2013 Freyssinet Tierra Armada Per S.A.C All Rights Reserved.
DEPARTAMENTO DE INGENIERA
MEMORIA DE CLCULO
MURO DE SUELO REFORZADO
PROYECTO: ACCESO SURIRAY
C 21/11/2013 Revisin por el cliente W. Rodrguez N. Berrospid N. Berrospid
B 19/11/2013 Revisin por el cliente W. Rodrguez N. Berrospid N. Berrospid
A 18/11/2013 Revisin Interna W. Rodrguez N. BerrospidREV FECHA EMITIDO PARA POR REV. APR. APR.
Freyssinet Tierra Armada Per S.A.C Cavaling
N DE PROYECTO
TAP-13_00049Pg.
1 de 25
N DOCUMENTOTAP-13_00049
REV
C
MUROS DE TIERRA ARMADA
CAVALING S.A.C
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NDICE
SECCIN 1.0 INTRODUCCIN 4
SECCIN 2.0 DESCRIPCIN DEL REA DE TRABAJO 5
SECCIN 3.0 ALCANCE 6
SECCIN 4.0 PARMETROS DE DISEO 7
4.1 PARMETROS GEOTCNICOS 74.2 MATERIALES 8
4.2.1 Paneles de Malla de Acero Galvanizado 84.2.2 Conexiones 84.2.3 Cintas Polimricas de Refuerzo Tipo GeoStrap 5 94.2.4 Caractersticas del Relleno Granular Compactado 10
SECCIN 5.0 CARGAS 12
5.1 EMPUJE VERTICAL (EV) 125.2 EMPUJE HORIZONTAL (EH) 125.3 SOBRECARGA 125.4 CARGAS SSMICAS (EQ) 13
5.4.1 Estabilidad Interna 135.4.2 Estabilidad Externa 13
SECCIN 6.0 ESTADOS LMITES, FACTORES DE CARGA Y RESISTENCIA 15
6.1 ESTADOS LMITES 156.2 FACTORES DE CARGA Y RESISTENCIA 16
6.2.1 Resistencia I 166.2.2 Evento Extremo II 16
SECCIN 7.0 ANLISIS DE ESTABILIDAD INTERNA 18
7.1 METODOLOGA 187.2 CONSIDERACIONES SSMICAS 20
7.2.1 Resistencia del Refuerzo para Condiciones Ssmicas 217.2.2 Resistencia al Arranque para Condiciones Ssmicas 21
SECCIN 8.0 ANLISIS DE ESTABILIDAD EXTERNA 22
8.1 METODOLOGA 228.2 DESLIZAMIENTO Y EXCENTRICIDADES 22
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8.3 CAPACIDAD DE SOPORTE 23
SECCIN 9.0 CONCLUSIONES Y RECOMENDACIONES 24
SECCIN 10.0 REFERENCIAS 2
ANEXOS
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SECCIN 1.0 INTRODUCCIN
Freyssinet Tierra Armada Per S.A.C. (FTA) ha desarrollado el presente documento a solicitud
de la empresa Cavaling S.A.C la cual est ejecutando el Proyecto Acceso Suriray, ubicado en
departamento de Cuzco, Per.
Los muros de contencin fueron concebidos con la tecnologa de Tierra Armada, la cual
consiste en la estabilizacin mecnica de un terrapln por medio de la incorporacin ordenada
de cintas de refuerzo en el interior de un material de relleno. Su funcionamiento se basa en la
friccin producida entre la superficie de las cintas del refuerzo y el material de relleno, las
estabilidades externas del muro se basa en la resistencia a la componente horizontal de los
empujes estticos y pseudo estticos del suelo a retener y las estabilidades internas se basan
en consideraciones de rotura y de arrancamiento, de esta forma se genera un macizo
completamente estable. Para evitar procesos de erosin, el paramento del muro se cubre
tpicamente con mallas de acero electrosoldada, los cuales se encuentran conectadas mediante
un pasador a las cintas de refuerzo (ver figura 1.1).
Para este proyecto en particular, las cintas corresponden a refuerzos geosintticos Tipo
Geostrap 5, las cuales estn conectadas a un paramento semi-flexible. La conexin entre
ambos elementos se realiza por medio de conectores del tipo U Loop.
Figura 1-1 Esquema de Muro de Suelo Reforzado Tipo GeoTrel
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SECCIN 2.0 DESCRIPCIN DEL REA DE TRABAJO
El presente proyecto consiste en el diseo de los muros de Tierra Armada para el acceso de
una carretera la cual compromete muros diferentes alturas comprendidos entre los 2m y los 9m.
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SECCIN 3.0 ALCANCE
La teora de los muros TEM involucra los anlisis de estabilidad externa, en que se verifica el
comportamiento de la estructura como un bloque, y los anlisis de estabilidad interna, en que se
verifica la transferencia de esfuerzos desde el relleno a las cintas de refuerzo.
La presente memoria contiene los anlisis de estabilidad interna y externa de los muros de
Tierra Armada. Los anlisis realizados siguen la Norma AASHTO LRFD 2010, la gua de
diseo (FHWA-NHI-10-024) y las recomendaciones generales en base a la experiencia a nivel
mundial de Tierra Armada Internacional.
Todos los clculos se desarrollaron considerando un coeficiente de aceleracin horizontal
mxima de Kh=0.20.
Es importante mencionar que no se utilizaron los factores de seguridad segn la metodologa de
diseo de tensiones admisibles ASD (Allowable Stress Design) por lo que para este proyecto
por consider un diseo basado en factores de carga y resistencia LRFD (Load and Resistance
Factor Design) segn la norma AASHTO LRFD 2010.
La metodologa LRFD no utiliza explcitamente factores de seguridad, en lugar de ello
incrementa las cargas de demanda y decrece la capacidad de resistencia logrando establecer
que las resistencias factoradas sean mayores que las cargas amplificadas. Para esto se define
el parmetro CDR (Capacity to Demand Ratio) que representa la relacin entre la Capacidad de
Resistencia y la Demanda Solicitada.
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SECCIN 4.0 PARMETROS DE DISEO
4.1 PARMETROS GEOTCNICOS
El cuadro 4.1 resume los parmetros geotcnicos adoptados para los distintos tipos de
materiales involucrados en los anlisis de estabilidad realizados. Los parmetros fueron
tomados del documento PE_MACO_Informe_Acceso_Nuevo_Suriray.pdf enviado por el
cliente.
Cuadro 4.1 Esquema de Parmetros Geotcnicos
MaterialDescripcin
del Material
ngulo de Friccin
Efectivo ()
Peso Especfico
(kN/m3)
CohesinEfectiva
c (kN/m2)
1Relleno
Compactado34 18 0
2 Relleno Posterior 38 20 0
3 Fundacin 33 20 20
*En caso que estos parmetros cambiasen, Freyssinet Tierra Armada tendr que hacer nuevos clculo para asegurar la estabilidadde la estructura propuesta.
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4.2 MATERIALES
4.2.1 Paneles de Malla de Acero Galvanizado
Los paneles de malla de acero son fabricados a partir de rollos de alambre de acuerdo a
especificaciones tcnicas requeridas para su fabricacin, esquemas y caractersticas de la
mquina soldadora. El alambre con el que se fabrica estos paneles posee una alta adherencia y
resistencia a la rotura.
4.2.2 Conexiones
La conexin entre el paramento y la cinta de refuerzo es un elemento llamado "U Loop",
adems de una placa curvada, el cual se utiliza de acuerdo a la geometra del muro. Esta
conexin tambin es de acero galvanizado.
Figura 4-1 Paneles de Acero Galvanizado
Figura 4-2 Conector U Loop
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La placa curvada llamada Horse Shoe tiene que ser colocada entre el U Loop y la cinta de
refuerzo. Esta placa permite doblar las cintas con un dimetro mnimo de 60 mm evitando que
los refuerzos sufran algn dao por este elemento.
