calc. muro.xls

DATOS CLIMATICOS/PRECIPITACION HUAMANGACUADRO N° 01

Country : Peru Station : HuamangaAltitude: 2761 meter meter(s) above M.S.L.Latitude: -13.09 De (South) Longitude: : -74.13 De (West)

Month MaxTemp MiniTemp Humidity Wind SunShine Solar ETo Rainfall(deg.C) (deg.C) (%) (Km/d) (Hours) (MJ/m2/d) (mm/d) (mm/month)

January 23.5 9.6 67 173 6 19.6 4.21 110February 23 9.7 72 173 6 19.5 4.02 113March 22.7 9.4 73 130 5.4 17.8 3.56 106April 23.6 8.5 65 130 6.8 18.2 3.62 29May 23.9 5.9 69 130 7.7 17.4 3.31 11June 23.1 3.8 63 130 8 16.7 3.12 6July 22.8 4.1 62 130 7.3 16.3 3.12 6August 23.8 5.4 71 173 6.8 17.3 3.61 10September 24.4 7.6 62 173 7.4 20 4.26 26October 25.1 8.6 60 173 6.9 20.5 4.55 44November 26 8.7 56 173 7.8 22.4 4.99 40December 24.5 9.3 64 173 6.4 20.2 4.44 89

Average 23.9 7.6 65.3 155.1 6.9 18.8 3.9 590

CEDULA DE CULTIVO / DEMANDA DE AGUA CUADRO N° 02

Proyecto CONSTRUCCION DE RESERVORIO TINYACCPUQUIO Provincia ANGARAES Distrito LIRCAY Depart. HUNCAVELICA Fecha Jul-04

CULTIVO AREA MESES

(Has) ENE FEB MAR ABR MAY JUN JUL AGO SET OCT NOV DIC

PAPA 30.00 1.15 1.15 0.90 0.75 0.60 0.50 0.90 1.10

MAIZ 5.00 0.30 0.80 1.10 1.10 1.00 0.50

CEBADA 5.00 1.15 1.15 0.75 0.25 0.30 0.90 0.90

TRIGO 5.00 1.00 1.15 1.15 0.90 0.30 0.50 0.75 0.75

HABA 5.00 1.10 1.00 0.70 0.35 0.40 0.70 1.10

Area Total (has) 50.00 50.00 50.00 50.00 50.00 35.00 1.00 5.00 5.00 5.00 20.00 50.00 50.00

Número de dias/mes 31 28 31 30 31 30 31 31 30 31 30 31

Kc Ponderado 1.02 1.02 0.80 0.60 0.56 0.00 0.30 0.80 1.10 1.33 0.88 0.99

ETP (mm/d) 4.21 4.02 3.56 3.62 3.31 3.12 3.12 3.61 4.26 4.55 4.99 4.44

ETP (mm/mes) 130.51 112.56 110.36 108.60 102.61 93.60 96.72 111.91 127.80 141.05 149.70 137.64

ETA (mm/mes) 132.47 114.81 88.29 65.16 57.17 0.00 29.02 89.53 140.58 186.89 130.99 135.58

PP (mm/mes) 110.00 113.00 106.00 29.00 11.00 6.00 6.00 10.00 26.00 44.00 40.00 89.00

PE (mm/mes) 77.00 79.10 74.20 20.30 7.70 4.20 4.20 7.00 18.20 30.80 28.00 62.30

DEMANDA NETA (mm/mes) 55.47 35.71 14.09 44.86 49.47 -4.20 24.82 82.53 122.38 156.09 102.99 73.28

DEMANDA BRUTA (mm/mes) 158.48 102.03 40.25 128.17 141.34 -12.00 70.90 235.79 349.66 445.98 294.25 209.36

DEMANDA UNITARIA (m3/mes-ha) 1,584.79 1,020.32 402.51 1,281.71 1,413.38 -120.00 709.03 2,357.94 3,496.57 4,459.75 2,942.50 2,093.58

MÓDULO DE RIEGO (l/s/ha) 0.59 0.42 0.15 0.49 0.53 -0.05 0.26 0.88 1.35 1.67 1.14 0.78

