Shopping Center Pátiomix Resende - Projeto Estrutural -

A P1 25x25 cm B1 50x50 cm Hb = 60 cm ca = -0.55m

B

P2 25x25 cm B2 50x50 cm Hb = 60 cm

C

B1

P3 25x25 cm

P4 25x25 cm B2

B3

B4 50x140 cm Hb = 60 cm

ca = -0.55m

ca = -0.55m

P5 25x25 cm

B4

ca = -0.55m

B5

B6

P6 25x25 cm B6 50x140 cm Hb = 60 cm

B5 50x140 cm Hb = 60 cm

ca = -0.55m

ca = -0.55m

B7

B3 50x50 cm Hb = 60 cm

B10

B9

B8

D

D P7 25x25 cm

P8 25x25 cm

B7 50x50 cm Hb = 60 cm

B8 50x140 cm Hb = 60 cm

ca = -0.55m

ca = -0.55m

B14

B14 50x50 cm Hb = 60 cm

P9 25x25 cm B11

B10 50x50 cm Hb = 60 cm

B9 50x140 cm Hb = 60 cm

B12

B13

ca = -0.55m

ca = -0.55m

P12 25x25 cm

P11 25x25 cm

P14 25x25 cm

P10 25x25 cm

P13 25x25 cm

B11 50x140 cm Hb = 60 cm

B13 50x140 cm Hb = 60 cm

ca = -0.55m ca = -0.55m

B12 50x140 cm Hb = 60 cm

P15 25x25 cm B15

B15 50x50 cm Hb = 60 cm

ca = -0.55m ca = -0.55m

ca = -0.55m B16

C

P16 25x25 cm

B

B1 50x50 cm Hb = 60 cm ca = -0.55m profundidade estimada = 10,0m

A profundidade estimada = 10,0m

FORMAS

Proger Engenharia ltda PROJETOS ESTRUTURAIS - CONSULTORIA - GERENCIAMENTO

P1

25x25

B1

50x50

LB1

P2

LB2 +0.

1 h=3 5 0

15 +0. 30 h=

P3

25x25

25x25 60

+0.15 h=30

1

60

+0.15 h=30

P11

V4

25x25

V1

b 2 0/6 0

V4

7

25x25

B12

50x140

B13

LB7

50x50

+0.15 h=30

50x140 20/65

9

V11

V2

B14

5

25x25 +0.15 h=30

25x25

20 /6

P13

V9

b2 0/6 0

LB6

V8

5

/6 20

P14

B10

+0.15 h=30

P12

60

0/ c2

50x140

8

25x25 50x50

V2

0 h=3 5 1 +0.

0 0/6 a 2

B11

P10 V6 20/65

d 2 0/6 0

V3

0 0/6 a 2

V2

LB5

+0.15 h=30

6

B9

50x140

0

5

4

P9 25x25

V4

+0.

1 h=3 5 0

LB3

a 2 0/

a 2 0/6 0

0

6 20/

A

0/6

d V3

V5 20/65

+0.15 h=30

c2

60 20/

V3

20/ 3b

15 +0. 30 h=

50x140

V

P8

65

0 V1 d V1

B6

60

B8

50x50

25x25

V4

A

P6

B5

+0.15 h=30

50x140

B7

P5 25x25 50x140

25x25

25x25

/ 20

LB4

5

P7

2

B4

50x140

20 /6

3

50x50

+0.15 h=30

P4

25x25

V7

B3

c 2 0/6 0

h= +0. 30 15

0/ b 2

d 2 0/6 0

V1

V12 20/65

B2 50x50

V1

60

V2

h= +0. 30 15

0/ c2

LB8

P15

25x25

0 h=3 5 1 +0.

B15

50x50

P16

25x25

B16 50x50

LB5

+0.15

TB (topo bloco) 0.00 L6 V2a

ca (cota arras.)