4.2.3 Cintas Polimricas de Refuerzo Tipo GeoStrap 5
Las cintas GeoStrap 5 consisten en refuerzos formados por canales de fibra de Polister (PET)
dispuestos ordenadamente dentro de una matriz de Polietileno (PE). La cinta tiene un ancho de
50 mm (figura 4.3).
Para el caso particular de este proyecto se utilizarn los refuerzos polimricos tipo GeoStrap 5,
los cuales tienen una resistencia a la traccin Tult igual a 37.5KN y 50kN.
Los refuerzos se disponen sucesivamente de manera zigzag a travs de la conexin con el
paramento frontal. Estos refuerzos se sujetan temporalmente al terreno mediante una barra de
anclaje de 1/2" y bastones de acero tipo J de 3/8 de dimetro ambos elementos se
encuentran ubicados en la parte de trmino de la longitud de los refuerzos.
El espaciamiento vertical es variable dependiendo del nivel de tensin solicitada.
Figura 4-3 Pasador Horse Shoe
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Figura 4-4 Cinta Polimrica Tipo GeoStrap 5
4.2.4 Caractersticas del Relleno Granular Compactado
El material de Relleno Estructural para el Muro TEM deber de cumplir con unas propiedades
mnimas necesarias para asegurar la buena interaccin refuerzo-relleno que garantice a su vez
la transferencia de esfuerzos del relleno al refuerzo. Estos materiales debern de ser
procesados por el Contratista de forma que cumplan con los requisitos granulomtricos
requeridos en el cuadro 4.2.
Cuadro 4.2 Granulometra del Relleno Estructural
Tamiz% que Pasa
(mm) Nmero80 3 10020 3/4 50-1005 N4 20-50
0.08 N200 0-15
As mismo el material de relleno debe de cumplir con los siguientes requerimientos:
pH del Relleno : Entre 2 y 9
Material Orgnico : 1%
Compactacin : 95% del Proctor Modificado
Espesor de la capa de compactacin : 30cm (mximo)
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% Material Fino (
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SECCIN 5.0 CARGAS
5.1 EMPUJE VERTICAL (EV)
El empuje vertical del muro de Tierra Armada (EV) es proporcional a la altura del macizo y se
establece a partir de su peso unitario mediante la frmula:
EV = 1 H B
Dnde:
1 : Peso unitario del relleno del macizo de Tierra Armada
H : Altura del muro
B : Ancho de base del muro
5.2 EMPUJE HORIZONTAL (EH)
El empuje lateral del relleno contenido por el macizo (EH) se establece mediante el mtodo de
la cua de Coulomb, en funcin del ngulo de friccin interna del relleno y la geometra del
muro, como se indica a continuacin:
EH = Ka 2 H2
Dnde:
Ka : Coeficiente de empuje activo del relleno retenido
2 : Peso unitario del relleno retenido
5.3 SOBRECARGA
Las cargas consideradas en el diseo de la estructura corresponden a una sobrecarga de
equivalente a 1.5ton/m2 debido al trnsito de vehculos que circularn en la parte superior de los
muros de Tierra Armada.
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5.4 CARGAS SSMICAS (EQ)
De acuerdo a lo establecido en los estudios realizados en el rea del proyecto, las
aceleraciones mximas horizontales en suelo son de 0.4g, para los anlisis de estabilidad por
mtodos pseudo estticos para muros y taludes se debe emplear un coeficiente igual a 0.5
veces la aceleracin mxima del Terreno (PGA).
Por lo tanto, el coeficiente de aceleracin ssmica horizontal tomada para los anlisis de
estabilidad del muro de Tierra Armada es igual a Kh=0.25.
5.4.1 Estabilidad Interna
El diseo ssmico indicado en AASHTO considera las fuerzas de inercia tanto en el macizo
como en el relleno retenido, mediante la incorporacin de un coeficiente ssmico horizontal Am,
el cual depende del coeficiente de aceleracin mxima del suelo A, segn se indica a
continuacin:
Kh = Am = 0.25
Dnde:
Am, Kh : Coeficiente de Aceleracin Ssmico Horizontal.
A : Coeficiente de aceleracin mxima
5.4.2 Estabilidad Externa
De acuerdo a lo indicado en la norma AASHTO, los anlisis de estabilidad externa bajo
condiciones ssmicas incorporan una fuerza horizontal PIR debido a la inercia de una porcin de
la masa de suelo reforzada (0.5 H2) y el 50 por ciento del empuje dinmico horizontal PAE,
segn se muestra en la Figura 5.1.
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Figura 5.1 Anlisis de Estabilidad Externa. Cargas Ssmicas Consideradas.
Dnde:
PIR = 0.5 EQ Am g s H2 H
PIR = Fuerza inercial provocada por la aceleracin del relleno reforzado
EQ = Factor de carga para las cargas EQ.
Am = Mximo coeficiente de aceleracin del muro en el baricentro (adimensional)
s = Densidad del suelo (kg/m3)
H = altura del muro (m)
g = aceleracin de la gravedad (m/sec2)
H = Altura Muro de Tierra Armada
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SECCIN 6.0 ESTADOS LMITES, FACTORES DE CARGA Y RESISTENCIA
De acuerdo a las disposiciones de la norma AASHTO LRFD 2010, el diseo de muros de tierra
estabilizada mecnicamente debe considerar una serie de estados lmites o estados de carga,
cumpliendo la siguiente ecuacin para cada uno de ellos:
i i Qi Rn
Dnde:
i : Factor de carga asociado a un estado lmite en particular
: Factor de resistencia asociado a un estado lmite en particular
Qi : Carga considerada
Rn : Resistencia nominal
i : Modificador de carga (igual a 1)
6.1 ESTADOS LMITES
El anlisis de estabilidad interna del muro de Tierra Armada se realizar a partir de las
siguientes consideraciones de estados lmites definidos por la norma AASHTO LRFD 2010:
Resistencia I Combinacin de cargas asociada con el fallo estructural del muro, debido a
una combinacin de cargas que no considere especficamente el trnsito de vehculos de
diseo especiales.
Evento Extremo II: Combinacin de cargas asociada al desempeo de la estructura ante
eventos ssmicos
De acuerdo a lo anterior, para cada nivel de refuerzo se debe verificar la capacidad resistente al
arranque de los refuerzos y su nivel de tracciones, asimismo segn la norma AASHTO LRFD
2010 y la gua FHWA NHI-10-024 menciona que el estado lmite que gobierna este diseo es el
Evento Extremo (Sismo).
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6.2 FACTORES DE CARGA Y RESISTENCIA
A continuacin se indican los factores de carga y resistencia a considerar en cada uno de los
estados lmites analizados, indicando entre corchetes su referencia en la norma AASHTO LRFD
2010.
6.2.1 Resistencia I
Factores de Carga para Verificacin por Arranque de Refuerzos (Pullout):
Empuje vertical del muro TEM EV=1.35
Presin lateral del terreno EH=1.50
Sobrecarga de trnsito sobre el muro TEM LS= 0.00
Sobrecarga de trnsito sobre el relleno retenido LS= 1.75
Factores de Carga para Verificacin por Traccin Mxima en Refuerzos:
Empuje vertical del muro TEM EV=1.35
Presin lateral del terreno EH=1.50
Sobrecarga de trnsito sobre el muro TEM LS=1.75
Sobrecarga de trnsito sobre el relleno retenido LS=1.75
Factores de Resistencia (para ambos casos):
Resistencia a traccin del refuerzo =0.90
Resistencia a arranque del refuerzo =0.90
6.2.2 Evento Extremo II
Factores de Carga para Verificacin por Arranque de Refuerzos
Empuje vertical del muro TEM EV=1.35
Presin lateral del terreno EH=1.50
Cargas ssmicas EQ=1.00
Sobrecarga de trnsito sobre el muro TEM LS =0.00
Sobrecarga de trnsito sobre el relleno retenido LS =1.00
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Factores de Carga para Verificacin por Traccin Mxima en Refuerzos
Empuje vertical del muro TEM EV=1.35
Presin lateral del terreno EH=1.50
Cargas ssmicas EQ=1.00
Sobrecarga de trnsito sobre el muro TEM LS=0.50
Sobrecarga de trnsito sobre el relleno retenido LS=1.00
Factores de Resistencia (para ambos casos)
Resistencia a traccin del refuerzo =1.20
Resistencia a arranque del refuerzo =1.20
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SECCIN 7.0 ANLISIS DE ESTABILIDAD INTERNA
7.1 METODOLOGA
El anlisis de estabilidad interna de un muro de Tierra Armada consiste en la evaluacin de la
superficie de falla en el interior del macizo de suelo reforzado, donde se verifican las tensiones
entre la masa de suelo y el refuerzo a las distintas alturas en que este se encuentra.