VOLÚMEN TOTAL (m3) 79,239.5 51,016.0 20,125.7 64,085.71 49,468.4 -120.0 3,545.1 11,789.7 17,482.9 89,195.0 ### ###

DEMANDA DE AGUA TOTAL (l/s) 29.58 21.09 7.51 24.72 18.47 (0.05) 1.32 4.40 6.74 33.30 56.76 39.08

OFERTA DE AGUA (l/s) 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00

Deficit(-) / superavit (+) (l/s) (19.58) (11.09) 2.49 (14.72) (8.47) 10.05 8.68 5.60 3.26 (23.30) (46.76) (29.08)

Lamina de Riego Neto (mm) / Maíz 35 35 35 35 35 35 35 35Frecuencaia de Riego (dia) 8 9 10 10 8 8 7 8

Lamina de Riego Neto (mm) / Trigo 45 45 45 45 45 45 45 45Frecuencaia de Riego (dia) 11 11 13 12 11 10 9 10

CONSTRUCCION DE RESERVORIO TINYACCPUQUIOCONSTRUCCION DE RESERVORIO TINYACCPUQUIO

DISEÑO HIDRÁULICO Y CARACTERÍSTICAS GEOMÉTRICAS

CANAL DE SECCION CIRCULAR-A GRAVEDAD

CUADRO N° 03

Tramo Longitud Q n s D(int) D Y Y/D A P R=A/P T F V

No De A (m) m/m (m) (m) (m) 1/8*(Ø-senØ)*D² 1/2(ØD) (m/s)1.00 0.00 20.00 20.00 0.04 0.01 0.00 0.24 160.00 0.15 0.63 0.03 0.44 0.07 0.23 1.13 1.282.00 20.00 40.00 20.00 0.038 0.01 0.01 0.19 160.00 0.15 0.77 0.02 0.41 0.06 0.16 1.35 1.623.00 40.00 80.00 40.00 0.038 0.01 0.01 0.24 160.00 0.14 0.57 0.03 0.41 0.06 0.24 1.40 1.464.00 80.00 160.00 80.00 0.038 0.01 0.01 0.24 160.00 0.14 0.61 0.03 0.42 0.07 0.23 1.24 1.355.00 160.00 320.00 160.00 0.038 0.01 0.01 0.19 160.00 0.17 0.88 0.03 0.46 0.06 0.12 0.98 1.436.00 320.00 640.00 320.00 0.038 0.01 0.01 0.24 160.00 0.14 0.57 0.03 0.41 0.06 0.24 1.41 1.47

TOTAL 640.00

Ø L200.00 180.00250.00 460.00

TOTAL 640.00

COSTO DE TUBERIATUB Ø 200 180.00 180.00 45.39 3.50 158.87 26.48 4765.95TUB Ø 250 460.00 460.00 71.73 3.50 251.06 41.84 19247.55

24013.50

(m3/s)

CONSTRUCCION DE RESERVORIO TINYACCPUQUIO

DIMENSIONES DEL RESERVORIOCUADRO N° 04

Datos Calculo EvacuaciónReserv. Q aporte t llenado vol L l Area Htotal h libre h muerta Hhidr H total disp Vol Total t sal Q salid

l/s hr m3 m m m2 m m m m m m3 hr l/s1 8.00 10.5 302.4 15 10 150 2.2 0.2 2 2 300 6 13.89

