIONS-------------------------------------------------------------------------------------------------------------------CODE: EN 1995-1:2004/A1:2008ANALYSIS TYPE: Member Verification-------------------------------------------------------------------------------------------------------------------CODE GROUP:MEMBER: 207 Timber Beam_207 POINT: 3 COORDINATE: x = 0.43 L = 3.25 m-------------------------------------------------------------------------------------------------------------------

LOADS:Governing Load Case: 3 Comb 1 1*1.40+2*1.60------------------------------------------------------------------------------------------------------------------MATERIAL D35gM = 1.30 f m,0,k = 35.00 MPa f t,0,k = 21.00 MPa f c,0,k = 25.00 MPaf v,k = 4.00 MPa f t,90,k = 0.60 MPa f c,90,k = 8.10 MPa E 0,moyen = 12000.00 MPaE 0,05 = 10100.00 MPa G moyen = 750.00 MPa Service class: 1 Beta c = 1.00-------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: PILE_10ht=10.0 cmbf=10.0 cm Ay=47.12 cm2 Az=47.12 cm2 Ax=78.54 cm2tw=5.0 cm Iy=490.87 cm4 Iz=490.87 cm4 Ix=981.7 cm4tf=5.0 cm Wely=98.17 cm3 Welz=98.17 cm3-------------------------------------------------------------------------------------------------------------------STRESSES ALLOWABLE STRESSESSig_c,0,d = N/Ax = 0.66/78.54 = 0.08 MPa f c,0,d = 11.54 MPa

Sig_m,y,d = MY/Wy= 1.68/98.17 = 17.13 MPa f m,y,d = 17.52 MPaSig_m,z,d = MZ/Wz= 0.00/98.17 = 0.02 MPa f m,z,d = 17.52 MPaTau y,d = 1.5*-0.00/78.54 = -0.00 MPa f v,d = 1.85 MPaTau z,d = 1.5*-3.38/78.54 = -0.72 MPaTau tory,d = 0.10 MPa, Tau torz,d = 0.10 MPa-------------------------------------------------------------------------------------------------------------------Factors and additional parameterskm = 1.00 kh = 1.08 kmod = 0.60 Ksys = 1.00-------------------------------------------------------------------------------------------------------------------

LATERAL BUCKLING PARAMETERS:-------------------------------------------------------------------------------------------------------------------BUCKLING PARAMETERS:

About Y axis: About Z axis:



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The most stressed column is column No 377. Maximal normal force is 12.72KN.

TIMBER STRUCTURE CALCULATIONS

--------------------------------------------------------------------------------------------------------------------------------CODE: EN 1995-1:2004/A1:2008ANALYSIS TYPE: Member Verification--------------------------------------------------------------------------------------------------------------------------------CODE GROUP:MEMBER: 377 Timber Column_377 POINT: 1 COORDINATE: x = 0.00 L = 0.00 m--------------------------------------------------------------------------------------------------------------------------------LOADS:Governing Load Case: 3 Comb 1 1*1.40+2*1.60--------------------------------------------------------------------------------------------------------------------------------

MATERIAL D35gM = 1.30 f m,0,k = 35.00 MPa f t,0,k = 21.00 MPa f c,0,k = 25.00 MPaf v,k = 4.00 MPa f t,90,k = 0.60 MPa f c,90,k = 8.10 MPa E 0,moyen = 12000.00 MPaE 0,05 = 10100.00 MPa G moyen = 750.00 MPa Service class: 1 Beta c = 0.20--------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: PILE_10ht=10.0 cmbf=10.0 cm Ay=47.12 cm2 Az=47.12 cm2 Ax=78.54 cm2tw=5.0 cm Iy=490.87 cm4 Iz=490.87 cm4 Ix=981.7 cm4tf=5.0 cm Wely=98.17 cm3 Welz=98.17 cm3--------------------------------------------------------------------------------------------------------------------------------STRESSES ALLOWABLE STRESSESSig_c,0,d = N/Ax = 12.81/78.54 = 1.63 MPa f c,0,d = 11.54 MPaSig_m,y,d = MY/Wy= 0.19/98.17 = 1.92 MPa f m,y,d = 17.52 MPaSig_m,z,d = MZ/Wz= 0.35/98.17 = 3.52 MPa f m,z,d = 17.52 MPaTau y,d = 1.5*0.27/78.54 = 0.06 MPa f v,d = 1.85 MPaTau z,d = 1.5*-0.16/78.54 = -0.03 MPa

Tau tory,d = 0.02 MPa, Tau torz,d = 0.02 MPa--------------------------------------------------------------------------------------------------------------------------------Factors and additional parameterskm = 1.00 kh = 1.08 kmod = 0.60 Ksys = 1.00--------------------------------------------------------------------------------------------------------------------------------