Los principales modos de falla considerados en el anlisis de estabilidad interna y que deben
ser controlados en el diseo, son los siguientes:
Falla por elongacin o ruptura de las cintas refuerzo (Rotura), donde las fuerzas de tensin
al interior del macizo puedan hacer que el refuerzo se elongue en forma excesiva o se
rompa, generando grandes desplazamientos y el posible colapso de la estructura.
Falla por arranque (Pullout), donde las fuerzas de tensin en los elementos de refuerzo son
mayores que la adherencia relleno-refuerzo, es decir, mayores que la fuerza necesaria para
extraer el refuerzo fuera de la masa de suelo reforzada.
Es importante notar que para el clculo de la falla por elongacin o ruptura se utiliza la
sobrecarga de trnsito ubicada en la parte superior como detrs del macizo de tierra armada,
mientras que para el clculo de la falla por arranque, se considera nicamente la sobrecarga de
trnsito ubicada detrs (no encima) del macizo, de modo de considerar las condiciones ms
desfavorables para el anlisis, ver figura 7.1.
Figura 7.1 Sobrecarga de Trnsito segn Modos de Falla Considerados
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Las fuerzas de traccin en cada nivel de refuerzos se determinan calculando la presin vertical
equivalente en cada nivel, y posteriormente la presin horizontal actuando sobre el refuerzo.
La presin vertical resultante en cada nivel de refuerzo est en funcin de la presin vertical
debido al peso propio del material de relleno que se encuentra por encima del nivel del refuerzo
a analizar y de la sobrecarga a utilizar (dependiendo del tipo de anlisis).
El esfuerzo horizontal que est sometido cada nivel de refuerzo se obtiene multiplicando la
presin vertical por el coeficiente de empuje horizontal del suelo segn el mtodo AASHTO
Simplified Method.
De acuerdo a la experiencia Internacional de Tierra Armada y en base a los ensayos realizados
por el grupo para el caso de Muros TEM utilizando el tipo de refuerzo GeoStrap 5 consideramos
para el clculo de la estabilidad interna el comportamiento que gobierna el clculo es del tipo
Inextensible (ver figura 7.2)
Figura 7.2 Coeficientes Referenciales de empuje horizontal al interior del macizo de Suelo Reforzado
(segn mtodo AASHTO Simplified Method).
El punto de mxima tensin en cada nivel de refuerzo separa el material de relleno en dos
partes: una zona activa entre el panel y la lnea de mxima tensin y una zona resistente detrs
de la lnea de mxima tensin (Ver Figura 7.3). El efecto global es que las fuerzas de tensin
generadas en el refuerzo por la masa de suelo en la zona activa, son transferidas hacia el suelo
en la zona pasiva, por medio del roce generado con el refuerzo.
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Figura 7.3 Lnea de Tensin Mxima
7.2 CONSIDERACIONES SSMICAS
Para el anlisis de estabilidad interna bajo consideraciones ssmicas, la ubicacin de la lnea de
tensin mxima en los refuerzos es idntica al caso esttico. En consecuencia para establecer
los efectos dinmicos sobre el muro de Tierra Armada, nicamente se debe incorporar una
fuerza de inercia Pi la cual se determina mediante el producto del coeficiente de ssmico
horizontal Am y la masa de la zona activa.
El incremento de tensiones Tmd en cada nivel i de refuerzos para el caso ssmico se establece
mediante una distribucin ponderada de la carga de inercia Pi segn las reas resistentes de
cada nivel, como se muestra a continuacin:
m
1iei
eiimd
L
LPT
Dnde:
: Factor de mayoracin para las cargas ssmicas EQ = 1.00
Pi : Carga de inercia
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Lei : Longitud efectiva de los refuerzos de la capa i
m : nmero total de niveles de refuerzos
En consecuencia la solicitacin total Ttotal sobre el refuerzo ubicado en el nivel i se determina
de la siguiente manera:
mdTmaxTtotalT
7.2.1 Resistencia del Refuerzo para Condiciones Ssmicas
Para condiciones ssmicas la capacidad de traccin mxima del refuerzo Tnom debe ser mayor
que las componentes estticas y ssmicas en cada nivel de refuerzo segn se indica a
continuacin:
nomTmdTmaxTtotalT
Dnde:
: Factor de reduccin de resistencia para condicin ssmica = 1.20
7.2.2 Resistencia al Arranque para Condiciones Ssmicas
De acuerdo a la norma AASHTO, bajo condiciones de carga ssmica, el valor del factor F* se
redujo al 80% del valor utilizado para condiciones estticas.
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SECCIN 8.0 ANLISIS DE ESTABILIDAD EXTERNA
8.1 METODOLOGA
En la Estabilidad Externa se considera el comportamiento del macizo como un bloque rgido
definido por la altura y longitud de los refuerzos. Los modos de falla considerados en este
anlisis involucran: lmites de la excentricidad, deslizamiento y las presiones de contacto en la
fundacin.
De acuerdo con los Estados Lmites considerados, la norma AASHTO LRFD 2010 define las
verificaciones que deben realizarse, segn se indica en la figura 8.1:
Figura 8.1 Definicin de las Distintas Condiciones de Falla Consideradas
Es importante notar que para la consideracin de la ubicacin de la sobrecargas para los
clculos de la estabilidad externa depender del tipo de verificacin que se est realizando, ver
figura 8.1.
A continuacin se destacan algunos de los aspectos que se consideraron en las verificaciones
de las condiciones de falla indicadas anteriormente.
8.2 DESLIZAMIENTO Y EXCENTRICIDADES
De acuerdo a los estados lmites y a las condiciones de carga indicadas anteriormente se debe
verificar que las (los) fuerzas (momentos) solicitantes, mayorados por los factores de carga, no
superen a las (los) fuerzas (momentos) resistentes, reducidos por los factores de resistencia.
Para los muros de Tierra Armada cimentados sobre suelo, la gua de diseo FHWA NHI-10-24
considera una limitacin del valor de la excentricidad en la base a un valor igual al medio central
MEMORIA DE CLCULOTAP-13_00049
Pgina 23 de 25
MURO DE TIERRA ARMADA Revisin C
2013 Freyssinet Tierra Armada Per S.A.C All Rights Reserved.
del ancho de la base de e/B 0.25 para condiciones estticas y e/B 0.40 para condiciones
pseudo estticas.
8.3 CAPACIDAD DE SOPORTE
De acuerdo a los diseos de HMV Ingenieros en el informe PE-MACO-0004-D233-13 R1
Memoria muro de contencin SU proporcionados por la empresa Cavaling SAC se tom una
capacidad portante admisible de terreno de 20 t/m2 a 1.50m de profundidad. Las presiones
generadas al nivel de base de los muros Tierra Armada se presentan en los cuadro 8.1 y cuadro
8.2.
