ejemplo muro de contesion hormigon ciclopeo
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Ejemplo de muro de contension de Hormigon ciclopeo exportado por el software concretoTRANSCRIPT
-
MURO DE CONTENCION DE HORMIGON CICLOPEO
TRES MILLASPoshnasky #16null - 73418368
1. GEOMETRIA DEL MUROA =
=
=
=
0.6
0.3
0.6
0.4
m
m
m
m
0.3= m
C
G
E
K
I
= 0.3 m
5.5
=
= 0.6
0.3
3.7
H
=
=
m
2.0
m
F
D
m
m
=
B
m
L
0.2
m
J
=
3. GEOMETRIA DEL TERRENO
2.0 m
=
15.0
m mR
=
H'1.25
M
5.71
=
=
mm LP 1.0 == 5.0
2. PROPIEDADES DEL MURO
= 2200.0 Kg/m3
1.95 m=D
T
F
HC
Pagina 1
-
cos B + cos B - cos
cos B - cos B - cos
Kg/m
Kg/m3
4. PROPIEDADES DEL SUELO
1800.0 = 30.0 =
1950.0= 3 = 35.0
5. NIVEL FREATICO
Kg/cm 21.5=
1000.0
2.5
N ' 3.54
m
=
=
= m
NCONSIDERACIONES DE NIVEL FREATICO:
6. CARGAS EXTERNAS
SI
Kg/m3
=
=
Kg/m
q
1500.0
0.0 Kg/m
q1
22
HORMIGON CICLOPEOMURO DE CONTENCION
F
F
sat
seco seco
sat
adm
agua
7. CALCULO DE LOS COEFICIENTES DE PRESION DEL SUELO
7.1. PRESION ACTIVA DEL SUELO SECO
2
Ka2
Ka
cos *
= 0.3729
\ )= ( //\ secoseco2
2
Pagina 2
-
1 + sen
1 - sen
Ka
Ka
+ A *
HORMIGON CICLOPEOMURO DE CONTENCION
x = A *cg
8. CALCULO DEL CENTRO DE GRAVEDAD
1 ( )+ A *2 ( )A + B + 2C + A *3 D3A + B + C + )(+ A *5B
3
2+ A *4
B + C + D + E
2+ A * A + )6 ( + A *7 A -( )31
JA +8 ( )31x
cg = 2.09 m
A + B + C + D + E
2
(A + )3
2A
[
] / (A + A + A + A + A + A + A + A )1 2 3 4 5 6 7 8
)(= cos B - cos B - coscos * /\ 2\cos B + cos B - cos 2/0.2968=
7.3. PRESION ACTIVA DEL SUELO SATURADO
2
2
sat
sat
( ) I
sat
sat
7.2. PRESION PASIVA DEL SUELO
3.0= =1
Kp
Pagina 3
-
Es2 * sen
Es2h * N '/2Es1h * (H' - 2 * (H' - N ')/3)Mo
Es1
0.5 * P * (H' - N ') * PEs1
HORMIGON CICLOPEOMURO DE CONTENCION
9. CALCULO DE MOMENTOS
9.1. POR EMPUJE HORIZONTAL
Es1: P 0
1462.45
=A
=P * (H' - N ') * KaBB =P Kg/m
2
= B
= Kg1592.97
=Es1h
=Es1hMo Kg*m6558.01
seco F
F
F
Es2:
=
* (H' - N ') * Ka
=
KgEs2
D
Es2D =
2
P
D
1163.8P Kg/m
=
P * N ' * P
4115.08
CP
=
seco sat
F
F
Es1 * cos
Es1h Kg
=Es1h
1538.69=
= Es1 * sen
= Kg412.29
Es1v
Es1v
Mo
=
=
Es1v * LMo
1525.48 Kg*mEs1v
Es1v
Kg/m21163.8
