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