Cuadro 8.1 Resumen de clculos Estabilidad Externa (Condicin Esttica)
Descripcin Desnivel
H (m)
Base
B (m)
Condicin Esttica
CDRDeslizamiento
CDRVolteo
Excentricidad
(e/B 0.25)
Presionesen la
Fundacin(kPa)
Muro 1 9.00 7.50 2.37 4.07 0.123 207.05
Muro 2 8.00 6.50 2.27 3.76 0.133 188.14
Muro 3 6.00 5.00 2.20 3.66 0.137 145.25
Muro 4 4.00 4.00 2.37 4.57 0.109 98.19
Cuadro 8.2 Resumen de clculos Estabilidad Externa (Condicin Pseudo Esttica)
Descripcin Desnivel
H (m)
Base
B (m)
Condicin Pseudo Esttica
CDRDeslizamiento
CDRVolteo
Excentricidad
(e/B 0.40)
Presionesen la
Fundacin(kPa)
Muro 1 9.00 7.50 1.78 2.74 0.183 230.33
Muro 2 8.00 6.50 1.72 2.57 0.195 209.46
Muro 3 6.00 5.00 1.37 1.97 0.254 196.95
Muro 4 4.00 4.00 1.56 2.67 0.187 117.48
MEMORIA DE CLCULOTAP-13_00049
Pgina 24 de 25
MURO DE TIERRA ARMADA Revisin C
2013 Freyssinet Tierra Armada Per S.A.C All Rights Reserved.
SECCIN 9.0 CONCLUSIONES Y RECOMENDACIONES
En relacin a los anlisis de estabilidad interna y externa de los muros de Tierra Armada del
proyecto, Freyssinet Tierra Armada Per S.A.C concluye:
La configuracin utilizada para los muros de Tierra Armada que conforman el ProyectoACCESO SURIRAY cumple con la normativa AASHTO - LRFD 2010, y presenta mrgenesde seguridad adecuados en cuanto a los anlisis de estabilidad interna y externadesarrollados.
En general se optimizaron los largos y las cantidades de refuerzos Tipo GeoStrap 5
incorporados en los muros, de modo de obtener una solucin simple, pero a la vez
econmica y dentro de los lmites permitidos por la norma AASHTO LRFD 2010.
La capacidad admisible del terreno de fundacin deber de ser superior a los valores de las
presiones transmitidas por los muros de Tierra Armada en el nivel de su base, los valores de
las capacidades admisibles del terreno no es un clculo realizado por Tierra Armada y
deber de ser verificado por el Cliente.
En consecuencia se analizaron distintas secciones transversales de modo de cubrir
exhaustivamente toda la variedad de alturas que existan en el desarrollo de los muros
identificados en el proyecto, tanto para los anlisis de estabilidad interna y externa. Se
estima que estas secciones representen adecuadamente los casos ms crticos en cuanto a
las condiciones de falla consideradas.
MEMORIA DE CLCULOTAP-13_00049
Pgina 25 de 25
MURO DE SUELO REFORZADO Revisin B
2013 Freyssinet Tierra Armada Per S.A.C All Rights Reserved.
SECCIN 10.0 REFERENCIAS
American Association of State Highway and Transportation Officials (AASHTO) LRFD
Bridge Design Specifications, 2010
The Federal Highway Administration (FHWA) Design and Construction of Mechanically
Stabilized Earth Walls and Reinforced Soil Slopes Volume I, Publicacin
No FHWA-NHI-10-024.
Fin del Documento
MEMORIA DE CLCULOTAP-13_00049
ANEXOS
MURO DE SUELO REFORZADO Revisin C
2013 Freyssinet Tierra Armada Per S.A.C All Rights Reserved.
ANEXOS
MEMORIA DE CLCULOTAP-13_00049
ANEXOS
MURO DE SUELO REFORZADO Revisin C
2013 Freyssinet Tierra Armada Per S.A.C All Rights Reserved.
ANEXO 1ANLISIS DE ESTABILIDAD
MEMORIA DE CLCULOTAP-13_00049
ANEXOS
MURO DE SUELO REFORZADO Revisin C
2013 Freyssinet Tierra Armada Per S.A.C All Rights Reserved.
Anlisis Esttico H=9.00m
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:46:54 2013 C:\.....lfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Esttico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYAASHTO 2007-2010 (LRFD)
MSEW(3.0): Update # 14.93
PROJECT IDENTIFICATION
Title: ACCESO SURIRAYProject Number: TAP-13-00049Client: CAVALING SACDesigner: FTAStation Number:
Description:
Muro TEM para carretera tipo Geotrel H=9.00m
Company's information:
Name: TIERRA ARMADA SACStreet: Calle Antares 320 Torreo B oficina 505
Lima,Telephone #: 7480700Fax #:E-Mail: [email protected]
Original file path and name: C:\Users\Willfredo\Desktop\Renzo\Hector\JC-Cavaling\lt..........ico\MSEW_H=9.00m.BEN
Original date and time of creating this file: Nov 13
PROGRAM MODE: ANALYSISof a SIMPLE STRUCTUREusing METAL STRIPS as reinforcing material.
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:46:54 2013 C:\.....lfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Esttico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
SOIL DATA
REINFORCED SOILUnit weight, 18.0 kN/m Design value of internal angle of friction, 34.0
RETAINED SOILUnit weight, 20.0 kN/m Design value of internal angle of friction, 38.0
FOUNDATION SOIL (Considered as an equivalent uniform soil)Equivalent unit weight, equiv. 20.0 kN/m Equivalent internal angle of friction, equiv. 33.0 Equivalent cohesion, c equiv. 20.0 kPa
Factored bearing capacity resistance of foundation is given.
LATERAL EARTH PRESSURE COEFFICIENTS
Ka (internal stability) = 0.2827 (if batter is less than 10, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized)Ka (external stability) = 0.2379 (if batter is less than 10, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized)
BEARING CAPACITY
Bearing capacity coefficients (calculated by MSEW): Nc = 0.00 N = 3.63SEISMICITY
Not Applicable
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:46:54 2013 C:\.....lfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Esttico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
INPUT DATA: Metal strips(Analysis)
D A T A Metal striptype #1
Metal striptype #2
Metal striptype #3
Metal striptype #4
Metal striptype #5
Yield strength of steel, Fy [MPa]Gross width of strip, b [mm]Vertical spacing, Sv [m]
101.350.0Varies
136.450.0Varies
N/AN/AN/A
N/AN/AN/A
N/AN/AN/A
Design cross section area, Ac [mm ] 200.00 200.00 N/A N/A N/A
Ribbed steel strips.Uniformity Coefficient of reinforced soil, Cu = D60/D10 = 4.0
Friction angle along reinforcement-soil interface, @ the top@ 6.0 m or below
Pullout resistance factor, F*@ the top@ 6.0 m or below
Scale-effect correction factor,
52.4331.26
1.300.611.00
52.4331.26
1.300.611.00
N/AN/A
N/AN/AN/A
N/AN/A
N/AN/AN/A
N/AN/A
N/AN/AN/A
Variation of Lateral Earth Pressure Coefficient With Depth
Z K / Ka0 m 1.701 m 1.602 m 1.553 m 1.454 m 1.355 m 1.306 m 1.20
0
2
4
6
8
10
Z [m]
0.0 1.0 2.0 3.0K / Ka
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:46:54 2013 C:\.....lfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Esttico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
INPUT DATA: Facia and Connection(Analysis)
FACIA type: Segmental precast concrete panels.Depth of panel is 0.30 m. Horizontal distance to Center of Gravity of panel is 0.15 m.Average unit weight of panel is = 17.00 kN/m f
Z / Hd To-static / TmaxTop of wall
0.000.250.500.751.00
Z / Hd
1.00 0.90 0.80 0.70 0.60 0.50To-static / Tmax
0.00 1.000.25 1.000.50 1.000.75 1.001.00 1.00
D A T A (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5
Product Name GS 5 - 37.. GS 5 - 50.. N/A N/A N/AStrength reduction at the connection,
CRu = Fyc / Fy 1.00 1.00 N/A N/A N/A
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:46:54 2013 C:\.....lfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Esttico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE)Design height, Hd 9.00 [m] { Embedded depth is E = 0.60 m, and height above top of finished
bottom grade is H = 8.40 m }Batter, 0.0 [deg]Backslope, 0.0 [deg]Backslope rise 0.0 [m] Broken back equivalent angle, I = 0.00 (see Fig. 25 in DEMO 82)U N I F O R M S U R C H A R G E
Uniformly distributed dead load is 0.0 [kPa], and live load is 15.0 [kPa]
ANALYZED REINFORCEMENT LAYOUT:
SCALE:
0 2 4 6 [m]
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:46:54 2013 C:\.....lfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Esttico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
AASHTO 2007-2010 (LRFD) Input Data
INTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2: p-EV 1.35Load factor for earthquake loads, EQ, from Table 3.4.1-1: p-EQ 1.00Load factor for live load surchrge, LS, from Figure C11.5.5-3(b): p-LS 1.75
(Same as in External Stability).Load factor for dead load surchrge, ES: p-ES 1.50
(Same as in External Stability).