C= P
= Es2 * cos
=
1065.06
Kg
Kg
3974.87
Es2v
Es2h
Es2h
Es2v =
=
Mo
MoF
3940.73
=
Mo
Kg*m
=
=
Mo
=
7027.36
Es2v
Es2v
Kg*mEs2hEs2v * L
Es2h
Pagina 4
-
P0.5 * P * N ' * P
( - ) * N ' * Ka
* N '
P
Es3h * N '/3
P
P * N ' * P
0.5 * P * (G + F+ R + K) * P
* (G + F + R + K) * KpP
HORMIGON CICLOPEOMURO DE CONTENCION
Ep
Kg
Kg*mEp
Q
=
=
Ep
P
6150.94
12150.0Q
=
13668.75
P
Q
Mo
=
Kg/m
=
0P
=
Mo
2
Ep * ((G + F + R + K) / 3 - K)Ep
=Ep:
seco
1688.88
=
Ka * Q2
=
=I
I
Mo
P
7811.33Eq2
I
P * (H' - N ') * PP
=
J
Eq2:
=
Mo
Eq2
Kg/m=
Eq2
Eq2 * (N ' + (H' - N ')/ 2)Kg
Eq2
775.25
Kg*m
Kg
Eq2s
=
L
PsatEq2s:
=
Mo
=
L
2181.42
= 616.94
Kg*m
=
3856.65
P L
Eq2s
K
Mo = Eq2s * N ' / 2
Eq2s
=
Eq2s
PK Ka * q2
Kg/m2
F
FF
F
Eh
Kg/mP
P
=
=
0
Kg*m
3535.9
F
=
=
Mo
6251.29
0.5 * P * N ' * P
Eh
H
=
=
F
7367.98
Eh
G
F
H
Eh * N '/3
2=
Mo
P H
Eh:
Eh
Kg
Kg
Es3 F
P
sat
P
P
=
=F sat
996.95
Es3
E 0
=
=Es3:
1762.55
Kg/mF
F
F
agua
=
2
456.18
Kg*m
= Es3 * cos
Kg
Mo =
Es3v Es3 * sen
Es3v
Es3h
Es3v * L
Mo
Mo
=
Kg
=
Mo
2006.62
Es3v
Es3v
Es3h
Es3h F
1687.87
=
Kg*m=
1702.5
Es3h
=
=
I=
Kg/m= 775.25 2
Q2
=
q + 1800 * (H + M * tan - H')Kg/m2078.7
Q =2
2
2
F
agua
2
Pagina 5
-
FHORMIGON CICLOPEOMURO DE CONTENCION
9.2. POR FUERZAS GRAVITACIONALES
M1: V (A + B + C + D + E) * G * P1.48
=M1
=V
* VM1
M1 =
m3
= Kg3256.0M1
F M1
V M2
Kg
3m
M2
M2
V (H - G - F) * C * P
=
M2:
=
=
1.44
F 3168.0
= * VM2F M2HC HC
=u(H - G -F)
B * R
u = m0.52
v(N ' - F - G) * D
0.12
(H - G -F)=
v = m
D - vz =
mz = 0.08
Pagina 6
-
* V * V
* V * V
* V
* V
F * x
Kg
HORMIGON CICLOPEOMURO DE CONTENCION
FM7
M8
3M8
M7
=
=
V
F
V
M8=
V
=
Kg
M7:
=
M7
m
=
F
V
M7
3
0.5 * K * J * P=
* V
M8:0.5 * K * I * P
F 198.0M8
Kg
m
99.0
=
M8
0.045
M7
0.09
=M :
Kg*m
Mo
=
F
Mo
F + F + F + F + F + F + F + F
F
cg=
=
20581.0
42970.4
MURO MURO
MURO
MURO
MURO
MURO
M1 M2 M3 M4 M5 M6 M7 M8
F * (A + B + C + D + E/2)
SB1
Kg
SB1
SB1
E * (N ' - F- G) * P
SB1
Mo
SB1:
=
V m
Mo
F =SB1
=
SB1=
3318.0
=
1.7015
11281.21
=SB1
Kg*m
FSB1
3
V
F
V
Kg*mSA1
SA1
SA1
Mo
162.0SA1
=
V
m=
SA1F * A / 3
0.09
Kg
=
SA1
=
0.5 * A * F * PSA1:
=
SA13
SA1
F