LATERAL BUCKLING PARAMETERS:--------------------------------------------------------------------------------------------------------------------------------BUCKLING PARAMETERS:

About Y axis: About Z axis:LY = 1.30 m Lambda Y = 52.00 LZ = 1.30 m Lambda Z = 52.00Lambda_rel Y = 0.82 ky = 0.89 Lambda_rel Z = 0.82 kz = 0.89LFY = 1.30 m kcy = 0.81 LFZ = 1.30 m kcz = 0.81--------------------------------------------------------------------------------------------------------------------------------VERIFICATION FORMULAS:Sig c 0 d/(kc z*f c 0 d) + km*Sig m y d/f m y d + Sig m z d/f m z d = 0 48 < 1 00 (6 24)



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The most stressed stiffeners is bar No 530.

TIMBER STRUCTURE CALCULATIONS--------------------------------------------------------------------------------------------------------------------------------CODE: EN 1995-1:2004/A1:2008ANALYSIS TYPE: Member Verification--------------------------------------------------------------------------------------------------------------------------------CODE GROUP:MEMBER: 530 Timber Beam_530 POINT: 1 COORDINATE: x = 0.00 L = 0.00 m--------------------------------------------------------------------------------------------------------------------------------LOADS:Governing Load Case: 5 Comb 2 (1+2+4)*1.00--------------------------------------------------------------------------------------------------------------------------------MATERIAL D35

gM = 1.30 f m,0,k = 35.00 MPa f t,0,k = 21.00 MPa f c,0,k = 25.00 MPaf v,k = 4.00 MPa f t,90,k = 0.60 MPa f c,90,k = 8.10 MPa E 0,moyen = 12000.00 MPaE 0,05 = 10100.00 MPa G moyen = 750.00 MPa Service class: 1 Beta c = 1.00--------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: Strenghten Dv5ht=5.0 cmbf=5.0 cm Ay=11.78 cm2 Az=11.78 cm2 Ax=19.63 cm2tw=2.5 cm Iy=30.68 cm4 Iz=30.68 cm4 Ix=61.4 cm4tf=2.5 cm Wely=12.27 cm3 Welz=12.27 cm3--------------------------------------------------------------------------------------------------------------------------------STRESSES ALLOWABLE STRESSESSig_t,0,d = N/Ax = -4.87/19.63 = -2.48 MPa f t,0,d = 12.07 MPaSig_m,y,d = MY/Wy= -0.01/12.27 = -0.76 MPa f m,y,d = 20.12 MPaSig_m,z,d = MZ/Wz= -0.01/12.27 = -0.76 MPa f m,z,d = 20.12 MPaTau y,d = 1.5*-0.00/19.63 = -0.00 MPa f v,d = 1.85 MPaTau z,d = 1.5*-0.00/19.63 = -0.00 MPaTau tory,d = 0.20 MPa, Tau torz,d = 0.20 MPa

--------------------------------------------------------------------------------------------------------------------------------Factors and additional parameterskm = 1.00 kh = 1.25 kmod = 0.60 Ksys = 1.00--------------------------------------------------------------------------------------------------------------------------------

LATERAL BUCKLING PARAMETERS:--------------------------------------------------------------------------------------------------------------------------------BUCKLING PARAMETERS:

About Y axis: About Z axis:

--------------------------------------------------------------------------------------------------------------------------------VERIFICATION FORMULAS:Sig_t,0,d/f t,0,d + km*Sig_m,y,d/f m,y,d + Sig_m,z,d/f m,z,d = 0.28 < 1.00 (6.18)

(Tau y,d+Tau tory,d/kshape)/f v,d = 0.09 < 1.00 (Tau z,d+Tau torz,d/kshape)/f v,d = 0.09 < 1.00 (6.13-4)--------------------------------------------------------------------------------------------------------------------------------LIMIT DISPLACEMENTS



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2. CONNECTIONS

2.1 FOUNDATION COLUMN


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3. INSTALATION METHODOLOGY

1. Surveyors to mark on each island at least 1 pier position

2. Surveyors to mark water level on piers

3. To connect pier and support half round profile

4. To place support profile into prepared ground bed

5. To connect diagonal beams and piers

6. To connect beams to piers7. To place round profile decking

8. Place plastic bags with grass

9. To place trees

Timber material

Wood section dimensionsprice per

meter

pilars and

beams

(700m)

diagonal

beams (400m)

Deck

(2300m)

base

(160m)