PESO PORTANTE DE LA ESTRUCTURA

ALTURA MURO VOLUMEN AREA BASE cap portantem m m m m2 m3 tn/m3 kg KG cm2 Kg/cm2

0.50 0.40 2.2 0.2 0.64 0.64 2.4 1536 2212.725 5000 0.44

MATERIAL LADEO ZAP ALTURA PARED VOLUMEN m m m3 tn/m3 kg

Tierra 0.15 2.2 0.33 2.05 676.5Agua 0.15 1.5 0.225 0.001 0.225

676.725

ANCHO ZAPATA

ALTURA ZAP

ANCHO MURO

AREA TOTAL

Peso espec cemento

PESO EN ESTRUCTURA

PESO TOTAL

Pesos epecif

Pesos de los materiales


EMPUJE TIERRADATOS Y CALCULOS DE DIMENSIONES

PRE DIMENSIONAMIENTO DE MUROS

(m) Calculado RedonH 2.40 2.40

htierra 2.40 2.40T 0.40 0.20

Z 0.30 0.30B 1.90 1.50b 0.70 0.30a 0.40 0.40c 0.80 0.80

Ea CALCULOS DE FUERZAS

a Fzas. Area P.Espec. P.parcialm2 Ton/m3 Ton

W1 0.45 2.4 1.08W2 0.48 2.4 1.15

Ep W3 0.12 2.4 0.29W4 0.12 1.9 0.23W5 1.92 1.9 3.65

FdWtotal=N 6.40

BMOMENTO RESISTENTE EMPUJE ACTIVO -TIERRA

Eleme. Wi Brazo MiN° (ton) (m) Ton-m

FACTOR DE SEGURIDAD AL DESPLAZAMIENTO 1 1.08 0.75 0.812 1.15 0.50 0.58

FSD (Fd+Ep)/Ea 3 0.29 0.63 0.18Calculo de empuje activo 4 0.23 0.67 0.15

Ka = 5 3.65 1.10 4.01Ea = 2.31 Tnm Ka = 0.33 6 0.00 0 0.00

M r. 5.73 f = 30 M a = Ea * H"/3 2.08

Fd= 3.69 0.58 Ma Momento activoMr Momento Total resistente

FSD= Fd/Ea 1.60 >1.5 OK

FACTOR DE SEGURIDAD AL VOLTEO CALCULO DE LA EXCENTRICIDAD

e =B/2-X

FSV= Mr/Ma 2.76 >1.75 OK X = 0.90e = 0.15B/6 0.25 Bz/6 > e

FACTOR DE SEGURIDAD AL ASENTAMIENTO

ESFUERZOS MAXIMOS DE RESPUESTA DEL TERREMO

q1 = P/B( 1+ 6e/B) 6.76 T/m2q2 = P/B( 1 - 6e/B) 1.77 T/m2

VERIFICACION DE CAPACIDAD PORTANTE DEL SUELO

s = Capacidad portante del suelo 1.00 kg/cm2s = Capacidad de respuesta estructura 0.68 kg/cm2

Ea = (g*H2/2)*Ka TAN2 ( 45-F/2)

Fd= u*N u =tan f

X= (S Fy* Xi)/ S Fy

s Cap portante suelo admisible > s estructura.

w1

b

w2

w3

T

W4w5

TIERRA

cz

Hh

ht

Para incrementar la capacidad portante del suelo se considera la compactacion del terreno con material de prestamo de tipo gravabien graduada en 2 capas de 0.25 cm.

z

DISEÑO POR CONCRETO ARMADO PANTALLA

DATOS DE MURO CONCRETO ARMADOfc = 210.00 Kg/cm2fy = 4200.00 Kg/cm2h = 0.30 mtsd = 0.25 mtsb = 1.00 Prof. de pantallaBi = 0.85 Para Concretos hasta 280 kg/cm2(para h) Ea= 1.82CUANTIA BALANCEADAPb = 0.85 Bi ( fc/fy ) ( 6090 / ( 6090+fy )

Pb = 0.0214 Pmin. = 14 / fy Pmin 0.003 VigasD 0.0000 Carga permanente. Pmin. = 10 / fy Pmin 0.002 Muros de contensiónL 1.8240 Carga viva 7 As,temperatura = 0.002bt,MOMENTO ULTIMOMu= Ea*( H"/3-z) 1.4592

Pc<Pb Falla ductilPc>Pb Falla Fragil OK

calculo adicional1.7*´Mu 248,063.49 Ku=1,7*Mu/f'c bd2 0.0189

11,812,500.00 tabla (w) 0.021 RESULTADOS DE ACEROCALCULO DE CUANTIA DE ACERO cuantia=w*f'c/fy 0.0011 As tem 6.00 Efecto de fraguaw = 0.0124 cuanti max=0,75bal 0.0160 Ascal 2.63Pc = 0.00062 cuantia max>cuanti ok Amini 5.95

As=cuantia*b*d 2.625 REFUERZO MIN. VERTICAL cm Ø

ANALISIS POR CORTE diam. acer 1.27 1/2 T 20.00 media de la altura

SECCION SOMETIDA A CORTE DEL MURO b 30.00

revestim 5.00

Pmin 0.002

b =T

Corona del Muro RESULT. @ (cm)

Asreq 3.571 5 As 6.331 1/2"

@ 35.452 35H_1.00 m Base del Muro

Asreq 5.952 5 As 6.331 1/2"

Vu cortante ultimo de analisis externo (tn) @ 21.271 20Vn Cortante nominal de la seccion (tn)