=
Mo 32.4
HC HC
0.75
405.0
=
m
FSA2
V
* V
F * 0.5 * ASA2Mo
=
Mo
=
SA2
=
3
SA2
A * R * P
Kg*m
SA2
SA2
V
FSA2
Kg
=
SA2
=
1350.0
SA2:
453.29
SA3: =
0.3255SA3
=
=
F * (A + u/3)
V
=
SA3
SA3
SA3
SA3
KgSA3
585.94
m
V
SA3
SA3
F
Kg*m
Mo
Mo
F
=
=
0.5 * R * u * P3
seco seco
seco sat
F
M3
M3
3
=
=F
=
1056.0
M3:
F
0.5 * (H - G - F) * D * P0.48
M3
V
=
Kg
mM3
V
M3
Kg
3
M4
0.5 * (H - G - F) * B * P
=
=
F
V
M4: V
M4 10560.0
M4
M4
=
4.8
F
m
M4
=
* V
F = 198.0
V
m
0.5 * A * F * P
=
KgM5
=
M5
M5
0.09
=
HC
M5V
M5
3
F
M5:
M6
Kg
* V
M6 (B + C + D + E) * F * P
2046.0
=
=
V
M6
V
=
m
F HC
M6:
F M6
3M6
=
0.93
HCHC
Pagina 7
-
F * (A + B +C + 2 * z / 3 )
* V
0.5 * D * tan( ) * D * P
F * (A + B + C +D + 0.5 * E)
E * (H - N ') * P
v * (H - N ') * P
F * (A + B + C + z + 0.5 * v)
0.5 * (H - N ') * z * P
* V
* V
F * (A + B + 0.5 * C)
HORMIGON CICLOPEOMURO DE CONTENCION
SB8
=
3=
SB8:
=
m
SB8
F 86.82
Mo
0.5 * E * tan( ) * E * P
303.85
V
0.05
Kg
SB8
=
=
F
V
=
Kg*m
SB8
F *(A + B+ C+ D + 2 * E / 3)SB8
SB8
SB8
Mo
57.88SB7
V =
=
E * tan( ) * D * P
Mo
mSB7
SB7
SB7 SB7
3
Kg
Mo 196.78
SB7
=
0.0322=
=
SB7:
Kg*m
F =
FSB7
SB7
V
q1: q1 * P30.0=q1
F
Fq1 =
m
Moq1
Kg*mq1
q1Mo
=
=
seco
SB8seco
0.0
=
Mo
=SB6
SB6
SB6
9.65
=
3
SB6
SB6
F
= Kg*m
F * (A + B +C + 2 * D / 3 )
m
V
SB6
* V
F SB6
SB6
29.26
=
Mo
V
seco
Kg
=
SB6:
0.0054
=
SB2
=
Mo
F * (A + B + C + z + 2 * v/3)
144.66
Mo
0.5 * v * (N ' - F - G) * P
Kg*m
=
F
0.1675
SB5
F
SB2
= Kg*m
3
SB2
SB5
FSB2
=
=
Mo
V
SB2
0.08
SB2
=
SB2
=SB5
SB5
SB5
V
3SB5
=
=
m
V
VSB2:
326.72
* V
Kg
m
F
Mo
SB5
SB5
427.42
=
Kgseco
=
SB5:
SB2
999.96
F
F
seco
Mo
F
* VSB4
3SB4
Mo =
=
=
F
SB4
Kg*m
417.75
V
SB4
=
SB4F
SB4 1270.34SB4
m
Kg
=
=
0.2321
SB4:
V
SB4
2121.23seco
SB3
SB3
Mo
Mo
SB3
SB3
=
V
=
F3
F * V
=
Kg*m
mV
Kg
F * (A + B + C + D + 0.5 * E)
SB3
=
=
1.1785
SB3
SB3
SB3:
SB3
F
7212.18
=
sat
Pagina 8
-
+ Mo + Mo + Mo + Mo + Mo + Mo
Mo + Mo + Mo + Mo + Mo + Mo
Ep + N * 0.9 * tan( )
F + F + F + F + F + F + F + F + F + F + F + F + F
Mo + Mo + Mo + Mo + Mo + Mo + Mo + Mo + Mo + Mo
HORMIGON CICLOPEOMURO DE CONTENCION
9.3. RESULTADOS
