Muros de Tierra Armada

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  • 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

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    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

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    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.

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    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

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    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

    Page 1 of 11

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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

    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

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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

    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

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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

    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

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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

    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

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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

    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

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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

    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

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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

    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

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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

    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

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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

    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

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  • 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

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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

    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

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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

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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

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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

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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 18:33:18 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

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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 18:33:18 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

    Page 7 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

    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

    Page 8 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

    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