Resistance factor for reinforcement tension from Table 11.5.6-1: Static Combined static/seismicMetal Strips: 0.90 1.20
Resistance factor for reinforcement tension in connectors from Table 11.5.6-1: Static Combined static/seismicMetal Strips: 0.90 1.20
Resistance factor for reinforcement pullout from Table 11.5.6-1: 0.90 1.20
EXTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2 and Figure C11.5.5-2: Static Combined Static/SeismicSliding and Eccentricity p-EV p-EQ1.00 1.00Bearing Capacity p-EV p-EQ1.35 1.35
Load factor of active lateral earth pressure, EH, from Table 3.4.1-2 and Figure C11.5.5-2: p-EH 1.50Load factor of active lateral earth pressure during earthquake (does not multiply P and P ): p-EH EQAE IR 1.50Load factor for earthquake loads, EQ, from Table 3.4.1-1 (multiplies P and P ): p-EQAE IR 1.00Resistance factor for shear resistance along common interfaces from Table 11.5.6-1: Static Combined Static/Seismic
Reinforced Soil and Foundation 1.00 1.00Reinforced Soil and Reinforcement 1.00 1.00
Resistance factor for bearing capacity of shallow foundation from Table 11.5.6-1: Static Combined Static/Seismic b 0.65 0.65
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:46:54 2013 C:\.....lfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Esttico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ANALYSIS: CALCULATED FACTORS (Static conditions)Bearing capacity, CDR = 1.11, factored bearing load = 292.50 kPa.
Foundation Interface: Direct sliding, CDR = 2.374, Eccentricity, e/L = 0.1229, CDR-overturning = 4.07
M E T A L S T R I P C O N N E C T I O N
# Elevation Length Type#
CDR [pulloutresistance]
CDR[connection break]
CDR[metal stripstrength]
Metal stripstrength CDR
Pulloutresistance CDR
Directsliding CDR
Eccentricity e/L
Productname
[m] [m]
1 0.00 7.50 2 N/A 2.39 2.39 2.393 6.468 2.350 0.1229 GS 5 - 50...2 0.50 7.50 2 N/A 1.24 1.24 1.243 3.048 2.465 0.1111 GS 5 - 50...3 1.00 7.50 2 N/A 1.31 1.31 1.312 2.900 2.591 0.0999 GS 5 - 50...4 1.50 7.50 2 N/A 1.39 1.39 1.388 2.752 2.731 0.0892 GS 5 - 50...5 2.00 7.50 1 N/A 1.09 1.09 1.094 2.604 2.887 0.0791 GS 5 - 37...6 2.50 7.50 1 N/A 1.17 1.17 1.167 2.454 3.062 0.0697 GS 5 - 37...7 3.00 7.50 1 N/A 1.24 1.24 1.237 2.281 3.260 0.0608 GS 5 - 37...8 3.50 7.50 1 N/A 1.29 1.29 1.291 2.266 3.507 0.0525 GS 5 - 37...9 4.00 7.50 1 N/A 1.35 1.35 1.350 2.210 3.781 0.0448 GS 5 - 37...10 4.50 7.50 1 N/A 1.44 1.44 1.436 2.150 4.083 0.0377 GS 5 - 37...11 5.00 7.50 1 N/A 1.37 1.37 1.375 1.965 4.438 0.0311 GS 5 - 37...12 6.00 7.50 1 N/A 1.18 1.18 1.185 1.446 5.372 0.0198 GS 5 - 37...13 7.00 7.50 1 N/A 1.48 1.48 1.480 1.350 6.805 0.0109 GS 5 - 37...14 8.00 7.50 1 N/A 1.58 1.58 1.578 0.797 9.280 0.0043 GS 5 - 37...
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:46:54 2013 C:\.....lfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Esttico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
BEARING CAPACITY for GIVEN LAYOUT
SCALE:
0 2 4 6 [m]
STATIC SEISMIC UNITS(Given factored bearing resistance, q-n)Factored bearing resistance, q-n 325.0 N/A [kPa]Factored bearing load, V 292.50 N/A [kPa]Eccentricity, e 0.61 N/A [m]Eccentricity, e/L 0.081 N/ACDR calculated 1.11 N/ABase length 7.50 N/A [m]
Unfactored applied bearing pressure = (Unfactored R) / [ L - 2 * (Unfactored e) ] =Unfactored R = 1327.50 [kN/m], L = 7.50, Unfactored e = 0.54 [m], and Sigma = 207.05 [kPa]
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:46:54 2013 C:\.....lfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Esttico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
DIRECT SLIDING for GIVEN LAYOUT (for METAL STRIPS reinforcements)Along reinforced and foundation soils interface: CDR-static = 2.374
# Metal stripElevation [m]
Metal stripLength [m]
CDRStatic
CDRSeismic
Metal stripType # Product name
1 0.00 7.50 2.350 N/A 2 GS 5 - 50.0kN2 0.50 7.50 2.465 N/A 2 GS 5 - 50.0kN3 1.00 7.50 2.591 N/A 2 GS 5 - 50.0kN4 1.50 7.50 2.731 N/A 2 GS 5 - 50.0kN5 2.00 7.50 2.887 N/A 1 GS 5 - 37.5kN6 2.50 7.50 3.062 N/A 1 GS 5 - 37.5kN7 3.00 7.50 3.260 N/A 1 GS 5 - 37.5kN8 3.50 7.50 3.507 N/A 1 GS 5 - 37.5kN9 4.00 7.50 3.781 N/A 1 GS 5 - 37.5kN10 4.50 7.50 4.083 N/A 1 GS 5 - 37.5kN11 5.00 7.50 4.438 N/A 1 GS 5 - 37.5kN12 6.00 7.50 5.372 N/A 1 GS 5 - 37.5kN13 7.00 7.50 6.805 N/A 1 GS 5 - 37.5kN14 8.00 7.50 9.280 N/A 1 GS 5 - 37.5kN
ECCENTRICITY for GIVEN LAYOUT (for Simplified Method)
At interface with foundation: e/L static = 0.1229; Overturning: CDR-static = 4.07
# Metal stripElevation [m]
Metal stripLength [m]
e / LStatic
e / LSeismic
Metal stripType # Product name