Momento Estabilizante
M Kg*m= 78887.11
M =
Kg*m34627.95M
Es2h
=
Momento de Volteo
Es1hM =
=
= 2.28
10. VERIFICACION AL VOLTEO
Fsv
SA2MURO SB1SA3SA1 SB3 SB5SB4SB2
SD =
11. VERIFICACION AL DESLIZAMIENTO
1.72=SDF
F
SB4SA2 SB5SB2 SB3SA3
Es1h + Es2h + Es3h + Eh + Eq2 + Eq2s
MURO SA1 SB1
E
E
v
v
M E
vM
Fsv
N = q1
N = 31095.18 Kg
Ep
Es3h Eh Eq2 Eq2s
Es1v Es2v Es3v
SB6
SB7 SB8
SB6 SB7 SB8
+ Es1v + Es2v + Es3v
Pagina 9
-
W+ F * [L/2 - (A + B + C +D +E/2)] + F * [L/2 -(A + B + C + z + v/2)]
+ F * (L/2 - x ) + F * (L/2 - A /3) + F *(L/2 - A/2) + (F * [L/2 - (A + u/3]
Mo + Mo + Mo + Mo + Mo + Mo - Mo - Es1v * L/2 - Es2v * L/2 - Es3v * L/2
+ F * [L/2 - (A + B + C + D + E/2 )] + (F * [L/2 - (A + B + C + z + 2*v/3]
+ F * [L/2 - (A + B + C + D + E/2)] + F * [L/2 - (A + B + C + D + 2*E/3)]
HORMIGON CICLOPEOMURO DE CONTENCION
12.2. CALCULO DE TENSIONES
Kg*m
SB2
=
12.1. CALCULO DEL MOMENTO EN EL CENTRO DE LA BASE
M 13266.9
MURO
M =
cg
12. VERIFICACION DE TENSIONES EN LA BASE
Es2h
+ F * [L/2 - (A + B + C + 2*z/3)] + F * [L/2 - (A + B + C + 2 * D/3)]
SA2
SB3
Eq2
SB6
Es1h
SB8SB7
SB5
SA1
+ F * [L /2 - (A + B + C/2)]Q1
Es3h Eq2sEh Ep
SA3
SB1
SB4
WT
P * L
M
M
T
A
2
Kg/cm
2
2M
=
=
2.2817
=
1.42
=
=
Kg/cm
1
T
A
M
m
W1
T
3
2
N
=
= 0.26
2
2
6
A+
A
T
T
T
W
N
1
2
=
3.7T
2
m
+
2
T
= +
T
0.84 Kg/cm
=
P * L
T
T
Pagina 10
-
Kg/m
P * (N ' - F - G) * P
Es2 * cosEs1 * cos
* (H' - N ') * KaP
HORMIGON CICLOPEOMURO DE CONTENCION
13.1. CALCULO DEL MOMENTO EN EL CENTRO DEL CUERPO "Q"
13. VERIFICACION DE TENSIONES EN EL CUERPO
Es1
=
=
Kg/m
B
5480.93
=
=
2
* (H' - N ') * Ka
Kg
QEs1h Kg*m
B
Es1 0.5 * P * (H' - N ') * P
Es1h
F
A
F
Mo
Mo
seco
=
0
1462.45
Kg
1538.69
B =
=
Es1h
P
P
Es1h *[(H' - N ')/3 + (N ' - F - G)]QEs1h
=
F
= 1592.97
Es1:
Q
Q
Q
Q Es2h
2
Es2h
QEs2h
=
=
QEs2h
1163.8
D
Es2 3300.42F
=
1163.8D
Mo
F
Kg*m
2Kg/mP
=
Es2h * (N ' - F - G)/2
P
F
Kg
C seco
Kg
3187.96
4520.37
=Es2C
=
=
Mo
P
=
=
Es2:
D P
sat=
Q
Q
Q
Q
Q
Q
Q
QF
Pagina 11
-
PEh * (N ' - F - G)/3
0.5 * P * (N ' - F - G) * P
0.5 * P * (N ' - F - G) * P
( - ) * (N ' - F - G) * Ka
* (N ' - F - G)
P