4cm to 6cm diameter round

eucalyptus R$ 3 R$ 1,200 R$ 11,100

6cm to 8cm diameter round

eucalyptus R$ 4 R$ 1,600 R$ 14,800

10cm to 12cm diameterround eucalyptus R$ 9 R$ 6,300

12cm to 14cm diameter

round eucalyptus R$ 12

14cm to 16cm diameter

round eucalyptus R$ 14 R$ 2,240

Human resources

Depending on necessary speed this construction should to build 4 10 workers.Team should be compound by 1 carpenter and 2 assistant.Suggestion is that 3 carpenters (with own teams) work on 3 island simultaneously.Fi t th ll t i l d th h ld k t th t f d d t bli h th b t t ti



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4. DRAWINGS

No DRAWING NAME SCALE

1 SITUATION 1:20002 LAYOUT 1:200

3 ISLAND 1B 1:50

4 ISLAND 2C, 3B 1:50

5 ISLAND 3A, 2A 1:50

6 ISLAND 3A, 2A, 2 1:50

7 ISLAND 2B 1:50

8 PAGODA 1:50

9 DETAILS 1:10


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####

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APPROVED BY:

DESIGNED BY:

DATE:

DESCRIPTIONBY

PROJECT:

FILE NAME:

NO. DATE

CHINESE

GARDEN

N

SCALE

Sinisa Marjanac

22/07/2013

Situation

1:2000

ILHA_LAKE

Belo Horizonte,

Jennifer Wen MaAuthor:

Marcello Leite Barbosa


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CHINESE

GARDEN

N

SCALE

22/07/2013

Situation 2

1:100

ILHA_LAKE

Belo Horizonte,



H = 2.00 a 5.00m

BambusH = 1.00 a 2.00

Arbustos

Grama

Legenda:

Gazebo

Peso: 450Kg

lg 02: Angico Vermelho

Peso: 450KgPeso: 900Kg

Peso: 450Kg

lg 05: Escumilha

Peso: 450Kg

Peso: 450Kg

Peso: 450Kglg 08: Angico

Vermelho

Peso: 450Kg

lg 09: Aroeira SalsaPeso: 450Kg

Luiz Carlos FLint and Fabio Giannini


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Sinisa Marjanac

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ISLAND 1B

1:50

ILHA_LAKE

Belo Horizonte,



NOTE

1. REFERENCE LEVEL IS WATER SURFACE LEVEL

2. PLATFORM LOWER EDGES IS 5 cm ABOVE REF. LEVEL

3. DECKS PLANKS TO EXTEND AND SHAPE AS CURVED

4. ALL WOODEN PARTS TO BE PROTECTED WITH APPROPRIATE

COATING

5. SUPPORTS ARE PLANKS 20x50x6cm

6. ALL PIERS ARE CONNECTED BY ROUND STIFFENERS D5-8cm

S1S2 S4

S3

S6

S5

S7S8

S1

S2

S3

S4

S5

S6

S7

S8

REVISION

1. ALL SQUARE TIMBER SECTIONS ARE REPLACED WITH

ROUND SECTIONS

2. DECK PLANKS ARE REPLACES WITH ROUND BEAMS

D=5-8cm. SPACE BETWEEN BEAMS IS NO LARGER THEN

5cm

3. SUPPORT PLANKS ARE REPLACES WITH HALF ROUND

TIMBER PROFILES D=15 cm.

ALL SQUARE TIMBER SECTIONS ARE REPLACED WITH

ROUND SECTIONS D=10 cm

SUPPORT PLANKS ARE REPLACES WITH HALF ROUND


ALL SQUARE TIMBER SECTIONS ARE REPLACED

WITH ROUND SECTIONS

SUPPORT PLANKS ARE REPLACES WITH HALF

ROUND TIMBER PROFILES D=15 cm.

REVISION

REVISION


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SCALE

Sinisa Marjanac

08/08/2013

ISLAND 2C, 3B

1:100

ILHA_LAKE

Belo Horizonte,



NOTE




4. ALL WOODEN PARTS TO BE PROTECTED WITH APPROPRIATECOATING


6. ALL PIERS ARE CONNECTED BY STIFFENERS 6x6cm

S1 S2

S3

S6

S10

S9

S16

S17 S2

0

S21 S2

3

S4S7

S5

S8S12S11

S13

S19

S18S22

S24S25

S31

S38S44

S1

S2

S3

S5

S4

S7

S6

S9

S8 S10

S11

S12 S13S14

S15

S16

S17

S19

S20

S22S21

S23

S24

S18

S26

S30S31

S33

S32

S35

S36

S38

S39

S40

S44

S41

S43

S42

S14 S15

S26

S27

S30

S34

S32

S40

S27

S2

8

S29

S28

S29

S34

S33

S37

S43

S42

S41

S39S36

S37

S35

7. ALL BEAMS CROSSING ARE SUPORTED BY PIERS

Number Section(cm) Length (m)