1 0.00 7.50 0.1229 N/A 2 GS 5 - 50.0kN2 0.50 7.50 0.1111 N/A 2 GS 5 - 50.0kN3 1.00 7.50 0.0999 N/A 2 GS 5 - 50.0kN4 1.50 7.50 0.0892 N/A 2 GS 5 - 50.0kN5 2.00 7.50 0.0791 N/A 1 GS 5 - 37.5kN6 2.50 7.50 0.0697 N/A 1 GS 5 - 37.5kN7 3.00 7.50 0.0608 N/A 1 GS 5 - 37.5kN8 3.50 7.50 0.0525 N/A 1 GS 5 - 37.5kN9 4.00 7.50 0.0448 N/A 1 GS 5 - 37.5kN10 4.50 7.50 0.0377 N/A 1 GS 5 - 37.5kN11 5.00 7.50 0.0311 N/A 1 GS 5 - 37.5kN12 6.00 7.50 0.0198 N/A 1 GS 5 - 37.5kN13 7.00 7.50 0.0109 N/A 1 GS 5 - 37.5kN14 8.00 7.50 0.0043 N/A 1 GS 5 - 37.5kN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:46:54 2013 C:\.....lfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Esttico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
RESULTS for STRENGTH [ Note: Actual CDR = (Yield stress) / (Actual stress) ]Live Load included in calculating Tmax
For Simplified Method
# Metal stripElevation [m]
Coverage ratio,Rc=b/Sh
Horizontalspacing, Sh [m]
Long-termstrengthFyAcRc/b [kN/m]
Tmax[kN/m]
Tmd[kN/m]
SpecifiedminimumCDRstatic
ActualcalculatedCDRstatic
SpecifiedminimumCDRseismic
ActualcalculatedCDRseismic
1 0.00 0.100 0.500 49.1 20.52 N/A N/A 2.393 N/A N/A2 0.50 0.100 0.500 49.1 39.49 N/A N/A 1.243 N/A N/A3 1.00 0.100 0.500 49.1 37.43 N/A N/A 1.312 N/A N/A4 1.50 0.100 0.500 49.1 35.37 N/A N/A 1.388 N/A N/A5 2.00 0.100 0.500 36.5 33.31 N/A N/A 1.094 N/A N/A6 2.50 0.100 0.500 36.5 31.25 N/A N/A 1.167 N/A N/A7 3.00 0.100 0.500 36.5 29.48 N/A N/A 1.237 N/A N/A8 3.50 0.100 0.500 36.5 28.23 N/A N/A 1.291 N/A N/A9 4.00 0.100 0.500 36.5 27.00 N/A N/A 1.350 N/A N/A10 4.50 0.100 0.500 36.5 25.39 N/A N/A 1.436 N/A N/A11 5.00 0.132 0.380 48.0 34.89 N/A N/A 1.375 N/A N/A12 6.00 0.132 0.380 48.0 40.47 N/A N/A 1.185 N/A N/A13 7.00 0.132 0.380 48.0 32.41 N/A N/A 1.480 N/A N/A14 8.00 0.132 0.380 48.0 30.40 N/A N/A 1.578 N/A N/A
RESULTS for PULLOUT Live Load included in calculating Tmax
NOTE: Live load is not included in calculating the overburden pressure used to assess pullout resistance.
# Metal stripElevation
[m]
CoverageRatioRc=b/Sh
Tmax[kN/m]
Tmd[kN/m]
Le[m]
(see NOTE)La[m]
Avail.StaticPullout, Pr
[kN/m]
SpecifiedStatic
CDR
ActualStatic
CDR
Avail.Seism.Pullout, Pr
[kN/m]
SpecifiedSeismic
CDR
ActualSeismic
CDR
1 0.00 0.100 20.52 N/A 7.50 0.00 132.7 N/AN/A 6.468 N/A N/A2 0.50 0.100 39.49 N/A 7.20 0.30 120.4 N/AN/A 3.048 N/A N/A3 1.00 0.100 37.43 N/A 6.90 0.60 108.5 N/AN/A 2.900 N/A N/A4 1.50 0.100 35.37 N/A 6.60 0.90 97.3 N/AN/A 2.752 N/A N/A5 2.00 0.100 33.31 N/A 6.30 1.20 86.7 N/AN/A 2.604 N/A N/A6 2.50 0.100 31.25 N/A 6.00 1.50 76.7 N/AN/A 2.454 N/A N/A7 3.00 0.100 29.48 N/A 5.70 1.80 67.2 N/AN/A 2.281 N/A N/A8 3.50 0.100 28.23 N/A 5.40 2.10 64.0 N/AN/A 2.266 N/A N/A9 4.00 0.100 27.00 N/A 5.10 2.40 59.7 N/AN/A 2.210 N/A N/A10 4.50 0.100 25.39 N/A 4.80 2.70 54.6 N/AN/A 2.150 N/A N/A11 5.00 0.132 34.89 N/A 4.80 2.70 68.6 N/AN/A 1.965 N/A N/A12 6.00 0.132 40.47 N/A 4.80 2.70 58.5 N/AN/A 1.446 N/A N/A13 7.00 0.132 32.41 N/A 4.80 2.70 43.7 N/AN/A 1.350 N/A N/A14 8.00 0.132 30.40 N/A 4.80 2.70 24.2 N/AN/A 0.797 N/A N/A
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:46:54 2013 C:\.....lfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Esttico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
RESULTS for CONNECTION (static conditions)Live Load included in calculating Tmax
# Metal stripElevation [m]
Coverage ratioRc=b/Sh
Horizontalspacing, Sh [m]
Connectionforce, To [kN/m]
Reductionfactor forconnectionbreak,CRu
Long-termconnectionstrength,Tac(breakcriterion) [kN/m]
Metal striplong-termstrength, [kN/m]
CDRconnectionbreak
Specified Actual
CDRMetal stripstrength
Specified Actual
Productname
1 0.00 0.100 0.500 20.5 1.00 49.1 49.1 N/A 2.39 N/A 2.39 GS 5 - 50...2 0.50 0.100 0.500 39.5 1.00 49.1 49.1 N/A 1.24 N/A 1.24 GS 5 - 50...3 1.00 0.100 0.500 37.4 1.00 49.1 49.1 N/A 1.31 N/A 1.31 GS 5 - 50...4 1.50 0.100 0.500 35.4 1.00 49.1 49.1 N/A 1.39 N/A 1.39 GS 5 - 50...5 2.00 0.100 0.500 33.3 1.00 36.5 36.5 N/A 1.09 N/A 1.09 GS 5 - 37...6 2.50 0.100 0.500 31.2 1.00 36.5 36.5 N/A 1.17 N/A 1.17 GS 5 - 37...7 3.00 0.100 0.500 29.5 1.00 36.5 36.5 N/A 1.24 N/A 1.24 GS 5 - 37...8 3.50 0.100 0.500 28.2 1.00 36.5 36.5 N/A 1.29 N/A 1.29 GS 5 - 37...9 4.00 0.100 0.500 27.0 1.00 36.5 36.5 N/A 1.35 N/A 1.35 GS 5 - 37...10 4.50 0.100 0.500 25.4 1.00 36.5 36.5 N/A 1.44 N/A 1.44 GS 5 - 37...11 5.00 0.132 0.380 34.9 1.00 48.0 48.0 N/A 1.37 N/A 1.37 GS 5 - 37...12 6.00 0.132 0.380 40.5 1.00 48.0 48.0 N/A 1.18 N/A 1.18 GS 5 - 37...13 7.00 0.132 0.380 32.4 1.00 48.0 48.0 N/A 1.48 N/A 1.48 GS 5 - 37...14 8.00 0.132 0.380 30.4 1.00 48.0 48.0 N/A 1.58 N/A 1.58 GS 5 - 37...