-0.55

V5

B7 estaca

Proger Engenharia ltda PROJETOS ESTRUTURAIS - CONSULTORIA - GERENCIAMENTO

LB2

P4=P5=P6=P8=P9=P11=P12=P13 (8x)

B4=B5=B6=B8=B9=B11=B12=B13 (8x)

+0.15 h=30

24

5 N3

140

24

4

1

(montante embutido)

19 49

+0.15 h=30

+0.15 h=30

20

CA50

24

VAR

19

49

2

24

-0.55

ca: -0.55

N4

70 7 N2 c/10

67

25 55

60

75

49

132

24

42

(inferior - complementar)

24

N12

LB

25

50

N23

tb: 0

+0.15 h=30

24

+0.15

1

+0.15

+0 h= .15 30

45

5 .1 0 +0 =3 h

45

N12

N

4 LB

(superior)

891

7

132 (inferior - sobre as estacas)

(estribo - horizontal)

B1=B2=B3=B7=B10=B14=B15=B16 (8x)

h=30 +0.15

891

+0.15 h=30

LB6

134

3

+0.15 h=30

LB3

49

5

VAR

+0.15 h=30

49

44

+0.15 h=30

VAR

(estribo - vertical)

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27

DIAM CA50

24

24

VAR 24

24

+0.15 h=30

8

20

(montante embutido)

LB7

3165.4

NOTA:

h=30 +0.15

24

final a ser adotada.

44 44

V1a=V1b=V1c=V1d= V2a=V2b=V2c=V2d (8x)

49 59

(estribo - horizontal)

(diagonal vertical)

LB2

2 N21

+0.15 h=30

LB

(armadura de pele) 60

4

A

3 N26

A

B7

1 N27

+0 h= .15 30

V1b

5 .1 0 +0 =3 h

V2a

2x3 N8

LB 1

+0.15

+0.15 h=30

2

B2 VAR 21 N7 c/15 +0.15 h=30

+0.15 h=30

54

4

1

14

V3a V4a

V3b

A

2x3 N5

3 N22 B5

(armadura de pele) A

2 N25 65

2x3 N9

65

60

+0.15 V3d V4d

2x3 N5

4 N20 B8

B7

4 N20 B9

20

20

6

h=30 +0.15

9 VAR +0.15 h=30

8

8

A

B10

A

+0.15 h=30

30 h= .15 +0

5 N7 c/15 16 N6 c/10

7 N6 c/20

54 73

57

7 N6 c/20 59

35

276

35

LB

B8

2 N25 A

+0.15 h=30

5

(armadura de pele) +0.15

3 N24

h +0 =3 .1 0 5

3 N24

LB

V4a

891

72 65

2 N18 (armadura de pele) A

VAR

35

65

+0.15

7

80

72

80

+0.15 h=30

+0.15 h=30

LB6

329 59

59

3

5

LB3

329

35

+0.15 h=30

+0.15 h=30

V6=V8=V10=V12 (4x)

VAR

891

V5=V7=V9=V11 (4x)

V3a=V3b=V3c=V3d= V4a=V4b=V4c=V4d (8x)

16 N6 c/10 59

73

LB7

h=30 +0.15

57 276

14

14

14

Proger Engenharia ltda PROJETOS ESTRUTURAIS - CONSULTORIA - GERENCIAMENTO

D) DOS PINOS DE DOBRAMENTO PARA GANCHOS SEM ESCALA

SEM ESCALA

D D Estribo CA50 <20mm >20mm estribo <10mm

CA60

40 112 40 112 48 184 208 48 48 16 64 16 32 78 96 78 96 16 16 32 16 24 40 24 16 24 8

C.TOTAL (m) 173.8 1356.7 2924.7 245.6 347.2

LB 8

19 19

CA50

h +0 =3 .1 0 5

70 7 N2 c/10

67

25 55

60

75

50

9

-0.55

ca: -0.55

50

6.3 8.0 10.0 12.5 16.0 PESO TOTAL (kg)

+0.15 h=30

6 30 h= .15 +0

25

N10

5 N1

+0.15 h=30

5 LB

+0.15 tb: 0

6.3 6.3 8.0 8.0 8.0 8.0 8.0 8.0 8.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 12.5 12.5 12.5 12.5 16.0 16.0 16.0 16.0 16.0

Q

UNIT (cm) 188 88 368 194 329 158 148 365 126 229 85 225 132 934 VAR 891 VAR 230 105 330 545 150 223 416 215 400 346

Resumo dos Materiais

P1=P2=P3=P7=P10=P14=P15=P16 (8x)

+0.15

DIAM

PESO (kg) 42.5 535.3 1803.1 236.6 547.9

C.TOTAL (cm) 7520 9856 14720 21728 15792 29072 30784 17520 6048 3664 5440 3600 4224 72852 VAR 69498 VAR 3680 1680 10560 8720 3600 8920 9984 3440 9600 2768