Es3h *(N ' - F - G)/3
P
P * (N ' - F - G) * P
0.5 * P * R * P
* R * Kp
P
HORMIGON CICLOPEOMURO DE CONTENCION
QEp
Kg
Kg*mQEp
Q
=
=
Ep
P
1757.81
6750.0Q
=
4218.75
P
Q
Mo
=
Kg/m
=
0P
=
Mo
2
Ep * R / 3
Ep
=Ep:
seco
1688.88
=
Ka * Q2
=
=I
I
Mo
P
6629.11QEq2
I
P * (H' - N ') * PP
=
J
Eq2:
=
Mo
Eq2
Kg/m=
Eq2
Eq2 * (H' - N ')/2 + (N ' - F - G)Kg
QEq2
775.25
Kg*m
Kg
QEq2s
=
L
PsatEq2s:
=
Mo
=
L
1749.57
= 616.94
Kg*m
=
2480.8
P L
QEq2s
K
Mo = Eq2s * (N ' - F - G)/ 2Eq2s
=
Eq2s
PK Ka * q2
Kg/m2
F
FF
FQEh
Kg/mP
P
=
=
0
Kg*m
2835.9
F
=
=
Mo
4021.16Eh
H
agua
=
=
F
3801.21
Eh
G
F
H
2=
Mo
P H
Eh:
QEh
Kg
Kg
Es3 F
P
sat
P
P
=
=F sat
799.58
Es3
E 0
=
=Es3:
1133.77
Kg/mF
F
F
agua
=
2
Kg*m
= Es3 * cos
Kg
QEs3hMo
=
=
Mo
1035.23
Es3h
QEs3h F=
1095.14
Es3h
I=
Kg/m= 775.25 2
Q2
=
q + 1800 * (H + M * tan - H')Kg/m2078.7
Q =2
2
2
F
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q Q
Q
Q
2
Pagina 12
-
F * [L'/2 - (B + C + 2*D/3)]
Mo + Mo + Mo + Mo + Mo + Mo - Mo
B + C + D
P * L'
+ F * [L'/2 - (B + C + z + 2*v/3)] + F * [L'/2 - (B + C + z + v/2)] + F *[L'/2 - (B + C + 2*z/3)]
+ F * [L'/2 - (B + C/2)] + F * [L'/2 - (B + C + D/3)] + F * (L'/2 - 2*B/3) + F * (L'/2 - u/ 3)
HORMIGON CICLOPEOMURO DE CONTENCION
=
M2
M
SA3
Q
M3 M4
SB2
13.2. CALCULO DE TENSIONES
Kg*m16845.89Q =M
A
W
M
2.5
=
+
2
CT
=
2
W
=
-0.97 Kg/cm
2
Kg/cm
= 1.0417
CT
W
CC
m
=
A
P * L'
2.27
6
A
3
=
2=
CC
N
m
=
= F + F + F + F + F + F + F + F
16268.7
N
N
M2 M3 M4 SA3 SB2 SB4
SB5
Kg
Q
Q
Q
Q
Q
Q
m
L' =
L' = 2.5
Q
Q
Q
Q
=
WQM
Q
Q+
Q
N
A
QEpQEq2QEs1h QEs2h QEs3h QEh QEq2s
SB6
SB4
SB5 SB6
Pagina 13
-
+
- x
Kg/cm
-
x
HORMIGON CICLOPEOMURO DE CONTENCION
A
-
2
1.47
=
W2
=
-1.47
Kg/cm
M= +
A
=
N
MN
W
Kg/cm
14.2. CALCULO DE TENSIONES
W
W
=
P * (F + G + K)6
=
0.1667
2
m3
Kg=
14.1. CALCULO DEL MOMENTO EN LA PUNTA EN "P"
7965.46
R =
14. VERIFICACION DE TENSIONES EN LA PUNTA
PC
PC
PT
PT
0N =
0.5 *( ) * A * PP
=
x
A
L
y
L
Por relacion de Triangulos
=x 0.1886
21y =
=y 1.1629
RP
= * A * 0.5 * A + 0.5 * A * x * 2*A/3)/( * A + 0.5 * A * x)_
=
_
x 30.71 cm
Kg*mM 2446.21
M
=
R *= x / 100_
PP
P