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MEMORIA DE CLCULOTAP-13_00049
ANEXOS
MURO DE SUELO REFORZADO Revisin C
2013 Freyssinet Tierra Armada Per S.A.C All Rights Reserved.
Anlisis Pseudo Esttico H=9.00m
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:33:18 2013 C:\.....llfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Ssmico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYAASHTO 2007-2010 (LRFD)
MSEW(3.0): Update # 14.93
PROJECT IDENTIFICATION
Title: ACCESO SURIRAYProject Number: TAP-13-00049Client: CAVALING SACDesigner: FTAStation Number:
Description:
Muro TEM para carretera tipo Geotrel H=9.00m
Company's information:
Name: TIERRA ARMADA SACStreet: Calle Antares 320 Torreo B oficina 505
Lima,Telephone #: 7480700Fax #:E-Mail: [email protected]
Original file path and name: C:\Users\Willfredo\Desktop\Renzo\Hector\JC-Cavaling\lt..........ico\MSEW_H=9.00m.BEN
Original date and time of creating this file: Nov 13
PROGRAM MODE: ANALYSISof a SIMPLE STRUCTUREusing METAL STRIPS as reinforcing material.
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
Page 1 of 11
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:33:18 2013 C:\.....llfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Ssmico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
SOIL DATA
REINFORCED SOILUnit weight, 18.0 kN/m Design value of internal angle of friction, 34.0
RETAINED SOILUnit weight, 20.0 kN/m Design value of internal angle of friction, 38.0
FOUNDATION SOIL (Considered as an equivalent uniform soil)Equivalent unit weight, equiv. 20.0 kN/m Equivalent internal angle of friction, equiv. 33.0 Equivalent cohesion, c equiv. 20.0 kPa
Factored bearing capacity resistance of foundation is given.
LATERAL EARTH PRESSURE COEFFICIENTS
Ka (internal stability) = 0.2827 (if batter is less than 10, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized)Ka (external stability) = 0.2379 (if batter is less than 10, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized)
BEARING CAPACITY
Bearing capacity coefficients (calculated by MSEW): Nc = 0.00 N = 3.63SEISMICITY
Maximum ground acceleration coefficient, A = 0.200Design acceleration coefficient in Internal Stability: Kh = Am = 0.250Design acceleration coefficient in External Stability: Kh_d = 0.099 => Kh = Am = 0.134(Kh in External Stability is based on allowable displacement, d = 25 mm. using AASHTO 2007 equation)Kae ( Kh > 0 ) = 0.3113 Kae ( Kh = 0 ) = 0.2379 Kae = 0.0734Seismic soil-metal strip friction coefficient, F* is 80.0% of its specified static value.
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:33:18 2013 C:\.....llfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Ssmico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
INPUT DATA: Metal strips(Analysis)
D A T A Metal striptype #1
Metal striptype #2
Metal striptype #3
Metal striptype #4
Metal striptype #5
Yield strength of steel, Fy [MPa]Gross width of strip, b [mm]Vertical spacing, Sv [m]
101.350.0Varies
136.450.0Varies
N/AN/AN/A
N/AN/AN/A
N/AN/AN/A
Design cross section area, Ac [mm ] 200.00 200.00 N/A N/A N/A
Ribbed steel strips.Uniformity Coefficient of reinforced soil, Cu = D60/D10 = 4.0
Friction angle along reinforcement-soil interface, @ the top@ 6.0 m or below
Pullout resistance factor, F*@ the top@ 6.0 m or below
Scale-effect correction factor,
52.4331.26
1.300.611.00
52.4331.26
1.300.611.00
N/AN/A
N/AN/AN/A
N/AN/A
N/AN/AN/A
N/AN/A
N/AN/AN/A
Variation of Lateral Earth Pressure Coefficient With Depth
Z K / Ka0 m 1.701 m 1.602 m 1.553 m 1.454 m 1.355 m 1.306 m 1.20
0
2
4
6
8
10
Z [m]
0.0 1.0 2.0 3.0K / Ka
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:33:18 2013 C:\.....llfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Ssmico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
INPUT DATA: Facia and Connection(Analysis)
FACIA type: Segmental precast concrete panels.Depth of panel is 0.30 m. Horizontal distance to Center of Gravity of panel is 0.15 m.Average unit weight of panel is = 17.00 kN/m f
Z / Hd To-static / Tmaxor To-seismic / Tmd
Top of wall0.000.250.500.751.00
Z / Hd
1.00 0.90 0.80 0.70 0.60 0.50To-static / Tmax or To-seismic / Tmd
0.00 1.000.25 1.000.50 1.000.75 1.001.00 1.00
D A T A (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5
Product Name GS 5 - 37.. GS 5 - 50.. N/A N/A N/AStrength reduction at the connection,
CRu = Fyc / Fy 1.00 1.00 N/A N/A N/A
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:33:18 2013 C:\.....llfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Ssmico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE)Design height, Hd 9.00 [m] { Embedded depth is E = 0.60 m, and height above top of finished
bottom grade is H = 8.40 m }Batter, 0.0 [deg]Backslope, 0.0 [deg]Backslope rise 0.0 [m] Broken back equivalent angle, I = 0.00 (see Fig. 25 in DEMO 82)U N I F O R M S U R C H A R G E
Uniformly distributed dead load is 0.0 [kPa], and live load is 15.0 [kPa]
ANALYZED REINFORCEMENT LAYOUT:
SCALE:
0 2 4 6 [m]
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:33:18 2013 C:\.....llfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Ssmico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
AASHTO 2007-2010 (LRFD) Input Data
INTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2: p-EV 1.35Load factor for earthquake loads, EQ, from Table 3.4.1-1: p-EQ 1.00Load factor for live load surchrge, LS, from Figure C11.5.5-3(b): p-LS 1.35
(Same as in External Stability).Load factor for dead load surchrge, ES: p-ES 1.50
(Same as in External Stability).
Resistance factor for reinforcement tension from Table 11.5.6-1: Static Combined static/seismicMetal Strips: 0.90 1.20
Resistance factor for reinforcement tension in connectors from Table 11.5.6-1: Static Combined static/seismicMetal Strips: 0.90 1.20
Resistance factor for reinforcement pullout from Table 11.5.6-1: 0.90 1.20
EXTERNAL STABILITY
Load factor for vertical earth pressure, EV, from Table 3.4.1-2 and Figure C11.5.5-2: Static Combined Static/SeismicSliding and Eccentricity p-EV p-EQ1.00 1.00Bearing Capacity p-EV p-EQ1.35 1.35
Load factor of active lateral earth pressure, EH, from Table 3.4.1-2 and Figure C11.5.5-2: p-EH 1.50Load factor of active lateral earth pressure during earthquake (does not multiply P and P ): p-EH EQAE IR 1.50Load factor for earthquake loads, EQ, from Table 3.4.1-1 (multiplies P and P ): p-EQAE IR 1.00Resistance factor for shear resistance along common interfaces from Table 11.5.6-1: Static Combined Static/Seismic
Reinforced Soil and Foundation 1.00 1.00Reinforced Soil and Reinforcement 1.00 1.00
Resistance factor for bearing capacity of shallow foundation from Table 11.5.6-1: Static Combined Static/Seismic b 0.65 0.65
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:33:18 2013 C:\.....llfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Ssmico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ANALYSIS: CALCULATED FACTORS (Static conditions)Bearing capacity, CDR = 1.15, factored bearing load = 283.81 kPa.
