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NIVELCION DE IDA
(EstacinPuntoDistancia (mts)Atrs (+)Altura de InstrumentoDelante
(-)CotaObservacin
IBM1.03036.0335BM I A
A1.24534.785
IIA201.6036.38534.785A II B
B2.11734.268
IIIB201.12135.38934.268B III C
C1.44833.941
IVC201.30135.24233.941C IV D
D1.40533.837
VD201.36635.20333.837D V E
E1.52933.674
VIE201.39935.07333.674E VI F
F1.38033.693
VIIF201.46835.16133.693F VII G
G1.41733.744
VIIIG201.46635.2133.744G VIII H
H1.47933.731
NIVELCION DE REGRESO
(EstacinPuntoDistancia (mts)Atrs (+)Altura de InstrumentoDelante
(-)CotaObservacin
VIII
H201.61835.34933.731Vrtice de la Poligonal
G1.64833.701
IX
G201.66835.36933.701Vrtice de la Poligonal
F1.71833.651
X
F201.80935.4633.651Vrtice de la Poligonal
E1.82633.634
XI
E201.92235.55633.634Vrtice de la Poligonal
D1.75633.8
XII
D202.01735.81733.8Vrtice de la Poligonal
C1.91533.902
XIII
C202.18136.08333.902Vrtice de la Poligonal
B1.79234.291
XVI
B20
2.4836.77134.291Vrtice de la Poligonal
A0.99535.776
DESARROLLO DE LA PRCTICAPrueba de Libreta:
Ec = ( Vista atrs - ( Vista adelante
Ec = 24.446m - 23.67m
Ec = 0.776m
Comprobacin de nivelacin:
35.776 35 = 0.776
Precisin de la nivelacin:
Compensacin de error de cierre:
Cota + compensacin de ida
Cota + compensacin de retorno ERROR DE CIERRE
ERROR DE CIERRE = COTA DE INICIO _ COTA FINAL
= 35 _ 35
= 0
A. Calculo de pendiente
S = Cota final cota inicial
S = 35.776 35= 0.776
0.776 _______ 140
X _______ 100 %
X = 0.554%
B. Calculo de la cota de la razante
DistanciaRazanteCota. Razante
00.0035.00
200.0434.96
400.0834.92
600.1234.88
800.1634.84
1000.2034.8
1200.2434.76
1400.2834.72
Condicin de razante
Cota: 35 m.s.n.m
Pendiente: 0.2 %
0.2% _______ 100
X _______ 140
X = 0.28
Cota final
35 0.28 = 34.72
Cota razante: B) 0.2% _______ 100
X _______ 20 35 0.04 = 34.96
X = 0.04
C) 0.2% _______ 100
X _______ 40 35 0.08 = 34.92
X = 0.08
D) 0.2% _______ 100
X _______ 60 35 0.12 = 34.88
X = 0.12
E) 0.2% _______ 100
X _______ 80 35 0.16 = 34.84
X = 0.16
F) 0.2% _______ 100
X _______ 100 35 0.2 = 34.8
X = 0.2
G) 0.2% _______ 100
X _______ 120 35 0.24 = 34.76
X = 0.24
H) 0.2% _______ 100 X _______ 140 35 0.28 = 34.72 X = 0.28
Clculo de cotas promedio
En A: 34.785
En B:
En C:
En D:
En E:
En F:
En G:
En H: 33.731C. Altura de corte y relleno
Cota promedioCota razante
34.78535
34.279534.96
33.921534.92
33.818534.88
36.65434.84
33.67234.8
33.722534.76
33.73134.72
En A: 34.785 35 = 0.215
En B: 34.96=0.6805
En C: 34.92= 0.9985
En D: 34.88= 1.0615
En E: 34.84= 1.186
En F: 34.8= 1.128
En G: 34.76= 1.0375
En H: 34.72= 0.989
D. Calculo de la Boca Seccin del Canal:
B
h
b
Formula Boca 2X proyecciones + plantilla.
B(0) 1m 1.5
0.215 X
X =0.323
B(0) =2 x 0.323+ 1 = 1.646m
B(2) 1m 1.5m
0.6805 X
X =1.021
B(2)=2 x 1.021+ 1 =3.042
B(4) 1m 1.5m
0.9985 X
X = 1.498
B(4)=2 x 1.498 + 1 = 3.996
B(6) 1m 1.5m
1.0615 X
X =1.592
B(6)=2 x 1.592+ 1 = 4.184
B (8) 1m 1.5m
1.186 X
X = 1.779
B(8)=2 x 1.779 + 0.5 = 4.558B (10) 1m 1.5m
1.128 X
X = 1.692
B(10)=2 x 1.692 + 0.5 = 4.384
B (12) 1m 1.5m
1.0375 X
X = 1.556
B(12)2 x 1.556 + 0.5 = 4.112
B (14) 1m 1.5m
0.989 X
X =1.484
B(14)=2 x + 1.484 = 3.968
Calculo de reas de corte o Relleno:
A (0)=
A (2)=
A (4)=
A (6)=
A (8)=
A (10)=
A (12)=
A (14)=
Clculos de Volmenes de Corte y Relleno:
V (0-2)=
V (2-4)=
V (4-6)=
V (6-8)=
V (8-10)=
V (10-12)=
V (12-14)=
m
B: Boca del Canal
b: Plantilla (0.5m)
h: Altura de corte o Relleno
m: Talud 1.5:1