Vn < Vc OK

1.824 0.53 210 1 0.25 1.9201074188701Vu = Ea*1.8 3.28

3.86 b = 0.25 md = 1.00 m

Vc = toneladas Vc = 0.53 ( fc )^1/2 * b 19.20 ok

w = 0.85- ( 0.7225-1.7Mu/(f fc bd^2))^1/2

f fc bd^2

Vu = f Vn

f = 0.85 factor de reduccion por corte

Ea = (g*H2/2)*TAN2 ( 45-F/2)

Vn = Vu / f

DISEÑO DE LA CIMENTACIÓN.DATOS DE DIMENSIONAMIENTO DEL MUROfc = 210.00 kg/cm2fy = 4200.00 Kg/cm2

c 0.80 m

r ( rec)= 0.08 m

b 1.00 m

d (Z-r) = 0.22 m

z 0.30 m

B 1.50 m Fr = W5+Pp-Qr

Q1 = 6.76 T/m2Q2 = 1.77 T/m2q 4.10 T/m2

Carga distribuidaW5 3.65 w distri= 4.56Pp 0.576 P distri= 0.72

Calculo de momentos en la cara de la pantalla

Mw5 = 1.46Mpp = 0.23Mq = 1.31M(q1-q) 0.57

Mq+M(q1-q) - (M w5+Mpp)0.19

Mu = 0.34

CUANTIA BALANCEADA CUANTIA MINIMA

Pb = 0.85 Bi ( fc/fy ) ( 6090 / ( 6090+fy ) Pmin. = 14/fy Pmin 0.003 REFUERZO MIN. ZAPATA cm Ø

Pb = 0.0214 As,temperatura = 0.002bt, t espesor total de la losa en f diam. acer 1.27 1/2 Z 30.00

CRITERIO DE COMPARACION revestim 7.00 Pc<Pb Falla ductil OK Pmin 0.003

1.7*´Mu 58054.52 Pc>Pb Falla Fragil

9147600.00CUANTIA CALCULADA RESULTADO DE LA SECCION DE ACERO Base de Zapata RESULT. @ (cm)

w = 0.00374 As tem 6.00 cm2 Efecto de frag As (cm2) 7.667 Pc = 0.00019 As bal 47.04 cm2 @ (cm) 16.515 15

As cal 0.41 cm2

As mini 7.33 cm2

S M S M

w = 0.85- ( 0.7225-1.7Mu/(f fc bd^2))^1/2

f fc bd^2

w5

Pp

q1q2q

c

z


EMPUJE TIERRADATOS Y CALCULOS DE DIMENSIONES

PRE DIMENSIONAMIENTO DE MUROS

(m) Calculado RedonH 2.40 2.40

htierra 2.40 2.40T 0.40 0.20

Z 0.30 0.30B 1.90 1.50b 0.70 0.30a 0.40 0.40c 0.80 0.80

Ea CALCULOS DE FUERZAS

a Fzas. Area P.Espec. P.parcialm2 Ton/m3 Ton

W1 0.45 2.4 1.08W2 0.48 2.4 1.15

Ep W3 0.12 2.4 0.29W4 0.12 1.9 0.23W5 1.92 1.9 3.65

FdWtotal=N 6.40

BMOMENTO RESISTENTE EMPUJE ACTIVO -TIERRA

Eleme. Wi Brazo MiN° (ton) (m) Ton-m

FACTOR DE SEGURIDAD AL DESPLAZAMIENTO 1 1.08 0.75 0.812 1.15 0.50 0.58

FSD (Fd+Ep)/Ea 3 0.29 0.63 0.18Calculo de empuje activo 4 0.23 0.67 0.15

Ka = 5 3.65 1.10 4.01Ea = 2.31 Tnm Ka = 0.33 6 0.00 0 0.00

M r. 5.73 f = 30 M a = Ea * H"/3 2.08

Fd= 3.69 0.58 Ma Momento activoMr Momento Total resistente

FSD= Fd/Ea 1.60 >1.5 OK

FACTOR DE SEGURIDAD AL VOLTEO CALCULO DE LA EXCENTRICIDAD

e =B/2-X

FSV= Mr/Ma 2.76 >1.75 OK X = 0.90e = 0.15B/6 0.25 Bz/6 > e

FACTOR DE SEGURIDAD AL ASENTAMIENTO

ESFUERZOS MAXIMOS DE RESPUESTA DEL TERREMO

q1 = P/B( 1+ 6e/B) 6.76 T/m2q2 = P/B( 1 - 6e/B) 1.77 T/m2

VERIFICACION DE CAPACIDAD PORTANTE DEL SUELO

s = Capacidad portante del suelo 1.00 kg/cm2s = Capacidad de respuesta estructura 0.68 kg/cm2