Foundation Interface: Direct sliding, CDR = 2.466, Eccentricity, e/L = 0.1166, CDR-overturning = 4.29M E T A L S T R I P C O N N E C T I O N
# Elevation Length Type#
CDR [pulloutresistance]
CDR[connection break]
CDR[metal stripstrength]
Metal stripstrength CDR
Pulloutresistance CDR
Directsliding CDR
Eccentricity e/L
Productname
[m] [m]
1 0.00 7.50 2 N/A 2.45 2.45 2.453 6.633 2.441 0.1166 GS 5 - 50...2 0.50 7.50 2 N/A 1.28 1.28 1.276 3.129 2.565 0.1051 GS 5 - 50...3 1.00 7.50 2 N/A 1.35 1.35 1.348 2.981 2.702 0.0942 GS 5 - 50...4 1.50 7.50 2 N/A 1.43 1.43 1.429 2.833 2.855 0.0839 GS 5 - 50...5 2.00 7.50 1 N/A 1.13 1.13 1.129 2.686 3.026 0.0742 GS 5 - 37...6 2.50 7.50 1 N/A 1.21 1.21 1.206 2.537 3.218 0.0651 GS 5 - 37...7 3.00 7.50 1 N/A 1.28 1.28 1.281 2.363 3.437 0.0566 GS 5 - 37...8 3.50 7.50 1 N/A 1.34 1.34 1.341 2.354 3.712 0.0486 GS 5 - 37...9 4.00 7.50 1 N/A 1.41 1.41 1.407 2.304 4.019 0.0413 GS 5 - 37...10 4.50 7.50 1 N/A 1.50 1.50 1.502 2.250 4.362 0.0345 GS 5 - 37...11 5.00 7.50 1 N/A 1.45 1.45 1.447 2.069 4.770 0.0283 GS 5 - 37...12 6.00 7.50 1 N/A 1.26 1.26 1.262 1.539 5.866 0.0177 GS 5 - 37...13 7.00 7.50 1 N/A 1.61 1.61 1.609 1.468 7.618 0.0095 GS 5 - 37...14 8.00 7.50 1 N/A 1.83 1.83 1.828 0.924 10.859 0.0036 GS 5 - 37...
ANALYSIS: CALCULATED FACTORS (Seismic conditions)Bearing capacity, CDR = 1.02, factored bearing load = 317.50 kPa.
Foundation Interface: Direct sliding, CDR = 1.782, Eccentricity, e/L = 0.1825, Fs-overturning = 2.74M E T A L S T R I P C O N N E C T I O N
# Elevation Length Type#
CDR [pulloutresistance]
CDR[connection break]
CDR[metal stripstrength]
Metal stripstrength CDR
Pulloutresistance CDR
Directsliding CDR
Eccentricity e/L
Productname
[m] [m]
1 0.00 7.50 2 N/A 2.37 2.37 2.369 5.123 1.764 0.1825 GS 5 - 50...2 0.50 7.50 2 N/A 1.43 1.43 1.429 2.804 1.858 0.1639 GS 5 - 50...3 1.00 7.50 2 N/A 1.51 1.51 1.507 2.666 1.962 0.1463 GS 5 - 50...4 1.50 7.50 2 N/A 1.59 1.59 1.594 2.528 2.078 0.1297 GS 5 - 50...5 2.00 7.50 1 N/A 1.26 1.26 1.256 2.391 2.209 0.1141 GS 5 - 37...6 2.50 7.50 1 N/A 1.34 1.34 1.338 2.252 2.357 0.0995 GS 5 - 37...7 3.00 7.50 1 N/A 1.42 1.42 1.419 2.095 2.527 0.0859 GS 5 - 37...8 3.50 7.50 1 N/A 1.49 1.49 1.488 2.089 2.741 0.0732 GS 5 - 37...9 4.00 7.50 1 N/A 1.56 1.56 1.563 2.048 2.983 0.0616 GS 5 - 37...10 4.50 7.50 1 N/A 1.67 1.67 1.668 1.998 3.257 0.0510 GS 5 - 37...11 5.00 7.50 1 N/A 1.68 1.68 1.682 1.923 3.587 0.0413 GS 5 - 37...12 6.00 7.50 1 N/A 1.49 1.49 1.491 1.455 4.498 0.0250 GS 5 - 37...13 7.00 7.50 1 N/A 1.84 1.84 1.844 1.345 6.030 0.0127 GS 5 - 37...14 8.00 7.50 1 N/A 2.06 2.06 2.055 0.831 9.143 0.0044 GS 5 - 37...
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:33:18 2013 C:\.....llfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Ssmico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
BEARING CAPACITY for GIVEN LAYOUT
SCALE:
0 2 4 6 [m]
STATIC SEISMIC UNITS(Given factored bearing resistance, q-n)Factored bearing resistance, q-n 325.0 325.0 [kPa]Factored bearing load, V 283.81 317.5 [kPa]Eccentricity, e 0.59 0.93 [m]Eccentricity, e/L 0.079 0.124CDR calculated 1.15 1.02Base length 7.50 7.50 [m]
Unfactored applied bearing pressure = (Unfactored R) / [ L - 2 * (Unfactored e) ] =Static: Unfactored R = 1327.50 [kN/m], L = 7.50, Unfactored e = 0.54 [m], and Sigma = 207.05 [kPa]Seismic: Unfactored R = 1327.50 [kN/m], L = 7.50, Unfactored e = 0.87 [m], and Sigma = 230.33 [kPa]
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
ACCESO SURIRAYCopyright 1998-2013 ADAMA Engineering, Inc. License number MSEW-302154
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Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls ACCESO SURIRAYPresent Date/Time: Thu Nov 21 18:33:18 2013 C:\.....llfredo\Desktop\Renzo\Hector\JC-Cavaling\ltimo\Anlisis\Anlisis Ssmico\MSEW_H=9.00m.BEN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
DIRECT SLIDING for GIVEN LAYOUT (for METAL STRIPS reinforcements)Along reinforced and foundation soils interface: CDR-static = 2.466 and CDR-seismic = 1.782
# Metal stripElevation [m]
Metal stripLength [m]
CDRStatic
CDRSeismic
Metal stripType # Product name
1 0.00 7.50 2.441 1.764 2 GS 5 - 50.0kN2 0.50 7.50 2.565 1.858 2 GS 5 - 50.0kN3 1.00 7.50 2.702 1.962 2 GS 5 - 50.0kN4 1.50 7.50 2.855 2.078 2 GS 5 - 50.0kN5 2.00 7.50 3.026 2.209 1 GS 5 - 37.5kN6 2.50 7.50 3.218 2.357 1 GS 5 - 37.5kN7 3.00 7.50 3.437 2.527 1 GS 5 - 37.5kN8 3.50 7.50 3.712 2.741 1 GS 5 - 37.5kN9 4.00 7.50 4.019 2.983 1 GS 5 - 37.5kN10 4.50 7.50 4.362 3.257 1 GS 5 - 37.5kN11 5.00 7.50 4.770 3.587 1 GS 5 - 37.5kN12 6.00 7.50 5.866 4.498 1 GS 5 - 37.5kN13 7.00 7.50 7.618 6.030 1 GS 5 - 37.5kN14 8.00 7.50 10.859 9.143 1 GS 5 - 37.5kN
ECCENTRICITY for GIVEN LAYOUT (for Simplified Method)
At interface with foundation: e/L static = 0.1166, e/L seismic = 0.1825; Overturning: CDR-static = 4.29, CDR-seismic = 2.74
# Metal stripElevation [m]
Metal stripLength [m]
e / LStatic
e / LSeismic
Metal stripType # Product name
1 0.00 7.50 0.1166 0.1825 2 GS 5 - 50.0kN2 0.50 7.50 0.1051 0.1639 2 GS 5 - 50.0kN3 1.00 7.50 0.0942 0.1463 2 GS 5 - 50.0kN4 1.50 7.50 0.0839 0.1297 2 GS 5 - 50.0kN5 2.00 7.50 0.0742 0.1141 1 GS 5 - 37.5kN6 2.50 7.50 0.0651 0.0995 1 GS 5 - 37.5kN7 3.00 7.50 0.0566 0.0859 1 GS 5 - 37.5kN8 3.50 7.50 0.0486 0.0732 1 GS 5 - 37.5kN9 4.00 7.50 0.0413 0.0616 1 GS 5 - 37.5kN10 4.50 7.50 0.0345 0.0510 1 GS 5 - 37.5kN11 5.00 7.50 0.0283 0.0413 1 GS 5 - 37.5kN12 6.00 7.50 0.0177 0.0250 1 GS 5 - 37.5kN13 7.00 7.50 0.0095 0.0127 1 GS 5 - 37.5kN14 8.00 7.50 0.0036 0.0044 1 GS 5 - 37.5kN
Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Versi
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