P
P
A = 1
2
Kg/cm2
2Kg/cm1.2333=A
1 A
A( A
Pagina 14
-
Kg/cm
F
M
1. EMPUJE ACTIVO
Ea =
=
=
=
17337.65
13668.75
34627.95
31095.18
Kg
Kg
Kg
Kg*m
Ep
N
M
13266.92 Kg*m=M
3. MOMENTO ESTABILIZANTE
E
2. EMPUJE PASIVO
78887.11 Kg*m=
4. MOMENTO DE VOLTEO
v
5. RESULTANTES DE CARGAS GRAVITACIONALES
6. MOMENTO EN EL CENTRO DE LA BASE
C
7. FACTOR DE VOLTEO
2.28v
=
8. FACTOR DE DESLI ZAMIENTO
=FD 1.72
9. ESFUERZO TRANSMITIDO AL SUELO DE FUNDACION EN LA PUNTERA
= 1.42 Kg/cm21
10. ESFUERZO TRANSMITIDO AL SUELO DE FUNDACION EN EL TALON
=20.262
REPORTE EJECUTIVOMURO DE CONTENCION HORMIGON CICLOPEO
Pagina 15
-
Kg/cm
Kg/cm
Kg/cm
Kg/cm
HORMIGON CICLOPEOMURO DE CONTENCION
11. TENSION DE COMPRESION EN EL CUERPO
22.27CC =
-0.97
12. TENSION DE TRACCION EN EL CUERPO
2=CT
13. TENSION DE COMPRESION EN LA PUNTA
=2
PC 1.47
2=
14. TENSION DE TRACCION EN LA PUNTA
-1.47
15. VOLUMEN DE HORMIGON CICLOPEO
=V m46.77 3
PT
16. DISEO MURO DE CONTENCION DE HC
Pagina 16
-
Ml
HORMIGON CICLOPEOMURO DE CONTENCION
PRESUPUESTO
m47.0HORMIGON CICLOPEO
1. COMPUTOS METRICOS
3
HORMIGON POBRE3
1.0 m
117.0 m3CORTE
75.0RELLENO CON EL SUELO NATURAL
MlTUBERIA PARA DRENAJE EN TRASDOS 6.0
13.0TUBERIA PARA DRENAJE EN BARBACANAS
2. CANTIDAD DE MATERIALES
118.0CEMENTO PUZOLANICO IP-30
21.0ARENA COMUN m 3
38.0GRAVA m 3
28.0PIEDRA DESPLAZADORA m 3
940.0MADERA DE CONSTRUCCION pie 2
19.0CLAVOS Kg
19.0ALAMBRE DE AMARRE Kg
PROYECTO: lapaz
HC con NF y con BetaMURO:
ITEMS
MATERIALES
BOLSAS
COSTO (Bs)CANTIDAD PRECIO UNITARIO
5428.0
2310.0
4180.0
3360.0
5640.0
247.0
247.0
480.0
1040.0
TOTAL (Bs): 22932.0
80.0
80.0
13.0
13.0
6.0
120.0
46.0
110.0
110.0
BOLSABs/
Bs/m
Bs/m
Bs/m
Bs/pie
Bs/Kg
Bs/Kg
Bs/Ml
Bs/Ml
3
3
3
2
3m
CANTIDAD
Pagina 17
-
HORMIGON CICLOPEOMURO DE CONTENCION
3. PRESUPUESTO ESTIMADO
CORTE DE TERRENO
CARPETA DE NIVELACION
HORMIGON CICLOPEO
DRENAJE
RELLENO Y COMPACTADO
CANTIDAD PRECIO UNITARIO COSTO (Bs)117.0
1.0
47.0
3276.0
450.0
30550.0
450.0
2625.0
37351.0TOTAL (Bs):
75.0
6.0
ITEMS
28.0
35.0
75.0
650.0
450.0
3m
m3
m3
3m
Ml
Bs/m
Bs/m
Bs/m
Bs/Ml
Bs/m
3
3
3
3
Pagina 18