Ea = (g*H2/2)*Ka TAN2 ( 45-F/2)

Fd= u*N u =tan f

X= (S Fy* Xi)/ S Fy

s Cap portante suelo admisible > s estructura.

w1

b

w2

w3

T

W4w5

TIERRA

cz

Hh

ht

Para incrementar la capacidad portante del suelo se considera la compactacion del terreno con mateterial de prestamo de tipo gravabien graduada en 2 capas de 0.25 cm.

z

DISEÑO POR CONCRETO ARMADO PANTALLA

DATOS DE MURO CONCRETO ARMADOfc = 210.00 Kg/cm2fy = 4200.00 Kg/cm2h = 0.30 mtsd = 0.25 mtsb = 1.00 Prof. de pantallaBi = 0.85 Para Concretos hasta 280 kg/cm2

CUANTIA BALANCEADAPb = 0.85 Bi ( fc/fy ) ( 6090 / ( 6090+fy )

Pb = 0.0214 Pmin. = 14 / fy Pmin 0.003 VigasD 0.0000 Carga permanente. Pmin. = 10 / fy Pmin 0.002 Muros de contensiónL 2.3085 Carga viva 7 As,temperatura = 0.002bt,MOMENTO ULTIMOMu= Ea*( H"/3-z) 1.3851

Pc<Pb Falla ductilPc>Pb Falla Fragil OK

1.7*´Mu 235,466.52 11,812,500.00 RESULTADOS DE ACERO

CALCULO DE CUANTIA DE ACERO As tem 6.00 Efecto de fraguaw = 0.0118 Ascal 1.48Pc = 0.00059 Amini 5.95

Abal 53.45 REFUERZO MIN. VERTICAL cm Ø

ANALISIS POR CORTE diam. acer 1.27 1/2 T 20.00

SECCION SOMETIDA A CORTE DEL MURO b 30.00

revestim 5.00

Pmin 0.002

b =T


As 3.571 @ 35.452 35

H_1.00 m Base del Muro

As 5.952 Vu cortante ultimo de analisis externo (tn) @ 21.271 20Vn Cortante nominal de la seccion (tn)

Vn < Vc OK

1.824 0.53 210 1 0.25 1.9201074188701Vu = Ea*1.8 3.28

3.86 b = 0.25 md = 1.00 m

Vc = toneladas Vc = 0.53 ( fc )^1/2 * 19.20

w = 0.85- ( 0.7225-1.7Mu/(f fc bd^2))^1/2

f fc bd^2

Vu = f Vn

f = 0.85 factor de reduccion por corte

Ea = (g*H2/2)*TAN2 ( 45-F/2)

Vn = Vu / f

DISEÑO DE LA CIMENTACIÓN.DATOS DE DIMENSIONAMIENTO DEL MUROfc = 210.00 kg/cm2fy = 4200.00 Kg/cm2

c 0.80 m

r ( rec)= 0.08 m

b 1.00 m

d (Z-r) = 0.22 m

z 0.30 m

B 1.50 m Fr = W5+Pp-Qr

Q1 = 6.76 T/m2Q2 = 1.77 T/m2q 4.10 T/m2

Carga distribuidaW5 3.65 w distri= 4.56Pp 0.576 P distri= 0.72

Calculo de momentos en la cara de la pantalla

Mw5 = 1.46Mpp = 0.23Mq = 1.31M(q1-q) 0.57

Mq+M(q1-q) - (M w5+Mpp)0.19

Mu = 0.34

CUANTIA BALANCEADA CUANTIA MINIMA

Pb = 0.85 Bi ( fc/fy ) ( 6090 / ( 6090+fy ) Pmin. = 14/fy Pmin 0.003 REFUERZO MIN. ZAPATA cm Ø

Pb = 0.0214 As,temperatura = 0.002bt, t espesur total de la losa en f diam. acer 1.27 1/2 Z 30.00

