Embed Size (px)
Citation preview
NIVELCION DE IDA
Estación
Punto
Distancia (mts)
Atrás (+)
Altura de Instrumento
Delante
(-)Cota Observación
I
BM 1.03036.03
35BM I A
A 1.245 34.785
II
A20
1.6036.385
34.785A II B
B 2.117 34.268
III
B20
1.12135.389
34.268B III C
C 1.448 33.941
IV
C20
1.30135.242
33.941C IV D
D 1.405 33.837
V
D20
1.36635.203
33.837D V E
E 1.529 33.674
VI
E20
1.39935.073
33.674E VI F
F 1.380 33.693
VII
F20
1.46835.161
33.693F VII G
G 1.417 33.744
VIII
G
20
1.466
35.21
33.744
G VIII HH 1.479 33.73
1
NIVELCION DE REGRESO
Estación
Punto
Distancia (mts)
Atrás (+)
Altura de Instrumento
Delante
(-)Cota Observación
VIII
H
20
1.618
35.349
33.731Vértice de la
PoligonalG 1.648 33.701
IX
G
20
1.668
35.369
33.701Vértice de la
PoligonalF 1.718 33.651
X
F
20
1.809
35.46
33.651Vértice de la
PoligonalE 1.826 33.634
XI
E
20
1.922
35.556
33.634Vértice de la
PoligonalD 1.756 33.8
XII
D
20
2.017
35.817
33.8Vértice de la
PoligonalC 1.915 33.902
XIII
C
20
2.181
36.083
33.902Vértice de la
PoligonalB 1.792 34.291
XVI
B
20
2.48
36.771
34.291
Vértice de la PoligonalA 0.995 35.776
DESARROLLO DE LA PRÁCTICA
Prueba de Libreta:
Ec = Vista atrás - Vista adelante
Ec = 24.446m - 23.67m
Ec = 0.776m
Comprobación de nivelación:
35.776 – 35 = 0.776
Precisión de la nivelación:
1er ordenEmax=±0.004√14=0.0149
2doorden Emax=±0.01√14=0.0374
3er orden Emax=±0.02√14=0.0748
4 ¿ordenEmax=±0.1√14=0.3742
Compensación de error de cierre:
C= Ecdist . total
×distancia acumulada
cota A=0.776m280m
×20=0.5542
cotaB=0.776m280m
×40=0.11086
cotaC=0.776m280m
×60=0.16629
cota D=0.776m280m
×80=0.22171
cota E=0.776m280m
×100=0.27714
cota F=0.776m280m
×120=0.33257
cotaG=0.776m280m
×140=0.388
cota H=0.776m280m
×160=0.44343
cota I=0.776m280m
×180=0.49886
cota J=0.776m280m
×200=0.55429
cota K=0.776m280m
×220=0.60971
cota L=0.776m280m
×240=0.66514
cota M=0.776m280m
×260=0.72057
cota N=0.776m280m
×280=0.776
Cota + compensación de ida
COTA0=34.785−0=34.785 COTA A=34.268−0.05542=34.21258 COTA B=33.941−0.11086=33.83014 COTAC=33.837−0.16629=33.67071 COTA D=33.674−0.22171=33.45229 COTA E=33.693−0.27714=33.41586 COTA F=33.744−0.33257=33.41143 COTAG=33.731−0.388=33.343
Cota + compensación de retorno
COTA H=33.701−0.44343=33.25757 COTA I=33.651−0.49886=33.15214 COTA J=33.634−0.55429=33.07971 COTA K=33.8−0.60971=33.19029 COTA L=33.902−0.66514=33.23686 COTAM=34.291−0.72057=33.57043 COTA N=35.776−0.776=35
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
Condición 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
Distancia Razante Cota. Razante
0 0.00 35.0020 0.04 34.9640 0.08 34.9260 0.12 34.8880 0.16 34.84
100 0.20 34.8120 0.24 34.76140 0.28 34.72
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
Cálculo de cotas promedio
En A: 34.785
En B: 34.268+34.2912=34.2795
En C: 33.941+33.9022=33.9215
En D: 33.837+33.82=33.8185
En E: 33.674+33.6342=33.654
En F: 33.693+33.6512=33.672
En G: 33.744+33.7012=33.7225
En H: 33.731
C. Altura de corte y relleno
En A: 34.785 – 35 = 0.215
En B: 34.2795 – 34.96=0.6805
En C: 33.9215– 34.92= 0.9985
En D: 33.8185 – 34.88= 1.0615
En E: 33.654 – 34.84= 1.186
En F: 33.672 – 34.8= 1.128
En G:33.7225– 34.76= 1.0375
En H:33.731– 34.72= 0.989
D. Calculo de la Boca Sección del Canal:
Cota promedio Cota razante34.785 3534.2795 34.9633.9215 34.9233.8185 34.8836.654 34.8433.672 34.833.7225 34.7633.731 34.72
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
mB: Boca del Canal
b: Plantilla (0.5m)
h: Altura de corte o Relleno
m: Talud 1.5:1
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 = 4.558
B (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 áreas de corte o Relleno:
A=B(m)+b(m)
2×L(m)=m2
A (0) = 1.646+052×0.215=0.231m2
A (2) = 3.042+052×0.6805=1.205m2
A (4) = 3.996+052×0.9985=2.245m2
A (6) = 4.184+052×1.0615=2.486m2
A (8) = 4.558+052×1.186=2.999m2
A (10)= 4.384+052×1.128=2.755m2
A (12)= 4.112+052×1.0375=2.393m2
A (14)= 3.968+052×0.989=2.209m2
Cálculos de Volúmenes de Corte y Relleno:
V=A1m
2+A2m2
2× L(m)=m3
V (0-2) = 0.231m2+1.205m2
2×20m=14.36m3
V (2-4) = 1.205m2+2.245m2
2×20m=34.5m3
V (4-6) = 2.245m2+2.486m2
2×20m=47.31m3
V (6-8) = 2.486m2+2.999m2
2×20m=54.85m3
V (8-10) = 2.999m2+2.755m2
2×20m=57.54m3
V (10-12) = 2.755m2+2.393m2
2×20m=51.48m3
V (12-14) = 2.393m2+2.209m2
2×20m=46.02m3