9 1,64Stiffeners 1

Type

D 6

2 1,75Stiffeners 2

8 1,95Stiffeners 3

14 2,00Stiffeners 4

1 1,90Stiffeners 5

4 2,40Stiffeners 6

3 2,50Stiffeners 7

1 2,60Stiffeners 8

2 3,50Stiffeners 9

* ALL STIFFENERS LENGTHS TO BE CONFIRMED BY SITE SUPERVISOR


45 1,30 - 1,50Piers

Type

D 10

45 0,60Suports D 15

* ALL PIERS LENGTHS TO BE CONFIRMED BY SITE SUPERVISOR

REVISION

1. ALL SQUARE TIMBER SECTIONS ARE REPLACEDWITH ROUND SECTIONS2. DECK PLANKS ARE REPLACES WITH ROUNDBEAMS D=5-8cm. SPACE BETWEEN BEAMS IS NOLARGER THEN 5cm

3. SUPPORT PLANKS ARE REPLACES WITH HALFROUND TIMBER PROFILES D=15 cm.

D 6

D 6

D 6

D 6

D 6

D 6

D 6

D 6

REVISION

1. ALL SQUARE TIMBER SECTIONS ARE REPLACEDWITH ROUND SECTIONS


REVISION

ALL SQUARE TIMBER SECTIONS ARE REPLACEDWITH ROUND SECTIONS

SUPPORT PLANKS ARE REPLACES WITH HALFROUND TIMBER PROFILES D=15 cm.


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SCALE

Sinisa Marjanac

08/08/2013

ISLAND 3A, 2A / 1

1:100

ILHA_LAKE

Belo Horizonte,



NOTE




4. ALL WOODEN PARTS TO BE PROTECTED WITH APPROPRIATECOATING



REVISION


ROUND SECTIONS



5cm




ROUND SECTIONS




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Sinisa Marjanac

08/08/2013

ISLAND 3A, 2A / 2

1:100

ILHA_LAKE

Belo Horizonte,



NOTE





COATING



S2 S

7

S8

S10

S11

S14

S17

S20

S21

S25 S

28S30

S32

S34 S

40

S48 S

51

S4

S12

S15 S16

S19

S23

S26

S29 S31

S33 S37 S43

S44

S52

S1

S2

S3S4

S5S6S8

S7S10

S9

S11S12

S13S14

S15S16

S18

S17

S21

S19

S23

S20

S22S26

S25

S27

S28

S29S24

S30S31

S32

S27

S24

S22S18

S13S

9S6

S5

S3

S1


1 1,64Stiffeners 1

Type

D 6

21 2,00Stiffeners 2

3 2,05Stiffeners 3

8 2,15Stiffeners 4

3 2,25Stiffeners 5

15 2,50Stiffeners 6

2 3,30Stiffeners 7

* ALL STIFFENERS LENGTHS TO BE CONFIRMED BY SITE SUPERVISOR

S33S34

S36

S39

S40

S35 S41

S37

S38

S42

S43S44

S45

S46 S47

S48

S49

S51

S50S52

S53

S35S

36 S

38

S39 S

41

S42

S45

S46 S

47

S49

S53

S50

ISOMETRY

nts

SITUATION

ELEVATION

1:100

1:100

REVISION

1. ALL SQUARE TIMBER SECTIONS ARE REPLACEDWITH ROUND SECTIONS2. DECK PLANKS ARE REPLACES WITH ROUNDBEAMS D=5-8cm. SPACE BETWEEN BEAMS IS NOLARGER THEN 5cm



1. ALL SQUARE TIMBER SECTIONS ARE REPLACEDWITH ROUND SECTIONS


D 6

D 6

D 6

D 6

D 6

D 6


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ISLAND 2B

1:75

ILHA_LAKE

Belo Horizonte,



NOTE





COATING

PLATFORM

S1

S2

S3

S4

S5

S6S7

S10

S8

S9

S11

S12

S13

S14

S15

S16S17

S18S19

S5

S4

S10

S1

S12

S14

S2

S15

S16

S3

S19

S1

S10

S6S5

S7 S8

S11

REVISION


ROUND SECTIONS



5cm




ROUND SECTIONS


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08/08/2013

PAGODA

1:75

ILHA_LAKE

Belo Horizonte,



NOTE





COATING

PLATFORM

PAGODA STRUCTURE

S1

S2

S3

S4

S5

S6S7

S10

S8

S9

S11

S12

S13

S14

S15

S16S17

S18S19

S5

S4

S10

S1

S12

S14

S2

S15

S16

S3

S19

S1

S10

S6S5

S7 S8

S11

REVISION


ROUND SECTIONS



5cm




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DETAILS

1:10

ILHA_LAKE

Belo Horizonte,



Documents

Chinese Garden Structural Design