CRITERIO DE COMPARACION revestim 7.00 Pc<Pb Falla ductil OK Pmin 0.003

1.7*´Mu 58054.52 Pc>Pb Falla Fragil

9147600.00CUANTIA CALCULADA RESULTADO DE LA SECCION DE ACERO Base de Zapata RESULT. @ (cm)

w = 0.00374 As tem 6.00 cm2 Efecto de frag As (cm2) 7.667 Pc = 0.00019 As bal 47.04 cm2 @ (cm) 16.515 15

As cal 0.41 cm2

As mini 7.33 cm2

REFUERZO MIN. LOSA cm Ø

diam. acer 0.95 ¨3/8 e losa 20.00

revestim 4.00 Pmin 0.002


As (cm2) 3.200 @ (cm) 22.26 20

S M S M

w = 0.85- ( 0.7225-1.7Mu/(f fc bd^2))^1/2

f fc bd^2

w5

Pp

q1q2q

c

z

PLANTILLA DE MOVIMIENTO DE TIERRACUADRO N° 07

CONSTRUCCION DE RESERVORIO TINYACCPUQUIOFecha: 03/2002

Progresiva

Longitud Base

Corte

DE A Altura de corte Ai A(i+1) (Ai+A(i+1))/2 Volumen

3000.00 3020.00 20.00 0.50 0.57 0.29 0.25 0.27 5.373020.00 3040.00 20.00 0.50 0.50 0.25 0.38 0.32 6.313040.00 3060.00 20.00 0.50 0.76 0.38 0.32 0.35 7.023060.00 3080.00 20.00 0.50 0.64 0.32 0.44 0.38 7.633080.00 3100.00 20.00 0.50 0.88 0.44 0.12 0.28 5.653100.00 3120.00 20.00 0.50 0.25 0.12 0.29 0.21 4.133120.00 3140.00 20.00 0.50 0.58 0.29 0.31 0.30 5.973140.00 3160.00 20.00 0.50 0.61 0.31 0.31 0.31 6.143160.00 3180.00 20.00 0.50 0.61 0.31 0.31 0.31 6.213180.00 3200.00 20.00 0.50 0.63 0.31 0.35 0.33 6.603200.00 3220.00 20.00 0.50 0.69 0.35 0.37 0.36 7.133220.00 3240.00 20.00 0.50 0.73 0.37 0.38 0.37 7.423240.00 3260.00 20.00 0.50 0.75 0.38 0.38 0.38 7.563260.00 3280.00 20.00 0.50 0.76 0.38 0.33 0.36 7.103280.00 3300.00 20.00 0.50 0.66 0.33 0.25 0.29 5.833300.00 3320.00 20.00 0.50 0.51 0.25 0.43 0.34 6.873320.00 3340.00 20.00 0.50 0.87 0.43 0.36 0.40 7.943340.00 3360.00 20.00 0.50 0.72 0.36 0.31 0.34 6.743360.00 3380.00 20.00 0.50 0.63 0.31 0.28 0.30 5.953380.00 3400.00 20.00 0.50 0.57 0.28 0.33 0.31 6.153400.00 3420.00 20.00 0.50 0.66 0.33 0.32 0.33 6.553420.00 3440.00 20.00 0.50 0.65 0.32 0.34 0.33 6.643440.00 3460.00 20.00 0.50 0.68 0.34 0.34 0.34 6.803460.00 3480.00 20.00 0.50 0.68 0.34 0.39 0.36 7.293480.00 3500.00 20.00 0.50 0.78 0.39 0.36 0.37 7.483500.00 3520.00 20.00 0.50 0.72 0.36 0.36 0.36 7.183520.00 3540.00 20.00 0.50 0.72 0.36 0.38 0.37 7.343540.00 3560.00 20.00 0.50 0.75 0.38 0.34 0.36 7.183560.00 3580.00 20.00 0.50 0.69 0.34 0.27 0.31 6.173580.00 3600.00 20.00 0.50 0.55 0.27 0.47 0.37 7.433600.00 3620.00 20.00 0.50 0.94 0.47 0.31 0.39 7.753620.00 3640.00 20.00 0.50 0.61 0.31 0.30 0.30 6.063640.00 3660.00 20.00 0.50 0.60 0.30 0.31 0.30 6.083660.00 3680.00 20.00 0.50 0.62 0.31 0.33 0.32 6.433680.00 3700.00 20.00 0.50 0.67 0.33 0.34 0.33 6.703700.00 3720.00 20.00 0.50 0.67 0.34 0.28 0.31 6.133720.00 3740.00 20.00 0.50 0.56 0.28 0.30 0.29 5.79

PLANTILLA DE MOVIMIENTO DE TIERRACUADRO N° 07

CONSTRUCCION DE RESERVORIO TINYACCPUQUIOFecha: 03/2002

Progresiva

Longitud Base

Corte

DE A Altura de corte Ai A(i+1) (Ai+A(i+1))/2 Volumen

3740.00 3760.00 20.00 0.50 0.60 0.30 0.34 0.32 6.363760.00 3780.00 20.00 0.50 0.67 0.34 0.37 0.35 7.043780.00 3800.00 20.00 0.50 0.74 0.37 0.36 0.37 7.303800.00 3820.00 20.00 0.50 0.72 0.36 0.35 0.35 7.083820.00 3840.00 20.00 0.50 0.69 0.35 0.38 0.37 7.323840.00 3860.00 20.00 0.50 0.77 0.38 0.36 0.37 7.423860.00 3880.00 20.00 0.50 0.72 0.36 0.33 0.34 6.833880.00 3900.00 20.00 0.50 0.65 0.33 0.33 0.33 6.563900.00 3920.00 20.00 0.50 0.66 0.33 0.34 0.33 6.673920.00 3940.00 20.00 0.50 0.67 0.34 0.34 0.34 6.783940.00 3960.00 20.00 0.50 0.68 0.34 0.32 0.33 6.583960.00 3980.00 20.00 0.50 0.63 0.32 0.33 0.32 6.423980.00 4000.00 20.00 0.50 0.65 0.33 0.33 0.33 6.584000.00 4020.00 20.00 0.50 0.67 0.33 0.30 0.32 6.354020.00 4040.00 20.00 0.50 0.61 0.30 0.29 0.30 5.964040.00 4060.00 20.00 0.50 0.59 0.29 0.29 0.29 5.874060.00 4080.00 20.00 0.50 0.59 0.29 0.29 0.29 5.824080.00 4100.00 20.00 0.50 0.58 0.29 0.27 0.28 5.564100.00 4120.00 20.00 0.50 0.53 0.27 0.31 0.29 5.764120.00 4140.00 20.00 0.50 0.62 0.31 0.33 0.32 6.434140.00 4160.00 20.00 0.50 0.67 0.33 0.32 0.33 6.524160.00 4180.00 20.00 0.50 0.64 0.32 0.27 0.29 5.834180.00 4200.00 20.00 0.50 0.53 0.27 0.29 0.28 5.544200.00 4220.00 20.00 0.50 0.58 0.29 0.35 0.32 6.334220.00 4240.00 20.00 0.50 0.69 0.35 0.41 0.38 7.504240.00 4260.00 20.00 0.50 0.81 0.41 0.42 0.41 8.214260.00 4280.00 20.00 0.50 0.83 0.42 0.42 0.42 8.354280.00 4300.00 20.00 0.50 0.84 0.42 0.49 0.45 9.054300.00 4320.00 20.00 0.50 0.97 0.49 0.29 0.39 7.734320.00 4340.00 20.00 0.50 0.58 0.29 0.30 0.30 5.934340.00 4360.00 20.00 0.50 0.61 0.30 0.35 0.33 6.594360.00 4380.00 20.00 0.50 0.71 0.35 0.41 0.38 7.614380.00 4400.00 20.00 0.50 0.82 0.41 0.41 0.41 8.174400.00 4420.00 20.00 0.50 0.82 0.41 0.41 0.41 8.174420.00 4440.00 20.00 0.50 0.81 0.41 0.47 0.44 8.734440.00 4460.00 20.00 0.50 0.93 0.47 0.26 0.36 7.284460.00 4480.00 20.00 0.50 0.52 0.26 0.28 0.27 5.404480.00 4500.00 20.00 0.50 0.56 0.28 0.33 0.30 6.06

TOTAL 1500.00 CORTE 504.28

MATERIAL LONGITUD VOLUMEN Tierra suelta 1060.00 149.63 Roca suelta 440.00 354.65

TOTAL 1500.00 504.28

calc. muro.xls

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